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i
APPENDIX
Field Density (Undisturbed Sample) Diameter of core-cutter = 10 cm Height of core-cutter = 12.5 cm Hence, volume of core-cutter = 981.25 cm3 TABLE NO.1 SAMPLE NO. 1
WEIGHT OF CORE CUTTER (g) 755
WEIGHT OF CORE CUTTER+SOIL (g)
WEIGHT OF SOIL (g)
BULK DENSITY (g/cm3)
2973
2218
2.26
Bulk Density = 2.26 g/cm3
Field Water Content (Undisturbed Sample) TABLE NO.2 SAMPLE NO.
WEIGHT OF EMPTY CONTAINER (g)
WEIGHT OF CONTAINER+ WET SOIL (g)
WEIGHT OF CONTAINER + DRY SOIL (g)
WEIGHT OF WATER (g)
MOISTURE CONTENT (%)
1 2 3
15.10 15.16 15.00
57.97 54.99 59.07
45.36 43.18 46.68
12.61 11.81 12.39
35 35 33.5
Thus, natural moisture content=34.5% Hence, dry density =
2.26 = 1.68 g/cm3 1 + 0.345
DEPARTMENT OF CIVIL ENGINEERING
ii
APPENDIX
Specific Gravity Determination Sample No.1 MASS OF EMPTY BOTTLE (M1) = 33.10 g MASS OF BOTTLE + MOIST SOIL (M2) = 42.20 g MASS OF BOTTLE + MOIST SOIL + WATER (M3) = 90.36 g MASS OF BOTTLE + WATER (M4) = 84.65 g SPECIFIC GRAVITY=
M 2 − M1 = 2.69 (M 4 − M 1 ) − (M 3 − M 2 )
Sample No. 2 MASS OF EMPTY BOTTLE (M1) = 33.10 g MASS OF BOTTLE + MOIST SOIL (M2) = 42.85 g MASS OF BOTTLE + MOIST SOIL + WATER (M3) = 90.77 g MASS OF BOTTLE + WATER (M4) = 84.65 g SPECIFIC GRAVITY=
M 2 − M1 = 2.69 (M 4 − M 1 ) − (M 3 − M 2 )
Hence, specific gravity = 2.69
DEPARTMENT OF CIVIL ENGINEERING
iii
APPENDIX
Sieve Analysis (Untreated Soil) Weight of soil sample = 200 g Percentage retained = (Mass of soil retained/Total soil mass)*100 Percentage finer (N) = (100 - cumulative percentage) TABLE NO.3 SIEVE SIZE (mm) 4.75 2.36 1.18 0.50 0.30 0.15 0.075
MASS RETAINED (g) 2 2 2 1 2 3 3
%AGE MASS RETAINED
CUMULATIVE %AGE
%AGE FINER
1 1 1 0.5 1 1.5 1.5
1 2 3 3.5 4.5 6 7.5
99 98 97 96.5 95.5 94 92.5
DEPARTMENT OF CIVIL ENGINEERING
iv
APPENDIX
Hydrometer Analysis (Untreated Soil) Mass of soil sample, MS = 50 g Specific gravity = 2.67 Level of water in the measuring cylinder, Rw=1000 ml=1 cm3 Correction = Cm-C = 0.25-5.00 = -0.25 M=
0 .3 * η = 1.54*10-3 g (G −1)
G R *100 * G −1 M S
Percentage Finer =
TABLE NO.4 HYDRO TIME METER (t) READING (min.) (Ro) 1 2 5 10 15 30 60 120 1440
1.021 1.019 1.017 1.015 1.014 1.012 1.009 1.007 1.004
Rh= (Ro-Rw) *1000
TEMP (oC)
21.0 19.0 17.0 15.0 14.0 12.0 9.0 7.0 4.0
11 11 11 11 11 11 11 11 11
CORRECTED HYDRO METER READING R=Rh+C 20.75 18.75 16.75 14.75 13.75 11.75 8.75 6.75 3.75
He (cm) 14.57 15.33 16.09 16.85 16.47 17.99 19.13 19.89 21.03
DEPARTMENT OF CIVIL ENGINEERING
He t (mm)
D=M
0.0588 0.0426 0.0276 0.0200 0.0161 0.0119 0.0087 0.0063 0.0019
%AGE FINER 66.35 59.96 53.56 47.16 43.97 37.57 27.98 21.58 11.99
v
APPENDIX
Atterberg’s Limits Liquid Limit TABLE NO.5 DETERMINATIO N NO. NO. OF BLOWS WEIGHT OF CONTAINER (g) WEIGHT OF CONTAINER + WET SOIL (g) WEIGHT OF CONTAINER + DRY SOIL (g) WEIGHT OF WATER (g) WEIGHT OF DRY SOIL (g) WATER CONTENT (%)
1
2
3
4
5
38
32
25
18
11
16.03
15.24
16.03
15.00
15.02
45.55
35.75
37.31
42.75
48.77
38.70
30.56
31.85
35.46
39.44
6.85
5.19
5.46
7.29
9.33
22.67
15.32
15.82
20.46
24.42
30
34
36
35
38
Plastic Limit TABLE NO.6 DETERMINATION NO. WEIGHT OF CONTAINER (g) WEIGHT OF CONTAINER + WET SOIL (g) WEIGHT OF CONTAINER + DRY SOIL (g) WEIGHT OF WATER (g) WEIGHT OF DRY SOIL (g) WATER CONTENT (%)
1 20.63
2 15.98
49.54
36.57
43.12
31.93
6.34 22.49 29
4.64 15.95 29
DEPARTMENT OF CIVIL ENGINEERING
vi
APPENDIX
Shrinkage Limit TABLE NO.7 DETERMINATION NO. WEIGHT OF SHRINKAGE DISH W1 (g) WEIGHT OF SHRINKAGE DISH + WET SOIL W2 (g) WEIGHT OF WET SOIL IN SHRINKAGE DISH W=W2-W1 (g) WEIGHT OF SHRINKAGE DISH + DRY SOIL W3 (g) WEIGHT OF DRY SOIL PAT WS =W3-W1 (g) VOLUME OF WET SOIL=VOLUME OF SHRINKAGE DISH V1 (cm3) VOLUME OF DRY SOIL PAT V2* (cm3) (W − WS ) − γ W (V1 −V2 ) SHRINKAGE LIMIT= WS
1 7.70 42.40 34.70 31.90 24.20 19.635 15.29 25
Shrinkage Limit = 25% Free Swell Index Diameter of the jar = 3 cm Height of soil in kerosene = 1.7 cm Height of soil in water = 1.8 cm TABLE NO.8 S.NO.
TIME ELAPSED
1
24 hrs.
VOLUME OF SOIL IN KEROSENE (Vi) (cm3) 12.01
DEPARTMENT OF CIVIL ENGINEERING
VOLUME OF SOIL IN WATER (Vf) (cm3) 12.71
APPENDIX
Thus, Free Swell Index (FSI) =
V f −Vi Vi
vii * 100 = 5.8%
DEPARTMENT OF CIVIL ENGINEERING
viii
APPENDIX
Modified Proctor Test (100% Natural Soil) Diameter of mould = 10 cm Height of mould = 12.5 cm Therefore, volume of mould = 981 cm3 Weight of Hammer = 4.89 kg No. of blows per layer = 25 TABLE NO.9 DETERMINATION NO. MASS OF MOULD (g) MASS OF MOULD+COMPACTED SOIL (g) MASS OF COMPACTED SOIL (g) WEIGHT OF EMPTY CONTAINER (g) WEIGHT OF CONTAINER+WET SOIL (g) WEIGHT OF CONTAINER+DRY SOIL (g) MOISTURE CONTENT (%) BULK DENSITY (g/cm3) DRY DENSITY (g/cm3)
1 3385
2 3385
3 3385
4 3385
5 3385
6 3385
7 3385
5210
5329
5389
5410
5436
5445
5330
1828
1944
2004
2025
2051
2060
1945
16.15 16.18 15.10 15.96 16.13 20.81 17.26 50.44 58.56 47.24 54.02 49.33 62.57 54.30 48.75 55.10 44.10 50.15 45.40 56.50 48.80 17 1.93 1.65
19 1.98 1.67
22 2.06 1.69
28 2.20 1.72
MDD = 1.72 g/cm3 OMC = 28%
DEPARTMENT OF CIVIL ENGINEERING
29 2.18 1.69
31 2.17 1.66
33 2.16 1.63
ix
APPENDIX
Unconfined Compression Test Initial length of specimen = 75 mm Initial diameter of specimen = 35 mm Area of cross-section of specimen = 9.62 mm2 Weight of the sample = 132 g Dry weight of sample = 96 g L.C. of the proving ring = 0.17 kg L.C. of strain gauge = 0.01 mm Sample 1 TABLE NO.10 S.NO.
