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1. DirectShearTest
Jan. 6, 2022 • 2likes • 659views
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Student at IIT Delhi
Method for determination of shear strength of soil (Badarpur Sand) with a maximum
particle size of 4.75 mm in drained conditions using Direct Shear Test apparatus.
It is a Floating Box type test in which upper half box is floating due to application of
vertical loading resulting in lateral confinement thus generating sufficient friction which
holds the upper half of shear box.
In the shear box test, the specimen is not failing along its weakest plane but along a
predetermined or induced failure plane i.e. horizontal plane separating the two halves of
the shear box. This is the main drawback of this test.
Moreover, during loading, the state of stress cannot be evaluated. It can be evaluated only
at failure condition. Also, failure is progressive.
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Direct Shear Test
1. 1DepartmentofCivilEngineering, IIT Delhi Submitted By: Abhinav Kumar Disclaimer: This presentation is for educational purposes only. Opinions or points of view expressed in
this presentation represent the view of the presenter, and does not necessarily represent the official position or policies of IIT Delhi. Nothing in this presentation constitutes legal
advice. The individuals appearing in this presentation, if any, are depicted for illustrative purposes only and are presumed innocent until proven guilty in a court of law. Under no
circumstance shall we have any liability to you for any loss or damage of any kind incurred as a result of the use of the data or reliance on any information provided. Your use of the
document and your reliance on any information is solely at your own risk Soil Engineering Lab REPORT TITLE (06) Direct Shear Test
2. 2Objective:Methodfordetermination of shear strength of soil (Badarpur Sand) with a maximum particle size of 4.75 mm in drained conditions using Direct Shear Test
apparatus. Apparatus: 1. Direct Shear Test Apparatus- Loading Frame, Weights, Proving Ring, Micrometer Dial Gauge, Sample Trimmer or Core Cutter, Stop Watch, Balance, Spatula,
Straight Edge, Shear box grid plates, porous stones, base plates, loading pad and water jacket shall conform to IS: 11229-1985. (a) Upper and lower parts of shear box coupled
together with two pins. (b) Grid plates - 2 pairs (c) Stone plates (d) 4 Base plate (e) Top plate (f) Loading pad, and the balance of 1 kg capacity, sensitive to 0.1 g. 2. Weights - for
providing the required normal loads. Testing methods and Procedures: 1. Specimen Preparation (Remoulded) Cohesionless soil (Badarpur Sand) with relative density 70% was
tamped in the shear box itself with the base plate and grid plate or porous stone as required in place at the bottom of the box. 2. Undisturbed Specimen -Specimens of required size
shall be prepared from the undisturbed specimen collected from field in accordance with IS: 2720 (Part 1)-1983. 3. Consolidated Drained Test-The shear box with sample and
perforated grid plates and porous stones was fitted into the load frame. After application of normal stress which is done in increments [ IS: 2720 (Part 15)-1986, the sample was
allowed to consolidate. When the consolidation has completely occurred, the shear test should be done at such a slow rate that at least 95 percent pore pressure dissipation occurs
during the test in this calculated time factor. At the end of the test, the specimen should be removed from the box and the final moisture content measured. A minimum of three
(preferably four) tests were made on separate specimens of the same density at different normal stresses. Shear Box Assembly
3. 34.Straincontrolleddirect shear machine consists of shear box, soil container, loading unit, proving ring, dial gauge to measure shear deformation and vertical deformation. A
proving ring is used to indicate the shear load taken by the soil along the shearing plane. Calculations: 1. From the calibration chart of the proving-ring, the loads corresponding to
the load dial readings obtained during the test was calculated. The loads so obtained divided by the corrected cross-sectional area of the specimen gives the shear stress in the
sample. The corrected cross-sectional area shall be calculated from the following equation: Corrected Area (Ac) = Ao(1 - (δ/3)) where, Ao = initial area of the specimen in cm2 and δ =
displacement in cm. 2. The longitudinal displacement at a particular load was either noted directly from the strain dial readings or calculated as the product of the corresponding
time reading and the strain rate, allowing for the compression of the proving-ring, where applicable. The stress longitudinal displacement readings were plotted and the maximum
stress and corresponding longitudinal displacement together with the normal load applied during the test recorded. 3. The maximum shear stress and the corresponding
longitudinal displacement and applied normal stress were recorded for each test and the results were presented in the form of a graph in which the applied normal stress is plotted
as abscissa and the maximum shearing stress is plotted as ordinate to the same scale. The angle which the resulting straight line makes with the horizontal axis and the intercept
which the straight line makes with the vertical axis shall be reported as the angle of shearing resistance and cohesion intercept respectively. 4. i. Shear Stress = (Proving ring reading
x Proving ring constant)/Acorrected ii. Horizontal displacement = (Horizontal dial gauge reading) x (Least count of horizontal dial gauge) iii. Vertical displacement = (Vertical dial
gauge reading) x (Least count of vertical dial gauge) 5. Shear stress at failure needs to be calculated for all three tests performed at three different normal stresses to plot the failure
envelope.
