Dépouillements

The water retention properties of a natural unsaturated loess from northern France / J. A. Munoz-Castelblanco in Géotechnique, Vol. 62 N° 2 (Fevrier 2012) 

Public ISBD [article]  in Géotechnique > Vol. 62 N° 2 (Fevrier 2012) . - pp. 95 –106 Titre : The water retention properties of a natural unsaturated loess from northern France Type de document : texte imprimé Auteurs : J. A. Munoz-Castelblanco, Auteur ; J. M. Pereira, Auteur ; P. Delage, Auteur Année de publication : 2012 Article en page(s) : pp. 95 –106 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Suction  Permeability  Laboratory  tests Résumé : The water retention properties of a natural loess from northern France were investigated on intact block samples that were excavated along a high-speed train line (TGV) that experienced stability problems during heavy rain episodes. Suction measurements were made by using the filter paper method and an in-house constructed high-capacity tensiometer (HCT) so as to determine the water retention curve of the loess. The results showed that an alternative approach using a previously wetted filter paper could fruitfully be used with suction values reasonably compatible with the HCT measurements. The water retention curve obtained exhibited a peculiar form, with no hysteresis observed around the natural water content (14·4%) and two hysteresis loops on both the wet and dry sides of the curve. It is hypothesised that this zone with no hysteresis corresponds to the natural variations of the water content under seasonal changes, providing a range of natural suction between 20 and 80 kPa, and it is suggested that this should be checked by in situ measurements. The loess microstructure was investigated by using scanning electron microscopy and mercury intrusion porosimetry. It appeared that the clay fraction (16%) was not uniformly distributed, with some areas composed of clean grains and a well-graded corresponding intergrain pore population. Conversely, the clay aggregations define a smaller-sized porosity. The calculation of a water retention curve derived from the pore size distribution curve showed that water retention is governed by capillarity in the largest pores between clean grains, whereas clay adsorption becomes dominant in the smallest pores, a zone where the microstructure is sensitive to change in water content. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.P.084 [article] The water retention properties of a natural unsaturated loess from northern France [texte imprimé] / J. A. Munoz-Castelblanco, Auteur ; J. M. Pereira, Auteur ; P. Delage, Auteur . - 2012 . - pp. 95 –106. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 62 N° 2 (Fevrier 2012) . - pp. 95 –106 Mots-clés : Suction  Permeability  Laboratory  tests Résumé : The water retention properties of a natural loess from northern France were investigated on intact block samples that were excavated along a high-speed train line (TGV) that experienced stability problems during heavy rain episodes. Suction measurements were made by using the filter paper method and an in-house constructed high-capacity tensiometer (HCT) so as to determine the water retention curve of the loess. The results showed that an alternative approach using a previously wetted filter paper could fruitfully be used with suction values reasonably compatible with the HCT measurements. The water retention curve obtained exhibited a peculiar form, with no hysteresis observed around the natural water content (14·4%) and two hysteresis loops on both the wet and dry sides of the curve. It is hypothesised that this zone with no hysteresis corresponds to the natural variations of the water content under seasonal changes, providing a range of natural suction between 20 and 80 kPa, and it is suggested that this should be checked by in situ measurements. The loess microstructure was investigated by using scanning electron microscopy and mercury intrusion porosimetry. It appeared that the clay fraction (16%) was not uniformly distributed, with some areas composed of clean grains and a well-graded corresponding intergrain pore population. Conversely, the clay aggregations define a smaller-sized porosity. The calculation of a water retention curve derived from the pore size distribution curve showed that water retention is governed by capillarity in the largest pores between clean grains, whereas clay adsorption becomes dominant in the smallest pores, a zone where the microstructure is sensitive to change in water content. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.P.084

Development of building vulnerability functions in subsidence regions from analytical methods / A. Saeidi in Géotechnique, Vol. 62 N° 2 (Fevrier 2012) 