STRAIN DIAL GAUGE
STRESS DIAL GAUGE
FORCE (kg)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 950 1000 1050 1100
1.0 1.5 2.0 3.5 5.0 6.0 7.0 9.0 10.0 12.0 13.0 15.0 16.0 17.0 19.0 20.0 21.0 22.0 23.0 24.0 22.0 21.0
0.170 0.255 0.340 0.595 0.850 1.020 1.190 1.530 1.700 2.040 2.210 2.550 2.720 2.890 3.230 3.400 3.570 3.740 3.910 4.080 3.740 3.570
CORRECTED STRAIN AREA (%) (A=A0/1-ε) (cm2) 0.67 9.68 1.34 9.75 2.01 9.81 2.68 9.88 3.35 9.95 4.02 10.02 4.69 10.09 5.36 10.16 6.03 10.23 6.70 10.30 7.37 10.38 8.04 10.46 8.71 10.53 9.38 10.61 10.05 10.68 10.72 10.76 11.39 10.84 12.06 10.93 12.73 11.01 13.40 11.10 14.07 11.18 14.74 11.27
DEPARTMENT OF CIVIL ENGINEERING
STRESS (kg/cm2) 0.0176 0.0261 0.0346 0.0600 0.0850 0.1017 0.1179 0.1505 0.1660 0.1980 0.2130 0.2440 0.2583 0.2723 0.3024 0.3160 0.3293 0.3421 0.3551 0.3675 0.3345 0.3168
x
APPENDIX
Sample 2 TABLE NO.11 S.NO.
STRAIN DIAL GAUGE
STRESS DIAL GAUGE
FORCE (kg)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 950 1000 1050 1100
1.0 1.5 1.5 3.5 5.0 6.0 6.0 8.0 10.0 12.0 13.0 14.0 15.0 17.0 19.0 20.0 21.0 22.0 23.0 24.0 22.0 21.0
0.170 0.255 0.255 0.595 0.850 1.020 1.020 1.360 1.700 2.040 2.210 2.380 2.550 2.890 3.230 3.400 3.570 3.740 3.910 4.080 3.740 3.570
CORRECTED STRAIN AREA (%) (A=A0/1-ε) (cm2) 0.67 9.68 1.34 9.75 2.01 9.81 2.68 9.88 3.35 9.95 4.02 10.02 4.69 10.09 5.36 10.16 6.03 10.23 6.70 10.30 7.37 10.38 8.04 10.46 8.71 10.53 9.38 10.61 10.05 10.68 10.72 10.76 11.39 10.84 12.06 10.93 12.73 11.01 13.40 11.10 14.07 11.18 14.74 11.27
qult)sample1 = 0.3675 kg/cm2 qult)sample2 = 0.3676 kg/cm2 Hence, qult = 0.3676 kg/ cm 2 Therefore, c = qult/2 = 0.184 kg/cm2
DEPARTMENT OF CIVIL ENGINEERING
STRESS (kg/cm2) 0.0176 0.0262 0.0260 0.0602 0.0854 0.1018 0.1011 0.1339 0.1662 0.1981 0.2129 0.2275 0.2422 0.2724 0.3024 0.3160 0.3293 0.3422 0.3551 0.3676 0.3345 0.3168
xi
APPENDIX
California Bearing Ratio (100% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.12 Unsoaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 1.6 3.6 2.6 15.08 2 4 3 17.4 3 5 4 23.2 4 6 5 29 5 7 6 34.8 5 7 6 34.8 6 8 7 40.6 6.6 8.6 7.6 44.08 7 9 8 46.4 7 9 8 46.4 10.6 12.6 11.6 67.28 13 15 14 81.2 14.8 16.8 15.8 91.64 17.6 19.6 18.6 107.88
CBR = 2.54%
DEPARTMENT OF CIVIL ENGINEERING
xii
APPENDIX
California Bearing Ratio (100% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.13 Soaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 1 2 1.5 8.7 2 3 2.5 14.5 2.8 3.6 3.2 18.56 3.8 3.4 3.6 20.88 4.4 4.6 4.5 26.1 4.8 5 4.9 28.42 5.2 5.6 5.4 31.32 5.6 5.8 5.7 33.06 6 6 6 34.8 6.2 6.4 6.3 36.54 7 7 7 40.6 7.4 7.6 7.5 43.5 7.6 7.8 7.7 44.66 8.2 8.4 8.3 48.14
CBR = 1.9%
DEPARTMENT OF CIVIL ENGINEERING
xiii
APPENDIX
Specific Gravity of Sand Sample No.1 MASS OF EMPTY BOTTLE (M1) = 32.90 g MASS OF BOTTLE + MOIST SOIL (M2) = 42.15 g MASS OF BOTTLE + MOIST SOIL + WATER (M3) = 91.70 g MASS OF BOTTLE + WATER (M4) = 86.00 g SPECIFIC GRAVITY=
M 2 − M1 = 2.60 (M 4 − M 1 ) − (M 3 − M 2 )
Sample No.2 MASS OF EMPTY BOTTLE (M1) = 32.90 g MASS OF BOTTLE + MOIST SOIL (M2) = 42.20 g MASS OF BOTTLE + MOIST SOIL + WATER (M3) = 91.75 g MASS OF BOTTLE + WATER (M4) = 86.00 g SPECIFIC GRAVITY=
M 2 − M1 = 2.62 (M 4 − M 1 ) − (M 3 − M 2 )
THEREFORE, SP. GRAVITY OF SAND = 2.61 Natural Moisture Content Of Sand Wt. Of wet sand (W1) = 500 g Wt. Of dry sand (W2) = 484 g Moisture content of soil = W1/W2 x 100 = 15/485 x 100 = 3.09% DEPARTMENT OF CIVIL ENGINEERING
xiv
APPENDIX
Sieve Analysis (Sand) Weight of soil sample = 500 g Percentage retained = (Mass of soil retained/Total soil mass)*100 Percentage finer (N) = (100 - cumulative percentage) TABLE NO.14 SIEVE SIZE (mm) 4.75 2.36 1.18 0.50 0.30 0.15 0.075
MASS RETAINED (g) 0 20.60 61.90 92.90 173 123 13.6
%AGE MASS RETAINED
CUMULATIVE %AGE
%AGE FINER
0 4.12 12.38 18.58 34.60 24.60 2.72
0 4.12 16.50 35.08 69.68 94.28 97.00
100 95.88 83.50 64.92 30.32 5.72 3.00
DEPARTMENT OF CIVIL ENGINEERING
xv
APPENDIX
Maximum and Minimum Void Ratios of Sand 1. Maximum Void Ratio (emax) Weight of the mould (W1) = 4530 g Weight of mould + Sand (W2) = 8416 g Weight of sand (W2 – W1) = 3886 g Dia of the mould = 14.5 cm Height of the mould = 16.5 cm Volume of the mould = 2724.65 cm3 Now, emax =
Gγ w
γd
−1 , Where G is the Sp. Gravity of sand
∴emax = 0.83 2. Minimum Void Ratio (emin) Weight of the mould (W1) = 4530 g Weight of mould + Sand (W2) = 9800 g Weight of sand (W2 – W1) = 5270 g Dia of the mould = 14.5 cm Height of the mould = 16.5 cm Volume of the mould = 2724.65 cm3 Now, emin =
Gγ w
γd
−1 , Where G is the Sp. Gravity of sand
∴emin = 0.35
DEPARTMENT OF CIVIL ENGINEERING
xvi
APPENDIX
Modified Proctor Test (25% Sand + 75% Natural Soil) Diameter of mould = 10 cm Height of mould = 11 cm Therefore, volume of mould = 863.50 cm3 Weight of Hammer = 4.89 kg No. of blows per layer = 25 TABLE NO.15 DETERMINATION NO. MASS OF MOULD (g) MASS OF MOULD+COMPACTED SOIL (g) MASS OF COMPACTED SOIL (g) WEIGHT OF EMPTY CONTAINER (g) WEIGHT OF CONTAINER+WET SOIL (g) WEIGHT OF CONTAINER+DRY SOIL (g) MOISTURE CONTENT (%) BULK DENSITY (g/cm3) DRY DENSITY (g/cm3)
1 2 1978 1978 3825 3882 1847 1904 15.90 16.40 53.30 67.3 50.10 62.70 19 21 2.10 2.13 1.74 1.76
3 1978 3968 1990 15.50 60.70 56.00 23 2.19 1.78
MDD = 1.78 g/cm3 OMC = 23%
DEPARTMENT OF CIVIL ENGINEERING
4 1978 3934 1956 16.10 68.50 62.40 24 2.17 1.75
5 1978 3890 1912 14.50 57.60 51.30 26 2.15 1.71
xvii
APPENDIX
Modified Proctor Test (50% Sand + 50% Natural Soil) Diameter of mould = 10 cm Height of mould = 12.5 cm Therefore, volume of mould = 981 cm3 Weight of Hammer = 4.89 kg No. of blows per layer = 25 TABLE NO.16 DETERMINATION NO. MASS OF MOULD (g) MASS OF MOULD+COMPACTED SOIL (g) MASS OF COMPACTED SOIL (g) WEIGHT OF EMPTY CONTAINER (g) WEIGHT OF CONTAINER+WET SOIL (g) WEIGHT OF CONTAINER+DRY SOIL (g) MOISTURE CONTENT (%) BULK DENSITY (g/cm3) DRY DENSITY (g/cm3)
1 3370 5425 2055 16.10 49.40 47.50 16 2.08 1.80
2 3370 5591 2221 13.70 56.30 53.00 18.1 2.16 1.83
3 3370 5565 2195 16.30 63.00 57.60 19 2.13 1.79
MDD = 1.83 g/cm3 OMC = 18.1 %
DEPARTMENT OF CIVIL ENGINEERING
4 3370 5489 2119 15.30 62.30 56.30 20 2.1 1.76
xviii
APPENDIX
Modified Proctor Test (62.5% Sand + 37.5% Natural Soil) Diameter of mould = 10 cm Height of mould = 12.5 cm Therefore, volume of mould = 981 cm3 Weight of Hammer = 4.89 kg No. of blows per layer = 25 TABLE NO.17 DETERMINATION NO. MASS OF MOULD (g) MASS OF MOULD+COMPACTED SOIL (g) MASS OF COMPACTED SOIL (g) WEIGHT OF EMPTY CONTAINER (g) WEIGHT OF CONTAINER+WET SOIL (g) WEIGHT OF CONTAINER+DRY SOIL (g) MOISTURE CONTENT (%) BULK DENSITY (g/cm3) DRY DENSITY (g/cm3)
1 3370
2 3370
3 3370
4 3370
5 3370
6 3370
5263
5445
5580
5595
5555
5510
