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

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

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...

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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 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 MPa
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°
Refer to Figure 18.26b. Let L = 15.24 m, fill = 17.29 kN/m3, sat(clay) = 19.49 kN/m3, clay = 20, Hf = 3.05 m, and D = 0.406 m. The water table coincides with the top of the clay layer. Determine the total downward drag on the pile. Assume that = 0.6 clay. FIG. 18.26 Negative skin friction
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.
11.12 A 2-m clay layer in the field has a current effective stress, oó= 70 kN/m?. There is a net stress increase, Ao = 180 kN/m², due to a foundation load. Calculate the expected primary consolidation settlement. The results of a consolidation test on the clay are given below. o' (kN/m) 0.98 12 0.94 50 0.82 200 0.73 400 ©Cngage lamng 2014
Q-1) A structure weighs (47000 kN including foundation) is to be constructed into the soil profile shown in Figure (1). Calculate: A. The final consolidation settlements below foundation center and edge. B. The time required for (20 mm) settlement to occur below foundation center. Fig.1 3 m 7m 2 m Sand Y=17 Clay 20 m diameter Y = 19 kN/m³ Y=20 kN/m³ c, = 0.1 m²/yr Cc = 0.33 eo=0.8 Impervious Rock V.T
46. Consolidation of Clay: Given Exercise Figure 7.4 and the accompanying information, what is the ultimate settlement in the clay under the applied load? Note: 1 ft = 0.3048 m; 62.4 lb/ft³ = 1 Mg/m³. Assuming the sand will not settle, determine the ulti- mate settlement in the clay using: Proceeding in steps: a. Determine the effective stress for the cross section prior to loading. Show the stresses at depth using an appropriate diagram. b. What is Ao' on the clay layer caused by the imposed load? (Hint: Calculate this for the center of the clay layer at 5.8 m [19 ft] deep.) (ft) 0 c. What is the value of eo based on the original poros- ity of the clay? d. How much settlement will occur in the clay? 5 H ΔΗ =· -C log 1+- 1+e 16 22 40' o' P= 125 tons Sand: Yd=105 lb/ft³ Silty sand: Ysat Clay: Ysat=121 lb/ft³ n = 0.629, C = 0.82 Exercise Figure 7.4 = 127 lb/ft³ GWT
3. The following table shows the shear test results along the foliation surfaces of gneisses. The area of the discontinuity surface is 6.4*10-3 m2. a) Fill in the table b) Calculate the slip resistance parameters of the gnaysa ). (use millimeter paper) Experiment No. Shearing Normal Load Shearing Normal burden Tensile Stress (kg) (kg) (kg/cm2) (kg /cm? 1 750 500 1400 1200 3 1600 1400 4 2000 1800 2500 3500 6. 3000 4250
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.
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
a) The following results in Table 2 were obtained for peak failure in a series of consolidation-undrained triaxial tests, with pore water pressure measurements, on specimens of saturated clay. Determine the values of shear strength parameters c' and op'. Table 2: Results of triaxial tests (kPa). Uw 80 154 222 03 150 300 450 01-03 192 341 504 . b) The flow in porous media occurs in 3-D, derive the Laplace equation which is a combination of the continuity equation and Darcy's law. (Just derive the partial differential equation).