3. Compare the relative advantages and disadvantages of (driven) precast concrete piles and drilled shafts (cast-in- situ). List the site conditions and structural conditions that favor or hinder the use of these two types of deep foundation. Be as specific as possible. Figure, Tables, and Equations: 7.5.14c (1+0.1952)(1 +0.4%) + D +q (10.11) B Pile: Meyerhof's method Q₁ = 4,9, = Aq'N <≤ Aq₁ q 9₁ = 0.5ptan o' TABLE 12.6 Interpolated Values of N Based on Meyerhof's Theory Soil friction angle, ' (deg) 20 N₁₂ 12.4 21 13.8 Qu(net) qu q = 5.14c 1 + 0.195- = (1 + 0.1954)(1 +0.4%) (10.12) B all(net) qu(net) FS = 1.713c. (1 + 0.1952)(1 + 0.47%) (10.13) B General bearing capacity equation qu= c'NcFcs Fca Fci+q'NqFqsFqaFqi + 0.5yBNy Fys Fya Fyi Shape factors by De Beer Depth factors by Hansen (1970) (1970) Inclination factors by Meyerhof (1963) and Hanna and Meyerhof (1981) BN Fes 1+G Fcd =1+0.4( 0.4 Во = Fei Fai = (1-2)² 90°) 35 222222223136 15.5 17.9 24 21.4 25 26.0 29.5 27 34.0 28 39.7 29 46.5 30 56.7 68.2 81.0 96.0 34 115.0 143.0 168.0 B +tan Fqs = 1 + (+) tan p' Fqd = 1 + 2 tan q' (1 − sin ')² Dr - B Fyi = (1-B 37 194.0 φ 38 231.0 Fys = 1-0.4(+) Fyd = = 1 39 276.0 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 TABLE 6.2 Bearing Capacity Factors From Eqs. (6.30), (6.29), and (6.31) (Continued) 44 780.0 45 930.0 $' N₁ N₁ Ny $' N₂ No Ny 22 16.88 7.82 7.13 37 55.63 42.92 $' No N₁ Ny $' No Na 66.19 Ny 0 5.14 1.00 0.00 11 8.80 2.71 1.44 27 23 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 1 5.38 1.09 0.07 12 9.28. 2.97 1.69 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 29 27.86 16.44 19.34 44 118.37 115.31 5 6.49 1.57 0.45 16 11.63 4.34 224.64 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 = Kσ tan S'

Aprecast concrete pile, 305 x 305mm in size is proposed to be installed at a site where two layers of sand exist. The upper layer is 3.7 m thick medium dense sand with y= 16 kN/m² and 6 35º The lower layer is a thick deposit of dense sand with y 19 kN/m² and 6 = 37° a) Differentiate between bored and driven piles in processes to the surrounding soil. terms of the effects of their installation

0.45m Square prestressed concrete piles are to be installed in groups of 4 at the site shown in the figure below. The center-to-center spacing between piles is 2.55 m. - Ground Level Soft Clay Su = 15kPa - Depth =6.7m Silty Clay Su = 30kPa 3m Depth = 15.1m 3m Medium Stiff Clay S,-80kPa - Depth = 20.0m a. Calculate group capacity based on individual failure b. Calculate group capacity based on block failure c. Based on parts (a) and (b) above determine the allowable downward load capacity for the pile group. Assume factor of safety of 2.5.

Calculate the difference between C1 & C2 pile capacity, considering the borehole data plot.

Redo Problem 9.27 with the following: center-to-center spacing of piles 5 30 in., length of piles = 45 ft, D = 12 in., cu = 860 lb/ft2, and FS = 3. Use Table 9.10.

(i) What are the components of elastic settlement of piles? Name two parameters that affect the settlement. A 300 mm diameter pile penetrates a deep deposit of soft clay 9 m deep. Compute the skin friction and point bearing capacity. The clay has an undrained unit cohesion of 60 kN/m?. Assume a (ii) constant friction coefficient of 0.75 and use a method.

Compare the construction methods for driven piles versus drilled shafts and discuss the impact of these differences on their axial load capacity.

Please solve quickly

I need detailed help solving this exercise from Foundation Engineering. Step by step, please.

A rock storage pile is being designed for a mine in West Virginia. The pile is linedwith reinforced GCL overlain by a 1.5 mm thick HDPE geomembrane. A heavy nonwoven geotextile is placed on top of the geomembrane. Because the rock is porous(K = 10-2cm/s), it is used as the main LCS stone and no additional leachate collectionstone is being installed. Specify the base slope required to keep the head below 25cm if the design storm is 0.8 cm rain/day and the pipe-to-pipe lateral spacing is 60 mIs this rock a reasonable material to replace the LCS stone?