1893 2075 2210 2225 2185 2140 15.80 16.40 16.00 15.40 16.00 14.90 56.70 59.95 60.50 57.30 56.30 58.60 54.80 57.40 57.80 53.20 52.00 53.00 10 2.05 1.87
12 2.12 1.89
14.4 2.18 1.91
MDD = 1.91 g/cm3 OMC = 14.4 %
DEPARTMENT OF CIVIL ENGINEERING
15 2.16 1.88
16 2.15 1.86
17 2.14 1.83
xix
APPENDIX
Modified Proctor Test (75% Sand + 25% Natural Soil) Diameter of mould = 10 cm Height of mould = 12.5 cm Therefore, volume of mould = 981 cm3 Weight of Hammer = 4.89 kg No. of blows per layer = 25 TABLE NO.18 DETERMINATION NO. MASS OF MOULD (g) MASS OF MOULD+COMPACTED SOIL (g) MASS OF COMPACTED SOIL (g) WEIGHT OF EMPTY CONTAINER (g) WEIGHT OF CONTAINER+WET SOIL (g) WEIGHT OF CONTAINER+DRY SOIL (g) MOISTURE CONTENT (%) BULK DENSITY (g/cm3) DRY DENSITY (g/cm3)
1 3370
2 3370
3 3370
4 3370
5 3370
6 3370
5291
5437
5600
5625
5537
5450
1921 2067 2230 2255 2167 2080 16.35 14.65 16.67 16.21 15.81 16.10 59.72 65.74 69.00 67.70 62.59 62.64 58.40 62.70 64.40 63.00 57.50 55.30 12 2.01 1.80
13 2.04 1.81
14 2.08 1.83
MDD = 1.85 g/cm3 OMC = 15.30 %
DEPARTMENT OF CIVIL ENGINEERING
15.3 2.13 1.85
16 2.11 1.82
17 2.09 1.79
xx
APPENDIX
Modified proctor test (87.5% sand + 12.5% natural soil) Diameter of mould = 10 cm Height of mould = 12.5 cm Therefore, volume of mould = 981 cm3 Weight of Hammer = 4.89 kg No. of blows per layer = 25 TABLE NO.19 DETERMINATION NO. MASS OF MOULD (g) MASS OF MOULD+COMPACTED SOIL (g) MASS OF COMPACTED SOIL (g) WEIGHT OF EMPTY CONTAINER (g) WEIGHT OF CONTAINER+WET SOIL (g) WEIGHT OF CONTAINER+DRY SOIL (g) MOISTURE CONTENT (%) BULK DENSITY (g/cm3) DRY DENSITY (g/cm3)
1 3370
2 3370
3 3370
4 3370
5 3370
6 3370
5220
5415
5575
5655
5590
5520
1850 2045 2205 2285 2220 2150 16.03 15.74 16.29 16.88 15.25 16.10 64.45 59.31 69.64 74.18 79.85 65.62 62.60 57.00 65.70 68.40 72.70 59.80 11 1.95 1.76
12 1.99 1.78
14 2.04 1.79
MDD = 1.81 g/cm3 OMC = 16.2%
DEPARTMENT OF CIVIL ENGINEERING
16.2 2.10 1.81
17 2.08 1.78
18 2.05 1.74
xxi
APPENDIX
California Bearing Ratio (25% Sand + 75% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO. 20 Unsoaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 3.1 3.2 3.15 18.27 5.2 5.4 5.3 30.74 6.8 7.4 7.1 41.18 8.4 9.2 8.8 51.04 9.6 10.2 9.9 57.42 10.6 11.4 11 63.8 11.4 11.8 11.6 67.28 11.8 12.4 12.1 70.18 12.2 13.2 12.7 73.66 12.6 13.6 13.1 75.98 13.6 15.2 14.4 83.52 15.2 16.6 15.9 92.22 16.8 17.4 17.1 99.18 18.2 19 18.6 107.88
CBR = 4.2 %
DEPARTMENT OF CIVIL ENGINEERING
xxii
APPENDIX
California Bearing Ratio (50% Sand + 50% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.21 Unsoaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 3.4 5.4 4.4 25.52 7.2 8.4 7.8 45.24 10.4 11.2 10.8 62.64 13.2 13.2 13.2 76.56 14.4 14.4 14.4 83.52 15.2 15.4 15.3 88.74 15.6 16.2 15.9 92.22 16.4 16.8 16.6 96.28 17.2 17.6 17.4 100.92 17.6 18 17.8 103.24 18.2 18.4 18.3 106.14 18.6 18.8 18.7 108.46 19 19 19 110.2 20 21 20.5 118.9
CBR = 6.1 %
DEPARTMENT OF CIVIL ENGINEERING
xxiii
APPENDIX
California Bearing Ratio (62.5% Sand + 37.5% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.22 Unsoaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 6.2 7.2 6.7 38.86 9.4 10 9.7 56.26 13.2 14 13.6 78.88 15.2 16.8 16 92.8 19.4 20.6 20 116 20.6 22.4 21.5 124.7 21.6 23.2 22.4 129.92 22.4 24 23.2 134.56 24.4 24.8 24.6 142.68 24.6 25.4 25 145 27.6 28 27.8 161.24 29.4 30.6 30 174 30.6 31.6 31.1 180.38 31.4 33.2 32.3 187.34
CBR = 8.5 %
DEPARTMENT OF CIVIL ENGINEERING
xxiv
APPENDIX
California Bearing Ratio (75% Sand + 25% Natural Soil) Mould Dia = 15cm Mould Height = 17 cm Volume of mould =3002.625 cm3 TABLE NO.23 Unsoaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 3.4 6 4.7 27.26 5.2 8.6 6.9 40.02 8.6 12.2 10.4 60.32 11.2 15.6 13.4 77.72 16.4 20.8 18.6 107.88 17.6 17.8 17.7 102.66 19 19.2 19.1 110.78 20 22 21 121.8 23.4 25.4 24.4 141.52 25.2 29.6 27.4 158.92 26 30 28 162.4 26.8 30.4 28.6 165.88 27.2 30.8 29 168.2 27.6 31 29.3 169.94
CBR = 7.9 %
DEPARTMENT OF CIVIL ENGINEERING
xxv
APPENDIX
California Bearing Ratio (87.5% Sand + 12.5% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.24 Unsoaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 2.6 4.2 3.4 19.72 4.2 7.4 5.8 33.64 6.6 9.2 7.9 45.82 11.6 15 13.3 77.14 15.8 18.4 17.1 99.18 16.2 16.6 16.4 95.12 17.2 17.6 17.4 100.92 20.8 21.8 21.3 123.54 22.4 23.4 22.9 132.82 24.2 25.8 25 145 25.2 26.2 25.7 149.06 26.4 26.8 26.6 154.28 27.2 27.6 27.4 158.92 28 28.4 28.2 163.56
CBR = 7.2 %
DEPARTMENT OF CIVIL ENGINEERING
xxvi
APPENDIX
California Bearing Ratio (25% Sand + 75% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.25 Soaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 1 2.2 1.6 9.28 2.2 3.4 2.8 16.24 4.4 5.2 4.8 27.84 6.8 7.2 7 40.6 8.2 8.4 8.3 48.14 8.6 8.8 8.7 50.46 9.2 9.6 9.4 54.52 10.2 10.4 10.3 59.74 10.8 11.2 11 63.8 11.4 11.8 11.6 67.28 11.8 12 11.9 69.02 12.6 13.2 12.9 74.82 14 14.4 14.2 82.36 15.4 15.8 15.6 90.48
CBR = 3.5 %
DEPARTMENT OF CIVIL ENGINEERING
xxvii
APPENDIX
California Bearing Ratio (50% Sand + 50% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.26 Soaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 2 2.4 2.2 12.76 4 4.4 4.2 24.36 7.6 7.8 7.7 44.66 8.4 8.8 8.6 49.88 12.4 12.8 12.6 73.08 13 13.4 13.2 76.56 14.2 15 14.6 84.68 15.4 16 15.7 91.06 16.2 16.6 16.4 95.12 17 17.6 17.3 100.34 17.4 17.8 17.6 102.08 18 18.2 18.1 104.98 18.6 18.8 18.7 108.46 19.2 19.6 19.4 112.52
CBR = 5.3 %
DEPARTMENT OF CIVIL ENGINEERING
xxviii
APPENDIX
California Bearing Ratio (62.5% Sand + 37.5% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.27 Soaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 3.4 4.4 3.9 22.62 6.6 6.8 6.7 38.86 10.2 10.4 10.3 59.74 14.4 14.6 14.5 84.1 16.6 16.8 16.7 96.86 18.2 18.6 18.4 106.72 20.4 20.8 20.6 119.48 22.6 23 22.8 132.24 23.4 23.6 23.5 136.3 24 24.2 24.1 139.78 26.2 26.4 26.3 152.54 27 27.2 27.1 157.18 27.6 27.8 27.7 160.66 28.2 28.4 28.3 164.14
CBR = 7.1 %
DEPARTMENT OF CIVIL ENGINEERING
xxix
APPENDIX
California Bearing Ratio (75% Sand + 25% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.28 Soaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 2 2.6 2.3 13.34 6 7 6.5 37.7 10 11 10.5 60.9 13.6 14.4 14 81.2 16 16.4 16.2 93.96 18 19.4 18.7 108.46 20 21 20.5 118.9 22 22.6 22.3 129.34 22.6 22.8 22.7 131.66 23.2 23.6 23.4 135.72 24 24.2 24.1 139.78 25.2 25.6 25.4 147.32 25.6 26 25.8 149.64 26.8 27 26.9 156.02
CBR = 6.9 %
DEPARTMENT OF CIVIL ENGINEERING
xxx
APPENDIX
California Bearing Ratio (87.5% Sand + 12.5% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.29 Soaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 1.8 2 1.9 11.02 4.8 5.2 5 29 10.2 10.6 10.4 60.32 12 13.8 12.9 74.82 14.8 15 14.9 86.42 15 15 15 87 15.8 16.2 16 92.8 17.6 17.8 17.7 102.66 18.2 18.2 18.2 105.56 19.2 19.2 19.2 111.36 21 22.2 21.6 125.28 23.4 23.8 23.6 136.88 24.6 25.2 24.9 144.42 26 26.4 26.2 151.96
