Fe Sheet Pile Wall

Solution for Cantilever Sheet Pile Wall in Sand

Example Problem 9.1 from Das book on Foundation Engineering

gw = 9.81 z p V M z' = 2.04

g1 = 15.90 0.00 0 0 0 Mmax = 209.58

f'₁ = 32.00 L₁ 2.00 10 10 7 sall = 172000.00

K_a = 0.307 L₁+L₂ 5.00 19 52 93 Sreq'd = 0.00122 L₁ = 2.00 p = 0. 5.66 0.0 52 168 Das Solution

s'₁ = 9.77 V = 0. 7.70 -57 0 209.1 Obtained by summing forces g2 = 19.33 L - L5 9.34 -103 -130 112.8 and taking a moment at the

g' = 9.52 L 10.40 348 4 1.6 pile tip. f'₂ = 32.00 Ka = 0.307 L₂ = 3.00 s'₂ = 18.55 FS K_p = 1.00 K_p = 3.25 Kp-Ka = 2.95 L3 = 0.66 Area 1 = 9.77 Area 2 = 29.31 Area 3 = 13.16 Area 4 = 6.13 P = 58.38 Zbar = 2.23 s'₅ = 214.99 A₁ = 7.66 A₂ = 16.64 A3 = 151.3 A₄ = 230.6 Old L₄ = 4.75 Zero = 5 Increment = -0.01 New L4 = 4.74 D = 5.41 s'3 = 133.3 s'₄ = 348.3 L₅ = 1.07 s' = -103.2 0 2 4 6 8 10 12 -200 0 200 400 Pressure 0 2 4 6 8 10 12 -200 -100 0 100 Shear 0 2 4 6 8 10 12 -100 0 100 200 300 Moment Use F9 to iterate until zero ≈ 0

z p V g = 15.9 0 0 0 f' = 32 L 5 24.43 61 Ka = 0.307 p = 0. 5.52 0.00 67 L = 5 V = 0. 7.22 -79 -0.06 s'2 = 24.43 L - L5 8.63 -145 -157 FS Kp = 1.00 L+D 9.58 473 6 K_p = 3.25 K_p-K_a = 2.95 L₃ = 0.52 Area 1 = 61.07 Area 2 = 6.37 P = 67.43 Zbar = 2.19 s'₅ = 283.16 A₁ = 6.04 A₂ = 11.51 A3 = 90.0 A₄ = 122.4 Old L4 = 4.07 Zero = 3 Increment = -0.01 New L4 = 4.06 D = 4.59 s'3 = 190.7 s'4 = 473.9 L₅ = 0.97 s'₆ = -145.5

Source Data for Graphs

Solution for Cantilever Sheet Pile Wall in Sand with no Water

Section 9.5 from Das book on Foundation Engineering, 5th ed. - Reference Fig. 9.9 (Example 8.2 Das 4th Edition)

0.00 2.00 4.00 6.00 8.00 10.00 12.00 -500 0 500 1000

D

ept

h

Z

Pressure

D

ept

h

Z

Shear

z p V M 0.00 0 0 0 1.00 5 2 1 2.00 10 10 7 3.00 15 22 23 4.00 20 39 54 5.00 24 61 104 5.17 16 65 115 5.35 8 67 126 5.521 0 67 138 5.80 -13 66 157 6.09 -26 60 174 6.37 -40 51 190 6.65 -53 38 202 6.93 -66 21 211 7.22 -80 0.06 214 7.45 -91 -20 211 7.68 -101 -42 204 7.92 -112 -67 191 8.15 -123 -95 173 8.38 -134 -125 147 8.631 -146 -159 112 8.79 -42 -174 85 8.95 61 -173 57 9.11 164 -155 31 9.27 267 -120 9 9.43 370 -69 -6 9.581 474 -6 -12 9.581 0

M z' =

0 M_max =

104 s_all =

138 Sreq'd =

213 Das Solution obtained by summing 114 forces and taking a moment at the

-7 pile tip.

