Lab report
jun jaffer
soilmechanics.docx
ASU Testing, Inc
235 LSW
Jonesboro, Arkansas 72467
(870) 972-3426
FAX (870) 932-3948
Construction of Above-Ground Water Tank
John Doe, P.E
Chief Engineer
Prepared by:
Mazin AlAraimi
Report Submitted on: April 27, 2018
Table of Contents
Section Title Page
Table of Contents 2
List of Figures 3
List of Tables 4
I Introduction 6
II Methodology 6
III Results 8
IV Conclusion 35
V Appendix 37
List of Figure
Title Page
Figure 1. Consolidation Graph (0.25 tsf) 8
Figure 2. Square Root of Time Graph (0.25 tsf) 9
Figure 3. Consolidation Graph (0.50 tsf) 9
Figure 4. Square Root of Time Graph (0.50 tsf) 10
Figure 5. Consolidation Graph (1.00 tsf) 11
Figure 6. Square Root of Time Graph (1.00 tsf) 11
Figure 7. Consolidation Graph (2.00 tsf) 12
Figure 8. Square Root of Time Graph (2.00 tsf) 13
Figure 9. Consolidation Graph (4.00 tsf) 14
Figure 10. Square Root of Time Graph (4.00 tsf) 14
Figure 11. Consolidation Graph (2.00 tsf) 15
Figure 12. Square Root of Time Graph (2.00 tsf) 16
Figure 13. Consolidation Graph (1.00 tsf) 17
Figure 14. Square Root of Time Graph (1.00 tsf) 17
Figure 15. Consolidation Graph (2.00 tsf) 18
Figure 16. Square Root of Time Graph (2.00 tsf) 19
Figure 17. Consolidation Graph (4.00 tsf) 20
Figure 18. Square Root of Time Graph (4.00 tsf) 20
Figure 19. Consolidation Graph (8.00 tsf) 21
Figure 20. Square Root of Time Graph (8.00 tsf) 22
Figure 21. Consolidation Graph (16.00 tsf) 23
Figure 22. Square Root of Time Graph (16.00 tsf) 23
Figure 23. Consolidation Graph (24.00 tsf) 24
Figure 24. Square Root of Time Graph (24.00 tsf) 25
Figure 25. Void Ratio Vs Pressure 26
Figure 26. Shear Stress Vs Horizontal Displacement (50 pounds) 38
Figure 27. Shear Stress Vs Horizontal Displacement (100 pounds) 30
Figure 28. Shear Stress Vs Horizontal Displacement (200 pounds) 32
Figure 29. Ultimate Shear Stress vs. Normal Stress 32
Figure 30. Stress Vs. Strain 33
Figure 31. Stress Vs. Strain (Test 2) 34
List of Tables
Title Page
Table 1. Consolidation Data (0.25 tsf) 8
Table 2. Consolidation Data (0.50 tsf) 9
Table 3. Consolidation Data (1.00 tsf) 10
Table 4. Consolidation Data (2.00 tsf) 12
Table 5. Consolidation Data (4.00 tsf) 13
Table 6. Consolidation Data (2.00 tsf) 15
Table 7. Consolidation Data (1.00 tsf) 16
Table 8. Consolidation Data (2.00 tsf) 18
Table 9. Consolidation Data (4.00 tsf) 19
Table 10. Consolidation Data (8.00 tsf) 21
Table 11. Consolidation Data (16.00 tsf) 22
Table 12. Consolidation Data (24.00 tsf) 24
Table 13. Consolidation Data 25
Table 14. Direct Shear Data (50 pounds) 27
Table 15. Direct Shear Data (100 pounds) 24
Table 16. Direct Shear Data (200 pounds) 31
Table 17. Unconfined Test 1 Data 33
Table 18. Unconfined Test 2 Data 34
Executive Summary
ASU Testing, Inc. was contracted by Pickering, Inc. to test for one dimension of consolidation, and direct shear test and unconfined test.
ASU Testing, Inc. was able to provide the required information through the tests that were performed through the ASU Testing Inc’s laboratory. The following ASTM standards were used to accordance with tests performed: ASTM D 2166, ASTM D 2435, and D 3080. These standards acted as a guideline for performing the required tests. The data recorded during the process of these tests, can be found in Appendix A and data and calculations can be found in Appendix B.
Background
Introduction
XYZ, Inc is in the process of designing an above-ground circular water tank at the referenced facility in Olive Branch, Mississippi. The tank will be 30 feet in diameter and is expected to have a maximum height of 30 feet. The tank will be founded on a 30 feet circular mat. The expected weight of the tank and the foundation is 350,000 lb.
In order for XYZ, Inc to design the tank foundation, one sample from layer 1 and two samples from layer 2 were sent to ASU Testing, Inc for testing. Each sample underwent the tests required to provide what was needed. The tests that were required to be performed were: one dimensional consolidation on sample from the clay layer, direct shear test on sandy sample and the unconfined compression. All tests were completed using the American Society of Testing and Material (ASTM) Standards provided in Appendix A. Upon completing these tests ASU Testing, Inc. used the results to provide what was required by the client.
Purpose
The purpose of the experiments is to provide XYZ, Inc with the required data needed for the stability of the soil that will help with the continuation of the construction of the tank.
Methodology
Unconfined Compression Test
In this test, the person conducting the test had to measure the diameter and length of the specimen and recorded the required information. The specimen then was placed in the unconfined compression testing machine. The sample was placed centrally between two loading plates. Then the top loading plate was carefully moved to touch the top of the specimen. The proving ring dial gauge was set to zero. A dial gauge was attached to the unconfined compression testing machine which recorded the vertical upward movement then the dial gauge was set to zero. The machine was activated and the data for record loads and corresponding specimen deformation were recorded. The rate of vertical strain was adjusted to 0.5- 2% per minute. Data was recorded till the reading reached its peak. The specimen was unloaded by lowering the bottom loading plate. Then the sample was removed. A sketch of specimen after failure is attached to Appendix B
Consolidation Test
In this experiment, the soil specimen was trimmed then was molded and was used in the test. Some excess soil was trimmed and used for the determination of moisture content. The excess soil that was trimmed earlier was used to determine the specific gravity of soil. The soil specimen was placed in consolidation ring, a wire saw was used to trim the specimen from the top and the bottom. The size of specimen was recorded. Then mass of specimen and ring was recorded then the saturate lower porous stone on the base of the consolidometer was placed before the soil specimen was placed over it. The upper porous stone was place on the top, then the top ring was attached to the base of consolidometer. Water was added that caused the soil to submerge the soil and it kept the soil saturated. The consolidometer then was placed in loading device. The vertical deflection dial gauge was attached to measure the compression of soil. The required loads were tested on the specimen which was required at certain time cycle which is included in Appendix B. The same process was repeated for different load cycles.
