Bundle: Principles Of Foundation Engineering, 9th + Mindtap Engineering, 1 Term (6 Months) Printed Access Card
9th Edition
ISBN: 9781337947060
Author: Braja M. Das, Nagaratnam Sivakugan
Publisher: Cengage Learning
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Chapter 12, Problem 12.37P
To determine
Find the consolidation settlement of the pile group
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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.
Estimate 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).
Chapter 12 Solutions
Bundle: Principles Of Foundation Engineering, 9th + Mindtap Engineering, 1 Term (6 Months) Printed Access Card
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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- Just respond to the question 2.arrow_forwardlayer. 2. A project with excavation and construction stages will take place at your site. The profile contains a saturated clay On March 1, the effective stress at point A (in the middle of the clay layer) is 150 kPa, and the overconsolidation ratio is 1. On April 1, the effective stress at point A is 140 kPa. On May 1, the effective overconsolidation ratio on May 1? Show your work and circle your answer. stress at point A is 290 kPa. What is thearrow_forward9. 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_forward
- 5. Please answer parts a and b.arrow_forwardلليكarrow_forward46. Consolidation of Clay: Given Exercise Figure 7.4 and the accompanying information, what is the ultimate settlement in the clay under the applied load? Note: 1 ft = 0.3048 m; 62.4 lb/ft³ = 1 Mg/m³. Assuming the sand will not settle, determine the ulti- mate settlement in the clay using: Proceeding in steps: a. Determine the effective stress for the cross section prior to loading. Show the stresses at depth using an appropriate diagram. b. What is Ao' on the clay layer caused by the imposed load? (Hint: Calculate this for the center of the clay layer at 5.8 m [19 ft] deep.) (ft) 0 c. What is the value of eo based on the original poros- ity of the clay? d. How much settlement will occur in the clay? 5 H ΔΗ =· -C log 1+- 1+e 16 22 40' o' P= 125 tons Sand: Yd=105 lb/ft³ Silty sand: Ysat Clay: Ysat=121 lb/ft³ n = 0.629, C = 0.82 Exercise Figure 7.4 = 127 lb/ft³ GWTarrow_forward
- 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_forwardThe results of a laboratory consolidation test on a clay sample are given below: Pressure, p (kN/m²) Void ratio, e 23.94 1.112 47.88 1.105 95.76 1.080 191.52 0.985 383.04 0.850 766.08 0.731 (43) a) Draw an e-log p plot. (44) b) Determine the pre-consolidation pressure, p. . (45) c) Find the compression index, Ce. Appendix For ø=35°, N¸=57.8, N,=41.4, and N,=41.1. o,'=0;'tan²| 45°+ +2c tan| 45°+arrow_forwardDetermine the stress increase due to the embankment load at point A as shown in Figure 2. The unit weight of the embankment fill is 115pcfarrow_forward
- Repeat Problem 16.6 with the following:D50 = 3.2 mmD20 = 0.91 mmD10 = 0.72 mmarrow_forwardA consolidated-undrained test on a normally consolidate clay yield the following results: Confining Pressure = 151 KPa; Deviator Stress = 187 KPa; Pore Pressure = 71 KPa. Calculate the consolidated undrained friction angle. Please answer this asap. For upvote. Thank you very mucharrow_forward11.12 A 2-m clay layer in the field has a current effective stress, o= 70 kN/m. There is a net stress increase, Ao = 180 kN/m², due to a foundation load. Calculate the expected primary consolidation settlement. The results of a consolidation test on the clay are given below. o' (kN/m?) e 0.98 12 0.94 50 0.82 200 0.73 400 © Cengage Leaming 2014arrow_forward
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