172000.00 0.00130 Solution for Cantilever Sheet Pile Wall in Sand with no Water

Section 9.5 from Das book on Foundation Engineering, 5th ed. - Reference Fig. 9.9 (Example 8.2 Das 4th Edition)

1.70 223.80 0.00 2.00 4.00 6.00 8.00 10.00 12.00 0 100 200 300 400 500

Shear

D

ept

h

Z

Moment

Solution for Cantilever Sheet Pile Wall in Sand

Example Problem 9.2 from Das 5th ed. on Foundation Engineering

gw = 9.81 z p V M z' = 0.41

g1 = 15.90 0.00 0.0 0.0 0.0 Mmax = 103.6

f'₁ = 32.00 L₁ 2.00 9.8 9.8 6.6 sall = 172500.00

K_a = 0.307 L₁+L₂ 5.00 18.5 52.2 93.2 Sreq'd = 6.0087E-04 L₁ = 2.00 V = 0. 5.41 127.6 0.0 103.8 Das Solution

s'1 = 9.77 L1+L2+L3 5.96 127.6 -96.1 49.7 Obtained by summing forces

g₂ = 19.33 p = 0 6.36 0.0 -1.3 0.2 and taking a moment at the g_{' = 9.52} L₁+L₂+D 7.1 248.4 pile tip. f'2 = 32.00 K_a = 0.307 L2 = 3.00 s'₂ = 18.55 FS K_p = 1.00 Kp = 3.25 Kp-Ka = 2.95 Area 1 = 9.77 Area 2 = 29.31 Area 3 = 13.16 P = 52.25 z₁bar = 1.78 c = 47.00 s'₆ = 127.64 A2 = 104.49 A₃ = 357.3 Old D = 2.14 Zero = 4 Increment = -0.01 New D = 2.13 Dactual = 3.20 s'7 = 248.4 L4 = 1.17 L₃ = 0.96 z' = 0.41 0 1 2 3 4 5 6 7 -200 0 200 400 Pressure 0 1 2 3 4 5 6 7 -200 -100 0 100 Shear 0 1 2 3 4 5 6 7 0 50 100 Moment Use F9 to iterate until zero ≈ 0

z p V M 0.00 0.0 0.0 0.0 0.40 2.0 0.4 0.1 0.80 3.9 1.6 0.5 1.20 5.9 3.5 1.5 1.60 7.8 6.3 3.4 2.00 9.8 9.8 6.6 2.30 10.6 12.8 10.0 2.60 11.5 16.2 14.4 2.90 12.4 19.7 19.8 3.20 13.3 23.6 26.3 3.50 14.2 27.7 34.0 3.80 15.0 32.1 42.9 4.10 15.9 36.7 53.3 4.40 16.8 41.6 65.0 4.70 17.7 46.8 78.3 5.00 18.5 52.2 93.2 5.00 -127.6 52.2 93.2 5.14 -127.6 34.8 99.1 5.27 -127.6 17.4 102.7 5.41 -127.6 0.0 103.8 5.50 -127.6 -11.8 103.3 5.59 -127.6 -23.5 101.7 5.69 -127.6 -35.3 99.0 5.78 -127.6 -47.0 95.2 5.87 -127.6 -58.8 90.3 5.96 -127.6 -70.9 84.1 6.03 -106 -78.6 79.2 6.10 -85 -84.9 73.9 6.16 -64 -89.8 68.2 6.23 -43 -93.2 62.2 6.29 -21 -95.3 56.0 6.36 0.0 -96.1 49.2 6.49 41 -93.4 37.1 6.62 83 -85.5 25.6 6.75 124 -72.3 15.6 6.87 166 -53.8 7.5 7.00 207 -30.0 2.2 7.14 248.4 1.3 0.2 7.14 0

