Joer8ders
Geotechnical
- May 16, 2024
- 1
Hello all.
I'm attempting to use Ensoft's SHAFT pile analysis program to estimate pile capacities for varying layers of sand/clay over a moderately fractured to unfractured bedrock. For the purposes of design, we are wanting to analyze the pile while only taking into account skin friction. However, we want to analyze the bedrock for various compressive strength conditions (Low, Mid, and High) starting at 1,000 PSI, 5,000 PSI, and 8,000 PSI. I am able to complete the analysis for the "Low" condition but I am getting weird data outputs for both of "Mid" and "High"
I believe the issue is that for the "Mid" and "High" cases, the loads calculated by the program are so high that the program has an integer overload and stops outputting data once the analysis reaches the layer of bedrock. Does anyone have any experience trying to model a higher rock compressive strength for the "strong rock" soil type in Ensoft?
I've copied the output file below
-------------------------------------------------------------------------
Time and Date of Analysis
-------------------------------------------------------------------------
Date: May 16, 2024 Time: 10:22:42
Pier 1 - Mid - 8ft
PROPOSED DEPTH = 51.0 FT
----------------
NUMBER OF LAYERS = 4
------------------
WATER TABLE DEPTH = 0.0 FT.
-------------------
SOIL INFORMATION
---------------
LAYER NO 1----CLAY USING FHWA 1999
AT THE TOP
STRENGTH REDUCTION FACTOR-ALPHA = 5.500E-01 (*)
END BEARING COEFFICIENT-Nc = 6.000E+00 (*)
UNDRAINED SHEAR STRENGTH, LB/SQ FT = 5.000E+02
BLOWS PER FOOT FROM STANDARD PENETRATION TEST = 0.000E+00
SOIL UNIT WEIGHT, LB/CU FT = 1.100E+02
MAXIMUM LOAD TRANSFER FOR SOIL, LB/SQ FT = No Limit
DEPTH, FT = 0.000E+00
AT THE BOTTOM
STRENGTH REDUCTION FACTOR-ALPHA = 5.500E-01 (*)
END BEARING COEFFICIENT-Nc = 9.000E+00 (*)
UNDRAINED SHEAR STRENGTH, LB/SQ FT = 5.000E+02
BLOWS PER FOOT FROM STANDARD PENETRATION TEST = 0.000E+00
SOIL UNIT WEIGHT, LB/CU FT = 1.100E+02
MAXIMUM LOAD TRANSFER FOR SOIL, LB/SQ FT = No Limit
DEPTH, FT = 3.200E+01
LRFD RESISTANCE FACTOR (SIDE FRICTION) = 1.000E+00
LRFD RESISTANCE FACTOR (TIP RESISTANCE) = 1.000E+00
LAYER NO 2----SAND
AT THE TOP
SIDE FRICTION PROCEDURE, BETA METHOD
SKIN FRICTION COEFFICIENT- BETA = 6.381E-01 (*)
INTERNAL FRICTION ANGLE, DEG. = 3.200E+01
BLOWS PER FOOT FROM STANDARD PENETRATION TEST = 1.300E+01
SOIL UNIT WEIGHT, LB/CU FT = 1.200E+02
MAXIMUM LOAD TRANSFER FOR SOIL, LB/SQ FT = No Limit
DEPTH, FT = 3.200E+01
AT THE BOTTOM
SIDE FRICTION PROCEDURE, BETA METHOD
SKIN FRICTION COEFFICIENT- BETA = 5.328E-01 (*)
INTERNAL FRICTION ANGLE, DEG. = 3.200E+01
BLOWS PER FOOT FROM STANDARD PENETRATION TEST = 1.300E+01
SOIL UNIT WEIGHT, LB/CU FT = 1.200E+02
