Fast Lagrangian Analysis Of Continua In 3 Dimensions Research Articles

Numerical investigation of granular column-improved soils using the direct shear test

The granular columns treatment is widely used in the weak soils. The present paper focuses on the numerical modeling of a direct shear test on granular columns in soils. The finite difference code Fast Lagrangian Analysis of Continua in 3 Dimensions (FLAC3D) was used in this research work, to evaluate the equivalent properties of granular column-improved soils with different diameters of the columns, and different plan configurations. The results of these numerical tests are discussed in terms of increases the shear load-strength and decreases the horizontal displacement due to the variation of arrangements, Young's modulus and the friction angle of the granular columns. Different types of failures observed in the granular columns. Bending failure mode is the main in the granular column with large values of Young's modulus and the friction angle when subjected a lateral load.

The pioneer of intelligent and sustainable construction in tunnel shotcrete applications: a comprehensive experimental and numerical study on a self-sensing and self-heating green cement-based composite

In this study, a self-sensing and self-heating natural fibre-reinforced cementitious composite for the shotcrete technique was developed using Kenaf fibres. For this purpose, a series of Kenaf fibre concentrations were subjected to initial chemical treatment, followed by integration into the cement-based composite containing hybrid carbon nanotubes (CNT) and graphene nanoplatelets (GNP). The investigation encompassed an examination of mechanical, microstructural, sensing, and joule heating performances of the environmentally friendly shotcrete mixture, with subsequent comparisons drawn against a counterpart blend featuring a conventionally synthesized polypropylene (PP) fibre. Following the experimental phase, a comprehensive 3D nonlinear finite difference (3D NLFD) model of an urban twin road tunnel, completed with all relevant components, was meticulously formulated using the FLAC3D (fast lagrangian analysis of continua in 3 dimensions) code. This model was subjected to rigorous validation procedures. The performances of this green shotcrete mixture as the lining of the inner shell of the tunnel were assessed comparatively using this 3D numerical model under static and dynamic loading. The twin tunnel was subjected to a harmonic seismic load as a dynamic load with a duration of 15 s. The laboratory findings showed a reduction in the composite sensing and heating potentials in both cases of Kenaf and PP fibre reinforcement. Incorporating a specific quantity of fibre yields a substantial enhancement in both the mechanical characteristics and microstructural attributes of the composite. An analysis of digital image correlation demonstrated that Kenaf fibres were highly effective in controlling cracks in cement-based composites. Furthermore, based on the static and dynamic 3DNLFD analysis, this green cement-based composite demonstrated its potential for shotcrete applications as the lining of the inner shell of the tunnel. This study opens an appropriate perspective on the extensive and competent contribution of natural fibres for multifunctional sustainable, reliable and affordable cement-based composite developments for today’s world.

Three-dimensional strength reduction and two-dimensional limit equilibrium methods of slope stability analysis

Landslides caused tremendous damage to the life and properties of society. In this study, cut slopes were analyzed using the two-dimensional (2D) limit equilibrium method (LEM) by slope/w software and a three-dimensional (3D) strength reduction method (SRM) by using Fast Lagrangian Analysis of Continua in 3 Dimensions (FLAC3D), which is a finite difference method (FDM) numerical software. Analysis of the slope is done by representative soil samples collected and transported to the laboratory to determine input parameters like unit weight (γ), shear strength parameters (c,φ), and the water level position. Strength parameters were determined from direct shear tests for cohesionless soil and consolidated undrained (CU) triaxial tests for cohesive soils. For 2D analysis, the factor of safety (FOS) was calculated for the condition of dry and maximum water levels using Morgenstern-price methods, and the analysis gave FOS 0.743 and 0.614 for the dry and maximum water level conditions, respectively; for SRM, the input parameters of bulk and shear modulus (B, G) which were determined from the empirical equation using modulus of elasticity(E) and Poisson's ratio(ʋ).Moreover, ʋ were adjusted according to the principle of φ-v inequality. For 2D analysis, FOS were 0.743 and 0.614 for dry and maximum water levels using Morgenstern-price methods, whereas 3D analysis gave FOS 0.34 and 0.31 for dry and maximum water levels, respectively. From the analysis, it is concluded that 2D LEM is given higher FOS than 3D FDM. Moreover, the 3D analysis showed that velocity and displacement in the lateral Y direction were minimal and maximum in the horizontal X direction. The maximum horizontal velocity for the respective dry and maximum water level conditions gave 6.64*10−4 m/step and 6.04*10−4 m/step and maximum horizontal displacement 7.36 m and 6.06 m for dry and maximum water levels, respectively.