Public ISBD [article]  in Géotechnique > Vol. 62 N° 2 (Fevrier 2012) . - pp. 107 –120 Titre : Development of building vulnerability functions in subsidence regions from analytical methods Type de document : texte imprimé Auteurs : A. Saeidi, Auteur ; O. Deck, Auteur ; T. Verdel, Auteur Année de publication : 2012 Article en page(s) : pp. 107 –120 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Failure  Tunnels  Ground  movements  Mining Résumé : Ore and mineral extraction by underground mining often causes ground subsidence phenomena, and may induce severe damage to buildings. This paper develops vulnerability and fragility functions to assess building damage in the context of mining subsidence hazards, comparable to functions used for other hazards. These functions are based on existing analytical methods for damage assessment. They take into account both the uncertainty of the geometric and mechanical parameters of the building and the soil–structure interaction phenomena that may have a critical influence on the building loading. The present paper discusses the methodology used to determine these functions, and the analytical method for damage evaluation is described. The second part is a detailed application of the methodology for a masonry building with or without reinforcement, for which both vulnerability and fragility functions are calculated. Finally, vulnerability functions are tested and validated with a set of three subsidences that occurred in Lorraine (France) between 1996 and 1999. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.P.028 [article] Development of building vulnerability functions in subsidence regions from analytical methods [texte imprimé] / A. Saeidi, Auteur ; O. Deck, Auteur ; T. Verdel, Auteur . - 2012 . - pp. 107 –120. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 62 N° 2 (Fevrier 2012) . - pp. 107 –120 Mots-clés : Failure  Tunnels  Ground  movements  Mining Résumé : Ore and mineral extraction by underground mining often causes ground subsidence phenomena, and may induce severe damage to buildings. This paper develops vulnerability and fragility functions to assess building damage in the context of mining subsidence hazards, comparable to functions used for other hazards. These functions are based on existing analytical methods for damage assessment. They take into account both the uncertainty of the geometric and mechanical parameters of the building and the soil–structure interaction phenomena that may have a critical influence on the building loading. The present paper discusses the methodology used to determine these functions, and the analytical method for damage evaluation is described. The second part is a detailed application of the methodology for a masonry building with or without reinforcement, for which both vulnerability and fragility functions are calculated. Finally, vulnerability functions are tested and validated with a set of three subsidences that occurred in Lorraine (France) between 1996 and 1999. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.P.028

Factors affecting pre-failure instability of sand under plane-strain conditions / D. Wanatowski in Géotechnique, Vol. 62 N° 2 (Fevrier 2012) 

Public ISBD [article]  in Géotechnique > Vol. 62 N° 2 (Fevrier 2012) . - pp. 121 –135 Titre : Factors affecting pre-failure instability of sand under plane-strain conditions Type de document : texte imprimé Auteurs : D. Wanatowski, Auteur ; J. Chu, Auteur Année de publication : 2012 Article en page(s) : pp. 121 –135 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Liquefaction  Sands  Laboratory  tests  Slopes  Pore  pressures  Failure Résumé : Experimental data obtained from a plane-strain apparatus are presented in this paper to show that a pre-failure instability in the form of a rapid and sustained increase in strain rate can occur for both contractive and dilative sand under fully drained conditions. However, this type of instability is different from the runaway type of instability observed under undrained conditions, and has therefore been called conditional instability. Despite the differences, the conditions for both types of instability are the same for contractive sand. There are also other factors that affect the pre-failure instability of sand observed in the laboratory. These include the stress ratio, void ratio, sand state, load control mode and reduction rate of the effective confining stress. In this paper, these factors are discussed and analysed using experimental data obtained from undrained instability (or creep) tests and constant shear drained (CSD) tests carried out under plane-strain conditions. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.P.111 [article] Factors affecting pre-failure instability of sand under plane-strain conditions [texte imprimé] / D. Wanatowski, Auteur ; J. Chu, Auteur . - 2012 . - pp. 121 –135. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 62 N° 2 (Fevrier 2012) . - pp. 121 –135 Mots-clés : Liquefaction  Sands  Laboratory  tests  Slopes  Pore  pressures  Failure Résumé : Experimental data obtained from a plane-strain apparatus are presented in this paper to show that a pre-failure instability in the form of a rapid and sustained increase in strain rate can occur for both contractive and dilative sand under fully drained conditions. However, this type of instability is different from the runaway type of instability observed under undrained conditions, and has therefore been called conditional instability. Despite the differences, the conditions for both types of instability are the same for contractive sand. There are also other factors that affect the pre-failure instability of sand observed in the laboratory. These include the stress ratio, void ratio, sand state, load control mode and reduction rate of the effective confining stress. In this paper, these factors are discussed and analysed using experimental data obtained from undrained instability (or creep) tests and constant shear drained (CSD) tests carried out under plane-strain conditions. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.P.111

Analytical modelling of the steady flow of a submarine slide and consequent loading on a pipeline / N. Boukpeti in Géotechnique, Vol. 62 N° 2 (Fevrier 2012) 