Direct Shear Test
In this test, the shear box assembly was removed, and then the two vertical pins were kept for the two halves to remain together. The mass of dry sand was determined. The shear box was filled with sand in small layers, the top of compacted specimen had a space of ¼ in below the top of shear box. The level the surface of sand sample was leveled. The dimension of soil specimen was recorded. The loading head was slipped down from the top of the shear box to rest on the soil specimen. Then the shear box was assembled and placed in the direct shear machine. The desired normal load was applied on the specimen, this was done by hanging the dead weights on vertical load yoke then the top crossbars was rested on the loading head of the specimen which rests on soil sample. The two vertical pins that held the two halves were removed. Then the three vertical screws that were located at the sidewalls were advanced which separated the two to halves of the box. The space of between the two halves were slightly larger than the largest grain size of the soil. The loading head was set by adjustment of the two horizontal screws. Then three vertical screws was removed, after that was done there was no connection between the two halves of shear box except the soil. Then horizontal and vertical dial gauges were attached to the shear box. The horizontal load was applied to the top of the shear box which was continued till the proving ring reached it maximum then fell back. The same process was repeated for the other two tests.
Results
The following tables and figures show the data that was recorded or calculated during the tests that were performed. Starting with the consolidation test.
Table 1. Consolidation test data (0.25 tsf)
|
Time (min) |
Square Root Time |
Reading (in) |
|
0 |
0 |
0.2451 |
|
0.25 |
0.50 |
0.2542 |
|
0.5 |
0.71 |
0.2542 |
|
1 |
1.00 |
0.2542 |
|
2 |
1.41 |
0.2542 |
|
4 |
2.00 |
0.2542 |
|
8 |
2.83 |
0.2542 |
|
15 |
3.87 |
0.2542 |
|
28.42 |
5.33 |
0.2541 |
Figure 1. Consolidation Graph (0.25 tsf)
Figure 2. Square root of time graph (0.25 tsf)
Table 2. Consolidation Data recorded (0.5 tsf)
|
Time (min) |
Square Root Time |
Reading (in) |
|
0 |
0 |
0.2541 |
|
0.25 |
0.50 |
0.2541 |
|
0.5 |
0.71 |
0.2541 |
|
1 |
1.00 |
0.2541 |
|
2 |
1.41 |
0.2541 |
|
4 |
2.00 |
0.2541 |
|
8 |
2.83 |
0.2540 |
|
15 |
3.87 |
0.2540 |
|
30 |
5.48 |
0.2540 |
|
60 |
7.75 |
0.2539 |
|
120 |
10.95 |
0.2514 |
Figure 3. Consolidation graph for Cycle 2 (0.5 tsf)
Figure 4. Square root of time graph for cycle 2 (0.5 tsf)
Table 3. Consolidation data (1 tsf)
|
Time (min) |
Square Root Time |
Reading (in) |
|
0 |
0 |
0.2514 |
|
0.25 |
0.50 |
0.2512 |
|
0.5 |
0.71 |
0.2515 |
|
1 |
1.00 |
0.2515 |
|
2 |
1.41 |
0.2516 |
|
4 |
2.00 |
0.2516 |
|
8 |
2.83 |
0.2516 |
|
15 |
3.87 |
0.2516 |
|
30 |
5.48 |
0.2517 |
|
60 |
7.75 |
0.2517 |
|
120 |
10.95 |
0.2517 |
Figure 5. Consolidation graph (1 tsf)
Figure 6. Square root of time graph (1 tsf)
Table 4. Consolidation data (2tsf)
|
Time (min) |
Square Root Time |
Reading (in) |
|
0 |
0 |
0.2517 |
|
0.25 |
0.50 |
0.2607 |
|
0.5 |
0.71 |
0.2608 |
|
1 |
1.00 |
0.2609 |
|
2 |
1.41 |
0.2610 |
|
4 |
2.00 |
0.2631 |
|
8 |
2.83 |
0.2672 |
|
15 |
3.87 |
0.2679 |
|
30 |
5.48 |
0.2674 |
|
60 |
7.75 |
0.2675 |
|
120 |
10.95 |
0.2676 |
Figure 7. Consolidation Graph (2 tsf)
Figure 8. Square root of time graph (2 tsf)
Table 5. Consolidation data (4 tsf)
|
Time (min) |
Square Root Time |
Reading (in) |
|
0 |
0 |
0.26755 |
|
0.25 |
0.50 |
0.2855 |
|
0.5 |
0.71 |
0.2865 |
|
1 |
1.00 |
0.2876 |
|
2 |
1.41 |
0.2885 |
|
4 |
2.00 |
0.2894 |
|
8 |
2.83 |
0.2913 |
|
15 |
3.87 |
0.2929 |
|
30 |
5.48 |
0.2946 |
|
60 |
7.75 |
0.2963 |
|
120 |
10.95 |
0.2978 |
|
240 |
15.49 |
0.2989 |
Figure 9. Consolidation test (4 tsf)
Figure 10. Square Root of Time (4 tsf)
Table 6. Consolidation Data (2 tsf)
|
Time (min) |
Square Root Time |
Reading (in) |
|
0 |
0 |
0.2989 |
|
0.25 |
0.50 |
0.2979 |
|
0.5 |
0.71 |
0.29791 |
