Final Report 2.docx

5/27/2018 Final Report 2.docx

1/22

Laboratory Report #5

Direct Shear Test of Dry Sand

Date

California State University, Fullerton

Civil and Environmental Engineering Department

Soil Mechanics Laboratory


2/22

Laboratory Memorandum

_________________________________________________________________________

From: Ala Twiet, Group 1

To: Pankaj BhattaraiDate:April 26, 2013

Subject: Direct Shear Test of Dry Sand

_________________________________________________________________________

Dear Pankaj Bhattarai

With reference to the subject cited above, Group 01 has conducted the direct shear tests in

Soils Mechanics Laboratory at California State University, Fullerton on 14 April 2014. This test is

performed to determine the consolidated-drained shear strength of a sandy to silty soil. The

shear strength is one of the most important engineering properties of a soil, because it is

required whenever a structure is dependent on the soils shearing resistance. The shear

strength is needed for engineering situations such as determining the stability of slopes or cuts,

finding the bearing capacity for foundations, and calculating the pressure exerted by a soil on a

retaining wall.

The direct shear box with dimension of 100 mm x 100 mm was used in the laboratory. The

experiment was performed with the help of software. The different parameters were recorded

during the experiment i.e. vertical displacement, horizontal displacement etc. These were then

used to calculate the cohesion and angle of friction for soil. Normal stress was applied to the

soil sample with values of 50, 100, 150 and 200 kPa. Then the graphs were plotted among

different parameter to shown the soil behavior.

The peak shear stress are 40.6 kPa ,88.7 kPa, 137.3 kPa, 175.9 kPa against the normal stress of

50 kPa, 100 kPa, 150 kPa and 200 kPa respectively. The cohesion and angle of friction of soil

calculated from the failure envelope are 3 kPa and 42.270.

If you have any question or concern regarding the report, please contact me. Your support for

performing the experiment is highly admired. Thanks

Sincerely,

Ala Twiet


3/22

Calculations: Normal Stress=50 kPa

Data and Results:

Void Ratio CalculationSize of Shear Box 100 mm

Sample Height H 25.4 mm

Sample Area A 10,000 mm2

Sample Volume V 254000 mm3

Mass of Soil Ms 408.2 g

Dry Density 16.08 kN/m3

Specific Gravity Gs 2.65

Water Density 9810 N/m3Void Ratio 0.6169

Table 1: Data and Results for Normal Stress of 50 kPa

HorizontalDeformation

(mm)

VerticalDeformation

(mm)

Force(N)

Shear Stress(kPa)

