Dilatant Behavior Research Articles

Research on integrated electrical and mechanical response of piezoelectric asphalt pavement material under bidirectional cyclic loads

In recent years, road vibration capture technology based on the piezoelectric effect has been a research hotspot in the field of road engineering. In tests, although some researchers often use vertical vibration to simulate vehicle load, they ignore the influence of the tangential force of vehicle load on the field road on the power generation performance of the road piezoelectric energy harvester (RPEH). Therefore, this study used a static and dynamic large-scale direct shear instrument to conduct a bidirectional cyclic load test on a piezoelectric-asphalt pavement specimen, and the effects of different vertical vibration and horizontal shear values on the RPEH open-circuit voltage and output power were analysed. Simultaneously, a 3D simulation model of the piezoelectric-asphalt pavement specimen and piezoelectric ceramic sheet were established, and the test results were verified. The experimental and simulation results showed that when vertical vibration or horizontal shear acted alone, the output power of the RPEH increased in proportion to the vertical (load magnitude and frequency) and horizontal (shear frequency and displacement) conditions. The output power remained at an energy level of 10−5 W under vertical vibration, which is three orders of magnitude greater than that of horizontal shear action. However, under the combined action of vertical vibration and horizontal shear, the specimen displayed “dilatancy behaviour”. During vertical vibration (200 kPa, 4 Hz) and horizontal shear (1 Hz, 0.1 mm), the maximum output power of the RPEH was 5.05 × 10−5 W. Thus, this research provides an important reference for the power generation performance prediction of an RPEH under bidirectional cyclic dynamic loads.

Side Load–Transfer for Drilled Shaft in Soft Argillaceous Rock with Volumetric Changes in Postfailure of Asperity

An important issue in the quantification of side resistance in drilled shaft design is how to conduct a credible analysis of the shear behaviors between the shaft and ambient geomaterials. In the previous literature, the primary emphasis was on establishing a logical physical model where the interactions between the shaft and the rough socket wall can be exclusively characterized in the form of the so-called triangular asperities model. The modeling can well elaborate on the dilatancy behavior before the occurrence of asperity failure. After the energy release at the asperity failure, volumetric changes in the interface could occur in the postfailure stage; however, these changes cannot be fully taken into account in most existing methods. This study analyzes a newborn scrap after asperity failure under upper and lower constraints based on the kinematics rule and gives a better understanding of the mobilization of residual shearing. Particularly, a dilatancy index is introduced to describe the postfailure volumetric changes in the interface, either dilatancy or contraction. It could also highlight an alternative vertical load-transfer function updated with a bilinear shear mobilization curve, and four different general solutions to the load-transfer equation are given in a chart for engineers. The proposed method is verified by using direct shear tests and case histories, and the predictions agree well with the observations. Parametric studies demonstrate that the dilatancy index is significantly affected by the asperity inclination and the frictional angle, rather than the half chord length.

A post-peak dilatancy model for soft rock and its application in deep tunnel excavation

The dilation angle is the most commonly used parameter to study nonlinear post-peak dilatancy (PPD) behavior and simulate surrounding rock deformation; however, simplified or constant dilatancy models are often used in numerical calculations owing to their simple mathematical forms. This study developed a PPD model for rocks (rock masses) based on the Alejano–Alonso (A–A) dilatancy model. The developed model comprehensively reflects the influences of confining pressure (σ3) and plastic shear strain (γp), with the advantages of a simple mathematical form, while requiring fewer parameters and demonstrating a clear physical significance. The overall fitting accuracy of the PPD model for 11 different rocks was found to be higher than that of the A–A model, particularly for Witwatersrand quartzite and jointed granite. The applicability and reliability of the PPD model to jointed granites and different scaled Moura coals were also investigated, and the model was found to be more suitable for the soft and large-scale rocks, e.g. deep rock mass. The PPD model was also successfully applied in studying the mechanical response of a circular tunnel excavated in strain-softening rock mass, and the developed semi-analytical solution was compared and verified with existing analytical solutions. The sensitivities of the rock dilatancy to γp and σ3 showed significant spatial variabilities along the radial direction of the surrounding rock, and the dilation angle did not exhibit a monotonical increasing or decreasing law from the elastic–plastic boundary to the tunnel wall, thereby presenting the σ3-or γp-dominated differential effects of rock dilatancy. Tunnel deformation parabolically or exponentially increased with increasing in situ stress (buried depth). The developed PPD model is promising to conduct refined numerical and analytical analyses for deep tunneling, which produces extensive plastic deformation and exhibits significant nonlinear post-peak behavior.

