Southern Illinois Geotechnical Engineering Carbondale Lab Research Report I have a lab report for Soil Mechanics I will attach the lab manual and data for

Southern Illinois Geotechnical Engineering Carbondale Lab Research Report I have a lab report for Soil Mechanics

I will attach the lab manual and data for the experiment. Also I will attach the rubric so please follow it exactly.

The lab is called Consolidation Test ( Page 107).

Please consider the ( Data Sheet ) as your primary results and finish the calculations on it. Also attach any graphs needed in this lab.

About the Bibliography section Please mention three references:

1- The book : Principles of Geotechnical Engineering” by Braja M. Das and Khaled Shoban, Cengage Learning, 2017, 9th Edition.

2- The lap manual : Soil Mechanics Laboratory Manual” by Braja M. Das, Engineering. Press Inc., 2015

3- Third reference of your choice

if you have further questions just ask Height of Ring
Diameter of Ring
Wt of Ring
Wt. of Ring + Wt. of wet sample (Before test)
Wt. of Ring + Wt. of wet sample (After test)
Wt. of Ring + Wt. of dry sample (After test)
Moisture content before the test%
0.736
2.51
68.57
196.1
192.8
175.32
Total deformation
Height of sample after the test
height of the sample after removing the sample
0.0925 in
0.6435 in
0.713 in
Wet weight of sample before the test
Wet weight of sample after the test
DRY weight of sample after the test
Weight of water in the sample after the test
Moisture content after the test %
127.53
124.23
106.75
17.48
Specific Gravity of Soil Solids
in
in
g
g
g
g
g
g
g
g
2.8
Height of Ring
Height of solids in the specimen,Hs
0.736
in
0.4703
inch
Drainage path during consolidation, Hdr
0.2351
inch
t90
Cv=(0.848*Hdr2)/4t90
in2/sec
FOR 100% PRIMARY CONSOLIDATION : CASAGRANDE’S METHOD
Load(P)
D100
ΔH
H=0.736-ΔH
Hv=H-Hs
(tsf)
0.5
1
2
4
8
16
reading
0.00097
0.0043
0.0185
0.0303
0.0452
0.67
inch
0.0007
0.0040
0.0137
0.0117
0.0160
0.0220
inch
inch
4 tsf
Time(min)
0
0.25
0.5
1
2
4
8
15
30
60
120
240
480
1425
Displacement(10-4)
188
228
232
233
239
247
258
268
281
291
297
300
305
305
e=Hv/Hs
secs
960
2535
1500
375
3375
3744.6
Remarks
LOADING
.50 tsf
Time(min)
0
0.25
0.5
1
2
4
8
15
30
60
120
240
480
1275
1440
1 tsf
-4
Time(min)
0
0.25
0.5
1
2
4
8
15
30
60
120
240
480
1350
1440
Displacement(10-4)
188
228
232
233
239
247
258
268
281
291
297
300
305
305
Time(min)
0
0.25
0.5
1
2
4
8
15
30
60
120
240
480
1350
1440
4 tsf
Time(min)
0
0.25
0.5
1
2
4
8
15
30
60
120
240
480
1425
2 tsf
Displacement(10 )
4
4
4
5
5
5
6
6
6
7
9
9
9
11
11
-4
Displacement(10 )
11
27
28
29
32
35
36
39
42
42
43
44
47
49
51
8 tsf
Time(min)
0
0.25
0.5
1
2
4
8
15
30
60
120
240
480
1350
1440
-4
Displacement(10 )
53
113
117
124
131
139
148
156
167
174
180
183
187
187
188
16 tsf
Displacement(10-4)
335
340
346
351
358
370
383
399
419
436
447
455
459
463
465
Time(min)
0
0.25
0.5
1
2
4
8
15
30
60
120
240
480
1290
1440
Displacement(10-4)
465
500
505
512
522
535
554
576
605
636
657
669
676
683
685
Scanned with CamScanner
Scanned with CamScanner
Scanned with CamScanner
SOUTHERN ILLINOIS UNIVERSITY CARBONDALE
DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING
ASSIGNMENT 4: CE423
UNCONFINED COMPRESSION TEST
SUBMITTED BY: SANJEEV REGMI
DATE PERFORMED: 11/06/18
DATE SUBMITTED: 11/13/18
SUBMITTED TO: Dr. SANJEEV KUMAR
Table of Contents
Section
Page No.
