Architecture, as a profession, discipline and practice, has played a vital role in designing, constructing and maintaining modern culture. The creative work of imagining and building places, infrastructure and dwellings for the complex activities of contemporary life has contributed to the global world we now inhabit. There are, however, indications that this edifice of modernity is cracking because of external and internal forces that undermine our global society. Climate change, species extinction, and worldwide threats to democracy and governance, along with new technologies, converge and reveal the uncomfortable possibility that modern industrial global culture and civilization may collapse. As a response, an expanding body of ‘stories of collapse’ has emerged to interpret causes, processes, and scenarios. This essay engages with key voices (Rees, Bendell, Lewis, Hagens, de Oliveira, and Macy), to describe in what ways architecture is complicit in this moment, and suggests what ethical and place-based responsibilities may be required of architects and placemakers as collapse unfolds.

In structural analysis, earthquake loads are generally calculated using either equivalent static or dynamic approaches (response spectrum and time history), as specified in the SNI 1726:2019. This study aims to evaluate and compare the behavior of the Collins Boulevard Apartment building structure under earthquake loads using these three methods. The analysis was conducted using the structural modeling of a high-rise building with a dual system. For the time history method, three real earthquake records were used: Chi-Chi, Ibaraki Off, and Tohoku, which represent shallow crustal, Benioff, and megathrust earthquake sources, respectively. The results indicate that the equivalent static method produced the highest base shear of 51,761 kN, followed by the response spectrum method with ratios of 0.55 and 0.51 for the X and Y directions, respectively, relative to the static value, and the time history method with ratios of 0.48 and 0.42 for the X and Y directions, respectively. The maximum inter-story drift occurred in the equivalent static method, exceeding the allowable limit specified in SNI 1726:2019, while the two dynamic methods remained within safe limits. The internal forces in the beams and columns ranged from 0.3–0.9 times those produced by the static method, with the time history method exhibiting more fluctuating yet realistic structural responses.

To conduct a comparative analysis of the differences between non-isolated and isolated structures of a multi-span through arch bridge under uniform seismic excitation in different directions, a three-span continuous through concrete-filled steel tube arch bridge was selected. Using the large-scale finite element analysis software MIDAS Civil, a non-isolated model of the actual bridge and an isolated model with lead-rubber bearings added to the top of the piers were established respectively. Dynamic characteristic analysis and comparison were carried out for the two models. Three actual seismic waves were selected to apply longitudinal, transverse, and vertical seismic excitations to the two models respectively. The arch rib internal forces, displacements, and velocities of the two structural models, the maximum internal forces of the piers, the maximum acceleration of the bridge deck, and the hysteretic curves of the isolated bearings were analyzed. It is concluded that under the action of longitudinal and transverse seismic excitations, the isolated model with lead-rubber bearings exhibits a significant isolation effect.

Focusing on the construction of a 58-m-diameter double-layer steel space frame dome at the Han Culture Museum Assembly Hall, this study addresses scheme selection and safety control challenges in staggered jacking of large-span spatial structures. A three-dimensional finite element model in MIDAS Gen simulated the three-stage jacking process to compare three temporary support layouts. Numerical evaluation metrics included maximum vertical displacements, peak internal forces, the proportion of members undergoing stress state transitions, and spatio-temporal evolution of stress concentrations. Scheme B demonstrated superior performance, reducing peak vertical displacement by 44% under critical conditions, lowering peak stresses, and enabling more uniform internal force redistribution—effectively mitigating tension–compression cycling and buckling risks. Crucially, only nodal displacements and support elevations were monitored in situ using a 3D system based on magnetic prisms and total stations; no strain or force measurements were conducted due to practical constraints during construction. Monitoring data show good agreement with simulated displacements and support elevations under Scheme B, validating the model’s deformation response. However, localized deviations—including a 29 mm deflection discrepancy and elevation errors up to 28 mm—reveal the influence of uneven boundary conditions, with potential implications for long-term structural behavior. The findings confirm that numerical predictions of deformation are reliable, while internal forces remain unvalidated by field data. The integrated approach of “scheme comparison–construction simulation–full-process displacement monitoring” proves effective for safety control and decision-making in complex jacking operations, offering a transferable framework for similar large-span double-layer space frame projects.

