Soil Classification based on Size Distribution, Atterberg Limit, Proctor Method and CBR Test

The report discusses the classification of soil based on size distribution, Atterberg limit, Proctor method and CBR test. It covers the effective size, uniform coefficient, and coefficient of curvature of soil particles. It also includes the Atterberg limit test, standard or modified Proctor compaction test, and CBR test. The report provides detailed analysis and results of each test. The subject is related to soil mechanics and geotechnical engineering. No course code, course name, or college/university is mentioned.

Abstract
The soils are always group in accordance with their performance at a given condition, the report
is based on understanding how soil are classified based on their size distribution, atterberg limit,
proctor method and California bearing ration.
Classification base on soil particle size distribution
Sieve
size
Mass
retained
%
retaine
d
%
passing
53 0 0 100
37.5 0 0 100
26.5 0 0 100
19 0 0 100
13.2 15.4 0.2 99.8
9.5 781.4 11.6 88.2
6.7 1405.7 20.8 67.4
4.75 739 10.9 56.4
2.36 498.8 7.4 49.1
1.18 17.81 5.5 43.6
0.6 11.6 5 38.6
0.425 15.5 6.7 31.9
0.3 22.04 11.6 20.3
0.15 32.37 13.9 6.4
0.075 4.31 1.9 4.5
pan 0.03

Diamete
r (mm)
%
Passing
53 100
37.5 100
26.5 100
19 100
13.2 99.8
9.5 88.2
6.7 67.4
4.75 56.4
2.36 49.1
1.18 43.6
0.6 38.6
0.425 31.9
0.3 20.3
0.15 6.4
0.075 4.5
pan
0.010.1110100
0
10
20
30
40
50
60
70
80
90
100
Particle Diameter (mm)
%Passing
GRAVEL Coarse
SAND
Medium
SAND
Fine
SAND SILT/CLAY

Effective size
From the graph (red line) the value of the sieve diameter that allow 10% of passing sand
0.19 mm
Uniform coefficient
From the graph d60 (blue line) = 5.4 mm
The ratio of d60 to d10 = 0.19 mm
Ratio = 5.4
0.19 = 28.4
Coefficient of curvature
From the graph d30 (orange lin) = 0.4 mm
Cc = D302 *(D10/D60)
= 0.42 * (0.19/5.4)
= 0.0056

REPORT 2
Atterberg limit test
TEST PLASTIC LIMIT LIQUID LIMIT
Variable
NO
1 2 1 2 3 4
Var. Unit
s
Number of Blows N blow
s
Can Number --- ---
Mass of Empty Can MC (g) 13.0
5
13.4
3
13.1
7
13.2
2 12.96 12.98
Mass Can & Soil
(Wet)
MCM
S
(g) 23.6
3
26.0
5
30.4
9
27.1
3 35.17 25.47
Mass Can & Soil
(Dry) MCDS (g) 21.9
6
24.0
3
28.3
5
24.7
5 31.34 23.30
Mass of Soil MS (g) 8.91 10.6
0
15.1
8
11.5
3 18.38 10.32
Mass of Water MW (g) 1.67 2.02 2.14 2.38 3.83 2.17
Water Content w (%) 18.7 19.1 14.1 20.6 20.8 21.0
Liquid Limit (LL or wL)
(%): 20
Plastic Limit (PL or wP)
(%): 19
Plasticity Index (PI)
(%): 105
USCS Classification:

0 10 20 30 40 50 60 70 80 90 100
0
10
20
30
40
50
60
Liquid Limit (LL or wL)
Plasticity Index (PI)
Liquid limit graph
11 12 13 14 15 16 17 18
14
15
16
17
18
19
20
21
22
penetration
% moisture content

REPORT 3
The standard or modified proctor compaction test
The standard or modified proctor compaction test involves compaction of a sample of soil and
varied water content and a specific mould and a standard energy of compaction. This involves
compacting the soil in three layers and each layer compacted separately using 25 blows of a
standard 5.5 lb hammer that falls at height of 12 inches.
Standard/Modified Proctor Compaction Measurement
Water Content Measurement
Item / Trial Sample No. 1 No. 2 No. 3 No. 4
Specimen number M14 M23 M31 M29
Moisture can and lid number B-5 B-15 B-16 B-7
MC = Mass of empty, clean can + lid (grams) 192.4000 192.4000 192.4000 192.4000
MWC = Mass of can + lid + moist soil (grams) 1366.100
0
1420.500
0
1279.200
0
1292.300
0
MDC = Mass of can + lid + dry soil (grams) 1310.800
0
1342.400
0
1195.100
0
1199.200
0
MS = Mass of soil solids (grams) 1118.400
0
1150.000
0
1002.700
0
1006.800
0
MW = Mass of pore water (grams) 55.3000 78.1000 84.1000 93.1000
WC = Water content (percent) 4.9446% 6.7913% 8.3874% 9.2471%
Dry Density Measurement
Item / Trial Sample No. 1 No. 2 No. 3 No. 4
Specimen number #01 #02 #03 #04
MM = Mass of empty, clean Proctor mould
(grams)
3867.000
0
3867.000
0
3867.000
0
3867.000
0
MMS = Mass of Proctor mould + wet soil
(grams)
5988.000
0
6058.000
0
6149.000
0
6140.000
0
V = Volume of Proctor mould (cubic
centimetre)
997.0000 997.0000 997.0000 997.0000
MS = Mass of wet soil (grams) 2121.000
0
2191.000
0
2282.000
0
2273.000
0
ρ = Wet density of soil (grams per cubic
centimetre)
2.1274 2.1976 2.2889 2.2798

