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 q_c, 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 q_p, 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 Q_p, kips	6.75
Pile Toe Plugged?	Yes
Final Results
Total Shaft Friction Q_s, 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

Shaft Segment Properties
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

Data for Axial Load Analysis using ALP Method
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

Results for Loading and Unloading Test
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

alpimage — Plotted Results
x-axis = Pile Head Force
y-axis = Pile Head Deflection
Plot Limits:
x-axis from -0.000 to 226.673
y-axis from 0.000 to 0.271

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.

Screenshot_20180106_163425

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.

General Output for Wave Equation Analysis
2018-01-06T15:59:49-05:00
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

Initial Element Output
SRD = 115.44 kips
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

Final Element Output
SRD = 115.44 kips
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

forcetime — Force-Time History, SRD = 115.44 kips
Blue Line = Pile Head Force
Red Line = Pile Head Impedance*Velocity
Vertical grid spacing from left to right is L/c, may not be complete for last spacing.
Plot Limits:
x-axis from 0.000 to 2.955
y-axis from -68,985.344 to 223,926.386

Summary of Results and Bearing Graph Data
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.