Posted in TAMWAVE

# TAMWAVE 7: Analysis for a Cohesive Soil

With the analysis of the concrete pile in cohesionless soils complete, we turn to an example in cohesive soils.

The analysis procedure is exactly the same.  We will first discuss the differences between the two, then consider an example.

### Differences with Piles in Cohesive Soils

• The unit weight is in put as a saturated unit weight, and the specific gravity of the soil particles is different (but not by much.)
• Once the simulated CPT data was abandoned, the “traditional” Tomlinson formula for the unit toe resistance, namely $q_t = N_c c$, where $N_c = 9$, was chosen.
• The ultimate resistance along the shaft is done using the formula of Kolk and van der Velde (1996).  This was used as a beta method, for compatibility with the method used for cohesionless soils.  Unless the ratio of the cohesion to the effective stress is constant, the whole concept of a constant lateral pressure due to cohesion needs to be discarded.
• For saturated cohesive soils, an estimate of pile set-up is done using cavity expansion methods.  Originally excess pore pressure due to cavity expansion during driving was estimated using the method described by Randolph (2003); however, this ran into difficulties and a different method was substituted, which is described here.  This excess pore pressure is then added to the existing pore pressure and a new effective stress is computed at each point for the Kolk and van der Velde method.  The results are within reasonable ranges.

### Test Case

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The only change in basic parameters from the other case was the change to a CH soil.  We opted not to perform a lateral load test this time, although the program is certainly capable of using the CLM 2 method with cohesive soils.

 Pile Data Pile Designation 12 In. Square Pile Material Concrete Penetration of Pile into the Soil, ft. 100 Basic “diameter” or size of the pile, ft. 1 Cross-sectional Area of the Pile, ft2 1.000 Pile Toe Area, ft2 1.000 Perimeter of the Pile, ft. 4.000 Soil Data Type of Soil CH Specific Gravity of Solids 2.7 Void Ratio 0.84 Dry Unit Weight, pcf 91.5 Saturated Unit Weight, pcf 120.0 Soil Internal Friction Angle phi, degrees Cohesion c, psf 750 SPT N60, blows/foot 6 CPT qc, psf 12,696 Distance of Water Table from Soil Surface, ft. 50 Penetration of Pile into Water Table, ft. 50 Pile Toe Results Effective Stress at Pile Toe, ksf 7.454 SPT (N1)60 at pile toe, blows/foot 3 Unit Toe Resistance qp, ksf 6.8 Shear Modulus at Pile Toe, ksf 474.8 Toe Spring Constant Depth Factor 1.366 Toe Spring Constant, kips/ft 2,358.0 Pile Toe Quake, in. 0.034 Poisson’s Ratio at Pile Toe 0.500 Toe Damping, kips-sec/ft 14.0 Toe Smith-Type Damping Constant, sec/ft 2.069 Total Static Toe Resistance Qp, kips 6.75 Pile Toe Plugged? Yes Final Results Total Shaft Friction Qs, kips 219.92 Ultimate Axial Capacity of Pile, kips 226.67 Pile Setup Factor 2.0 Total Pile Soil Resistance to Driving (SRD), kips 115.44