|
1 |
1.00 |
0.29794 |
|
2 |
1.41 |
0.29796 |
|
4 |
2.00 |
0.29799 |
|
8 |
2.83 |
0.29782 |
|
15 |
3.87 |
0.29771 |
|
30 |
5.48 |
0.29765 |
|
60 |
7.75 |
0.29759 |
|
124 |
11.14 |
0.29753 |
Figure 11. Consolidation graph (2 tsf)
Figure 12. Square Root of time (2 tsf)
Table 7. Consolidation Data (1 tsf)
|
Time (min) |
Square Root Time |
Reading (in) |
|
0 |
0 |
0.2975 |
|
0.25 |
0.50 |
0.2872 |
|
0.5 |
0.71 |
0.2872 |
|
1 |
1.00 |
0.2872 |
|
2 |
1.41 |
0.2871 |
|
4 |
2.00 |
0.2871 |
|
8 |
2.83 |
0.2871 |
|
15 |
3.87 |
0.2870 |
|
30 |
5.48 |
0.2869 |
|
60 |
7.75 |
0.2868 |
|
120 |
10.95 |
0.2807 |
Figure 13. Consolidation Graph (1.0 tsf)
Figure 14. Square Root of Time Graph (1.0 tsf)
Table 8. Consolidation Test (2.0 tsf)
|
Time (min) |
Square Root Time |
Reading (in) |
|
0 |
0 |
0.2847 |
|
0.25 |
0.50 |
0.2867 |
|
0.5 |
0.71 |
0.2867 |
|
1 |
1.00 |
0.2872 |
|
2 |
1.41 |
0.2874 |
|
4 |
2.00 |
0.2877 |
|
8 |
2.83 |
0.2879 |
|
15 |
3.87 |
0.2882 |
|
30 |
5.48 |
0.2889 |
|
60 |
7.75 |
0.2887 |
Figure 15. Consolidation Graph (2.0 tsf)
Figure 16. Square Root of Time Graph (2.0 tsf)
Table 9. Consolidation Data (4 tsf)
|
Time (min) |
Square Root Time |
Reading (in) |
|
0 |
0 |
0.2887 |
|
0.25 |
0.50 |
0.2927 |
|
0.5 |
0.71 |
0.2931 |
|
1 |
1.00 |
0.2936 |
|
2 |
1.41 |
0.2942 |
|
4 |
2.00 |
0.2949 |
|
8 |
2.83 |
0.2958 |
|
15 |
3.87 |
0.2966 |
|
30 |
5.48 |
0.2976 |
|
60 |
7.75 |
0.2984 |
|
120 |
10.95 |
0.2990 |
Figure 17. Consolidation Graph (4.0 tsf)
Figure 18. Square root of time graph (4.0 tsf)
Table 10. Consolidation Data (8.0 tsf)
|
Time (min) |
Square Root Time |
Reading (in) |
|
0 |
0 |
0.2990 |
|
0.25 |
0.50 |
0.3050 |
|
0.5 |
0.71 |
0.3075 |
|
1 |
1.00 |
0.3080 |
|
2 |
1.41 |
0.3090 |
|
4 |
2.00 |
0.3103 |
|
8 |
2.83 |
0.3119 |
|
15 |
3.87 |
0.3139 |
|
30 |
5.48 |
0.3166 |
|
60 |
7.75 |
0.3197 |
|
120 |
10.95 |
0.3228 |
Figure 19. Consolidation Graph (8.0 tsf)
Figure 20. Square root of time graph (8.0 tsf)
Table 11. Consolidation Data (16 tsf)
|
Time (min) |
Square Root Time |
Reading (in) |
|
0 |
0 |
0.3228 |
|
0.25 |
0.50 |
0.3290 |
|
0.5 |
0.71 |
0.3295 |
|
1 |
1.00 |
0.3305 |
|
2 |
1.41 |
0.3316 |
|
4 |
2.00 |
0.3332 |
|
8 |
2.83 |
0.3354 |
|
15 |
3.87 |
0.3382 |
|
30 |
5.48 |
0.3424 |
|
60 |
7.75 |
0.3483 |
|
120 |
10.95 |
0.3547 |
|
240 |
15.49 |
0.3593 |
Figure 21. Consolidation Graph (16.0 tsf)
Figure 22. Square root of time graph (16.0 tsf)
Table 12. Consolidation Data (24 tsf)
|
Time (min) |
Square Root Time |
Reading (in) |
|
0 |
0 |
0.3593 |
|
0.25 |
0.50 |
0.3679 |
|
0.5 |
0.71 |
0.3608 |
|
1 |
1.00 |
0.3609 |
|
2 |
1.41 |
0.3609 |
|
4 |
2.00 |
0.3610 |
|
8 |
2.83 |
0.3612 |
|
15 |
3.87 |
0.3612 |
|
30 |
5.48 |
0.3614 |
|
60 |
7.75 |
0.3617 |
|
120 |
10.95 |
0.3604 |
|
240 |
15.49 |
0.3642 |
Figure 23. Consolidation Graph (24.0 tsf)
Figure 24. Square root of time graph (24.0 tsf)
Table 13. Consolidation Data
|
Initial Height |
0.784 |
Hs |
0.416 |
|
|
|
|
Initial Reading |
0.2541 |
|
|
|
|
|
|
Trial |
Final Reading |
Difference |
Final Height (in) |
Hv (in) |
e |
Pressure, tsf |
|
0 |
0.2541 |
0.0000 |
0.7840 |
0.3680 |
0.8846 |
0 |
|
1 |
0.2541 |
0.0000 |
0.7840 |
0.3680 |
0.8846 |
0.25 |
|
2 |
0.2514 |
-0.0027 |
0.7867 |
0.3707 |
0.8911 |
0.5 |
|
3 |
0.2517 |
-0.0024 |
0.7864 |
0.3704 |
0.8904 |
1 |
|
4 |
0.2676 |
0.0135 |
0.7706 |
0.3546 |
0.8523 |
2 |
|
5 |
0.3001 |
0.0460 |
0.7380 |
0.3220 |
0.7740 |
4 |
|
6 |
0.2975 |
0.0434 |
0.7406 |
0.3246 |
0.7802 |
2 |
|
7 |
0.2847 |
0.0306 |
0.7534 |
0.3374 |
0.8111 |
1 |
|
8 |
0.2887 |
0.0346 |
0.7494 |
0.3334 |
0.8014 |
2 |
|
9 |
0.2990 |
0.0449 |
0.7391 |
0.3231 |
0.7767 |
4 |
|
10 |
0.3228 |
0.0687 |
0.7153 |
0.2993 |
0.7195 |
8 |
|
11 |
0.3661 |
0.1120 |
0.6720 |
0.2560 |
0.6154 |
16 |
|
12 |
0.3642 |
0.1101 |
0.6739 |
0.2579 |
0.6200 |
24 |
|
Cc |
0.346 |
|
Cs |
0.056 |
|
Sc |
1.715 |
|
t(0.50 in) |
56 days |
|
Stress |
3 tsf |
Figure 25. Void Ratio Vs. Pressure
The data below displays what was recorded during the direct shear test.