Interpretation of In Situ State Parameters of Piezocone Penetration Tests in High Pile Rebound Soils

Abstract Cone penetrometer testing (CPT) was performed along with pile driving analysis (PDA) at six piling projects to determine typical soil characteristics encountered during excessive pile rebound. The PDA test was used to develop profiles of rebound versus elevation, while the CPT test was utilized to provide continuous variations of soil parameters with depth. In situ data from the CPT and PDA tests were matched based on depth and elevation, then averaged over four depth intervals ranging from 1B to 8B (B is the pile’s diameter). The results indicated that the rebound and non-rebound CPT data plots clustered in distinctive regions on the soil liquefaction assessment chart. The rebound data showed dilative behavior with state parameter values less than −0.125, while the non-rebound data exhibited contractive behavior, with larger state parameter values. Predictive models for estimating the magnitude of pile rebound in terms of normalized CPT data were thus developed using stepwise linear and nonlinear regression analyses. The results for these showed promising correlations between rebound, pore water pressure, cone tip resistance and state parameter predicted as a function of friction ratio. Additionally, the depth of soil layers underneath the pile’s toe was found to play a prominent role in controlling the extent and the amount of rebound. The CPT data as averaged over 4B and 8B intervals also showed a clear tendency to determine problematic pile rebound zones, though no such tendency was seen in data averaged over 1B and 2B intervals.

Experimental application and accuracy assessment of 2D-DIC in meso-direct-shear test of sandy soil

The examination of the meso-mechanical properties of soils is fundamental to understand its macro-behaviour. This paper aims to evaluate the potential application of Digital Image Correlation (DIC), an optical image processing approach, in direct shear test (DST) for soils. Hence, a new shear box was designed to investigate the close behaviour of granular materials. The noise-floor and shear displacement accuracy were discussed to assess the reliability of DIC, besides the effectiveness of the new box was also examined. The distribution of the displacements, strains, and shear angle were measured under four different normal stresses. From the results, the immediate settlement, and the dilative behaviour of the sand during shearing were observed. Furthermore, the investigation revealed a strain concentration at the interface between the boxes, where a shear band was formed. The use of DIC opens up new ways in soil mechanics, overcoming some limitations of the conventional DST.

Stress-strain models for ultra-high performance concrete (UHPC) and ultra-high performance fiber-reinforced concrete (UHPFRC) under triaxial compression

The constitutive behavior of ultra-high performance concrete (UHPC) and ultra-high performance fiber reinforced concrete (UHPFRC) under multiaxial stresses, which has not been well understood, needs to be urgently investigated in order to meet an increasing demand for use of UHPC/UHPFRC in construction. This paper therefore presents an experimental study on the triaxial compressive behavior of UHPC and UHPFRC under triaxial compression. The compressive strengths of UHPC and UHPFRC in present study were up to 126.9 and 151.5 MPa, respectively. The test variables included the level of lateral hydraulic pressure, steel fiber volume fraction, and uniaxial compressive strength of UHPC and UHPFRC. The present experimental study provides the much-needed systematic test data on the triaxial compressive behavior of UHPC/UHPFRC. The test results showed that the lateral hydraulic pressure significantly enhanced both the strength and ductility of UHPC and UHPFRC. The presence of steel fibers had significant effects on the axial stress-axial strain behavior and the dilation behavior of UHPC and UHPFRC. Finally, new axial stress-axial strain models as well as a new equation for the axial strain-lateral strain relationship for UHPC and UHPFRC were first proposed.

Experimental investigation and modeling of the mechanical behaviour of Yanji swelling mudstone subjected to wetting-drying-freezing-thawing cycles

Rocks and soils in seasonally frozen regions are subjected to cyclic wetting–drying-freezing-thawing (WDFT) process. The influence mechanism of WDFT process on their mechanical behaviour is not fully understood and the existing constitutive models are not capable of capturing the strain-softening behaviour under WDFT cycles. In the present study, a series of consolidated drained triaxial compression and mercury intrusion porosimetry tests were performed on Yanji mudstone subjected to WDFT cycles. Results indicated that the WDFT cycles could induce a large amount of cracks and large pores between aggregates and compress the aggregates with a decrease of the intra-aggregate pores. After cyclic WDFT process, the specimens exhibited more significant strain-softening and dilative behaviour. The elastic modulus, peak and residual shear strengths of the mudstone decreased significantly with increasing WDFT cycles, especially in the case of low confining pressures. These decreases were more pronounced in the first four cycles and became negligible after 4 cycles. As the cyclic number increased, the cohesion of specimens decreased remarkably owing to the presence of cracks and the destruction of bonds between aggregates. By contrast, the effective friction angle, Poisson’s ratio and dilatancy angle increased with the WDFT cycles due to the more compact aggregates induced by the high suction during drying process. A nonlinear elastic constitutive model was developed for describing the strain-softening behaviour of Yanji mudstone subjected to WDFT cycles. The deviator stress-axial strain relationship predicted by the proposed model agreed well with the measured one, indicating the relevance of the predictive model.

