A 40 cm driven concrete pile driven through layered soil shown in figure below. Estimate the allowable pile load capacity.
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- A braced sheet pile to be used in an open cut in clay is shown in the figure. Struts are spaced longitudinally at 2.5 m center to center spacing. Unit weight of clay is 20 kN/cu.m and an unconfined compressive strength of 100 kN/m2. Determine the section modulus of wale at B if the allowable bending stress is 0.6 Fy where Fy = 248 MPaRefer to Figure 18.26b. Let L = 15.24 m, fill = 17.29 kN/m3, sat(clay) = 19.49 kN/m3, clay = 20, Hf = 3.05 m, and D = 0.406 m. The water table coincides with the top of the clay layer. Determine the total downward drag on the pile. Assume that = 0.6 clay. FIG. 18.26 Negative skin frictionFor the pile cap shown, find the maximum allowable load (V) if F.S. = 2 and maximum allowable consolidation settlement is 7 cm. Square pile cap 2.5 2.5 1.5 m M-150 kN.m Myy = 150 kN .m Ye-24 kN/m² Precast piles 0.3 0.3 12 m 2 m 2 m X 7 m 3 m Med. Sand 4 m Fill W.T Soft Clay Ce=0.2 e=0.7 Silty clay y 1.5 m Sand 1.5 m G. S. TH Y-15 kN/m² =30° C = 50 kPa Ysat 17 kN/m³ -30° Ysat. -16 kN/m² c=20 kPa Ysat. 18 kN/m³ c=20 kPa -30° L.L=50% e=0.9
- For the (4 x 4) pile group as shown in the figure, the settlement of pile group, in a normally consolidated clay stratum having properties as shown in the figure will be (Load dispersion = 2 H:1 V) mm. 900 kN G Normally consolidated clay Yat = 20 kN/m 6 m w̟ = 40% 8 m w, = 25% e, = 1.05 Hard stratum 250 mm Piles are spaced at 0.5 m c/c. Diameter of piles is 250 mm 0.5 m 0.5 m Top viewA group of nine piles 300 mm in diameter is driven into a clay layer 16 m thick with rock below the clay layer. The pile is 9 m long and spaced 500 mm centres. The clay has the following properties: - an undrained shear strength of 100 kN/m2, adhesion coefficient α=0.5, Eu =40 MN/m2 and mv = 0.09 m2/MN. The pore water coefficient A= 0.38. The dead load carried by the pile group is 2300 kN and the live load is 500 kN. Verify if the ultimate and serviceability limit states for an allowable settlement of 30 mm are satisfied.The group pile below is to be built in normally consolidated clay. Calculate the consolidation settlement in cm. Cap Size: B = 4 m; L = 5 m Group Pile Dimensions: Bg = 3 m; Lg = 4 m ; cm³ Y = 1.8 gr Clay Parameters: Ysat = 2.gr 9 m 1 m 4 m cm3 m₂ = 3.75 * 10-3 m² /ton 150 ton Saturated Clay Sand
- QUESTION 3 A concrete pile is driven into top two layers of subsoil strata made of 10m and 5m thick saturated clays respectively. The pile's diameter is 500 mm throughout the pile. Determine the allowable bearing capacity of the pile. The subsoil properties are shown. (Answer 454 kN). Clay layer 1: Saturated unit weight of clay = 18kN/m3 Average undrained shear strength = 100kPa, o = 0 %3D Adhesion factor = 0.48 Clay layer 2: Saturated unit weight of clay = 19kN/m3 Average undrained shear strength = 120kPa, q = 0 Adhesion factor = 0.42, Nc = 9.12.37 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 = 0.26Q1/ For the footing shown in Figure (1), estimate the pile group capacity. 0.6m dia bored pile Clay c=80 kN/m² y-17kN/m² S=1.5 m T L=12 m
- A concrete pile having a diameter od 0.30m. Is driven into a loose sand having a unit weight of 20 kN/cu.m Coefficient of friction between sand and pile is 0.40. Bearing capacity factor Nq=80. Lateral pressure factor K =0.90 Allowable load of pule is 170 kN. Fs= 3.25 Dc= 20D for dense compact sand Dc=10D for loose sand Determine the following A. Ultimate bearing capacity of file B. Ultimate frictional capacity of pile C. Length of the pile11.10 A concrete pile 0.406 m x 0.406 m in cross section is shown in Figure P11.10. Calculate the ultimate skin friction resistance by using the a. a method b. A method c. ẞ method Use =20° for all clays, which are normally consolidated. 6.1 m 12.2 m 0.406 m Figure P11.10 Groundwater table Ysat Silty clay 18.55 kN/m³ Cu = 35 kN/m² Silty clay Ysat = 19.24 kN/m³ Cu = 75 kN/m²Example (3): A site consist of two layers of clay. The upper layer is 8m- thick and has an undrained shear strength of 80 kN/m². The lower layer is a thick layer which has an undrained shear strength of 120 kN/m². Assume • Top 1m of pile doesn't support load. • FS 1.5 and FS₁=3 = (A) Estimate the working load of the pie with the following: D=1.5m, Ds=4.5 m, L=27m Bell length is 3m. (B)Determine the length of 600mm- diameter of driven pile to support a working load of 1200 kN.