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 14, Problem 14.2P
To determine
Find the magnitude and location of the thrust on the wall.
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The following concrete gravity wall of 7 m in height retains a sandy backfill. A sand sample from the backfill was brought to the
laboratory and tested in a direct shear device under a normal stress of 100 kPa and failure occurred at a shear stress level of 63.4 kPa.
Using the Rankine theory, determine the total active earth pressure at the base of the wall when:
a) the backfill is dry,
b) the backfill is partially submerged in water for a water level at 3.5m from the base of the wall,
c) the backfill is fully submerged in water, which means the water table is at the ground surface.
Notes:
- The saturated unit weight of the soil is 19 kN/m³
-The moist unit weight of the soil is 17 kN/m³
- The dry unit weight of the soil is 15 kN/m³
Summarize your results in this table:
b)
Total active earth pressure
at the base of the wall (kPa)
a) Referring to Figure Q2 (a), the vertical stress increase at point A is 25 kN/m² due to
application of line loads q1 and q2. Determine the magnitude of q2.
91 = 150 kN/m
%3D
92
55°
1.5m
3m
2.7m
FIGURE Q2 (a)
3.9 Figure P3.3 shows the plan of a loaded area on the surface of a clay layer. The uniformly
distributed vertical loads on the area are also shown. Determine the vertical stress increase at A
and B due to the loaded area. A and B are located at a depth of 3m below the ground surface.
Uniformly
distributed
vertical load
4₂ = 200 kN/m²
ר
2 m
3 m
PLAN
Uniformly
3 m distributed load
on a flexible
arca
a.~100 kN/m²
Chapter 14 Solutions
Fundamentals of Geotechnical Engineering (MindTap Course List)
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- Refer to Figure P3.2. Vane shear tests were conducted in the clay layer. The vane (tapered) dimensions were 63.5 mm (d) x 127 mm (h), iB = iT = 458 (see Figure 3.23). For the test at A, the torque required to cause failure was 51 N ? m. For the clay, given: liquid limit = 46 and plastic limit = 21. Estimate the undrained cohesion of the clay for use in the design by using Bjerrum’s l relationship [Eq. (3.40a)].arrow_forwardQ3/ Determine the increase in vertical stress at (2.0) m below point (A) due to a surface load shown in Fig.(1), Q4/ In tu 6 m 2 m 2m 6m Aq=175 kN/m² Aq= 100 kN/m² Fig. (1) Jabarrow_forwardIt 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_forward
- Q.3) Determine the increase in vertical stress at a depth 4 m below point A due to surface loads shown in Fig.1. 1.5 m 1.5 m 1.5 m A q= 100 kN/m2 1.5 m 4= 160 kN/m2 q= 225 kN/m2 1.5 m Fig. 1arrow_forward9.30 A laminar boundary layer velocity profile is approximated by the two straight-line segments indicated in Fig. P9.30. Use the momentum integral equation to determine the boundary layer thickness, 88(x), and wall shear stress, 7, 7(x). Compare these results with those in Table 9.2. 8/2 2U U 3 FIGURE P9.30arrow_forwardProblem (4.4): Given: q= 100 kN/m. Find: The vertical stress o, at points 0, 1, and 2 shown in Fig. (4.8)? 3.2m y 2m G.S. 4m 1m 3m 7.arrow_forward
- Calculate the settlement of the bridge pier shown in Fig. ?-f (page 3) due to primary consolidation of the clay. The bridge load imposes an approximate vertical stress increase at the center of the clay layer of 150 kPa.arrow_forwardReferring in the Fig. 2 below, B = 6m and q =150 kPa. For Point P, z = 2m and x = 1.5m. Determine the vertical stress at Point P.arrow_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_forward
- Q: An axial compressive load of 4000N was conducted on body of rock has a cross section 0.05 m by 0.03m. Calculate the magnitude of normal and shear stresses on a plane, where the normal stress is inclined at 70° to the axis of the blockarrow_forwardThe water table in a deposit of sand 8 m thick, is at a depth of 3 m below the surface. Above the water table, the sand is saturated with capillary water. The total and effective stress (in kN/m²) at point A as shown in figure are: 3 m 8m MA А 1m a. 19.62, 19.62 b. 39.24, 39.24 c. 39.24, 19.62 d. 19.62, 39.24 Sand (Capillary Saturated) Ysat = 19.62 kN/m³arrow_forwardA rectangular concrete slab, 3 m x 4.5 m, rests on the surface of a soil mass. The load on the slab is 2025 kN. Determine the vertical stress increase in kPa at a depth of 3 m at the distance of 1.5m from the lower corner point between the right edge and the bottom edge. a. 63 b. 47.4 c. 13.5 d. 102.4arrow_forward
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