Despite the demonstrated vibration absorption capability of tuned liquid dampers, their effectiveness under broadband excitation remains limited by inefficient liquid mass utilization and the absence of practical optimal design strategies. To overcome these limitations, a computational multi-performance-oriented design framework is developed for the enhanced damping-isolated tuned liquid damper (ED-ITLD) by integrating coupled acoustic-structure modeling with machine-learning-based surrogate prediction. The ED-ITLD incorporates a sliding isolation system and an internal vertical baffle, from which its mechanical formulation and physical configuration are established. Coupled acoustic-structure models of ED-ITLD-equipped structures are developed to capture fluid-structure interaction and validated against shaking-table experimental data. Subsequently, parametric simulations incorporating soil-structure interaction are conducted to evaluate vibration mitigation performance under diverse site conditions. Furthermore, a machine-learning-based surrogate model is constructed to efficiently map key design parameters to structural responses, thereby enabling rapid multi-objective optimization and comprehensive design exploration. The results indicate that the ED-ITLD provides improved vibration mitigation compared with conventional tuned liquid dampers, as the sliding isolation system and internal baffle enable effective period tuning and enhanced modal damping through liquid compartmentalization. Stable broadband control is maintained under varying soil conditions, whereas mitigation effectiveness is reduced as the equivalent shear wave velocity decreases due to soil-structure interaction effects.

Underground structures are often susceptible to damage due to limited lateral deformability under earthquake loading, making resilient systems a preferred solution for mitigating post-earthquake damage and enabling rapid recovery of structural function. In this study, taking a two-story, four-span subway station as the research background, a resilient column incorporating mild steel dampers (RC-MSD) is constructed and experimentally investigated for application in framed underground structures. The mechanism by which the RC-MSD enhances the seismic resilience of underground structures is particularly highlighted. First, the physical implementation and theoretical analysis model of RC-MSD are described in detail. Subsequently, cyclic loading tests are conducted, and the finite element model is validated using the experimental data. The effectiveness and robustness of the proposed RC-MSD in mitigating seismic responses, specifically in terms of damage mode, displacement, and shear force, are systematically evaluated for typical underground structures. Furthermore, the variations in energy dissipation behavior and damage development process of the underground structure with RC-MSD are evaluated under multi-intensity seismic excitations. The results indicate that the RC-MSD remains elastic under low-intensity earthquakes, whereas it exhibits greater energy dissipation capacity and enhanced damage mitigation performance as seismic intensity increases. The mild steel dampers effectively dissipate plastic energy across a range of seismic intensities, and their contribution to total energy dissipation becomes more significant as seismic intensity increases. This not only mitigates the risk of central column failure but also facilitates rapid post-earthquake recovery of the underground structures.

Base isolation has been widely adopted in engineering practice, yet its effectiveness is often compromised by the concentration of excessive displacements within the isolation layer, which motivates the development of hybrid isolation systems incorporating supplementary damping mechanisms. In this study, a negative stiffness-embedded tuned liquid damper (NS-TLD) is developed by integrating a tuned liquid damper with a base isolator equipped with a mechanically realized negative stiffness amplifying damper based on pre-compressed steel sheets, allowing tunable stiffness modulation without active control. A mechanical model of the proposed system is established, based on which the sensitivity to geometric and pre-compression parameters is systematically investigated and subsequently validated through shaking table tests in conjunction with fluid-structure interaction simulations using the coupled acoustic-structure method. A representative five-story base-isolated frame with stochastic responses is then employed to examine the multi-structural seismic performance, isolation layer responses, and floor acceleration spectra, while a synergistic mechanics-based design procedure is further verified by nonlinear time-history analyses under a set of twenty ground motion records. The results demonstrate that the proposed NS-TLD effectively combines inertial control provided by the liquid mass with damping amplification induced by negative stiffness, thereby achieving enhanced dual isolation performance through the simultaneous reduction of superstructure accelerations and isolation layer displacements when compared with conventional base-isolated and standalone tuned liquid damper configurations. Moreover, broadband suppression of floor response spectra is achieved, indicating improved protection for acceleration-sensitive non-structural components. The proposed configuration also exhibits strong engineering applicability, as it can be readily integrated into existing or newly constructed liquid storage tanks, which supports its potential for practical implementation in the seismic protection of base-isolated structures.

