An- Najah National University College of Engineering Department of Civil Engineering
An – Najah National University Faculty of Engineering Civil Engineering Department
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Transcript of An – Najah National University Faculty of Engineering Civil Engineering Department
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An – Najah National University Faculty of Engineering
Civil Engineering Department
Project Group Members:Mohammad FarouqOmar M. Abu-EishehMohammad M. Abu-Eisheh
Supervised by:Dr.Sami Hijjawi
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Using Dead Sea WaterAs Soil Improvement Agent
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Introduction :::::
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1) Graduation project life. 2) Evaluating the whole test results . 3) Analysis and Discussion of the results. 4) The conclusion. 5) Recommendations.
Outlining the presentation :
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The project went through three stages:::
1) Brought dead see water. 2) Collected the samples.3) carried out the tests on the samples .
Graduation project life
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Brought dead see water
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First::Clay (2 samples) A) Tunes Street clay
Collected the samples
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B) Al Ataa’ Commercial Mall clay
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Second::Base course (1 sample) *Beit Eba base course
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Third::Selected fill (1 sample)Al Ata’a Commercial Complex selected fill
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1) Sieve Analysis (soil classification). 2) Atterberg Limit Test (Plasticity index). 3) Proctor Compaction Test(maximum dry density and optimum moister content 4) California Bearing Ratio (CBR value). 5) PH meter test (To measure PH for the soil) 6) Chemical Analysis for Dead Sea Water (To determine Cl-, No3 - , Na+, K+ and T.D.S concentrations )
In our graduation project, we carried out these tests :
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Evaluating the whole test results :
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Sieve analysis
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0.01 0.1 1 100
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Al –Ataa’ clay
0% D.S.W 4% D.S.W 6% D.S.W 8% D.S.W
Sieve Size (mm)
% p
assi
ng
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0.01 0.1 1 10 1000
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Base Course
0% D.S.W 4% D.S.W 6% D.S.W 8% D.S.W
Sieve Size (mm)
% P
assi
ng
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0.01 0.1 1 100
20
40
60
80
100
Al –Ataa’ Selected Fill
0% D.S.W 4% D.S.W 6% D.S.W 8% D.S.W
Sieve Size (mm)
% P
assi
ng
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Atterberg Limits results
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0% 1% 2% 3% 4% 5% 6% 7% 8% 9%0
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Base courseSelected FillAl –Ataa’ clayTunis street clay
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Proctor Test
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7.00 9.00 11.00 13.00 15.00 17.00 19.00 21.00 23.00 25.001.50
2.00 Tunis Street Clay
0% D.S.W 6% D.S.W
% Moisture Content
Dry
Den
sity
(g/
cm3)
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5 10 15 20 25 301.50
1.55
1.60
1.65
1.70
1.75
1.80
1.85
1.90
1.95
Al –Ataa’ clay
0% D.S.W 6% D.S.W% Moisture Content
Dry
Den
sity
(g/
cm3)
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5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.01.80
1.90
2.00
2.10
2.20
2.30
2.40Base Course
0% D.S.W 6% D.S.W
% Moisture Content
Dry
Den
sity
(g/
cm3)
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4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.002.10
2.15
2.20
2.25
2.30
2.35
2.40Selected Fill
0% D.S.W 6% D.S.W% Moisture Content
Dry
Den
sity
(g/
cm3)
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CBR (California Bearing Ratio)
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0.00 2.00 4.00 6.00 8.00 10.00
-0.20
0.00
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0.60
0.80
1.00
1.20
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Tunis Street Clay
0% D.S.W 6% D.S.W Penetration (mm)
Forc
e (k
N)
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0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.000.00
0.20
0.40
0.60
0.80
1.00
1.20
1.40Al –Ataa’ clay
0% D.S.W 6% D.S.W Penetration (mm)
Forc
e (k
N)
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0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.000.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
Base Course
0% D.S.W 6% D.S.WPenetration (mm)
Forc
e (k
N)
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0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.000.00
0.20
0.40
0.60
0.80
1.00
1.20
1.40
1.60
Selected Fill
0% D.S.W 6% D.S.W Penetration (mm)
Forc
e (k
N)
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PH test
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0% 1% 2% 3% 4% 5% 6% 7% 8% 9%0
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Base courseTunis street clayAl –Ataa’ claySelected Fill
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Base course: The classification of the base course changes from (A-
1-a) to (A-2-4) when we add 4% D.S.W, and we still have the same classification when we add more percentage of D.S.W.
Selected fill: Same as base course.
Al-Ataa’ clay: The classification does not change when we add D.S.W.
Analysis and Discussion of resultsSieve Analysis:
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Base course:
Atterberg Limits:
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Selected fill :
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Tunis Street clay :
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Al –Ataa’ clay:
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Base course:
Selected fill:
Al-Ataa’ clay:
Proctor test :
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Tunis Street clay:
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For all samples
California Bearing:
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For all samples :
PH test:
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In general, using Dead Sea water causes: For sieve analysis test we do not see any effective change in soil
classification, and we notice an increase in PH for base course and selected fill.
For base course we notice an increase in plasticity index when adding D.S.W. while for selected fill plasticity index will decrease after we add 6% D.S.W, and for clay it will decrease by adding additional amount of D.S.W. depending on clay substances.
Maximum dry density for base course increases by adding D.S.W, while for selected fill it is not affected, and for clay it will increase by adding D.S.W. depending on clay substances.
California Bearing Ratio (CBR) increased for all samples.
The conclusion :
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Based on the above discussion we recommend using D.S.W. for pavement purposes, since the addition of D.S.W improves the strength quality of pavement layers.
Moreover we recommend to further study and evaluate the facts obtained in this project.
Recommendations::
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Thank You For Listening