Bulletin of Earthquake Engineering最新文献

The use of non-ergodic approaches for calibrating ground-motion prediction models is increasingly well established in the seismological and engineering literature. Specifically, the residuals (logarithmic difference between observed and predicted intensity measures) obtained from the calibration of a parametric model are decomposed to identify repeatable effects related to event, station and any other recurring properties (e.g. source and propagation effects). For the empirical estimation of the site effect, we refer to the repeatable station term, usually called δS2S (site-to-site), which measures the systematic deviation of seismic motion at a station from a reference ground motion prediction for that site category. In order to obtain an amplification function from δS2S estimates, the prediction of a rock site, real or modeled on the basis of a Ground Motion Model, can be taken as a reference prediction. In this work, we discuss our experience in estimating empirical amplification functions from δS2S of permanent and temporary recording stations in Italy, highlighting limitations and advantages of this approach. The results are also discussed in the perspective of the estimation of the amplification factors, useful for the seismic microzonation studies. The values of δS2S (with associated aleatory uncertainty) are published on the ITACA (ITalian ACcelerometric Archive) web page for 916 recording stations for PGA, PGV, 36 ordinates of the acceleration response spectrum (damping 5%) in the range T = 0.01–10 s.

Recent seismic events in Turkey, as well as in Croatia and Bosnia and Herzegovina, have underscored the region’s vulnerability to earthquakes and the need for comprehensive seismic risk assessments. Determining seismic risk requires the integration of three key components: seismic hazard data, structural vulnerability assessments, and population exposure analysis. However, accurately conducting structural vulnerability assessments depends on the identification of building typologies and the development of a corresponding database. This study addresses the lack of a standardized building typology for residential structures in BiH, a critical component for accurate seismic vulnerability evaluations. A key contribution of this study is the development of a residential building classification system, considering historical construction practices, regulatory frameworks and standards, and regional characteristics. Additionally, thermal imaging technology was utilized to validate construction systems, improving the accuracy of structural assessments. The findings emphasize the importance of aligning local typologies with broader regional frameworks while addressing BiH’s unique architectural landscape. The study contributes to national disaster risk management efforts by proposing a standardized exposure model aligned with European guidelines. Future research should expand the building typology database to include commercial and public structures, further enhancing seismic risk mitigation strategies.

This study experimentally investigates the flexural performance of heat-cured low-calcium fly ash-based geopolymer concrete (GPC) beams reinforced with ribbed steel bars, focusing on the effects of reinforcement ratio, alkaline activator concentration (SS/SH), and curing regime. Fifteen full-scale beams, including twelve GPC and three OPC specimens, were tested under four-point loading to evaluate load-deflection and moment-curvature behavior. Despite a lower compressive elastic modulus, the results showed that GPC beams exhibited comparable or superior cracking and ultimate moment capacities relative to OPC beams. Increasing the reinforcement ratio enhanced load capacity but reduced ductility in both systems, with GPC beams showing more brittle post-yield behavior. Numerical models based on OPC parameters were developed in SAP2000 to compare with experimental GPC moment-curvature data, revealing good agreement in the linear range but notable differences in post-yield response. The study also examined the microstructure of failed GPC beams via SEM, XRD, and EDX analyses to correlate matrix morphology with mechanical behavior. Finally, moment capacities calculated according to ACI 318 and TS 500 provided conservative estimates, supporting the safe applicability of current design codes to heat-cured GPC beams. These findings demonstrate that GPC, when properly proportioned and cured, is a viable structural alternative to OPC for reinforced concrete members.

The ongoing revision of Eurocode 8 includes updates encompassing new ductility classifications, limits on damage control, conditions for local ductility, and corresponding detailing guidelines. It is crucial to thoroughly examine and compare these revisions with the existing provisions of Eurocode 8. The present research examines structural behaviour factors (q) for varying strut inclination angles (45° and 22°) and compares them against prEN 1998-1-2:2023 recommendations. Findings reveal consistent overperformance, highlighting the conservative estimations for structural redundancy offered by prEN 1998-1-2:2023. Plastic hinge lengths obtained through nonlinear analysis and FprEN 1998-1-1:2024 calculations are compared, showcasing conservative estimations prioritising safety. Observations indicate distinct trends in tension shift (a_l) and critical height (h_cr) compared to plastic hinge length (l_pl), aligning with conservative approaches outlined in EN 1998–1:2004 and prEN 1998-1-2:2023. Additionally, the observed shear magnification factors (ɛ) may indicate a potential overestimation of shear forces attributed to the amplified effect of higher modes in the inelastic range combined with flexural overstrength.