 Depth at Centre of Layer, feet Soil Shear Modulus, ksf Beta Quake,inches Maximum Load Transfer, ksf Spring Constant for Wall Shear, ksf/in Smith-Type Damping Constant, sec/ft Maximum Load Transfer During Driving (SRD), ksf 0.50 34.9 2.541 0.0400 0.116 2.91 2.709 0.116 1.50 60.4 1.180 0.0322 0.162 5.03 2.559 0.162 2.50 78.0 0.827 0.0291 0.189 6.50 2.489 0.189 3.50 92.2 0.655 0.0273 0.210 7.69 2.443 0.210 4.50 104.6 0.550 0.0260 0.227 8.72 2.407 0.227 5.50 115.6 0.479 0.0250 0.241 9.64 2.378 0.241 6.50 125.7 0.427 0.0243 0.254 10.48 2.353 0.254 7.50 135.0 0.387 0.0236 0.266 11.25 2.332 0.266 8.50 143.8 0.356 0.0231 0.277 11.98 2.312 0.277 9.50 152.0 0.330 0.0226 0.287 12.66 2.294 0.287 10.50 159.8 0.308 0.0222 0.296 13.31 2.278 0.296 11.50 167.2 0.290 0.0219 0.305 13.93 2.262 0.305 12.50 174.3 0.274 0.0216 0.313 14.53 2.248 0.313 13.50 181.2 0.260 0.0213 0.321 15.10 2.234 0.321 14.50 187.8 0.248 0.0210 0.329 15.65 2.221 0.329 15.50 194.1 0.237 0.0208 0.336 16.18 2.208 0.336 16.50 200.3 0.228 0.0206 0.344 16.69 2.196 0.344 17.50 206.3 0.219 0.0204 0.351 17.19 2.184 0.351 18.50 212.1 0.211 0.0202 0.357 17.67 2.173 0.357 19.50 217.7 0.204 0.0201 0.364 18.14 2.162 0.364 20.50 223.2 0.197 0.0199 0.370 18.60 2.151 0.370 21.50 228.6 0.191 0.0198 0.377 19.05 2.141 0.377 22.50 233.9 0.186 0.0196 0.383 19.49 2.130 0.383 23.50 239.0 0.181 0.0195 0.389 19.92 2.120 0.389 24.50 244.1 0.176 0.0194 0.395 20.34 2.110 0.395 25.50 249.0 0.172 0.0193 0.401 20.75 2.100 0.401 26.50 253.8 0.168 0.0192 0.406 21.15 2.091 0.406 27.50 258.6 0.164 0.0191 0.412 21.55 2.081 0.412 28.50 263.2 0.160 0.0190 0.418 21.94 2.072 0.418 29.50 267.8 0.157 0.0190 0.423 22.32 2.062 0.423 30.50 272.3 0.154 0.0189 0.429 22.69 2.053 0.429 31.50 276.7 0.151 0.0188 0.434 23.06 2.044 0.434 32.50 281.1 0.148 0.0188 0.439 23.42 2.034 0.439 33.50 285.4 0.145 0.0187 0.445 23.78 2.025 0.445 34.50 289.6 0.143 0.0186 0.450 24.13 2.016 0.450 35.50 293.8 0.140 0.0186 0.455 24.48 2.007 0.455 36.50 297.9 0.138 0.0186 0.461 24.82 1.998 0.461 37.50 301.9 0.136 0.0185 0.466 25.16 1.989 0.466 38.50 305.9 0.134 0.0185 0.471 25.49 1.980 0.471 39.50 309.9 0.132 0.0184 0.476 25.82 1.971 0.476 40.50 313.8 0.130 0.0184 0.481 26.15 1.962 0.481 41.50 317.6 0.128 0.0184 0.487 26.47 1.953 0.487 42.50 321.4 0.126 0.0184 0.492 26.79 1.944 0.492 43.50 325.2 0.125 0.0183 0.497 27.10 1.935 0.497 44.50 328.9 0.123 0.0183 0.502 27.41 1.926 0.502 45.50 332.6 0.122 0.0183 0.507 27.72 1.917 0.507 46.50 336.2 0.120 0.0183 0.513 28.02 1.908 0.513 47.50 339.8 0.119 0.0183 0.518 28.32 1.898 