The document summarizes laboratory testing conducted on soil samples along the Azzizia-Bir Alganim road in Libya. Soil samples were taken from 8 borrow pits along the 50 km road and tested in the laboratory to determine their classifications and properties. Tests performed included sieve analysis, Atterberg limits, specific gravity, compaction, CBR, permeability, and direct shear. The results showed that most soils were poorly graded sands or sandy soils, except for one sample that was classified as sandy clay. Maximum dry densities and permeability values varied along the soil profile.

1. LABORATORY STUDY FOR SOIL ALONG
AZZIZIA- BIR ALGANIM ROAD
Engineering Academy Tajura
civil engineering department
Prepared By
Reda Omar Abdullah
Supervised By
Dr.Ahmed Alrabity
JUNE-2009

2. 2


3. 3
 project aims to the evaluate and the knowledge of the
properties the soil through the path extending from the
Azzizia – Biralgnim along about 50 km This is a section of
track through the course of Aziziyah-Nalot 200 km and
will be carried out Laboratory tests on the soil to determine
classifications and properties .

4. 4
 1. General Study On The Project.
 2. Extract The Required Information From The Study.
 3.Experiment Program And Testing Procedure.
 a. Study Of Standard Methods For Testing.
 b. Cluster Sampling And Storage.
 c. Prepare The Lab.
 d. Prepare The Apparatus And Equipment.
 4. Laboratory Testing.
 5. Presentation Of Results.
 6. Conclusion And Recommendations .

5. 5
Chapter 3Chapter 3 Chapter 2Chapter 2
SOIL FORMATION AND
COMPOSITION
Chapter 1Chapter 1
INTRODUCTION
Chapter 5Chapter 5
PROJECTPROJECT
Chapter 4Chapter 4
PLANNING THE SUBSURFACE
INVESTIGATION AND
LABORATOR Y TESTING
PROGRAM
BASIC SOILPROPERTIES
AND SOIL
CLASSIFICATION
EXPERIMENT PROGRAM AND
TESTING PROCEDURE
Chapter 6Chapter 6
PRESENTATION OF RESULTS
AND DISCUSSIONS

6. 6
 objectives soil should have the following desirable properties:
 Adequate stability or resistance to permanent deformation
under traffic load.
 Ease of compaction to attain higher dry densities and strength.
 Good drainage to avoid excessive water retention and to
reduce freezing and thawing action.
 Permanency of strength to retain the desired sub grade support
for the pavement structure.

7. 7
0-100
(cm)
Borrow
pit2
5.5+00
Borrow
pit3
7+00
Borrow
pit4
10+00
Borrow
pit8
50+00
Borrow
pit7
48+00
Borrow
pit6
47+150
Borrow
pit5
17+00
Borro
w pit1
4+00
Borrow pits
(Km)
60-110
(cm)
0-80
80-200
(cm)
20-70
70-200
(cm)
0-100
100-120
120-220
(cm)
200-220
(cm)
20-100
100-200
(cm)
0-200
(cm)

8. 8
TESTS
Sieve
analysis
Atterberg
limit
Specific
gravity
compaction
test
CBR
test
Permeability
test
Direct
shear
Liquid
limit
Plastic
limit
Shrinkag
e
limit
Constan
t
head
Falling
head

9. 9
sample
Borrow
pit2
5.5+00
Borrow
pit3
7+00
Borrow
pit4
10+00
Borrow
pit8
50+00
Borrow
pit7
48+00
Borrow
pit6
47+150
Borrow
pit5
17+00
Borrow
pit1
4+00
Sieve analysis
Specific gravity and
compaction tests
sample 2samples2 samples 3samples sample 2samples sample

10. 10
0-100
(cm)
Borrow
pit2
5.5+00
Borrow
pit8
50+00
Atterberg
limit
100-120
(cm)

11. 11
Borrow
pit2
5.5+00
Borrow
pit3
7+00
Borrow
pit4
10+00
Borrow
pit7
48+00
Borrow
pit6
47+150
Borrow
pit5
17+00
Borrow
pit1
4+00
CBR And Direct Shear Test
sample 2samples2 samples 2samples sample 2samples sample

12. 12
Borrow
pit 1
Falling
head
Constant
head
Permeability
test
Borrow
pit 2
Borrow
pit 8
100-120
cm
0-100
cm
20-70
cm

13. 13
B.Pits
Km
4+00 5.5+00 7+00 10+00 17+00 47+150 48+00 50+0
Depth
m
0.2-0.7 0.7-2 0-1 1-1.2 1.2-2.2 2-2.2 0.2-1.0 1.0-2.0 0-2.0 0.6-1.1 0-0.8 0.8-2 0-1.0
Sieves
mm
Passing
%
Passing
%
Passing
%
Passing
%
Passing
%
Passing
%
Passing
%
Passing
%
Passing
%
Passing
%
Passing
%
Passing
%
Passing
%
4.75 100 100 100 100 100 100 100 100 100 100 100
2.36 100 100 100 100 100 100 100 100 100 99.183 97.58
2.00 100 100 100 100 100 100 100 100 100 98.775 97.10
1.18 100 100 100 100 100 100 100 100 100 97.551 96.13
1.00 100 100 100 100 100 100 100 99.56 100 96.326 95.65
0.600 97.8 100 100
97.1
98.5 100 99 99.13 99.77 88.571 94.68
0.425 90.2 99.5 99.5
93.3
94.5 97.8 96 98.26 99.54 85.306 93.23
0.300 80.3 99.0 99.0
86.5
90.6 95.3 90.5 93.91 98.39 82.448 91.30
0.250 75.9 98.5 98.5
82.7
88.1 92.7 84.5 89.565 97.01 80.816 90.33
0.212 70.8 98.0 98.0
76.4
85.7 89.0 73.5 83.478 94.03 79.183 89.37
0.150 58.3 96.1 96.1
72.6
73.4 78.84 49.5 53.043 78.89 71.020 83.57
0.075 8.7 19.5 19.5
33.2
7.3 10.95 7.5 4.782 11.69 11.836 18.35
Sieve analysis test