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11. 4. 4Load(kN)Comp.Division000.31410.6282 0.9 425 1.2 567 1.5 712 1.8 856 2.1 1002 2.4 1145 2.7 1291 3 1438 Direct Shear Test Assembly 0 200 400 600 800 1000 1200 1400 1600
0 1 2 3 4 Comp. Division Load (kN) Calibration for Proving Ring No- 15927 Proving Ring Loading Yoke Counter Weight Vertical Dial Gauge Lever Arm Holding Screw Horizontal Dial
Gauge Frame Motor
5. 5DataTableDIRECTSHEARTEST Soil Weight 160 gm Proving Ring No. 15927 Length (L) 60 mm Width (B) 59.90 mm Normal Load (kN): 0.17970 Least Count of Height (h1) 36.5
mm Normal Stress (kPa): 50 PR (mm) 0.002 h2 9.2425 mm Soil Type : Badarpur Sand VDG (mm) 0.002 Sample Thickness (H) 27.26 mm Density(gm/cc) 1.633 HDG (mm) 0.002 Vertical
Dial Guage Horizontal Dial Guage Proving Ring Reading Horizontal displ. (mm) Vertical displ. (mm) Cummulative Divisions of PR SF (kN) Shear Stress (KPa) 15.00 0.00 0.00 0.00 0.000
0.00 0.00 0.000 0.000 0.0000 15.03 25.00 11.00 0.05 -0.006 11.00 0.02 6.512 0.130 -0.0002 15.05 50.00 20.00 0.10 -0.010 20.00 0.04 11.860 0.237 -0.0004 15.04 75.00 28.00 0.15 -0.008
28.00 0.06 16.632 0.332 -0.0003 15.03 100.00 33.00 0.20 -0.006 33.00 0.07 19.634 0.391 -0.0002 15.01 125.00 38.00 0.25 -0.002 38.00 0.08 22.647 0.450 -0.0001 14.99 150.00 42.00 0.30
0.002 42.00 0.09 25.073 0.497 0.0001 14.98 175.00 46.00 0.35 0.004 46.00 0.10 27.508 0.545 0.0001 14.95 200.00 50.00 0.40 0.010 50.00 0.11 29.950 0.592 0.0004 14.93 225.00 53.00 0.45
0.014 53.00 0.11 31.801 0.628 0.0005 14.88 250.00 56.00 0.50 0.024 56.00 0.12 33.658 0.663 0.0009 14.84 275.00 58.00 0.55 0.032 58.00 0.12 34.919 0.687 0.0012 14.80 300.00 61.00 0.60
0.040 61.00 0.13 36.788 0.722 0.0015 14.75 325.00 63.00 0.65 0.050 63.00 0.13 38.059 0.746 0.0018 14.71 350.00 65.00 0.70 0.058 65.00 0.14 39.334 0.770 0.0021 14.65 375.00 67.00 0.75
0.070 67.00 0.14 40.613 0.793 0.0026 14.58 400.00 68.00 0.80 0.084 68.00 0.14 41.290 0.805 0.0031 14.52 425.00 70.00 0.85 0.096 70.00 0.15 42.578 0.829 0.0035 14.47 450.00 72.00 0.90
0.106 72.00 0.15 43.869 0.852 0.0039 14.40 475.00 73.00 0.95 0.120 73.00 0.16 44.555 0.864 0.0044 14.33 500.00 74.00 1.00 0.134 74.00 0.16 45.243 0.876 0.0049 14.26 525.00 76.00 1.05
0.148 76.00 0.16 46.546 0.900 0.0054 14.20 550.00 77.00 1.10 0.160 77.00 0.16 47.240 0.912 0.0059 14.13 575.00 78.00 1.15 0.174 78.00 0.17 47.937 0.924 0.0064 14.05 600.00 78.00 1.20
0.190 78.00 0.17 48.020 0.924 0.0070 13.99 625.00 79.00 1.25 0.202 79.00 0.17 48.720 0.935 0.0074 13.93 650.00 80.00 1.30 0.214 80.00 0.17 49.423 0.947 0.0079 13.85 675.00 80.00 1.35
0.230 80.00 0.17 49.509 0.947 0.0084
6. 613.78700.0080.001.40 0.244 80.00 0.17 49.596 0.947 0.0090 13.71 725.00 81.00 1.45 0.258 81.00 0.17 50.304 0.959 0.0095 13.64 750.00 81.00 1.50 0.272 81.00 0.17 50.392 0.959