Public ISBD [article]  in Géotechnique > Vol. 62 N° 2 (Fevrier 2012) . - pp. 137 –146 Titre : Analytical modelling of the steady flow of a submarine slide and consequent loading on a pipeline Type de document : texte imprimé Auteurs : N. Boukpeti, Auteur ; D. J. White, Auteur ; M. F. Randolph, Auteur Année de publication : 2012 Article en page(s) : pp. 137 –146 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Constitutive  relations  Clays  Landslides  Shear  strength Résumé : This paper considers a simple one-dimensional model of a submarine slide at a steady state. From equilibrium relations, the distributions of shear stress, velocity and strain rate across the slide thickness are determined analytically for two rate-dependent soil strength models. Previous work has demonstrated that the increase in shear strength with strain rate can be adequately described using a power law or a logarithmic law model. The analytical solutions obtained with these models are compared with the ones available for a viscoplastic fluid of the Bingham or Herschel–Bulkley types. The influence of the rheological parameters, the slope angle and the slide thickness on the flow and deformation characteristics is analysed for each model. The derived analytical solutions can be viewed as representing a particular position within a slide at a given instant in time. They can be used in conjunction with numerical modelling of the entire slide to provide some insights into the flow pattern, and into the parameter sensitivity. These solutions are also applicable to determination of the loading on a pipeline that is oriented across the path of the slide. They are used to illustrate the relative contributions of the soil strength and the inertial drag, as well as the influence of the vertical position of the pipeline within the slide. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.10.P.001 [article] Analytical modelling of the steady flow of a submarine slide and consequent loading on a pipeline [texte imprimé] / N. Boukpeti, Auteur ; D. J. White, Auteur ; M. F. Randolph, Auteur . - 2012 . - pp. 137 –146. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 62 N° 2 (Fevrier 2012) . - pp. 137 –146 Mots-clés : Constitutive  relations  Clays  Landslides  Shear  strength Résumé : This paper considers a simple one-dimensional model of a submarine slide at a steady state. From equilibrium relations, the distributions of shear stress, velocity and strain rate across the slide thickness are determined analytically for two rate-dependent soil strength models. Previous work has demonstrated that the increase in shear strength with strain rate can be adequately described using a power law or a logarithmic law model. The analytical solutions obtained with these models are compared with the ones available for a viscoplastic fluid of the Bingham or Herschel–Bulkley types. The influence of the rheological parameters, the slope angle and the slide thickness on the flow and deformation characteristics is analysed for each model. The derived analytical solutions can be viewed as representing a particular position within a slide at a given instant in time. They can be used in conjunction with numerical modelling of the entire slide to provide some insights into the flow pattern, and into the parameter sensitivity. These solutions are also applicable to determination of the loading on a pipeline that is oriented across the path of the slide. They are used to illustrate the relative contributions of the soil strength and the inertial drag, as well as the influence of the vertical position of the pipeline within the slide. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.10.P.001

The yielding of brittle unsaturated granular soils / G. Buscarnera in Géotechnique, Vol. 62 N° 2 (Fevrier 2012) 

Public ISBD [article]  in Géotechnique > Vol. 62 N° 2 (Fevrier 2012) . - pp. 147 –160 Titre : The yielding of brittle unsaturated granular soils Type de document : texte imprimé Auteurs : G. Buscarnera, Auteur ; I. Einav, Auteur Année de publication : 2012 Article en page(s) : pp. 147 –160 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Gravels  Theoretical  analysis  Particle  crushing/crushability  Partial  saturation Résumé : A complete thermodynamic theory is presented that is capable of explaining the dependence of yielding on the degree of saturation in brittle granular aggregates. Historically, constitutive models represented this coupling between mechanics and hydraulics only phenomenologically, by way of the incorporation of the loading collapse curve concept. This was done both for fine-grained and granular soils, and, for the latter case, without embodying the physical connection of yielding to elasticity, as motivated by fracture mechanics. Here, this connection is captured by the breakage mechanics theory, which underpins a grain-size scaling of the mechanical part of the Helmholtz free energy potential. In addition, an explicit reliance of this potential on hydraulic measures is explored, with another grain-size scaling inspired by the capillary theory. It is shown that through homogenisation these two scaling laws motivate a total macroscopic Helmholtz free energy that, together with the breakage dissipation, captures the salient couplings between mechanics and hydraulics properties, while showing a promising agreement with experiments. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.10.P.118 [article] The yielding of brittle unsaturated granular soils [texte imprimé] / G. Buscarnera, Auteur ; I. Einav, Auteur . - 2012 . - pp. 147 –160. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 62 N° 2 (Fevrier 2012) . - pp. 147 –160 Mots-clés : Gravels  Theoretical  analysis  Particle  crushing/crushability  Partial  saturation Résumé : A complete thermodynamic theory is presented that is capable of explaining the dependence of yielding on the degree of saturation in brittle granular aggregates. Historically, constitutive models represented this coupling between mechanics and hydraulics only phenomenologically, by way of the incorporation of the loading collapse curve concept. This was done both for fine-grained and granular soils, and, for the latter case, without embodying the physical connection of yielding to elasticity, as motivated by fracture mechanics. Here, this connection is captured by the breakage mechanics theory, which underpins a grain-size scaling of the mechanical part of the Helmholtz free energy potential. In addition, an explicit reliance of this potential on hydraulic measures is explored, with another grain-size scaling inspired by the capillary theory. It is shown that through homogenisation these two scaling laws motivate a total macroscopic Helmholtz free energy that, together with the breakage dissipation, captures the salient couplings between mechanics and hydraulics properties, while showing a promising agreement with experiments. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.10.P.118

