This paper proposes a kind of profile steel-continuous spiral stirrup concrete composite T-beam. Finite element analysis and experimental studies are conducted on this composite T-beam. Compared with the spiral stirrup concrete T-beam without profile steel, the stress state, failure mechanism, and damage resistance behavior of the profile steel-concrete composite T-beam with continuous spiral stirrups are investigated under mid-span loading. The effects of concrete strength grade, steel flange width, and spiral stirrup spacing on the mechanical performance of the composite T-beam are analyzed. The results show that, compared with the spiral stirrup concrete T-beam without profile steel, the profile steel-concrete composite T-beam with continuous spiral stirrups maintains its ultimate bearing capacity even when the concrete is severely damaged. Furthermore, the ductility of the T-beam is significantly improved. Under peak loading conditions, the profile steel-concrete composite T-beam with continuous spiral stirrups exhibits superior damage resistance.

To investigate the behavior of bolted end-plate connections to concrete-filled steel tubular （CFST） columns utilizing a novel slip-critical blind bolt （SCBB）, finite element （FE） models were developed using ABAQUS. Model parameters were calibrated based on existing joint experiments. The FE models were validated against test results through comparisons of failure modes, hysteretic curves, ultimate bearing capacity, elastic stiffness, and energy dissipation capacity. Furthermore, parametric analysis examined the influence of the beam flange width-to-thickness ratio, reinforcement layout, and reinforcement ratio of the reinforced concrete （RC） slab on joint mechanical properties. Results indicate that beams complying with the S1 and S2 width-to-thickness ratio criteria are suitable for seismic energy dissipation. Variations in reinforcement layout and ratio exerted marginal effects on the ultimate bearing capacity and elastic stiffness of the joints.

With the continuous advancement of industrialized construction and the progressive shift toward green and low-carbon buildings, modular construction has seen increasingly widespread application in China. However, in-depth research on the calculation boundary conditions and simulations of connections between modules remains limited. This paper first reviews the assumptions adopted in the analysis of module connections as reported in domestic and international literature. It then compares and analyzes simulation results obtained under different boundary conditions for vertical connections between modules, followed by a preliminary discussion. Furthermore, a comparative study is conducted on the ultimate failure modes of vertical connections under seismic action, considering both hinged and rigid boundary conditions. Finally, recommendations are proposed for simulating boundary conditions for both vertical and horizontal connections between modules, aiming to provide guidance for the structural design of modular buildings.

Based on the structural scheme of a single-story ultra-high, large-span spatial building, a lattice-type beam-column structural system is proposed. Detailed layouts of the foundation and column bases, a parametric modeling workflow, recommended height-to-width ratios for ultra-high lattice columns, span-to-depth ratios for roof transverse trusses, and principles for setting roof and inter-column bracing are presented. The load transfer mechanism of the structural system is analyzed, and seismic performance-based design objectives are proposed. A global stability study of the structure is conducted using linear elastic buckling analysis on the overall model, yielding elastic buckling factors. Finite element analysis is carried out on critical joints, and cast steel joints are employed in areas with significant stress concentrations at bifurcation nodes connecting lattice columns and inverted triangular trusses, achieving the “strong joint, weak member” design philosophy. The analysis results show that the structure meets the design requirements in terms of strength, stiffness, and stability. Finally, a feasibility and steel consumption comparison between solid-web and lattice-type structural schemes is provided. The findings can serve as a reference for similar engineering projects.