Coupled microplane and micromechanics model for describing the damage and plasticity evolution of quasi-brittle material

Quasi-brittle materials exhibit significant heterogeneity due to their complex mesoscopic components and microdefects, and their macroscopic mechanical behavior depends strongly on crack initiation, propagation and friction-slip. In this study, by coupling microplane and micromechanics, a new constitutive model that can consider the mesoscopic damage and plasticity mechanisms of quasi-brittle materials is proposed. The microplane is used throughout the whole construction process for the model: first, a representative volume element (RVE) is established to characterize the mesoscopic structure of quasi-brittle materials, and the advantages of microplanes are fully exploited to characterize the equivalent cracks‒matrix system. Then, the relationship between macroscopic and microplane strains (stresses) is elucidated. Second, considering the unilateral effect for cracks, the expressions for the free energy potential functions for a microplane and for the RVE are established. Third, for each microplane, the damage criterion characterized by the damage driving force is constructed for the open and closed cracks, and in particular, a new plasticity criterion characterizing the static friction property coupled damage and dilatancy behavior during strain softening deformation is constructed. By considering the characteristics of the microplane to relate macroscopic and mesoscopic stress and strain, an efficient return mapping algorithm based on the Newton‒Raphson method is derived. Finally, the stress‒strain curves and the evolution of damage and plasticity are simulated under conventional triaxial compression, uniaxial tensile, direct shear and true triaxial compression stress paths, and the effectiveness of the model is verified by comparison to the experimental data. To better reflect the inherent correlation between mesoscopic damage and macroscopic mechanical behavior, a microplane configuration that can visually characterize the mesoscopic evolution characteristics of damage is established, and it is shown that the simulated results correspond well to the macroscopic deformation and failure pattern of granite samples under different loading paths.

Stress–strain model for FRP confined heat-damaged concrete columns

This paper is dedicated to the development of a new analysis-oriented model to simulate the axial and dilation behavior of FRP confined heat-damaged concrete columns under axial compressive loading. The model's calibration has considered the experimental results from concrete circular/square cross-section specimens submitted to a certain level of heat-induced damage, which after attained the environmental temperature, were fully confined with FRP jacket and tested. New equations were developed to determine the mechanical characteristics of unconfined heat-damaged concrete by performing regression analysis on a large database of experimental tests. Based on a parametric study on dilation behavior of FRP confined heat-damaged columns, a new dilation model was developed to predict concrete lateral strain at a given axial strain, dependent on the thermal damage level. By using this dilation model, a new methodology was introduced for predicting the axial stress-strain response of FRP confined heat-damaged columns in compliance with the active confinement approach. The adequate predictive performance of the model is demonstrated by estimating experimental axial stress-strain results.

Flow and Heat Transfer Analysis on Reiner-Philippoff Fluid Flow over a Stretching Sheet in the Presence of First and Second Order Velocity Slip and Temperature Jump Effects

Most of the fluid used in industrial application (i.e. Oils and gas industry, food manufacturing, lubrication and biomedical) do not conform to the Newtonian postulate. In contrast to the Newtonian fluid, the viscosity of the fluid can change when under force to either more liquid or more solid and dependent on shear rate history. This behaviour of fluids is commonly known as non-Newtonian fluid. The non-Newtonian fluid is so widespread in nature and technology resulting in very high interest of investigating among scientist. The Reiner-Philippoff fluid is one of the types of non-Newtonian fluid models that exhibiting the dilatant, pseudoplastic and Newtonian behaviors. Hence, this study is devoted to analyze the flow and heat transfer of Reiner-Philippoff fluid with the presence of first and second order velocity slip together with the temperature jump effects over a stretching sheet. Partial differential equations of continuity, momentum and energy equations were transformed into the similarity equations. The obtained equations were then solved via bvp4c function in MATLAB software. For the validation purpose, the present model and its numerical solution were compared with previous established solutions under limiting case where the present model is condensed to be identical with the reported model and turn to be in very strong agreement. The consequences of pertinent parameters on fluid’s characteristics are analyzed in details through the plotted graphic visuals and tabular form.