Aboveground structure-connected underground structures (ASUS) are increasingly common in high-density urban areas, where structure-soil-structure interaction (SSSI) complicates seismic evaluation and resilience enhancement. This study proposes an integrated negative stiffness amplification system-friction pendulum system (NSAS-FPS) to mitigate these effects, with a quantified performance evaluation and a quick adjusted design. A mechanical model and finite element implementation of NSAS-FPS is established, showcasing its enhanced energy dissipation and isolation capacity through theoretical investigation. Based on a benchmark ASUS model, SSSI effects on NSAS-FPS-equipped ASUS and adjacent structures are quantified, informing a performance-based design approach with practical adjustment formulas. Case studies validate the effectiveness and applicability of the vibration mitigation effectiveness and applicability of the proposed design adjustments for the NSAS-FPS. Results highlight the critical role of SSSI in NSAS-FPS parameterization, considering structural proximity, height, and soil conditions. The NSAS-FPS effectively suppresses isolation-layer displacement and decouples ASUS from adjacent structures, while the SSSI-driven design method enables rapid seismic performance adjustments, achieving satisfactory vibration control targets and enhanced nonlinear energy dissipation enhancements.

The traditional tuned liquid damper (TLD) has been demonstrated to mitigate structural dynamic responses through energy absorption and dissipation based on liquid sloshing. However, its effectiveness is limited by insufficient liquid mass utilization and diminishes under broadband excitation. To address these limitations, the nonlinear damping baffle-isolated tuned liquid damper (NDB-ITLD) is proposed as an alternative. A dual-performance-oriented design methodology for the NDB-ITLD has been developed, with a practical design curve for application. The NDB-ITLD is mounted externally on the primary structure with elastic isolators, incorporating the bottom-mounted vertical baffle within the liquid tank. A mechanical model and finite element simulation of the structure equipped with the NDB-ITLD are established, enabling a parametric investigation of the isolation layer and baffle parameters under white-noise excitation. The robustness of vibration mitigation is evaluated for structural response reduction under seismic excitation. The analysis results indicate that the NDB-ITLD effectively provides dual isolation and enhances inherent liquid damping due to the bottom-mounted vertical baffle. A broader vibration suppression frequency range and reduced displacement of the isolation layer are achieved, improving the structural response mitigation efficiency of the NDB-TLD. Additionally, the NDB-ITLD exhibits robust vibration control across diverse seismic intensities and types, attributed to its superior energy absorption and dissipation capabilities.

The application of prefabricated assembly technology in underground structures has increasingly garnered attention due to its potential for urban low-carbon development. However, given the vulnerability of such structures subjected to unexpected seismic events, a resilient prefabricated underground structure is deemed preferable for mitigating seismic responses and facilitating rapid recovery. This study proposes a resilient slip-friction connection-enhanced self-centering column (RSFC-SCC) for prefabricated underground structures to promote the multi-level self-centering benefits against multi-intensity earthquakes. The RSFC-SCC is composed of an SCC with two sub-columns and a series of multi-arranged replaceable RSFCs, intended to substitute the fragile central column. The mechanical model and practical manufacturing approach are elucidated, emphasizing its potential multi-level self-centering benefits and working mechanism. Given the established simulation model of RSFC-SCC-equipped prefabricated underground structures, the seismic response characteristics and mitigation capacity are investigated for a typical underground structure, involving robustness against various earthquakes. A multi-level self-centering capacity-oriented design with suggested parameter selection criteria is proposed for the RSFC-SCC to ensure that prefabricated underground structures achieve the desired vibration mitigation performance. The results show that the SCC with multi-arranged replaceable RSFCs exhibits a significant vibration isolating effect and enhanced self-centering capacity for the entire prefabricated underground structure. Benefiting from the multi-level self-centering process, the RSFC-SCC illustrates a robust capacity that adapts to varying intensities of earthquakes. The multi-level self-centering capacity-oriented design effectively facilitates the target seismic response control for the prefabricated underground structures. The energy dissipation burden and residual deformation of primary structures are mitigated within the target performance framework. Given the replacement ease of RSFCs and SCC, a rapid recovery of the prefabricated underground structure after an earthquake is ensured.