MAXIMUM LOAD TRANSFER FOR SOIL, LB/SQ FT = No Limit
DEPTH, FT = 4.300E+01
LRFD RESISTANCE FACTOR (SIDE FRICTION) = 1.000E+00
LRFD RESISTANCE FACTOR (TIP RESISTANCE) = 1.000E+00
LAYER NO 3----SAND
AT THE TOP
SIDE FRICTION PROCEDURE, BETA METHOD
SKIN FRICTION COEFFICIENT- BETA = 6.147E-01 (*)
INTERNAL FRICTION ANGLE, DEG. = 4.000E+01
BLOWS PER FOOT FROM STANDARD PENETRATION TEST = 1.000E+02
SOIL UNIT WEIGHT, LB/CU FT = 1.400E+02
MAXIMUM LOAD TRANSFER FOR SOIL, LB/SQ FT = No Limit
DEPTH, FT = 4.300E+01
AT THE BOTTOM
SIDE FRICTION PROCEDURE, BETA METHOD
SKIN FRICTION COEFFICIENT- BETA = 5.844E-01 (*)
INTERNAL FRICTION ANGLE, DEG. = 4.000E+01
BLOWS PER FOOT FROM STANDARD PENETRATION TEST = 1.000E+02
SOIL UNIT WEIGHT, LB/CU FT = 1.400E+02
MAXIMUM LOAD TRANSFER FOR SOIL, LB/SQ FT = No Limit
DEPTH, FT = 4.600E+01
LRFD RESISTANCE FACTOR (SIDE FRICTION) = 1.000E+00
LRFD RESISTANCE FACTOR (TIP RESISTANCE) = 1.000E+00
LAYER NO 4----STRONG ROCK
AT THE TOP
DIAMETER OF SOCKET, FT = 8.000E+00
SPACING OF DISCONTINUITIES,FT = 6.600E-01
THICKNESS OF INDIVIDUAL DISCONTINUITIES,FT = 1.000E-02
UNIAXIAL COMPRESSION STRENGTH OF ROCK,LB/SQ FT = 7.200E+05
UNIAXIAL COMPRESSION STRENGTH OF CONCRETE,LB/SQ FT= 5.760E+05
ELASTIC MODULUS FOR THE INTACT ROCK, LB/SQ IN. = 1.000E+06
ROCK QUALITY DESIGNATION (RQD) % = 5.000E+01
SOIL UNIT WEIGHT, LB/CU FT = 1.500E+02
DEPTH, FT = 4.600E+01
AT THE BOTTOM
DIAMETER OF SOCKET, FT = 8.000E+00
SPACING OF DISCONTINUITIES,FT = 6.600E-01
THICKNESS OF INDIVIDUAL DISCONTINUITIES,FT = 1.000E-02
UNIAXIAL COMPRESSION STRENGTH OF ROCK,LB/SQ FT = 7.200E+05
UNIAXIAL COMPRESSION STRENGTH OF CONCRETE,LB/SQ FT= 5.760E+05
ELASTIC MODULUS FOR THE INTACT ROCK, LB/SQ IN. = 1.000E+06
ROCK QUALITY DESIGNATION (RQD) % = 5.000E+01
SOIL UNIT WEIGHT, LB/CU FT = 1.500E+02
DEPTH, FT = 9.600E+01
LRFD RESISTANCE FACTOR (SIDE FRICTION) = 1.000E+00
LRFD RESISTANCE FACTOR (TIP RESISTANCE) = 1.000E+00
(*) ESTIMATED BY THE PROGRAM BASED ON OTHER PARAMETERS
INPUT DRILLED SHAFT INFORMATION
------------------------------
MINIMUM SHAFT DIAMETER = 8.000 FT.
MAXIMUM SHAFT DIAMETER = 8.000 FT.
RATIO BASE/SHAFT DIAMETER = 0.000 FT.
ANGLE OF BELL = 0.000 DEG.
IGNORED TOP PORTION = 5.000 FT.
IGNORED BOTTOM PORTION = 0.000 FT.
ELASTIC MODULUS, Ec = 3.600E+06 LB/SQ IN
COMPUTATION RESULTS
-------------------
- CASE ANALYZED : 1
VARIATION LENGTH : 1
VARIATION DIAMETER : 1
DRILLED SHAFT INFORMATION
-------------------------
DIAMETER OF STEM = 8.000 FT.
DIAMETER OF BASE = 8.000 FT.
END OF STEM TO BASE = 0.000 FT.
ANGLE OF BELL = 0.000 DEG.
IGNORED TOP PORTION = 5.000 FT.
IGNORED BOTTOM PORTION = 0.000 FT.
AREA OF ONE PERCENT STEEL = 72.392 SQ.IN.
ELASTIC MODULUS, Ec = 3.600E+06 LB/SQ IN
VOLUME OF UNDERREAM = 0.000 CU.YDS.
SHAFT LENGTH = 51.000 FT.