Objective & Scope
1
Description
1
List of Equipment, Specimen, & Photographs
1
Procedure
3
Results
4
Graphs and Charts
9
Discussion & Conclusion
11
References
13
Objective & Scope
Objective
The purpose of the Unconfined Compression Test is to determine the unconfined
compressive strength of a cohesive soil sample. This can then be used to calculate the undrained
(with water present) shear strength of a clay or silty soil.
Scope
The main goal of the Unconfined Compression Test is to quickly obtain a measure of the
compressive strength of soils (qu) that possess enough cohesion. This test helps to determine the
unconsolidated and undrained shear strength of soils. In the experiment, the unconfined
compressive strength is the stress at which the specimen will fail due to shear. The compressive
strain will be found as the maximum load applied at failure, or the maximum load achieved at 15%
strain, whichever occurs first during the laboratory. The undrained shear strength, or Su, is
necessary for the determination of load capacity for structure foundations. Furthermore, the scope
of this experiment also includes calculation of dry unit weight of each sample before the test (γd),
Degree of saturation (S) of each sample before the test, Initial tangent modulus of the soil and
Secant modulus of the soil at 25, 50, and 75% of qu.
Description
The Unconfined Compression Test is usually performed on undisturbed samples. This
experiment is relatively simple to perform and usually takes no longer than 15 to 20 minutes once
the sample is available. An undisturbed sample of cohesive soil (silt or clay) is obtained from field
boreholes using a Shelby tube sample extractor. Once the sample is obtained, it can be used
immediately to run the test. If the test is to be done in a later date, then the sample is kept in air
tight bags and dipped in water until the test date arrives. Then, the test may begin, and a slow and
steady load may be applied until failure of the specimen occurs—either by bulging or by vertical
cracks seen in the sample.
This experiment gives a good measure of the shear strength of fine-grained cohesive soils.
In this experiment, 4 undisturbed soil samples from two different boreholes were taken to
determine the unconfined compression strength and calculating undrained shear strength of the
soil. The ASTM designation for the Unconfined Compression Test is ASTM D-2166.
List of Equipment & Photographs
List of Equipment
1. Unconfined Compression Testing Machine (1)
2. Undisturbed Soil Samples with length to diameter ratio being 2-2.5 (4)
3. Specimen Trimmer (1)
4. Evaporating Dish (1)
5. Balance (1)
1
Photographs
Photo 1: Unconfined Testing Machine
Photo 2: Failed Soil Specimen
Note: Photo 1 shows the testing machine used to perform this experiment. The soil
sample was placed between the two plates seen in the picture so that it was secure and the
plate was perpendicular to the height of the soil. This allowed the specimen to be
compressed with only axial loading via the machine.
Note: Photo 2 shows the result of the Unconfined Compression test. One may easily see
that the sample failed due to shear. Cracks and bulging may be seen in the sample.
2
Procedure
This experiment was carried out for 4 different undisturbed samples taken from a Shelby Tube
from two different boreholes.
1. The sample kept in air tight bags and stored in water until test time arrives.
2. The sample is taken out on test day. The top and bottom of the sample is trimmed so that
it can properly fit between the bottom plate and top plate of the testing machine.
3. While trimming it is made sure that the length to diameter ratio of the sample is kept
between 2-2.5.
4. Measure the diameter of the trimmed specimen at the top, bottom, and middle. Then
measure the length in three places. This should be done so that you rotate approximately
120 degrees between each measurement. Record each value and find the average length
and diameter.
5. Place the specimen on the bottom plate of the Testing Machine. Make sure that the
specimen is centered on the plate and that the length of the sample is perpendicular to the
plate of the machine. This allows the load applied during the experiment to be only axial
in nature.
6. Slowly move the bottom plate of the machine in upward direction until the top of the
specimen touches the top plate so that the specimen is secure but not yet carrying any load.
