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 18.14P
To determine
Design and sketch a continuous anchor.
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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).
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
Riverbed
Determine the theoretical embedment depth for the given free support anchored sheet pile wall
placed in sand.
7m
Dredge line
D
Ground surface
1 m
SAND
=30°
C = 0
Yn 18.0 kN/m³
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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- Table 5. Adjustment factor for trench production Type of Material Adjustment Factor Loose (sand, gravel, loam) 0.60-0.70 Average (common earth) 0.90-0.95 Firm (firm plastic soils) 0.95-1.00arrow_forward6.5 The sides of an excavation 3.0m deep in sand are to be supported by a cantilever sheet pile wall. The water table is 1.5 m below the bottom of the excavation. The sand has a saturated unit weight of 20 kN/m³, a unit weight above the water table of 17 kN/m³ and the characteristic value of o' is 36°. Using the traditional method, determine the required depth of embedment of the piling below the bottom of the excavation to give a factor of safety of 2.0 with respect to passive resistance. Marrow_forwardQuestion 3 A new underground tunnel section is designed by a geotechnical consultant. For the underground station a 5 m wide braced excavation is made in a saturated clay as shown in Figure Q3 with unit weight, y = 18.5 kN/m², friction angle, o = 0° and cohesion, c = 20 kN/m?. The struts are spaced at 5 m center to center in plan. Refer Appendix 1 to select the sheet-pile section. i. Draw the strut forces. ii. Determine the section modulus of the sheet pile needed. Assume oall = 170 MN/m? iii. Determine the maximum moment for the wales at levels B and C. Show a complete answer, including all numerical values and necessary diagrams. 5 m 3 m B 2 marrow_forward
- 1. The following is a sketch of the proposed embankment, calculate the addition of vertical stress (Bousinesq method / graph below) at the depths of points A and B. Assume the unit weight of the soil stockpile = 20 kN / m3. 2. Calculate the added vertical stress at points A and B as deep as Z = 8 m, under the rectangular loadarrow_forwardFigure below shows the cross-section of an excavation which is to be made alongside a river. Write down an expression for the effective stress at level A-A and use this to establish the depth H to which the water in the trench can be reduced before instability occurs (when o'z is zero). The shear resistance at the clay and sheet pile interface can be considered negligible. sheet piling River peaty silt 3.5 m dredge level 8 m . alluvial silty clay 6.0 m (y 18 kN/m³) 3 m coarse 3.5 m gravel impervious red marlarrow_forwardEx: The figure below is a proposed weir floor with three vertical piles. calculate the uplift pressure distribution under the floor of the weir at key point by khosla's creep flow theory? 106.00 102.25 1:5 100.50 100.00 98.50 99.25 [97.25L b = 15.75 b = 34.75 D, [93.00 93.00 b, = 15 b, = 34 91.00 b = 50.5arrow_forward
- Figure 15.53 below shows a cantilever sheet pile driven into a granular soil where the water table is 2 m below the top of the sand. The properties of thesand are: ' = 40, m = 17.5 kN/m3, and sat = 19 kN/m3. It is proposed toexcavate to a depth of 6 m below the ground level. Determine the depth towhich the sheet pile mast be driven, using the net lateral pressure diagram. Fig. 15.53arrow_forwardDetermine the depth of embedment required for stability of the cantilever sheet pile wall shown by using the factored strength method, taking F4 = 1.3. Coarse-grained soil Ysat = 20 kN/m O's = 39" 3 m 8 = O'csarrow_forwardA 3 m high embankment is to be constructed as shown in the figure. If the unit weight of soil used in the embankment is 19 kN/m², calculate the vertical stress due to the embankment loading at points P1, P2, and P3. 10.5 7.5 6 4.5 CE 4.5 3.0 | y= 19 kN/m B 3.0 -3.0 -3.0 P3 Note: All dimensions are in metres P,arrow_forward
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