0.518 48.50 343.4 0.118 0.0183 0.523 28.61 1.889 0.523 49.50 346.9 0.117 0.0183 0.528 28.91 1.880 0.528 50.50 349.7 0.116 0.0183 0.533 29.15 1.871 0.000 51.50 351.9 0.115 0.0183 0.537 29.33 1.862 0.005 52.50 354.1 0.115 0.0184 0.541 29.51 1.853 0.011 53.50 356.2 0.114 0.0184 0.546 29.69 1.844 0.018 54.50 358.4 0.114 0.0184 0.550 29.87 1.835 0.023 55.50 360.5 0.113 0.0185 0.555 30.04 1.826 0.029 56.50 362.6 0.113 0.0185 0.559 30.22 1.816 0.035 57.50 364.7 0.113 0.0185 0.564 30.39 1.807 0.041 58.50 366.8 0.112 0.0186 0.568 30.57 1.797 0.047 59.50 368.9 0.112 0.0186 0.573 30.74 1.788 0.053 60.50 371.0 0.112 0.0187 0.578 30.92 1.778 0.059 61.50 373.0 0.111 0.0187 0.583 31.09 1.768 0.064 62.50 375.1 0.111 0.0188 0.588 31.26 1.757 0.070 63.50 377.1 0.111 0.0189 0.593 31.43 1.747 0.076 64.50 379.1 0.111 0.0189 0.598 31.60 1.736 0.082 65.50 381.2 0.110 0.0190 0.603 31.76 1.726 0.088 66.50 383.2 0.110 0.0191 0.609 31.93 1.715 0.093 67.50 385.2 0.110 0.0191 0.614 32.10 1.703 0.099 68.50 387.1 0.110 0.0192 0.620 32.26 1.692 0.105 69.50 389.1 0.110 0.0193 0.626 32.43 1.680 0.111 70.50 391.1 0.110 0.0194 0.632 32.59 1.668 0.117 71.50 393.0 0.110 0.0195 0.638 32.75 1.656 0.123 72.50 395.0 0.110 0.0196 0.645 32.91 1.643 0.129 73.50 396.9 0.110 0.0197 0.652 33.07 1.630 0.135 74.50 398.8 0.110 0.0198 0.659 33.23 1.617 0.141 75.50 400.7 0.110 0.0199 0.666 33.39 1.603 0.147 76.50 402.6 0.110 0.0201 0.673 33.55 1.589 0.153 77.50 404.5 0.111 0.0202 0.681 33.71 1.575 0.159 78.50 406.4 0.111 0.0203 0.689 33.87 1.560 0.166 79.50 408.3 0.111 0.0205 0.698 34.03 1.544 0.172 80.50 410.2 0.112 0.0207 0.707 34.18 1.528 0.179 81.50 412.0 0.112 0.0209 0.716 34.34 1.512 0.186 82.50 413.9 0.113 0.0211 0.726 34.49 1.494 0.193 83.50 415.7 0.113 0.0213 0.737 34.64 1.476 0.200 84.50 417.6 0.114 0.0215 0.748 34.80 1.457 0.207 85.50 419.4 0.115 0.0217 0.760 34.95 1.437 0.215 86.50 421.2 0.116 0.0220 0.773 35.10 1.416 0.223 87.50 423.0 0.117 0.0223 0.787 35.25 1.394 0.232 88.50 424.8 0.118 0.0227 0.802 35.40 1.370 0.241 89.50 426.6 0.120 0.0230 0.819 35.55 1.345 0.250 90.50 428.4 0.121 0.0235 0.838 35.70 1.318 0.260 91.50 430.2 0.123 0.0239 0.859 35.85 1.288 0.271 92.50 432.0 0.126 0.0245 0.882 36.00 1.256 0.283 93.50 433.8 0.129 0.0252 0.910 36.15 1.220 0.297 94.50 435.5 0.132 0.0260 0.944 36.29 1.179 0.313 95.50 437.3 0.137 0.0270 0.985 36.44 1.133 0.331 96.50 439.0 0.143 0.0284 1.038 36.58 1.077 0.354 97.50 440.8 0.152 0.0303 1.113 36.73 1.006 0.385 98.50 442.5 0.168 0.0335 1.235 36.87 0.908 0.433 99.50 444.2 0.181 0.0363 1.343 37.02 0.837 0.477

