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 13, Problem 13.1CTP
To determine
Prepare a design chart by plotting the variations of
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If the internal friction angle of a backfill soil is equal to 28°. Calculate the Rankine active pressure coefficient.
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Compute the intensities of active and passive earth pressure at depth of 8 m in dry cohesionless sand with an angle of internal friction of 30 degrees , and unit weight of 18kN / (m ^ 3) What will be the intensities of active and passive pressure if the water level rises to the level? Take the saturated unit weight of sand as 22kN / (m ^ 3) .
What is the active pressure coefficient for a soil with 28˚ angle of internal friction and cohesion of 20 kPa? What will be the effect if the cohesion is decreased to 5 kPa?
Chapter 13 Solutions
Principles of Geotechnical Engineering (MindTap Course List)
Ch. 13 - Prob. 13.1PCh. 13 - Prob. 13.2PCh. 13 - Prob. 13.3PCh. 13 - Prob. 13.4PCh. 13 - Prob. 13.5PCh. 13 - Prob. 13.6PCh. 13 - Prob. 13.7PCh. 13 - Prob. 13.8PCh. 13 - Prob. 13.9PCh. 13 - Prob. 13.10P
Ch. 13 - Prob. 13.11PCh. 13 - Prob. 13.12PCh. 13 - Prob. 13.13PCh. 13 - Prob. 13.14PCh. 13 - Prob. 13.15PCh. 13 - Prob. 13.16PCh. 13 - Prob. 13.17PCh. 13 - Prob. 13.18PCh. 13 - Prob. 13.19PCh. 13 - Prob. 13.20PCh. 13 - Prob. 13.21PCh. 13 - Prob. 13.22PCh. 13 - Prob. 13.23PCh. 13 - Prob. 13.24PCh. 13 - Prob. 13.25PCh. 13 - Prob. 13.26PCh. 13 - Prob. 13.27PCh. 13 - Prob. 13.1CTP
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- If a representative clay specimen 20 mm thick, under double drainage, took 121 minutes for 90% primary compression, estimate the time in days required for 50% primary compression of a field layer 2 m thick, bounded by impervious boundary at the bottom and sand at the top.arrow_forwardFor a given consolidated clay: Gs= 2.71; LL= 45; In situ average effective overburden pressure = 120 kPa; In situ void ratio= 0.80 ; Thickness of clay layer = 4m ; average increase of effective stress on clay layer= 40 kPa; Effective pressure at the mid-height of clay layer= 60 kPa; Swell Index (Cs)= 1/5 Cc. Compute the pre-consolidation pressure in kPa. Show free body diagram a.92.9 b.100.5 c.49 d.87.64arrow_forwardCalculate the internal friction angle of a f-type soil that fails at shear stress of 150 kN/m2 when tested under a normal stress of 240 kN/m2.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_forwardFor a given consolidated clay: Gs= 2.71; LL= 45; In situ average effective overburden pressure = 120 kPa; In situ void ratio= 0.80 ; Thickness of clay layer = 4m ; average increase of effective stress on clay layer= 40 kPa; Effective pressure at the mid-height of clay layer= 60 kPa; Swell Index (Cs)= 1/5 Cc. Compute the pre-consolidation pressure in kPa. a. 92.9 b. 49 c. 87.64 d. 100.5arrow_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
- If the internal friction angle of a backfill soil is equal to 28°. Calculate the Rankine active earth pressure coefficient.arrow_forwardSoil Mechanics 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. a. 133 b. 100 c. 166 d. 200arrow_forwardPROBLEM 50: Compute the compression index of undisturbed clay having a plastic limit of 32% and a plasticity index of 8%arrow_forward
- 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.26 deg 30 min b.48 deg 15 min c.64 deg 15 min d.38 deg 30 min With Free Body Diagramarrow_forwardThe soil profile at a site consists of a 3-m thick sand layer (moist unit weight = 16.5 kN/m^3, saturated unit weight = 18.5 kN/m^3) underlain by a 6-m thick clay layer (w = 27%, Gs = 2.70, mv = 0.31 MPa^-1, Cv = 2.6 m^3/year), which is underlain by a gravel layer as shown in the figure. A 3 m compacted fill with a unit weight of 20 kN/m^3 is required to be placed at ground level.a) What would be the final consolidation settlement, in mm rounded to the first decimal place?b) How long will it take for 50 mm consolidation settlement, in months rounded to the first decimal place?c) What would be the consolidation settlement in one year, in mm rounded to nearest whole number?arrow_forwardFor a given consolidated clay: Gs= 2.71; LL= 45; In situ average effective overburden pressure = 120 kPa; In situ void ratio= 0.80 ; Thickness of clay layer = 4m ; average increase of effective stress on clay layer= 40 kPa; Effective pressure at the mid-height of clay layer= 60 kPa; Swell Index (Cs)= 1/5 Cc. Compute the primary consolidation settlement in mm. a.87.64 b.49 c.92.9 d.100.5arrow_forward
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