Analysis of the damage mechanism of strainbursts by a global-local modeling approach

Strainburst is the most common type of rockbursts. The research of strainburst damage mechanisms is helpful to improve and optimize the rock support design in the burst-prone ground. In this study, an improved global-local modeling approach was first adopted to study strainburst damage mechanisms. The extracted stresses induced by multiple excavations from a three-dimensional (3D) global model established by fast Lagrangian analysis of continua in 3 dimensions (FLAC3D) are used as boundary conditions for a two-dimensional (2D) local model of a deep roadway built by universal distinct element code (UDEC) to simulate realistic stress loading paths and conduct a detailed analysis of rockburst damage from both micro and macro perspectives. The results suggest that the deformation and damage level of the roadway gradually increase with the growth of surrounding rock stress caused by the superposition of mining- or excavation-induced stresses of the panel and nearby roadways. The significant increase of surrounding rock stresses will result in more accumulated strain energy in two sidewalls, providing a necessary condition for the strainburst occurrence in the dynamic stage. The strainburst damage mechanism for the study site combines three types of damage: rock ejection, rock bulking, and rockfall. During the strainburst, initiation, propagation, and development of tensile cracks play a crucial role in controlling macroscopic failure of surrounding rock masses, although the shear crack always accounts for the main proportion of damage levels. The deformation and damage level of the roadway during a strainburst positively correlate with the increasing peak particle velocities (PPVs). The yielding steel arch might not dissipate kinetic energy and mitigate strainburst damage effectively due to the limited energy absorption capacity. The principles to control and mitigate strainburst damage are proposed in this paper. This study presents a systematic framework to investigate strainburst damage mechanisms using the global-local modeling approach.

Study of the Evolution Characteristics of Microseismic Events during the Excavation of Underground Caverns under High Geostress

A microseismic (MS) monitoring system was established, and numerical modeling was performed using Fast Lagrangian Analysis of Continua in 3 Dimensions (FLAC3D) to examine the evolution characteristics of MS events during the excavation of underground caverns under high geostress. Specifically, the spatial and temporal damage characteristics of the rock mass, the dynamic relationship between the evolution of MS events, the site construction conditions, and the geological structures under high geostress were also analyzed. In addition, a three-dimensional numerical model of underground caverns was built to demonstrate the deformation characteristics of the rock mass. As a result, the characteristics of a large number of MS events, multiple concentration zones of MS events, and long periods of stress adjustment were discovered in underground caverns under high geostress. It was found that the primary cause of MS events was site blasting construction. In particular, the distribution of the MS events was strongly correlated with the location of the site blasting construction, and the frequency of the MS events was positively correlated with it. The structural plane is a discontinuous plane with very low or no tensile strength, and its presence also increased the number of MS events and raised the possibility of the surrounding rock becoming unstable. Moreover, the MS monitoring data agreed with the numerical modeling results, which can be useful in estimating damage to underground caverns under high geostress and predicting disasters.

Stability analysis of surrounding rock mass in underground powerhouse considering damage effect of microfractures

A high-precision microseismic (MS) monitoring system was built to monitor surrounding rock microfractures in the underground powerhouse on the left bank of Shuangjiangkou Hydropower Station. The surrounding rock damage area with spatiotemporal clustering of MS activities was studied for qualitative analysis of the damage mechanism of surrounding rock microfractures, based on the source parameters of MS events. The surrounding rock microfracture scale characterized by the source radius of MS events was considered to establish the constitutive relation. MS information was imported into the model for numerical analysis using fast Lagrangian analysis of continuain 3 dimensions (FLAC3D). The results indicated that the numerical simulation results considering MS damage can better reflect the actual situation of the field. The surrounding rock microfractures mainly showed mixed failure characteristics. Shear failures appeared in localized areas while the fracture scale of sections from K0–33 m to K0–15 m on the vault was large. The deformation increment caused by microfracture damage in the shallow surrounding rock of the top arch accounted for 10%–13%, and the stress decrement in the surrounding rock caused by microfracture damage accounted for about 10%.