 Length of the pile, in. 1,200.0 Axial stiffness EA. lbs. 720,000,000 Circumference, in. 48.000 Point resistance, lbs. 6,750 Quake of the point, in. 0.034 Number of pile elements 100 Number of loading steps 20 Maximum pile load, lbs. 226,672.5 Load Increment, lbs. 22,667.3 Failure Load, lbs. 226,672.5
 Load Step Force at Pile Head, kips Pile Head Deflection, in. Number of Plastic Shaft Springs 0 0.0 0.000 0 1 22.7 0.012 0 2 45.3 0.025 0 3 68.0 0.039 18 4 90.7 0.058 33 5 113.3 0.082 44 6 136.0 0.109 55 7 158.7 0.140 64 8 181.3 0.175 74 9 204.0 0.214 84 10 226.7 0.271 100 11 204.0 0.259 0 12 181.3 0.246 0 13 158.7 0.234 0 14 136.0 0.221 0 15 113.3 0.209 7 16 90.7 0.193 18 17 68.0 0.175 27 18 45.3 0.154 33 19 22.7 0.132 39 20 -0.0 0.108 44

Although the cohesive soils yield very different results from the cohesionless ones, the presentation is the same.  Note the significant difference between the element/segment SRD for the static resistance and with the pore pressure increase included.  The pile set-up factor is about 2, which is within an acceptable range.  This does not apply to the toe.

The input for the wave equation is identical, except for the hammer selected, which is much smaller than for the cohesionless soils.  This is not due to set-up but to the lower capacity of the pile; the hammer selection does not account for set-up.  The user will have to select a smaller hammer size to take full advantage of this, depending upon the results.

 Time Step, msec 0.04024 Pile Weight, lbs. 15,000 Pile Stiffness, lb/ft 600,000 Pile Impedance, lb-sec/ft 57,937.5 L/c, msec 8.04688 Pile Toe Element Number 102 Length of Pile Segments, ft. 1 Hammer Manufacturer and Size VULCAN 65C Hammer Rated Striking Energy, ft-lbs 19175 Hammer Efficiency, percent 50 Length of Hammer Cushion Stack, in. 18.5 Soil Resistance to Driving (SRD) for detailed results only, kips 115.4 Percent at Toe 5.85 Toe Quake, in. 0.009 Toe Damping, sec/ft 2.07