Table 14. Direct shear data (50 pounds)
|
Load (kN) |
Load (lb) |
Shear (lb/in^2) |
Displacement (mm) |
Displacement (in) |
Strain |
|
0 |
0.000 |
0.000 |
0 |
0.0000 |
0.0000 |
|
0.017 |
3.8218 |
0.7785 |
0.08 |
0.0031 |
0.0013 |
|
0.033 |
7.4187 |
1.5112 |
0.15 |
0.0059 |
0.0024 |
|
0.05 |
11.2405 |
2.2898 |
0.23 |
0.0091 |
0.0036 |
|
0.055 |
12.3645 |
2.5187 |
0.3 |
0.0118 |
0.0047 |
|
0.061 |
13.7133 |
2.7935 |
0.38 |
0.0150 |
0.0060 |
|
0.066 |
14.8374 |
3.0225 |
0.45 |
0.0177 |
0.0071 |
|
0.072 |
16.1862 |
3.2973 |
0.53 |
0.0209 |
0.0083 |
|
0.077 |
17.3103 |
3.5262 |
0.6 |
0.0236 |
0.0094 |
|
0.083 |
18.6591 |
3.8010 |
0.68 |
0.0268 |
0.0107 |
|
0.088 |
19.7832 |
4.0300 |
0.75 |
0.0295 |
0.0118 |
|
0.105 |
23.6049 |
4.8085 |
1.13 |
0.0445 |
0.0178 |
|
0.116 |
26.0778 |
5.3123 |
1.51 |
0.0594 |
0.0238 |
|
0.121 |
27.2019 |
5.5412 |
1.89 |
0.0744 |
0.0298 |
|
0.127 |
28.5507 |
5.8160 |
2.26 |
0.0890 |
0.0356 |
|
0.127 |
28.5507 |
5.8160 |
2.65 |
0.1043 |
0.0417 |
|
0.121 |
27.2019 |
5.5412 |
3.03 |
0.1193 |
0.0477 |
|
0.121 |
27.2019 |
5.5412 |
3.41 |
0.1343 |
0.0537 |
|
0.121 |
27.2019 |
5.5412 |
3.78 |
0.1488 |
0.0595 |
|
0.121 |
27.2019 |
5.5412 |
4.17 |
0.1642 |
0.0657 |
|
0.138 |
31.0236 |
6.3197 |
4.55 |
0.1791 |
0.0717 |
|
0.143 |
32.1477 |
6.5487 |
4.93 |
0.1941 |
0.0776 |
|
0.143 |
32.1477 |
6.5487 |
5.3 |
0.2087 |
0.0835 |
|
0.143 |
32.1477 |
6.5487 |
5.69 |
0.2240 |
0.0896 |
|
0.138 |
31.0236 |
6.3197 |
6.07 |
0.2390 |
0.0956 |
|
0.138 |
31.0236 |
6.3197 |
6.45 |
0.2539 |
0.1016 |
|
0.132 |
29.6748 |
6.0450 |
6.82 |
0.2685 |
0.1074 |
|
0.127 |
28.5507 |
5.8160 |
7.2 |
0.2835 |
0.1134 |
|
0.121 |
27.2019 |
5.5412 |
7.59 |
0.2988 |
0.1195 |
|
0.121 |
27.2019 |
5.5412 |
7.97 |
0.3138 |
0.1255 |
|
0.121 |
27.2019 |
5.5412 |
8.35 |
0.3287 |
0.1315 |
|
0.121 |
27.2019 |
5.5412 |
8.72 |
0.3433 |
0.1373 |
|
0.121 |
27.2019 |
5.5412 |
9.11 |
0.3587 |
0.1435 |
|
0.121 |
27.2019 |
5.5412 |
9.49 |
0.3736 |
0.1494 |
|
0.121 |
27.2019 |
5.5412 |
9.87 |
0.3886 |
0.1554 |
|
0.116 |
26.0778 |
5.3123 |
10.24 |
0.4031 |
0.1613 |
Figure 26. Shear Stress Vs. Horizontal Displacement (50 pounds)
Table 15. Direct Shear Test (100 pounds)
|
Load (kN) |
Load (lb) |
Shear |
Displacement (mm) |
Displacement (in) |
Strain |
|
0 |
0.0000 |
0.0000 |
0 |
0.0000 |
0.0000 |
|
0.05 |
11.2405 |
2.2898 |
0.08 |
0.0031 |
0.0013 |
|
0.083 |
18.6591 |
3.8010 |
0.15 |
0.0059 |
0.0024 |
|
0.105 |
23.6049 |
4.8085 |
0.23 |
0.0091 |
0.0036 |
|
0.121 |
27.2019 |
5.5412 |
0.3 |
0.0118 |
0.0047 |
|
0.143 |
32.1477 |
6.5487 |
0.38 |
0.0150 |
0.0060 |
|
0.154 |
34.6206 |
7.0525 |
0.45 |
0.0177 |
0.0071 |
|
0.165 |
37.0935 |
7.5562 |
0.53 |
0.0209 |
0.0083 |
|
0.176 |
39.5664 |
8.0600 |
0.6 |
0.0236 |
0.0094 |
|
0.187 |
42.0393 |
8.5637 |
0.68 |
0.0268 |
0.0107 |
|
0.193 |
43.3881 |
8.8385 |
0.75 |
0.0295 |
0.0118 |
|
0.226 |
50.8068 |
10.3497 |
1.13 |
0.0445 |
0.0178 |
|
0.242 |
54.4038 |
11.0825 |
1.51 |
0.0594 |
0.0238 |
|
0.248 |
55.7526 |
11.3572 |
1.89 |
0.0744 |
0.0298 |
|
0.259 |
58.2255 |
11.8610 |
2.26 |
0.0890 |
0.0356 |
|
0.264 |
59.3496 |
12.0900 |
2.65 |
0.1043 |
0.0417 |
|
0.275 |
61.8225 |
12.5937 |
3.03 |
0.1193 |
0.0477 |
|
0.275 |
61.8225 |
12.5937 |
3.41 |
0.1343 |
0.0537 |
|
0.275 |
61.8225 |
12.5937 |
3.78 |
0.1488 |
0.0595 |
|
0.275 |
61.8225 |
12.5937 |
4.17 |
0.1642 |
0.0657 |
|
0.275 |
61.8225 |
12.5937 |
4.55 |
0.1791 |
0.0717 |
|
0.27 |
60.6984 |
12.3647 |
4.93 |
0.1941 |
0.0776 |
|
0.264 |
59.3496 |
12.0900 |
5.3 |
0.2087 |
0.0835 |
|
0.259 |
58.2255 |
11.8610 |
5.69 |
0.2240 |
0.0896 |
|
0.253 |
56.8767 |
11.5862 |
6.07 |
0.2390 |
0.0956 |
Figure 27. Shear Stress Vs. Horizontal Displacement (100 pounds)
Table 16. Direct Shear Data (200 pounds)
Figure 28. Shear Stress Vs. Horizontal Displacement (200 pounds)
Figure 29. Ultimate Shear Strength Vs. Normal Stress
The data below displays what was recorded during the unconfined test.
