(Derive the Rankine active earth pressure of a soil at a depth of z using Mohr Circles, and failure envelope when the retaining wall has horizontal ground surface and the unit weight, cohesion, and internal friction angle of the soils are 7, c, and ø. In addition, what is the maximum depth of tensile crack at the retaining clay when Y =15.72kN/m³, cu-6.77kN/m² and ø=30°) > TEET the is Ir + 10000

(Derive the Rankine active earth pressure of a soil at a depth of z using Mohr Circles, and failure envelope when the retaining wall has horizontal ground surface and the unit weight, cohesion, and internal friction angle of the soils are 7, c, and ø. In addition, what is the maximum depth of tensile crack at the retaining clay when Y =15.72kN/m³, cu-6.77kN/m² and ø=30°) > TEET the is Ir + 10000

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter19: Braced Cuts

Section: Chapter Questions

Problem 19.4P: A braced cut is carried out to 10 m depth at a site where the soil consists of 4 m of sand ( = 17.0...

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A braced cut is carried out to 10 m depth at a site where the soil consists of 4 m of sand ( = 17.0 kN/m3, = 33) at the top underlain by 6 m of clay ( = 18.5 kN/m3, c = 35 kN/m2). a. What would be the average value of cohesion and the unit weight for the equivalent homogeneous soil profile? b. Show the lateral earth pressure envelope you would use in determining the strut loads.
Refer to Figure 15.27a. For the braced cut, H = 6 m, Hs = 2 m, s = 16.2 kN/m3, angle of friction of sand, s=34, Hc = 4 m, c = 17.5 kN/m3, and the unconfined compression strength of the clay layer, qu = 68 kN/m2. a. Estimate the average cohesion, cav, and the average unit weight, av, for development of the earth pressure envelope. b. Plot the earth pressure envelope. FIG. 15.27 Layered soils in braced cuts
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 vertical cut is to be made in a purely cohesive clay deposit (c'=30kPa, φ'=0deg, γ=16kN/m3). Find the maximum height of the cut which can be temporarily supported. From the stability chart, the stability number can be used as 0.261.
Make an estimate of lateral earth pressure coefficient on a basement wallsupports soil to a depth of 2 m. Unit weight and angle of shearingresistance of retained soil are 16 kN/m3 and 32° respectively.
Q2:Find the thickness of a capillary zone of a silty clay soil layer above water table where the pore water pressure was 100 kN/m² and the tension force of the soil was 0.001 kN at adhesion angle is 8º.
1. 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/m3
A cut slope of h= 7m was excavated in a saturated clay with a slope of angle beta = 45 degrees with the horizontal. The Previous explorations showed that a rock layer was located at a depth of 14 m. Given that, c = 60 kN/m² and unit weight = 17 kN / (m ^ 3) . Determine the factor of safety.
A wide excavation is made on a site which has the following soil conditions: 0-2 m Gravel: gsat = 21.8 kN/m3, gdry = 18.5 kN/m3 2-6 m Silty sand: gsat = 19.6 kN/m3, gdry = 18.4 kN/m3 6-21 m Heavy Clay: gt = 20 kN/m3 21 m and below: PERVIOUS sandstone The water table is at a depth of 1.5 m below the ground level. The piezometric pressure head at the top of the pervious sandstone is 5 m above the ground surface. If an excavation of depth 10 m is required, and a factor of safety of 1.5 against heave at the bottom of the clay layer is set, calculate the pressure head reduction required in sandstone.
A soil along a horizontal plane at a depth of 4 m in a deposit of sand having the following properties: Angle of internal friction, ∅ = 35° ; Dry unit weight, yd = 17 kN/m3 ; Specific gravity, Gs =2.7. Assume the ground water table is at a depth of 2.5 m from the ground surface. Find the change in shear strength in kPa when the water table rises to the ground surface.
Shear Stress 3. Please provide proper discussion and illustration. Clear and complete solution please thank you. It is known that the angle of internal friction for the soil comprising a granular deposit is 37°. At one depth in the deposit, the lateral pressure is 45 kPa, and this is considered the value of the minor principal stress. Use the Mohr’s circle analysis to determine the maximum verticalp ressure (major principal stress) that can be applied (i.e. the vertical pressure for incipient shear)
Note: Need detailed answer and explanation for d-h. [Question 1] A vertical retaining wall (with base slab to be determined in later questions) of 5.4 meter height supports a horizontal backfill of a normally consolidated sand with unit weight equal to 17.3 kN/m3. Assuming friction angle is 36 degrees and cohesion of soil is zero, a. Compute for the At Rest force per unit Length (in kN/m, i.e., assuning 1 meter width of analysis) rounded in 2 decimal digits. (Answer: 103.41) b. Compute for the Rankine Active force per unit Length (in kN/m, i.e., assuning 1 meter width of analysis) rounded in 2 decimal digits. (Answer: 63.05) c. Compute for the Rankine Passive force per unit Length (in kN/m, i.e., assuning 1 meter width of analysis) rounded in 2 decimal digits. (Answer: 971.1) d. Estimate a constant dimension, d (from bottom to top of the stem) of the above given problem for the Rankine Active Pressure. Assume cover of 50mm. Express answer in millimeter (mm) rounded to the nearest…