CBR = 6.3 %
DEPARTMENT OF CIVIL ENGINEERING
xxxi
APPENDIX
Direct Shear Test (25% Sand + 75 % Natural Soil) TABLE NO. 30 NORMALSTRESS (σ n)= 0.5 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13 14
25 50 100 150 200 250 300 350 400 450 500 550 600 650
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200 8.2550
1 2 2 2 3 3 3 3 3 3 3 3 3 3
0.17 0.34 0.34 0.34 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000 1.375833
xxxii
APPENDIX
TABLE NO.31 NORMALSTRESS (σ n) = 1.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13
25 50 100 150 200 250 300 350 400 450 500 550 600
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200
2 3 3 3 5 5 7 7 7 7 7 7 7
0.34 0.51 0.51 0.51 0.85 0.85 1.19 1.19 1.19 1.19 1.19 1.19 1.19
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000
xxxiii
APPENDIX
TABLE NO.32 NORMALSTRESS (σ n) = 2.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13
25 50 100 150 200 250 300 350 400 450 500 550 600
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200
3 3 5 5 5 11 11 12 12 12 12 12 12
0.51 0.51 0.85 0.85 0.85 1.87 1.87 2.04 2.04 2.04 2.04 2.04 2.04
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000
xxxiv
APPENDIX
Direct Shear Test (50% Sand + 50 % Natural Soil) TABLE NO.33 NORMALSTRESS (σ n) = 0.5 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13 14
25 50 100 150 200 250 300 350 400 450 500 550 600 650
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200 8.2550
2 2 3 3 4 4 5 5 6 6 6 6 6 6
0.34 0.34 0.51 0.51 0.68 0.68 0.85 0.85 1.02 1.02 1.02 1.02 1.02 1.02
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000 1.375833
xxxv
APPENDIX
TABLE NO.34 NORMALSTRESS (σ n) = 1.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
25 50 100 150 200 250 300 350 400 450 500 550 600 650 700
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200 8.2550 8.8900
3 3 5 5 5 6 6 8 8 9 9 9 9 9 9
0.51 0.51 0.85 0.85 0.85 1.02 1.02 1.36 1.36 1.53 1.53 1.53 1.53 1.53 1.53
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000 1.375833 1.481667
xxxvi
APPENDIX
TABLE NO.35 NORMALSTRESS (σ n) = 2.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
25 50 100 150 200 250 300 350 400 450 500 550 600 650 700
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200 8.2550 8.8900
5 5 8 8 8 9 9 9 13 13 13 13 13 13 13
0.85 0.85 1.36 1.36 1.36 1.53 1.53 1.53 2.21 2.21 2.21 2.21 2.21 2.21 2.21
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000 1.375833 1.481667
xxxvii
APPENDIX
Direct Shear Test (62.5% Sand + 37.5% Natural Soil) TABLE NO.36 NORMALSTRESS (σ n) = 0.5 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
25 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200 8.2550 8.8900 9.5250
1.00 2.00 4.00 4.00 4.00 5.00 5.00 5.50 5.50 6.00 6.00 6.00 6.00 6.00 6.00 6.00
0.170 0.340 0.680 0.680 0.680 0.850 0.850 0.935 0.935 1.020 1.020 1.020 1.020 1.020 1.020 1.020
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000 1.375833 1.481667 1.587500
xxxviii
APPENDIX
TABLE NO.37 NORMALSTRESS (σ n) = 1.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12
25 50 100 150 200 250 300 350 400 450 500 550
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850
2.00 3.00 6.00 6.00 6.00 8.00 8.00 9.00 9.00 9.00 9.00 9.00
0.340 0.510 1.020 1.020 1.020 1.360 1.360 1.530 1.530 1.530 1.530 1.530
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167
xxxix
APPENDIX
TABLE NO.38 NORMALSTRESS (σ n) = 2.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13
25 50 100 150 200 250 300 350 400 450 500 550 600
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200
3.00 5.00 9.00 9.00 9.00 12.00 12.00 14.00 14.00 14.00 14.00 14.00 14.00
0.510 0.850 1.530 1.530 1.530 2.040 2.040 2.380 2.380 2.380 2.380 2.380 2.380
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000
xl
APPENDIX
Direct Shear Test (75% Sand + 25% Natural Soil) TABLE NO.39 NORMALSTRESS (σ n) = 0.5 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10
25 50 100 150 200 250 300 350 400 450
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150
3.00 4.00 6.00 7.00 8.00 9.00 9.00 9.00 8.00 8.00
0.510 0.680 1.020 1.190 1.360 1.530 1.530 1.530 1.360 1.360
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500
xli
APPENDIX
TABLE NO.40 NORMALSTRESS (σ n) = 1.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
1 2 3 4 5 6 7 8 9 10 11
25 50 100 150 200 250 300 350 400 450 500
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500
5.00 6.00 6.00 9.00 9.00 11.00 11.00 14.00 14.00 14.00 14.00
0.850 1.020 1.020 1.530 1.530 1.870 1.870 2.380 2.380 2.380 2.380
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333
xlii
APPENDIX
TABLE NO.41 NORMALSTRESS (σ n) = 2.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12
25 50 100 150 200 250 300 350 400 450 500 550
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850
8.00 8.00 10.00 10.00 10.00 13.00 13.00 16.00 16.00 19.00 19.00 19.00
1.360 1.360 1.700 1.700 1.700 2.210 2.210 2.720 2.720 3.230 3.230 3.230
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167
xliii
APPENDIX
Direct Shear Test (87.5% Sand + 12.5% Natural Soil) TABLE NO.42 NORMALSTRESS (σ n) = 0.5 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13
25 50 100 150 200 250 300 350 400 450 500 550 600
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200
1.00 2.00 6.00 6.00 6.00 8.00 8.00 10.00 10.00 10.00 10.00 10.00 10.00
0.170 0.340 1.020 1.020 1.020 1.360 1.360 1.700 1.700 1.700 1.700 1.700 1.700
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000
xliv
APPENDIX
TABLE NO.43 NORMALSTRESS (σ n) = 1.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12
25 50 100 150 200 250 300 350 400 450 500 550
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850
2.00 3.00 3.00 9.00 9.00 9.00 12.00 12.00 15.00 15.00 15.00 14.00
0.340 0.510 0.510 1.530 1.530 1.530 2.040 2.040 2.550 2.550 2.550 2.380
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167
xlv
APPENDIX
TABLE NO.44 NORMALSTRESS (σ n) = 2.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13
25 50 100 150 200 250 300 350 400 450 500 550 600
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200
3.00 5.00 5.00 5.00 14.00 14.00 14.00 18.00 18.00 21.00 21.00 21.00 21.00
0.510 0.850 0.850 0.850 2.380 2.380 2.380 3.060 3.060 3.570 3.570 3.570 3.570
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000
APPENDIX
Field Density (Undisturbed Sample) Diameter of core-cutter = 10 cm Height of core-cutter = 12.5 cm Hence, volume of core-cutter = 981.25 cm3 TABLE NO.1 SAMPLE NO. 1
WEIGHT OF CORE CUTTER (g) 755
WEIGHT OF CORE CUTTER+SOIL (g)
WEIGHT OF SOIL (g)
BULK DENSITY (g/cm3)
2973
2218
2.26
Bulk Density = 2.26 g/cm3
Field Water Content (Undisturbed Sample) TABLE NO.2 SAMPLE NO.