0.0100 13.56 775.00 82.00 1.55 0.288 82.00 0.17 51.104 0.971 0.0106 13.47 800.00 82.00 1.60 0.306 82.00 0.17 51.194 0.971 0.0112 13.42 825.00 83.00 1.65 0.316 83.00 0.18 51.909 0.983
0.0116 13.32 850.00 84.00 1.70 0.336 84.00 0.18 52.628 0.995 0.0123 13.26 875.00 84.00 1.75 0.348 84.00 0.18 52.721 0.995 0.0128 13.18 900.00 84.00 1.80 0.364 84.00 0.18 52.814 0.995
0.0134 13.14 925.00 85.00 1.85 0.372 85.00 0.18 53.538 1.006 0.0136 13.07 950.00 84.00 1.90 0.386 84.00 0.18 53.002 0.995 0.0142 13.00 975.00 84.00 1.95 0.400 84.00 0.18 53.097 0.995
0.0147 12.95 1000.00 84.00 2.00 0.410 84.00 0.18 53.191 0.995 0.0150 12.87 1025.00 84.00 2.05 0.426 84.00 0.18 53.287 0.995 0.0156 12.81 1050.00 84.00 2.10 0.438 84.00 0.18 53.382
0.995 0.0161 12.76 1075.00 84.00 2.15 0.448 84.00 0.18 53.478 0.995 0.0164 12.69 1100.00 83.00 2.20 0.462 83.00 0.18 52.936 0.983 0.0169 12.65 1125.00 83.00 2.25 0.470 83.00 0.18
53.032 0.983 0.0172 12.55 1150.00 82.00 2.30 0.490 82.00 0.17 52.487 0.971 0.0180 12.53 1175.00 83.00 2.35 0.494 83.00 0.18 53.224 0.983 0.0181 12.45 1200.00 81.00 2.40 0.510 81.00
0.17 52.035 0.959 0.0187 12.38 1225.00 82.00 2.45 0.524 82.00 0.17 52.773 0.971 0.0192 12.32 1250.00 81.00 2.50 0.536 81.00 0.17 52.224 0.959 0.0197 12.25 1275.00 81.00 2.55 0.550
81.00 0.17 52.319 0.959 0.0202 12.19 1300.00 81.00 2.60 0.562 81.00 0.17 52.415 0.959 0.0206 12.13 1325.00 81.00 2.65 0.574 81.00 0.17 52.511 0.959 0.0211 12.07 1350.00 80.00 2.70
0.586 80.00 0.17 51.957 0.947 0.0215 12.02 1375.00 80.00 2.75 0.596 80.00 0.17 52.053 0.947 0.0219 11.97 1400.00 80.00 2.80 0.606 80.00 0.17 52.149 0.947 0.0222
7. 7SoilWeight160gmProvingRing No. 15927 Length (L) 60 mm Width (B) 59.90 mm Normal Load (kN): 0.35940 Least Count of Height (h1) 36.5 mm Normal Stress (kPa): 100 PR
(mm) 0.002 h2 9.2425 mm Soil Type : Badarpur Sand VDG (mm) 0.002 Sample Thickness (H) 27.26 mm Density(gm/cc) 1.633 HDG (mm) 0.002 Vertical Dial Guage Horizontal Dial
Guage Proving Ring Reading Horizontal displ. (mm) Vertical displacement (mm) Cummulative Divisions of PR SF (kN) Shear Stress (KPa) 20.00 0.00 0.00 0.00 0.000 0.00 0.00 0.000
0.000 0.0000 20.01 25.00 18.00 0.05 -0.002 18.00 0.04 10.656 0.107 -0.0001 20.02 50.00 32.00 0.10 -0.004 32.00 0.07 18.976 0.189 -0.0001 20.03 75.00 44.00 0.15 -0.006 44.00 0.09 26.135
0.260 -0.0002 20.05 100.00 55.00 0.20 -0.010 55.00 0.12 32.724 0.326 -0.0004 20.05 125.00 64.00 0.25 -0.010 64.00 0.14 38.143 0.379 -0.0004 20.05 150.00 72.00 0.30 -0.010 72.00 0.15
42.983 0.426 -0.0004 20.05 175.00 79.00 0.35 -0.010 79.00 0.17 47.241 0.468 -0.0004 20.05 200.00 86.00 0.40 -0.010 86.00 0.18 51.514 0.509 -0.0004 20.05 225.00 92.00 0.45 -0.010 92.00
0.20 55.202 0.545 -0.0004 20.05 250.00 96.00 0.50 -0.010 96.00 0.20 57.699 0.568 -0.0004 20.05 275.00 101.00 0.55 -0.010 101.00 0.21 60.807 0.598 -0.0004 20.05 300.00 104.00 0.60
