3) A 5-m-high retaining wall is shown in Figure-2. Determine A) Rankine active force per unit length of the wall and the location of the resultant B) Rankine passive force per unit length of the wall and the location of the resultant
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3) A 5-m-high retaining wall is shown in Figure-2. Determine
A) Rankine active force per unit length of the wall and the location of the resultant
B) Rankine passive force per unit length of the wall and the location of the resultant
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- A CU triaxial test was carried out on a silty clay that was isotopically consolidated using a cell pressure of 125 kPa. The following data were obtained: Axial load (kPa) 0 5.5 11.0 24.5 28.5 35.0 50.5 85.0 105.0 120.8 Axial strain, &₁ (%) 0 0.05 0.12 0.29 0.38 0.56 1.08 2.43 4.02 9.15 Au (kPa) 0 4.0 8.6 19.1 29.3 34.8 41.0 49.7 55.8 59.0 (a) Plot the deviatoric stress vs. axial strain and excess porewater pressure vs. axial strain, respectively. (b) Determine the undrained shear strength (sµ). (Note: we assume that the sample reaches failure). (c) Determine the total principal stresses (0₁,03) and the effective principal stresses (0₁, 03') at the failure, respectively.2. A normally consolidated clay layer, 3 m thick, has the following properties: Initial void ratio, e 0.8 Compression index, Cc = 0.25 Average effective pressure, o'o= 125 Kpa Expected pre ssure increase, Aơ = 45 Kpa Secondary compre ssion index, Ca= 0.02 Time of completion of primary settlement = 1.5years What is the total settlement of the clay layer five ye ars afterthe completion of the primary se ttle ment?Average unit weight for medium dense sand?
- 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 2014The following data are given for normally consolidated clay: Thickness=2.6m Primary Cc=0.3 Secondary Cc=0.02 e=0.8 Average Pressure=127 kPa Change in pressure (vertical) =46 kPa Determine the following 1. Primary Consolidation Settlement (Ans. 58.17mm) 2. Secondary Settlement five years after the completion of the primary settlement. The time for completion of primary settlement is 1.5 years. (Ans. 15.4mm)3.15 In a site consisting of normally consolidated clean sands, the water table is at 10 ft depth. The average unit weight of the sand above and below the water table is 111.5 lb/ft3 and 125.0 lb/ft3, respectively. At a 25 ft depth, Nso was reported as 26. Determine the following: a. (N160 using Liao and Whitman's (1986) equation for CN [Eq. (3.13)] b. D, using Skempton's (1986) correlation [Eq. (3.28)] c. Friction angle using Schmertmann's (1975) correlation [Eq. (3.30)] d. Modulus of elasticity using Kulhawy and Mayne's (1990) correlation [Eq. (3.32)]
- During the shearing phase of a CU test, the void ratio of a NC consolidated clay specimen will: 1decrease. 2could increase or decrease. 3remain a constant. 4increase.The profile at a site consists of 5m of sand overlying 10m of compressible clay, which in turn overlies a dense sand. The water table is at the top of the profile. The total unit weight of the top sand is 19kN/m3 and that of the clay is 18kN/m3. The Cv of the clay is estimated to be 5x 10-3 cm2/sec. Initially the clay is normally consolidated. It is planned to place a temporary fill that will exert a vertical load of 200kPa over the entire site. How long must the fill be in place so that, after it is removed, the maximum past pressure at every point in the clay is at least 50kPa larger than the vertical effective stress that existed before the fill was placed?Evaluate the RQD for the rock core shown below according to ASTM D6032. L=0 L- 100 mm - 80 mm L = 100 mm L= 300 mm L= 150 mm L= 180 L- 250 mm Total Core Run = 1200 mm 66.7% Ob 96.7% Oc 56.7% Od. 71.7% Moving to onathu Does not meet soundness Pieces< 100 mm and highly weathered
- 11.12 A 2-m clay layer in the field has a current effective stress, o= 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?) e 0.98 12 0.94 50 0.82 200 0.73 400 © Cengage Leaming 2014Estimate the primary consolidation settlement of the clay in centimeters from a 28,000 kN load on an 8m by 10 m footing. The subsurface consists of a 10 meter thick layer of sand and gravel overlying a 4 meter thick layer of normally- consolidated clay (OCR=1). Assume sand and gravel layers do not settle. Below the soft clay is sand and gravel. Water table is 3 meters deep. Subsurface properties are below: W= 28 x 10 N 28 10 g maris) Footer 10 mBm moist=19.5 kN/cubm Water level Sand and gravel Y sat-19.6 kN/cub m y sat-19.4 N/cub m 4 m Clay Sand and gavel 1) Thickness of normally-consolidated clay = 4 meters 2) Water table is 3 meters deep 3) Sand and Gravel y moist=19.5 kN/cubic meter, y saturated= 19.6 kN/cubic meter 4) Soft Clay (OCR=1) a. Initial void ratio of clay layer (e o) = 0.81 b. y sat= 19.4 kN/cubic meter c. Compression Index of clay Cc=0.62 d. Swell Index of clay Cs = 0.12In a drained triaxial test on consolidated clay the stress and angle are as follows: Deviator stress is 20 1b/in2 and friction angle is 210 . Calculate the effective confining pressure at failure.? A) 21 1b/in2 B) 22.2 1b/in2 C) 25.4 1b/in2 D) 17.9 1b/in2 make it fast