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A 30 m-long precast concrete pile with diameter of 0.4 m in driven in to a thick dry sand layer. The unit weight of the sand is 17 kN/m³. The sand is cohesionless and has an effective friction angle of 36°. Estimate the ultimate bearing capacity by using Coyle and Castello's method for both side point bearing resistance and side resistance.

A 30 m-long precast concrete pile with diameter of 0.4 m in driven in to a thick dry sand layer. The unit weight of the sand is 17 kN/m³. The sand is cohesionless and has an effective friction angle of 36°. Estimate the ultimate bearing capacity by using Coyle and Castello's method for both side point bearing resistance and side resistance.

Structural Analysis
Structural Analysis
6th Edition
ISBN:9781337630931
Author:KASSIMALI, Aslam.
Publisher:KASSIMALI, Aslam.
Chapter2: Loads On Structures
Section: Chapter Questions
Problem 1P
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9net(u) = quq = 5.14c1+ (1+0.4²) General bearing capacity equation qu= c'NcFesFcaFci + q'NaFas FaaFai +0.5yBNyFysFya Fyi Shape factors by De Depth factors by Hansen (1970) Beer (1970) B No Fcs = 1+ N Fas = 1 + Fys 0 1 2 3 4 5 6 7 8 9 10 B = 10.4( Ne 5.14 5.38 5.63 5.90 6.19 6.49 6.81 7.16 7.53 7.92 8.35 tan o' 0.195B L TABLE 6.2 Bearing Capacity Factors From Eqs. (6.30), (6.29), and (6.31) N₁ Na 1.00 2.71 1.09 2.97 1.20 3.26 1.31 3.59 1.43 3.94 1.57 4.34 1.72 1.88 2.06 2.25 2.47 Ne 16.88 18.05 19.32 20.72 22.25 23.94 25.80 27.86 30.14 32.67 35.49 38.64 42.16 46.12 50.59 Fad = 1 + 2 tano (1 — sin y)²: qd B Fyd = 1 Fcd = 1 + 0.4( Ny 0.00 0.07 0.15 0.24 0.34 0.45 0.57 0.71 0.86 1.03 1.22 7.13 8.20 9.44 10.88 12.54 14.47 16.72 19.34 22.40 25.99 30.22 35.19 41.06 48.03 56.31 = 11 12 13 14 15 16 17 18 19 20 21 TABLE 6.2 Bearing Capacity Factors From Eqs. (6.30), (6.29), and (6.31) (Continued) φ' Na $' Na 22 7.82 42.92 23 8.66 48.93 24 9.60 55.96 25 10.66 64.20 26 11.85 73.90 27 13.20 85.38 28 14.72 99.02 29 16.44 115.31 30 18.40 134.88 31 20.63 158.51 32 23.18 187.21 33 26.09 222.31 34 29.44 265.51 35 33.30 319.07 36 37.75 37 38 39 40 41 42 43 44 45 46 47 48 49 50 Ne 8.80 9.28 9.81 10.37 10.98 11.63 12.34 13.10 13.93 14.83 15.82 For saturated clay: p For a method: fav = acu For method: f = (₁ +2c₂) Ne 55.63 61.35 67.87 75.31 83.86 93.71 105.11 118.37 133.88 152.10 173.64 199.26 229.93 266.89 Apqp = ApCu Nc 4.77 5.26 5.80 6.40 7.07 Ny 1.44 1.69 1.97 2.29 2.65 3.06 3.53 4.07 4.68 5.39 6.20 (continued) Ny 66.19 78.03 92.25 109.41 130.22 155.55 186.54 224.64 271.76 330.35 403.67 496.01 613.16 762.89 Inclination factors by Meyerhof (1963) and Hanna and Meyerhof (1981) Fci = Fai = (1-2 Fyi = (1 - B² Bº Ne 9 for p = 0 TABLE 12.10 Variation of A with Pile Embedment Length, L Embedment length, L (m) 0 5 10 15 20 25 30 35 40 50 60 70 80 90 Coyle and Castello (1981): Embedment ratio, L/D 0 10 20 30 40 50 60 70 Qp = q'N₁ Ap 10 T T T T T e $' Bearing capacity factor, N 20 32° 36° = 30° 34° λ 0.5 0.336 0.245 0.200 0.173 0.150 0.136 0.132 0.127 0.118 0.113 0.110 0.110 0.110 38° TABLE 12.11 Variation of a (Interpo- lated Values Based on Terzaghi et al., 1996) 40° Cu Pa ≤0.1 0.2 0.3 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 2.4 2.8 40 60 80 100 200 Note: Pa ≈100 kN/m² Qs = atmospheric pressure Embedment ratio, L/D = : (Ko'tan 8')pL 0.15 0.2 0 5 10 15 20 25 30 a 35 36 1.00 0.92 0.82 0.74 0.62 0.54 0.48 0.42 0.40 0.38 0.36 0.35 0.34 0.34 Earth pressure coefficient, K 1.0 $' 30° 31° 32° 33° 8=0.80' 2 34° 35⁰ 36° 5