ABSTRACT A recently developed confined masonry (CM) system, constructed from vertically perforated clay blocks and polyurethane (PU) glue, has demonstrated promising performance in recent tests, largely due to the confinement provided by 25 × 25 cm reinforced concrete (RC) tie-columns. However, current design codes treat tie-columns as prescriptively detailed elements, providing only dimensional and reinforcement limits. As a result, the actual internal seismic force demands in tie-columns are typically neither calculated nor verified. To address this gap, the present study investigates internal forces in tie-columns using different numerical models. The in-plane seismic response of CM walls was simulated in OpenSees using two macro-modeling strategies based on equivalent strut models (ESMs): single- and multi-strut models with different constitutive laws. The seismic response and internal forces in tie-columns were compared with an experimentally validated three-dimensional micro-model in Abaqus/Explicit. The single-strut model captured the global response reasonably well but could not reproduce the tie-column force demands. In contrast, the multi-strut model provided reliable estimates for axial forces, shear forces, and bending moments. This presents a step towards the development of a design which considers the contribution of RC tie-columns in modern CM buildings.

Steel I-beams with web openings are widely used in modern steel structures to accommodate mechanical and electrical services and improve construction efficiency. However, web openings alter the internal force transfer mechanism of the beam, leading to stress concentration and increased deformation, which may affect structural safety and serviceability. This study presents a numerical investigation of the stress distribution and deformation behavior of steel I-beams with web openings using the Finite Element Method (FEM). Three-dimensional finite element models of IPE steel beams are developed in ANSYS, incorporating elastic–plastic material behavior and geometric nonlinearity. Beams with different web configurations, including solid webs, circular openings, and square openings with equivalent areas, are analyzed under four-point bending. The effects of opening geometry on stress concentration, mid-span deflection, and overall structural response are examined. The numerical results show that the presence of web openings significantly increases stress concentration and reduces beam stiffness compared to solid web beams. Circular openings produce a more uniform stress distribution with lower peak stresses, while square openings lead to higher stress concentration at the corners due to pronounced Vierendeel action. Comparison with analytical solutions for solid beams demonstrates good agreement, confirming the validity of the numerical modeling approach. The findings provide useful insights for the design and assessment of perforated steel beams in practical engineering applications.

ABSTRACT This commentary analyzes the special issue Transcending Western-Centrism and Nationalism in Education: China and Beyond, a collection addressing a critical challenge for Global South scholars: how to de-link from Western universality without capitulating to reactive nationalism. The special issue advances the ‘double negation’, which refers to the simultaneous critique of Western-centrism and uncritical nationalism, as its guiding theoretical framework. Six articles apply this framework across diverse empirical contexts including international assessments, policy mobility, teacher leadership, and gender dynamics, deconstructing Western hegemony while interrogating internal forces that risk creating new monolithic centres of authority. The collection develops a rigorous approach to decolonial inquiry that works within the productive tension between external and internal critiques. By grounding theory in detailed case studies, the special issue moves beyond abstraction to model self-reflexive, globally engaged scholarship that contributes significantly to advancing a genuinely pluriversal knowledge landscape in comparative and international education.

The steel structure design for the SMPN 50 Bekasi commercial building was carried out to produce a safe, strong, and efficient structural system in terms of material usage and construction costs. The steel structure was selected based on its advantages of high strength, good ductility, and ease of fabrication and field implementation. The planning method used in this study is Load and Resistance Factor Design (LRFD), which considers load factors and strength reduction factors to ensure the structural safety level meets regulatory requirements. The structural design refers to Indonesian national standards, namely SNI 1729:2020 for steel structure specifications, SNI 1727:2020 for building loading, and SNI 1726:2019 for earthquake resistance. The planning stages include collecting building data, determining dead loads, live loads, and earthquake loads, modeling the structure using structural analysis software, and analyzing internal forces in the form of axial forces, bending moments, and shear forces. These internal forces are then used as the basis for designing the main structural elements, namely beams, columns, and steel connections, using the LRFD method. The design results indicate that the selected steel profile is capable of withstanding the factored load combination and meets the requirements for flexural, shear, and compressive strength, as well as structural stability. Therefore, the steel structure design for the SMPN 50 Bekasi commercial building using the LRFD method can be used as a reference for safe, efficient planning that complies with applicable regulations