Obtained by summing forces and taking a moment at the

100 150 Moment

Solution for Cantilever Sheet Pile Wall Penetrating Clay Section 9.7 from Das book on Foundation Engineering 5E

gw = 9.81 z p V M z' = 0.56

g = 15.90 0.00 0 0 0 M_max = 118.96

f' = 32.00 L 5.00 24 7 4 sall = 172000.00

K_a = 0.307 p = s₆ 5.00 108.5 18 118 Sreq'd = 0.00069 L = 5.00 V = 0. 5.56 -109 0 119.2 Das Solution

s'₂ = 24.43 L+D-L₄ 6.37 -109 -87 84.6 Obtained by summing forces

g sat cl = 18.00 L+D 7.45 268 2 1.4 and taking a moment at the

g' = 8.19 pile tip. f' = 0.00 K_a = 1.000 c = 47.00 FS K_p = 1.00 K_p = 1.00 Kp-Ka = 0.00 P1 = 61.07 s₆ = 108.50 s₇ = 267.50 L4 = 1.09 z' = 0.56 Zbar = 1.67 A1 = 108.50 A2 = -122.13 A₃ = -352.3 Old L4 = 2.46 Zero = 4 Increment = -0.01 New L4 = 2.45 D = 2.46 L3 = 1.37 0 1 2 3 4 5 6 7 -200 0 200 400 Pressure 0 1 2 3 4 5 6 7 -200 -100 0 100 Shear 0 1 2 3 4 5 6 7 8 0 50 100 Moment Use F9 to iterate until zero ≈ 0

z p V M 0.00 0 0 0 0.33 2 0 0 0.67 3 1 0 1.00 5 2 1 1.33 7 4 2 1.67 8 7 4 2.00 10 10 7 2.33 11 13 10 2.67 13 17 16 3.00 15 22 22 3.33 16 27 30 3.67 18 33 40 4.00 20 39 52 4.33 21 46 66 4.67 23 53 83 5.00 24 61 102 5.00 -109 61 102 5.06 -109 55 105 5.11 -109 49 108 5.17 -109 43 111 5.23 -109 37 113 5.28 -109 31 115 5.34 -109 24 116 5.39 -109 18 118 5.45 -109 12 119 5.51 -109 6 119 5.56 -109 0 119 5.70 -109 -14 118 5.83 -109 -29 115 5.96 -109 -43 111 6.09 -109 -58 104 6.23 -109 -72 95 6.365 -109 -87 84 6.55 -46 -101 67 6.73 17 -104 48 6.91 80 -95 30 7.10 142 -75 15 7.28 205 -43 4 7.450 268 -2 0 7.450 0

Obtained by summing forces and taking a moment at the

100 150 Moment

Solution for Anchored Sheet Pile Wall in Sand

Example Problem 9.3 from Das book on Foundation Engineering Use F9 to Solve

g_w = 9.81 z p V M Old z-L1 = 4.00 g₁ = 16.00 0.00 0.00 0.00 0.00 Zero = -0.68 f1 = 30.0 L1 3.05 8.16 6.24 3.36 Increment = 0.001 K_a = 0.333 V = 0 7.05 29.2 0.00 -352.84 New z-L1 = 4.00 L1 = 3.05 L1+L2 9.15 -48.5 -10.20 -284.83 z = 7.05 l₁ = 1.53 p = 0. 10.54 0.00 92.79 -167.51 M_max = -353.6 l₂ = 1.52 L 13.22 -69.51 -0.69 -3.40 sall = 172000.0 s'1 = 16.27 Sreq'd = 0.0020556 g₂ = 19.50 g' = 9.69 f2 = 30.0 K_a = 0.33 L2 = 6.10 s'₂ = 35.97 FS K_p = 1.00 Kp = 3.00 Kp-Ka = 2.67 L₃ = 1.39 Area 1 = 24.81 Area 2 = 99.23 Area 3 = 60.09 Area 4 = 25.04 P = 209.16 Zbar = 4.21 A₂ = 13.52 A₃ = 116.57 Use F9 to Solve Old L4 = 2.68 Zero = -0.23 Increment = 0.01 New L4 = 2.69 L4 = 2.69 D_theory = 4.08 D_factor = 1.30 Dcomp = 5.31 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 -75 -50 -25 0 25 50 Pressure 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 -500.0 0.0 500.0 Shear 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 -400 -200 0 200 Moment