ShearStrain

0.0000.000

0 0.00 0.000

0.054 -0.001 39 3.90 0.002

0.109 -0.002 54 5.40 0.004

0.155 -0.003 60 6.00 0.006

0.201 -0.004 70 7.00 0.008

0.247 -0.005 75 7.50 0.010

0.295 -0.005 80 8.00 0.012

0.343 -0.005 85 8.50 0.014

0.389 -0.006 91 9.10 0.015

0.435 -0.006 96 9.60 0.017

0.481 -0.006 100 10.00 0.019

0.528 -0.006 106 10.60 0.021

0.574 -0.006 109 10.90 0.023

0.632 -0.007 115 11.50 0.025

0.693 -0.008 122 12.20 0.027

0.750 -0.008 127 12.70 0.030

0.810 -0.009 132 13.20 0.032


4/22

0.868 -0.009 137 13.70 0.034

0.923 -0.010 142 14.20 0.036

0.981 -0.010 149 14.90 0.039

1.037 -0.010 158 15.80 0.041

1.092 -0.010 163 16.30 0.043

1.150 -0.011 168 16.80 0.045

1.206 -0.012 173 17.30 0.047

1.261 -0.014 179 17.90 0.050

1.319 -0.014 184 18.40 0.052

1.375 -0.014 190 19.00 0.054

1.431 -0.014 198 19.80 0.056

1.488 -0.014 204 20.40 0.059

1.545 -0.014 210 21.00 0.061

1.602 -0.016 215 21.50 0.063

1.661 -0.016 220 22.00 0.0651.707 -0.018 225 22.50 0.067

1.764 -0.018 230 23.00 0.069

1.822 -0.018 235 23.50 0.072

1.880 -0.018 241 24.10 0.074

1.941 -0.018 246 24.60 0.076

1.999 -0.018 254 25.40 0.079

2.045 -0.020 256 25.60 0.081

2.103 -0.020 261 26.10 0.083

2.149 -0.021 267 26.70 0.085

2.207 -0.022 267 26.70 0.087

2.266 -0.022 276 27.60 0.089

2.325 -0.022 281 28.10 0.092

2.383 -0.022 284 28.40 0.094

2.440 -0.022 291 29.10 0.096

2.499 -0.023 292 29.20 0.098

2.558 -0.023 298 29.80 0.101

2.617 -0.023 303 30.30 0.103

2.663 -0.023 307 30.70 0.105

2.721 -0.025 309 30.90 0.1072.767 -0.024 313 31.30 0.109

2.813 -0.025 318 31.80 0.111

2.873 -0.026 318 31.80 0.113

2.932 -0.026 323 32.30 0.115

2.991 -0.026 329 32.90 0.118

3.051 -0.026 331 33.10 0.120


5/22

3.097 -0.026 334 33.40 0.122

3.155 -0.027 339 33.90 0.124

3.212 -0.027 344 34.40 0.126

3.259 -0.027 344 34.40 0.128

3.317 -0.027 349 34.90 0.131

3.378 -0.028 351 35.10 0.133

3.435 -0.028 355 35.50 0.135

3.494 -0.029 356 35.60 0.138

3.553 -0.029 360 36.00 0.140

3.612 -0.030 364 36.40 0.142

3.669 -0.030 365 36.50 0.144

3.727 -0.030 366 36.60 0.147

3.785 -0.030 370 37.00 0.149

3.843 -0.030 375 37.50 0.151

3.899 -0.030 377 37.70 0.1533.958 -0.031 380 38.00 0.156

4.015 -0.031 382 38.20 0.158

4.073 -0.031 385 38.50 0.160

4.131 -0.031 386 38.60 0.163

4.188 -0.032 391 39.10 0.165

4.244 -0.031 391 39.10 0.167

4.303 -0.032 396 39.60 0.169

4.361 -0.032 396 39.60 0.172

4.420 -0.032 399 39.90 0.174

4.480 -0.033 401 40.10 0.176

4.539 -0.034 404 40.40 0.179

4.599 -0.033 406 40.60 0.181

4.660 -0.033 406 40.60 0.183

4.718 -0.033 406 40.60 0.186

4.780 -0.033 405 40.50 0.188

4.826 -0.032 401 40.10 0.190

4.885 -0.032 400 40.00 0.192

4.943 -0.032 396 39.60 0.195

5.002 -0.032 396 39.60 0.1975.049 -0.031 396 39.60 0.199

5.107 -0.031 396 39.60 0.201

Sample Shear Stress Calculation


6/22

Secant Friction Angle Calculation

( )

( )


Data and Results:

Void Ratio Calculation

Size of Shear Box 100 mm










(mm)

VerticalDeformation

(mm)

Force(N)

Shear Stress(kPa)

