Principles of Foundation Engineering (MindTap Course List)
9th Edition
ISBN: 9781337705028
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 12, Problem 12.14P
To determine
Find the ultimate skin friction resistance.
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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
Estimate the side resistance Qs by:
a. Using Eqs. (9.40) through (9.42). Use K = 1.5 and 8 = 0.60
b. Coyle and Castello's method [Eq. (9.44)]
20 m
Concrete pile
460 mm x 460 mm
Loose sand
$₁ = 30°
y = 18.6 kN/m³
Dense sand
$2=36
y = 18.5 kN/m³
12.2 A 20 m long concrete pile is shown in Figure P12.2.
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. (12.28).
Concrete pile
460 mm X 460 mm
Loose sand
di = 30°
y = 18.6 kN/m3
20 m
F
Dense sand
$2 = 42°
y = 18.5 kN/m
Chapter 12 Solutions
Principles of Foundation Engineering (MindTap Course List)
Ch. 12 - Prob. 12.1PCh. 12 - A 20 m long concrete pile is shown in Figure...Ch. 12 - A 500 mm diameter are 20 m long concrete pile is...Ch. 12 - Redo Problem 12.3 using Coyle and Castellos...Ch. 12 - A 400 mm 400 mm square precast concrete pile of...Ch. 12 - Determine the maximum load that can be allowed on...Ch. 12 - A driven closed-ended pile, circular in cross...Ch. 12 - Consider a 500 mm diameter pile having a length of...Ch. 12 - Determine the maximum load that can be allowed on...Ch. 12 - Prob. 12.10P
Ch. 12 - Prob. 12.11PCh. 12 - Prob. 12.12PCh. 12 - A concrete pile 16 in. 16 in. in cross section is...Ch. 12 - Prob. 12.14PCh. 12 - Solve Problem 12.13 using Eqs. (12.59) and...Ch. 12 - Prob. 12.16PCh. 12 - Prob. 12.17PCh. 12 - A steel pile (H-section; HP 310 125; see Table...Ch. 12 - Prob. 12.19PCh. 12 - A 600 mm diameter and 25 m long driven concrete...Ch. 12 - Redo Problem 12.20 using Vesics method, assuming...Ch. 12 - Prob. 12.22PCh. 12 - Prob. 12.23PCh. 12 - Solve Problem 12.23 using the method of Broms....Ch. 12 - Prob. 12.25PCh. 12 - Solve Problem 12.25 using the modified EN formula....Ch. 12 - Solve Problem 12.25 using the modified Danish...Ch. 12 - Prob. 12.28PCh. 12 - Prob. 12.29PCh. 12 - Figure 12.49a shows a pile. Let L = 15 m, D (pile...Ch. 12 - Redo Problem 12.30 assuming that the water table...Ch. 12 - Refer to Figure 12.49b. Let L = 18 m, fill = 17...Ch. 12 - Estimate the group efficiency of a 4 6 pile...Ch. 12 - The plan of a group pile is shown in Figure...Ch. 12 - Prob. 12.35PCh. 12 - Figure P12.36 shows a 3 5 pile group consisting...Ch. 12 - Prob. 12.37P
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- Refer 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_forwardA 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_forwardA group pile in clay is shown in the figure below. Determine the maximum vertical load Qg be applied if the allowable consolidation settlement of the pile group is set to be 0.17 m. Use the 2:1 stress distribution method to estimate the average effective stress in the clay layer. can Qg 3 m Sand Groundwater y = 15.72 kN/m3 table Sand 3 m Ysat = 18.55 kN/m3 2.75 m X 2.75 m Group plan Normally consolidated clay Ysat = 19.18 kN/m³ 15 m 18 m eo = 1 C. = 0,8 Normally consolidated clay Ysat = 19 kN/m3 eo = 0.25, C. =1 5 m Rockarrow_forward
- 8. Plot the consolidation curve for the data given below and determine the preconsolidation stress (o'c). Note: tsf = tons per square foot. tsf e 0.25 0.93 0.5 0.92 0.9 2 0.88 4 0.84 1 8 0.75 16 0.59 32 0.38 4 0.43 1 0.48 9. For the plot in problem 8, determine Cr and Cc.arrow_forward12.20 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 = 0.2arrow_forwardRefer to the pile shown in Figure P 9.1. Estimate the side resistance Qs bya. Using Eqs. (9.40) through (9.42). Use K = 1.5 and ẟ' = 0.6 Φ'b. Coyle and Castello’s method [Eq. (9.44)]arrow_forward
- A driven closed-ended pile, circular in cross section, is shown in Figure P 9.4.Calculate the following.a. The ultimate point load using Meyerhof’s procedure.b. The ultimate point load using Vesic’s procedure. Take Irr = 50.c. An approximate ultimate point load on the basis of parts (a) and (b).d. The ultimate frictional resistance Qs. [Use Eqs. (9.40 (L' ≈ 15 D)) through (9.42), and take K = 1.4 and ẟ' = 0.6 Φ'.]e. The allowable load of the pile (use FS = 4).arrow_forwardA 450 mm x 450 mm concrete pile 20.0 m long is driven into sand deposits with y = 17 kN/m³ and = 30°. Find the ultimate load i.e. point load Qp by Meyerhoff's method and Janbu method. Meyerhoff's N = 55, Atmospheric pressure = 100 kN/m², Janbu's N = 18.4arrow_forwarda. The following are the results of a consolidation test. Pressure o' (kN/m²) 480.. e 1.21 1.195 1.15 1.06 0.98 0.925 25 50 100 200 400 500 1. Plot the e-log o' curve. (use a French curve to construct) 2. Using Casagrande's graphical method, determine the preconsolidation pressure. 3. Calculate the compression index, Cc, from the laboratory e-log o' curve.arrow_forward
- 9. The following are the details for the backfill material in a vibroflotation project. D10=0.36 mm D20 0.52 mm D25=0.60 mm D50=1.42 mm D75 1.65 mm a. Find the suitability number. b. Determine the rating. c. Determine the sorting coefficient.arrow_forwardA 50 cm square precast pile is driven by 9 m into a sandy soil. The standard penetration test results, prformed on this ground, are given in the table below: Depth below ground surface (m) SPT (Nss) 1.5 3.0 4.5 4 6 6.0 12 12 20 24 35 39 If the skin resistance is equal to {T, = 2 x (average Nss along the pile shaft)) kPa. Compute the factor of safety available, if 1100 kN of compressive load is applied on this pile. 7.5 9.0 10.5 12.0arrow_forwardDetermine the primary consolidation settlement for the 20 m long pile group shown below. Soil properties by layer are given in the figure, and the clay layers are normally consolidated. Assume a 2:1 load spread starting at a depth of 2/3 of the embedment depth, L. The pile group is square and has dimensions 2.6 m by 2.6 m in plan view. The groundwater table is 1 m below the ground surface. = 4000 kN 1 m Sandy soil Y =18.5 kN/m³ Q'=330 V W.T. 7 m -Group.. piles Clay 1 Y =17.2 kN/m3 e=0.83 C= 0.23 L= 20 m Ax B = 2.6 m x 14 m 2.6 m Clay 2 Y =17.5 kN/m3 e,=0.78 C=0.22. 8 m Clay 3 Y =18.0 kN/m? eo=0.76 C=0.20 12 m Rockarrow_forward
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