14. 14

15. 15
Distanc
e km
Depth
Cm
Liquid limit
%
Plastic limit
%
Shrinkage
Limit %
Plasticity
Index
5.5+00
50+00
100-120
0-100
34.6
37
15.82
24.5
7.61
8.2
18.78
12.5
Atterberg Limit

16. 16

17. 17
Distance
km
Depth Cm Soil Classification
4+00
4+00
5.5+00
5.5+00
5.5+00
7+00
10+00
10+00
17+00
47+150
48+00
48+00
50+00
(20-70)
(150-190)
(0-100)
(100-120)
(120-220)
(200-220)
(20-100)
(100-200)
(0-200)
(60-110)
(0-80)
(80-200)
(0-100)
ASTM D2847
Sp poorly sand, gravelly sands
Sp poorly sand, gravelly sands
Sp poorly sand, gravelly sands
SC clayey sands, sand –clay mixt.
Sp poorly sand, gravelly sands
Sp poorly sand, gravelly sands
Sp poorly sand, gravelly sands
Sp poorly sand, gravelly sands
Sp poorly sand, gravelly sands
Sp poorly sand, gravelly sands
Sp poorly sand, gravelly sands
Sp poorly sand, gravelly sands
CL (sandy clean clay)
AASTHO
A-3 Fine sand
A-3 Fine sand
A-3 Fine sand
A-6 clayey soils
A-3 Fine sand
A-3 Fine sand
A-3 Fine sand
A-3 Fine sand
A-3 Fine sand
A-3 Fine sand
A-3 Fine sand
A-3 Fine sand
A-6 clayey soils

18. 18
Distance
km
Depth
cm
Specific gravity
4+00 (20-70) 2.67
4+00 (70-200) 2.65
5.5+00 (0-100) 2.65
5.5+00 (100-120) 2.58
5.5+00 (120-220) 2.65
7+00 (200-220) 2.65
10+00 (20-100) 2.65
10+00 (100-200) 2.66
17+00 (0-200) 2.65
47+150 (60-110) 2.64
48+00 (0-80) 2.66
48+00 (80-200) 2.66
50+00 (0-100) 2.69
Specific gravity

19. 19
Distance
km
Depth
Cm
Moisture content
%
Max. Dry density
t/m³
4+00 (20-70) 11 1.761
4+00 (70-200) 12 1.720
5.5+00 (0-100) 12.5 1.720
5.5+00 (100-120) 13.5 1.755
5.5+00 (120-220) 12 1.700
7+00 (200-220) 13 1.910
10+00 (20-100) 11 1.700
10+00 (100-200) 10 1.700
17+00 (0-200) 12 1.705
47+150 (60-110) 10.5 1.905
48+00 (0-80) 10.5 1.915
48+00 (80-200) 10.5 1.915
50+00 (0-100) 15.5 1.715
Compaction Test

20. 20
Max.dry density

21. 21
Borrow pits
km
Depth cm CBR % Soil classification Used
4+00 (20-70) 10-11.5 Accepted Sub Base
4+00 (70-200) 26.4-28.6 Good Base, Sub
Base
5.5+00 (0-100) 25.6-27.3 Good Base, Sub
Base
5.5+00 (120-220) 9.2-10.7 Accepted Sub Base
7+00 (200-220) 7.6-12.3 Accepted Sub Base
10+00 (20-100) 9.8-12.8 Accepted Sub Base
10+00 (100-200) 9.4-10 Accepted Sub Base
17+00 (0-200) 14.9-16 Accepted Sub Base
47+150 (60-110) 9.6-10.11 Accepted Sub Base
48+00 (0-80) 24.5-28 Good Base, Sub
Base

22. 22

23. 23
Borrow pits km Depth cm Cohesion C
kpa
Angle friction φ
4+00 (20-70) 0 38
4+00 (70-200) 15 33
5.5+00 (0-100) 25 37
5.5+00 (100-120) * *
5.5+00 (120-220) 24 39
7+00 (200-220) 16 44
10+00 (20-100) 4 39
10+00 (100-200) 0 36
17+00 (0-200) 14 27
47+150 (60-110) 9 35
48+00 (0-80) 10 36
48+00 (80-200) 11 37
50+00 (0-100)

24. 24
φ C
φ

25. 25
Borrow pits
km
4+00 5.5+00 50+00
Depth
cm
(20-70) (100-120) (0-100)
Permeability k
m/s
5.73* 10 – 5 2.34*10 - 7
2.18*10 – 7
Drainage
characters
Good poor poor
Permeability
classification
Medium Low Very low
Soil type Clean sand Fissured &
weathered clays
Very fine or silty
sands

26. 26

27. 27
27
TESTS
Sieve
analysis
Atterberg
limit
Specific
gravity
compaction
test
CBR
test
Permeability
test
Direct
shear
Liquid
limit
Plastic
limit
Shrinkag
e
limit
Constan
t
head
Falling
head