What is the equivalent coefficient of permeability (k) for soil layers of k2 and k3? where k2= 1.75 k1 and k3 = 3.3 k1
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- |!;i| ELABORATE Try solving the following problem: Practice Problem: Figure 4.25 shows a soil profile. The uniformly distributed load on the ground surface is Ao. Given Ao = 1000 lb/ft²; H₁ = 8ft; H₂ = 15ft; and H3 = 18ft. Also: *Sand: Ya = 110 lb/ft³; Ysat = 116 lb/ft³ *Clay: Ysat = 120 lb/ft³; LL = 50%; e = 0.90; Cs (1/6) Cc Estimate the primary consolidation settlement if: a. The clay is normally consolidated b. The preconsolidation pressure, o = 2600 lb/ft² H₂ Figure 4.25 Ao ↓ Sand Clay Cengage Leaming 2014 a INTake 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 AWhat is the equivalent coefficient of permeability (k) for soil layers of k2 and k3? where k2= 1.03 k1 and k3 = 2.45 k1 6 10 8 D. K2 N K3 N K1 K4 .a k1 1.740 .b k1 3.480 .C k1 17.400 .d k1 8.700 28 12
- What is the equivalent coefficient of permeability (k) for soil layers of k2 and k3? where k2= 1.75 k1 and k3 = 3.3 k1 10 8 B C K2 ~ K3 N K1 K4 .a k1 25.250 .b k1 12.625 .C k1 5.050 .d k1 2.525 28 coWhat is the equivalent coefficient of permeability (k) for soil layers of k2 and k3? where k2= 1.03 k1 and k3= 2.45 k1 82 O HA 10 K2 N KS N С KA D Z! k1 1.740 .b k1 3.480 .C k1 17.400 .d k1 8.7001) Properties of soil and concrete Osal 4m 9 = 30° Cohesion =0 Coefficient of base friction = 0.50 Soil's ultimate bearing copacity= V25 k 2m %3D 12 0.0 use Rankine's theovy Considering no evosion and future excavaton would happen in the Soil a) Detemine the location of the active force from the boase. 67 Determine the total normal force reachion of soil at the bose. c) Determine FS SIDING. d) Determine FSarturning o e) Determine PSpcoing. C-
- Q4: For the soil element shown, compute the stresses acting on the plane inclined by 40° with the horizontal plane then draw Mohr circle and place the stresses with respect to O.P. 20kPa 35kPa 100kPa 300 40°ASAPA triaxial test on a saturated soil has the ff. results: Deviator stress (kPa) 119 143 178 Cell pressure (kPa) 202 402 602 Pore pressure (kPa) 142.5 275.5 396 b. Determine the undrained angle of friction and cohesion of the soil. Determing the undrained angle of friction and cohesion of soil using Mohr's circle
- A laterally confined cylindrical specimen of saturated soil failed under an axial vertical stress of 100 kPa. The failure plane was inclined to the horizontal plane at an angle of 45°. The values of cohesion and angle of internal friction for the soil are respectively Lütfen birini seçin: O a. 0.5 N/mm2 and 30* O b. 0.2 N/mm2 and 0" O c.0.05 N/mm2 and 45* O d. 0.05 N/mm2 and 0Refer to the figure for the details of the spread footing. Given: A=5.7 m B=8.2 m Axial load, P = 449 %3D Bending moments: Moment about x-axis = %3D 238 kN-m Moment about y-axis = %3D 201 kN-mQ: 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.