A void ratio – water content – net stress model for environmentally stabilized expansive soils

Gould, Scott; Kodikara, Jayantha; Rajeev, Pathmanathan; Zhao, Xilu; Burn, Stewart

doi:10.1139/t10-108

Cited by 36 publications

(12 citation statements)

References 17 publications

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“…The potential shrinkage strain å sh may be calculated from AE˜w (Corte & Higashi, 1964;Kodikara & Choi, 2006;Peron et al, 2009;Amarasiri et al, 2011), where˜w is the moisture content change, and AE is a proportionality (hydric) constant, which could be a function of the prevailing moisture content and the applied net stress on the soil (Gould et al, 2011). The hydric constant will be given by G s /(1 + e 0 ), where G s is the specific gravity and e 0 is the initial void ratio, until the soil remains capillary saturated, and will drop rapidly almost to zero after desaturation.…”

Section: Analysis Of Shrinkage Stresses During Drying Of a Circular Smentioning

confidence: 99%

Salient factors controlling desiccation cracking of clay in laboratory experiments

Costa¹,

Kodikara²,

Shannon³

2013

Géotechnique

172

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This paper elucidates some of the controlling factors governing soil desiccation. The desiccation tests were conducted on three materials -clay, potato starch and milled quartz sand -all three featuring similar fracture energy. Two controlling factors were identified in desiccation cracking, regardless of the material. The first is the tensile stress and strain energy development within the material when the material is restrained against shrinkage. The distribution of the tensile stress will depend on the boundary conditions and material stiffness, and will dictate where cracks are likely to originate. The second factor is that the exact positions of crack initiations will be controlled by the flaws and/or pores within the material. For materials such as clay, with very fine particles, the cracking mechanism is governed by flaws, since the desaturation of fine pores would require very high suction stress, and this requirement leads to sequential cracking and orthogonal crack patterns. If the material has particles giving relatively large and uniform pore sizes with high moisture diffusivity leading to high shrinkage energy prior to cracking, then the fracture energy balance indicates that cracking can occur in near hexagonal patterns with 1208 crack initiations, which occur predominantly simultaneously. However, even for materials with lower moisture diffusivity, such as for clay, high desiccation rates can give rise to an 'effective layer' over which high suctions and strain energy develop, leading to almost simultaneous dense cracking.

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Section: Analysis Of Shrinkage Stresses During Drying Of a Circular Smentioning

confidence: 99%

Salient factors controlling desiccation cracking of clay in laboratory experiments

Costa¹,

Kodikara²,

Shannon³

2013

Géotechnique

172

View full text Add to dashboard Cite

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“…According to the related researches, the gravimetric moisture content change is considered as the soil swelling strain driver in the modelling of the swelling behavior [24,25]. The swelling behavior can be simulated by the thermal-induced expansion since the volume change caused by wetting in the swelling ground is similar to that by the thermal effect of a material, although the physical mechanism is quite different [26].…”

Section: Numerical Modelling Of the Swelling Groundmentioning

confidence: 99%

3D Numerical Simulation of Shield Tunnel Subjected to Swelling Effect Considering the Nonlinearity of Joint Bending Stiffness

Yan

Chuan

et al. 2019

Period. Polytech. Civil Eng.

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In this paper, the authors developed a three dimensional shell-spring numerical model of a shield tunnel, in which the elastic shell elements were adopted to model the segments and the spring models were used for the simulation of the segmental joints. The highlight of this research is that the non-linearity of the joint bending stiffness was taken into consideration, which was first determined through the numerical simulation by using a refined 3D continuum model of the segment-joint structure. The automatic iteration of the joint bending stiffness was achieved through programming with the ANSYS ADPL software. Based on a specific engineering example, a 3D continuum-shell-spring model was established to analyze the internal forces of shield tunnel segmental linings subject to swelling soils. The developed numerical model and its application in the analysis of the internal forces of shield tunnel segmental linings in swelling ground will provide useful reference and guidance for the numerical calculation in similar engineering projects in future.

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“…Tatsuoka and Gomes Correia (2018) and Tatsuoka (2015). Exploration of the volumetric changes in base layers according to their saturation is the subject of publications by Suriol et al (2002) and Gould et al (2011). Exploration of the characteristics of the bedrock layers during the process of compaction is the subject of theoretical work by Hogentogler (1936) and Holtz and Gibbs (1956).…”

Section: Theoretical Solutions and Principlementioning

confidence: 99%

The impact of changes in the geological conditions of road bedrock layers while the road was in use

Smugala

Kubečková

Indra³

2019

Organization, Technology and Management in Construction: An International Journal

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Abstract This article examines the effective road reconstruction technologies applied during construction processes to ensure the required final quality of construction work. The construction quality and especially the overall levelness of roads are influenced by several factors. These factors include high-quality implementation of road structural layers, including active zones, which can be adversely affected by the undisciplined application of technology, insufficient engineering and poor geological surveys. Suitable and effective reconstruction technology provides the required quality of construction work yet does not significantly extend construction time. The authors propose stabilisation using cement or lime during reconstruction. This stabilisation method is used if the structure of the bedrock layers is finely granular. The stabilisation process consists of excavating the unacceptable bedrock layer and mixing it with additives and water. A principally different bedrock stabilisation method consists of completely replacing it with a gravel layer, which is used when individual base layers are diverse and stabilisation using additives would not guarantee the required results, i.e. improved strength characteristics. In some cases, the existing base layers are not suitable for use as road base layers because of their characteristics, such as volumetric instability. For this reason, they must be replaced with more suitable materials. This topic is documented by a practical example.

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A void ratio – water content – net stress model for environmentally stabilized expansive soils

Cited by 36 publications

References 17 publications

Salient factors controlling desiccation cracking of clay in laboratory experiments

Salient factors controlling desiccation cracking of clay in laboratory experiments

3D Numerical Simulation of Shield Tunnel Subjected to Swelling Effect Considering the Nonlinearity of Joint Bending Stiffness

The impact of changes in the geological conditions of road bedrock layers while the road was in use

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