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UTILISATION DES SOLS TRAITES A LA CHAUX ET AU CIMENT POUR
LE RENFORCEMENT DES SOLS AVEC INCLUSIONS RIGIDES
Prsent par Umur Salih OKYAY
Paris, le 08/04/2013
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ISBN : 978-2-85978-462-1, 2012 - 384 p., 17 x 24 cm, broch, Presses des Ponts
Institut pour la recherche applique et l'exprimentation en gnie civil (IREX)
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Use of lime and cement treated soils as pile supported load transfer platform
Okyay, U.S., Dias, D., 2010., Use of lime and cement treated soils as pile supported load transfer platform,
Engineering Geology, Volume 114, Issues 12, 23 June 2010, Pages 3444, DOI: 10.1016/j.enggeo.2010.03.008
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Particle size distribution of Goderville soil3 Tons of Goderville silt
Particles smaller than 0.063 mm and larger than 0.002 mm constitute 70% of the soil. 25% of the particles are smaller than 0.002 mm.
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Soil Lime Cement
SL3%
SC6%
SLC12%3%
SLC22%5%
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Notation of the tested materials and optimum Proctor values
Variation of reduction in water content due to
hydration at different curing time
The addition of cement/lime has an influence in increasing
the optimum water content and decreasing the maximumdry unit weight of the naturel soil.
Proctor tests & Treatment formulations
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250 tests at 7, 28, 90 and 350 days
In the experimental program, the
Goderville soil was characterised by
laboratory tests and appropriate
treatment formulations were chosen.
Mechanical soil tests were conductedto deduce the strength characteristics
of soils at 7, 28, 90 and 350 days after
treatment.
Mechanical performance of treated soil : Laboratory tests
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Evolution of cohesion
Direct shear tests
The value of the cohesion reaches at least 25 kPa at the first week treatment and above
60 kPa at 28 days after the treatment in presence of cement.
The evolution of cohesion for the soil treated with lime is quite slow and the cohesion
does not exceed 45 kPa in long term.
The tests were performed with 50mm height and 60 mm diameter cylindrical specimens at constant
shearing speed (0.1 mm/min).
The shearing tests were carried on normal stress range from 50 to 100 kPa.
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Evolution of compressive strength
Unconfined compressive strength test : uniaxial compression
In presence of cement, more than 80% of the final compressive strength was obtained at 90 days after the treatment.
This ratio is 70% for the treatment with only lime. The highest strength value is obtained with the combined treatment
SLC2.
The tests were carried out with 100 mm height and 50 mm diameter cylindrical specimens at a constant
loading speed of 0.1 mm/min.
The untreated soil (S) has ductile strain hardening failure behaviour.
On the other hand, ductile strain softening behaviour is observed for lime treated soil (SL).
Addition of cement ----- specimens become more brittle.
For the cement treated soil (SC), the failure occurs suddenly at the end of the test.
The addition of lime to the treatment provides a residual resistance at the end of the test
and the specimens behave in a more ductile manner.
Stress vs strain @ 90 days
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Evolution of tensile strength Evolution of Young's modulus
Bending resistance of the specimen is equal to 3FL/2a3 where a is the section of the specimen. Then the Young's modulus of the
specimen is calculated E=FL3/48Iy where I is the second moment of area and y is the deflection at the centre of the beam.
Bending test on 4 x 4 x 16 cm specimens
3% Lime 6% Cement
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Summary of the results at 90 days after the treatment and comparisons
The tests indicate that almost 90% of total resistance is gained at 90 days of curing after treatment.
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Numerical analysis of treated soils with rigid piles
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Differential settlements
Variation of the material characteristics
Total principal stresses under 60 kPa of loading on the foundation
Soft soilPileSoft soilPile
Soft soilPile Soft soilPile
Soft soilPile
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Influence of platform height
Total principal stresses for 60 kPa of loading on the foundation.
Soft soilPile Soft soilPile
Soft soilPileSoft soilPile
SLC2
Influence of pile spacing
SLC2 h=60 cm 90%
55%
Bending moments and shear forces in the foundation.