ρd = Dry density of soil (grams per cubic
centimetre)
2.0271 2.0578 2.1117 2.0869
Optimum Water Measurement
WCopt = Optimum water content (percent) 9.65%
ρmax = Maximum dry density of soil (grams
per cubic centimetre)
1.7148
Zero-Air-Void Curve Measurement
Item / Trial Sample Data
Gs = Specific gravity of soil (bare number) 2.7500
ρw = Density of water (grams per cubic
centimetre)
1.0000
ρZAV = Zero-air-void density (grams per cubic
centimetre)
2.4208 2.3172 2.2346 2.1925
GRAPH OF DRY DENSITY AGAINST WATER CONTENT
4% 6% 8% 10%
1.80
1.90
2.00
2.10
2.20
2.30
2.40
2.50
Water Content (%)
Dry Density (gm/cm3)

REPORT 4
CBR TEST
CBR test is used in analyzing and determining the properties of material that will be used for
pavement design; this empirical test will measure the material strength.
It is noted that the value of CBR will decrease when the penetration increases; majorly the ration
value at 2.5 mm of penetration will be used but in cases where the value of the ratio at 5 mm of
penetration is higher then it will be considered. There is CBR can be described as a resistance
measure of material to the standard penetration when the conditions of moisture and density are
controlled.
PREPARATION
Mass of material > 19 mm (g) 0
Mass of material < 19 mm (g) 0
% of material > 19 mm (%) 0
Initial moisture content (%) 3.5
Dry mass of material (g) 6217.39
Optimum moisture content (%) 8.0
Mass of sample at OMC required (g) 6715
Water required (g) 280
Maximum dry density (t/m3) 2.125
Target weight density (t/m3) 2.295
Volume of mold (cm3) 2123
Mass of wet soil required (g) 4872.3
Mass per layer (g) 1624.1
Surcharge mass: 4.5 kg
Penetration Load
0.0 0
0.5 1.391
1.0 2.95
1.5 4.47
2.0 5.79
2.5 6.81
3.0 7.85
4.0 9.40
5.0 10.56
7.5 12.75

10.0 14.44
10.5 15.5
CBR data after compaction
Mass of mould and
wet soil
11523
Mass of mould (g) 6826 Compaction hammer
Mass of wet soil (g) 4697 Maximum dry density
(t/m3)
2.125
Wet density (t/m3) 2.212 OMC (%) 8.0%
Moisture content (%) 7.6 Dry density ratio 96.8%
Dry density (t/m3) 2.056 Moisture ratio -0.4%
Moisture content data After penetration
Initial On compaction Top Total
Container
number
M33 M7 M2 M15
Mass of
container and
wet soil
13334.5 1450.5 1013.1 1257.0
Mass of
container and dry
soil
1296.1 1361.9 950.2 1131.1
Mass of
container
192.8 192.8 191.0 192.5
Mass of water 38.4 88.6 60.9 75.9
Mass of solids 1103.3 1169.1 761.2 988.6
Mass of content 3.5% 7.6% 8.0% 7.7%

Califonia bearing ratio graph
0 2 4 6 8 10 12 14 16 18
0
2
4
6
8
10
12
penetration mm
Load kN
Summary of results
Correction 0 mm
Load at corrected 2.5 mm 6.8 kN CBR value 51.5%
Load at corrected 5.0 mm 10.5 kN CBR value 53.0 %
Reported CBR 51.5 At penetration 2.5 mm

Reference
Aragón, A., Garcıa, M.G., Filgueira, R.R. and Pachepsky, Y.A., 2000. Maximum compactibility
of Argentine soils from the Proctor test;: The relationship with organic carbon and water
content. Soil and Tillage Research, 56(3-4), pp.197-204
Gee, G.W. and Bauder, J.W., 1986. Particle-size analysis 1(No. methodsofsoilan1, pp. 383-411).
Soil Science Society of America, American Society of Agronomy.
Koester, J.P., 1992. The influence of test procedure on correlation of Atterberg limits with
liquefaction in fine-grained soils. Geotechnical Testing Journal, 15(4), pp.352-361.
Patel, R.S. and Desai, M.D., 2010, December. CBR predicted by index properties for alluvial
soils of South Gujarat. In Proceedings of the Indian geotechnical conference, Mumbai(pp. 79-
82).