WEIGHT OF EMPTY CONTAINER (g)
WEIGHT OF CONTAINER+ WET SOIL (g)
WEIGHT OF CONTAINER + DRY SOIL (g)
WEIGHT OF WATER (g)
MOISTURE CONTENT (%)
1 2 3
15.10 15.16 15.00
57.97 54.99 59.07
45.36 43.18 46.68
12.61 11.81 12.39
35 35 33.5
Thus, natural moisture content=34.5% Hence, dry density =
2.26 = 1.68 g/cm3 1 + 0.345
DEPARTMENT OF CIVIL ENGINEERING
ii
APPENDIX
Specific Gravity Determination Sample No.1 MASS OF EMPTY BOTTLE (M1) = 33.10 g MASS OF BOTTLE + MOIST SOIL (M2) = 42.20 g MASS OF BOTTLE + MOIST SOIL + WATER (M3) = 90.36 g MASS OF BOTTLE + WATER (M4) = 84.65 g SPECIFIC GRAVITY=
M 2 − M1 = 2.69 (M 4 − M 1 ) − (M 3 − M 2 )
Sample No. 2 MASS OF EMPTY BOTTLE (M1) = 33.10 g MASS OF BOTTLE + MOIST SOIL (M2) = 42.85 g MASS OF BOTTLE + MOIST SOIL + WATER (M3) = 90.77 g MASS OF BOTTLE + WATER (M4) = 84.65 g SPECIFIC GRAVITY=
M 2 − M1 = 2.69 (M 4 − M 1 ) − (M 3 − M 2 )
Hence, specific gravity = 2.69
DEPARTMENT OF CIVIL ENGINEERING
iii
APPENDIX
Sieve Analysis (Untreated Soil) Weight of soil sample = 200 g Percentage retained = (Mass of soil retained/Total soil mass)*100 Percentage finer (N) = (100 - cumulative percentage) TABLE NO.3 SIEVE SIZE (mm) 4.75 2.36 1.18 0.50 0.30 0.15 0.075
MASS RETAINED (g) 2 2 2 1 2 3 3
%AGE MASS RETAINED
CUMULATIVE %AGE
%AGE FINER
1 1 1 0.5 1 1.5 1.5
1 2 3 3.5 4.5 6 7.5
99 98 97 96.5 95.5 94 92.5
DEPARTMENT OF CIVIL ENGINEERING
iv
APPENDIX
Hydrometer Analysis (Untreated Soil) Mass of soil sample, MS = 50 g Specific gravity = 2.67 Level of water in the measuring cylinder, Rw=1000 ml=1 cm3 Correction = Cm-C = 0.25-5.00 = -0.25 M=
0 .3 * η = 1.54*10-3 g (G −1)
G R *100 * G −1 M S
Percentage Finer =
TABLE NO.4 HYDRO TIME METER (t) READING (min.) (Ro) 1 2 5 10 15 30 60 120 1440
1.021 1.019 1.017 1.015 1.014 1.012 1.009 1.007 1.004
Rh= (Ro-Rw) *1000
TEMP (oC)
21.0 19.0 17.0 15.0 14.0 12.0 9.0 7.0 4.0
11 11 11 11 11 11 11 11 11
CORRECTED HYDRO METER READING R=Rh+C 20.75 18.75 16.75 14.75 13.75 11.75 8.75 6.75 3.75
He (cm) 14.57 15.33 16.09 16.85 16.47 17.99 19.13 19.89 21.03
DEPARTMENT OF CIVIL ENGINEERING
He t (mm)
D=M
0.0588 0.0426 0.0276 0.0200 0.0161 0.0119 0.0087 0.0063 0.0019
%AGE FINER 66.35 59.96 53.56 47.16 43.97 37.57 27.98 21.58 11.99
v
APPENDIX
Atterberg’s Limits Liquid Limit TABLE NO.5 DETERMINATIO N NO. NO. OF BLOWS WEIGHT OF CONTAINER (g) WEIGHT OF CONTAINER + WET SOIL (g) WEIGHT OF CONTAINER + DRY SOIL (g) WEIGHT OF WATER (g) WEIGHT OF DRY SOIL (g) WATER CONTENT (%)
1
2
3
4
5
38
32
25
18
11
16.03
15.24
16.03
15.00
15.02
45.55
35.75
37.31
42.75
48.77
38.70
30.56
31.85
35.46
39.44
6.85
5.19
5.46
7.29
9.33
22.67
15.32
15.82
20.46
24.42
30
34
36
35
38
Plastic Limit TABLE NO.6 DETERMINATION NO. WEIGHT OF CONTAINER (g) WEIGHT OF CONTAINER + WET SOIL (g) WEIGHT OF CONTAINER + DRY SOIL (g) WEIGHT OF WATER (g) WEIGHT OF DRY SOIL (g) WATER CONTENT (%)
1 20.63
2 15.98
49.54
36.57
43.12
31.93
6.34 22.49 29
4.64 15.95 29
DEPARTMENT OF CIVIL ENGINEERING
vi
APPENDIX
Shrinkage Limit TABLE NO.7 DETERMINATION NO. WEIGHT OF SHRINKAGE DISH W1 (g) WEIGHT OF SHRINKAGE DISH + WET SOIL W2 (g) WEIGHT OF WET SOIL IN SHRINKAGE DISH W=W2-W1 (g) WEIGHT OF SHRINKAGE DISH + DRY SOIL W3 (g) WEIGHT OF DRY SOIL PAT WS =W3-W1 (g) VOLUME OF WET SOIL=VOLUME OF SHRINKAGE DISH V1 (cm3) VOLUME OF DRY SOIL PAT V2* (cm3) (W − WS ) − γ W (V1 −V2 ) SHRINKAGE LIMIT= WS
1 7.70 42.40 34.70 31.90 24.20 19.635 15.29 25
Shrinkage Limit = 25% Free Swell Index Diameter of the jar = 3 cm Height of soil in kerosene = 1.7 cm Height of soil in water = 1.8 cm TABLE NO.8 S.NO.
TIME ELAPSED
1
24 hrs.
VOLUME OF SOIL IN KEROSENE (Vi) (cm3) 12.01
DEPARTMENT OF CIVIL ENGINEERING
VOLUME OF SOIL IN WATER (Vf) (cm3) 12.71
APPENDIX
Thus, Free Swell Index (FSI) =
V f −Vi Vi
vii * 100 = 5.8%
DEPARTMENT OF CIVIL ENGINEERING
viii
APPENDIX
Modified Proctor Test (100% Natural Soil) Diameter of mould = 10 cm Height of mould = 12.5 cm Therefore, volume of mould = 981 cm3 Weight of Hammer = 4.89 kg No. of blows per layer = 25 TABLE NO.9 DETERMINATION NO. MASS OF MOULD (g) MASS OF MOULD+COMPACTED SOIL (g) MASS OF COMPACTED SOIL (g) WEIGHT OF EMPTY CONTAINER (g) WEIGHT OF CONTAINER+WET SOIL (g) WEIGHT OF CONTAINER+DRY SOIL (g) MOISTURE CONTENT (%) BULK DENSITY (g/cm3) DRY DENSITY (g/cm3)
1 3385
2 3385
3 3385
4 3385
5 3385
6 3385
7 3385
5210
5329
5389
5410
5436
5445
5330
1828
1944
2004
2025
2051
2060
1945
16.15 16.18 15.10 15.96 16.13 20.81 17.26 50.44 58.56 47.24 54.02 49.33 62.57 54.30 48.75 55.10 44.10 50.15 45.40 56.50 48.80 17 1.93 1.65
19 1.98 1.67
22 2.06 1.69
28 2.20 1.72
MDD = 1.72 g/cm3 OMC = 28%
DEPARTMENT OF CIVIL ENGINEERING
29 2.18 1.69
31 2.17 1.66
33 2.16 1.63
ix
APPENDIX
Unconfined Compression Test Initial length of specimen = 75 mm Initial diameter of specimen = 35 mm Area of cross-section of specimen = 9.62 mm2 Weight of the sample = 132 g Dry weight of sample = 96 g L.C. of the proving ring = 0.17 kg L.C. of strain gauge = 0.01 mm Sample 1 TABLE NO.10 S.NO.
STRAIN DIAL GAUGE
STRESS DIAL GAUGE
FORCE (kg)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 950 1000 1050 1100
1.0 1.5 2.0 3.5 5.0 6.0 7.0 9.0 10.0 12.0 13.0 15.0 16.0 17.0 19.0 20.0 21.0 22.0 23.0 24.0 22.0 21.0
0.170 0.255 0.340 0.595 0.850 1.020 1.190 1.530 1.700 2.040 2.210 2.550 2.720 2.890 3.230 3.400 3.570 3.740 3.910 4.080 3.740 3.570
CORRECTED STRAIN AREA (%) (A=A0/1-ε) (cm2) 0.67 9.68 1.34 9.75 2.01 9.81 2.68 9.88 3.35 9.95 4.02 10.02 4.69 10.09 5.36 10.16 6.03 10.23 6.70 10.30 7.37 10.38 8.04 10.46 8.71 10.53 9.38 10.61 10.05 10.68 10.72 10.76 11.39 10.84 12.06 10.93 12.73 11.01 13.40 11.10 14.07 11.18 14.74 11.27
DEPARTMENT OF CIVIL ENGINEERING
STRESS (kg/cm2) 0.0176 0.0261 0.0346 0.0600 0.0850 0.1017 0.1179 0.1505 0.1660 0.1980 0.2130 0.2440 0.2583 0.2723 0.3024 0.3160 0.3293 0.3421 0.3551 0.3675 0.3345 0.3168
x
APPENDIX
Sample 2 TABLE NO.11 S.NO.