PREDICTED RESULTS
-----------------
QS = ULTIMATE SIDE RESISTANCE;
QB = ULTIMATE BASE RESISTANCE;
WT = WEIGHT OF DRILLED SHAFT (UPLIFT CAPACITY ONLY);
QU = TOTAL ULTIMATE RESISTANCE;
LRFD QS = TOTAL SIDE FRICTION USING LRFD RESISTANCE FACTOR
TO THE ULTIMATE SIDE RESISTANCE;
LRFD QB = TOTAL BASE BEARING USING LRFD RESISTANCE FACTOR
TO THE ULTIMATE BASE RESISTANCE
LRFD QU = TOTAL CAPACITY WITH LRFD RESISTANCE FACTOR.
LENGTH VOLUME QS QB QU LRFD QS LRFD QB LRFD QU
(FT) (CU.YDS) (TONS) (TONS) (TONS) (TONS) (TONS) (TONS)
6.0 11.17 3.46 0.00 3.46 3.46 0.00 3.46
7.0 13.03 6.91 0.00 6.91 6.91 0.00 6.91
8.0 14.90 10.37 0.00 10.37 10.37 0.00 10.37
9.0 16.76 13.82 0.00 13.82 13.82 0.00 13.82
10.0 18.62 17.28 0.00 17.28 17.28 0.00 17.28
11.0 20.48 20.74 0.00 20.74 20.74 0.00 20.74
12.0 22.34 24.19 0.00 24.19 24.19 0.00 24.19
13.0 24.21 27.65 0.00 27.65 27.65 0.00 27.65
14.0 26.07 31.11 0.00 31.11 31.11 0.00 31.11
15.0 27.93 34.56 0.00 34.56 34.56 0.00 34.56
16.0 29.79 38.02 0.00 38.02 38.02 0.00 38.02
17.0 31.65 41.47 0.00 41.47 41.47 0.00 41.47
18.0 33.51 44.93 0.00 44.93 44.93 0.00 44.93
19.0 35.38 48.39 0.00 48.39 48.39 0.00 48.39
20.0 37.24 51.84 0.00 51.84 51.84 0.00 51.84
21.0 39.10 55.30 0.00 55.30 55.30 0.00 55.30
22.0 40.96 58.76 0.00 58.76 58.76 0.00 58.76
23.0 42.82 62.21 0.00 62.21 62.21 0.00 62.21
24.0 44.69 65.67 0.00 65.67 65.67 0.00 65.67
25.0 46.55 69.12 0.00 69.12 69.12 0.00 69.12
26.0 48.41 72.58 0.00 72.58 72.58 0.00 72.58
27.0 50.27 76.04 0.00 76.04 76.04 0.00 76.04
28.0 52.13 79.49 0.00 79.49 79.49 0.00 79.49
29.0 54.00 82.95 0.00 82.95 82.95 0.00 82.95
30.0 55.86 86.40 0.00 86.41 86.40 0.00 86.41
31.0 57.72 89.86 0.00 89.86 89.86 0.00 89.86
32.0 59.58 93.32 0.00 93.32 93.32 0.00 93.32
33.0 61.44 105.49 0.00 105.49 105.49 0.00 105.49
34.0 63.31 117.91 0.00 117.91 117.91 0.00 117.91
35.0 65.17 130.56 0.00 130.56 130.56 0.00 130.56
36.0 67.03 143.45 0.00 143.45 143.45 0.00 143.45
37.0 68.89 156.56 0.00 156.56 156.56 0.00 156.56
38.0 70.75 169.87 0.00 169.87 169.87 0.00 169.87
39.0 72.62 183.38 0.00 183.38 183.38 0.00 183.38
40.0 74.48 197.07 0.00 197.07 197.07 0.00 197.07
41.0 76.34 210.93 0.00 210.93 210.93 0.00 210.93
42.0 78.20 224.96 0.00 224.96 224.96 0.00 224.96
43.0 80.06 239.14 0.00 239.14 239.14 0.00 239.14
44.0 81.92 255.60 0.00 255.60 255.60 0.00 255.60
45.0 83.79 272.35 0.00 272.35 272.35 0.00 272.35
46.0 85.65 289.40 0.00 289.40 289.40 0.00 289.40
47.0 87.51 289.40 0.00 289.40 289.40 0.00 289.40
48.0 89.37 289.40 0.00 289.40 289.40 0.00 289.40
49.0 91.23 289.40 0.00 289.40 289.40 0.00 289.40
50.0 93.10 289.40 0.00 289.40 289.40 0.00 289.40
51.0 94.96 289.40 0.00 289.40 289.40 0.00 289.40
AXIAL LOAD VS SETTLEMENT CURVES
-------------------------------
LOAD SETTLEMENT RELATIONSHIP
------------------------------------------
TOP LOAD TOP MOVEMENT
TONS IN.