ShearStrain

0.000 0.000 0 0.00 0.000

0.050 -0.001 136 13.60 0.002

0.102 0.000 167 16.70 0.004

0.156 0.000 193 19.30 0.006

0.213 0.000 219 21.90 0.0080.269 0.000 240 24.00 0.011

0.325 0.000 257 25.70 0.013

0.380 0.000 277 27.70 0.015

0.437 0.000 292 29.20 0.017

0.494 0.001 313 31.30 0.019

0.554 0.001 324 32.40 0.022


7/22

0.613 0.001 339 33.90 0.024

0.669 0.002 355 35.50 0.026

0.728 0.003 365 36.50 0.029

0.787 0.003 376 37.60 0.031

0.847 0.003 390 39.00 0.033

0.904 0.003 401 40.10 0.036

0.962 0.004 407 40.70 0.038

1.021 0.004 415 41.50 0.040

1.079 0.004 428 42.80 0.042

1.140 0.004 433 43.30 0.045

1.196 0.004 444 44.40 0.047

1.255 0.004 449 44.90 0.049

1.314 0.004 459 45.90 0.052

1.374 0.004 470 47.00 0.054

1.434 0.006 475 47.50 0.0561.493 0.005 480 48.00 0.059

1.549 0.005 485 48.50 0.061

1.610 0.004 493 49.30 0.063

1.667 0.004 501 50.10 0.066

1.727 0.005 506 50.60 0.068

1.786 0.005 512 51.20 0.070

1.841 0.005 522 52.20 0.072

1.899 0.004 527 52.70 0.075

1.956 0.004 532 53.20 0.077

2.013 0.004 543 54.30 0.079

2.071 0.004 548 54.80 0.082

2.126 0.005 553 55.30 0.084

2.185 0.004 553 55.30 0.086

2.241 0.004 563 56.30 0.088

2.296 0.004 566 56.60 0.090

2.351 0.003 574 57.40 0.093

2.407 0.004 579 57.90 0.095

2.462 0.004 585 58.50 0.097

2.517 0.004 590 59.00 0.0992.572 0.003 595 59.50 0.101

2.628 0.004 600 60.00 0.103

2.683 0.004 606 60.60 0.106

2.738 0.004 611 61.10 0.108

2.793 0.003 616 61.60 0.110

2.851 0.004 618 61.80 0.112


8/22

2.908 0.003 621 62.10 0.114

2.966 0.003 621 62.10 0.117

3.023 0.004 626 62.60 0.119

3.079 0.003 626 62.60 0.121

3.136 0.003 632 63.20 0.123

3.192 0.003 642 64.20 0.126

3.248 0.003 647 64.70 0.128

3.303 0.003 653 65.30 0.130

3.359 0.002 658 65.80 0.132

3.419 0.003 662 66.20 0.135

3.476 0.003 663 66.30 0.137

3.533 0.003 668 66.80 0.139

3.591 0.003 673 67.30 0.141

3.648 0.003 679 67.90 0.144

3.704 0.003 686 68.60 0.1463.762 0.003 689 68.90 0.148

3.822 0.003 698 69.80 0.150

3.880 0.002 700 70.00 0.153

3.939 0.002 705 70.50 0.155

3.997 0.002 710 71.00 0.157

4.056 0.002 710 71.00 0.160

4.116 0.002 715 71.50 0.162

4.176 0.003 715 71.50 0.164

4.235 0.002 720 72.00 0.167

4.296 0.003 726 72.60 0.169

4.358 0.002 726 72.60 0.172

4.417 0.002 731 73.10 0.174

4.476 0.002 736 73.60 0.176

4.540 0.002 741 74.10 0.179

4.600 0.002 745 74.50 0.181

4.660 0.002 752 75.20 0.183

4.723 0.002 752 75.20 0.186

4.783 0.003 761 76.10 0.188

4.844 0.002 762 76.20 0.1914.904 0.002 769 76.90 0.193

4.965 0.002 773 77.30 0.195

5.025 0.002 778 77.80 0.198

5.084 0.003 783 78.30 0.200

5.144 0.002 787 78.70 0.203

5.206 0.002 788 78.80 0.205


9/22

5.267 0.002 794 79.40 0.207

5.326 0.002 799 79.90 0.210

5.388 0.002 804 80.40 0.212

5.450 0.003 804 80.40 0.215

5.509 0.002 809 80.90 0.217

5.573 0.002 811 81.10 0.219

5.633 0.003 814 81.40 0.222

5.696 0.002 820 82.00 0.224

5.756 0.002 825 82.50 0.227

5.818 0.002 829 82.90 0.229

5.884 0.003 830 83.00 0.232

5.942 0.002 835 83.50 0.234

6.004 0.003 835 83.50 0.236

6.065 0.002 840 84.00 0.239

6.129 0.002 842 84.20 0.2416.193 0.002 842 84.20 0.244

6.257 0.003 846 84.60 0.246

6.318 0.003 847 84.70 0.249

6.382 0.003 851 85.10 0.251

6.446 0.002 851 85.10 0.254

6.510 0.002 850 85.00 0.256

6.574 0.003 851 85.10 0.259

6.638 0.002 851 85.10 0.261

6.699 0.002 856 85.60 0.264

6.762 0.002 861 86.10 0.266

6.813 0.003 861 86.10 0.268

6.874 0.003 861 86.10 0.271

6.937 0.003 861 86.10 0.273

7.001 0.003 866 86.60 0.276

7.065 0.003 867 86.70 0.278

7.128 0.003 872 87.20 0.281

7.190 0.003 877 87.70 0.283

7.256 0.003 877 87.70 0.286

7.319 0.002 877 87.70 0.2887.379 0.003 882 88.20 0.291

7.443 0.002 887 88.70 0.293


10/22



( )

()


Data and Results:

Void Ratio Calculation

Size of Shear Box 100 mm







Water Density

9810 N/m3

Void Ratio 0.5970



(mm)

VerticalDeformation

(mm)

Force(N)

Shear Stress(kPa)

