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 12.16P
To determine
Find the ultimate load carrying capacity of the pile.
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A pile of diameter 0.4 m is fully embedded in a clay stratum having 5 layers, each 5 m thick as
shown in the figure below. Assume a constant unit weight of soil as 18 kN/m³ for all the layers.
Using method (= 0.15 for 25 m embedment length) and neglecting the end bearing
component, the ultimate pile capacity (in kN) is
G
Y=18kN/m³-
for all layers
7XXX
5m
5m
5m
5m
5m
= 25 m
0.4m,
c=40 kPa
c=50 kPa
c=60 kPa
c=70 kPa
c=80 kPa
S
XXXX
12.16 Consider a continuous flight auger pile in a sandy soil de-
posit 10 m long with a diameter of 0.45 m. Following is the
variation of standard penetration resistance values (N60) with
depth.
Depth (m)
1.5
3.0
4.5
6.0
7.5
9.0
10.5
12.0
13.5
15.0
17.0
18.5
20.0
N60
6
7
5
8
10
10
13
15
18
20
17
18
21
Estimate the ultimate load-carrying capacity of the pile.
Assume unit weight of soil, y = 15.5 kN/m³.
Consider a continuous flight auger pile in a sandy soil deposit 10 m long with a diameter of 0.45 m. Following is the variation of standard penetration resistance values (N60) with depth.
Estimate the ultimate load-carrying capacity of the pile.
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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Need a deep-dive on the concept behind this application? Look no further. Learn more about this topic, civil-engineering and related others by exploring similar questions and additional content below.Similar questions
- In Problem 18.4, find the maximum bending moment in the sheet pile and determine the required section modulus, assuming an allowable stress of 190 MN/m2. 18.4 Refer to Figure 18.13. Given L1 = 1.5 m, L2 = 3 m; for the sand, =33, =16.5kN/m3, sat=19.0kN/m3; and, for the clay, c=50kN/m2, =0, sat=20kN/m3. Determine the depth of sheet pile required, allowing for a 50% increase from the theoretical estimate.arrow_forwardRefer to Figure 18.13. Given L1 = 1.5 m, L2 = 3 m; for the sand, =33, =16.5kN/m3, sat=19.0kN/m3; and, for the clay, c=50kN/m2, =0, sat=20kN/m3. Determine the depth of sheet pile required, allowing for a 50% increase from the theoretical estimate.arrow_forward11.22 A concrete pile measuring 0.406 m X 0.406 m in cross section is 18.3 m long. It is fully embedded in a layer of sand. The following is an approximation of the me- chanical cone penetration resistance (q.) and the friction ratio (F) for the sand layer. Estimate the allowable bearing capacity of the pile. Use FS = 4. Depth below ground surface (m) 9. (kN/m²) F, (%) 0-6.1 2803 2.3 6.1-13.7 3747 2.7 13.7-19.8 8055 2.8arrow_forward
- 7. 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_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_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
- Questions 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_forwardQ- A pile of 0.50 m diameter and of length 10 m is embedded in a deposit of clay. The undrained strength parameters of the clay are cohesion = 60 kN/m² and the angle of internal friction = 0. Find the skin friction capacity (kN) of the pile for an adhesion factor of 0.6.arrow_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_forward
- A concrete pile 20 m long having a cross section of 0.46 m × 0.46 m is fully embedded in a saturated clay layer. For the clay, given: Yat = 18 kN/m², = 0, and Cu = 80 kN/m?. Determine the allowable load that the pile can carry (FS = 3). Use %3D the A method to estimate the skin resistance.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_forwardConsider a drilled, rough concrete pile with diameter B = 1m and length D = 10m embedded in a site underlain by a 5m thick layer of sand with fiction angle = 41 degrees and Ko = 0.5 that lies over an 8m thick layer of clay with fiction angle = 36 degrees, Ko = 0.38, and Su = 70 kPa. a. Determine the long term end bearing capacity of the pile. b. Determine the long term capacity of the pile.arrow_forward
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