Inertial and kinematic interactions of bridge‐pile group subjected to liquefaction induced lateral spreading: Large‐scale shaking table experiments

AbstractThis paper investigates the seismic bridge‐pile‐soil system failure mechanisms due to liquefaction‐induced lateral spreading. Two large‐scale shaking table tests were performed on pile groups with and without bridges in sloped liquefiable soils overlain by soil crust. The systems were subjected to a weak earthquake signal (Tabas 0.05 g) and a strong earthquake signal (Tabas 0.3 g). Their responses were recorded in terms of excess pore pressure, acceleration, and displacement time histories. The piles seismic failure mode and mechanism are described based on the obtained results. In addition, the inertial and kinematic interaction effects on the piles’ deflection were evaluated. The results demonstrated that the bridge had no significant effect on the seismic response of the pile‐soil system under weak earthquakes. Meanwhile, the test model without a bridge experienced more significant soil lateral displacement, and the saturated sand exhibited dilatant behavior, and amplified the acceleration peak response during the strong earthquake. Moreover, the liquefaction‐induced lateral spreading moved the vulnerable position of the pile group bridge system from the pier bottom to the pile head, which changed the failure mode of the pile head. The results also revealed that, compared with weak earthquake excitation, the kinematic effect was significantly enhanced, and the inertia effect was weakened during strong earthquakes. Moreover, the pile curvature during both weak and strong earthquakes was inversely proportional to the bridge inertial load.

Interaction of HPC with CTAB and Tween 40 at Water/Air and Water/Soya Oil Interfaces.

The bulk and interfacial shear rheological behavior of aqueous solutions of biocompatible polymer HPC has been investigated in the presence of cationic CTAB and nonionic Tween 40 having the same chain length but different head groups. Steady-state bulk experiments depict two distinct regions in the rheogram (Newtonian followed by pseudoplastic). Dynamic experiments suggest that the stability of HPC hydrogels decreases with the increase in surfactant concentration. Interfacial steady shear tests of 2D monolayers of 1 wt % HPC and 1 wt % HPC with varying concentrations of Tween 40/CTAB show a non-Newtonian dilatant behavior at the solution-air interface. However, two distinct dilatant regions separated by a Newtonian region were observed for the same films at the solution-soya oil interface. The strength of films formed at the two interfaces decreases with the increase of surfactant concentration as observed from oscillatory interfacial tests. HPC interacts more strongly with CTAB than Tween 40 both in bulk as well as at the interfaces studied.

Numerical investigation of mode failures in submerged granular columns

In submerged sandy slopes, soil is frequently eroded as a combination of two main mechanisms: breaching, which refers to the retrogressive failure of a steep slope forming a turbidity current, and instantaneous sliding wedges, known as shear failure, that also contribute to shape the morphology of the soil deposit. Although there are several modes of failures, in this paper we investigate breaching and shear failures of granular columns using the two-fluid approach. The numerical model is first applied to simulate small-scale granular column collapses (Rondonet al.,Phys. Fluids, vol. 23, 2011, 073301) with different initial volume fractions to study the role of the initial conditions in the main flow dynamics. For loosely packed granular columns, the porous medium initially contracts and the resulting positive pore pressure leads to a rapid collapse. Whereas in initially dense-packing columns, the porous medium dilates and negative pore pressure is generated stabilizing the granular column, which results in a slow collapse. The proposed numerical approach shows good agreement with the experimental data in terms of morphology and excess of pore pressure. Numerical results are extended to a large-scale application (Weij, doctoral dissertation, 2020, Delft University of Technology; Alhaddadet al.,J. Mar. Sci. Eng., vol. 11, 2023, 560) known as the breaching process. This phenomenon may occur naturally at coasts or on dykes and levees in rivers but it can also be triggered by humans during dredging operations. The results indicate that the two-phase flow model correctly predicts the dilative behaviour and the subsequent turbidity currents associated with the breaching process.