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Geotechnical centrifuge of LCPC Nantes
12 x g & 20 x g
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Experimental Apparatus
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MALAXAGE TRAITEMENT COMPACTAGE
COMPACTAGE STOCKAGE TRANSPORTATION
Fabrication des galettes du sol trait :
SL & SC Diamtre = 90 cm Hauteur = 42 cm 60 cm
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-18
-16
-14
-12
-10
-8
-6
-4
-2
0
0 15 30 45 60 75 90 105 120 135
Temps coul (min)
Dplacementvertical(mm)
0
10
20
30
40
50
60
70
80
90
100
Pression(kPa)
12xg - 20xg Fin de remplissage
Descente du plateau
Fin de lessai
ESSAI TYPE : Droulement dun essai
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0
10
20
30
40
50
60
70
80
90
100
0,00 0,10 0,20 0,30 0,40 0,50
Ratio Tassement / Diamtre (
z/D)
Efficacitnormalise(%)
Emax = 100 %
E = 85 % E = 86 %
E31 - H/s = 0,25
E32 - H/s = 0,18
E > 85%
Efficacit avec un matelas trait la chaux ( = 1,23%) 12 x gD = 30 cm
s = 240 cm
H = 60 cm
H = 42 cm
La valeur defficacit ne descend pas en dessous de 85% pour les 2 hauteurs de matelas testes.
La baisse defficacit seffectue plus tt avec une hauteur de matelas faible quavec une hauteur de
matelas plus importante.
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0
10
20
30
40
5060
70
80
90
100
0.00 0.10 0.20 0.30 0.40 0.50
Ratio Tassement / Diamtre (
z/D)
Eff
icacitnormalise(%)
E33 - H/s = 0,18E34 - H/s = 0,25
E > 90%
Efficacit avec un matelas trait au ciment( = 1,23%) 12 x gD = 30 cm
s = 240 cm
H = 42 cmH = 60 cm
Pour les deux hauteurs de matelas testes, lefficacit maximale de 100% est atteinte au cours des
essais.
Lefficacit maximale est atteinte rapidement pour une hauteur de matelas faible.
La moyenne des contraintes en tte des inclusions rigides est denviron 6 MPa.
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0
200
400
600
800
1000
1200
1400
1600
0 100 200 300 400 500
Temps coul (min)
Force
(N)
monotone
cyclique
z/D = 0,15
z/D = 0,28
z/D = 0,52
Cycles de chargement / dchargement
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0
200
400
600
800
1000
1200
1400
1600
0,00 0,10 0,20 0,30 0,40 0,50 0,60 0,70 0,80
Ratio Tassement / Diamtre (z/D)
Force(N)
E28
E29
monotone
cyclique
Cycles de chargement / dchargement
Dun point de vue global, la courbe de chargement cyclique prsente la mme allure que
celle du chargement monotone.
A la fin de chaque srie, les valeurs deffort issues dun chargement cyclique finissent par
atteindre les valeurs deffort de lessai monotone.
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Rupture dans le matelas
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Effet de vote
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Chapiteaux en tte des inclusions rigides
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Surfaces de rupture sur les chapiteaux en tte des inclusions rigides
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Dcollement entre les couches de compactage
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Chaux : comportement mcanique souple et radoucissant
Lefficacit augmente progressivement Les contraintes sont rparties entre les inclusions rigides et le
sol compressible par flexion du matelas
Ciment : comportement mcanique fragile et cassant
Lefficacit augmente rapidement Comme une dalle sur les ttes des inclusions rigides
Conclusions
E > 85% aprs la rupture
Le matelas de faible hauteur se fissure et se dtruit plus
facilement quun matelas pais.
Malaxage et compactage
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UTILISATION DES SOLS TRAITES A LA CHAUX ET AU CIMENT POUR
LE RENFORCEMENT DES SOLS AVEC INCLUSIONS RIGIDES
Prsent par Umur Salih OKYAY
Paris, le 08/04/2013Merci pour votre attention.
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