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
Thank you all for any help.
I'm attempting to use Ensoft's SHAFT pile analysis program to estimate pile capacities for varying layers of sand/clay over a moderately fractured to unfractured bedrock. For the purposes of design, we are wanting to analyze the pile while only taking into account skin friction. However, we want to analyze the bedrock for various compressive strength conditions (Low, Mid, and High) starting at 1,000 PSI, 5,000 PSI, and 8,000 PSI. I am able to complete the analysis for the "Low" condition but I am getting weird data outputs for both of "Mid" and "High"
I believe the issue is that for the "Mid" and "High" cases, the loads calculated by the program are so high that the program has an integer overload and stops outputting data once the analysis reaches the layer of bedrock. Does anyone have any experience trying to model a higher rock compressive strength for the "strong rock" soil type in Ensoft?
I've copied the output file below
-------------------------------------------------------------------------
Time and Date of Analysis
-------------------------------------------------------------------------
Date: May 16, 2024 Time: 10:22:42
Pier 1 - Mid - 8ft
PROPOSED DEPTH = 51.0 FT
----------------
NUMBER OF LAYERS = 4
------------------
WATER TABLE DEPTH = 0.0 FT.
-------------------
SOIL INFORMATION
---------------
LAYER NO 1----CLAY USING FHWA 1999
AT THE TOP
STRENGTH REDUCTION FACTOR-ALPHA = 5.500E-01 (*)
END BEARING COEFFICIENT-Nc = 6.000E+00 (*)
UNDRAINED SHEAR STRENGTH, LB/SQ FT = 5.000E+02
BLOWS PER FOOT FROM STANDARD PENETRATION TEST = 0.000E+00
SOIL UNIT WEIGHT, LB/CU FT = 1.100E+02
MAXIMUM LOAD TRANSFER FOR SOIL, LB/SQ FT = No Limit
DEPTH, FT = 0.000E+00
AT THE BOTTOM
STRENGTH REDUCTION FACTOR-ALPHA = 5.500E-01 (*)
END BEARING COEFFICIENT-Nc = 9.000E+00 (*)
UNDRAINED SHEAR STRENGTH, LB/SQ FT = 5.000E+02
BLOWS PER FOOT FROM STANDARD PENETRATION TEST = 0.000E+00
SOIL UNIT WEIGHT, LB/CU FT = 1.100E+02
MAXIMUM LOAD TRANSFER FOR SOIL, LB/SQ FT = No Limit
DEPTH, FT = 3.200E+01
LRFD RESISTANCE FACTOR (SIDE FRICTION) = 1.000E+00
LRFD RESISTANCE FACTOR (TIP RESISTANCE) = 1.000E+00
LAYER NO 2----SAND
AT THE TOP
SIDE FRICTION PROCEDURE, BETA METHOD
SKIN FRICTION COEFFICIENT- BETA = 6.381E-01 (*)
INTERNAL FRICTION ANGLE, DEG. = 3.200E+01
BLOWS PER FOOT FROM STANDARD PENETRATION TEST = 1.300E+01
SOIL UNIT WEIGHT, LB/CU FT = 1.200E+02
MAXIMUM LOAD TRANSFER FOR SOIL, LB/SQ FT = No Limit
DEPTH, FT = 3.200E+01
AT THE BOTTOM
SIDE FRICTION PROCEDURE, BETA METHOD
SKIN FRICTION COEFFICIENT- BETA = 5.328E-01 (*)
INTERNAL FRICTION ANGLE, DEG. = 3.200E+01
BLOWS PER FOOT FROM STANDARD PENETRATION TEST = 1.300E+01
SOIL UNIT WEIGHT, LB/CU FT = 1.200E+02
MAXIMUM LOAD TRANSFER FOR SOIL, LB/SQ FT = No Limit
DEPTH, FT = 4.300E+01
LRFD RESISTANCE FACTOR (SIDE FRICTION) = 1.000E+00
LRFD RESISTANCE FACTOR (TIP RESISTANCE) = 1.000E+00
LAYER NO 3----SAND
AT THE TOP