Analysis of the Influence of Fault Fracture Zone on Mining Response Based on FDM-DEM Coupling

Fault slip will cause a change in mining stress at the longwall face, which will cause adverse effects. In this study, on the basis of Fast Lagrangian Analysis of Continua in 3 Dimensions (FLAC3D) and Particle Flow Code in 3 Dimensions (PFC3D), the sliding of the fault fracture zone and its impact on the longwall working face were analyzed. The rock mass of the fault fracture zone with a certain thickness was constructed using rigid random model particles. The coupling between the wall element of PFC3D and the zone element of the continuous medium in the software was used to realize the transmission of force and displacement, and the interaction between the fault fracture zone and the working face was studied. The influence of the slip of different fault zone positions on the fault and working face was also explored using the method of externally disturbing the fracture zone of the fault. The numerical results showed that as the distance between the fault and the working face continued to decrease, the peak stress concentration in front of the longwall face first increased, then decreased, and gradually shifted to the vicinity of the fault zone. The stress mutation and fault slip occurred within a certain distance of the longwall face from the fault. When fault slip activation begins, the stress near the fault zone showed a sudden change of varying degrees with the advancement of the longwall face. This sudden change was caused by the influence of mining activities from the activation distance of the rock in the fault fracture zone and the rolling extrusion of the rock mass in the fracture zone. When the fault zone closer to the working face was disturbed, the influence on the fault zone and longwall face was greater. When the fault zone near the coal seam was disturbed, the rock mass and working face near the fault zone brought different degrees of dynamic responses, which were mostly instantaneous and had high frequency and amplitude. The results of this research could help in the mining of longwall mining affected by fault zones and have a certain guiding role in coal mining before crossing faults.

Landslide Failure Process Simulation with Automatic Remeshing in FLAC3D

Landslide is a serious geologic disaster, which remarkably influences the safety of lives and engineering activities. Numerical simulation is the most universal method to analyze the stability and influence of landslides. For the continuous mechanical modeling of deformation based on a mesh, most landslide deformation failures of a slope are based on the small strain mode instead of the large strain mode to avoid mesh distortion. However, the failure process and the morphological characteristics of different stages cannot be reflected. In this study, an automatic remeshing technology in Fast Lagrangian Analysis of Continua in 3 Dimensions (FLAC3D) is developed to overcome this problem. With the built-in Python in FLAC3D, the mesh of the landslide is automatically updated with deformation. The strain and stress of the adjusted mesh are remapped from the old mesh to maintain the consistency of results. This method is extended to simulate the extremely large deformation in FLAC3D for the landslide failure process. With this strategy, 3D slopes with and without a large strain mode and automatic remeshing technology are compared to understand the failure process and eliminate or reduce threats of a landslide.

A Study on the Dynamic Behavior of a Vertical Tunnel Shaft Embedded in Liquefiable Ground during Earthquakes

Since liquefaction was first observed in South Korea during the Pohang earthquake, public concerns regarding the seismic stability of major infrastructure have increased substantially. However, the seismic behavior of tunnel shafts, which are an important element of tunnel structures, has not been properly established, especially under liquefiable soil conditions. In this study, 3D numerical modeling with Fast Lagrangian Analysis of Continua in 3 Dimensions (FLAC3D) was performed to predict the dynamic behavior of a vertical tunnel shaft during liquefaction. This study demonstrates key aspects of the dynamic behavior of tunnel shafts by varying important parameters such as the thickness of the liquefiable soil layer and applied seismicity level. Moreover, important dynamic responses such as excess pore pressure generation, the seismic bending moment of the shaft, and lateral displacements are highlighted. Finally, meaningful discussion of the seismic risk analysis based on damage indices is conducted based on the analysis results.

Numerical simulation on stress evolution and deformation of overlying coal seam in lower protective layer mining