ShearStrain

0.000 0.000 0 0.00 0.000

0.046 0.005 131 13.10 0.002

0.093 0.009 177 17.70 0.004

0.146 0.017 261 26.10 0.006

0.193 0.026 324 32.40 0.008

0.245 0.034 372 37.20 0.010

0.303 0.043 418 41.80 0.012


11/22

0.359 0.050 464 46.40 0.014

0.406 0.055 491 49.10 0.016

0.453 0.060 522 52.20 0.018

0.500 0.063 548 54.80 0.020

0.549 0.067 574 57.40 0.022

0.599 0.070 600 60.00 0.024

0.649 0.073 621 62.10 0.026

0.699 0.074 642 64.20 0.028

0.748 0.075 658 65.80 0.029

0.795 0.077 679 67.90 0.031

0.844 0.079 694 69.40 0.033

0.894 0.079 712 71.20 0.035

0.946 0.079 731 73.10 0.037

0.998 0.079 741 74.10 0.039

1.051 0.079 757 75.70 0.0411.101 0.079 773 77.30 0.043

1.151 0.078 788 78.80 0.045

1.205 0.078 799 79.90 0.047

1.258 0.077 809 80.90 0.050

1.309 0.076 820 82.00 0.052

1.363 0.076 830 83.00 0.054

1.417 0.075 840 84.00 0.056

1.470 0.075 850 85.00 0.058

1.523 0.074 861 86.10 0.060

1.577 0.074 872 87.20 0.062

1.627 0.071 889 88.90 0.064

1.680 0.069 903 90.30 0.066

1.731 0.067 915 91.50 0.068

1.784 0.066 924 92.40 0.070

1.834 0.062 940 94.00 0.072

1.888 0.059 945 94.50 0.074

1.938 0.057 955 95.50 0.076

1.989 0.054 966 96.60 0.078

2.042 0.050 971 97.10 0.0802.092 0.046 981 98.10 0.082

2.145 0.044 992 99.20 0.084

2.196 0.041 997 99.70 0.086

2.249 0.038 1008 100.80 0.089

2.299 0.035 1018 101.80 0.091

2.353 0.032 1028 102.80 0.093


12/22

2.403 0.030 1034 103.40 0.095

2.456 0.026 1046 104.60 0.097

2.506 0.023 1055 105.50 0.099

2.560 0.019 1055 105.50 0.101

2.614 0.017 1062 106.20 0.103

2.665 0.014 1072 107.20 0.105

2.717 0.012 1080 108.00 0.107

2.769 0.008 1086 108.60 0.109

2.821 0.005 1095 109.50 0.111

2.875 0.003 1102 110.20 0.113

2.929 0.000 1107 110.70 0.115

2.983 -0.004 1114 111.40 0.117

3.033 -0.007 1122 112.20 0.119

3.086 -0.009 1128 112.80 0.121

3.140 -0.012 1133 113.30 0.1243.193 -0.016 1140 114.00 0.126

3.246 -0.019 1145 114.50 0.128

3.297 -0.021 1153 115.30 0.130

3.351 -0.025 1159 115.90 0.132

3.404 -0.026 1162 116.20 0.134

3.458 -0.029 1169 116.90 0.136

3.512 -0.032 1175 117.50 0.138

3.566 -0.034 1180 118.00 0.140

3.620 -0.037 1184 118.40 0.143

3.674 -0.039 1185 118.50 0.145

3.727 -0.043 1194 119.40 0.147

3.781 -0.045 1195 119.50 0.149

3.835 -0.045 1201 120.10 0.151

3.885 -0.050 1211 121.10 0.153

3.938 -0.052 1211 121.10 0.155

