1. Side slopes for rock fill 1V:2H. Calculate the minimum crest width of a breakwater using B = 3*kΔ*(W/γa)1/3 . Given data: Stone weight = (8) t, Specific weight = 2,7 t/m3, Layer thickness coefficient =1,00 and Porosity percentage = 37 2.  For cubed shaped stone (or concrete), determine dimension of the stone for weight: W = (10+a) t, specific weight: γa = 2,4 t/m3

(Derive the Rankine active earth pressure of a soil at a depth of z using Mohr Circles, and failure envelope when the retaining wall has horizontal ground surface and the unit weight, cohesion, and internal friction angle of the soils are 7, c, and ø. In addition, what is the maximum depth of tensile crack at the retaining clay when Y =15.72kN/m³, cu=6.77kN/m² 9 and ø=30°) Ir 10000

3.25 In a site consisting entirely of clays, an electric friction cone penetrometer measures the cone resistance q, at a depth of 8.0 m as 0.75 MN/m2. The water table is at 3.0 m below the ground level. The unit weights of the clay above and below the water table are 16.5 kN/m3 and 19.0 kN/m2, respectively. Estimate the undrained shear strength, preconsolidation pressure, and overconsolidation ratio at this depth.

Q3. Two meters of compacted fill (y= 20 kN/m³) is placed over a large area (Figure 4). A rectangular foundation of size 4 m x 5 m is constructed at the site with its base located at the existing ground surface. GWT is found at a depth of 3 m below the existing ground surface. a). Calculate and plot the in-situ vertical effective stress profile to a depth of 16 m below the existing ground surface prior to fill and footing placement. Use points with z = +2, +1, 0, -1, -2, -3, -5, -10, -13, -16 m (with z measured from the existing ground surface). b). Calculate and plot the additional effective stress due to the fill to a depth of 16 m. Use the same points as in part a). c). If the load applied on the foundation is 4 MN, calculate and plot the effective stress increase due to the footing to a depth of 16 m. Use the 2:1 approximate method and the same points as in part a). Summarize your calculations in an Excel spreadsheet and present sample calculations for z = 0, -3, -10 and -16 m (with…

(1a) A normally consolidated clay layer is 18 m thick. Natural water content is 45 %, saturated unit weight is 18 kN/m3, grain specific gravity is 2.7 and liquid limit is 63 %. The vertical stress increment at the center of clay layer due to foundation load is 9 kPa. Ground water table is at the surface. Determine the settlement. (1b) Estimate the settlement of a 10 m square area loaded 1 m at 100 kN/ m3 placed 1 m below ground level with ground water at the level of the footing. The static cone resistance   values for the sand deposit are as follows: G.L to 6 m = 8000kN/m3,6 -11 mm = 10,000kN/, below 11 m =12,000kN/m3.

6.14 A 2 mx 3 m spread footing placed at a depth of 2 m carries a vertical load of 3000 kN and a moment of 300 kN m, as shown in Figure P6.14. Determine the factor of safety using Meyerhof's effective area method. Clayey sand y = 18.5 kN/m³ c' = 5.0 kN/m² $' = 32° FIGURE P6.14 3000 KN 2 m 300 kN.m 2 m

A specimen of saturated sand was consolidated under an all-around pressure of 105kN/m2.The axial stress was then increased and drainage was prevented.The specimen failed when the axial deviator stress reached 70 KN/m2.The pore water pressure at failure was 50 KN/m2.Determine:i. Consolidated-undrained angle of shearing resistance, ɸii. Drained friction angle, ɸ′iii. Sketch Mohr’s circles and Failure Envelops in terms of total and effective stress.iv. Assuming soil specimen to be homogenous, sketch a network of failure planes.

Q4. Compute the total vertical stress o, pore water pressure u, and then the effective vertical stress o' at Points A, B, C, and D in the soil profile shown in the following figure. Plot those with the depth z. WI---- +4 Soil 1, y = 18.0 kN/m³ B -10 Soil 2, y = 18.5 kN/m³ -23 Soil 3, y, = 19.0 kN/m³ D -28 z (m) (Y;=bult unit weight)

What is the shearing strength of soil in kPa along a horizontal plane at a depth of 4 m in a deposit of sand having the following properties: Angle of internal friction, ∅ = 35°; Dry unit weight, yd = 17 kN/m3 ; Specific gravity, Gs = 2.7; Assume the ground water table is at a depth of 2.5 m from the ground surface a.11 b.95 c.23 d.41