Protective layer mining (PLM) is one of the most effective regional measures against gas outburst, and the most preferred technique to prevent and control gas outburst. This paper attempts to disclose the effect of close-range PLM in Hezhuang Coal mine, Western Henan Coalfield. Firstly, coal seam I7 was selected as the lower protective layer, and coal seam II1 was taken as the overlying coal seam. Considering the situation of actual production, a simulation model for lower PLM was established on Fast Lagrangian Analysis of Continua in 3 Dimensions (FLAC3D). The established model was adopted to simulate the mining of the working face 11030# of the lower protective layer (I7) at the mining depth of 50, 100, 200 and 250 m, respectively. Through the simulation, the authors summarized the laws of stress evolution and deformation of the working face 11030# of the overlying coal seam (II1) in the upper part of the stope. The research results are as follows: After the lower PLM, the stress distribution of 11030# II1 in the strike direction can be divided into three parts from the open-off cut to the stopping line: original stress zone, pressure relief zone and stress concentration zone; the stress distribution of 11030# II1 in the dip direction can also be divided into the three parts from the top to the bottom. However, the stress distribution in the dip direction is less uniform than that in the strike direction. Meanwhile, the 11030# II1 had an unobvious deformation in the original stress zone, compressive deformation in the stress concentration zone, and expansive deformation in the pressure relief zone; the maximum expansive deformation was observed in the middle of the pressure relief zone. The research results lay the theoretical basis for engineering application of lower PLM.

Numerical simulation and analysis of the pile underpinning technology used in shield tunnel crossings on bridge pile foundations

Currently, the pile foundation underpinning technology is widely used when underground transportation infrastructure passes through existing buildings or structures in urban areas. This study aims to investigate stress transfer mechanisms in pile foundations during an underpinning process as well as the influence of shield tunnel construction on pile stability. To this end, the pile foundation underpinning technology used in China’s Shenzhen Metro Line 10 crossing through the bridge pile foundation group of the Guangzhou–Shenzhen highway was analyzed in detailed. The refined numerical simulation of the pile foundation underpinning and shield tunnel construction processes were conducted using the fast Lagrangian analysis of continua in 3 dimensions (FLAC3D) software. The results demonstrate that after the pile foundation underpinned, the previous bridge load system of bridge panel → pile foundation → bearing soil would transform into a bridge panel → existing pile foundation → new underpinning pile → deep bearing soil stratum structure. The overlying load on the underpinned pile could be effectively transferred to a new underpinning pile. In the process of underpinning and tunnel excavation, the settlement and deformation of the foundation can improve the tip resistance and shaft friction of piles, which in turn, can reduce the maximum principal stress in the pile foundation group. The deformation of the bridge pile foundation is mainly caused by ground loss and excavation disturbance generated during shield tunneling as the settlement induced by pile foundation underpinning accounts for approximately 20%–30% of the total settlement. The reduction effects of settlement deformation, lateral displacement, and principal stress are mainly manifested in underpinning piles, while the non-underpinning pile exhibits minimal variation. Meanwhile, the deformation of the segment lining structure of the shield tunnel primarily occurs near the underpinning area of the pile foundation, and it is mainly settlement deformation with a small horizontal displacement.

Numerical Analysis of Roadway Rock-Burst Hazard Under Superposed Dynamic and Static Loads

Microseismic events commonly occur during the excavation of long wall panels and often cause rock-burst accidents when the roadway is influenced by dynamic loads. In this paper, the Fast Lagrangian Analysis of Continua in 3-Dimensions (FLAC3D) software is used to study the deformation and rock-burst potential of roadways under different dynamic and static loads. The results show that the larger the dynamic load is, the greater the increase in the deformation of the roadway under the same static loading conditions. A roadway under a high static load is more susceptible to deformation and instability when affected by dynamic loads. Under different static loading conditions, the dynamic responses of the roadway abutment stress distribution are different. When the roadway is shallow buried and the dynamic load is small, the stress and elastic energy density of the coal body in the area of the peak abutment stress after the dynamic load are greater than the static calculations. The dynamic load provides energy storage for the coal body in the area of the peak abutment stress. When the roadway is deep, a small dynamic load can still cause the stress in the coal body and the elastic energy density to decrease in the area of the peak abutment stress, and a rock-burst is more likely to occur in a deep mine roadway with a combination of a high static load and a weak dynamic load. When the dynamic load is large, the peak abutment stress decreases greatly after the dynamic loading, and under the same dynamic loading conditions, the greater the depth the roadway is, the greater the elastic energy released by the dynamic load. Control measures are discussed for different dynamic and static load sources of rock-burst accidents. The results provide a reference for the control of rock-burst disasters under dynamic loads.