STRAIN DIAL GAUGE
STRESS DIAL GAUGE
FORCE (kg)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 950 1000 1050 1100
1.0 1.5 1.5 3.5 5.0 6.0 6.0 8.0 10.0 12.0 13.0 14.0 15.0 17.0 19.0 20.0 21.0 22.0 23.0 24.0 22.0 21.0
0.170 0.255 0.255 0.595 0.850 1.020 1.020 1.360 1.700 2.040 2.210 2.380 2.550 2.890 3.230 3.400 3.570 3.740 3.910 4.080 3.740 3.570
CORRECTED STRAIN AREA (%) (A=A0/1-ε) (cm2) 0.67 9.68 1.34 9.75 2.01 9.81 2.68 9.88 3.35 9.95 4.02 10.02 4.69 10.09 5.36 10.16 6.03 10.23 6.70 10.30 7.37 10.38 8.04 10.46 8.71 10.53 9.38 10.61 10.05 10.68 10.72 10.76 11.39 10.84 12.06 10.93 12.73 11.01 13.40 11.10 14.07 11.18 14.74 11.27
qult)sample1 = 0.3675 kg/cm2 qult)sample2 = 0.3676 kg/cm2 Hence, qult = 0.3676 kg/ cm 2 Therefore, c = qult/2 = 0.184 kg/cm2
DEPARTMENT OF CIVIL ENGINEERING
STRESS (kg/cm2) 0.0176 0.0262 0.0260 0.0602 0.0854 0.1018 0.1011 0.1339 0.1662 0.1981 0.2129 0.2275 0.2422 0.2724 0.3024 0.3160 0.3293 0.3422 0.3551 0.3676 0.3345 0.3168
xi
APPENDIX
California Bearing Ratio (100% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.12 Unsoaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 1.6 3.6 2.6 15.08 2 4 3 17.4 3 5 4 23.2 4 6 5 29 5 7 6 34.8 5 7 6 34.8 6 8 7 40.6 6.6 8.6 7.6 44.08 7 9 8 46.4 7 9 8 46.4 10.6 12.6 11.6 67.28 13 15 14 81.2 14.8 16.8 15.8 91.64 17.6 19.6 18.6 107.88
CBR = 2.54%
DEPARTMENT OF CIVIL ENGINEERING
xii
APPENDIX
California Bearing Ratio (100% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.13 Soaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 1 2 1.5 8.7 2 3 2.5 14.5 2.8 3.6 3.2 18.56 3.8 3.4 3.6 20.88 4.4 4.6 4.5 26.1 4.8 5 4.9 28.42 5.2 5.6 5.4 31.32 5.6 5.8 5.7 33.06 6 6 6 34.8 6.2 6.4 6.3 36.54 7 7 7 40.6 7.4 7.6 7.5 43.5 7.6 7.8 7.7 44.66 8.2 8.4 8.3 48.14
CBR = 1.9%
DEPARTMENT OF CIVIL ENGINEERING
xiii
APPENDIX
Specific Gravity of Sand Sample No.1 MASS OF EMPTY BOTTLE (M1) = 32.90 g MASS OF BOTTLE + MOIST SOIL (M2) = 42.15 g MASS OF BOTTLE + MOIST SOIL + WATER (M3) = 91.70 g MASS OF BOTTLE + WATER (M4) = 86.00 g SPECIFIC GRAVITY=
M 2 − M1 = 2.60 (M 4 − M 1 ) − (M 3 − M 2 )
Sample No.2 MASS OF EMPTY BOTTLE (M1) = 32.90 g MASS OF BOTTLE + MOIST SOIL (M2) = 42.20 g MASS OF BOTTLE + MOIST SOIL + WATER (M3) = 91.75 g MASS OF BOTTLE + WATER (M4) = 86.00 g SPECIFIC GRAVITY=
M 2 − M1 = 2.62 (M 4 − M 1 ) − (M 3 − M 2 )
THEREFORE, SP. GRAVITY OF SAND = 2.61 Natural Moisture Content Of Sand Wt. Of wet sand (W1) = 500 g Wt. Of dry sand (W2) = 484 g Moisture content of soil = W1/W2 x 100 = 15/485 x 100 = 3.09% DEPARTMENT OF CIVIL ENGINEERING
xiv
APPENDIX
Sieve Analysis (Sand) Weight of soil sample = 500 g Percentage retained = (Mass of soil retained/Total soil mass)*100 Percentage finer (N) = (100 - cumulative percentage) TABLE NO.14 SIEVE SIZE (mm) 4.75 2.36 1.18 0.50 0.30 0.15 0.075
MASS RETAINED (g) 0 20.60 61.90 92.90 173 123 13.6
%AGE MASS RETAINED
CUMULATIVE %AGE
%AGE FINER
0 4.12 12.38 18.58 34.60 24.60 2.72
0 4.12 16.50 35.08 69.68 94.28 97.00
100 95.88 83.50 64.92 30.32 5.72 3.00
DEPARTMENT OF CIVIL ENGINEERING
xv
APPENDIX
Maximum and Minimum Void Ratios of Sand 1. Maximum Void Ratio (emax) Weight of the mould (W1) = 4530 g Weight of mould + Sand (W2) = 8416 g Weight of sand (W2 – W1) = 3886 g Dia of the mould = 14.5 cm Height of the mould = 16.5 cm Volume of the mould = 2724.65 cm3 Now, emax =
Gγ w
γd
−1 , Where G is the Sp. Gravity of sand
∴emax = 0.83 2. Minimum Void Ratio (emin) Weight of the mould (W1) = 4530 g Weight of mould + Sand (W2) = 9800 g Weight of sand (W2 – W1) = 5270 g Dia of the mould = 14.5 cm Height of the mould = 16.5 cm Volume of the mould = 2724.65 cm3 Now, emin =
Gγ w
γd
−1 , Where G is the Sp. Gravity of sand
∴emin = 0.35
DEPARTMENT OF CIVIL ENGINEERING
xvi
APPENDIX
Modified Proctor Test (25% Sand + 75% Natural Soil) Diameter of mould = 10 cm Height of mould = 11 cm Therefore, volume of mould = 863.50 cm3 Weight of Hammer = 4.89 kg No. of blows per layer = 25 TABLE NO.15 DETERMINATION NO. MASS OF MOULD (g) MASS OF MOULD+COMPACTED SOIL (g) MASS OF COMPACTED SOIL (g) WEIGHT OF EMPTY CONTAINER (g) WEIGHT OF CONTAINER+WET SOIL (g) WEIGHT OF CONTAINER+DRY SOIL (g) MOISTURE CONTENT (%) BULK DENSITY (g/cm3) DRY DENSITY (g/cm3)
1 2 1978 1978 3825 3882 1847 1904 15.90 16.40 53.30 67.3 50.10 62.70 19 21 2.10 2.13 1.74 1.76
3 1978 3968 1990 15.50 60.70 56.00 23 2.19 1.78
MDD = 1.78 g/cm3 OMC = 23%
DEPARTMENT OF CIVIL ENGINEERING
4 1978 3934 1956 16.10 68.50 62.40 24 2.17 1.75
5 1978 3890 1912 14.50 57.60 51.30 26 2.15 1.71
xvii
APPENDIX
Modified Proctor Test (50% Sand + 50% Natural Soil) Diameter of mould = 10 cm Height of mould = 12.5 cm Therefore, volume of mould = 981 cm3 Weight of Hammer = 4.89 kg No. of blows per layer = 25 TABLE NO.16 DETERMINATION NO. MASS OF MOULD (g) MASS OF MOULD+COMPACTED SOIL (g) MASS OF COMPACTED SOIL (g) WEIGHT OF EMPTY CONTAINER (g) WEIGHT OF CONTAINER+WET SOIL (g) WEIGHT OF CONTAINER+DRY SOIL (g) MOISTURE CONTENT (%) BULK DENSITY (g/cm3) DRY DENSITY (g/cm3)
1 3370 5425 2055 16.10 49.40 47.50 16 2.08 1.80
2 3370 5591 2221 13.70 56.30 53.00 18.1 2.16 1.83
3 3370 5565 2195 16.30 63.00 57.60 19 2.13 1.79
MDD = 1.83 g/cm3 OMC = 18.1 %
DEPARTMENT OF CIVIL ENGINEERING
4 3370 5489 2119 15.30 62.30 56.30 20 2.1 1.76
xviii
APPENDIX
Modified Proctor Test (62.5% Sand + 37.5% Natural Soil) Diameter of mould = 10 cm Height of mould = 12.5 cm Therefore, volume of mould = 981 cm3 Weight of Hammer = 4.89 kg No. of blows per layer = 25 TABLE NO.17 DETERMINATION NO. MASS OF MOULD (g) MASS OF MOULD+COMPACTED SOIL (g) MASS OF COMPACTED SOIL (g) WEIGHT OF EMPTY CONTAINER (g) WEIGHT OF CONTAINER+WET SOIL (g) WEIGHT OF CONTAINER+DRY SOIL (g) MOISTURE CONTENT (%) BULK DENSITY (g/cm3) DRY DENSITY (g/cm3)
1 3370
2 3370
3 3370
4 3370
5 3370
6 3370
5263
5445
5580
5595
5555
5510
1893 2075 2210 2225 2185 2140 15.80 16.40 16.00 15.40 16.00 14.90 56.70 59.95 60.50 57.30 56.30 58.60 54.80 57.40 57.80 53.20 52.00 53.00 10 2.05 1.87
12 2.12 1.89
14.4 2.18 1.91
MDD = 1.91 g/cm3 OMC = 14.4 %
DEPARTMENT OF CIVIL ENGINEERING
15 2.16 1.88
16 2.15 1.86
17 2.14 1.83
xix
APPENDIX
Modified Proctor Test (75% Sand + 25% Natural Soil) Diameter of mould = 10 cm Height of mould = 12.5 cm Therefore, volume of mould = 981 cm3 Weight of Hammer = 4.89 kg No. of blows per layer = 25 TABLE NO.18 DETERMINATION NO. MASS OF MOULD (g) MASS OF MOULD+COMPACTED SOIL (g) MASS OF COMPACTED SOIL (g) WEIGHT OF EMPTY CONTAINER (g) WEIGHT OF CONTAINER+WET SOIL (g) WEIGHT OF CONTAINER+DRY SOIL (g) MOISTURE CONTENT (%) BULK DENSITY (g/cm3) DRY DENSITY (g/cm3)
