6. Regarding drilled shaft foundation: (A) Briefly but clearly describe the construction procedure of drilled shafts using slurry method. Be sure to indicate what is the so-called "slurry" made of. (B) What and how construction related factors would affect the bearing capacity and load transfer of drilled shaft foundations by using slurry method? Are there any means to mitigate them? List and discuss as many relevant factors as you can. Figure, Tables, and Equations: Pile: Meyerhof's method Q₁ = 4,9₁ = Aq'N₁ ≤ Aq₁ P pip q₁ = 0.5ptan o' TABLE 12.6 Interpolated Values of No Based on Meyerhof's Theory Soil friction angle, ' (deg) 5.14c (1+0.195) (1+0.4%)+9 (10.11) B Qu(net) qu-q= 5.14c, 1+ 0.195- 5.14c. (1+0.1951+0.4%) (10.12) all(net) Qu(net) FS 1.713c. (1 + 0.1952)(1 +0.42%) (10.13) N₁₁ 20 12.4 21 13.8 22 15.5 23 17.9 24 21.4 25 26.0 26 29.5 27 34.0 28 39.7 General bearing capacity equation: qu = c'NcFcs Fca Fci+q'NqFqsFqa Fai + 0.5yBNy FysFydFyi Shape factors by De Beer Depth factors by Hansen (1970) (1970) 29 46.5 30 56.7 Inclination factors by Meyerhof 31 68.2 (1963) and Hanna and Meyerhof (1981) 32 81.0 33 96.0 34 115.0 Fes = 1 +++) N. LNC B° Fed =1+0.4( -0.4 Fci = Fai = (1 900)2 35 143.0 36 168.0 B Fas =1+) tan o' Fqd = 1 + 2 tan q' (1 − sin ')² Df B 37 194.0 - Fyi (1 - B 38 231.0 39 276.0 Fyd = = 1 Fys = 1- 0.4 40 346.0 41 420.0 42 525.0 Shallow foundation: TABLE 6.2 Bearing Capacity Factors From Eqs. (6.30), (6.29), and (6.31) 43 650.0 44 TABLE 6.2 Bearing Capacity Factors From Eqs. (6.30), (6.29), and (6.31) (Continued) 780.0 45 930.0 $' No N₁ Ny $' N No Ny $' N N₁ Ny $' No N₁ Ny 0 5.14 1.00 0.00 11 8.80 2.71 1.44 1 5.38 1.09 0.07 12 9.28 2.97 1.69 2232 16.88 7.82 7.13 37 55.63 42.92 66.19 18.05 8.66 8.20 38 61.35 48.93 78.03 24 19.32 9.60 9.44 39 67.87 55.96 92.25 25 20.72 10.66 10.88 40 75.31 64.20 109.41 2 5.63 1.20 0.15 13 9.81 3.26 1.97 26 22.25 11.85 12.54 41 83.86 73.90 130.22 3 5.90 1.31 0.24 14 10.37 3.59 2.29 27 23.94 13.20 14.47 42 93.71 85.38 155.55 4 6.19 1.43 0.34 15 10.98 3.94 2.65 28 25.80 14.72 16.72 43 105.11 99.02 186.54 5 6.49 1.57 0.45 16 11.63 4.34 29 27.86 16.44 19.34 44 118.37 115.31 224.64 3.06 30 30.14 18.40 22.40 45 133.88 134.88 271.76 6 6.81 1.72 0.57 17 12.34 4.77 3.53 31 32.67 20.63 25.99 46 152.10 158.51 330.35 7 7.16 1.88 0.71 18 13.10 5.26 4.07 32 35.49 23.18 30.22 47 173.64 187.21 403.67 8 7.53 2.06 0.86 19 13.93 5.80 4.68 33 38.64 26.09 35.19 48 199.26 222.31 496.01 9 7.92 2.25 1.03 20 14.83 6.40 5.39 34 42.16 29.44 41.06 49 229.93 265.51 613.16 10 8.35 2.47 1.22 21 15.82 7.07 6.20 35 46.12 33.30 48.03 50 266.89 319.07 762.89 (continued) 36 50.59 37.75 56.31 The critical depth for skin friction in piles L'≈15D The unit frictional resistance or the unit skin friction f = Ko' tan 8'