3.993 -0.054 1211 121.10 0.157

4.048 -0.056 1213 121.30 0.159

4.103 -0.057 1216 121.60 0.162

4.154 -0.058 1222 122.20 0.1644.207 -0.058 1227 122.70 0.166

4.258 -0.060 1232 123.20 0.168

4.310 -0.061 1237 123.70 0.170

4.364 -0.061 1242 124.20 0.172

4.418 -0.060 1240 124.00 0.174

4.472 -0.061 1242 124.20 0.176


13/22

4.526 -0.061 1250 125.00 0.178

4.579 -0.061 1253 125.30 0.180

4.629 -0.061 1258 125.80 0.182

4.683 -0.062 1269 126.90 0.184

4.737 -0.065 1271 127.10 0.186

4.788 -0.065 1279 127.90 0.189

4.840 -0.066 1284 128.40 0.191

4.894 -0.068 1292 129.20 0.193

4.947 -0.069 1295 129.50 0.195

4.999 -0.069 1300 130.00 0.197

5.053 -0.070 1305 130.50 0.199

5.109 -0.070 1305 130.50 0.201

5.162 -0.071 1310 131.00 0.203

5.216 -0.072 1310 131.00 0.205

5.270 -0.074 1316 131.60 0.2075.328 -0.074 1316 131.60 0.210

5.382 -0.074 1316 131.60 0.212

5.436 -0.074 1316 131.60 0.214

5.492 -0.072 1320 132.00 0.216

5.545 -0.070 1316 131.60 0.218

5.599 -0.070 1321 132.10 0.220

5.653 -0.070 1329 132.90 0.223

5.708 -0.069 1331 133.10 0.225

5.764 -0.069 1331 133.10 0.227

5.822 -0.069 1333 133.30 0.229

5.876 -0.069 1336 133.60 0.231

5.930 -0.069 1342 134.20 0.233

5.987 -0.069 1342 134.20 0.236

6.041 -0.070 1347 134.70 0.238

6.098 -0.070 1347 134.70 0.240

6.159 -0.068 1346 134.60 0.242

6.213 -0.066 1347 134.70 0.245

6.270 -0.066 1347 134.70 0.247

6.324 -0.065 1352 135.20 0.2496.381 -0.065 1357 135.70 0.251

6.436 -0.066 1361 136.10 0.253

6.493 -0.065 1359 135.90 0.256

6.551 -0.065 1363 136.30 0.258

6.608 -0.063 1364 136.40 0.260

6.662 -0.062 1368 136.80 0.262


14/22

6.718 -0.062 1369 136.90 0.264

6.774 -0.059 1372 137.20 0.267

6.831 -0.058 1373 137.30 0.269

6.884 -0.058 1383 138.30 0.271

6.942 -0.057 1378 137.80 0.273

6.999 -0.056 1378 137.80 0.276

7.056 -0.054 1378 137.80 0.278

7.114 -0.053 1373 137.30 0.280

7.172 -0.050 1373 137.30 0.282

7.226 -0.050 1378 137.80 0.284

7.272 -0.049 1372 137.20 0.286

7.329 -0.045 1369 136.90 0.289

7.385 -0.045 1373 137.30 0.291

7.441 -0.041 1372 137.20 0.293

7.494 -0.041 1373 137.30 0.2957.551 -0.040 1378 137.80 0.297

7.605 -0.039 1378 137.80 0.299

7.663 -0.038 1378 137.80 0.302

7.716 -0.037 1378 137.80 0.304

7.774 -0.036 1378 137.80 0.306

7.831 -0.034 1378 137.80 0.308

7.886 -0.033 1378 137.80 0.310

7.941 -0.030 1378 137.80 0.313



( )