If necessary, zero out any loads that may be showing or any indicators.
7. Turn the machine on and adjust the strain rate (the rate at which the load is applied) to a
desired amount between 0.05%.
8. Record the load at a beginning increment of 0.01 inches of strain, and then continue to
record the load at each 0.01-inch increment following (0.01, 0.02, 0.03 inches, etc.). Once
the strain reaches a value of 0.10 inches, begin taking readings at 0.02 in increments of
strain (1.20, 1.40, 1.60 inches, etc.).
9. Once the load begins to decrease, take an additional 2 to 3 measurements. The decrease in
load indicates that the specimen has failed.
10. Turn off the machine and remove the specimen. Use an evaporating dish to collect a portion
of the sample and determine its moisture content.
3
Results
The following measurements and calculations were done before the start of the tests.
Sample 1
Sample 2
Sample 3
Sample 4
Diameter
(in)
length
(in)
Diameter
(in)
length
(in)
Diameter
(in)
length
(in)
Diameter
(in)
length
(in)
1st read.
2nd read.
3rd read.
2.846
2.886
2.879
4.864
4.884
4.89
2.712
2.709
2.735
5.616
5.651
5.634
2.865
2.869
2.876
5.358
5.341
5.311
2.842
2.862
2.844
5.52
5.531
5.51
Average
2.870
4.879
2.719
5.634
2.870
5.337
2.849
5.520
The tables containing the measurements and calculations from the unconfined compression tests
are shown in the following pages.
4
Unconfined Compression Test Results
DATA SHEET (Sample 1)
Specimen
Deformation,
DL (inches)
Column
(1)
0.00
0.01
0.02
Vertical
Strain, e =
DL/L
Column
(2)
0
0.00204499
0.00408998
Proving
Ring
dial
reading
Column
(3)
0
1
2
Load =
Column (3) x
Calibration
Factor(2.04)(lb)
Column
(4)
0
2.04
4.08
Corrected
Area (Ac)
Column
(5)
6.471
6.484
6.497
Stress =
Column
4/Column 5
Column
(6)
0.000
0.315
0.628
0.03
0.04
0.05
0.06
0.07
0.08
0.09
0.10
0.11
0.12
0.14
0.16
0.18
0.20
0.24
0.28
0.32
0.36
0.40
0.44
0.48
0.00613497
0.00817996
0.01022495
0.01226994
0.01431493
0.01635992
0.01840491
0.0204499
0.02249489
0.02453988
0.02862986
0.03271984
0.03680982
0.0408998
0.04907975
0.05725971
0.06543967
0.07361963
0.08179959
0.08997955
3
4
5
6
7
8
12
16
21
25
34
41
47
53
61
65
69
69
70
70
6.12
8.16
10.2
12.24
14.28
16.32
24.48
32.64
42.84
51
69.36
83.64
95.88
108.12
124.44
132.6
140.76
140.76
142.8
142.8
6.511
6.524
6.538
6.551
6.565
6.578
6.592
6.606
6.620
6.634
6.661
6.690
6.718
6.747
6.805
6.864
6.924
6.985
7.047
7.111
0.940
1.251
1.560
1.868
2.175
2.481
3.714
4.941
6.472
7.688
10.412
12.503
14.272
16.026
18.287
19.319
20.330
20.152
20.263
20.083
Can #
S19
Moisture Content Calculations
Can +
Dry
Can
Dry
Water Weight
Weight
20.5700
58.3100
10.07
37.74
5
Water %
0.27
DATA SHEET (Sample 2)
Specimen
Deformation,
DL (inches)
Column
(1)
0.00
0.01
0.02
Vertical
Strain, e =
DL/L
Column
(2)
0
0.00177504
0.00355009
Proving
Ring
dial
reading
Column
(3)
0
1
2
Load =
Column (3) x
Calibration
Factor(2.04)(lb)
Column
(4)
0
2.04
4.08
Corrected
Area (Ac)
Column
(5)
5.805
5.815
5.826
Stress =
Column
4/Column
5
Column
(6)
0.000
0.351
0.700
0.03
0.04
0.05
0.06
0.07
0.08
0.09
0.10
0.12
0.14
0.16
0.18
0.20
0.24
0.28
0.32
0.36
0.40
0.44
0.48
0.52
0.56
0.60
0.64
0.68
0.00532513
0.00710017
0.00887521
0.01065026