Seismic modulus growth of lime-stabilised soil during curing / N. M. Toohey in Géotechnique, Vol. 62 N° 2 (Fevrier 2012) 

Public ISBD [article]  in Géotechnique > Vol. 62 N° 2 (Fevrier 2012) . - pp. 161 –170 Titre : Seismic modulus growth of lime-stabilised soil during curing Type de document : texte imprimé Auteurs : N. M. Toohey, Auteur ; M. A. Mooney, Auteur Année de publication : 2012 Article en page(s) : pp. 161 –170 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Geophysics  Pavements  and  roads  Mineralogy  Expansive  soils  Stiffness  Time  dependence  Monitoring  Compaction  Soil  stabilisation Résumé : This paper presents a study conducted to characterise seismic modulus growth in lime-stabilised soil (LSS) throughout 28-day curing using free-free resonance testing. The motivation for this study is to explore the prediction of 28-day modulus and strength from seismic modulus data collected during early curing, and in general to investigate the efficacy of seismic testing as a method of quality assessment for LSS. Measured E and G growth ranged from 250% to 900% during curing for the three soils. Modulus values and growth in modulus were significantly influenced by mineralogy and soil processing. The growth in seismic modulus for each soil exhibited a power law relationship with curing time. The 28-day modulus was estimated within 8% error for two soils using early curing modulus data, that is, through 7 days. Seismic modulus was found to correlate linearly with unconfined compressive strength (q u) throughout curing. The proportionality of E and q u remained constant during curing for each soil beyond day 3. The study shows that early curing seismic data – that is, through 7, 8 or 9 days – is capable of providing a good estimate of 28-day E and q u if the variability is reasonable (here, range/mean < 0·5). DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.P.122 [article] Seismic modulus growth of lime-stabilised soil during curing [texte imprimé] / N. M. Toohey, Auteur ; M. A. Mooney, Auteur . - 2012 . - pp. 161 –170. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 62 N° 2 (Fevrier 2012) . - pp. 161 –170 Mots-clés : Geophysics  Pavements  and  roads  Mineralogy  Expansive  soils  Stiffness  Time  dependence  Monitoring  Compaction  Soil  stabilisation Résumé : This paper presents a study conducted to characterise seismic modulus growth in lime-stabilised soil (LSS) throughout 28-day curing using free-free resonance testing. The motivation for this study is to explore the prediction of 28-day modulus and strength from seismic modulus data collected during early curing, and in general to investigate the efficacy of seismic testing as a method of quality assessment for LSS. Measured E and G growth ranged from 250% to 900% during curing for the three soils. Modulus values and growth in modulus were significantly influenced by mineralogy and soil processing. The growth in seismic modulus for each soil exhibited a power law relationship with curing time. The 28-day modulus was estimated within 8% error for two soils using early curing modulus data, that is, through 7 days. Seismic modulus was found to correlate linearly with unconfined compressive strength (q u) throughout curing. The proportionality of E and q u remained constant during curing for each soil beyond day 3. The study shows that early curing seismic data – that is, through 7, 8 or 9 days – is capable of providing a good estimate of 28-day E and q u if the variability is reasonable (here, range/mean < 0·5). DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.9.P.122

A simplified analytical model for predicting the shear behaviour of regular triangular rock/concrete joints under constant normal stiffness / A. Haque in Géotechnique, Vol. 62 N° 2 (Fevrier 2012) 

