And the void ratio for each load increment is shown in the table below. σ₂ (kPa) Void ratio 15 1.66 30 1.65 60 1.64 120 1.52 2- Find Preconsolidation pressure (oc) and compression index (Cc). 240 1.38 480 1.25
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- 1. Triaxial compression tests are done on quartzite rocks, the results are shown below. (0₁+03)/2 -964.25 14500 19575 23200 29000 43210 63075 psi (01-03)/2 964.25 14500 18850 21750 26100 35960 48575 psi Comment on the applicability of each of the Mohr-Coulomb, Griffith, and Hoek-Brown criteria for the testing results.The followings are data from the unconfined compression test. Use these data to determine the unconfined compression strength of the soll and the undrained cohesion. Diameter of sample = 1.6 cm; Length of sample= 4.0 cm; Dial gauge factor = 0.02 mm Reading 0 20 Load (kN) 40 60 80 0.000 0.004 0.007 0.009 0.011 100 0.012 120 140 160 0.013 0.014 0.015 180 200 220 240 260 0.016 0.016 0.016 0.016 280 0.016 0.016Take o, = 580 kPa (Figure 1) Express your answer to three significant figures and include the appropriate units. HÀ ? o, = Value Units Submit Request Answer Figure Part B Determine the shear stress acting on the inclined plane AB. Express your answer to three significant figures and include the appropriate units. В HA ? 30° Value Units A
- Problem 3. The strain rosette shown has angles 0, = 0° (aligned with the x-axis), 0, = 60°, and 0, = 120°, We attach it to a body and then load the body. The strain m m rosette reports the following values: E = 500µ, E, =1200µ, and ɛ. 100µ- m Recall for a delta rosette: Ex = Ea %3D 1 Ey 3 =(26, +26, - 8.) %3D 2 Yy = J a Sketch Mohr's Circle for Strain. Indicate the following Y Max 20,, &,, E2, and- InPlane on your sketch the followinge 2 Determine the following: E2. Op. YMax InPlaneThe polyethylene liner of a settling pond is subjected to stresses 0z = 2,100 kPa , oy = 300 kPa, and Try = -570 kPa, as shown by the plane-stress element in the first part of the figure. 300 kPa 26 2100 kPa 570 kPa Seam Determine the normal and shear stresses acting on a seam oriented at an angle of 26 to the element. (a) Determine the stress o - Round to the nearest whole number. kPa (b) Determine the stress Tg - Round to the nearest whole number. kPa (C) Determine the stress oy, Round to the nearest whole number. kPaExample 8.2 Refer to the e log o' curve shown in Figure 8.12. a. Determine the preconsolidation pressure, o. b Find the compression index, Ce 1.0 0.9- 0.8 0.7 0.6 03 10 Effective pressure, o (ton/t) (log scale) Figure 8.12
- Refer to Figure 10.43. A strip load of q = 1450 lb/ft2 is applied over a width with B = 48 ft. Determine the increase in vertical stress at point A located z = 21 ft below the surface. Given x = 28.8 ft. Figure 10.43Use Eq. (6.14) to determine the stress increase () at z = 10 ft below the center of the area described in Problem 6.5. 6.5 Refer to Figure 6.6, which shows a flexible rectangular area. Given: B1 = 4 ft, B2 = 6 ft, L1, = 8 ft, and L2 = 10 ft. If the area is subjected to a uniform load of 3000 lb/ft2, determine the stress increase at a depth of 10 ft located immediately below point O. Figure 6.6 Stress below any point of a loaded flexible rectangular areaRefer to Figure 10.46. A flexible circular area of radius 6 m is uniformly loaded. Given: q = 565 kN/m2. Using Newmarks chart, determine the increase in vertical stress, z, at point A. Figure 10.46
- EB and FG are two planes inside a soil element ABCD as shown in Figure 10.50. Stress conditions on the two planes are Plane EB: EB = 25 kN/m2; EB = +10 kN/m2 Plane FG: FG = 10 kN/m2; FG = 5 kN/m2 (Note: Mohrs circle sign conventions for stresses are used above) Given ; = 25, determine: a. The maximum and minimum principal stresses b. The angle between the planes EB and FG c. The external stresses on planes AB and BC that would cause the above internal stresses on planes EB and FGQ: I an oedometer test on a specimen of saturated clay (Gs = 2.72), the applied pressure was increased from 107 1o 214 kPa and the following compression readings recorded: TaBLE| Tmen 0 025 05 1 225 4 &5 9 16 Guugelmm) 78 742 732 721 6% 678 &6 643 637 Teme(mi) 25 % 4 s om0 X0 a0 Guge(nm) 629 626 621 618 616 615 610 602 After 1440 min, the thickness of the specimen was 15.30 mm and the water content was 23.2%. Determine the values of the coefficient of consolidation and the compression atios from (a) the root time plot and (b) the log time plot. Determine also the values of the coefTicient of volume compressibility and the coefficient of permeability.A square hollow bar having an outside dimension of 250 mm by 250 mm with 6 mm thick is to be replaced by a soild circular bar. a. Determine the required diameter of bar so that the maximum shear stress in the bar will not exceed the maximum shear stress in the tube. b. If the computed value of diameter in the previous question increase by 15%, what is the new shear stress of the circular bar? Determine the angle of twist in degrees of the tube if the length of the tube is 1m and the shear modulus is 80 GPa. Use T=14 kN-m.