Solution for Anchored Sheet Pile Wall in Clay (Free Support Method)

Example Problem 9.5 from Das book on Foundation Engineering Use F9 to Solve

g_w = 9.81 z p V M Old z-L1 = g₁ = 17.00 0.00 0.00 0.00 0.00 Zero = f1 = 35.0 L1 3.00 6.91 5.18 2.74 Increment = K_a = 0.271 V = 0 5.80 21.6 0.00 -159.26 New z-L1 = L1 = 3.00 L1+L2 9.00 -50.7 -4.99 -34.13 z = l1 = 1.50 p = 0. 9.00 -51.86 82.98 -34.13 Mmax = l₂ = 1.50 L 10.53 -51.86 3.51 32.13 sall = s'₁ = 13.82 Sreq'd = g₂ = 20.00 g' = 10.19 f₂ = 35.0 Ka = 0.27 L₂ = 6.00 s'₂ = 30.39 c = 41.0 FS K_p = 1.00 K_p = 3.69 K_p-K_a = 3.42 Area 1 = 20.73 Area 2 = 82.92 Area 3 = 49.70 P₁ = 153.36 Zbar = 3.22 s6 = 51.86 a 51.86 b 777.90 c -1313.78 D = 1.53 Zero = 0.00 Dtheory = 1.60 D_factor = 1.30 D_comp = 2.50 F = 70.4

z Pressure Shear Moment

0.0 2.0 4.0 6.0 8.0 10.0 12.0 -75 -50 -25 0 25 50 Pressure 0.0 2.0 4.0 6.0 8.0 10.0 12.0 -100.0 0.0 100.0 Shear 0.0 2.0 4.0 6.0 8.0 10.0 12.0 -200 -100 0 Moment

0.00 0.00 0.00 0.00 0.50 2.30 0.58 0.14 1.00 4.61 2.30 0.86 1.50 6.91 5.18 2.74 1.50 6.91 -65.20 2.74 2.00 9.21 -61.17 -28.86 2.50 11.52 -55.99 -58.14 3.00 13.82 -49.65 -84.55 3.23 14.47 -46.34 -95.78 3.47 15.11 -42.89 -106.21 3.70 15.76 -39.28 -115.82 3.94 16.40 -35.52 -124.56 4.17 17.05 -31.61 -132.41 4.40 17.69 -27.54 -139.32 4.64 18.34 -23.33 -145.27 4.87 18.99 -18.97 -150.22 5.10 19.63 -14.45 -154.12 5.34 20.28 -9.78 -156.96 5.57 20.92 -4.97 -158.68 5.81 21.57 0.00 -159.26 6.21 22.67 8.83 -157.50 6.60 23.77 18.10 -152.12 7.00 24.88 27.81 -142.96 7.40 25.98 37.97 -129.82 7.80 27.08 48.56 -112.55 8.20 28.18 59.59 -90.96 8.60 29.29 71.06 -64.88 9.00 30.39 82.98 -34.13 9.00 -51.86 82.98 -34.13 9.31 -51.86 67.08 -11.14 9.61 -51.86 51.19 6.99 9.92 -51.86 35.30 20.24 10.23 -51.86 19.40 28.62 10.53 -51.86 3.51 32.13 10.53 0.00

Use F9 to Solve 2.81 0.00 -0.001 2.80 5.81 -159.8 172500.0 0.0009263 100