Table 17. Unconfined Test data
Figure 30. Stress Vs. Strain (Test 1)
Table 18. Unconfined Test data
Figure 31. Stress Vs. Strain (Test 2)
Conclusion
ASU Testing Inc. was contacted by XYZ Inc. to determine if the soil samples strength for FedEx Ground Facility project that is planned for construction in Olive Branch, Mississippi. The results show that the soil samples would be suitable for the upcoming project. This conclusion was reached after using test results.
Reference
Principles of Geotechnical Engineering, 8th edition, Braja M. Das
Soil Mechanics Laboratory Manual, 9th edition, Braja M. Das
APPENDIX A
ASTM Standards
APPENDIX B
Data Sample and
Sample Calculations
0.25 0.5 1 2 4 8 15 30 60 120 0.25409999999999999 0.25409999999999999 0.25409999999999999 0.25409999999999999 0.25409999999999999 0.254 0.254 0.254 0.25390000000000001 0.25140000000000001
Time, min
Reading, in
0 0.5 0.70710678118654757 1 1.4142135623730951 2 2.8284271247461903 3.872983346207417 5.4772255750516612 7.745966692414834 10.954451150103322 0.25409999999999999 0.25409999999999999 0.25409999999999999 0.25409999999999999 0.25409999999999999 0.25409999999999999 0.254 0.254 0.254 0.25390000000000001 0.25140000000000001
√𝑡 〖(𝑚𝑖𝑛〗^0.5)
Reading (in)
0.25 0.5 1 2 4 8 15 30 60 120 0.25119999999999998 0.2515 0.25152999999999998 0.25156000000000001 0.25158000000000003 0.25159999999999999 0.25163000000000002 0.25165999999999999 0.25168000000000001 0.25170999999999999
Time, min
Reading, in
0 0.5 0.70710678118654757 1 1.4142135623730951 2 2.8284271247461903 3.872983346207417 5.4772255750516612 7.745966692414834 10.954451150103322 0.25140000000000001 0.25119999999999998 0.2515 0.25152999999999998 0.25156000000000001 0.25158000000000003 0.25159999999999999 0.25163000000000002 0.25165999999999999 0.25168000000000001 0.25170999999999999
√𝑡 〖(𝑚𝑖𝑛〗^0.5)
Reading (in)
0.25 0.5 1 2 4 8 15 30 60 120 0.26073000000000002 0.26080999999999999 0.26090999999999998 0.26100000000000001 0.2631 0.26721 0.26790000000000003 0.26738000000000001 0.26746999999999999 0.26755000000000001
Time, min
Reading, in
Square Root of Time Graph (2 tsf)
0 0.5 0.70710678118654757 1 1.4142135623730951 2 2.8284271247461903 3.872983346207417 5.4772255750516612 7.745966692414834 10.954451150103322 0.25170999999999999 0.26073000000000002 0.26080999999999999 0.26090999999999998 0.26100000000000001 0.2631 0.26721 0.26790000000000003 0.26738000000000001 0.26746999999999999 0.26755000000000001
√𝑡 〖(𝑚𝑖𝑛〗^0.5)
Reading (in)
0.25 0.5 1 2 4 8 15 30 60 120 240 0.28549999999999998 0.28649999999999998 0.28760000000000002 0.28849999999999998 0.28939999999999999 0.2913 0.29289999999999999 0.29459999999999997 0.29630000000000001 0.29780000000000001 0.2989
Time, min
Reading, in
0 0.5 0.70710678118654757 1 1.4142135623730951 2 2.8284271247461903 3.872983346207417 5.4772255750516612 7.745966692414834 10.954451150103322 15.491933384829668 0.26755000000000001 0.28549999999999998 0.28649999999999998 0.28760000000000002 0.28849999999999998 0.28939999999999999 0.2913 0.29289999999999999 0.29459999999999997 0.29630000000000001 0.29780000000000001 0.2989
√𝑡 〖(𝑚𝑖𝑛〗^0.5)
Reading (in)
0.25 0.5 1 2 4 8 15 30 60 124 0.2979 0.29791000000000001 0.29793999999999998 0.29796 0.29798999999999998 0.29781999999999997 0.29770999999999997 0.29765000000000003 0.29759000000000002 0.29753000000000002
Time, min
Reading, in
0 0.5 0.70710678118654757 1 1.4142135623730951 2 2.8284271247461903 3.872983346207417 5.4772255750516612 7.745966692414834 11.135528725660043 0.2989 0.2979 0.29791000000000001 0.29793999999999998 0.29796 0.29798999999999998 0.29781999999999997 0.29770999999999997 0.29765000000000003 0.29759000000000002 0.29753000000000002
√𝑡 〖(𝑚𝑖𝑛〗^0.5)
Reading (in)
0.25 0.5 1 2 4 8 15 30 60 120 0.28721000000000002 0.28720000000000001 0.28719 0.28714000000000001 0.28709000000000001 0.28709000000000001 0.28703000000000001 0.28693999999999997 0.28683999999999998 0.28071000000000002
Time, min
Reading, in
0 0.5 0.70710678118654757 1 1.4142135623730951 2 2.8284271247461903 3.872983346207417 5.4772255750516612 7.745966692414834 10.954451150103322 0.29753000000000002 0.28721000000000002 0.28720000000000001 0.28719 0.28714000000000001 0.28709000000000001 0.28709000000000001 0.28703000000000001 0.28693999999999997 0.28683999999999998 0.28071000000000002
√𝑡 〖(𝑚𝑖𝑛〗^0.5)
Reading (in)
0.25 0.5 1 2 4 8 15 30 60 0.28670000000000001 0.28670000000000001 0.28720000000000001 0.28739999999999999 0.28770000000000001 0.28789999999999999 0.28820000000000001 0.28889999999999999 0.28870000000000001
Time, min
Reading, in
Square Root of Time Graph (2 tsf)
