Use Meyerhofs effective area method estimate the ultimate load per unit length of the foundation.
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- 2 Figure 2.10 shows the subsurface profile for a project site. Determine the fotal stress, pore Section pressure, and effective stress for Point B. 3.0 m y = 14.0 kN/m Silty sand (SM) = 45% D, ·2.1 m y = 17.5 kN/m 4.2 m y 13.5 kN/m Soft clay (CL) 6.0 m 2.0 m 3.1 m y = 15.0 kN/m Medium clay (CH) Glacial tillA long embankment 30 m wide is to be built on ground. The net vertical pressure applied by the embankment (assumed to be uniformly distributed) is 90kpa. The soil profile and stress distribution beneath the center of the embankment is also shown. The value of mv for the upper clay is 0.35m2/MN, and for the lower clay mv=0.13m2/MN. Tthe permeabilities of the cllays are 10-10m/s and 10-11m/s for the upper and lower soil respectively. Determine the final settlement under the center of the embankment due to consolidationb) What is the advantage for the Engineer in using Rankine's lateral earth pressure theory over Coulomb's lateral earth pressure theory? Surcharge q = 25 kPa 1.5 m Fine sand c'= 0 kPa ø' = 34 degrees y = 19.5 kN/m Sheetpile wall Silty sand e'= 15 kPa ø' = 28 degrees y= 20.0 kN/m 3.0 m WT 1.0 m Sandy Gravel c'= 0 kPa ø = 34 degrees y = 21.5 kN/m' (above & below the water table) 4.0 m Figure Q4
- 1. A soil profile is shown in Figure 1. Assuming the water table is located at the surface and the profile is undisturbed. Show the variation of total vertical and horizontal stresses with the depth to a total depth of 12m. Assume there is a surcharge of 6kN/m2 and Groundwater is 5m below the surface. 5m Sandy clay c=25KN/m², þ=10°, y=18KN/m³ 7.5m Silt c=10KN/m², p=15°, y=20kN/m³ Sand =35°, y=19KN/m³ Figure 1Soil Mechanics An embankment consists of clay fill for which c′ = 25 kN/m2 and φ = 27° (from consolidated undrained tests with pore-pressure measurement). The average bulk unit-weight of the fill is 2 Mg/m3. Estimate the shear-strength in kPa of the material on a horizontal plane at a point 20 m below the surface of the embankment, if the pore pressure at this point is 180 kN/m2 as shown by a piezometer. a. 133 b. 100 c. 166 d. 200Estimate the elastic settlement below the center of the loaded area. Assume that D, 1.6 m and H. Use Eq. (8.16). 210 kN/m² H 8.3 A planned flexible load area (see Figure P8.3) is 2 m x 3.2 m and carries a uniformly distributed load of 210 kN/m². Figure P8.3 2m x 3.2 m Silty sand E, 8500 kN/m² M. 0.3 Rock
- The cross-section of a channel is given in the figure below. a) Determine the quantity of seepage if the coefficient of permeability of the soil is 5x105 cm/s. b) What is the uplift force on the base of the structure? Calculate the uplift pressures at the given points (1, 2, 3, 4, 5, 6) and then show the final total uplift force by drawing the pressure distribution diagram. (Assume that unit weight of the ground water is 10kN/m³) 3.0m 2.5m 1 2 8.0m 3 4 Impermeable layer 5 6 22 A granular soil is subjected to a minor principal stress of 200 kN/m². If the angle of internal friction is 30°, determine the inclination of the plane of failure with respect to the direction of the major principal stress. What are the stresses on the plane of failure and the maximum shear stress induced? 3 An embankment consists of clay fill for which c' 25 kN/m2 and o = 27° (from consolidatedundrained tests with pore-pressure measurement). The average bulk unit-weight of the fill is 2 Mg/m'. Estimate the shear- strength of the material on a horizontal plane at a point 20 m below the surface of the embankment, if the pore pressure at this point is 180 kN/m² as shown by a piezometer.Following are the results of two consolidated-drained triaxial tests on a clay:Test I: σ3 = 140 kN/m2; σ1(failure) = 368 kN/m2Test II: σ3 = 280 kN/m2; σ1(failure) = 701 kN/m2Determine the shear strength parameters; that is, c' and Φ'.
- An embankment consists of clay fill for which c=25 kPa and angle of internal friction is 260 9from consolidated undrained test with pore pressure measurement) The weight of fill per unit volume is 18.64 kN/m3. Estimate the shear strength of the material on a horizontal plane at a point 20 m below the surface of the embankment. Include fbdG,+S,e , a) Starting from the basic phase definitions (see the Appendix) show that y = 1+e b) Using the expression above, determine the distribution of the total and effective vertical stress with depth for the soil profile shown. Plot these distributions for 0 60%, T, : 1.781 – 0.933 log(100 – U%) C,H - log 1+e, o, + Ao' C,H 1+e, S = - logQ.2) The cross-section of a channel is given in the figure below. a) Determine the quantity of seepage if the coefficient of permeability of the soil is 5x105 cm/s. b) What is the uplift force on the base of the structure? Calculate the uplift pressures at the given points (1, 2, 3, 4, 5, 6) and then show the final total uplift force by drawing the pressure distribution diagram. (Assume that unit weight of the ground water is 10kN/m²³) 3.0m 2.5m 12 8.0m 13 Inngernmeable liyet