Principles of Foundation Engineering
9th Edition
ISBN: 9780357684832
Author: Das
Publisher: Cengage Learning US
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Chapter 18, Problem 18.7P
a.
To determine
Find the required depth to drive a sheet pile to carry out an excavation to 4m depth.
b.
To determine
Find the maximum bending moment in the sheet pile and the required section modulus for the sheet pile section.
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When a vertical face excavation was made in a
clayey silt, having density of 20 kN/m³, it failed at
a depth of excavation of 4 m. What is the cohesive
strength (in kN/m²) of the soil, if its angle of internal
friction was 30°?
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Chapter 18 Solutions
Principles of Foundation Engineering
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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- The water table at a site is at 5 m below the ground level, and it is required to excavate to this level. The soil profile consists of a thick bed of sand where the unit weight is m = 17.0 kN/m3 above the water table and sat = 20.0 kN/m3 below the water table. The friction angle of the sand is 37. The wall of the excavation will be supported by cantilever sheet piles. How deep would you drive the sheet piles? Use the simplified analysis (Figure 15.37) with a factor of safety of 1.5 on the passive resistance. Determine the maximum bending moment in the sheet pile and the required section modulus for the sheet pile section (given an allowable stress of 190 MN/m2).arrow_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_forwardA vertical sheet pile supports a horizontal backfill having a height of 6 m. The backfill has a unit weight of 19 KN/m² and an angle of internal friction of 30°. Determine the required depth of penetration. A 3 m B 4m 4.5 m D 5.5 marrow_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_forwardThe excavation shown below will be made on the clay for the construction of a highway. Potential Slope stability analysis is required on the slip plane. The ground is silty clay and c '= 18 kPa,' '= 20o and water = 100 kPa. At point a If the shear stress is 60 kPa, calculate the safety coefficient for this point.arrow_forwardQ=400KN Ground Level 38° #16KN.m3 K=0.90 tan-0.45 N=80 5m Dense Sand 38° Tar=18.5kN.m3 4m Saturated Sand 39° c=150kN.m2 -20.2kN.m Bed Rock Not to scale (a) Design a pile foundation. (b) Design a shallow square foundation. (c) Compare the two foundations designed in (a) and (b).arrow_forward
- 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 mucharrow_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? None of the choices 1684.170 1477.156 1257.150 1322.744 866.118 Please answer this asap. For upvote. Thank you vey much.arrow_forwardAnswer Q13 to Q 15 based on following description A cutting in a saturated clay is inclined at a slope 1 vert:1.2 horizontal and has a vertical height of 10.0 m. The bulk unit weight of the soil is 18 kN/m³ and its undrained cohesion is 35 kN/m³. Undrained friction angle, -0. Area of slip mass = 51.2 m², d= 7 m r=12m 2m 1 W 10m FoS of a slope along a circular slip surface is given by; cular F = Wd Calculate the arc length along the slip surface, La a-964.8 m O b. 16.8 m O c. 114.0 m O d. 8.4 m d=5m 1.2arrow_forward
- A proposed building is to have three levels of underground parking, as shown in the figure below. To construct this building, it will be necessary to make a 10.0 m excavation, which will need to be temporarily dewatered. The natural and dewatered groundwater tables are shown, and the medium clay is normally consolidated. The dewatering of the area under the existing building caused an increase in vertical effective stress. - 28 m - Existing building A B Proposed 1.5 m building Natural y. Dewatered y = 19.5 kN/mª 5 m 1.51 8.5 m 10 m 12.5 m Sand- (assume imcompressible) 2.5 m Fy= 20:0 kN/m. Medium clay C(1+ eo) = 0.26 y = 16.5 kN/m³ 10.3 m Stiff soils (assume imcompressible) Unit weight of SAND above the water table is 19.5 KN/cum while that below the water table is 20 KN/cuM. The unit weight of CLAY is 16.5 KN/cyM. The chief engineer is concerned that this dewatering operation may cause excessive settlement in the adjacent building and has asked you to: Compute for the anticipated…arrow_forwardCircular precast concrete piles with 60 cm in diameter will be driven to a tip penetration of 30 m. The soil profile is all clay and the water table is 2 m under the ground surface. Consider that the soils with cu < 60 kPa can be considered soft for this case. The unit weight of water is 10 kN/m3. Unconfined compression tests on samples taken from a thin-walled Shelby tubes were performed, and the soil profile has the following stratification: 0-5 m cu= 20 kPa γt=16.5 kN/m3 5-15 m cu= 40 kPa γt=17.5 kN/m3 15-80 m cu= 200 kPa γt=20.5 kN/m3 State any necessary assumptions. Show a summary table comparing the different capacities and discuss reasons for differences. a. Tomlinson's 1957 a method (alpha method #1) b. Tomlinson's 1971 a method (alpha method #2) a. Original λ method (lambda method #1) b. Revised λ method based on pile length (lambda method #2) c. API method (Randolph and Murphy 1985)arrow_forwardi need the answer of all partsarrow_forward
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