1 3370
2 3370
3 3370
4 3370
5 3370
6 3370
5291
5437
5600
5625
5537
5450
1921 2067 2230 2255 2167 2080 16.35 14.65 16.67 16.21 15.81 16.10 59.72 65.74 69.00 67.70 62.59 62.64 58.40 62.70 64.40 63.00 57.50 55.30 12 2.01 1.80
13 2.04 1.81
14 2.08 1.83
MDD = 1.85 g/cm3 OMC = 15.30 %
DEPARTMENT OF CIVIL ENGINEERING
15.3 2.13 1.85
16 2.11 1.82
17 2.09 1.79
xx
APPENDIX
Modified proctor test (87.5% sand + 12.5% natural soil) Diameter of mould = 10 cm Height of mould = 12.5 cm Therefore, volume of mould = 981 cm3 Weight of Hammer = 4.89 kg No. of blows per layer = 25 TABLE NO.19 DETERMINATION NO. MASS OF MOULD (g) MASS OF MOULD+COMPACTED SOIL (g) MASS OF COMPACTED SOIL (g) WEIGHT OF EMPTY CONTAINER (g) WEIGHT OF CONTAINER+WET SOIL (g) WEIGHT OF CONTAINER+DRY SOIL (g) MOISTURE CONTENT (%) BULK DENSITY (g/cm3) DRY DENSITY (g/cm3)
1 3370
2 3370
3 3370
4 3370
5 3370
6 3370
5220
5415
5575
5655
5590
5520
1850 2045 2205 2285 2220 2150 16.03 15.74 16.29 16.88 15.25 16.10 64.45 59.31 69.64 74.18 79.85 65.62 62.60 57.00 65.70 68.40 72.70 59.80 11 1.95 1.76
12 1.99 1.78
14 2.04 1.79
MDD = 1.81 g/cm3 OMC = 16.2%
DEPARTMENT OF CIVIL ENGINEERING
16.2 2.10 1.81
17 2.08 1.78
18 2.05 1.74
xxi
APPENDIX
California Bearing Ratio (25% Sand + 75% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO. 20 Unsoaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 3.1 3.2 3.15 18.27 5.2 5.4 5.3 30.74 6.8 7.4 7.1 41.18 8.4 9.2 8.8 51.04 9.6 10.2 9.9 57.42 10.6 11.4 11 63.8 11.4 11.8 11.6 67.28 11.8 12.4 12.1 70.18 12.2 13.2 12.7 73.66 12.6 13.6 13.1 75.98 13.6 15.2 14.4 83.52 15.2 16.6 15.9 92.22 16.8 17.4 17.1 99.18 18.2 19 18.6 107.88
CBR = 4.2 %
DEPARTMENT OF CIVIL ENGINEERING
xxii
APPENDIX
California Bearing Ratio (50% Sand + 50% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.21 Unsoaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 3.4 5.4 4.4 25.52 7.2 8.4 7.8 45.24 10.4 11.2 10.8 62.64 13.2 13.2 13.2 76.56 14.4 14.4 14.4 83.52 15.2 15.4 15.3 88.74 15.6 16.2 15.9 92.22 16.4 16.8 16.6 96.28 17.2 17.6 17.4 100.92 17.6 18 17.8 103.24 18.2 18.4 18.3 106.14 18.6 18.8 18.7 108.46 19 19 19 110.2 20 21 20.5 118.9
CBR = 6.1 %
DEPARTMENT OF CIVIL ENGINEERING
xxiii
APPENDIX
California Bearing Ratio (62.5% Sand + 37.5% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.22 Unsoaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 6.2 7.2 6.7 38.86 9.4 10 9.7 56.26 13.2 14 13.6 78.88 15.2 16.8 16 92.8 19.4 20.6 20 116 20.6 22.4 21.5 124.7 21.6 23.2 22.4 129.92 22.4 24 23.2 134.56 24.4 24.8 24.6 142.68 24.6 25.4 25 145 27.6 28 27.8 161.24 29.4 30.6 30 174 30.6 31.6 31.1 180.38 31.4 33.2 32.3 187.34
CBR = 8.5 %
DEPARTMENT OF CIVIL ENGINEERING
xxiv
APPENDIX
California Bearing Ratio (75% Sand + 25% Natural Soil) Mould Dia = 15cm Mould Height = 17 cm Volume of mould =3002.625 cm3 TABLE NO.23 Unsoaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 3.4 6 4.7 27.26 5.2 8.6 6.9 40.02 8.6 12.2 10.4 60.32 11.2 15.6 13.4 77.72 16.4 20.8 18.6 107.88 17.6 17.8 17.7 102.66 19 19.2 19.1 110.78 20 22 21 121.8 23.4 25.4 24.4 141.52 25.2 29.6 27.4 158.92 26 30 28 162.4 26.8 30.4 28.6 165.88 27.2 30.8 29 168.2 27.6 31 29.3 169.94
CBR = 7.9 %
DEPARTMENT OF CIVIL ENGINEERING
xxv
APPENDIX
California Bearing Ratio (87.5% Sand + 12.5% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.24 Unsoaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 2.6 4.2 3.4 19.72 4.2 7.4 5.8 33.64 6.6 9.2 7.9 45.82 11.6 15 13.3 77.14 15.8 18.4 17.1 99.18 16.2 16.6 16.4 95.12 17.2 17.6 17.4 100.92 20.8 21.8 21.3 123.54 22.4 23.4 22.9 132.82 24.2 25.8 25 145 25.2 26.2 25.7 149.06 26.4 26.8 26.6 154.28 27.2 27.6 27.4 158.92 28 28.4 28.2 163.56
CBR = 7.2 %
DEPARTMENT OF CIVIL ENGINEERING
xxvi
APPENDIX
California Bearing Ratio (25% Sand + 75% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.25 Soaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 1 2.2 1.6 9.28 2.2 3.4 2.8 16.24 4.4 5.2 4.8 27.84 6.8 7.2 7 40.6 8.2 8.4 8.3 48.14 8.6 8.8 8.7 50.46 9.2 9.6 9.4 54.52 10.2 10.4 10.3 59.74 10.8 11.2 11 63.8 11.4 11.8 11.6 67.28 11.8 12 11.9 69.02 12.6 13.2 12.9 74.82 14 14.4 14.2 82.36 15.4 15.8 15.6 90.48
CBR = 3.5 %
DEPARTMENT OF CIVIL ENGINEERING
xxvii
APPENDIX
California Bearing Ratio (50% Sand + 50% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.26 Soaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 2 2.4 2.2 12.76 4 4.4 4.2 24.36 7.6 7.8 7.7 44.66 8.4 8.8 8.6 49.88 12.4 12.8 12.6 73.08 13 13.4 13.2 76.56 14.2 15 14.6 84.68 15.4 16 15.7 91.06 16.2 16.6 16.4 95.12 17 17.6 17.3 100.34 17.4 17.8 17.6 102.08 18 18.2 18.1 104.98 18.6 18.8 18.7 108.46 19.2 19.6 19.4 112.52
CBR = 5.3 %
DEPARTMENT OF CIVIL ENGINEERING
xxviii
APPENDIX
California Bearing Ratio (62.5% Sand + 37.5% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.27 Soaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 3.4 4.4 3.9 22.62 6.6 6.8 6.7 38.86 10.2 10.4 10.3 59.74 14.4 14.6 14.5 84.1 16.6 16.8 16.7 96.86 18.2 18.6 18.4 106.72 20.4 20.8 20.6 119.48 22.6 23 22.8 132.24 23.4 23.6 23.5 136.3 24 24.2 24.1 139.78 26.2 26.4 26.3 152.54 27 27.2 27.1 157.18 27.6 27.8 27.7 160.66 28.2 28.4 28.3 164.14
CBR = 7.1 %
DEPARTMENT OF CIVIL ENGINEERING
xxix
APPENDIX
California Bearing Ratio (75% Sand + 25% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.28 Soaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 2 2.6 2.3 13.34 6 7 6.5 37.7 10 11 10.5 60.9 13.6 14.4 14 81.2 16 16.4 16.2 93.96 18 19.4 18.7 108.46 20 21 20.5 118.9 22 22.6 22.3 129.34 22.6 22.8 22.7 131.66 23.2 23.6 23.4 135.72 24 24.2 24.1 139.78 25.2 25.6 25.4 147.32 25.6 26 25.8 149.64 26.8 27 26.9 156.02
CBR = 6.9 %
DEPARTMENT OF CIVIL ENGINEERING
xxx
APPENDIX
California Bearing Ratio (87.5% Sand + 12.5% Natural Soil) Mould Dia = 15 cm Mould Height = 17 cm Volume of mould = 3002.625 cm3 TABLE NO.29 Soaked S.NO. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
PENETRATION DIAL GAUGE LC=0.01 mm PENETRATION DGR (mm) 0 0 50 0.5 100 1.0 150 1.5 200 2.0 250 2.5 300 3.0 350 3.5 400 4.0 450 4.5 500 5.0 750 7.5 1000 10.0 1250 12.5 1500 15.0
LOAD DIAL GAUGE READING LC-1 DIVN. =5.8 kg LOAD TOP BOTTOM AVERAGE (kg) 0 0 0 0 1.8 2 1.9 11.02 4.8 5.2 5 29 10.2 10.6 10.4 60.32 12 13.8 12.9 74.82 14.8 15 14.9 86.42 15 15 15 87 15.8 16.2 16 92.8 17.6 17.8 17.7 102.66 18.2 18.2 18.2 105.56 19.2 19.2 19.2 111.36 21 22.2 21.6 125.28 23.4 23.8 23.6 136.88 24.6 25.2 24.9 144.42 26 26.4 26.2 151.96
CBR = 6.3 %
DEPARTMENT OF CIVIL ENGINEERING
xxxi
APPENDIX
