Principles of Geotechnical Engineering (MindTap Course List)
9th Edition
ISBN: 9781305970939
Author: Braja M. Das, Khaled Sobhan
Publisher: Cengage Learning
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Chapter 17, Problem 17.14P
(a)
To determine
Find the average friction angle
(b)
To determine
Find the average elastic modulus of the 2B zone for settlement with various depth.
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The soil arrangement shown carries 1.96-meter square footing with a column load of 552 kN.
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Chapter 17 Solutions
Principles of Geotechnical Engineering (MindTap Course List)
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- A 3 m 4 m footing, founded at 2 m depth in a clay, applies a net pressure of 200 kN/m2. The bed rock lies 10 m below the footing. The modulus of elasticity of the clay is 30 MN/m2. Using Janbus generalized relationship [Eq. (17.1)], assuming undrained conditions and flexible footing carrying uniform pressure, estimate the expected settlement.arrow_forwardA bed of sand 12 m thick is underlain by a compressible stratum of normally loaded clay, 6 m thick. The water table is at a depth of 5 m below the ground level. The bulk densities of sand above and below the water table are 17.5 kN/m3 and 20.5 kN/m3 respectively. The clay has a natural water content of 40% and LL of 45%. G = 2.75. Estimate the probable final settlement if the average increment in pressure due to a footing is 100 kN/m2. a.18.54 b.16.74 c.13.67 d.9.45arrow_forwardA rectangular footing (4.14 x 4.43 m) is placed 1.38 m below the ground surface. The soil arrangement is composed of sand (ground) for the first 6.29 m and followed by clay for the next 5.94 m. The force acting on the footing is 10581 kN. Determine the resulting stress increase at the midheight of the consolidating layer in kPa. Assume 2V:1H pressure diagram. Unit weight of sand = 16.8 kn/m3. Unit weight of clay = 18.4 kn/m3arrow_forward
- A rectangular footing (4.89 x 4.38 m.) is placed 1.21 m. below the ground surface. The soil arrangement is composed of sand (ground) for the first 6.52 meters and followed by clay for the next 6.98 meters. The force acting on the footing is 10,293 kN. Determine the resulting stress increase at the midheight of the consolidating layer in kPa. Assume a 2V:1H pressure diagram. Unit weight of sand = 16.1 kN/m3. Unit weight of clay = 18.7 kN/m3. Use stored value. Answer in five decimal places.arrow_forwardIn the excavation of a certain foundation pit, draining water causes upward seepage. The water head difference is 60cm, the length of water flow through the soil is 50cm, the saturated unit weight y=20.5 kN/m². Determine whether the heaving sand happens or not. Give the reason if happens or notarrow_forwardDetermine the internal friction angle of a cohesionless soil that has been tested under a normal stress of 200 kN/m2 and and fails at shear stress of 100 kN/m2.arrow_forward
- A site is underlain by two layers of normally consolidated clayey sand. The unit weights of the top layer are 19 and 21 kN/m3 and the layer is 6 meters thick. The unit weights of the bottom layer are 20 and 22 kN/m3 , and the layer is 8 meters thick. Below the bottom layer lies bedrock. The water table is located 2 meters below the ground surface. The top layer soil has a friction angle of 38 degrees, a cohesion intercept of 20 kPa, and an undrained strength of 160 kPa. The bottom layer soil has a friction angle of 33 degrees, a cohesion intercept of 10 kPa, and an undrained strength of 120 kPa. Point A is located 9 meters underground. All layers have a lateral stress ratio of 0.5. Draw the Mohr Circle and use it to calculate the drained strength of the soil at point A on the plane inclined 10 degrees counter-clockwise from the horizontal plane.arrow_forwardA 17-m thick soil has water table 4 m. below the ground surface. The soil has a void ratio of 0.48 and specific gravity of 2.68. Above the water table, the soil has a degree of saturation equal to 45.9%. Direct shear test conducted on the soil shows that the an angle of internal friction of 21.01° and cohesion of 15.03 kPa. What is the potential shear strength (in kPa) on a horizontal plane at a depth of 9 m. below the ground surface? Answer: 65.95arrow_forwarda. Briefly explain why short-term undrained conditions are the most critical case for the filledge slope stability.b. Figure 3 shows the approximate existing soil layer profile along the cross section B-B’. Italso shows the proposed location of the fill layer and the edge slope. Divide the clay layer,FM1, into sublayers for the slope stability analysis. Assign total stress strength parametersto each sub-layer. Indicate on the soil profile sketch the locations of your clay sublayerboundaries, and the assumed shear strength for each sublayer. Assign the appropriatestrength to the fill layer. c. Evaluate the stability of the fill embankment as if it were installed all at once. Do this bylocating a reasonable circle center for a rotational sliding surface. Locate the circle so that thebottom is tangent to a horizontal line at the mid-depth of the soft clay layer. What is the factorof safety for this surface? Sketch your answer on a cross section through the embankment andfoundation,…arrow_forward
- Why is the passive soil pressure coefficient greater than 1?arrow_forwardThe table gives the standard penetration numbers determined from a sandy soil deposit in the field: Using Eq. (12.19), determine the variation of the peak soil friction angle, . Estimate an average value of for the design of a shallow foundation. Note: For depth greater than 6 m, the unit weight of soil is 18.55 kN/m3.arrow_forwardRefer to Problem 17.7 and Figure 17.16. Suppose a footing (1.5 m 1.5 m) is constructed at a depth of 1 m. a. Estimate the design values for N60 and . b. What is the net allowable load that the footing can carry? The maximum allowable 17.7 settlement is 25 mm. Use Eqs. (16.56) and (16.61). Refer to the boring log shown in Figure 17.16. Estimate the average drained friction angle, , using the Kulhawy and Mayne correlation [Eq. (17.24)]. Assume pa 100 kN/m2. Figure 17.16arrow_forward
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