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EBK PRINCIPLES OF FOUNDATION ENGINEERIN
8th Edition
ISBN: 8220100547058
Author: Das
Publisher: CENGAGE L
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PILE FOUNDATIONS
Example: 32/2
A reinforced concrete pile 30ft long and 15 inches
diameter is embedded in a saturated clay of very stiff
consistency. Laboratory tests on samples of undisturbed
soil gave an average undrained cohesive strength c
2500 lb/ft². Determine the net pullout capacity and the
allowable pullout load with F, =3.
Take, alpha = 0.37
12.20 A 600 mm diameter and 25 m long driven concrete pile car-
ries a column load of 1200 kN. It is estimated that the shaft
carries 900 kN and the point carries 300 kN. Determine
the settlement of the pile head using the Poulos and Davis
method with the following data:
E = 25 MN/m², Ep = 30,000 MN/m², and μ = 0.2
2.
Consider a group of 450 mm x 450 mm reinforced concrete piles were driven into
thick loose sand layer with the average unit weight and internal friction angle of 16 kN/m3
and 30°, respectively. Estimate the group pile capacity with the arrangement as shown in
Figure Q2 if the length of pile embedment is 30 m assuming ground water table is far
below the ground surface. Use 8 = 0.80 and K = 1.5Ko.
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10
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Figure Q2
Chapter 9 Solutions
EBK PRINCIPLES OF FOUNDATION ENGINEERIN
Ch. 9 - A 20 m long concrete pile is shown in Figure...Ch. 9 - Refer to the pile shown in Figure P9.1. Estimate...Ch. 9 - Prob. 9.3PCh. 9 - A driven closed-ended pile, circular in cross...Ch. 9 - Prob. 9.5PCh. 9 - Prob. 9.6PCh. 9 - Prob. 9.7PCh. 9 - Prob. 9.8PCh. 9 - Prob. 9.9PCh. 9 - A concrete pile 16 in. 16 in. in cross section is...
Ch. 9 - Prob. 9.11PCh. 9 - Solve Problem 12.13 using Eqs. (12.59) and...Ch. 9 - Prob. 9.13PCh. 9 - Prob. 9.14PCh. 9 - A steel pile (H-section; HP 310 125; see Table...Ch. 9 - A concrete pile is 20 m long and has a cross...Ch. 9 - Prob. 9.17PCh. 9 - Prob. 9.18PCh. 9 - Solve Problem 12.23 using the method of Broms....Ch. 9 - Prob. 9.20PCh. 9 - Solve Problem 12.25 using the modified EN formula....Ch. 9 - Solve Problem 12.25 using the modified Danish...Ch. 9 - Figure 12.49a shows a pile. Let L = 15 m, D (pile...Ch. 9 - Redo Problem 12.30 assuming that the water table...Ch. 9 - Refer to Figure 12.49b. Let L = 18 m, fill = 17...Ch. 9 - A concrete pile measuring 16 in. × 16 in. in cross...Ch. 9 - The plan of a group pile is shown in Figure...Ch. 9 - Prob. 9.28PCh. 9 - The section of a 4 × 4 group pile in a layered...Ch. 9 - Prob. 9.30P
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- d. Starting out from the condition where the water table is above the excavation line on both sides of the sheet pile, if we pumped the water out...but only on the excavation side (see figure below), would you expect the moment induced in the sheet pile to increase or decrease? Consider short-term, immediate effects only. Explain your answer. y (pcf) H (ft) Ysat (pcf)arrow_forward7. If a 45 cm diameter pipe pile is driven into clayey soil to a depth of 12 m. (a) what would the allowable load capacity (Q) be? The water table is 2 m below the ground surface and the soil profile consists of two clay layers (refer to the figure below). Use the ß method to calculate skin friction and the R=30° for all clay layers. (b) Explain how you selected FS value you use. 12 m ▶ 9m 2m 45 cm Y = 18.5kN/m³ = 30kN/m² Ysat = 19kN/m³ C₂ = 30kN/m² Ysat = 20kN/m² S = 60kN/m²arrow_forward7. If a 45 cm diameter pipe pile is driven into clayey soil to a depth of 12 m. (a) what would the allowable load capacity (Q) be? The water table is 2 m below the ground surface and the soil profile consists of two clay layers (refer to the figure below). Use the ß method to calculate skin friction and the R=30° for all clay layers. (b) Explain how you selected FS value you use. 12 m 9m 2 m 45 cm Y = 18.5kN/m²³ C= 30kN/m² Ysat = 19kN/m³ Cu = 30kN/m² Ysat = 20kN/m² S = 60kN/m²arrow_forward
