Principles of Foundation Engineering, SI Edition
9th Edition
ISBN: 9781337672085
Author: Das, Braja M., SIVAKUGAN, Nagaratnam
Publisher: Cengage Learning
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Chapter 18, Problem 18.13P
To determine
Find the depth of embedment.
Find the anchor force.
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3
A soil profile consists of a clay layer
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figure. If a tube is inserted into the bottom
sand layer and the water level rises above
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3.2 m
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2 m Ysat = 19.0 kN/m³
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An embankment consists of clay fill for which c=25 kPa and angle of internal friction is 260 9from consolidated undrained test with pore pressure measurement) The weight of fill per unit volume is 18.64 kN/m3. Compute the stress in kPa at depth of 20 m.
a. 192.8 b. 62.5 c. 21.6 d. 372.8
B
A
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4
Chapter 18 Solutions
Principles of Foundation Engineering, SI Edition
Ch. 18 - Refer to Figure 18.9. A cantilever sheet pile is...Ch. 18 - Prob. 18.2PCh. 18 - Prob. 18.3PCh. 18 - Refer to Figure 18.13. Given L1 = 1.5 m, L2 = 3 m;...Ch. 18 - In Problem 18.4, find the maximum bending moment...Ch. 18 - Prob. 18.6PCh. 18 - Prob. 18.7PCh. 18 - Prob. 18.8PCh. 18 - Refer to Figure 18.23. Given L1=3m, L2=6m,...Ch. 18 - Prob. 18.10P
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- An embankment consists of clay fill for which c=25 kPa and angle of internal friction is 260 9from consolidated undrained test with pore pressure measurement) The weight of fill per unit volume is 18.64 kN/m3. Estimate the shear strength of the material on a horizontal plane at a point 20 m below the surface of the embankment. Include fbdarrow_forwardAn embankment consists of clay fill for which c=25 kPa and angle of internal friction is 260 9from consolidated undrained test with pore pressure measurement) The weight of fill per unit volume is 18.64 kN/m3. Compute the stress in kPa at depth of 20 m. Show free body diagram a.21.6 b.372.8 c.192.8 d.62.5arrow_forwardAn embankment consists of clay fill for which c=25 kPa and angle of internal friction is 260 (from consolidated undrained test with pore pressure measurement) The weight of fill per unit volume is 18.64 kN/m3. Compute the effective stress in kPa at a depth of 20 m. If the pore pressure at this point is shown by a piezometer to be 180 kPa. a. 62.5 b. 372.8 c. 192.8 d. 21.6arrow_forward
- e = 20° 4 m Stream Rock outcrop Canal FIGURE P6.12 6.12 An excavation is made for a canal that is fed by a stream, as shown in Figure P6.12. The measured flow into the canal is 0.25 × 10¬ª m³/s per unit area. Two porewater pressure transducers, A and B, placed along a line par- allel to the slope and approximately at the canal mid- height gave readings of 3 kPa and 2.5 kPa. Assuming flow parallel to the slope, estimate the hydraulic conductivity.arrow_forward1. Determine the gradient of each point from point 1. ( 2540 2540 2290 650-m from point 1-2 850-m from point 1-3 1550-m from point 1-4 Contour map units: meters 2. Given a density of a cubical quart rock to be 2650 kg/m³, determine the lithostatic stress on 800,000 cm³ volume if the acceleration is 980 cm/sec² with a depth of burial to be 6 miles./arrow_forwardPoint loads of magnitude 100,200,and 400kN act at B, C, and D, respectively. Determine the increase in vertical stress at a depth of 6m below point A. Use Boussinesq's equation. er 6: Vertical Stress Increase in Soil 6 m B C 3 m 6 m D Figure P6.2 6.3 Refer to Figure P6.3. Determine the vertical stress increase Ao at|arrow_forward
- An embankment consists of clay fill for which c′ = 25 kN/m2 and φ = 27° (from consolidated undrained tests with pore-pressure measurement). The average bulk unit-weight of the fill is 2 Mg/m3. Estimate the shear-strength in kPa of the material on a horizontal plane at a point 20 m below the surface of the embankment, if the pore pressure at this point is 180 kN/m2 as shown by a piezometer.arrow_forward3. The following convergence measurements (U) have been made in a 4.6-m-diameter circular vertical shaft in good quality granitic rock mass (Em = 40 GPa, ν = 0.2): θ (deg) U (mm) 0 2.25 45 2.39 90 1.50 135 1.00 a) Derive the equations that relate convergence to in situ stress. b) The angle θ is measured (clockwise) with respect to the x-axis, which is oriented 30 degrees clockwise from True North. What is the orientation of the maximum principal stress with respect to True North?arrow_forwardA trench was cut in a clay slope as shown in the figure. When the trench reached a depth of 3 m, the top portion of the clay suddenly failed. On investigating, the failure was observed to be a slip plane approximately parallel to the original slope. Clay Y = 17.5 kN/m² 3m 36° The undrained shear strength (in kPa) of the clay will be.arrow_forward
- 9.10 A continuous foundation on a deposit of sand layer is shown in Figure P9.10 along with the variation of the cone penetration 1.5 m Sand FIGURE P9.10 2.5 m 0 2 ∞ 14 9 = 195 kN/m² I I Depth (m) 9c=1750 9c = 3450 9c = 2900 qe (kN/m²)arrow_forward1. Side slopes for rock fill 1V:2H. Calculate the minimum crest width of a breakwater using B = 3*kΔ*(W/γa)1/3 . Given data: Stone weight = (8) t, Specific weight = 2,7 t/m3, Layer thickness coefficient =1,00 and Porosity percentage = 37 2. For cubed shaped stone (or concrete), determine dimension of the stone for weight: W = (10+a) t, specific weight: γa = 2,4 t/m3arrow_forwardwith Diameter of 3 in Cove a and Length of 7 in, with wet weight lbt of 3.44 and porosity of 0.172. Find the Specific Gravity of Solid part of rock. 1 bf = 4.45 N 1 ft = 12 in 1 in = 2.54cmarrow_forward
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