This study investigates the fire performance of connections between curtain walls and primary structures. Utilizing Pyrosim software and the t² quasi-steady fire growth model, numerical simulations of the full fire development process were conducted across five representative architectural spaces： administrative offices, general offices, retail apparel stores, hotel rooms, and residential bedrooms, to characterize the temperature field at the connection interface. Subsequently, ABAQUS finite element analysis was employed to simulate the internal temperature profiles of concrete substrates and connectors under the most severe fire scenario. Accounting for high-temperature-induced material degradation, the load-bearing capacities of critical connection components were evaluated, including steel angle brackets, bolts, embedded parts （cast-in claw, cast-in channel, and chemical anchors）, and welds. Results indicate that temperatures at fire-stop seals exceed 600 ℃ during fire exposure, revealing a detachment risk in conventional seal assemblies comprising galvanized steel sheets and rock wool. Exposed components （e.g., steel brackets, bolts, welds） and chemical anchor systems fail to meet fire-resistance requirements, whereas cast-in claw and channel embedded parts demonstrate adequate capacity. The study recommends prioritizing cast-in embedded systems in design, enhancing the fire resistance of fire-stop seals, applying supplementary fire protection to connection elements, and incorporating appropriate capacity redundancy to ensure structural integrity under fire conditions.

To accurately reveal the mechanisms of concrete structure cracking and damage under fire, an analytical method for high-temperature concrete structures under fire is employed. This method investigates structural performance alongside variations in internal temperature and vapor pressure, accounting for internal heat conduction and vapor pressure dynamics within the concrete. Furthermore, the method utilizes randomly generated polygonal rigid-body elements to discretize the concrete structure. A truss element network, formed by connecting characteristic points of these rigid-body elements, simulates internal heat conduction and vapor pressure migration. Results indicate a significant risk of cracking and damage near heated surface zones due to concentrated internal temperature and vapor pressure under high temperatures. By incorporating internal heat conduction and vapor pressure effects, this approach effectively analyzes both structural performance and internal field variations during fire exposure, offering a robust framework for studying the high-temperature behavior of concrete structures under such conditions.

Building diagnostic assessments enable the timely detection of critical structural hazards, serving as a sustainable mechanism for building safety management. Building diagnostics involves the systematic process of conducting periodic comprehensive inspections and evaluations of houses to promptly identify and address safety risks, thereby ensuring safe occupancy. This process is characterized by its periodicity, batch-processing capability, and preliminary nature. A rapid estimation method for the load-bearing capacity of brittle components exhibiting non-ductile failure modes was developed based on reliability theory. By integrating factors such as construction and renovation age, the quality of workmanship, existing structural damage, component capacity, building deformation, and the structural system, a rapid comprehensive evaluation method for building physical examinations is proposed, utilizing an Inspection-Computation Integration approach. This method effectively balances efficiency and accuracy, enabling quantitative evaluation in building diagnostic assessments.

To address the limitations of traditional bridge health monitoring systems and finite element methods, such as heavy computational demands and poor real-time performance, a hybrid prediction model based on Dung Beetle Optimization and Long Short-Term Memory networks （DBO-LSTM） is proposed for forecasting bridge ambient temperature and temperature-induced effects.The model utilizes the DBO algorithm to optimize three critical hyperparameters of the LSTM network： the number of hidden units, initial learning rate, and L2 regularization coefficient.This optimization enhances the model's ability to learn complex nonlinear dependencies in long-term monitoring data.Using one year of real-time monitoring data from the Chengmian Interchange mainline bridge, the model was applied to predict multiple indicators, including ambient temperature, expansion joint displacement, bottom beam strain, and pier top displacement.The results demonstrate high predictive performance, with coefficients of determination （R²） ranging from 0.966 to 0.995 and mean absolute percentage errors （MAPE） between 0.02 and 0.38.The predicted values closely match the actual measurements in both magnitude and trend.

To refine the independent influence of key variables on stress variation, the stress variation patterns during rock fragmentation under PDC composite impact drilling were investigated. A 2 500-300 m rock section from a specific area was selected as the research subject. Based on the stress variation patterns, EDEM was configured with contact parameters for experimental rock and steel plate materials. A 3D simulation model was created using CAD, and the normal constraint state was determined by analyzing the bonding relationships of rock particles. A rock particle contact model was constructed to analyze critical tangential stress, critical normal stress, tangential contact stiffness, and normal contact height. The uniaxial compression method was used to validate and set the loading speed and average loading time. The impact drilling contact position was adjusted for stress zeroing, and the experimental force relationship during loading was recorded. It was concluded that stress variation is related to cutting time, fragmentation mode, cutting depth, cutting tooth diameter, and cutting angle. The results indicate that when the cutting parameter includes a 5° cutting inclination angle, an 8mm cutting diameter, a 2 m/s cutting speed, and a 2.5 mm cutting depth, the cutting stress is lower, and the excavation efficiency is higher.