( )


15/22


Data and Results:

Void Ratio CalculationSize of Shear Box 100 mm










(mm)

VerticalDeformation

(mm)

Force(N)

Shear Stress(kPa)

ShearStrain

0.014 0.000 140 14.00 0.0010.072 -0.001 329 32.90 0.003

0.125 0.000 402 40.20 0.005

0.184 0.000 465 46.50 0.007

0.234 0.000 512 51.20 0.009

0.286 -0.001 558 55.80 0.011

0.339 0.000 595 59.50 0.013

0.392 0.000 637 63.70 0.015

0.447 0.000 667 66.70 0.018

0.502 -0.001 700 70.00 0.020

0.558 0.000 726 72.60 0.022

0.614 0.000 756 75.60 0.024

0.669 -0.001 783 78.30 0.026

0.727 0.000 809 80.90 0.029

0.782 0.000 835 83.50 0.031

0.840 -0.001 856 85.60 0.033

0.899 -0.001 872 87.20 0.035


16/22

0.953 -0.001 898 89.80 0.038

1.011 0.000 921 92.10 0.040

1.068 -0.001 942 94.20 0.042

1.123 0.000 966 96.60 0.044

1.179 0.000 987 98.70 0.046

1.237 0.000 1005 100.50 0.049

1.292 0.000 1023 102.30 0.051

1.350 0.000 1039 103.90 0.053

1.405 0.000 1059 105.90 0.055

1.461 0.000 1075 107.50 0.058

1.518 0.000 1091 109.10 0.060

1.572 0.000 1107 110.70 0.062

1.631 0.000 1117 111.70 0.064

1.685 0.000 1130 113.00 0.066

1.739 0.000 1143 114.30 0.0681.795 -0.001 1159 115.90 0.071

1.849 -0.001 1175 117.50 0.073

1.906 0.000 1190 119.00 0.075

1.960 0.000 1201 120.10 0.077

2.015 0.000 1211 121.10 0.079

2.070 -0.001 1221 122.10 0.081

2.124 0.000 1232 123.20 0.084

2.178 0.000 1244 124.40 0.086

2.232 -0.001 1257 125.70 0.088

2.287 0.000 1263 126.30 0.090

2.341 -0.001 1273 127.30 0.092

2.396 0.000 1283 128.30 0.094

2.450 0.000 1291 129.10 0.096

2.505 0.000 1300 130.00 0.099

2.559 0.000 1310 131.00 0.101

2.615 0.000 1321 132.10 0.103

2.672 0.000 1331 133.10 0.105

2.726 -0.001 1336 133.60 0.107

2.781 -0.001 1347 134.70 0.1092.837 0.000 1356 135.60 0.112

2.894 -0.001 1363 136.30 0.114

2.948 -0.001 1373 137.30 0.116

3.002 0.000 1383 138.30 0.118

3.061 0.000 1383 138.30 0.120

3.120 0.000 1389 138.90 0.123


17/22

3.173 0.000 1396 139.60 0.125

3.232 -0.001 1404 140.40 0.127

3.291 -0.001 1410 141.00 0.130

3.345 -0.001 1419 141.90 0.132

3.404 -0.001 1424 142.40 0.134

3.462 0.000 1430 143.00 0.136

3.517 -0.001 1441 144.10 0.138

3.575 -0.001 1451 145.10 0.141

3.633 -0.001 1456 145.60 0.143

3.692 -0.001 1467 146.70 0.145

3.751 0.000 1477 147.70 0.148

3.809 -0.001 1483 148.30 0.150

3.869 -0.001 1483 148.30 0.152

3.930 -0.001 1492 149.20 0.155

3.988 -0.001 1498 149.80 0.1574.045 -0.001 1508 150.80 0.159

4.103 0.000 1514 151.40 0.162

4.160 -0.001 1524 152.40 0.164

4.220 -0.001 1530 153.00 0.166

4.280 -0.001 1535 153.50 0.168

4.340 -0.001 1542 154.20 0.171

4.398 -0.001 1550 155.00 0.173

4.457 -0.001 1557 155.70 0.175

4.516 -0.001 1562 156.20 0.178

4.574 0.000 1569 156.90 0.180

4.633 -0.001 1577 157.70 0.182

4.691 0.000 1582 158.20 0.185

4.750 -0.001 1587 158.70 0.187