The article deals with theoretical and practical issues of teasing as a speech act, focusing on its function of face-threatening and face-saving strategies in daily communication. A speech act of teasing tends to be a highly complicated one for rendering on the part of the addressee, as it requires extensive extralinguistic knowledge about the interlocutors, including their verbal and non-verbal behavior, social status and interpersonal relations. Moreover, teasing is inherently unpredictable and requires additional efforts for decoding in comparison to highly standardized speech acts such as a speech act of greeting, a speech act of command.Being structurally a complex unit, a speech act of teasing fulfills a wide range of communicative purposes that can be ambiguous in their underlying nature. The addresser of a speech act of teasing can bear in mind the desire to affiliate with the addressee or, conversely, to humiliate or even bully them. Drawing on the theoretical framework of Politeness Theory, the article views a speech act of teasing that can be regarded both as face-threatening and face-saving. In the case of a face-threatening speech act of teasing, the outer form of this speech act follows the Politeness Principle and the violation of it lies in its inner structure. Geoffrey Leech refers to this type of violation as the Irony Principle, whereby the initiator of a speech act of teasing tends to behave impolitely being polite only superficially. In the case of a facesaving speech act of teasing, the outer form of it violates the Politeness Principle being superficially impolite, while its internal illocutionary force conveys affiliation, solidarity and positive interpersonal intent. This type of teasing is explained through the Banter Principle, where shared enjoyment of humor reinforces social bonds. Paradoxically, polite communicative behavior sometimes turns out to be far from polite, whereas superficially impolite behavior may reveal true friendship, support and mutual affinity.

Altered gait strategies show inconsistent medial compartment unloading in varus medial knee osteoarthritis awaiting high tibial osteotomy.

Abstract Large-scale vertically redundant shaking tables are critical for indoor structural testing, yet internal forces within the system have long been regarded as redundant. However, decoupling internal forces becomes highly complex and challenging as the position and weight of the load/specimen vary. In this study, the spherical hinge is modelled as a spring–damper system, and a general force coupling model—incorporating mechanical, geometric, and deformation coupling—is proposed by considering the load’s position and mass. A novel descending internal force (DIF) algorithm based on the matrix form of the force coupling model is then proposed, and its effectiveness is validated by simulation. Finally, validation experiments with varying eccentric loads were conducted on a scaled model, an electric shaking table (EST). The results show that the maximum error of the proposed coupling model is within 3.2%. The DIF algorithm can significantly reduce internal forces, from [141.0, -142.6, 145.6, -144.5]^T N to [-1.9, 1.5, 1.6, -0.4]^T N. The proposed method achieves decoupling of internal forces in vertically redundant mechanisms under varying eccentric loads, enjoying the advantages of high accuracy, high efficiency, and rapid response.

Soft rock tunnels excavated under high ground stress are particularly vulnerable to seismic loading due to their low stiffness and complex rock-lining interaction. This study presents a performance-based seismic evaluation of a deep-buried soft-rock tunnel using Incremental Dynamic Analysis (IDA) implemented in MIDAS GTS NX. A two-dimensional numerical model of a semicircular tunnel with a diameter of 10 m and a burial depth of 500 m is subjected to incrementally scaled earthquake records representing moderate and strong seismic excitations. Key engineering demand parameters, including displacement, base shear, and drift ratio are evaluated, and IDA-based fragility curves are developed to quantify damage exceedance probability. Unlike most exciting tunnel seismic studies that rely on linear or single-intensity dynamic analyses, this study integrates IDA with fragility assessment to systematically capture nonlinear response evolution and record-to-record variability of deep-buried soft rock tunnels under high ground stress. The results indicate pronounced nonlinear deformation and amplification of internal forces with increasing seismic intensity, with maximum displacement and base shear increasing by approximately 90 % and 50 %, respectively. The findings demonstrate the effectiveness of IDA as a vibration-based performance evaluation tool for underground structures and provide new insights for the seismic design of tunnels in high-stress and seismically active regions.