Coupled Discrete Element-Finite Difference Method for Analysing Effects of Cohesionless Soil Conditioning on Tunneling Behaviour of EPB Shield

A computational scheme coupling PFC3D (Particle Flow Code in 3 Dimensions) and FLAC3D (Fast Lagrangian Analysis of Continua in 3 Dimensions) was performed to investigate influences of sand conditioning on the tunneling behaviour of earth pressure balance (EPB) shield in sandy ground. A detailed EPB shield and its near ground were modelled in the PFC3D while the other ground was simulated in the FLAC3D. Decreasing friction coefficients were used to characterize the fluidity improvement of conditioned muck particles. The results indicate that the residence time of muck in the excavation chamber is associated with its position and rotation directions of the spoke. The muck pressure and its difference in front of and behind the cutterhead decrease with the improvement of conditioning degree in a certain conditioning range, and an appropriate soil conditioning scheme can facilitate the control of chamber pressure. In addition, the torque of cutterhead decreases more significantly than the thrust with an improvement of soil conditioning degree within a normal conditioning range.

Anatomy of mining-induced fault slip and a triggered rockburst

Fault slips and triggered rockbursts pose a significant threat to the safety of mining personnel and infrastructure in deep coal mines. Sudden and dynamic slip may occur along a pre-existing fault characterized by the presence of contact between two opposite faces. Such slips are capable of changing the balance of forces when mining activity is conducted in the area surrounding the fault at depth and are accompanied by energy release that has the potential to cause serious damage to roadways and working faces. The aim of the comprehensive investigation reported here was to elucidate the evolution of the stress field surrounding a fault due to mining activity in adjacent working faces, using Fast Lagrangian Analysis of Continua in 3 Dimensions (FLAC3D) numerical simulations, especially variations the high shear stress area. We then proposed the mining-induced fault slip mechanism. The evolution rule of sources during fault slip could be clearly explained using field microseism (MS) monitoring data, and the correlation between source parameters (e.g., static stress drop, peak particle velocity, and displacement) and fault slip was established. Correspondingly, the multi-parameter precursors of a rockburst induced by the fault slip were analyzed and summarized in detail. This work provides a number of reference points to be used for the warning and controlling of rockbursts triggered by fault slip in coal mines.

Methane Production From Marine Gas Hydrate Deposits in Korea: Thermal‐Hydraulic‐Mechanical Simulation on Production Wellbore Stability

AbstractDuring methane production induced by depressurization, significant mechanical responses of hydrate‐bearing sediment (HBS) such as large volume contraction and subsidence can possibly be generated. Moreover, this phenomenon is further exacerbated by strength and stiffness reduction in the HBSs as hydrate dissociation advances. As a result, the highest compressive strength is concentrated in the vicinity of the production wellbore. Therefore, it is essential to address and evaluate the mechanical responses of HBSs and conduct a stability analysis of the production well during depressurization and hydrate dissociation to prevent the destruction of production facilities and consequent leakage of methane gas. In this study, a reservoir‐scale thermal‐hydraulic‐mechanical coupled simulation using FLAC3D (Fast Lagrangian Analysis of Continua in 3 Dimensions) was conducted to evaluate the mechanical responses of HBSs and the stability of a wellbore during methane production by depressurization at the Ulleung Basin. The structural design and mechanical properties including the dimensions of wellbore components and interface properties related to the interaction behavior between the sediment and wellbore were considered in the three‐dimensional model.

Prediction of Water Inflow in Subsea Tunnels under Blasting Vibration

The subsea tunnel of Qingdao metro line 1 has been excavated using the drill and blast method. Blasting vibration during tunneling may cause larger water inflow and even severe security risks and considerable economic losses. However, the prediction of water inflow in subsea tunnels under blasting vibration still remains a challenging problem. Thus, this paper proposes an approach combining tests and numerical calculations for analyzing this problem. The approach is developed by analyzing the mechanical and deformation characteristics of the surrounding rock through a laboratory triaxial compression test and then establishing the strain softening constitutive model of the surrounding rock. Based on the elastic compression theory of porous media and the cubic law of fractured rock mass, we establish and analyze the evolution model of the permeability characteristics during the damage process of the surrounding rock. Then, a Fast Lagrangian Analysis of Continua in 3 Dimensions (FLAC3D) is used to verify the rationality and accuracy of the model. According to the actual blasting design scheme, the surrounding rock constitutive model, and the permeability characteristic evolution model, the blasting process and water inflow of the subsea tunnel is simulated. The amount of water inflow in the subsea tunnel calculated by using the permeability coefficient under blasting vibration (PCuBV) is compared with the measured water inflow and the amount of water inflow calculated by using the exploration permeability coefficient (EPC) and the initial permeability coefficient (IPC) of the surrounding rock. The results show that the prediction of water inflow quantity under blasting vibration is both closer to reality and more reasonable than existing models.

