CEA201 Geoscience Assignment

CEA201 Geoscience Assignment

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CEA201 Geoscience Assignment

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CEA201 Geoscience Assignment

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Course Code: CEA201
University: TAFE Queensland

MyAssignmentHelp.com is not sponsored or endorsed by this college or university

Country: Australia

Questions:
1. Describe report and evaluate on geologic and geotechnical tests through field and laboratory work.2. Discover and describe key characteristics & behaviours of soils.3. Explain the relationship between the properties of soils and related engineering activities.4. Apply communication skills in a professional and academic context.
Answer:
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

% retained

% 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

 

 

 

Diameter (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

 

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 =  = 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
Atterberg limit test

TEST

PLASTIC LIMIT

LIQUID LIMIT

Variable

NO

1

2

1

2

3

4

 

 

Var.

Units

 

 

Number of Blows

N

blows

 

 

 

 

 

 

 

 

Can Number

 

 

 

 

 

 

 

 

Mass of Empty Can

MC

(g)

13.05

13.43

13.17

13.22

12.96

12.98

 

 

Mass Can & Soil (Wet)

MCMS

(g)

23.63

26.05

30.49

27.13

35.17

25.47

 

 

Mass Can & Soil (Dry)

MCDS

(g)

21.96

24.03

28.35

24.75

31.34

23.30

 

 

Mass of Soil

MS

(g)

8.91

10.60

15.18

11.53

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:

 

Liquid limit graph
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)

1366.1000

1420.5000

1279.2000

1292.3000

MDC = Mass of can + lid + dry soil (grams)

1310.8000

1342.4000

1195.1000

1199.2000

MS = Mass of soil solids (grams)

1118.4000

1150.0000

1002.7000

1006.8000

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)

3867.0000

3867.0000

3867.0000

3867.0000

MMS = Mass of Proctor mould + wet soil (grams)

5988.0000

6058.0000

6149.0000

6140.0000

V = Volume of Proctor mould (cubic centimetre)

997.0000

997.0000

997.0000

997.0000

MS = Mass of wet soil (grams)

2121.0000

2191.0000

2282.0000

2273.0000

 = Wet density of soil (grams per cubic centimetre)

2.1274

2.1976

2.2889

2.2798

d = 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%

 

 

 

max = 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

 

 

 

w = Density of water (grams per cubic centimetre)

1.0000

 

 

 

ZAV = Zero-air-void density (grams per cubic centimetre)

2.4208

2.3172

2.2346

2.1925

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 

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., Garc?a, 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).

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