Investigating the seismic damage mechanism of large underground complexes is essential for the safe development of urban underground space. This paper examines a five-story and three-span underground complex situated in a soft soil site. Shaking table tests were designed and conducted on both the free field and the soil–underground complex interaction system. The time–frequency evolution of the free field under various seismic motions was investigated. A combined experimental and numerical simulation approach was employed to examine the seismic response of the soil–underground complex interaction system. The structural deformation evolution, stress distribution, and development process of plastic damage under different seismic motions were analyzed. The results reveal that soft soil exhibits a significant energy amplification effect under far-field long-period ground motions. Structural deformation is mainly governed by horizontal shear. Under strong seismic excitation, plastic damage first initiates at the end of the bottom-story columns and extends to column-to-slab and wall-to-slab connections, where abrupt stiffness changes occur. Under the far-field long-period ground motion, the structural deformation, stress distribution, and plastic damage are significantly greater than those under the Shanghai artificial wave. These findings provide valuable insights for the seismic design of large underground complexes in soft soil sites.

Within the transit-oriented development framework, aboveground structure–connected underground structures (ASUS) have been widely constructed in urban areas; however, abrupt stiffness changes and complex soil–structure interactions could cause structural damage or business disruption after earthquakes. In this study, to address these challenges, a novel approach is proposed that employs negative stiffness, damping elements, and friction pendulum bearings to enhance the overall performance of ASUS. An interaction-performance-driven design procedure and parameter selection methodology are developed to simultaneously upgrade multiple performance aspects of ASUS. A mechanical model of the negative stiffness amplification system-enabled friction pendulum system (NSAS-FPS) is constructed. The theoretical basis of the equivalent negative stiffness and enhanced energy dissipation effects is elucidated, and a finite element model of the NSAS-FPS-incorporated soil–ASUS interaction system is established. Extensive parametric, robustness, and correlation analyses against short/long-period ground motions are conducted to provide a comprehensive performance assessment framework. Then, an interaction-performance-driven design principle aimed at multiperformance upgrading of aboveground and underground structures is developed with proposed parameter selections and applied in a case study. These results indicate a significant improvement in vibration control for both aboveground and underground structures when utilizing NSAS-FPS compared to utilizing conventional FPSs with the same design. By following the proposed design procedure and parameters, the NSAS-FPS demonstrates enhanced efficiency in isolating energy dissipation and robustness in seismic isolation, as well as resistance against overturning, irrespective of variations in structural masses and functionalities. While the advantages of the NSAS-FPS include its ability to mitigate the effects of stochastic earthquakes, the extent of the performance improvement may decrease during long-period earthquakes. Therefore, the velocity characteristics of seismic excitations need to be carefully incorporated into the NSAS-FPS design, particularly when targeting specific demands for the isolation-layer performance within ASUS.

Continuous monitoring of acoustic events in concrete such as cracking and impacting, and providing their location information is a significant topic in structural health monitoring (SHM). This paper develops a combined technique of concrete implantable cube (CIC) and probabilistic localization method to monitor acoustic sources on concrete slabs. The CIC that integrates an octahedron-shaped piezoelectric sensor array can be implanted in concrete structures in long term and supply an omni-dimensional sensing capacity. Aiming at the designed sensor array and the impacts of randomness and heterogeneity of concrete material on the localization accuracy, a probabilistic localization method was proposed. To demonstrate the feasibility of the proposed technique, an experiment including 48 impact tests was conducted on a concrete slab specimen. The acoustic signals received by the implanted CIC were used to reconstruct localization maps to predict the impact areas. The results were quantified using three matrixes including accuracy, precision, and recall; consequently, the accuracy obtained the highest average score close to 0.98 and performed most steadily. In addition, to optimize the proposed technique furtherly, the sensitivity of two key parameters associated with this method were discussed. Overall, the experimental study showed a great potential of this developed technique for long-term monitoring acoustic events on concrete structures.