0.0124253
0.01420034
0.01597539
0.01775043
0.02130051
0.0248506
0.02840069
0.03195077
0.03550086
0.04260103
0.0497012
0.05680137
0.06390154
0.07100172
0.07810189
0.08520206
0.09230223
0.0994024
0.10650257
0.11360275
3
4
5
6
7
8
10
11
12
14
15
17
19
21
23
26
28
30
32
34
36
36
33
28
6.12
8.16
10.2
12.24
14.28
16.32
20.4
22.44
24.48
28.56
30.6
34.68
38.76
42.84
46.92
53.04
57.12
61.2
65.28
69.36
73.44
73.44
67.32
57.12
5.836
5.847
5.857
5.867
5.878
5.889
5.899
5.910
5.931
5.953
5.975
5.997
6.019
6.063
6.109
6.155
6.201
6.249
6.297
6.346
6.395
6.446
6.497
6.549
1.049
1.396
1.742
2.086
2.429
2.771
3.458
3.797
4.127
4.798
5.122
5.783
6.440
7.065
7.681
8.618
9.211
9.794
10.367
10.930
11.483
11.394
10.362
8.722
Dry
Weight
Water %
46.59
0.27
Can #
Can
P22
31.3300
Moisture Content Calculations
Can +
Dry
Water Weight
77.9200
12.79
6
DATA SHEET (Sample 3)
Specimen
Deformation,
DL (inches)
Column
(1)
0.00
0.01
0.02
Vertical
Strain, e =
DL/L
Column
(2)
0
0.00187383
0.00374766
Proving
Ring
dial
reading
Column
(3)
0
3
6
Load =
Column (3) x
Calibration
Factor(2.04)(lb)
Column
(4)
0
6.12
12.24
Corrected
Area (Ac)
Column
(5)
6.469
6.481
6.494
Stress =
Column
4/Column
5
Column
(6)
0.000
0.944
1.885
0.03
0.04
0.05
0.06
0.07
0.08
0.09
0.10
0.11
0.12
0.14
0.16
0.18
0.20
0.24
0.28
0.32
0.36
0.00562149
0.00749532
0.00936914
0.01124297
0.0131168
0.01499063
0.01686446
0.01873829
0.02061212
0.02248595
0.0262336
0.02998126
0.03372892
0.03747658
0.04497189
0.05246721
0.05996252
10
14
16
20
22
25
28
29
32
34
38
40
42
43
42
38
34
20.4
28.56
32.64
40.8
44.88
51
57.12
59.16
65.28
69.36
77.52
81.6
85.68
87.72
85.68
77.52
69.36
6.506
6.518
6.530
6.543
6.555
6.568
6.580
6.593
6.605
6.618
6.644
6.669
6.695
6.721
6.774
6.827
6.882
3.136
4.382
4.998
6.236
6.846
7.765
8.681
8.973
9.883
10.480
11.668
12.235
12.797
13.051
12.649
11.354
10.079
Dry
Weight
Water %
34.62
0.21
Can #
Can
P-7
20.8800
Moisture Content Calculations
Can +
Dry
Water Weight
55.5000
7.19
7
DATA SHEET (Sample 4)
Specimen
Deformation,
DL (inches)
Column
(1)
0.00
0.01
0.02
Vertical
Strain, e =
DL/L
Column
(2)
0
0.00181148
0.00362297
Proving
Ring
dial
reading
Column
(3)
0
6
9
Load =
Column (3) x
Calibration
Factor(2.04)(lb)
Column
(4)
0
12.24
18.36
Corrected
Area (Ac)
Column
(5)
6.376
6.388
6.400
Stress =
Column
4/Column
5
Column
(6)
0.000
1.916
2.869
0.03
0.04
0.05
0.06
0.07
0.08
0.09
0.10
0.11
0.12
0.14
0.16
0.18
0.20
0.24
0.28
0.32
0.00543445
0.00724594
0.00905742
0.01086891
0.01268039
0.01449188
0.01630336
0.01811485
0.01992633
0.02173782
0.02536079
0.02898376
0.03260673
0.0362297
0.04347564
0.05072157
13
16
20
24
27
31
34
37
40
41
44
45
39
37
31
24
26.52
32.64
40.8
48.96
55.08
63.24
69.36
75.48
81.6
83.64
89.76
91.8
79.56
75.48
63.24
48.96
6.411
6.423
6.435
6.446
6.458
6.470
6.482
6.494
6.506
6.518
6.542
6.567
6.591
6.616
6.666
6.717
4.136
5.082
6.341
7.595
8.529
9.774
10.700
11.623
12.542
12.832
13.720
13.980
12.070
11.409
9.487
7.289
Dry
Weight
Water %
49.65
0.20
Can #
Can
P-4
20.4900
Moisture Content Calculations
Can +
Dry
Water Weight
70.1400
10.17
8
Additional Calculations
The following calculations to fulfill the additional scope of the experiment were done after
completion of the test.
