Properties of a soil are C = 20 kN/m², = 16°, e = 0.72, G = 2.7. A canal 3 m deep having side slopes of 1 in 1.5 is constructed in this soil. Calculate factor of safety with respect to cohesion for sudden drawdown condition assuming Taylor's stability number for sudden drawdown = 0.132
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- B) For the soil profile shown in Figure (2), the rate of downward water flow is 0.4 m³/hr.m². Calculate: Peizometric reading at point C. Total head loss. Effective stress at point B. m 6 m A C K=1.0 m/ sec Ys = 18.0 kN/m³ e-1.2 K=0.5 m/sec Ys=20.0 kN/m² em 0.6 Datum Fig.(2) Piezometer027 ncomect Consider the soil system shown below. 1m Water Fine 4m sand k 2 x 10 mm Coarse silt 4m k = 4 x 10 mm/s Fine 4m silt k 2 x 10 mm/s Datum Beneath the fine silt layer there is stratum of water-bearing gravel with a water pressure of 155 kPa. The surface of the sand is flooded with water to a depth of 1m. The excess hydrostatic head at the fine sand/coarse silt interface is cm. Your Answer 32 15 17Question 1 a) Determine the factor of safety, for the short-term condition, of the embankment shown inFigure 1, for the potential failure circle indicated. b) Determine the FS for the embankment given in Figure 2, if the soil used is clay and the embankment is surrounded by water to its crest level. (9.8m 145m £3 m. Bm clay DIT Cu 50 kPa 8=19 k lm3 R=20m 5m 1m Saturarteal clay %3D Figure 2
- 2. Consider a rectangular footing 3.2 m x 4.5 m to be constructed in a uniform clayey sand to support allowable loads as shown in Figure Q2. Assuming general shear failure would take place, determine the safety factor against bearing capacity failure when the ground water table is at 1.0 m above the ground surface. Comment on the obtained result.Qi/ A 5m deep deposit of silty sand lies above a 4m deep deposit of gravel. The gravel is under- lain by a deep layer of stiff clay. The ground water table is found 2m below the ground surlace. The Soil properties are :- of sand below GWT = 1.75 Mg/m³ Isat of gravel 2.05 Mg/m ³ Isat of sand above G.WT = 1.7 Mg/m²³ 2 Draw The distribution of vertical total stress, Pore water pressure, and vertical effective stress with depth down to the clay layer. P = 1.7 My/m²³- $t1 = 1.95 Mg/m³, silty sand Seat - 2.05 Mg/m²/ G.L G.WT I gravel still clay) 4mConsider the soil profile shown in the figure below, and an initial groundwater depth of 5 feet below the ground surface. Assuming the soil above the water table is dry, then Ground Surface Ya = 115 Ib/ft G.= 2.65 5 ft SAND 15 ft Ysat = 120 Ib/ft3 e,- 1.1 C = 0.5 C, = 0.05 o- 2.8 ksf 15 ft CLAY ROCK a. The in-situ effective vertical stress in the middle of the clay layer is psf. b. If a uniform permanent load of 500 psf is applied on the ground surface, the estimated primary consolidation settlement of the clay layer is inches. c. If the groundwater table is lowered to the top of the clay layer at a final depth of 20 feet below the ground surface after the consolidation settlement in part (b) is completed, the effective vertical stress increase in the middle of the clay layer is psf.
- 10.24 A road embankment is being placed across a shallow section of a bay. The existing profile consists of 1 m of water over a 5-m thick normally consolidated clay soil which overlies a very dense and stiff gravelly sand. A consolidation test on the clay generated the follow- ing results: C = 0.21, e0 = 1.21. The embankment material is expected to be place at a unit weight of 18.1 kN/m³. Determine the thickness of the embankment such that the final elevation of the embankment is 2 m above the water level. This will require an iterative 10. solution.Soil 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. 200Compute the cohesion of the clay. The results of a three consolidated undrained tri-axial tests on a saturated clay are as follows : a. 10.45 kPab. 12.25 kPac. 11.62 kPad. 15.62 kPa
- 2 Refer to the soil profile shown in figure below CALCULATE TOTAL STRESS (ot) AT POINT B put of G.W.T Sand 5m Y sat = 20. 9 Clay 4m Ysat = 17. 8 Let the point A at depth "0", point B at depth "Sm". and point C at depth 9m Select one: Select one: O a. 102.3 KN/M2 Ob. 107 KN/M2 O c. 109 KN/M2 O d. 104.5 KN/M2 Next page evious pageتحرير The total volume of a soil specimen is 80,000 mm3 and it weighs 150 grams. The dry weight of the specimen is 130 grams and the density of the soil solids is 2680 Kg/m3. Find the WATER CONTENT IF SATURATION =100% knowing that pwater=1000kg/m3 Select one: O a. 24.2% Ob. 12.2% c. 17.2% d. 16.2%Ql- An embankment is to be constructed over a layer of soft clay 16 m thick as shown in figure 1. Construction the embankment will increase the total vertical stress in the clay layer by 110 kPa. The design requirement is that all but 25 mm of the settlement due to consolidation of the clay layer will have taken place after 6 months. Determine: A. The spacing in best pattern of 500 mm diameter sand drains to achieve the above requirement. B. Which is the best, the use of sand drains or pre-fabricated drains? Why? (25%) Embankment Clay Cy = 4.7 m2/ year Ch = 7.9 m2/ year mv= 0.25 m2/ MN 16 m Sand Figure (1).