The seismic response of the large-space underground structure (LSUS) is significantly influenced by the physical properties of the surrounding soil media, while the soil owns a strong spatial variability. This study proposes a seismic response analysis process of the soil-LSUS interaction system is proposed, which can consider the characteristic of the spatially distributed soil properties. The proposed process begins with establishing the spatially random field model of the soil properties using the improved latent space method. Then, the model is calibrated based on the real data and Bayesian approach, and the realization of the random field is accomplished. Further, the soil-LSUS interaction finite element (FE) model is established, which incorporating the soil physical properties generated from the random field. Finally, the nonlinear time-history analysis of the soil-LSUS interaction FE model is conducted. As an illustration of the proposed process, a typical LSUS located in Guangzhou is selected as an example, and the seismic mitigation measure which the lead-filled steel tube damper (LFSTD) is installed between the intermediate column and the top beam is adopted for the LSUS. The influence of the spatial variability of soil properties on the seismic mitigation effect of the LSUS is investigated. Results indicate that the spatial variability of the soil properties can cause a minor influence on the force and deformation of the intermediate column and the energy dissipation ratio between the LFSTD and structure, while it can bring a significant influence on the maximum deformation and force and the shape of the hysteresis loop of the LFSTD.

The availability of reasonable input ground motions is a prerequisite for investigating the seismic response of near-fault structures. Currently, realistic near-fault pulse-like seismic records are lacking internationally. Moreover, the existing records exhibit distinct regional characteristics, which hardly meet the demand for seismic analysis of various engineering structures. Collecting and analyzing the pulse-like seismic records, a linear attenuation expression is proposed in this study to describe the time-varying frequency amplitude decay over duration. On this basis, a new model compatible with horizontal and vertical components is developed for near-fault ground motions. The model parameters are estimated for 100 near-fault records and regressed against the prediction equations. The variability and correlation of the ground motion in two directions are analyzed through the residual correlation matrix. Finally, taking a subway station as the engineering background, the effects of velocity pulse and vertical seismic motions on the underground structures are addressed through simulated motions and realistic records. Compared with existing approaches, the proposed method not only aligns with the time-frequency distribution characteristics of near-fault ground motions but also considers the correlation between horizontal and vertical components. In addition, consistent with the results from recorded ground motions, the synthetic motions yield enlarged seismic responses of the underground structure, thereby guaranteeing analysis accuracy for the engineered structures subjected to pulse-like ground motions. The inclusion of vertical excitation prominently amplifies the vertical displacement of the slab under pulse-like ground motions.

Reinforced concrete (RC) structures may suffer fire, earthquake, and other loads during their life cycle. The coupled disasters will lead to further deterioration and damage to structural performance, which has attracted the attention of many researchers. This paper established a series of three-dimensional finite element models of RC columns subjected to simultaneously combined fire and cyclic loads and investigated the seismic performance of the RC column during fire exposure. The models considered mechanical properties degradation of reinforcement steel, concrete, and the nonlinear bond strength‐slip behavior at elevated temperatures. After verifying the numerical model through the skeleton curve and damage character, the hysteretic energy dissipation, ductility, and other seismic parameters of the RC column subjected to simultaneously combined fire and cyclic loads were systematically analyzed. The results show that the severely damaged region of the RC column gradually shifts from the bottom to the middle of the RC column with fire duration increases. The fire duration can improve the yield displacement but reduce the hysteretic energy dissipation and the peak force of the RC column. The ductility of RC columns during fire exposure is smaller than that at room temperature except for the working conditions with a short fire duration and the axial load ratio that is not greater than 0.3. To avoid the excessive seismic performance degradation and buckling failure of the RC column during fire exposure, the recommended limit value of the axial load ratio used in this paper is 0.3.

Time-reversal imaging algorithm based on subspace theory has been verified as an efficient technique for localization of targets and damages in aerospace field. However, it is still a challenge to apply this technique for damage imaging of civil structures due to multi-phase concrete material and the interference of noises. To close the gap, this study proposes a novel subspace-based time-reversal imaging (STRI) algorithm enabled by implantable sensing technology. The STRI algorithm constructs a special three-dimensional transfer matrix and decomposes the time-reversal operator (TRO) into a certain frequency band. The eigenvectors corresponding to the noise subspace are used to reconstruct the imaging map. A novel transducer named cylindrical concrete implantable module (CCIM) is developed to install on the host structure for sending and receiving probe signals; its basic layout and fabrication are introduced in detail. Both the numerical and experimental studies validate the performance of the CCIM and STRI algorithm for hole damage imaging in concrete. Results show that the STRI algorithm overcomes the impacts of noises, offering a higher accuracy of damage areas compared to conventional algorithm. The proposed STRI algorithm enabled by implantable sensing technology has potential applications for real structural hole damage profiling and condition assessment.

