MindTap Engineering for Das/Sobhan's Principles of Geotechnical Engineering, SI Edition, 9th Edition, [Instant Access], 1 term (6 months)
9th Edition
ISBN: 9781305971226
Author: Braja M. Das; Khaled Sobhan
Publisher: Cengage Learning US
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Chapter 9, Problem 9.15P
To determine
Find the factor of safety against heave on the downstream side of the single-row pile sheet structure.
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1. The figure below shows the flow net for seepage of water around a single row of sheet piles
driven into a permeable layer. Calculate the factor of safety against downstream heave, given
than Ysat for the permeable layer = 17.7 kN/m³. (note: Thickness of permeable layer T = 18 m).
H₁ = 10 m
6 m
-Sheet pile
Heave zone Impermeable layer
H₁ = 1.5 m
Ysat 17.7 kN/m³
12.37 Figure P 12.37 shows a group pile in clay. Determine the
consolidation settlement of the group. Use the 2:1 method to
estimate the average effective stress in the clay layers.
1335 KN
K-
3 m
++
3 m
*
18 m
5 m
3 m
↓
2.75 m
X 2.75 m
Group
plan
FIGURE P12.37
Groundwater
table
15 m
Rock
Sand
y = 15.72 kN/m²
Sand
Ysat = 18.55 kN/m³
Normally consolidated clay
Ysat = 19.18 kN/m³
€ = 0.8
C = 0.8
Normally consolidated clay
Ysat = 18.08 kN/m³
% = 1.0
C = 0.31
Normally consolidated clay
Ysat = 19.5 kN/m³
€ = 0.7
C₂ = 0.26
A 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
Rock
Chapter 9 Solutions
MindTap Engineering for Das/Sobhan's Principles of Geotechnical Engineering, SI Edition, 9th Edition, [Instant Access], 1 term (6 months)
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- Q-7 The following figure shows the flow net for seepage of water around a single row of sheet piles driven into a permeable layer. Calculate the factor of safety against downstream heave, given that ysat for the permeable layer = 17.7 kN/m3. (Note: Thickness of permeable layer T= 18 m) Sheet pile H1 = 10 m H, = 1.5 m 6 m Ysat = 17.7 kN/m³ Heave zone Impermeable layerarrow_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_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. Water table Dredge line Sand Y <=0 Sand Ysat c'=0 Sand Ysat c'=0arrow_forward
- The flownet for seepage of water around a single row of sheet piles driven into a permeable layer is shown in Figure D(below). Calculate the quantity of seepage loss against downstream heave, given the k = 2.6 x 10-6 m/sec and saturated unit weight = 17.7 kN/m3. The depth of the sheet pile is 6 m into the ground. Sheet pile Heave zone H;=10m H2 =1.5m Impermeable layer O 3.32 x 10-5 m3/s/m O 1.47 x 10-4 m3/s/m 2.95 x 10-5 m3/s/m 1.47 x 10-5 m3/s/marrow_forwardQ: The following figure shows the flownet for seepage of water around a single row of sheet piles driven into permeable layer. Calculate the factor of safety against downstream heave, given that Ysat = 19 kN/m³ and yw = 9.81 kN/m³. All the relevant information are provided in the figure. HI-10m 6m ↓ Heave zone Sheet pile Impermeable layer H₂= 2 m Y-16 kN/marrow_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_forward
- A construction project of cantilever sheet pile penetrating saturated clay is designed to form a sheet pile wall along a riverbank as shown in Figure C. Determine: i. - ii. The theoretical and actual depth of penetration by using Dactual = 1.5D theory The maximum size of sheet pile section necessary by using all = 172.5 MN/m². Sand A y=16 kN/m³ c' = 0 2m Water table p=32 Sand Ysat 19.35 kN/m³ c' = 0 4'=32 Clay Vsat 19.35 kN/m³ c′ = 46.9 kN/m² 3m Figure C E B Riverbedarrow_forwardThe flow net around a sheet pile wall is shown in the sketch. The properties of the soil are permeability coefficient = 0.09 m/day (isotropic), specific gravity = 2.70 and void ratio = 0.85. The sheet pile wall and the bottom of the soil are impermeable. 10 m 1.5 m 3m The seepage loss (in m' per day per unit length of the wall) of water isarrow_forwardThe Figure below shows a long pile wall driven in sand with Coefficient of permeability K= 0.05cm/sec.it is required to: 1.Estimate the max. possible value of dimension h, where Ah=1.2. 2.Calculate the seepage loss (m /day) per meter of wallarrow_forward
- 2. Design the anchored sheet pile wall supporting a loose sand fill as shown in the following Figure. GWT is at the same height on both sides, and assume yw=10kN/m³. Based on the log spiral solutions, the Ka for the loose sand is 0.3 while the K₂ and Kp for the dense sand are 0.2 and 13.125, respectively. Using the free earth support method, do the following: a) For a factor of safety of 2 on the passive resistance, determine the required depth of penetration depth, D. (initial trial with D'=1.5m) b) Determine the bending moment and the anchor load. D 7.0m. Yt = 16.5 kN/m³ ' = 30° Loose sand fill: Yt 19.5 kN/m3 ' = 30° Dense sand: Yt = 21 kN/m³ $' = 40° q=10 kN/m² 1.5m. 0.5m. Tarrow_forwardA 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 mucharrow_forwardQuestion 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_forward
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