SIDE FRICTION PROCEDURE, BETA METHOD
SKIN FRICTION COEFFICIENT- BETA = 6.147E-01 (*)
INTERNAL FRICTION ANGLE, DEG. = 4.000E+01
BLOWS PER FOOT FROM STANDARD PENETRATION TEST = 1.000E+02
SOIL UNIT WEIGHT, LB/CU FT = 1.400E+02
MAXIMUM LOAD TRANSFER FOR SOIL, LB/SQ FT = No Limit
DEPTH, FT = 4.300E+01
AT THE BOTTOM
SIDE FRICTION PROCEDURE, BETA METHOD
SKIN FRICTION COEFFICIENT- BETA = 5.844E-01 (*)
INTERNAL FRICTION ANGLE, DEG. = 4.000E+01
BLOWS PER FOOT FROM STANDARD PENETRATION TEST = 1.000E+02
SOIL UNIT WEIGHT, LB/CU FT = 1.400E+02
MAXIMUM LOAD TRANSFER FOR SOIL, LB/SQ FT = No Limit
DEPTH, FT = 4.600E+01
LRFD RESISTANCE FACTOR (SIDE FRICTION) = 1.000E+00
LRFD RESISTANCE FACTOR (TIP RESISTANCE) = 1.000E+00
LAYER NO 4----STRONG ROCK
AT THE TOP
DIAMETER OF SOCKET, FT = 8.000E+00
SPACING OF DISCONTINUITIES,FT = 6.600E-01
THICKNESS OF INDIVIDUAL DISCONTINUITIES,FT = 1.000E-02
UNIAXIAL COMPRESSION STRENGTH OF ROCK,LB/SQ FT = 7.200E+05
UNIAXIAL COMPRESSION STRENGTH OF CONCRETE,LB/SQ FT= 5.760E+05
ELASTIC MODULUS FOR THE INTACT ROCK, LB/SQ IN. = 1.000E+06
ROCK QUALITY DESIGNATION (RQD) % = 5.000E+01
SOIL UNIT WEIGHT, LB/CU FT = 1.500E+02
DEPTH, FT = 4.600E+01
AT THE BOTTOM
DIAMETER OF SOCKET, FT = 8.000E+00
SPACING OF DISCONTINUITIES,FT = 6.600E-01
THICKNESS OF INDIVIDUAL DISCONTINUITIES,FT = 1.000E-02
UNIAXIAL COMPRESSION STRENGTH OF ROCK,LB/SQ FT = 7.200E+05
UNIAXIAL COMPRESSION STRENGTH OF CONCRETE,LB/SQ FT= 5.760E+05
ELASTIC MODULUS FOR THE INTACT ROCK, LB/SQ IN. = 1.000E+06
ROCK QUALITY DESIGNATION (RQD) % = 5.000E+01
SOIL UNIT WEIGHT, LB/CU FT = 1.500E+02
DEPTH, FT = 9.600E+01
LRFD RESISTANCE FACTOR (SIDE FRICTION) = 1.000E+00
LRFD RESISTANCE FACTOR (TIP RESISTANCE) = 1.000E+00
(*) ESTIMATED BY THE PROGRAM BASED ON OTHER PARAMETERS
INPUT DRILLED SHAFT INFORMATION
------------------------------
MINIMUM SHAFT DIAMETER = 8.000 FT.
MAXIMUM SHAFT DIAMETER = 8.000 FT.
RATIO BASE/SHAFT DIAMETER = 0.000 FT.
ANGLE OF BELL = 0.000 DEG.
IGNORED TOP PORTION = 5.000 FT.
IGNORED BOTTOM PORTION = 0.000 FT.
ELASTIC MODULUS, Ec = 3.600E+06 LB/SQ IN
COMPUTATION RESULTS
-------------------
- CASE ANALYZED : 1
VARIATION LENGTH : 1
VARIATION DIAMETER : 1
DRILLED SHAFT INFORMATION
-------------------------
DIAMETER OF STEM = 8.000 FT.
DIAMETER OF BASE = 8.000 FT.
END OF STEM TO BASE = 0.000 FT.
ANGLE OF BELL = 0.000 DEG.
IGNORED TOP PORTION = 5.000 FT.
IGNORED BOTTOM PORTION = 0.000 FT.
AREA OF ONE PERCENT STEEL = 72.392 SQ.IN.
ELASTIC MODULUS, Ec = 3.600E+06 LB/SQ IN
VOLUME OF UNDERREAM = 0.000 CU.YDS.
SHAFT LENGTH = 51.000 FT.
PREDICTED RESULTS
-----------------
QS = ULTIMATE SIDE RESISTANCE;
QB = ULTIMATE BASE RESISTANCE;
WT = WEIGHT OF DRILLED SHAFT (UPLIFT CAPACITY ONLY);
QU = TOTAL ULTIMATE RESISTANCE;
LRFD QS = TOTAL SIDE FRICTION USING LRFD RESISTANCE FACTOR
TO THE ULTIMATE SIDE RESISTANCE;
LRFD QB = TOTAL BASE BEARING USING LRFD RESISTANCE FACTOR
TO THE ULTIMATE BASE RESISTANCE
LRFD QU = TOTAL CAPACITY WITH LRFD RESISTANCE FACTOR.