- A 20-m-long concrete pile is shown in Figure P9.1. Estimate the ultimate point load Q, by a. Meyerhof's method b. Vesic's method c. Coyle and Castello's method Use m = 600 in Eq. (9.26). 9.1 Concrete pile 460 mm x 460 mm Loose sand di = 30° y = 18.6 kN/m3 20 m Dense sand d'2 = 42° y = 18.5 kN/m3 Figure P9.1arrow_forwardRefer 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 frictionarrow_forwardEstimate the magnitude of k of the clay at a void ratio (e) of 0.9. Use Eq. (2.41). 2.10 Refer to Figure P 2.10 and use these values: • H = 7 m, • H, = 1.75 m, D = 7 m D = 3.5 m Draw a flow net. Calculate the seepage loss per meter length of the sheet pile (at a right angle to the cross section shown). Sheet pile H1 H2 D1 k= 6.5 x 10-4cm/sec Impermeable layer Figure P2.10 = 0.6. 2.11 A sand has the following: D10 = 0.2 mm, D = 0.4 mm, and void ratio e a. Determine the hydraulic conductivity using Eq. (2.38). b. Determine the hydraulic conductivity using Eq. (2.40).arrow_forward
- A 600 mm diameter and 25 m long driven concrete pile carries a column load of 1200 kN. It is estimated that the shaft carries 900 kN and the point carries 300 kN. Determine the settlement of the pile head using the Poulos and Davis method with the following data: Es = 25 MN/m2, Ep = 30,000 MN/m2 and ?s = 0.2.arrow_forwardQuestions A group of 16 piles (4 in each row) was installed in a layered clay soil deposit shown below. The diameter of each pile is 500 mm and their c/c distance is 1m. The length of the pile group is 18m. Estimate the safe load capacity of the group with a factor of safety of 2.50. The adhesion factor (a) between the pile and soil in each soil layer are shown in the figure. 8 m 10 m C= 25 kPa;= 0°; a = 1.0 C₁= 40 kPa;p= 0; a = 0.7 TTTTTT Soil Profile O O O boor Plan View of pile grouparrow_forward● ● ● Example: 25/1 Consider a concrete pile that is 0.305 m x 0.305 m in cross section placed in sand. The pile is 15.2 m long. The following variations of N60 with depth. are the Estimate Q, using: - Estimate Qf for the pile using: Meyerhof (1976) equation Briaud et al. (1985) - Meyerhof (1976) equation Briaud et al. (1985) - • Determine the allowable load- carrying capacity of the pile based on Meyerhof's method and Briaud's method. Use a factor of safety of 3. Depth below ground surface (m) 1.5 3.0 4.5 6.0 7,5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 Neo 8 10 12 14 18 11 17 20 28 29 32 30. 28arrow_forward
- A frictional pile with a circular cross- section (diameter = D) is pushed into the soil to a distance (L) and then it is subjected to an axial force (P) on its top end. Derive a formula to calculate the normal stress in any section x. f N/mm2 Cross sectionarrow_forwardQ1/ 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 marrow_forwardA 600mm diameter open ended steel pipe pile is driven to the soil profile mentioned below. Loose silty sand layer has a Ymoist=16.5kN/m3 and Ysat=18kN/m3, medium dense well graded sand layer has Ysat=20kN/m3 . Laboratory tests have shown that effective internal friction angle of silty sand and well graded sand are 30º and 35º respectively. Calculate the toe bearing capacity by using Vesic/Kulhawy method. Using a FS of 3, calculate the allowable downward load capacity of the pile.arrow_forward
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