Public ISBD [article]  in Géotechnique > Vol. 62 N° 2 (Fevrier 2012) . - pp. 171 –176 Titre : A simplified analytical model for predicting the shear behaviour of regular triangular rock/concrete joints under constant normal stiffness Type de document : texte imprimé Auteurs : A. Haque, Auteur ; J. Kodikara, Auteur Année de publication : 2012 Article en page(s) : pp. 171 –176 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Soft  rocks  Numerical  modelling  Shear  strength  Piles  Rocks/rock  mechanics Résumé : In developing a shear strength model for rock joints, it is essential to understand the shear behaviour of idealised elastic asperities. In this paper, the shear behaviour of regular triangular elastic asperities subjected to constant normal stiffness (CNS) boundary conditions is examined for a range of Young's moduli of the rock. The results show that dilation of the joint decreases with a decrease in rock Young's modulus, because of the increased elastic deformation of asperities. Finally, a simplified analytical model for predicting the peak shear strength of regular triangular concrete/rock joints is developed, incorporating a non-dimensional equation for joint normal stiffness. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.T.018 [article] A simplified analytical model for predicting the shear behaviour of regular triangular rock/concrete joints under constant normal stiffness [texte imprimé] / A. Haque, Auteur ; J. Kodikara, Auteur . - 2012 . - pp. 171 –176. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 62 N° 2 (Fevrier 2012) . - pp. 171 –176 Mots-clés : Soft  rocks  Numerical  modelling  Shear  strength  Piles  Rocks/rock  mechanics Résumé : In developing a shear strength model for rock joints, it is essential to understand the shear behaviour of idealised elastic asperities. In this paper, the shear behaviour of regular triangular elastic asperities subjected to constant normal stiffness (CNS) boundary conditions is examined for a range of Young's moduli of the rock. The results show that dilation of the joint decreases with a decrease in rock Young's modulus, because of the increased elastic deformation of asperities. Finally, a simplified analytical model for predicting the peak shear strength of regular triangular concrete/rock joints is developed, incorporating a non-dimensional equation for joint normal stiffness. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.T.018

Parameters controlling stiffness and strength of artificially cemented soils / N. C. Consoli in Géotechnique, Vol. 62 N° 2 (Fevrier 2012) 

Public ISBD [article]  in Géotechnique > Vol. 62 N° 2 (Fevrier 2012) . - pp. 177 –183 Titre : Parameters controlling stiffness and strength of artificially cemented soils Type de document : texte imprimé Auteurs : N. C. Consoli, Auteur ; A. V. Da Fonseca, Auteur ; S. R. Silva, Auteur Année de publication : 2012 Article en page(s) : pp. 177 –183 Note générale : Génie Civil Langues : Anglais (eng) Mots-clés : Soil  stabilisation  Sands  Ground  improvement  Stiffness  Laboratory  tests  Compaction Résumé : The treatment of soils with cement is an attractive technique when a project requires improvement of the local soil for the construction of subgrades for rail tracks, for roads, as a support layer for shallow foundations, and to prevent sand liquefaction. This paper advances understanding of the key parameters for the control of strength and stiffness of cemented soils by testing two soils with different gradings and quantifying the influence of porosity/cement ratio on both initial shear modulus (G 0) and unconfined compressive strength (q u). It is shown that the porosity/cement ratio is an appropriate parameter to assess both the initial stiffness and the unconfined compressive strength of the soil–cement mixtures studied. Each soil matrix has a unique relationship for G 0/q u against adjusted porosity/cement ratio, linking initial stiffness and strength. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.P.084 [article] Parameters controlling stiffness and strength of artificially cemented soils [texte imprimé] / N. C. Consoli, Auteur ; A. V. Da Fonseca, Auteur ; S. R. Silva, Auteur . - 2012 . - pp. 177 –183. Génie Civil Langues : Anglais (eng) in Géotechnique > Vol. 62 N° 2 (Fevrier 2012) . - pp. 177 –183 Mots-clés : Soil  stabilisation  Sands  Ground  improvement  Stiffness  Laboratory  tests  Compaction Résumé : The treatment of soils with cement is an attractive technique when a project requires improvement of the local soil for the construction of subgrades for rail tracks, for roads, as a support layer for shallow foundations, and to prevent sand liquefaction. This paper advances understanding of the key parameters for the control of strength and stiffness of cemented soils by testing two soils with different gradings and quantifying the influence of porosity/cement ratio on both initial shear modulus (G 0) and unconfined compressive strength (q u). It is shown that the porosity/cement ratio is an appropriate parameter to assess both the initial stiffness and the unconfined compressive strength of the soil–cement mixtures studied. Each soil matrix has a unique relationship for G 0/q u against adjusted porosity/cement ratio, linking initial stiffness and strength. DEWEY : 624.15 ISSN : 0016-8505 En ligne : http://www.icevirtuallibrary.com/content/article/10.1680/geot.8.P.084

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