The resilient transit-oriented model stimulates the necessity of seismic performance enhancement or retrofitting of over-track complexes with concrete-encased steel slender supporting columns. This study proposes a novel low-damping-ratio-based vibration control approach and easy-to-use design for over-track complexes by flexibly installing the negative stiffness amplification system (NSAS) at the multistory of the over-track building and lower podium. Moreover, a multilocation-oriented design strategy and fitted formulae are developed for the NSAS-damped complex with enhanced energy-dissipation efficiency and an adjustable structural modal shape. By utilizing the negative stiffness device, dashpot, and tuning spring, the NSAS is theoretically constructed, and a simplified model of the NSAS-damped over-track complex is established. Stochastic response analysis and parametric investigation are performed to quantify the benefit of the NSAS-damped story over the conventional control method. Then, easy-to-use design formulae are provided in the initial design and parameter modification stages to realize the simultaneous control of the upper and lower structures. Based on a typical over-track complex with concrete-encased steel slender supporting columns, design cases are analyzed for the NSAS and conventional viscous dampers to verify the applicability of the proposed NSAS and design. The results indicate that the target-story located NSASs contribute a higher-efficiency approach to realize the significant performance improvement or retrofit of the over-track complexes without perturbing the daily function. Particularly, NSASs tailored for distinct stories in the over-track complex effectively satisfy the modification demand for structural modal shape and enhanced energy dissipation efficiency, which cannot be realized by conventional viscous dampers or the existing design of NSASs in normal buildings. In addition, the NSAS-damped story demonstrates a released stiffness abruptness and robust seismic performances against various earthquakes.

Under seismic excitations, the large underground structure often changes the seismic wave propagation and affects the seismic response of adjacent aboveground structures. To understand the interactions between the underground structure, soil and aboveground structure, in this paper, three series of shaking table tests were carried out to investigate the soil-underground structure interaction (SUSI), the underground structure-soil-aboveground structure interaction (SSSI), and the soil-aboveground structure interaction (SSI). Each series of shaking table tests was excited by six different seismic waves with five different peak accelerations (PA). The test results show that as the increase of the PA, both the fundamental frequency of the aboveground structure and the phase difference between degrees of freedom of the modes increase. The mode displacement of the foundation rotation in the SSSI system is larger than that in the SSI system. The influence range of underground structure would be expanding to one-times of the underground structure width. The SSSI would enhance the kinematic interaction, resulting in larger rocking motion box foundation in the SSSI system than that in the SSI system. The peak moments of horizontal, rocking, and structural deformation acceleration of the SSSI system are not synchronous. Accordingly, it is necessary to consider the influence of the underground structure to improve the seismic safety of the aboveground structure due to the potential increase of the seismic response.

Adjacent non-coaxial buildings have been widely built owing to complementary functions, while the non-coaxial layout could cause a great torsion effect and seismic-induced damage. This study proposes a negative stiffness-assisted hybrid isolation system and a corresponding earthquake-resilient design methodology to upgrade the multi-performances of the adjacent non-coaxial buildings and linking corridors. The hybrid isolation system includes synthetic employment of various isolators and negative-stiffness amplification systems comprised of nonlinear viscous dampers for adjacent structures, as well as tailored friction bearing for linking corridors. The mechanical property and model of the adjacent non-coaxial buildings are established, based on which a typical case is introduced. Next, the conception of the earthquake-resilient design method and procedure is elaborated, following which the functionality of each component in the hybrid system is investigated. The advantages of the developed hybrid isolation system and design methodology are illustrated by a systematic parametric analysis and time history analysis for the typical case. The results show that the torsional effect can be a dominant problem in non-coaxial adjacent buildings, which can be solved by the flexibly tailored negative stiffness effect produced by the negative stiffness-assisted isolation system. The collaboration within the proposed hybrid isolation system can produce improved isolating and enhanced nonlinear energy dissipation effects on adjacent buildings, simultaneously limiting the isolation displacement without weakening the isolating effect. The optimized friction sliding bearings effectively reduce the relative torsion concentrated on the linking corridors with a maintained function. The hybrid isolation system and earthquake-resilient design can be adopted as a high-efficiency solution to the non-coaxial linked historic buildings with insufficient seismic resistance.