Seismic fragility functions for non-ductile and limited ductile RC walls under in-plane loading scenarios are presented in this paper. In the absence of comprehensive experimental studies, a hybrid approach was adopted, in which the experimental data available from the literature and numerical data generated in this study were combined to establish the fragility functions. An experimental database was developed for non-ductile (with single layer of reinforcement) and limited ductile walls (double layer of reinforcement). Gaps in the RC wall datasets were identified in terms of missing aspect, slenderness and compression stress ratios for various concrete strengths, which were then analysed through a numerical approach. A macro element modelling concept of analysing RC wall was developed by incorporating plastic-hinge formation, compression crushing, shear failure, bond slip and bar rupture as they are the common failure characteristics of non-ductile and limited ductile walls. Three sets of damage states were defined according to the failure sequence that corresponded to the in-plane load-displacement responses of the analysed RC walls. The established fragility functions revealed that the non-ductile RC walls are more vulnerable under in-plane loading than the limited ductile RC walls. In general, the probability of exceedance to ultimate damage state was about 57 to 77% higher in the non-ductile walls than limited ductile walls. The fragility functions established through this study can be used for vulnerability and loss assessments of buildings comprised of these RC walling systems.

For Eurocode_8 as well as for other similar design standards, acceptance criteria are based on the concept of ductility capacity of structures or structural elements. However, in the process of Eurocode_8 generation, an issue was raised because the concept is not adequate for rigid-plastic behaviour, as exhibited by some ancillary elements. Consequently, a specific formula was introduced in the code to deal with this situation. The purpose of this communication is to present the scientific background of this formula. In a first step, the response of a sliding block, with Coulomb friction model, on a support animated with a harmonic motion is considered. Three regimes of response are identified, designated by stick regime, stick-slip regime (sliding phases separated by sicking phases), and slip-slip regime. Considering a non-dimensional input motion level, (lambda ), with (lambda = 1) at the transition between stick and stick-slip regimes, it is analytically established that the slip-slip regime is attained for ({lambda _1} = 1.862). Concurrently, a non-dimensional sliding (H_{text{ }}left( lambda right)) is introduced, an expression of it established for (lambda < {lambda _1}), and turned into the Eurocode_8 formula. In a second step, the same approach is applied, considering a set of 100 natural accelerograms. For every of them, the friction coefficient is calibrated so that the stick-slip regimes is attained. Then, (lambda _1^0) is the amplification factor that should be applied on the input motion so that the slip-slip regime is attained. Concurrently, an expression of the induced non-dimensional sliding, (H_{text{ }}^0left( lambda right)), is established. In a third step, the same approach applies with seismic input motions transferred to floors 2 and 5 of a 5-storey structure. Corresponding (lambda _1^2) and (lambda _1^5) values are identified as well as non-dimensional sliding (H_{text{ }}^2left( lambda right)) and (H_{text{ }}^5left( lambda right)). Based on steps 2 and 3 outputs, it is eventually concluded that the Eurocode_8 formula need not being amended.

Jerk is the rate of change of an object’s acceleration in time. In this paper, an examination of the influence of jerk on the damage of RC frame buildings exposed to seismic actions was performed. First, the possibilities for jerk determination, when sensors are unavailable, were discussed. The research was conducted by using the experimental data, obtained from three RC frame buildings exposed to shake table tests. Two 3-story and one 5-storey building, tested at the E-Defense facility in Miki City, Hyogo, Japan, were considered. Peak absolute jerks in the considered buildings were presented and analyzed. Among others, it was found that there is no obvious correlation between the times at which peak absolute accelerations and jerks occur. In some cases, peak values occur at similar time instances, whereas in others they are related to quite different ones. Afterwards, jerk energy, its curvature, and novel damage index, were introduced and explained, and a proposal of a new method for the structural damage assessment and classification was provided. Its practical application was demonstrated on the three considered RC frame buildings, and promising results were obtained and discussed in the paper. The proposed method is quite straightforward; it can provide a quick assessment of the structural response in terms of nonlinearity and damage, both for the foundations and superstructure; and it can contribute to the further development of structural health monitoring techniques.

