Particle loss and volume change on dissolution: experimental results and analysis of particle size and amount effects

McDougall, John; Kelly, D.; Barreto, Daniel

doi:10.1007/s11440-013-0212-0

Cited by 45 publications

(16 citation statements)

References 16 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…The sediment contracts yet the void ratio increases during dissolution (Fam et al, 2002;Shin & Santamarina, 2009;Truong et al, 2010;Muir Wood et al, 2010;Tran et al, 2012;McDougall et al, 2013aMcDougall et al, , 2013b) and a 'honeycomb fabric' emerges (Shin et al, 2008;Shin & Santamarina, 2009). The value of k 0 decreases often to k a before it recovers (experiments in Shin & Santamarina (2009)), and shear wave velocity decreases and attenuation increases during dissolution (Fam et al, 2002;Truong et al, 2010;Lee et al, 2012).…”

Section: Introductionmentioning

confidence: 99%

“…The 2D cross-correlation between an image of force chains and an image of voids confirms the intimate correlation between voids and strong forces -see Cha (2012)). Experimental data obtained with rounded sand and granular salt mixtures show that the average dissolution parameter -from beginning to the end of dissolution -increases with the percentage of soluble salt grains (McDougall et al (2013a) -note: values depend on the relative size of soluble and insoluble grains): from¸< À0 . 7 for SF < 5% and reaches¸% À0 .…”

mentioning

confidence: 99%

See 1 more Smart Citation

Dissolution of randomly distributed soluble grains: post-dissolution k₀-loading and shear

Cha¹,

Santamarina²

2014

Géotechnique

View full text Add to dashboard Cite

Sediments experience mineral dissolution in most natural settings, and as a result of engineered processes such as carbon dioxide injection. The consequences of mineral dissolution are studied using the three-dimensional discrete-element method by gradually dissolving randomly distributed soluble grains in a laterally constrained cell under constant vertical stress. Either additional vertical load under zero lateral strain or shear loading are applied after dissolution. Results show that dissolution is accompanied by global horizontal stress change, increase in vertical displacement and porosity, and decrease in coordination number. Post-dissolution, sediments are more compressible; shear loading encounters a diminished peak strength and reduced dilative tendency in sediments that experienced dissolution; however, all specimens evolve towards a common 'critical state' strength and sediment fabric at a large strain (in the absence of reprecipitation, changes in grain shape, or changes in grain size distribution). The analysis of micromechanical parameters shows that the total number of contacts decreases during dissolution and remaining contacts carry higher forces. Higher granular interlocking hinders settlement and leads to the development of higher fabric and force anisotropy during dissolution. Granular arching effectively resists vertical displacement around dissolving grains, a honeycomb fabric emerges and the specimen gains a higher porosity during dissolution. Overall, the extent of dissolution (soluble fraction) and the level of particle interlocking/angularity define the evolution of micro-and macro-scale parameters during dissolution and its response to subsequent loading.

show abstract

Section: Introductionmentioning

confidence: 99%

mentioning

confidence: 99%

Dissolution of randomly distributed soluble grains: post-dissolution k₀-loading and shear

Cha¹,

Santamarina²

2014

Géotechnique

View full text Add to dashboard Cite

show abstract

“…Among all the criteria, the critical hydraulic gradient (CHG) is widely accepted. The CHG depends on properties of soil such as the particle size distribution (PSD), the gradation, the porosity, the particle shape, or even the soil properties due to wildlife activities (Åberg, 2006; Kenney & Lau, 1985; Liang et al, 2017; McDougall, Kelly, & Barreto, 2013; Nord & Esteves, 2010; Saghaee, Mousa, & Meguid, 2016; Skempton & Brogan, 1994). However, not only the properties of soil, external factors, such as the stress state, can influence the CHG (Chang & Zhang, 2013; Liang et al, 2019; Marot, Rochim, Nguyen, Bendahmane, & Sibille, 2016; Richards & Reddy, 2010, 2012).…”

Section: Introductionmentioning

confidence: 99%

Experimental investigation of internal erosion behaviours in inclined seepage flow