LENGTH VOLUME QS QB QU LRFD QS LRFD QB LRFD QU
(FT) (CU.YDS) (TONS) (TONS) (TONS) (TONS) (TONS) (TONS)
6.0 11.17 3.46 0.00 3.46 3.46 0.00 3.46
7.0 13.03 6.91 0.00 6.91 6.91 0.00 6.91
8.0 14.90 10.37 0.00 10.37 10.37 0.00 10.37
9.0 16.76 13.82 0.00 13.82 13.82 0.00 13.82
10.0 18.62 17.28 0.00 17.28 17.28 0.00 17.28
11.0 20.48 20.74 0.00 20.74 20.74 0.00 20.74
12.0 22.34 24.19 0.00 24.19 24.19 0.00 24.19
13.0 24.21 27.65 0.00 27.65 27.65 0.00 27.65
14.0 26.07 31.11 0.00 31.11 31.11 0.00 31.11
15.0 27.93 34.56 0.00 34.56 34.56 0.00 34.56
16.0 29.79 38.02 0.00 38.02 38.02 0.00 38.02
17.0 31.65 41.47 0.00 41.47 41.47 0.00 41.47
18.0 33.51 44.93 0.00 44.93 44.93 0.00 44.93
19.0 35.38 48.39 0.00 48.39 48.39 0.00 48.39
20.0 37.24 51.84 0.00 51.84 51.84 0.00 51.84
21.0 39.10 55.30 0.00 55.30 55.30 0.00 55.30
22.0 40.96 58.76 0.00 58.76 58.76 0.00 58.76
23.0 42.82 62.21 0.00 62.21 62.21 0.00 62.21
24.0 44.69 65.67 0.00 65.67 65.67 0.00 65.67
25.0 46.55 69.12 0.00 69.12 69.12 0.00 69.12
26.0 48.41 72.58 0.00 72.58 72.58 0.00 72.58
27.0 50.27 76.04 0.00 76.04 76.04 0.00 76.04
28.0 52.13 79.49 0.00 79.49 79.49 0.00 79.49
29.0 54.00 82.95 0.00 82.95 82.95 0.00 82.95
30.0 55.86 86.40 0.00 86.41 86.40 0.00 86.41
31.0 57.72 89.86 0.00 89.86 89.86 0.00 89.86
32.0 59.58 93.32 0.00 93.32 93.32 0.00 93.32
33.0 61.44 105.49 0.00 105.49 105.49 0.00 105.49
34.0 63.31 117.91 0.00 117.91 117.91 0.00 117.91
35.0 65.17 130.56 0.00 130.56 130.56 0.00 130.56
36.0 67.03 143.45 0.00 143.45 143.45 0.00 143.45
37.0 68.89 156.56 0.00 156.56 156.56 0.00 156.56
38.0 70.75 169.87 0.00 169.87 169.87 0.00 169.87
39.0 72.62 183.38 0.00 183.38 183.38 0.00 183.38
40.0 74.48 197.07 0.00 197.07 197.07 0.00 197.07
41.0 76.34 210.93 0.00 210.93 210.93 0.00 210.93
42.0 78.20 224.96 0.00 224.96 224.96 0.00 224.96
43.0 80.06 239.14 0.00 239.14 239.14 0.00 239.14
44.0 81.92 255.60 0.00 255.60 255.60 0.00 255.60
45.0 83.79 272.35 0.00 272.35 272.35 0.00 272.35
46.0 85.65 289.40 0.00 289.40 289.40 0.00 289.40
47.0 87.51 289.40 0.00 289.40 289.40 0.00 289.40
48.0 89.37 289.40 0.00 289.40 289.40 0.00 289.40
49.0 91.23 289.40 0.00 289.40 289.40 0.00 289.40
50.0 93.10 289.40 0.00 289.40 289.40 0.00 289.40
51.0 94.96 289.40 0.00 289.40 289.40 0.00 289.40
AXIAL LOAD VS SETTLEMENT CURVES
-------------------------------
LOAD SETTLEMENT RELATIONSHIP
------------------------------------------
TOP LOAD TOP MOVEMENT
TONS IN.
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
2.1651E+01 2.6582E-03
Thank you all for any help.