为探究土-综合体结构相互作用体系地震反应的影响因素,以典型综合体结构为工程背景,利用ABAQUS软件建立土-综合体结构相互作用体系三维有限元模型,采用等效线性化方法考虑土体非线性;选用1995年阪神地震Port Island波,通过反演获取相互作用体系的底部输入地震动.在此基础上,对土-综合体结构相互作用体系进行了地震反应分析,探讨了土-综合体结构接触面模拟、竖向地震波作用效应以及土-结构柔度比对综合体结构地震反应的影响.分析结果表明:土-综合体结构采用接触面模拟方法较共用节点法使得地下结构中柱轴力、剪力、弯矩均有一定程度减小,侧墙轴力、剪力、弯矩则有所增大;考虑竖向地震动作用使得地下结构中柱和侧墙的内力有所增大,其中中柱轴力增幅约达20%;在本文算例中,当土-结构柔度比小于12时,土-综合体结构相互作用效应明显.

In this study, an implantable array-based sensing technique for damage imaging of concrete wall-like structures was developed. Unlike conventional concrete damage imaging methods that require several distributive transducers instrumented in the detection structure, the proposed technique integrates a multi-transducer into a cylindrical concrete implantable module (CCIM) that can be directly implanted into the wall-like structures to transmit and receive probe signals based on a sensing array. Implantable designs within integrated sensing elements benefit the management of devices and provide a new transducer-to-structure installation for structural health monitoring (SHM). Furthermore, to analyze the received probe signals and visualize the structural defects, a novel damage-imaging algorithm aimed at a heterogeneous concrete medium was proposed. The algorithm assumed that each point in the detection space was a virtual scatter to simulate a series of signal transceiving processes using a computer. The virtual scattered signals received by the CCIM were projected onto the signals received under real damage conditions to reconstruct an imaging map. The reliability of the developed technique for damage imaging of heterogeneous concrete wall-like structures was studied both numerically and experimentally. The numerical study employed a 2-D mesoscale model considering concrete as a multiphase composite material and revealed the stress-wave propagation law in concrete. In the experiment, two fabricated CCIMs were implanted into a concrete wall-like specimen for signal transmission and reception. The imaging results acquired by simulation and experiment both successfully displayed the damaged area and exhibited excellent prospects for the implantable array-based sensing technique in SHM.

Seismic damage patterns of underground structures indicate unignorable effects of vertical seismic actions. To deal with this, this study distinguished the impact of the vertical seismic effect on the seismic safety of underground structures experimentally and theoretically and provides important shaking table test results for this topic. A typical shallow buried subway station-tunnel junction structure was designed by following the Buckingham similarity law, based on which the shaking table test was performed to investigate the vertical seismic effect on underground structures. The vertical wave propagation laws of the free field, the model structure, and the soil–structure interaction (SSI) system were comparatively analyzed. Numerical simulations considering the soil's nonlinear behaviors under vertical loads were performed using the equivalent linear analysis method and were verified by the test records. By combining both the experimental and numerical results, it was found that the surrounding soils have very weak constraints on the structural vertical movements. By distinguishing lateral soil pressures from horizontal actions, the vertical seismic action is found to be mainly an inertia force that can stimulate high-frequency vibration modes of the system and cause considerable vertical relative deformations within the underground structure. Consistent with the observed structural damage at the Daikai station, the participation of high-frequency vibration modes is a rational approach that can explain the amplification effect of vertical ground motions on structural seismic responses. In addition, the equivalent linear method is generally satisfactory for simulating the soil compressional nonlinearity.

This paper studies the hydration characterization of steel fibre-reinforced cement-based material (SFRCM) in very early age (0-20 h) using electromechanical impedance (EMI) technique and three-dimensional meso-scale hydration models. Compared with the conventional researches, this study not only conducts an EMI-based hydration monitoring experiment, but also presents a novel numerical method to comprehensively reveal the effects of different mixtures on the hydration characterization of SFRCM. To perform the hydration monitoring, piezoelectric-based spherical smart aggregate (SSA) sensors were embedded in SFRCM specimens to sample admittance signals. The measurements were conducted every hour after completing cast, and a total of 20 h was recorded. Accordingly, a novel three-dimensional meso-scale hydration model that assumes a kind of mesostructure containing aggregate particles and steel fibres is first developed using finite element method. The feasibility of this developed model for characterizing SFRCM hydration was verified by contrastively analyzing quantification metrics obtained experimentally and numerically. Eventually, the amount of aggregate particles and geometry of steel fibres were further demonstrated to potentially affect the hydration process.