A long trench is excavated in medium dense sand for the foundation of a multistorey building. The sides of the trench are supported with sheet pile walls fixed in place by struts and wales as shown in Fig. Ex. 20.17. The soil properties are: 7 = 18.5kN/m³, c = 0 and = 38° Determine: (a) pressure distribution on the walls with respect to depth. (b) Strut loads. The struts are placed horizontally at distances L = 4 m center to center. (c) The maximum bending moment for determining the pile wall section. (d) The maximum bending moments for determining the section of the wales.

A long trench is excavated in medium dense sand for the foundation of a multistorey building. The sides of the trench are supported with sheet pile walls fixed in place by struts and wales as shown in Fig. Ex. 20.17. The soil properties are: 7 = 18.5kN/m³, c = 0 and = 38° Determine: (a) pressure distribution on the walls with respect to depth. (b) Strut loads. The struts are placed horizontally at distances L = 4 m center to center. (c) The maximum bending moment for determining the pile wall section. (d) The maximum bending moments for determining the section of the wales.

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 19.1P: A 5 m wide braced excavation is made in a saturated clay, as shown in Figure P19.1, with the...

See similar textbooks

Similar questions

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.
1. The following is a sketch of the proposed embankment, calculate the addition of vertical stress (Bousinesq method / graph below) at the depths of points A and B. Assume the unit weight of the soil stockpile = 20 kN / m3. 2. Calculate the added vertical stress at points A and B as deep as Z = 8 m, under the rectangular load
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.
Figure 15.53 below shows a cantilever sheet pile driven into a granular soil where the water table is 2 m below the top of the sand. The properties of thesand are: ' = 40, m = 17.5 kN/m3, and sat = 19 kN/m3. It is proposed toexcavate to a depth of 6 m below the ground level. Determine the depth towhich the sheet pile mast be driven, using the net lateral pressure diagram. Fig. 15.53
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 triangular fill with dimensions as shown below is piled on the slope. The shear strength parameters of the plane between the fill material and the slope were determined as 12 kPa and 25°. Since the unit weight of the fill is 18.5 kN/m3, calculate the factor of safety against sliding.
Soil 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. 200
A 10-m-thick layer of stiff saturated clay is underlain by a layer of sand (Figure 9.28). The sand is under artesian pressure. A 5.75-m-deep cut is made in the clay. Determine the factor of safety against heaving at point A.
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
A deposit of cohesionless soil with a permeability of 0.3 mm/s has a depth of 12 m with impervious ledge below. A sheet pile wall is driven into this deposit to a depth of 8 m. The wall extendsabove the surface of the soil, and a 3 m depth of water acts on one side. Sketch the flow net and determine the seepage quantity. a. 600 ml/s/meter length b. 300 ml/s/meter length c. 1200 ml/s/meter length d. 900 ml/s/meter length
A long embankment 30 m wide is to be built on ground. The net vertical pressure applied by the embankment (assumed to be uniformly distributed) is 90kpa. The soil profile and stress distribution beneath the center of the embankment is also shown. The value of mv for the upper clay is 0.35m2/MN, and for the lower clay mv=0.13m2/MN. Tthe permeabilities of the cllays are 10-10m/s and 10-11m/s for the upper and lower soil respectively. Determine the final settlement under the center of the embankment due to consolidation
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. Show free body diagram a.21.6 b.372.8 c.192.8 d.62.5