 Element Element Weight, lbs. Element Stiffness, kips/in Element Cross-Sectional Area, in2 Element Soil Resistance, kips Element Coefficient of Restitution Element Initial Velocity, ft/sec Element Soil Shaft Stiffness, kips/in Element Quake, in. Element Damping, sec/ft Ram 6,500.0 1,880.5 99.40 0.0 0.80 9.74 0.0 1,000.000 0.00 Driving Accessory 1,100.0 711.5 144.00 0.0 0.51 0.00 0.0 1,000.000 0.00 Pile Head 150.0 60,000.0 144.00 0.5 1.00 0.00 11.6 0.040 2.71 4 150.0 60,000.0 144.00 0.6 1.00 0.00 20.1 0.032 2.56 5 150.0 60,000.0 144.00 0.8 1.00 0.00 26.0 0.029 2.49 6 150.0 60,000.0 144.00 0.8 1.00 0.00 30.7 0.027 2.44 7 150.0 60,000.0 144.00 0.9 1.00 0.00 34.9 0.026 2.41 8 150.0 60,000.0 144.00 1.0 1.00 0.00 38.5 0.025 2.38 9 150.0 60,000.0 144.00 1.0 1.00 0.00 41.9 0.024 2.35 10 150.0 60,000.0 144.00 1.1 1.00 0.00 45.0 0.024 2.33 11 150.0 60,000.0 144.00 1.1 1.00 0.00 47.9 0.023 2.31 12 150.0 60,000.0 144.00 1.1 1.00 0.00 50.7 0.023 2.29 13 150.0 60,000.0 144.00 1.2 1.00 0.00 53.3 0.022 2.28 14 150.0 60,000.0 144.00 1.2 1.00 0.00 55.7 0.022 2.26 15 150.0 60,000.0 144.00 1.3 1.00 0.00 58.1 0.022 2.25 16 150.0 60,000.0 144.00 1.3 1.00 0.00 60.4 0.021 2.23 17 150.0 60,000.0 144.00 1.3 1.00 0.00 62.6 0.021 2.22 18 150.0 60,000.0 144.00 1.3 1.00 0.00 64.7 0.021 2.21 19 150.0 60,000.0 144.00 1.4 1.00 0.00 66.8 0.021 2.20 20 150.0 60,000.0 144.00 1.4 1.00 0.00 68.8 0.020 2.18 21 150.0 60,000.0 144.00 1.4 1.00 0.00 70.7 0.020 2.17 22 150.0 60,000.0 144.00 1.5 1.00 0.00 72.6 0.020 2.16 23 150.0 60,000.0 144.00 1.5 1.00 0.00 74.4 0.020 2.15 24 150.0 60,000.0 144.00 1.5 1.00 0.00 76.2 0.020 2.14 25 150.0 60,000.0 144.00 1.5 1.00 0.00 78.0 0.020 2.13 26 150.0 60,000.0 144.00 1.6 1.00 0.00 79.7 0.020 2.12 27 150.0 60,000.0 144.00 1.6 1.00 0.00 81.4 0.019 2.11 28 150.0 60,000.0 144.00 1.6 1.00 0.00 83.0 0.019 2.10 29 150.0 60,000.0 144.00 1.6 1.00 0.00 84.6 0.019 2.09 30 150.0 60,000.0 144.00 1.6 1.00 0.00 86.2 0.019 2.08 31 150.0 60,000.0 144.00 1.7 1.00 0.00 87.7 0.019 2.07 32 150.0 60,000.0 144.00 1.7 1.00 0.00 89.3 0.019 2.06 33 150.0 60,000.0 144.00 1.7 1.00 0.00 90.8 0.019 2.05 34 150.0 60,000.0 144.00 1.7 1.00 0.00 92.2 0.019 2.04 35 150.0 60,000.0 144.00 1.8 1.00 0.00 93.7 0.019 2.03 36 150.0 60,000.0 144.00 1.8 1.00 0.00 95.1 0.019 2.03 37 150.0 60,000.0 144.00 1.8 1.00 0.00 96.5 0.019 2.02 38 150.0 60,000.0 144.00 1.8 1.00 0.00 97.9 0.019 2.01 39 150.0 60,000.0 144.00 1.8 1.00 0.00 99.3 0.019 2.00 40 150.0 60,000.0 144.00 1.9 1.00 0.00 100.6 0.019 1.99 41 150.0 60,000.0 144.00 1.9 1.00 0.00 102.0 0.018 1.98 42 150.0 60,000.0 144.00 1.9 1.00 0.00 103.3 0.018 1.97 43 150.0 60,000.0 144.00 1.9 1.00 0.00 104.6 0.018 1.96 44 150.0 60,000.0 144.00 1.9 1.00 0.00 105.9 0.018 1.95 45 150.0 60,000.0 144.00 2.0 1.00 0.00 107.1 0.018 1.94 46 150.0 60,000.0 144.00 2.0 1.00 0.00 108.4 0.018 1.93 47 150.0 60,000.0 144.00 2.0 1.00 0.00 109.6 0.018 1.93 48 150.0 60,000.0 144.00 2.0 1.00 0.00 110.9 0.018 1.92 49 150.0 60,000.0 144.00 2.1 1.00 0.00 