Specific Gravity
(Gs)
= 2.7
Area
(in2)
Sample
Length
(in)
Volume
(in3)
Weight
(lb)
Moist
Unit
Weight
(lb/in3)
Water
Content
(w)
Dry Unit
Weight
(lb/ft3)
Void
Ratio
1
2
3
6.4707
5.8050
6.4692
4.8793
5.6337
5.3367
31.5729
32.7034
34.5242
2.1640
2.3630
2.5280
0.0685
0.0723
0.0732
0.2668
0.2745
0.2077
93.4908
97.9641
104.7717
0.8021
0.7198
0.6081
0.8982
1.0297
0.9222
4
6.3764
5.5203
35.1999
2.6070
0.0741
0.2048
106.2224
0.5861
0.9436
Graphs and Charts
Legend:
Initial Tangent Modulus
Secant Modulus at 50% of qu
Secant Modulus at 25% of qu
Secant Modulus at 75% of qu
Stress vs Strain Curve(Sample 1)
30.000
25.000
20.000
Stress (lb/in2)
Degree of
Saturation
(Sr)
15.000
10.000
5.000
0.000
0
0.01
0.02
0.03
0.04
0.05
Strain
9
0.06
0.07
0.08
0.09
0.1
Stress vs Strain Curve (Sample 2)
14.000
12.000
Stress (lb/in2)
10.000
8.000
6.000
4.000
2.000
0.000
0
0.02
0.04
0.06
-2.000
0.08
0.1
0.12
Strain
Stress vs Strain Curve (Sample 3)
14.000
12.000
Stress (lb/in2)
10.000
8.000
6.000
4.000
2.000
0.000
0
-2.000
0.01
0.02
0.03
0.04
Strain
10
0.05
0.06
0.07
Stress vs Strain Curve (Sample 4)
16.000
14.000
Stress (lb/in2)
12.000
10.000
8.000
6.000
4.000
2.000
0.000
0
0.01
0.02
0.03
Strain
0.04
0.05
0.06
From the plotted graphs following information can be deduced:
Sample
Unconfined
Compressive
Strength
(lb/in2) (qu)
Undrained
shear strength
(lb/in2) (su)
Initial tangent
Modulus
(lb/in2) (Et)
Secant Modulus (lb/in2)
25% of qu
50% of qu
75% of qu
1
2
3
20.33
11.49
13.05
10.165
5.745
6.525
150
252.5
620
242.0238
239.375
652.5
350.5172
191.5
543.75
390.9615
172.35
489.375
4
14
7
1000
875
777.7778
700
Discussion & Conclusion
Based on the results from the Unconfined Compression Test, the objectives of the
experiment were met. As seen from our Stress v. Strain Graphs the unconfined compressive
strength of the soil samples 1 through 4 were found to be 20.33, 11.49, 13.05 and 14.00 lb/in2
respectively. The undrained shear strength of the soil samples 1 through 4 were calculated to be
10.165, 5.745, 6.525 and 7.00 lb/in2 respectively. The dry unit weight, void ratio and degree of
saturation were also calculated after the completion of the test which are shown in the table in
11
results section. However, the degree of saturation of sample 2 was calculated to be greater than 1
which is an error. The degree of saturation of a soil cannot be more than 1. This error might have
caused due to error in measurement done for moisture content calculation. Based on the results,
Sample 1 to 4 can be classified as: stiff clay, soft clay, medium stiff clay and medium stiff clay
respectively. Test of sample 2 yield in failure by bulging. The initial tangent modulus and secant
modulus at 25%, 50% and 75% of qu were also calculated from the stress vs strain plots for each
sample(tabulated above). These values come in handy during design purposes depending on what
design and analysis is being performed: design of shallow foundations, deep foundations, slope
stability and retaining structures, pavements etc. In each case the importance of each modulus may
vary. Depending on the anticipated loading pattern and settlement pattern appropriate modulus is
used for design purposes. In practice, initial tangent modulus is mostly used.