0 0.5 0.70710678118654757 1 1.4142135623730951 2 2.8284271247461903 3.872983346207417 5.4772255750516612 7.745966692414834 0.28470000000000001 0.28670000000000001 0.28670000000000001 0.28720000000000001 0.28739999999999999 0.28770000000000001 0.28789999999999999 0.28820000000000001 0.28889999999999999 0.28870000000000001
√𝑡 〖(𝑚𝑖𝑛〗^0.5)
Reading (in)
0.25 0.5 1 2 4 8 15 30 60 120 0.29270000000000002 0.29310000000000003 0.29360000000000003 0.29420000000000002 0.2949 0.29580000000000001 0.29659999999999997 0.29759999999999998 0.2984 0.29899999999999999
Time, min
Reading, in
0 0.5 0.70710678118654757 1 1.4142135623730951 2 2.8284271247461903 3.872983346207417 5.4772255750516612 7.745966692414834 10.954451150103322 0.28870000000000001 0.29270000000000002 0.29310000000000003 0.29360000000000003 0.29420000000000002 0.2949 0.29580000000000001 0.29659999999999997 0.29759999999999998 0.2984 0.29899999999999999
√𝑡 〖(𝑚𝑖𝑛〗^0.5)
Reading (in)
0.25 0.5 1 2 4 8 15 30 60 120 0.30499999999999999 0.3075 0.308 0.309 0.31030000000000002 0.31190000000000001 0.31390000000000001 0.31659999999999999 0.31969999999999998 0.32279999999999998
Time, min
Reading, in
0 0.5 0.70710678118654757 1 1.4142135623730951 2 2.8284271247461903 3.872983346207417 5.4772255750516612 7.745966692414834 10.954451150103322 0.29899999999999999 0.30499999999999999 0.3075 0.308 0.309 0.31030000000000002 0.31190000000000001 0.31390000000000001 0.31659999999999999 0.31969999999999998 0.32279999999999998
√𝑡 〖(𝑚𝑖𝑛〗^0.5)
Reading (in)
0.25 0.5 1 2 4 8 15 30 60 120 0.32900000000000001 0.32950000000000002 0.33050000000000002 0.33160000000000001 0.3332 0.33539999999999998 0.3382 0.34239999999999998 0.3483 0.35470000000000002
Time, min
Reading, in
0 0.5 0.70710678118654757 1 1.4142135623730951 2 2.8284271247461903 3.872983346207417 5.4772255750516612 7.745966692414834 10.954451150103322 0.32279999999999998 0.32900000000000001 0.32950000000000002 0.33050000000000002 0.33160000000000001 0.3332 0.33539999999999998 0.3382 0.34239999999999998 0.3483 0.35470000000000002
√𝑡 〖(𝑚𝑖𝑛〗^0.5)
Reading (in)
0.25 0.5 1 2 4 8 15 30 60 120 240 0.3679 0.36080000000000001 0.3609 0.3609 0.36099999999999999 0.36120000000000002 0.36120000000000002 0.3614 0.36170000000000002 0.3604 0.36420000000000002
Time, min
Reading, in
Square Root of Time Graph (24 tsf)
0 0.5 0.70710678118654757 1 1.4142135623730951 2 2.8284271247461903 3.872983346207417 5.4772255750516612 7.745966692414834 10.954451150103322 15.491933384829668 0.35930000000000001 0.3679 0.36080000000000001 0.3609 0.3609 0.36099999999999999 0.36120000000000002 0.36120000000000002 0.3614 0.36170000000000002 0.3604 0.36420000000000002
√𝑡 〖(𝑚𝑖𝑛〗^0.5)
Reading (in)
0.25 0.5 1 2 4 2 1 2 4 8 16 24 0.8846153846153848 0.89110576923076923 0.89036057692307713 0.85228365384615412 0.77399038461538494 0.78021634615384616 0.81105769230769253 0.80144230769230795 0.7766826923076926 0.71947115384615401 0.61538461538461553 0.61995192307692304
Pressure, (tsf)
Void Ratio
0 3.1496079999999999E-3 5.9055149999999992E-3 9.055123E-3 1.1811029999999998E-2 1.4960638E-2 1.7716545E-2 2.0866152999999998E-2 2.3622059999999997E-2 2.6771668000000002E-2 2.9527575E-2 4.4488212999999992E-2 5.9448850999999997E-2 7.4409488999999995E-2 8.8976425999999983E-2 0.10433076499999999 0.11929140299999999 0.13425204099999999 0.14881897799999999 0.16417331699999999 0.17913395499999998 0.19409459299999998 0.20866152999999998 0.22401586900000001 0.238976507 0.25393714499999998 0.26850408199999998 0.28346472 0.298819059 0.31377969699999997 0.32874033499999999 0.343307272 0.35866161099999994 0.37362224900000002 0.38858288699999993 0.40314982399999999 0 0.77851965777144028 1.5112440415563251 2.2897636993277657 2.5187400692605419 2.7935117131798735 3.0224880831126502 3.2972597270319821 3.5262360969647584 3.8010077408840908 4.0299841108168675 4.8085037685883067 5.3122517824404163 5.5412281523731917 5.8159997962925241 5.8159997962925241 5.5412281523731917 5.5412281523731917 5.5412281523731917 5.5412281523731917 6.3197478101446327 6.548724180077409 6.548724180077409 6.548724180077409 6.3197478101446327 6.3197478101446327 6.0449761662253003 5.8159997962925241 5.5412281523731917 5.5412281523731917 5.5412281523731917 5.5412281523731917 5.5412281523731917 5.5412281523731917 5.5412281523731917 5.3122517824404163
Horizontal Displacement (in)
Shear (psi)