112.1 0.018 1.91 50 150.0 60,000.0 144.00 2.1 1.00 0.00 113.3 0.018 1.90 51 150.0 60,000.0 144.00 2.1 1.00 0.00 114.5 0.018 1.89 52 150.0 60,000.0 144.00 2.1 1.00 0.00 115.6 0.018 1.88 53 150.0 60,000.0 144.00 0.0 1.00 0.00 0.0 0.018 1.87 54 150.0 60,000.0 144.00 0.0 1.00 0.00 1.2 0.018 1.86 55 150.0 60,000.0 144.00 0.0 1.00 0.00 2.5 0.018 1.85 56 150.0 60,000.0 144.00 0.1 1.00 0.00 3.8 0.018 1.84 57 150.0 60,000.0 144.00 0.1 1.00 0.00 5.1 0.018 1.84 58 150.0 60,000.0 144.00 0.1 1.00 0.00 6.4 0.018 1.83 59 150.0 60,000.0 144.00 0.1 1.00 0.00 7.6 0.018 1.82 60 150.0 60,000.0 144.00 0.2 1.00 0.00 8.9 0.019 1.81 61 150.0 60,000.0 144.00 0.2 1.00 0.00 10.1 0.019 1.80 62 150.0 60,000.0 144.00 0.2 1.00 0.00 11.3 0.019 1.79 63 150.0 60,000.0 144.00 0.2 1.00 0.00 12.6 0.019 1.78 64 150.0 60,000.0 144.00 0.3 1.00 0.00 13.8 0.019 1.77 65 150.0 60,000.0 144.00 0.3 1.00 0.00 14.9 0.019 1.76 66 150.0 60,000.0 144.00 0.3 1.00 0.00 16.1 0.019 1.75 67 150.0 60,000.0 144.00 0.3 1.00 0.00 17.3 0.019 1.74 68 150.0 60,000.0 144.00 0.4 1.00 0.00 18.4 0.019 1.73 69 150.0 60,000.0 144.00 0.4 1.00 0.00 19.6 0.019 1.71 70 150.0 60,000.0 144.00 0.4 1.00 0.00 20.7 0.019 1.70 71 150.0 60,000.0 144.00 0.4 1.00 0.00 21.8 0.019 1.69 72 150.0 60,000.0 144.00 0.4 1.00 0.00 23.0 0.019 1.68 73 150.0 60,000.0 144.00 0.5 1.00 0.00 24.1 0.019 1.67 74 150.0 60,000.0 144.00 0.5 1.00 0.00 25.2 0.019 1.66 75 150.0 60,000.0 144.00 0.5 1.00 0.00 26.2 0.020 1.64 76 150.0 60,000.0 144.00 0.5 1.00 0.00 27.3 0.020 1.63 77 150.0 60,000.0 144.00 0.6 1.00 0.00 28.4 0.020 1.62 78 150.0 60,000.0 144.00 0.6 1.00 0.00 29.4 0.020 1.60 79 150.0 60,000.0 144.00 0.6 1.00 0.00 30.5 0.020 1.59 80 150.0 60,000.0 144.00 0.6 1.00 0.00 31.5 0.020 1.57 81 150.0 60,000.0 144.00 0.7 1.00 0.00 32.6 0.020 1.56 82 150.0 60,000.0 144.00 0.7 1.00 0.00 33.6 0.021 1.54 83 150.0 60,000.0 144.00 0.7 1.00 0.00 34.6 0.021 1.53 84 150.0 60,000.0 144.00 0.7 1.00 0.00 35.6 0.021 1.51 85 150.0 60,000.0 144.00 0.8 1.00 0.00 36.6 0.021 1.49 86 150.0 60,000.0 144.00 0.8 1.00 0.00 37.6 0.021 1.48 87 150.0 60,000.0 144.00 0.8 1.00 0.00 38.6 0.021 1.46 88 150.0 60,000.0 144.00 0.9 1.00 0.00 39.6 0.022 1.44 89 150.0 60,000.0 144.00 0.9 1.00 0.00 40.6 0.022 1.42 90 150.0 60,000.0 144.00 0.9 1.00 0.00 41.5 0.022 1.39 91 150.0 60,000.0 144.00 1.0 1.00 0.00 42.5 0.023 1.37 92 150.0 60,000.0 144.00 1.0 1.00 0.00 43.4 0.023 1.34 93 150.0 60,000.0 144.00 1.0 1.00 0.00 44.4 0.023 1.32 94 150.0 60,000.0 144.00 1.1 1.00 0.00 45.3 0.024 1.29 95 150.0 60,000.0 144.00 1.1 1.00 0.00 46.2 0.025 1.26 96 150.0 60,000.0 144.00 1.2 1.00 0.00 47.2 0.025 1.22 97 150.0 60,000.0 144.00 1.3 1.00 0.00 48.1 0.026 1.18 98 150.0 60,000.0 144.00 1.3 1.00 0.00 49.0 0.027 1.13 99 150.0 60,000.0 144.00 1.4 1.00 0.00 49.9 0.028 1.08 100 150.0 60,000.0 144.00 1.5 1.00 0.00 50.8 0.030 1.01 101 150.0 60,000.0 144.00 1.7 1.00 0.00 51.7 0.034 0.91 102 150.0 786.0 144.00 1.9 1.00 0.00 52.6 0.036 0.84 Pile Toe 0.0 786.0 144.00 6.8 0.00 0.00 0.0 0.009 2.07