Liang

Yeh

et al. 2020

Hydrological Processes

View full text Add to dashboard Cite

Internal erosion is one of the most common causes of failure in hydraulic engineering structures, such as embankments and levees. It also plays a vital role in the geohazards (such as landslides and sinkhole developments) and more importantly, the earth landscape evolution, which has a broad environmental and ecosystem impacts. The groundwater seepage is multi-directional, and its multi-dimensional nature could

show abstract

“…Previous studies reveal that homogeneously distributed particle-scale dissolution affects both the small and large-strain properties of sediments , Truong et al, 2010, Muir Wood et al, 2010: a distinct "honeycomb fabric" emerges (Shin et al, 2008), vertical displacement and void ratio increase (Fam et al, 2002, Truong et al, 2010, Shin and Santamarina, 2009, McDougall et al, 2013, the stress ratio between 6 horizontal to vertical effective stress k 0 decreases often to Rankine-k a failure condition (Shin and 93 Santamarina, 2009), shear wave velocity decreases and attenuation increases (Truong et al,94 2010, Fam et al, 2002), and the peak friction angle decreases (Fam et al, 2002). Furthermore, 95 fluid permeability changes (Zheng and Elsworth, 2012), and strain localization may emerge 96 (Shin et al, 2008).…”

Section: Introductionmentioning

confidence: 99%

Hydro-chemo-mechanical coupling in sediments: Localized mineral dissolution

Cha

Santamarina

2016

Geomechanics for Energy and the Environment

View full text Add to dashboard Cite

Mineral dissolution is inherently a chemo-hydro-mechanical coupled process. Field evidence and laboratory results show that dissolution may localize and form open conduits in cohesive media such as carbonate rocks. This study focuses on the evolution of localized dissolution in soils (i.e., frictional and non-cohesive granular materials) under effective confining stresses. Experimental results show the development of localized dissolution ("pipe") when a carbonate-quartz sand is subjected to reactive fluid flow: only loosely packed quartz grains remain within pipes, and the number of pipes decreases away from the inlet port. Concurrent shear wave velocity measurements show a decrease in stiffness during dissolution due to stress and fabric changes, and more complex signal codas anticipate the development of internal heterogeneity. The discrete element method is used to simulate localized vertical dissolution features in granular materials, under constant vertical stress and zero lateral strain far-field boundaries. As porosity increases along dissolution pipes, vertical load is transferred to the surrounding soils and marked force chains develop. In terms of equivalent stress, principal stress rotation takes place within pipes and the sediment reaches the Coulomb failure condition inside pipes and in the surrounding medium. Dissolution pipes alter the geo-plumbing of the subsurface, enhance fluid transport but limit the long term performance of storage systems, alter the fluid pressure and effective stress fields, soften the sediment and may trigger shear failures. 3 List of Symbols and Abbreviations D Chemical diffusion coefficient [m 2 /s] D 10 Grain diameter (in mm) corresponding to the 10% percentile by weight D 50 Grain diameter (in mm) corresponding to the 50% percentile by weight Da Damköhler number g Gravitational acceleration h Representative vertical length scale HR percentage of rotationally hindered particles in a specimen i hydraulic gradient ID Inner diameter k 0 Coefficient of at-rest lateral earth pressure k a Coefficient of active and passive lateral earth pressure l Characteristic length scale of the problem [m] n Porosity Pe Péclet number Ri Richardson number SF Fraction of soluble particles v Flow velocity [m/s] V s Shear wave velocity  shear wave velocity at '=1kPa  stress sensitivity of the shear wave velocity ε h Lateral strain conditions  Sediment angle of internal shear strength  Reaction rate constant [1/s] σ Effective stress ( |  + direction of propagation and particle motion;  1  3 minor and major principal stress)

show abstract

Particle loss and volume change on dissolution: experimental results and analysis of particle size and amount effects

Cited by 45 publications

References 16 publications

Dissolution of randomly distributed soluble grains: post-dissolution k₀-loading and shear

Dissolution of randomly distributed soluble grains: post-dissolution k₀-loading and shear

Experimental investigation of internal erosion behaviours in inclined seepage flow

Hydro-chemo-mechanical coupling in sediments: Localized mineral dissolution

Contact Info

Product

Resources

About

Particle loss and volume change on dissolution: experimental results and analysis of particle size and amount effects

Cited by 45 publications

References 16 publications

Dissolution of randomly distributed soluble grains: post-dissolution k0-loading and shear

Dissolution of randomly distributed soluble grains: post-dissolution k0-loading and shear

Experimental investigation of internal erosion behaviours in inclined seepage flow

Hydro-chemo-mechanical coupling in sediments: Localized mineral dissolution

Contact Info

Product

Resources

About

Dissolution of randomly distributed soluble grains: post-dissolution k₀-loading and shear

Dissolution of randomly distributed soluble grains: post-dissolution k₀-loading and shear