1. Design the cantilever sheet pile wall supporting a loose sand fill as shown in the following Figure. The surcharge is equal to 10 kPa. 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 Ka and Kp for the dense sand are 0.2 and 13.125, respectively. a) For a factor of safety of 2 on the passive resistance, determine the required depth of penetration depth, D. (initial trial with D'=4.2m) b) Determine the bending moment of the sheet pile. D 7.0m. 2.0m Yt = 16.5 kN/m³ $' = 30° Loose sand fill: Yt 19.5 kN/m3 = 30° Dense sand: q=10 kN/m²

1. Design the cantilever sheet pile wall supporting a loose sand fill as shown in the following Figure. The surcharge is equal to 10 kPa. 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 Ka and Kp for the dense sand are 0.2 and 13.125, respectively. a) For a factor of safety of 2 on the passive resistance, determine the required depth of penetration depth, D. (initial trial with D'=4.2m) b) Determine the bending moment of the sheet pile. D 7.0m. 2.0m Yt = 16.5 kN/m³ $' = 30° Loose sand fill: Yt 19.5 kN/m3 = 30° Dense sand: q=10 kN/m²

Principles of Foundation Engineering (MindTap Course List)

9th Edition

ISBN:9781337705028

Author:Braja M. Das, Nagaratnam Sivakugan

Publisher:Braja M. Das, Nagaratnam Sivakugan

Chapter18: Sheet-pile Walls

Section: Chapter Questions

Problem 18.5P: In Problem 18.4, find the maximum bending moment in the sheet pile and determine the required...

See similar textbooks

Similar questions

Estimate the side resistance Qs by: a. Using Eqs. (9.40) through (9.42). Use K = 1.5 and 8 = 0.60 b. Coyle and Castello's method [Eq. (9.44)] 20 m Concrete pile 460 mm x 460 mm Loose sand $₁ = 30° y = 18.6 kN/m³ Dense sand $2=36 y = 18.5 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
100 psf Assignment: 30 psf - B 35° Solve the following problem, neatly and orderly. Follow your assignment or task guides. -150 psf Problem: A soil element is shown in Figure 2.33. Determine the following: (Compare the three methods) a. Maximum and minimum principal stresses 30 psf b. Normal and shear stresses on plane AB Figure 2.33
Given: 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°
Ql- An embankment is to be constructed over a layer of soft clay 16 m thick as shown in figure 1. Construction the embankment will increase the total vertical stress in the clay layer by 110 kPa. The design requirement is that all but 25 mm of the settlement due to consolidation of the clay layer will have taken place after 6 months. Determine: A. The spacing in best pattern of 500 mm diameter sand drains to achieve the above requirement. B. Which is the best, the use of sand drains or pre-fabricated drains? Why? (25%) Embankment Clay Cy = 4.7 m2/ year Ch = 7.9 m2/ year mv= 0.25 m2/ MN 16 m Sand Figure (1).
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.
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).
Q2: For the soil profile and loading condition shown in Figure (2). Find: a) Final consolidation settlement. b) Time required for the settlement to be (42) mm. c) The settlement after 2 years. Surcharge Aq= 100 kPa 2 m Sand y= 19.5 kN/m 3 m Sand Ysat = 21 kN/ m Clay = 200 kN/m² C. = 0.2 C, = 3.4 m/yr Ysat = 19 kN/m 8 m e, = 0.85 C, = 0.04 Impervious layer Fig. 2
11.10 A concrete pile 0.406 m x 0.406 m in cross section is shown in Figure P11.10. Calculate the ultimate skin friction resistance by using the a. a method b. A method c. ẞ method Use =20° for all clays, which are normally consolidated. 6.1 m 12.2 m 0.406 m Figure P11.10 Groundwater table Ysat Silty clay 18.55 kN/m³ Cu = 35 kN/m² Silty clay Ysat = 19.24 kN/m³ Cu = 75 kN/m²
02: For the soil profile and loading condition shown in Figure (2). Find: a) Final consolidation settlement. b) Time required for the settlement to be (42) mm. c) The settlement after 2 years. Surcharge Aq= 100 kPa 2 m Sand y= 19.5 kN/m 3 m Sand Y=21 kN/ m Clay ö, = 200 kN/m C =0.2 C, - 3.4 m/yr 8 m Ysa = 19 kN/m e,-0.85 C, = 0.04 T, = Impervious layer d2 Fig. 2 T, = Ua 2 for Uav S 60% T, = 1.781 - 0.933 log( 100 – Uap% ) for Uav > 60% O'po + Ao', d'vo Ser H, log Ce Sef H, log %3D 1+ ee 1+ eo Ce o'vo + Ao', H, log Ser H, log 1 + eo 1 + eo o'p
Q2: For the soil profile and loading condition shown in Fig. (2). Find: a) Final consolidation settlement. b) Time required for the settlement to be (42) mm. c) The settlement after 2 years. 2 m 3 m 8 m Surcharge Aq=100 kPa Sand y=19.5 kN/m³ Sand Ysat 21 kN/m³ Clay Ysat = 19 kN/m³ eo=0.85 C₁ = 0.04 p=200 kN/m² Ce=0.2 C₁ = 3.4 m²/yr Rock
Yu = 10 k N/m J = 14 kN/u² clay Tsat = 15,5 kN/ms Diagram raur 3 GWL -2.00 Y = 16 kN/m3 sand sat = 17 kN/m3 sand Y=17 kN/m3 Ysatt8,5 kN/u² Draw the diagrams of total stress, effective stress, and pore pressure regarding this case.