 Element Time Step for Maximum Compressive Stress Maximum Compressive Stress, ksi Time Step for Maximum Tensile Stress Maximum Tensile Stress, ksi Maximum Deflection, in. Final Deflection, in. Final Velocity, ft/sec 1 183 2.90 592 0.00 0.818 0.277 -9.74 2 119 1.55 538 0.00 0.696 0.681 0.12 3 121 1.56 2 0.00 0.270 0.265 -0.02 4 123 1.56 3 0.00 0.270 0.265 -0.03 5 125 1.55 465 0.01 0.270 0.265 -0.02 6 127 1.55 467 0.05 0.270 0.265 -0.02 7 128 1.55 469 0.10 0.269 0.265 -0.02 8 130 1.55 471 0.14 0.269 0.265 -0.02 9 132 1.55 471 0.18 0.268 0.265 -0.01 10 134 1.55 473 0.22 0.268 0.265 -0.00 11 136 1.54 475 0.26 0.268 0.265 0.00 12 138 1.54 477 0.30 0.267 0.265 0.01 13 140 1.54 476 0.34 0.267 0.265 0.02 14 142 1.54 477 0.37 0.267 0.266 0.03 15 144 1.53 478 0.40 0.267 0.266 0.05 16 146 1.53 477 0.43 0.267 0.266 0.08 17 148 1.53 477 0.46 0.267 0.267 0.11 18 150 1.52 476 0.48 0.267 0.267 0.14 19 152 1.52 477 0.50 0.268 0.268 0.17 20 154 1.52 478 0.51 0.269 0.269 0.20 21 156 1.51 476 0.53 0.269 0.269 0.23 22 158 1.51 476 0.54 0.270 0.270 0.26 23 160 1.50 475 0.55 0.271 0.271 0.30 24 162 1.50 476 0.55 0.271 0.271 0.34 25 164 1.49 476 0.55 0.272 0.272 0.37 26 166 1.49 476 0.54 0.273 0.273 0.41 27 168 1.48 475 0.53 0.274 0.274 0.45 28 170 1.48 475 0.51 0.274 0.274 0.48 29 172 1.47 476 0.48 0.275 0.275 0.53 30 174 1.47 475 0.45 0.276 0.276 0.58 31 176 1.46 474 0.41 0.276 0.276 0.63 32 178 1.46 472 0.37 0.277 0.277 0.68 33 180 1.45 471 0.32 0.278 0.278 0.71 34 182 1.44 472 0.28 0.278 0.278 0.72 35 184 1.43 466 0.23 0.278 0.278 0.72 36 185 1.42 516 0.24 0.279 0.279 0.70 37 186 1.41 524 0.26 0.279 0.279 0.65 38 188 1.40 529 0.28 0.279 0.279 0.58 39 190 1.38 532 0.31 0.279 0.279 0.51 40 192 1.37 533 0.34 0.279 0.279 0.44 41 194 1.36 542 0.38 0.279 0.279 0.38 42 196 1.35 541 0.42 0.279 0.279 0.33 43 198 1.33 544 0.45 0.279 0.279 0.28 44 200 1.32 543 0.49 0.279 0.279 0.23 45 203 1.31 542 0.52 0.279 0.279 0.18 46 205 1.30 545 0.55 0.278 0.278 0.12 47 207 1.28 544 0.58 0.278 0.278 0.08 48 209 1.27 542 0.60 0.277 0.277 0.03 49 211 1.26 544 0.63 0.277 0.277 -0.01 50 213 1.24 543 0.65 0.277 0.277 -0.05 51 216 1.23 542 0.67 0.276 0.276 -0.10 52 217 1.22 540 0.69 0.276 0.276 -0.14 53 218 1.22 539 0.69 0.277 0.275 -0.18 54 220 1.22 540 0.69 0.278 0.275 -0.22 55 222 1.22 539 0.69 0.279 0.274 -0.25 56 224 1.22 538 0.69 0.281 0.274 -0.28 57 226 1.22 538 0.68 0.282 0.274 -0.32 58 228 1.22 538 0.66 0.283 0.273 -0.36 59 230 1.22 537 0.65 0.285 0.273 -0.41 60 232 1.23 536 0.63 0.286 0.273 -0.46 61 235 1.23 534 0.60 0.287 0.273 -0.52 62 237 1.23 535 0.57 0.288 0.273 -0.56 63 239 1.23 533 0.54 0.290 0.273 -0.61 