This study presents an integrated automated monitoring system for foundation pits based on fiber Bragg grating (FBG) technology. The system enables real-time measurement of diaphragm wall horizontal displacement, internal forces in supports, differential settlement of concrete struts, soil heave at the excavation base, and lateral earth pressure, facilitating comprehensive evaluation of deformation and safety. The field results indicate that the data from the automatic fiber inclinometer aligns with measurements from the manual inclinometer, with a difference not exceeding 5 mm, confirming the reliability of this method. Concrete struts exhibit a transition of internal forces from compression to tension with staged excavation sequence. Differential settlement near the central column pile amounts to approximately 20 mm, highlighting the need for focused control. Soil heave at the excavation base shows a persistent increase down to 50 m depth, indicating that monitoring depth requires further extension. Lateral earth pressure outside the pit initially decreases and then rebounds with depth, exhibiting a significant coupling effect with retaining structure deformation. The FBG-based system effectively overcomes the temporal and spatial limitations of conventional monitoring techniques and offers a novel approach for automated foundation pit monitoring. Future research will aim to expand monitoring depth and integrate intelligent early warning algorithms to enhance risk management.

Purpose This study aims to examine how hotels adopt technology, focusing on differences between urban hotels and thermal resorts in Denizli, Türkiye, through the lens of the technology–organization–environment (TOE) framework. Design/methodology/approach This study uses a qualitative exploratory approach. Semistructured questions and scenario technique were used. Data were collected through face-to-face interviews with managers and department heads of four- and five-star hotels in the region. Findings Technology adoption remains limited in this smaller, locally focused destination, with managers primarily leveraging technology for operational convenience and digital marketing. Notable disparities emerged between hotel types: urban hotels adopt more innovations, while thermal resorts predominantly adhere to a conventional service approach. Research limitations/implications This study is limited to managerial perspectives from one region and excludes direct input from guests and employees, which may affect generalizability. Future research should integrate diverse stakeholder views and measure the financial outcomes of technology adoption. Practical implications The TOE framework reveals that adoption hinges on internal readiness, leadership and external market forces. Staff training and infrastructure support are essential for successful implementation. Strategic use of tools such as smart TVs and QR menus enhances service quality, while staff adaptation – especially among older employees – requires targeted support and training. Social implications This study highlights that technology adoption in hotels is not purely technical but is closely linked to social dynamics, including guest expectations, cultural preferences and interpersonal interaction. In thermal resorts, the preference for human contact among elderly or tech-averse guests underscores the need for socially inclusive service models. Originality/value This study offers insights from an underresearched region, emphasizing how the TOE framework shapes technology adoption in small-scale hotel contexts.

An analytical method is presented for the pipe umbrella in deep buried loess tunnels. The pipe umbrella is assumed to be an Euler Bernoulli beam supported on a Pasternak foundation. The analytical formulas for the displacement and internal forces of the pipe umbrella were derived. The initial displacement is introduced into the model to characterize the influence of initial support stiffness, and the load transfer coefficient is used to evaluate the advanced support ef-fect of the pipe umbrella. By analyzing and contrasting with existing research results and three-dimensional numerical simulation results of real-world engineering, the reliability of the proposed method is verified, and good agreements are observed. The grouting reinforcement effect on the mechanical behavior of the pipe umbrella in loess strata was discussed. The influence of pipe umbrella design parameters, loess surrounding rock stiffness, and excavation footage on the maximum displacement and load transfer coefficient was studied using analytical formulas. There exists an optimal excavation footage that can maximize the load-bearing capacity of the pipe umbrella. For the engineering case in this article, the optimal excavation footage is 1.0m, and the load transfer coefficient reaches the minimum value of 0.46.

The vertical actuation of multi-axis seismic simulators usually requires a redundant parallel scheme for high load capacity. Due to geometric over-constraints, the internal force coupling and the nonlinear hysteresis are high; thus, waveform reproduction quality and structural fatigue may result. A displacement–force dual closed loop cooperative control mechanism can address these problems. First, a real-time kinematic model is developed to overcome the platform pose via actuator extension, and second, a dynamic force balance loop is introduced to actively redistribute the load components. In addition, a fuzzy PID controller is incorporated to optimize gain scheduling online, compensating for hydraulic nonlinearities and time-varying structural parameters. In the experiment on a 3 × 3 m 6-DOF shaking table, the presented method performs very favorably compared to traditional methods. Under broadband random excitation, the THD of acceleration waveform drops from 15.2% (single-loop control) to 3.2%, and the internal momentum oscillation amplitude is suppressed by over 70%. The results show that our proposed method eliminates internal force dependence while maintaining high precision trajectory tracking for seismic simulation.