-0.010 104.00 0.22 62.720 0.616 -0.0004 20.04 325.00 108.00 0.65 -0.008 108.00 0.23 65.243 0.639 -0.0003 20.03 350.00 111.00 0.70 -0.006 111.00 0.24 67.170 0.657 -0.0002 20.01 375.00
112.00 0.75 -0.002 112.00 0.24 67.891 0.663 -0.0001 19.98 400.00 116.00 0.80 0.004 116.00 0.25 70.436 0.687 0.0001 19.96 425.00 118.00 0.85 0.008 118.00 0.25 71.774 0.699 0.0003
19.93 450.00 120.00 0.90 0.014 120.00 0.26 73.115 0.710 0.0005 19.91 475.00 124.00 0.95 0.018 124.00 0.26 75.683 0.734 0.0007 19.87 500.00 125.00 1.00 0.026 125.00 0.27 76.425 0.740
0.0010 19.84 525.00 127.00 1.05 0.032 127.00 0.27 77.781 0.752 0.0012 19.80 550.00 128.00 1.10 0.040 128.00 0.27 78.530 0.758 0.0015 19.77 575.00 129.00 1.15 0.046 129.00 0.27
79.280 0.764 0.0017 19.73 600.00 130.00 1.20 0.054 130.00 0.28 80.033 0.770 0.0020 19.68 625.00 133.00 1.25 0.064 133.00 0.28 82.023 0.787 0.0023 19.65 650.00 134.00 1.30 0.070
134.00 0.29 82.784 0.793 0.0026 19.60 675.00 137.00 1.35 0.080 137.00 0.29 84.785 0.811 0.0029 19.57 700.00 138.00 1.40 0.086 138.00 0.29 85.553 0.817 0.0032 19.53 725.00 140.00
1.45 0.094 140.00 0.30 86.945 0.829 0.0034 19.50 750.00 140.00 1.50 0.100 140.00 0.30 87.097 0.829 0.0037
8. 819.45775.00141.001.55 0.110 141.00 0.30 87.873 0.835 0.0040 19.41 800.00 142.00 1.60 0.118 142.00 0.30 88.652 0.841 0.0043 19.35 825.00 143.00 1.65 0.130 143.00 0.30 89.434
0.847 0.0048 19.32 850.00 143.00 1.70 0.136 143.00 0.30 89.592 0.847 0.0050 19.28 875.00 143.00 1.75 0.144 143.00 0.30 89.751 0.847 0.0053 19.24 900.00 143.00 1.80 0.152 143.00 0.30
89.910 0.847 0.0056 19.19 925.00 143.00 1.85 0.162 143.00 0.30 90.070 0.847 0.0059 19.16 950.00 144.00 1.90 0.168 144.00 0.31 90.861 0.852 0.0062 19.11 975.00 144.00 1.95 0.178
144.00 0.31 91.023 0.852 0.0065 19.06 1000.00 144.00 2.00 0.188 144.00 0.31 91.185 0.852 0.0069 19.02 1025.00 143.00 2.05 0.196 143.00 0.30 90.714 0.847 0.0072 18.97 1050.00 144.00
2.10 0.206 144.00 0.31 91.512 0.852 0.0076 18.92 1075.00 142.00 2.15 0.216 142.00 0.30 90.403 0.841 0.0079 18.89 1100.00 142.00 2.20 0.222 142.00 0.30 90.566 0.841 0.0081 18.84
1125.00 142.00 2.25 0.232 142.00 0.30 90.729 0.841 0.0085 18.81 1150.00 142.00 2.30 0.238 142.00 0.30 90.893 0.841 0.0087 18.76 1175.00 141.00 2.35 0.248 141.00 0.30 90.416 0.835
0.0091 18.72 1200.00 141.00 2.40 0.256 141.00 0.30 90.580 0.835 0.0094 18.69 1225.00 139.00 2.45 0.262 139.00 0.30 89.457 0.823 0.0096 18.67 1250.00 137.00 2.50 0.266 137.00 0.29
88.330 0.811 0.0098 18.60 1275.00 136.00 2.55 0.280 136.00 0.29 87.845 0.805 0.0103 18.59 1300.00 135.00 2.60 0.282 135.00 0.29 87.358 0.799 0.0103 18.55 1325.00 135.00 2.65 0.290
135.00 0.29 87.518 0.799 0.0106 18.52 1350.00 134.00 2.70 0.296 134.00 0.29 87.029 0.793 0.0109 18.50 1375.00 133.00 2.75 0.300 133.00 0.28 86.538 0.787 0.0110 18.45 1400.00 130.00
2.80 0.310 130.00 0.28 84.741 0.770 0.0114