4.809 0.000 1592 159.20 0.189

4.867 -0.001 1603 160.30 0.192

4.925 -0.001 1608 160.80 0.194

4.984 0.000 1613 161.30 0.196

5.043 -0.001 1618 161.80 0.199

5.101 0.000 1624 162.40 0.2015.160 -0.001 1629 162.90 0.203

5.218 -0.001 1634 163.40 0.205

5.277 0.000 1642 164.20 0.208

5.336 0.000 1649 164.90 0.210

5.395 -0.001 1654 165.40 0.212

5.457 -0.001 1660 166.00 0.215


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5.515 -0.001 1671 167.10 0.217

5.574 -0.001 1676 167.60 0.219

5.636 0.000 1681 168.10 0.222

5.696 0.000 1686 168.60 0.224

5.757 -0.001 1693 169.30 0.227

5.819 -0.001 1699 169.90 0.229

5.882 0.000 1697 169.70 0.232

5.942 -0.001 1703 170.30 0.234

5.999 -0.001 1707 170.70 0.236

6.062 0.000 1709 170.90 0.239

6.120 -0.001 1716 171.60 0.241

6.183 -0.001 1723 172.30 0.243

6.244 0.000 1728 172.80 0.246

6.305 0.000 1733 173.30 0.248

6.367 0.000 1738 173.80 0.2516.429 -0.001 1738 173.80 0.253

6.490 -0.001 1738 173.80 0.256

6.551 -0.001 1738 173.80 0.258

6.614 0.000 1738 173.80 0.260

6.676 0.000 1738 173.80 0.263

6.740 -0.001 1738 173.80 0.265

6.801 -0.001 1744 174.40 0.268

6.860 -0.001 1749 174.90 0.270

6.923 0.000 1753 175.30 0.273

6.985 0.000 1754 175.40 0.275

7.048 0.000 1754 175.40 0.277

7.107 0.000 1759 175.90 0.280

7.169 0.000 1759 175.90 0.282

7.229 -0.001 1761 176.10 0.285

7.287 0.000 1754 175.40 0.287



( )

( )


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Figure 1: Shear Stress versus Horizontal Displacement


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Figure 2: Shear Stress versus Shear Strain

Figure 3: Vertical Displacement versus Horizontal Displacement


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Figure 4: Normal Stress versus Shear Stress

Therefore, Cohesion , c= 3 kPa

Average friction angle , = tan-1

(.909) = 42.27

Conclusion:

In this laboratory, a direct shear device is used to determine the shear strength of a

cohesionless soil (i.e. angle of internal friction ). This shear strength is needed for

engineering situations such as determining the stability of slopes or cuts, finding the

bearing capacity for foundations, and calculating the pressure exerted by a soil on a

retaining wall.

The cohesion and friction is calculated through the graphs between the normal stress

and shear stress. The results show the peak shear stresses are 40.6 kPa, 88.7 kPa,

137.3kPa and 175.9 kPa with secant friction angles of 39.08o, 42.57o, 42.47o and 41.33o

from the normal stresses of 50 kPa, 100kPa, 150kPa, and 200 kPa respectively. The

average secant friction angle is 42.27o which shows that the soil test was dense and

loose sand, thus direct shear test is one of the oldest strength tests for soils.


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