With its benefits of high efficiency and cheap cost, solar photovoltaic is rebuilding the energy supply and demand system as the world’s energy structure shifts to a clean one. This research investigates the wind-induced vibration response of a multi-row flexible photovoltaic system using large eddy simulation and the two-way fluid–solid coupling approach. Firstly, the two-way coupling and the standard shape coefficient are compared to verify the reliability of the simulation method. Then, the model of multi-row flexible photovoltaics is analyzed to determine the natural frequency and vibration mode of the photovoltaic system. Finally, the vertical displacement of the photovoltaic system and the internal force of the cable are studied by investigating different wind direction angles and initial pretension. It is discovered that the natural frequency of the flexible photovoltaic system exhibits a stepwise increase in three distinct stages. Both the internal force in the load-bearing cable and the vertical displacement of the photovoltaic system decrease with increasing wind direction angle, with the cable force lagging behind at the peak time. The internal force and vertical displacement of the first row of load-bearing cables are at their highest at the 0° direction angle. The difference between the cable’s internal force’s peak and valley values grows when the pretension is low. The cable pretension significantly affects the vibration response of the flexible photovoltaic more than the angle of direction. The response law of direction angle and pretension to multi-row flexible photovoltaic wind-induced vibration is revealed, which provides a basis for wind-resistant design.

A novel system identification method, called Mod-ξ (var), has been developed, implemented, and validated to analyze the seismic response of a three-dimensional reinforced concrete shear wall building during the 2010 mega-earthquake in central Chile (Mw = 8.8). This technique represents an advancement over conventional Least-Squares-based modal identification methods by estimating modal parameters within short time windows, allowing for a more accurate representation of seismic data in both the frequency and time domains. The Mod-ξ (var) method offers several significant advantages. It enables the tracking of time-varying dynamic properties throughout an earthquake, providing a detailed understanding of the building’s evolving structural response. Furthermore, it enables reliable estimation of continuous nonlinear modal responses. It facilitates the derivation of empirical response spectra for each seismic input, offering valuable insights into structural performance under varying seismic conditions. One key feature of this approach is its ability to estimate local responses on both instrumented and non-instrumented floors. This is achieved by combining the nonlinear modal responses with normalized seismic mode shapes for all floors, which can be obtained through ambient vibration testing. Additionally, the floor deformations derived from the Mod-ξ (var) method can be applied to a Finite Element Model to evaluate critical engineering quantities such as inter-story drift, internal forces, and local demands. This enables the estimation of essential structural parameters, including drift ratios, curvatures, internal forces, stresses, and strains—providing a comprehensive basis for advanced structural analysis and design.

The complex terrain and expanding transport networks in Southwest China have heightened the demand for valley‐spanning bridges in active fault zones, posing seismic design challenges. This study investigates the seismic response of a near‐fault valley‐spanning bridge using deterministic ground motion simulations of reverse fault rupture. The goal is to evaluate whether the common seismic design assumption that horizontal and vertical ground motions can be represented by SV and P waves is consistent with actual conditions represented by the fully 3D waveform solution and to assess the validity of assuming Rayleigh waves as input waves. Results indicate significant differences in the internal forces. Axial force distribution varied: The fully 3D waveform solution and Rayleigh wave caused peak axial forces near the arch crown and arch foot, while the P–SV wave caused peaks mainly near the arch foot. Analysis of transfer functions for axial forces at the arch foot revealed that these differences are attributed to variations in the dominant mode shapes excited by different inputs: The fully 3D waveform solution predominantly excited longitudinal and transverse rotational modes, Rayleigh wave primarily excited transverse rotational modes, and P–SV wave mainly excited longitudinal and vertical modes. These findings underscore that treating seismic motions as single Rayleigh or P–SV waves may cause overestimation or underestimation of the structural response. Therefore, the fully 3D waveform solution is recommended for reliable near‐fault seismic response assessment and design of valley‐spanning bridges in complex terrain.

Reconfigurable aerial load transportation by multiple agents: An adaptive sliding mode approach for robust tension control.