12
References
Das, Braja M. Soil Mechanics Laboratory Manual. Oxford University Press, 2016.
Sobhan, Khaled, and Braja M. Das. Principles of Geotechnical Engineering. Cengage Learning
2018.
Jean-Louis Briaud, Introduction to Soil Moduli. 2001
Das, Bajra M., Principles of Foundation Engineering. Cengage Learning 2018.
13
SOIL MECHANICS
LABORATORY MANUAL
Sixth Edition
Braja M. Das
Dean, College of Engineering and Computer Science
California State University, Sacramento
New York Oxford
OXFORD UNIVERSITY PRESS
2002
CONTENTS
I.
2.
3.
4.
5.
6.
7.
B.
9.
10. .
II.
12.
13.
14.
15.
16.
17.
lB.
Laboratory Test and Report Preparation
Determination of Water Content 5
Specific Gravity 9
Sieve Analysis
15
Hydrometer Analysis
23
Liquid Limit Test 35
Plastic Limit Test 41
Shrinkage Limit Test 45
Engineering Classification of Soils
51
Constant Head Permeability Test in Sand
69
Falling Head Permeability Test in Sand
75
Standard Proctor Compaction Test 81
Modified Proctor Compaction Test 89
Determination of Field Unit Weight of
Compaction by Sand Cone Method 93
Direct Shear Test on Sand 99
Unconfined Compression Test 109
Consolidation Test
I 17
Triaxial Tests in Clay
129
References
145
Appendices
A. Weight-Volume Relationships· 147
B.
Data Sheets for Laboratory Experiments
151
C. Data Sheets for Preparation of Laborat~ry Reports
215
PREFACE
Since the early 1940’s the study of soil mechanics has made great progress all over the world.
A course in soil mechanics is presently required for undergraduate students in most four- year
civil engineering and civil engineering technology programs. It usually includes some
laboratory procedures that are essential in understanding the properties of soils and their
behavior under stress and strain; the present laboratory manual is prepared for classroom use
by undergraduate students taking such a course.
The procedures and equipment described in this manual are fairly common. For a few
tests such as permeability, direct shear, and unconfined compression, the existing equipment
in a given laboratory may differ slightly. In those cases, it is necessary that the instructor
familiarize students with the operation of the equipment. Triaxial test assemblies are costly,
and the equipment varies widely. For that reason, only general outlines for triaxial tests are
presented.
For each laboratory test procedure described, sample calculation(s) and graph(s) are
inCluded. Also, blank tables for each test are provided at the end of the manual for student
use in the laboratory and in preparing the final report. The accompanying diskette contains
the Soil Mechanics LaboratoryTest Software, a stand-alone program that students can use
to collect and evaluate the data for each of the 18 labs presented in the book. For this new
edition, Microsoft Excel templates have also been provided for those students who prefer
working with this popular spreadsheet program.
Professor William Neuman of the Department of Civil Engineering at California State
University, Sacramento, took inost of the photographs used in this edition. Thanks are due
to Professor Cyrus Aryarti of the Department of Civil Engineering at Califoruia State
UnIversity, Sacramento, for his assistance in …
Purchase answer to see full
attachment