0 3.1496079999999999E-3 5.9055149999999992E-3 9.055123E-3 1.1811029999999998E-2 1.4960638E-2 1.7716545E-2 2.0866152999999998E-2 2.3622059999999997E-2 2.6771668000000002E-2 2.9527575E-2 4.4488212999999992E-2 5.9448850999999997E-2 7.4409488999999995E-2 8.8976425999999983E-2 0.10433076499999999 0.11929140299999999 0.13425204099999999 0.14881897799999999 0.16417331699999999 0.17913395499999998 0.19409459299999998 0.20866152999999998 0.22401586900000001 0.238976507 0 2.2897636993277657 3.8010077408840908 4.8085037685883067 5.5412281523731917 6.548724180077409 7.0524721939295167 7.5562202077816263 8.0599682216337349 8.5637162354858418 8.8384878794051751 10.349731920961499 11.082456304746383 11.357227948665717 11.860975962517825 12.089952332450601 12.593700346302711 12.593700346302711 12.593700346302711 12.593700346302711 12.593700346302711 12.364723976369934 12.089952332450601 11.860975962517825 11.586204318598494
Horizontal Displacement (in)
Shear (psi)
200 Pounds
0 1.2598431999999999E-3 2.3622059999999995E-3 3.6220492000000001E-3 4.724411999999999E-3 5.9842552E-3 7.0866180000000003E-3 8.3464611999999987E-3 9.448823999999998E-3 1.0708667200000001E-2 1.181103E-2 1.7795285199999997E-2 2.37795404E-2 2.9763795599999997E-2 3.5590570399999993E-2 4.1732305999999997E-2 4.7716561199999993E-2 5.3700816399999997E-2 5.9527591199999993E-2 6.5669326799999997E-2 7.1653581999999993E-2 7.763783719999999E-2 8.3464611999999994E-2 8.9606347599999997E-2 9.5590602800000007E-2 0.10157485799999999 0.10740163279999999 0.113385888 0.11952762359999999 0.12551187879999998 0.13149613399999999 0.1373229088 0.14346464439999998 0.14944889960000002 0.15543315479999997 0.16125992959999999 0.16740166519999999 0.17338592039999998 0.17937017559999999 0.1851969504 0.19118120560000001 0.19732294119999999 0.2033071964 0.20929145159999996 0.2151182264 0 3.0224880831126502 4.5337321246689761 6.3197478101446327 7.5562202077816263 8.3347398655530647 9.0674642493379523 9.5712122631900591 10.349731920961499 10.853479934813608 11.082456304746383 13.372220004074149 13.601196374006925 15.387212059482584 16.11993644326747 17.127432470971684 17.631180484823794 18.134928498675905 18.409700142595234 18.409700142595234 18.638676512528008 19.646172540232229 20.653668567936442 20.928440211855776 22.164912609492767 22.4396842534121 23.172408637196988 22.4396842534121 23.950928294968428 24.179904664901201 24.454676308820535 24.179904664901201 24.454676308820535 24.454676308820535 24.454676308820535 24.454676308820535 24.179904664901201 24.179904664901201 24.179904664901201 24.179904664901201 24.454676308820535 24.179904664901201 24.454676308820535 23.676156651049094 22.668660623344877
Strain
Shear (psi)
10.18 20.370999999999999 49.741 6.55 12.59 24.45
Normal Stress (psi)
Shear Strength (psi)
0 4.2129565265016031E-2 9.830231895170409E-2 0.15447507263839211 0.21064782632508017 0.25979898580093219 0.31597173948762025 0.37214449317430831 0.42129565265016033 0.47746840633684834 0.53364116002353645 0.79344014582446842 1.0672823200470729 1.3270813058480049 1.5939018858597731 1.8607224658715413 2.1275430458833093 2.4013852201059138 2.6611842059068458 2.9280047859186142 3.1948253659303822 0 0 1.6899909234979089 4.5280664902720789 5.6389403604862718 6.3900445677559592 7.3192973810793145 8.0682054021936178 9.2111369688636309 11.462650183834217 14.463427763127289 26.387513843554132 40.700506645922729 51.390181489452374 59.220481045934434 60.932023606663137 55.940279846291546 43.840135201180999 33.072855883228563 18.307915062274546 15.330802715615565
Strain
Stress ( psi)
0 4.2129565265016031E-2 9.830231895170409E-2 0.15447507263839211 0.21064782632508017 0.25979898580093219 0.31597173948762025 0.37214449317430831 0.42129565265016033 0.47746840633684834 0.53364116002353645 0.79344014582446842 1.0672823200470729 1.3270813058480049 1.5939018858597731 1.8607224658715413 2.1275430458833093 2.4013852201059138 2.6611842059068458 2.9280047859186142 3.1948253659303822 3.4616459459421502 3.7354881201647547 3.9952871059656871 0 0.17988735872904876 0.575316059063118 1.3296703185719596 2.0831754197974761 2.6206362553156461 3.5878908730780958 4.3389015718463453 5.0894219827962468 5.4447588373212534 6.0144947133796647 9.1767132040506247 16.237472467664713 23.475404260212866 30.070686846888957 35.746787182575709 40.440454196185563 43.453723753093669 43.162879712010152 38.083258431067279 36.898454717811106 32.800882615912187 23.630027845839464 19.212372150454001
Strain
Stress (psi)
0.25 0.5 1 2 4 8 15 28.42 60 120 0.25419999999999998 0.25419999999999998 0.25419999999999998 0.25419999999999998 0.25419999999999998 0.25419999999999998 0.25419999999999998 0.25409999999999999
Time, min
Reading, in