Transcribed Image Text:9net(u) = quq = 5.14c1+ (1+0.4²) General bearing capacity equation qu= c'NcFesFcaFci + q'NaFas FaaFai +0.5yBNyFysFya Fyi Shape factors by De Depth factors by Hansen (1970) Beer (1970) B No Fcs = 1+ N Fas = 1 + Fys 0 1 2 3 4 5 6 7 8 9 10 B = 10.4( Ne 5.14 5.38 5.63 5.90 6.19 6.49 6.81 7.16 7.53 7.92 8.35 tan o' 0.195B L TABLE 6.2 Bearing Capacity Factors From Eqs. (6.30), (6.29), and (6.31) N₁ Na 1.00 2.71 1.09 2.97 1.20 3.26 1.31 3.59 1.43 3.94 1.57 4.34 1.72 1.88 2.06 2.25 2.47 Ne 16.88 18.05 19.32 20.72 22.25 23.94 25.80 27.86 30.14 32.67 35.49 38.64 42.16 46.12 50.59 Fad = 1 + 2 tano (1 — sin y)²: qd B Fyd = 1 Fcd = 1 + 0.4( Ny 0.00 0.07 0.15 0.24 0.34 0.45 0.57 0.71 0.86 1.03 1.22 7.13 8.20 9.44 10.88 12.54 14.47 16.72 19.34 22.40 25.99 30.22 35.19 41.06 48.03 56.31 = 11 12 13 14 15 16 17 18 19 20 21 TABLE 6.2 Bearing Capacity Factors From Eqs. (6.30), (6.29), and (6.31) (Continued) φ' Na $' Na 22 7.82 42.92 23 8.66 48.93 24 9.60 55.96 25 10.66 64.20 26 11.85 73.90 27 13.20 85.38 28 14.72 99.02 29 16.44 115.31 30 18.40 134.88 31 20.63 158.51 32 23.18 187.21 33 26.09 222.31 34 29.44 265.51 35 33.30 319.07 36 37.75 37 38 39 40 41 42 43 44 45 46 47 48 49 50 Ne 8.80 9.28 9.81 10.37 10.98 11.63 12.34 13.10 13.93 14.83 15.82 For saturated clay: p For a method: fav = acu For method: f = (₁ +2c₂) Ne 55.63 61.35 67.87 75.31 83.86 93.71 105.11 118.37 133.88 152.10 173.64 199.26 229.93 266.89 Apqp = ApCu Nc 4.77 5.26 5.80 6.40 7.07 Ny 1.44 1.69 1.97 2.29 2.65 3.06 3.53 4.07 4.68 5.39 6.20 (continued) Ny 66.19 78.03 92.25 109.41 130.22 155.55 186.54 224.64 271.76 330.35 403.67 496.01 613.16 762.89 Inclination factors by Meyerhof (1963) and Hanna and Meyerhof (1981) Fci = Fai = (1-2 Fyi = (1 - B² Bº Ne 9 for p = 0 TABLE 12.10 Variation of A with Pile Embedment Length, L Embedment length, L (m) 0 5 10 15 20 25 30 35 40 50 60 70 80 90 Coyle and Castello (1981): Embedment ratio, L/D 0 10 20 30 40 50 60 70 Qp = q'N₁ Ap 10 T T T T T e $' Bearing capacity factor, N 20 32° 36° = 30° 34° λ 0.5 0.336 0.245 0.200 0.173 0.150 0.136 0.132 0.127 0.118 0.113 0.110 0.110 0.110 38° TABLE 12.11 Variation of a (Interpo- lated Values Based on Terzaghi et al., 1996) 40° Cu Pa ≤0.1 0.2 0.3 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 2.4 2.8 40 60 80 100 200 Note: Pa ≈100 kN/m² Qs = atmospheric pressure Embedment ratio, L/D = : (Ko'tan 8')pL 0.15 0.2 0 5 10 15 20 25 30 a 35 36 1.00 0.92 0.82 0.74 0.62 0.54 0.48 0.42 0.40 0.38 0.36 0.35 0.34 0.34 Earth pressure coefficient, K 1.0 $' 30° 31° 32° 33° 8=0.80' 2 34° 35⁰ 36° 5
A 30 m-long precast concrete pile with diameter of 0.4 m in driven in to a thick dry sand layer. The unit weight of the sand is 17 kN/m³. The sand is cohesionless and has an effective friction angle of 36°. Estimate the ultimate bearing capacity by using Coyle and Castello's method for both side point bearing resistance and side resistance.
Transcribed Image Text:A 30 m-long precast concrete pile with diameter of 0.4 m in driven in to a thick dry sand layer. The unit weight of the sand is 17 kN/m³. The sand is cohesionless and has an effective friction angle of 36°. Estimate the ultimate bearing capacity by using Coyle and Castello's method for both side point bearing resistance and side resistance.
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