Modelling of Non-linear Shear Displacement Behaviour of Soil–Geotextile Interface

Anubhav,; Wu, Haimin

doi:10.1007/s40891-015-0021-7

Cited by 12 publications

(3 citation statements)

References 22 publications

(26 reference statements)

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“…ere are mainly three major methods used to predict coal-mine subsidence of tunnels. e first is based on the model of stochastic medium theory [9,10], the second on the theory of the elastic-plastic medium theory [11,12], and the third and most used is numerical simulation [13][14][15]. e stochastic medium method is a semiempirical influence function, and it can be used to obtain reliable subsidence results with the parameters of field observation [1], but it lacks a reasonable explanation of deformation mechanisms.…”

Section: Introductionmentioning

confidence: 99%

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Numerical Simulation of Mining-Induced Damage in Adjacent Tunnels Based on FLAC3D

Wang

et al. 2021

Advances in Civil Engineering

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The Bayueshan (BYS) tunnels are adjacent tunnels which comprise key engineering structures important for Yurong highway from Chongqing to Sichuan, China. The tunnels were established crossing over the old goafs of a coal mine. The tunnels have been damaged three times between 2014 and 2016. To evaluate the reasons for the damage, fast Lagrangian analysis of continua in three dimensions ( FLAC 3 D ) was used to simulate the underground coal-mine excavation yearly from 2012 to 2015. The simulation results show that the subsidence of the ground surface increased annually. The maximum subsidence of the left tunnel was 505 mm and that of the right tunnel was 512 mm. The excavation led to increase in the tunnels’ stress concentration. The simulations further show that uneven horizontal displacement and subsidence were the major factors in inducing tunnel construction defects. Poor geological conditions, water, and vehicle dynamic loads were also important factors that induced damage. Several engineering suggestions for ways to maintain the tunnels are given in this paper, and the research provides a reference for safety evaluation for tunnels crossing over an old goaf.

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Section: Introductionmentioning

confidence: 99%

“…It provides 12 material constitutive models: a null model, three elastic models, and eight plasticity models. e Mohr-Coulomb strength criterion is a nonlinear constitutive model often used in rock and soil engineering numerical simulation [15,19] and is expressed by the following equation:…”

Section: Introduction Of Flac 3d and Mohr-coulomb Criterionmentioning

confidence: 99%

Numerical Simulation of Mining-Induced Damage in Adjacent Tunnels Based on FLAC3D

Wang

et al. 2021

Advances in Civil Engineering

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“…Based on previous comparative studies, reinforced earth structures using geosynthetics are deemed more economical than the conventional reinforced concrete retaining and unreinforced structures (Nalawade and Nalawade, 2008;Sharma and Goliya, 2014;Singh and Akhtar, 2015;Rawi and Abade, 2017). Additionally, in determining the effectiveness of reinforced earth design, laboratory experiments and numerical simulations on the behavior of soil-reinforcement interactions were performed by researchers frequently with varying parameters such as the type of geosynthetics or reinforcement and soil classification (Guler and Ocbe, 2003;Khan and Sharan, 2006;Zornberg, 2007;Balakrishnan and Vishwanadham, 2015;Yu et al 2015;Anubhav and Wu, 2015;Denine et al, 2016).…”

Section: Introductionmentioning

confidence: 99%

Large-Scale Prototype Testing of a Composite Geosynthetics Reinforced Earth Structure for Riverbank Slope Protection Using Fine Grained Sandy Soil

Circulado,

Lorenzo

2020

MJST

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This paper presents the field evaluation of large scale prototypes of an innovative composite geosynthetic reinforced earth (CGRE) structure as an alternative for the conventional earth retaining structures, hence a green engineering design for riverbank slope protection. This reinforced earth structure comprises of a geogrid that serves as the main reinforcement and the cover of the facing member of the structure; and a geotextile as separator medium between the infill soil and intermediate horizontal gravel drainage. Three large scale prototypes at full, half, and no gravel drainage were built, monitored, and tested. Clayey sand soil was the fill material used and a 3/2” to 2” sub-rounded gravel was used for the drainage and facing members. CGRE prototypes were evaluated in saturated conditions, and tested under incremental surcharge loadings with a total applied stress of 40 kPa. Lateral displacements for every layer of the structure were determined using horizontal rods where readings were taken from line gauges. Results showed that prototypes with gravel drainage displaced lower than the permissible limit of 4.0%. The CGRE prototype with full gravel drainage had the smallest average total lateral displacement of 1.28%. Hence, it had a higher interface friction resistance, and pull-out capacity than the one with less or no gravel drainage. Overall, the incorporation of gravel drainage improved the performance of the reinforced earth system by reducing the lateral movements of the structure. Therefore, the CGRE structure is a viable slope protection alternative even under saturated conditions.

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Modelling of Shear Behaviour of Interfaces Involving Smooth Geomembrane and Nonwoven Geotextile Under Static and Dynamic Loading Conditions

Punetha

Samanta

2020

Geotech Geol Eng

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The constitutive modelling of geosynthetic-geosynthetic interfaces is essential to predict the performance of the engineering structures such as landfills, flood control dykes and geotextile encapsulated-sand systems for the protection of shore. This article presents a model to simulate the shear stress/force-displacement behaviour of the interfaces involving smooth geomembrane and nonwoven geotextile under static and dynamic loading conditions. The model is the extension of an existing model developed for predicting the soil-structure interface shear behaviour under static loading conditions. The model is capable of predicting the non-linear pre-peak and the post-peak strain softening/hardening behaviour of the interfaces observed during the laboratory testing.The shear stress/force-displacement response of the interfaces has been modelled by dividing it into three parts: pre-peak, peak and post-peak behaviour. Subsequently, the modelling parameters have been obtained using the results from the laboratory direct shear tests and fixed block type shake table tests conducted on these interfaces. Finally, the modelling parameters have been used to obtain the back-fitted shear stress/forcedisplacement response of the interfaces (which is compared with the experimental results). The predicted shear stress/force-displacement response of the interfaces is found to be in good agreement with the experimental data for both static and dynamic loading conditions.

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Modelling of Non-linear Shear Displacement Behaviour of Soil–Geotextile Interface

Cited by 12 publications

References 22 publications

Numerical Simulation of Mining-Induced Damage in Adjacent Tunnels Based on FLAC3D

Numerical Simulation of Mining-Induced Damage in Adjacent Tunnels Based on FLAC3D

Large-Scale Prototype Testing of a Composite Geosynthetics Reinforced Earth Structure for Riverbank Slope Protection Using Fine Grained Sandy Soil

Modelling of Shear Behaviour of Interfaces Involving Smooth Geomembrane and Nonwoven Geotextile Under Static and Dynamic Loading Conditions

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