Direct Shear Test (25% Sand + 75 % Natural Soil) TABLE NO. 30 NORMALSTRESS (σ n)= 0.5 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13 14
25 50 100 150 200 250 300 350 400 450 500 550 600 650
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200 8.2550
1 2 2 2 3 3 3 3 3 3 3 3 3 3
0.17 0.34 0.34 0.34 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000 1.375833
xxxii
APPENDIX
TABLE NO.31 NORMALSTRESS (σ n) = 1.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13
25 50 100 150 200 250 300 350 400 450 500 550 600
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200
2 3 3 3 5 5 7 7 7 7 7 7 7
0.34 0.51 0.51 0.51 0.85 0.85 1.19 1.19 1.19 1.19 1.19 1.19 1.19
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000
xxxiii
APPENDIX
TABLE NO.32 NORMALSTRESS (σ n) = 2.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13
25 50 100 150 200 250 300 350 400 450 500 550 600
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200
3 3 5 5 5 11 11 12 12 12 12 12 12
0.51 0.51 0.85 0.85 0.85 1.87 1.87 2.04 2.04 2.04 2.04 2.04 2.04
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000
xxxiv
APPENDIX
Direct Shear Test (50% Sand + 50 % Natural Soil) TABLE NO.33 NORMALSTRESS (σ n) = 0.5 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13 14
25 50 100 150 200 250 300 350 400 450 500 550 600 650
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200 8.2550
2 2 3 3 4 4 5 5 6 6 6 6 6 6
0.34 0.34 0.51 0.51 0.68 0.68 0.85 0.85 1.02 1.02 1.02 1.02 1.02 1.02
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000 1.375833
xxxv
APPENDIX
TABLE NO.34 NORMALSTRESS (σ n) = 1.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
25 50 100 150 200 250 300 350 400 450 500 550 600 650 700
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200 8.2550 8.8900
3 3 5 5 5 6 6 8 8 9 9 9 9 9 9
0.51 0.51 0.85 0.85 0.85 1.02 1.02 1.36 1.36 1.53 1.53 1.53 1.53 1.53 1.53
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000 1.375833 1.481667
xxxvi
APPENDIX
TABLE NO.35 NORMALSTRESS (σ n) = 2.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
25 50 100 150 200 250 300 350 400 450 500 550 600 650 700
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200 8.2550 8.8900
5 5 8 8 8 9 9 9 13 13 13 13 13 13 13
0.85 0.85 1.36 1.36 1.36 1.53 1.53 1.53 2.21 2.21 2.21 2.21 2.21 2.21 2.21
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000 1.375833 1.481667
xxxvii
APPENDIX
Direct Shear Test (62.5% Sand + 37.5% Natural Soil) TABLE NO.36 NORMALSTRESS (σ n) = 0.5 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
25 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200 8.2550 8.8900 9.5250
1.00 2.00 4.00 4.00 4.00 5.00 5.00 5.50 5.50 6.00 6.00 6.00 6.00 6.00 6.00 6.00
0.170 0.340 0.680 0.680 0.680 0.850 0.850 0.935 0.935 1.020 1.020 1.020 1.020 1.020 1.020 1.020
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000 1.375833 1.481667 1.587500
xxxviii
APPENDIX
TABLE NO.37 NORMALSTRESS (σ n) = 1.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12
25 50 100 150 200 250 300 350 400 450 500 550
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850
2.00 3.00 6.00 6.00 6.00 8.00 8.00 9.00 9.00 9.00 9.00 9.00
0.340 0.510 1.020 1.020 1.020 1.360 1.360 1.530 1.530 1.530 1.530 1.530
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167
xxxix
APPENDIX
TABLE NO.38 NORMALSTRESS (σ n) = 2.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13
25 50 100 150 200 250 300 350 400 450 500 550 600
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200
3.00 5.00 9.00 9.00 9.00 12.00 12.00 14.00 14.00 14.00 14.00 14.00 14.00
0.510 0.850 1.530 1.530 1.530 2.040 2.040 2.380 2.380 2.380 2.380 2.380 2.380
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000
xl
APPENDIX
Direct Shear Test (75% Sand + 25% Natural Soil) TABLE NO.39 NORMALSTRESS (σ n) = 0.5 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10
25 50 100 150 200 250 300 350 400 450
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150
3.00 4.00 6.00 7.00 8.00 9.00 9.00 9.00 8.00 8.00
0.510 0.680 1.020 1.190 1.360 1.530 1.530 1.530 1.360 1.360
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500
xli
APPENDIX
TABLE NO.40 NORMALSTRESS (σ n) = 1.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
1 2 3 4 5 6 7 8 9 10 11
25 50 100 150 200 250 300 350 400 450 500
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500
5.00 6.00 6.00 9.00 9.00 11.00 11.00 14.00 14.00 14.00 14.00
0.850 1.020 1.020 1.530 1.530 1.870 1.870 2.380 2.380 2.380 2.380
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333
xlii
APPENDIX
TABLE NO.41 NORMALSTRESS (σ n) = 2.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12
25 50 100 150 200 250 300 350 400 450 500 550
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850
8.00 8.00 10.00 10.00 10.00 13.00 13.00 16.00 16.00 19.00 19.00 19.00
1.360 1.360 1.700 1.700 1.700 2.210 2.210 2.720 2.720 3.230 3.230 3.230
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167
xliii
APPENDIX
Direct Shear Test (87.5% Sand + 12.5% Natural Soil) TABLE NO.42 NORMALSTRESS (σ n) = 0.5 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13
25 50 100 150 200 250 300 350 400 450 500 550 600
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200
1.00 2.00 6.00 6.00 6.00 8.00 8.00 10.00 10.00 10.00 10.00 10.00 10.00
0.170 0.340 1.020 1.020 1.020 1.360 1.360 1.700 1.700 1.700 1.700 1.700 1.700
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000
xliv
APPENDIX
TABLE NO.43 NORMALSTRESS (σ n) = 1.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12
25 50 100 150 200 250 300 350 400 450 500 550
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850
2.00 3.00 3.00 9.00 9.00 9.00 12.00 12.00 15.00 15.00 15.00 14.00
0.340 0.510 0.510 1.530 1.530 1.530 2.040 2.040 2.550 2.550 2.550 2.380
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167
xlv
APPENDIX
TABLE NO.44 NORMALSTRESS (σ n) = 2.0 kg/cm2
S.NO.
STRAIN DIAL GAUGE READING
1 2 3 4 5 6 7 8 9 10 11 12 13
25 50 100 150 200 250 300 350 400 450 500 550 600
SHEARING DISPLACEMENT ∂ (cm)
STRESS DIAL GAUGE READING
SHEAR STRESS (kg/cm2)
0.3175 0.6350 1.2700 1.9050 2.5400 3.1750 3.8100 4.4450 5.0800 5.7150 6.3500 6.9850 7.6200
3.00 5.00 5.00 5.00 14.00 14.00 14.00 18.00 18.00 21.00 21.00 21.00 21.00
0.510 0.850 0.850 0.850 2.380 2.380 2.380 3.060 3.060 3.570 3.570 3.570 3.570
DEPARTMENT OF CIVIL ENGINEERING
AXIAL STRAIN (%)
∂(cm ) ×100 L (cm )
0.052917 0.105833 0.211667 0.317500 0.423333 0.529167 0.635000 0.740833 0.846667 0.952500 1.058333 1.164167 1.270000
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