9. 9SoilWeight160gmProvingRing No. 15927 Length (L) 60 mm Width (B) 59.90 mm Normal Load (kN): 0.53910 Least Count of Height (h1) 36.5 mm Normal Stress (kPa): 150 PR
(mm) 0.002 h2 9.2425 mm Soil Type : Badarpur Sand VDG (mm) 0.002 Sample Thickness (H) 27.26 mm Density(gm/cc) 1.633 HDG (mm) 0.002 Vertical Dial Guage Horizontal Dial
Guage Proving Ring Reading Horizontal displ. (mm) Vertical dispL. (mm) Cummulative Divisions of PR SF (KN) Shear Stress (KPa) 19.00 0.00 0.00 0.00 0.000 0.00 0.00 0.000 0.000
0.0000 19.03 25.00 13.00 0.05 -0.006 13.00 0.03 7.696 0.051 - 0.0002 19.04 50.00 22.00 0.10 -0.008 22.00 0.05 13.046 0.087 - 0.0003 19.05 75.00 35.00 0.15 -0.010 35.00 0.07 20.790 0.138
- 0.0004 19.07 100.00 49.00 0.20 -0.014 49.00 0.10 29.154 0.193 - 0.0005 19.09 125.00 62.00 0.25 -0.018 62.00 0.13 36.951 0.245 - 0.0007 19.11 150.00 73.00 0.30 -0.022 73.00 0.16 43.580
0.288 - 0.0008 19.13 175.00 84.00 0.35 -0.026 84.00 0.18 50.231 0.332 - 0.0010 19.14 200.00 95.00 0.40 -0.028 95.00 0.20 56.905 0.375 - 0.0010 19.15 225.00 104.00 0.45 -0.030 104.00
0.22 62.402 0.410 - 0.0011 19.17 250.00 114.00 0.50 -0.034 114.00 0.24 68.518 0.450 - 0.0012 19.18 275.00 122.00 0.55 -0.036 122.00 0.26 73.451 0.481 - 0.0013 19.19 300.00 131.00 0.60
-0.038 131.00 0.28 79.003 0.517 - 0.0014 19.19 325.00 139.00 0.65 -0.038 139.00 0.30 83.971 0.549 - 0.0014 19.21 350.00 145.00 0.70 -0.042 145.00 0.31 87.745 0.572 - 0.0015 19.21
375.00 154.00 0.75 -0.042 154.00 0.33 93.350 0.608 - 0.0015 19.21 400.00 159.00 0.80 -0.042 159.00 0.34 96.546 0.628 - 0.0015 19.21 425.00 168.00 0.85 -0.042 168.00 0.36 102.186 0.663
- 0.0015 19.21 450.00 174.00 0.90 -0.042 174.00 0.37 106.017 0.687 - 0.0015 19.21 475.00 180.00 0.95 -0.042 180.00 0.38 109.862 0.710 - 0.0015 19.21 500.00 185.00 1.00 -0.042 185.00
0.39 113.108 0.730 - 0.0015
10. 1019.21525.00189.001.05 -0.042 189.00 0.40 115.754 0.746 - 0.0015 19.20 550.00 194.00 1.10 -0.040 194.00 0.41 119.021 0.766 - 0.0015 19.20 575.00 199.00 1.15 -0.040 199.00
0.42 122.300 0.785 - 0.0015 19.18 600.00 204.00 1.20 -0.036 204.00 0.43 125.591 0.805 - 0.0013 19.17 625.00 209.00 1.25 -0.034 209.00 0.44 128.893 0.825 - 0.0012 19.15 650.00 212.00
1.30 -0.030 212.00 0.45 130.971 0.837 - 0.0011 19.12 675.00 216.00 1.35 -0.024 216.00 0.46 133.675 0.852 - 0.0009 19.11 700.00 220.00 1.40 -0.022 220.00 0.47 136.388 0.868 - 0.0008
19.08 725.00 224.00 1.45 -0.016 224.00 0.48 139.111 0.884 - 0.0006 19.05 750.00 227.00 1.50 -0.010 227.00 0.48 141.222 0.896 - 0.0004 19.02 775.00 230.00 1.55 -0.004 230.00 0.49
143.340 0.908 - 0.0001 18.99 800.00 234.00 1.60 0.002 234.00 0.50 146.089 0.924 0.0001 18.97 825.00 237.00 1.65 0.006 237.00 0.50 148.223 0.935 0.0002 18.93 850.00 241.00 1.70 0.014
241.00 0.51 150.991 0.951 0.0005 18.89 875.00 246.00 1.75 0.022 246.00 0.52 154.397 0.971 0.0008 18.85 900.00 249.00 1.80 0.030 249.00 0.53 156.557 0.983 0.0011 0 20 40 60 80 100