Following the February 6, 2023, earthquakes in Türkiye, visible damage reports were received from the historical Antalya Clock Tower. Initial field assessments revealed several structural cracks, and eight of these were selected for long-term monitoring. During this period, both free and forced vibration data were collected using triaxial accelerometers to better understand the tower’s dynamic characteristics. After approximately one month, the observed crack propagation indicated a rapid degradation of structural integrity, prompting the implementation of an emergency strengthening intervention. Temporary confinement elements were installed to stabilize the structure and prevent further deterioration. Subsequently, Ground Penetrating Radar (GPR) surveys and in-situ material tests were conducted to identify internal voids and evaluate the existing masonry properties. Using the data obtained, a detailed finite element model of the tower was created. This model was first calibrated using the recorded vibration data, and then subjected to a series of analyses to investigate seismic behavior. Response Spectrum and nonlinear Pushover analyses were performed to evaluate the tower’s performance and to guide the design of a permanent strengthening strategy. The selected solution involved externally wrapping the tower with carbon fiber composite ropes and filling cracks and voids with injection grout. The number, diameter, and layout of the ropes were optimized through parametric simulations and then implemented on-site. Post-strengthening monitoring confirmed the effectiveness of the intervention, as no further crack widening was detected. This study presents a complete assessment, analysis, and strengthening process for a historical masonry tower, emphasizing the critical role of staged diagnostics and advanced numerical modeling in heritage conservation.

The quantitative characterization of post-earthquake functional loss and dynamic recovery processes in RC frame structures is the cornerstone for evaluating their seismic resilience. In this paper, a quantitative model for assessing functional loss in RC frame structures is established, spanning from the component to the floor and the structural scale, by analyzing the hierarchical transmission mechanism of functional loss. Additionally, a simulation of the recovery process is conducted using time progression and benchmark algorithms to obtain a complete functional recovery curve. Based on this, an assessment method for the seismic resilience of RC frame structures is established, using functional loss, repair time, and repair rate as metrics. Subsequently, the RC frame structures with different numbers of floors and fortification intensities are built using OpenSees software. The influences of various parameters on the seismic resilience of RC frame structures are analyzed. The results show that as the seismic design intensity increases, both the functional loss and repair time of the structure continue to grow, while the repair rate remains approximately equal under large earthquakes and super earthquakes but relatively slow under moderate earthquakes. Under the same seismic design intensity, the functional loss and repair time of the 6-degree (0.05 g) and 7-degree (0.10 g) fortification structures are significantly lower than those of other fortification structures, while the functional loss and repair time of the 7-degree (0.15 g) fortification structure are the largest. The repair rates of structures across different fortification intensities remain approximately equal. As the number of floors increases, the repair time of the structure tends to rise, while the functional loss and repair rate tend to decrease. The research results can provide a reference for the seismic resilience evaluation of offshore urban systems and the realization of the national resilience urban-rural development goals.

A significant part of the European building stock is outdated and seismically vulnerable, particularly in earthquake-prone regions such as Slovenia. Masonry buildings, which make up approximately 65% of Slovenia’s building stock, are especially at risk. To better understand how retrofitting can reduce seismic vulnerability, this study introduces a parametric pushover curve (PPC) and fragility model for retrofitted masonry buildings. The PPC model relies on a set of parameters for both existing and retrofitted masonry buildings, providing a tri-linear pushover curve. It can be used to plan retrofitting measures such as mortar grouting/repointing, jacketing, or reinforced jacketing combined with vertical ties. While the introduced model is relatively general, its applicability throughout Europe depends on the level of detail used in assessing the model’s input parameters, which are influenced by construction practices across different regions and time periods. In this study, the parameters were assessed based on construction and retrofitting practices in Slovenia, assuming limited knowledge of the building structure, which relies on building-specific data from the public real estate register. This approach enabled the assessment of seismic retrofitting impacts on several thousand masonry buildings. The estimated parametric pushover curves indicate that retrofitted buildings exhibit greater seismic resistance, as reflected in damage-state peak ground acceleration values, with improvements varying by retrofit method and construction period. Repointing/grouting and jacketing provide moderate enhancements, while reinforced concrete jacketing and vertical ties offer the most significant improvements, particularly in preventing collapse-level damage states. Additionally, the model enables the definition of fragility curves at the building class level, including estimates of the standard deviation of the logarithmic values of damage-state peak ground accelerations. A slight decrease in this standard deviation was observed in retrofitted buildings, particularly in multi-storey structures.