Cyclic stress–dilatancy relations and plastic flow potentials for soils based on hypothesis of complementarity of stress–dilatancy conjugates

Soil, rocks and rock masses dilate or compact when sheared, i.e., distortion necessitates volume change. This coupling between distortional strains and volumetric strains, described by stress–dilatancy theories, endows soils with manifestation of peculiar characteristics when they are subjected to shear. Stress–dilatancy theories have become central in describing the mechanical energy dissipation mechanism and further establishing flow rules in constitutive modelling of soils. The classical stress–dilatancy theories, such as Taylor's and Rowe's, are endowed with simplicity and descriptive power, but they were developed for describing the dilatancy behaviour of soils subjected to loading in shear (mobilizing away from isotropic stress state) and needed to be extended for describing plastic dissipation and shear-induced volumetric changes when soils are subjected to cyclic shear. In this paper, hypothesis of complementarity of stress–dilatancy conjugates is proposed as a unifying hypothesis for deriving stress–dilatancy relations for both loading in shear and unloading in shear. Then, plastic potential functions are derived based on the resulting stress–dilatancy relations. In so doing, the resulting stress–dilatancy relations and plastic potential functions are rendered with a quality to be used for the modelling of deformation behavior of soils subjected to both monotonic and cyclic shearing. The theoretical framework is applied first for plane strain and axisymmetric stress–strain conditions; and then extended for the general stress condition considering the Lode angle dependency of the shear strength of soils, using the multilaminate framework and applying the Matsuoka–Nakai spatial mobilized plane.

Experimental and analytical study of square tubed concrete-encased cross-shaped steel (TCCS) columns under axial compression

This paper presents an experimental and analytical study on square tubed concrete-encased cross-shaped steel (TCCS) columns under axial compression. The effect of test variables covering the steel section types (Type B and L), steel tube thicknesses (2.75, 5.00 and 7.50 mm) and external CFRP layers (0, 1, 2 and 4) on the mechanical behavior of the specimens were investigated. The test results show that obvious local buckling of the flange is mainly observed in the specimens embedded with Type B steel section with a larger width-thickness ratio and severe concrete crushing is also detected in the corresponding position. The constraint provided by the flange of the Type B steel section in suppressing the lateral deformation of inner concrete is weaker than that of the Type L section, leading to the inferior behavior of load capacity, ductility, and energy absorption, whereas the impact of steel section type becomes less significant to the dilation behavior of TCCS columns with sufficient confinement provided by the external tube. Furthermore, the confinement mechanism of steel section confined concrete is interpreted based on the buckling theory, and the stress–strain model of confined concrete in TCCS columns is proposed by considering the dual confinement from external tube and steel section. Finally, an analytical model is developed to predict the load–strain relationship of TCCS columns according to the section analysis method. By comparing the predictions with the experiments in this paper and several existing literature, it can be found that the proposed analytical model possesses satisfactory accuracy and applicability.

Analysis-oriented model for partially FRP-and-steel-confined circular RC columns under compression

Even though analysis-oriented models exist to simulate the axial and dilation behavior of reinforced concrete (RC) columns strengthened with fiber-reinforced-polymer (FRP) full confinement arrangements, a reliable model developed/calibrated for FRP partially imposed confinements is not yet available, identified as a research gap. Therefore, this paper is dedicated to the development of a new analysis-oriented model generalized for fully and partially confined RC columns under compression. In addition to vertical arching action phenomenon, the influence of the concrete expansion distribution along the column height on confining stress is considered in the establishment of the combined confinement from FRP strips and steel transverse reinforcements. A new unified dilation model is proposed, where the substantial effect of additional axial deformations induced by damage evolution in unwrapped zones is formulated by considering available experimental results. This model is coupled with an axial stress-strain formulation that includes a new failure surface function for simulating the dual confinement-induced enhancements, which are strongly dependent on the confinement stiffness. The developed model considers the influence of partially imposed confinement strategy on the axial and dilation behavior of RC columns, whose validation is demonstrated by simulating several experimental tests. Lastly, a parametric study is performed to evidence the dependence of FRP-steel confinement-induced enhancements on steel hoop and FRP spacing, and on the concrete compressive strength.

Yield Characteristics of Cemented Paste Backfill

Cemented paste backfill (CPB) plays an increasingly important role in the mining industry due to its operational and environmental benefits. CPB is placed in the mined-out stope to form a self-supporting structure. The strength and stability of the CPB is of great concern in its engineering applications. Indeed, CPB must remain stable during the extraction of adjacent stopes to ensure the safety of the mine operations. Although significant research has been conducted on the shear properties of CPB, there are limited studies on its post-failure behavior, in particular the yield characteristics of CPB. This paper presents the finding on the post-peak and yield property of CPB. The study is conducted on three cemented contents and six stress intervals based on the mining practice and field study. The results show that CPB exhibits dilative behavior under strain softening and contractive property under strain hardening conditions. Our study demonstrates that pure frictional resistance could exceed the cohesion strength at high stress levels.