The Seepage Control of the Tunnel Excavated in High-Pressure Water Condition Using Multiple Times Grouting Method

Groundwater can cause many hazardous problems when a tunnel is excavating. Seepage force acting on the support structure and the tunnel surface cannot be negligible. Under high groundwater table condition, the seepage situation becomes more complex and it is more difficult to control the leakage of groundwater to flow into a tunnel. In the paper, a multiple times grouting method is proposed, and the mechanical deformation behavior of surrounding rock is analyzed using the FLAC3D (Fast Lagrangian Analysis of Continua in 3 Dimensions) software according to the high groundwater table condition of the Hokusatsu tunnel. The results present that multiple times grouting can control leakage and the rock deformation well, compared with one-time grouting condition in rock breaking and high water pressure area. The seepage force decrease around the tunnel and the displacement is controlled effectively. The pore pressure reduces inside the grouting zone using a new kind of grouting material, which is high permeability ultramicro particle cement (average particle size 1.5 μm). In the test fieldwork, the grouting scheme reduces the maximum discharge from 300 t/h to 40 t/h, and there is not obvious deformation and abnormal stress in the tunnel. The multiple times grouting method proposed in this research is verified effectively and can supply a positive experience to on-site construction.

An inverse analysis of weak structural plane parameters for a limestone foundation pit based on critical stability

The article uses the Fast Lagrangian Analysis of Continua in 3 Dimensions (FLAC3D) to make an analysis of the deformation characteristics of the structural plane, which is based on a real rock foundation pit in Jinan city. It makes an inverse analysis of the strength of the surface structure and the occurrence of the parameters by Mohr-Coulomb strength criterion value criterion in the way of numerical simulation, which explores the change of stress field of x-z oblique section of pit wall and the relation between the exposed height of structural plane and the critical cohesion, the exposed height and critical inclination angle of the structure surface. We can find that when the foundation pit is in the critical stable state and the inclination angle of the structural plane is constant, the critical cohesive force of the structural plane increases with the increase of the exposed surface height. And when the foundation pit in the critical stability of the situation and the structural surface of the cohesive force is constant, the structural surface exposed height increases and the structural angle of inclination is declining. The conclusion can provide theoretical basis for the design and construction of the rock foundation pit with structural plane.

Plastic-strain-dependent strength model to simulate the cracking process of brittle rocks with an existing non-persistent joint

Brittle rock failure has been extensively studied for decades and is recognized as a process of crack initiation, propagation, and coalescence. However, the cracking mechanism is still not fully understood. Numerical approaches are generally used to study the cracking process of rocks with pre-existing joints. The strength model of the rock matrix is crucial and should be adopted appropriately in numerical studies. This paper presents a plastic-strain-dependent strength model of brittle rocks based on a series of cyclic loading–unloading compression tests and Brazilian tension tests in the laboratory. The detailed steps used to obtain the mechanical parameters quantitatively during progressive failure are presented. It is shown experimentally that both the shear strength parameters and tensile strength vary during the failure process, i.e., cohesion weakening, frictional strength mobilization, and tensile strength loss (CWFS-TL). The model is then implemented in Fast Lagrangian Analysis of Continua in 3 Dimensions (FLAC3D) to represent the properties of the rock matrix, and the interface element in the software is adopted to simulate the non-persistent joint. Two types of numerical experiments are conducted on specimens with a pre-existing non-persistent joint: a direct tension experiment on a specimen with a horizontal joint and a uniaxial compression experiment on a specimen with an inclined joint. It is found that the cracking process in the numerical experiments can capture nearly all the features of physical experiments under the same conditions in the laboratory, and the numerical results also agree quantitatively with the theoretical solution. It seems that the approach can be widely used to study brittle rock masses with a non-persistent joint.

Investigation of the Fluid-Solid Coupling Characteristics of Storage Caverns in Bedded Rock Salt

The seepage characteristics of storage caverns in bedded rock salt were analyzed based on the fluid-solid coupling using the software Fast Lagrangian Analysis of Continua in 3 Dimensions (FLAC3D). The relation between volumetric strain and permeability under different internal pressure, the distribution of plastic zones in surrounding rock salt and mudstone interbeds, and the trends of flux and pressure were assessed. The results can provide guidance for the safe operation of gas storage caverns in bedded rock salt.