64 241 1.23 532 0.50 0.291 0.273 -0.63 65 244 1.23 530 0.46 0.292 0.273 -0.66 66 246 1.23 531 0.41 0.293 0.273 -0.69 67 248 1.23 531 0.35 0.294 0.273 -0.72 68 250 1.23 530 0.29 0.294 0.274 -0.74 69 253 1.23 532 0.23 0.295 0.274 -0.75 70 255 1.23 470 0.18 0.296 0.274 -0.75 71 253 1.23 474 0.21 0.296 0.275 -0.75 72 255 1.23 473 0.24 0.296 0.275 -0.75 73 257 1.23 476 0.27 0.296 0.276 -0.74 74 260 1.23 476 0.30 0.296 0.276 -0.74 75 262 1.23 478 0.33 0.296 0.277 -0.72 76 264 1.23 478 0.35 0.295 0.277 -0.71 77 266 1.23 480 0.38 0.295 0.278 -0.70 78 268 1.22 479 0.39 0.294 0.278 -0.68 79 271 1.22 478 0.41 0.294 0.279 -0.66 80 273 1.22 480 0.43 0.293 0.279 -0.65 81 275 1.21 478 0.44 0.292 0.280 -0.64 82 277 1.21 477 0.46 0.292 0.280 -0.62 83 279 1.20 479 0.47 0.291 0.281 -0.60 84 280 1.19 477 0.48 0.290 0.282 -0.58 85 279 1.18 474 0.49 0.290 0.282 -0.55 86 280 1.17 474 0.50 0.289 0.283 -0.53 87 281 1.15 476 0.50 0.289 0.284 -0.51 88 281 1.12 469 0.51 0.288 0.284 -0.48 89 280 1.10 471 0.51 0.288 0.285 -0.45 90 281 1.06 471 0.51 0.288 0.285 -0.42 91 281 1.02 472 0.50 0.288 0.286 -0.40 92 280 0.97 473 0.49 0.288 0.287 -0.37 93 281 0.92 474 0.46 0.288 0.287 -0.34 94 282 0.87 474 0.42 0.288 0.288 -0.30 95 283 0.81 475 0.37 0.289 0.288 -0.27 96 282 0.75 476 0.31 0.289 0.289 -0.25 97 283 0.68 478 0.25 0.289 0.289 -0.23 98 289 0.62 480 0.19 0.289 0.289 -0.21 99 294 0.56 482 0.12 0.290 0.290 -0.19 100 302 0.51 485 0.07 0.290 0.290 -0.17 101 307 0.47 489 0.02 0.290 0.290 -0.15 102 316 0.46 532 0.00 0.290 0.290 -0.12
 Soil Resistance, kips Permanent Set of Pile Toe, inches Blows per Foot of Penetration Maximum Compressive Stress, ksi Element of Maximum Compressive Stress Maximum Tensile Stress, ksi Element of Maximum Tensile Stress Number of Iterations 23.1 (45.3) 1.541 7.8 1.53 4 1.21 24 2000 46.2 (90.7) 0.744 16.1 1.54 4 1.05 54 1149 69.3 (136.0) 0.494 24.3 1.54 4 0.97 54 872 92.3 (181.3) 0.349 34.4 1.55 4 0.86 54 740 115.4 (226.7) 0.281 42.7 1.56 4 0.69 54 592 138.5 (272.0) 0.228 52.6 1.58 3 0.52 56 588 161.6 (317.3) 0.184 65.2 1.61 3 0.30 92 480 184.7 (362.7) 0.144 83.3 1.64 3 0.20 94 477 207.8 (408.0) 0.108 111.1 1.67 4 0.11 95 474 230.9 (453.3) 0.077 155.4 1.70 4 0.07 92 471

The bearing graph data is complete.  The only difference with the cohesionless soils is the way the soil resistance is reported; the values in parentheses are ultimate resistance without set-up and those outside are the SRD with set-up.  The blow count indicates that a smaller hammer may be in order.

## 3 thoughts on “TAMWAVE 7: Analysis for a Cohesive Soil”

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