Answer Happy

b) The variation of N60​ with depth in a granular soil deposit is as shown in Table Q1(b). A rectangular concrete pile 7.5 m long (0.5 m×0.5 m in cross section) is driven into the sand and fully embedded in the soil. For the proposed site, given: Design load = 1112.1kN,FOS=3.0,Pa​=100kN/m2 and Lpile ​=7.5 m. (i) Design Qp​ by using data given in Table Q1(b) (6 marks) (ii) Design Qs​ by using data given in Table Q1(b) (5 marks ) (iii) Estimate the allowable bearing capacity Qall​ of the pile (3 marks) (iv) Predict the elastic settlement of the pile based on the situation. (6 marks)
Tahle O1(h): The SPT valıe for the nronoced site
TABLE 1 : Terzaghi Bearing Capacity factor
TABLE 2: Meyerhof's bearing capacity factor \begin{tabular}{rrrrrrrr} \hline ϕ′ & Nc​ & Nq​ & Nγ​ & ϕ′ & Nc​ & Nq​ & Nγ​ \\ \hline 0 & 5.14 & 1.00 & 0.00 & 26 & 22.25 & 11.85 & 12.54 \\ 1 & 5.38 & 1.09 & 0.07 & 27 & 23.94 & 13.20 & 14.47 \\ 2 & 5.63 & 1.20 & 0.15 & 28 & 25.80 & 14.72 & 16.72 \\ 3 & 5.90 & 1.31 & 0.24 & 29 & 27.86 & 16.44 & 19.34 \\ 4 & 6.19 & 1.43 & 0.34 & 30 & 30.14 & 18.40 & 22.40 \\ 5 & 6.49 & 1.57 & 0.45 & 31 & 32.67 & 20.63 & 25.99 \\ 6 & 6.81 & 1.72 & 0.57 & 32 & 35.49 & 23.18 & 30.22 \\ 7 & 7.16 & 1.88 & 0.71 & 33 & 38.64 & 26.09 & 35.19 \\ 8 & 7.53 & 2.06 & 0.86 & 34 & 42.16 & 29.44 & 41.06 \\ 9 & 7.92 & 2.25 & 1.03 & 35 & 46.12 & 33.30 & 48.03 \\ 10 & 8.35 & 2.47 & 1.22 & 36 & 50.59 & 37.75 & 56.31 \\ 11 & 8.80 & 2.71 & 1.44 & 37 & 55.63 & 42.92 & 66.19 \\ 12 & 9.28 & 2.97 & 1.69 & 38 & 61.35 & 48.93 & 78.03 \\ 13 & 9.81 & 3.26 & 1.97 & 39 & 67.87 & 55.96 & 92.25 \\ 14 & 10.37 & 3.59 & 2.29 & 40 & 75.31 & 64.20 & 109.41 \\ 15 & 10.98 & 3.94 & 2.65 & 41 & 83.86 & 73.90 & 130.22 \\ 16 & 11.63 & 4.34 & 3.06 & 42 & 93.71 & 85.38 & 155.55 \\ 17 & 12.34 & 4.77 & 3.53 & 43 & 105.11 & 99.02 & 186.54 \\ 18 & 13.10 & 5.26 & 4.07 & 44 & 118.37 & 115.31 & 224.64 \\ 19 & 13.93 & 5.80 & 4.68 & 45 & 133.88 & 134.88 & 271.76 \\ 20 & 14.83 & 6.40 & 5.39 & 46 & 152.10 & 158.51 & 330.35 \\ 21 & 15.82 & 7.07 & 6.20 & 47 & 173.64 & 187.21 & 403.67 \\ 22 & 16.88 & 7.82 & 7.13 & 48 & 199.26 & 222.31 & 496.01 \\ 23 & 18.05 & 8.66 & 8.20 & 49 & 229.93 & 265.51 & 613.16 \\ 24 & 19.32 & 9.60 & 9.44 & 50 & 266.89 & 319.07 & 762.89 \\ 25 & 20.72 & 10.66 & 10.88 & & & & \\ \hline \end{tabular}