Thermal transitions and microstructure of starch‐apple pomace‐based systems

SummaryApple pomace (AP) is the by‐product obtained after juice extraction. It is a potential ingredient for the fibre enrichment of foods. In the present work, AP was combined in gluten free‐mixtures with cassava starch (CS), rice flour (RF), egg white (EW) and sucrose (SR) to analyse its effect on thermal transitions of starch and the batter and bread crumb microstructures. Model systems with all or part of the main ingredients (CS:RF:AP:EW:SR in 4:4:1:1:1 proportions) and a batter formulation with AP were prepared by dry mixing and then dispersing the solids in water. CLSM allowed observing the distribution of egg proteins, AP and RF particles and CS granules. The batter enriched with AP exhibited higher apparent viscosities and dilatant behaviour. Thermal transitions were analysed by DSC. Endotherms ranged between 57 and 97°C. Gluten‐free bread microstructure was analysed by SEM. A more irregular and compact crumb structure was observed when AP was used, with the air cell walls constituted by gelatinized starch granules and AP particles interpenetrating them. By measuring the firmness of crumb along storage, it could be concluded that amylopectin retrogradation was partially inhibited by the presence of AP in model systems but in bread, this inhibiting effect was not evident.

Magnetic force impact on melting behavior of dilatant non-Newtonian phase change materials using a numerical approach

This work proposes to explore how heat is transferred during melting dilatant non-Newtonian behaviour phase change materials (PCM) containing magnetic and ferro-hydrodynamic components in a differentially heated cavity. A dilatant non-Newtonian nano-encapsule phase change material (NEPCM) is used to fill the cavity, and a non-homogeneous magnetic field is placed around the heated wall. With the finite element method, equations are converted to a non-dimensional form in which solutions are found. A meshing deformation technique is used to trace the interface between the solid and liquid portions of the model. The findings of the grid research were compared to different studies in the literature and found to be in excellent accord. This study is dedicated to analyzing the phase change heat transfer and melting front effects of the power-law index (n = 1.1–1.5) and changeable parameters such as Rayleigh number (Ra = 103–106), Hartmann number (Ha = 0–200), and magnetic parameter (Mnf = 0–9000). The results demonstrate that increasing the Hartmann number decreases the melting process and increasing the magnetic parameter increases the melting process and the melting front becomes very non-linear as it gets to the cold wall. In addition, in research, it has been found that shear thickening fluids exhibit greater cooling capability. Finally, the average Nusselt number decreases with an increase in the non-Newtonian's index n and Hartmann number but increases with an increase in the magnetic parameter.

Impact of Dilation and Irreversible Compaction on Underground Hydrogen Storage in Depleted Hydrocarbon Reservoirs

Underground hydrogen gas storage (UHS) at depleted hydrocarbon reservoirs may balance energy production/consumption during seasons by utilizing the capability of hydrogen gas. The geomechanical behavior of the reservoir rock during UHS operation cycles is an effective parameter of the overall quality and quantity of this operation. This study investigated the impact of rock geomechanical behavior on the quality and quantity of UHS operation performance in a depleted oil reservoir. Three geomechanical behaviors, namely, elastic deformation, irreversible compaction of rock, and dilation–recompaction, form the basis of this study. We numerically investigated how these cases affect wellbore injectability, hydrogen recovery, production of in situ reservoir fluids, and the number of hydrogen injection/production wells. Based on the results of this study, the performance of wells during the injection of hydrogen in the dilation case was better than in other cases. After 10 cycles, 87% of the designed cumulative volume of hydrogen was injected into the reservoir. Though the irreversible compaction case injected the least cumulative hydrogen, it generated the highest hydrogen recovery during annual cycles and at the end of UHS operation (93%). The production of nonhydrogen fluids is known as a problem in UHS operations in depleted hydrocarbon reservoirs. After 10 cycles of hydrogen injection and production and 3 years of prolonged production, the dilation case produced less water and oil overall than other cases. Also, fewer wells are required to achieve the designed injection amount in the dilation case compared to base and irreversible compaction cases. Therefore, the costs associated with hydrogen injection and production wells in reservoirs with geomechanical dilation behavior are lower.