0 0.5 0.70710678118654757 1 1.4142135623730951 2 2.8284271247461903 3.872983346207417 5.3310411741047359 7.745966692414834 10.95 0.24510000000000001 0.25419999999999998 0.25419999999999998 0.25419999999999998 0.25419999999999998 0.25419999999999998 0.25419999999999998 0.25419999999999998 0.25409999999999999
√𝑡 〖(𝑚𝑖𝑛〗^0.5)
Reading (in)
34
Load (kN)Load (lb)Shear Displacement (mm)Displacement (in)Strain
00.00000.000000.00000.0000
0.06614.83743.02250.080.00310.0013
0.09922.25614.53370.150.00590.0024
0.13831.02366.31970.230.00910.0036
0.16537.09357.55620.30.01180.0047
0.18240.91528.33470.380.01500.0060
0.19844.51229.06750.450.01770.0071
0.20946.98519.57120.530.02090.0083
0.22650.806810.34970.60.02360.0094
0.23753.279710.85350.680.02680.0107
0.24254.403811.08250.750.02950.0118
0.29265.644213.37221.130.04450.0178
0.29766.768313.60121.510.05940.0238
0.33675.535815.38721.890.07440.0298
0.35279.132816.11992.260.08900.0356
0.37484.078617.12742.650.10430.0417
0.38586.551517.63123.030.11930.0477
0.39689.024418.13493.410.13430.0537
0.40290.373218.40973.780.14880.0595
0.40290.373218.40974.170.16420.0657
0.40791.497318.63874.550.17910.0717
0.42996.443119.64624.930.19410.0776
0.451101.388920.65375.30.20870.0835
0.457102.737720.92845.690.22400.0896
0.484108.807622.16496.070.23900.0956
0.49110.156422.43976.450.25390.1016
0.506113.753423.17246.820.26850.1074
0.49110.156422.43977.20.28350.1134
0.523117.575123.95097.590.29880.1195
0.528118.699224.17997.970.31380.1255
0.534120.048024.45478.350.32870.1315
0.528118.699224.17998.720.34330.1373
0.534120.048024.45479.110.35870.1435
0.534120.048024.45479.490.37360.1494
0.534120.048024.45479.870.38860.1554
0.534120.048024.454710.240.40310.1613
0.528118.699224.179910.630.41850.1674
0.528118.699224.179911.010.43350.1734
0.528118.699224.179911.390.44840.1794
0.528118.699224.179911.760.46300.1852
0.534120.048024.454712.140.47800.1912
0.528118.699224.179912.530.49330.1973
0.534120.048024.454712.910.50830.2033
0.517116.226323.676213.290.52320.2093
0.495111.280522.668713.660.53780.2151
Deformation (mm)Deformation (in)StrainStrain (%)Load (kN)Load (lb)Corrected area (in sq)Stress (psi)
00.000000.00000
0.00000
0.0000.000006.246000.00000
0.060.002360.00042
0.04213
0.0000.000006.248630.00000
0.140.005510.00098
0.09830
0.04710.566076.252151.68999
0.220.008660.00154
0.15448
0.12628.326066.255664.52807
0.30.011810.00211
0.21065
0.15735.295176.259185.63894
0.370.014570.00260
0.25980
0.17840.016186.262276.39004
0.450.017720.00316
0.31597
0.20445.861246.265807.31930
0.530.020870.00372
0.37214
0.22550.582256.269338.06821
0.60.023620.00421
0.42130
0.25757.776176.272439.21114
0.680.026770.00477
0.47747
0.32071.939206.2759711.46265
0.760.029920.00534
0.53364
0.40490.823246.2795114.46343
1.130.044490.00793
0.79344
0.739166.134596.2959526.38751
1.520.059840.01067
1.06728
1.143256.957836.3133840.70051
1.890.074410.01327
1.32708
1.447325.300076.3300051.39018
2.270.089370.01594
1.59390
1.672375.882326.3471759.22048
2.650.104330.01861
1.86072
1.725387.797256.3644260.93202
3.030.119290.02128
2.12754
1.588356.998286.3817855.94028
3.420.134650.02401
2.40139
1.248280.562886.3996843.84014
3.790.149210.02661
2.66118
0.944212.220646.4167633.07286
4.170.164170.02928
2.92800
0.524117.800446.4344018.30792
4.550.179130.03195
3.19483
0.44098.916406.4521315.33080
Deformation (mm)Deformation (in)StrainStrain (%) Load (kN)Load (lb)Corrected are (in sq)Stress (psi)
0.000.000000.000000.000000.0000.000006.246000.00000
0.060.002360.000420.042130.0051.124056.248630.17989
0.140.005510.000980.098300.0163.596966.252150.57532
0.220.008660.001540.154480.0378.317976.255661.32967
0.300.011810.002110.210650.05813.038986.259182.08318
0.370.014570.002600.259800.07316.411136.262272.62064
0.450.017720.003160.315970.10022.481006.265803.58789
0.530.020870.003720.372140.12127.202016.269334.33890
0.600.023620.004210.421300.14231.923026.272435.08942
0.680.026770.004770.477470.15234.171126.275975.44476
0.760.029920.005340.533640.16837.768086.279516.01449
1.130.044490.007930.793440.25757.776176.295959.17671
1.520.059840.010671.067280.456102.513366.3133816.23747
1.890.074410.013271.327080.661148.599416.3300023.47540
2.270.089370.015941.593900.849190.863696.3471730.07069
2.650.104330.018611.860721.012227.507726.3644235.74679
3.030.119290.021282.127541.148258.081886.3817840.44045
3.420.134650.024012.401391.237278.089976.3996843.45372
3.790.149210.026612.661181.232276.965926.4167643.16288
4.170.164170.029282.928001.090245.042906.4344038.08326
4.550.179130.031953.194831.059238.073796.4521336.89845
4.930.194090.034623.461650.944212.220646.4699732.80088
5.320.209450.037353.735490.682153.320426.4883723.63003
5.690.224020.039953.995290.556124.994366.5059319.21237
Test 2
