15.21 A cantilever sheet pile wall is required to temporarilysupport an embankment for an access road, as shownin Figure P15.21. Determine the depth of penetration ofthe wall into the silty clay soil and the maximum bend-ing moment. Select two methods from FMM, FSM, andNPPM, and compare the results. Groundwater is 10 mbelow the surface.20 кра2.5 mCoarse-grained soil% 27,17 kN/m²=Medium clay719 kN/m³%= 50 kPa=27°FIGURE P15.21

Answered: 15.21 A cantilever sheet pile wall is…

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

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12.37 Figure P 12.37 shows a group pile in clay. Determine the consolidation settlement of the group. Use the 2:1 method to estimate the average effective stress in the clay layers. 1335 KN K- 3 m ++ 3 m * 18 m 5 m 3 m ↓ 2.75 m X 2.75 m Group plan FIGURE P12.37 Groundwater table 15 m Rock Sand y = 15.72 kN/m² Sand Ysat = 18.55 kN/m³ Normally consolidated clay Ysat = 19.18 kN/m³ € = 0.8 C = 0.8 Normally consolidated clay Ysat = 18.08 kN/m³ % = 1.0 C = 0.31 Normally consolidated clay Ysat = 19.5 kN/m³ € = 0.7 C₂ = 0.26
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A DMT was performed in a normally consolidated clay at a depth of 10 m, giving a KD of 2.1.The clay has a unit weight of 118 lb/ft3 , and the groundwater table is at the ground surface. Estimate the undrained shear strength of the clay at a depth of 10 m.
In a site consisting entirely of clays, an electric friction conepenetrometer measures the cone resistance qc at a depth of8.0 m as 0.75 MN/m2. The water table is at 3.0 m below theground level. The unit weights of the clay above and belowthe water table are 16.5 kN/m3 and 19.0 kN/m3, respectively.Estimate the undrained shear strength, preconsolidationpressure, and overconsolidation ratio at this depth.
A long highway embankment, having the cross-section shown in Figure 2, is to be rapidly constructed at a site. The unit weight of the embankment material is 18.85 kN/m³. The soil profile at the site consists of a 3 m thick layer of coarse sand underlain by an 8 m thick layer of overconsolidated soft silty clay. 2.5 4.0m 4 4.0 m Coarse sand 2.0 m piezometer 2.0 m Soft silty clay 3.0 m 2.5 10.0 m Impermeable layer 3.0 m 8.0 m Figure 2: Cross-section of a long embankment instrumented with three piezometers. From the results of laboratory tests, the saturated unit weight of the coarse sand is 16.5 kN/m³. Based on the results of tests performed on a sample from the mid-depth of the soft silty clay layer, the saturated unit weight of the coarse sand is 17.0 kN/m³, the initial void ratio (eo) is equal to 2.30, the swell/re-compression index (Cr) is equal to 0.055, the compression index (C) is equal to 0.245, and the coefficient of consolidation (c) is 20 m²/yr. Finally, it is estimated that…
The flow net around a sheet pile wall is shown in the sketch. The properties of the soil are permeability coefficient = 0.09 m/day (isotropic), specific gravity = 2.70 and void ratio = 0.85. The sheet pile wall and the bottom of the soil are impermeable. 10 m 1.5 m 3m The seepage loss (in m' per day per unit length of the wall) of water is
Determine the stress increase due to the embankment load at point A as shown in Figure 2. The unit weight of the embankment fill is 115pcf
Just respond to the question 2.
ANSWER MUST BE: Sf= 0.0498 mm
A vane shear test was conducted in a saturated clay. The height and diameter of the rectangular vane were 4 in. and 2 in., respectively. During the test, the maximum torque applied was 230 lb-in. The clay soil has a undrained shear strength of 7.844 psi. It has a liquid limi of 58 and a plasic limi o 29. What would be the corrected undrained shear strength of the clay for design purposes? Using Bjerum's relationship for λ. λ = 1.7 - 0.54 log[PI(%)]
Determine the stress increase due to the embankment load at point A as shown in Figure 2. The unit weight of the embankment fill is 115 pcf. 20' 20' 40' 20' 25' 30' A

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