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 18, Problem 18.2P
To determine
Find the maximum moment and its location.
Select suitable section of sheet pile.
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A 600mm diameter pile is embedded in 3 layers of dense sand at a depth of 17m. Nq = 86. The groundwater table is situated between Layers 2 and 3.
The layers have the following properties:
Layer 1: γ = 16.9 kN/m3. 3m thick.
Layer 2: γ = 17.6 kN/m3. 5.5m thick.
Layer 3: γsat = 19.65 kN/m3.
K is 0.9 and tan α = 0.37. The factor of safety is 3.0.
What is the skin friction resistance of the pile in kN?
None of the choices
1684.170
1477.156
1257.150
1322.744
866.118
Please answer this asap. For upvote. Thank you vey much.
A 600mm diameter pile is embedded in 3 layers of dense sand at a depth of 17m. Nq = 86. The groundwater table is situated between Layers 2 and 3.
The layers have the following properties:
Layer 1: γ = 16.9 kN/m3. 3m thick.
Layer 2: γ = 17.6 kN/m3. 5.5m thick.
Layer 3: γsat = 19.65 kN/m3.
K is 0.9 and tan α = 0.37. The factor of safety is 3.0.
What is the skin friction resistance of the pile in kN?
What is the skin friction resistance of the pile in kN?
None of the choices
1684.170
1477.156
1257.150
1322.744
866.118
Please answer this asap. For upvote. Thank you very much
A 600mm diameter pile is embedded in 3 layers of dense sand at a depth of 17m. Nq = 86. The groundwater table is situated between Layers 2 and 3.
The layers have the following properties:
Layer 1: γ = 16.9 kN/m3. 3m thick.
Layer 2: γ = 17.6 kN/m3. 5.5m thick.
Layer 3: γsat = 19.65 kN/m3.
K is 0.9 and tan α = 0.37. The factor of safety is 3.0.
What is the allowable axial load capacity of the pile in kN?
5476.785
1750.169
1127.606
2439.011
None of the choices
2365.846
Please answer this asap. For upvote. Thank you very much
Chapter 18 Solutions
Principles of Foundation Engineering (MindTap Course List)
Ch. 18 - Refer to Figure 18.9. A cantilever sheet pile is...Ch. 18 - Prob. 18.2PCh. 18 - Prob. 18.3PCh. 18 - Refer to Figure 18.13. Given L1 = 1.5 m, L2 = 3 m;...Ch. 18 - In Problem 18.4, find the maximum bending moment...Ch. 18 - Prob. 18.6PCh. 18 - Prob. 18.7PCh. 18 - Prob. 18.8PCh. 18 - Refer to Figure 18.23. Given L1=3m, L2=6m,...Ch. 18 - Prob. 18.10P
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- Problem #1 The figure below shows a cantilever sheet-pile wall penetrating a granular soil. Here, L₁ = 4 m, L₂ = 8 m, unit weight above water table= 16.1 kN/m³, saturated unit weight = 5 18.2 kN/m³, and friction angle of sand = 32 degrees. a. What is the theoretical depth of embedment, D? b. For a 30% increase in D, what should be the total length of the sheet piles? c. Determine the theoretical maximum moment of the sheet pile. d. If the allowable flexural stress = 170 MPa, compute the required section modulus of the sheet pile. Water table Dredge line Sand Y <=0 Sand Ysat c'=0 Sand Ysat c'=0arrow_forwardProblem #1 The figure below shows a cantilever sheet-pile wall penetrating a granular soil. Here, L1 = 4 m, L2 = 8 m, unit weight above water table= 16.1 kN/m3, saturated unit weight = 5 18.2 kN/m3, and friction angle of sand = 32 degrees. a. What is the theoretical depth of embedment, D? b. For a 30% increase in D, what should be the total length of the sheet piles? c. Determine the theoretical maximum moment of the sheet pile. d. If the allowable flexural stress = 170 MPa, compute the required section modulus of the sheet pile.arrow_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
- A cantilever sheet pile wall is supporting a horizontal backfill having a unit weight of 18 kN/m3. Active pressure coefficient Ka = 0.28 and a passive pressure coefficient Kp = 4.6. (1) Determine the value of “d” required for stability of the cantilever sheet pile using the Factored Moment Method (FMM). The Factor of Safety on passive resistance is 2, (2) determine the value of “d”required for stability of the cantilever sheet pile walls using the Factored Strength Method (FSM), (3) determine the value of “d” required for stability of the cantilever sheet pile walls using the Net Passive Pressure Method (NPPM). The Factor of Safety for lateral forces causing rotation is 1.5.arrow_forwardA 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 MPaarrow_forwardPROBLEM NO. 2 A cantilever sheet pile wall is supporting a horizontal backfill having a unit weight of 18 kN/m³. Active pressure coefficient K, = 0.28 and a passive pressure coefficient Kp = 4.6. (1) Determine the value of "d" required for stability of the cantilever sheet pile using the Factored Moment Method (FMM). The Factor of Safety on passive resistance is 2, (2) determine the value of "d" required for stability of the cantilever sheet pile walls using the Factored Strength Method (FSM), (3) determine the value of “d* required for stability of the cantilever sheet pile walls using the Net Passive Pressure Method (NPPM). The Factor of Safety for lateral forces causing rotation is 1.5. Page of 3m Figure 2. Sheet pile profilearrow_forward
- 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_forwardGiven: Anchored sheet pile shown in figure. Required: For a factor of safety of (2) with respect to passive resistance, what is the value of o? 40 kPa 2 m Tierod 16 kN/m 8 = 0 C=0 p=30° p=40° O p=21°arrow_forwardThe below figure shows a theoretical flow net for seepage around a sheet pile wall. The soil is isotropic with k = 1.78 ×10 m/s, γ = 17.7 kN/m (γ = 10 kN/m³). (a) Calculate the vertical effective stresses at points A and B. (b) If the water level on the right-hand side rises and becomes same as the lefthand side, calculate the vertical effective stresses at points A and B (assume water level on the left-hand side remains unchanged). (c) Compare the results obtained in (a) and (b). Provide your interpretation and justification.arrow_forward
- Question 3 The flownet for an excavation supported by sheet pile walls is shown in Figure Q3. The soil being excavated is a uniform fine sand with a coefficient of permeability (k) of 5×104 m/s. The width of the trench is 5 m, with a length of 50 m. A constant external water level of 2 m is maintained at the ground level. Ground level 2m 6m 6m 6m ▼ K Line of symmetry- 5m Sheet pile wall 9m (c) Determine the pore water pressure (u) at Point A. Figure Q3 (a) Explain the physical significance of a flownet. In other words, explain what these lines represent. (b) Determine the total water flow rate (Q) at the excavation floor. K (d) If the excavation was carried out on the Moon, determine the total water flow rate (Q) at the excavation floor again (assuming that the gravitational acceleration on the Moon is 1.6 m/s²).arrow_forwardGiven: Anchored sheet pile shown in figure. Required: For a factor of safety of (2) with respect to passive resistance, what is the value of o? 40 kPa 2 m Tierod y = 16 kN/m 8 = 0 C = 0 p=30° p=40° O p=21°arrow_forward8) A sheet-pile wall retaining a silty sand is shown in the figure. Using the Rankine formula, the passive earth pressure coefficient is most nearly: a. 0.3 b. 0.47 c. 3.25 d. 1.0 SILTY SAND c=0 = 32°arrow_forward
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