120 140 160 180 200 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Shear Stress (kPa) Horizontal Displacent (mm) Shear Stress vs Horizontal Displacement 50KPa 100KPa 150KPa Badarpur Sand
11. 11Normalstress(kPa)Shear stress (kPa) 50 53.538 100 91.51 150 146.20 Cohesion (C) 4.42 kPa Angle of Shearing Resistance (Ø) 42.82° y = 0.9266x + 4.4213 0.00 20.00 40.00
60.00 80.00 100.00 120.00 140.00 160.00 0 20 40 60 80 100 120 140 160 Shear Stress (kPa) Normal Stress (kPa) Shear stress vs Normal stress
12. 12IndividualDiscussion:1.Theloading cap tilted downwards (as shown in fig) on the motor side (opposite to proving ring) from where horizontal displacement was applied,
due to removal of the sand sample from the gap created due to shearing of upper half and lower half shear box. 2. It is a Floating Box type test in which upper half box is floating due
to application of vertical loading resulting in lateral confinement thus generating sufficient friction which holds the upper half of shear box. -0.1 0 0.1 0.2 0.3 0.4 0.5 0.00 0.50 1.00
1.50 2.00 2.50 3.00 Vertical Displ. (mm) Horizontal Displ. (mm) Vertical Vs Horizontal Displ. Curve 50 kPa 100 kPa 150 kPa Tilting of Loading Cap

12. 13. 133.Intheshear box test, the specimen is not failing along its weakest plane but along a predetermined or induced failure plane i.e. horizontal plane separating the two halves
of the shear box. This is the main drawback of this test. Moreover, during loading, the state of stress cannot be evaluated. It can be evaluated only at failure condition. Also, failure is
progressive. 4. The angle of shearing resistance of sands depends on state of compaction, coarseness of grains, particle shape and roughness of grain surface and grading. It varies
between 28° (uniformly graded sands with round grains in very loose state) to 46° (well graded sand with angular grains in dense state). 5. Soil Type Angle of Shearing Resistance (Ø)
Cohesion (C) Badarpur Sand 42.82° 4.42 kPa Yamuna Sand 31.70° 18.9 kPa 6. Direct shear test is simple and faster to operate. As thinner specimens are used in shear box, they
facilitate drainage of pore water from a saturated sample in less time. This test is also useful to study friction between two materials – one material in lower half of box and another
material in the upper half of box. 7. In general, loose sands expand and dense sands contract in volume on shearing. There is a void ratio at which either expansion contraction in
volume takes place. This void ratio is called critical void ratio. Expansion or contraction can be inferred from the movement of vertical dial gauge during shearing. References: 1. IS:
2720 (Part 13):1986 Methods of test for soils: Direct shear test. Reaffirmed- 2016. 2. IS: 11229-1985. 3. IS: 2720 (Part 15)-1986 4. ASTM D 3080 - 04
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