To mitigate safety risks induced by excessive additional deformation of existing structures in closely aligned underpass projects—such as inadequate structural bearing capacity and uneven rail transit lines—this study investigates the disturbance deformation mechanism and develops a prediction model for the overlying existing structures during new station construction. Using the case of a newly built metro station at zero distance beneath an existing station as the engineering context, the zero-clearance excavation method and an automated monitoring scheme are first introduced. Subsequently, based on field monitoring data, the disturbance-induced deformation response of the existing station structure is analyzed, covering vertical and horizontal displacement, track bed settlement, rail level difference, and track gauge variation. Finally, a structural deformation prediction model integrating a Long Short-Term Memory （LSTM） neural network, an Adaptive Weighted Particle Swarm Optimization （AWPSO） algorithm, and Prior Information Constraints （PIC） is constructed and validated. The results demonstrate that the proposed AWPSO-LSTM-PIC model effectively incorporates prior information constraints and a hyperparameter optimization module, exhibiting outstanding predictive performance in small-sample, multi-task prediction scenarios. The average coefficient of determination （R²） reaches 0.938, reflecting considerable interpretability and generalization capability.

Vibrations and noise induced by operating metro systems can propagate into superstructures via the surrounding soil and underground structures, compromising occupant comfort in overlying office and residential spaces. Consequently, vertical vibration control for over-track buildings is of particular necessity. This study presents the design and analysis of a novel quasi-constant frequency isolation bearing, whose restoring force behavior is characterized by a hyperbolic sine function. A key feature of this bearing is its quasi-constant frequency characteristic： as the total weight of the superstructure varies within a certain range, the fundamental frequency of the isolation system remains within a narrow band. This attribute enhances the reliability of the isolation performance. Furthermore, the dynamic performance of the proposed bearing within a structural system is evaluated. Nonlinear time-history analyses under measured subway excitations demonstrate that the isolation layer effectively mitigates vertical eccentricity in the superstructure. Under vertical metro-induced loading, the vertical restoring force response of the bearing exhibits essentially linear behavior, thereby ensuring that the vibration mitigation performance satisfies design requirements.

This paper focuses on the corona ring in substations. Employing the fluid-structure interaction method, a coupled model is developed using the Fluent and Transient Structural modules in ANSYS to investigate the effects of the number and wall thickness of supporting rods, as well as wind speed, on the structural stability of the corona ring. The results indicate that increasing the number of supporting rods marginally reduces the overall deformation of the corona ring, while significantly elevating the stress and strain at the connection points. Increasing the wall thickness of the supporting rods effectively reduces deformation and mitigates stress concentration. Furthermore, the deformation increases substantially with wind speed below 15 m/s; however, beyond this threshold, the deformation tends to stabilize as the corona ring's response to wind load approaches saturation.

The application of shape memory alloy （SMA） offers a convenient solution for structural prestressed strengthening. With two groups of Chinese-made NiTi-based SMA plates （NiTi-SMA and NiTiNb-SMA）, static tensile tests were conducted to characterize their mechanical properties, while thermal activation recovery tests were carried out to study their stress recovery behavior. The NiTiNb-SMA plate shows higher recovery stress than the NiTi-SMA plate with a maximum value of 448.6 MPa while prestrained at 8% and thermally activated at 180 ℃, which is the optimal thermal activation strategy. The influencing factors of the stress recovery behavior and their mechanism have been preliminarily analysed. The highest recovery stress of this NiTiNb-SMA plate exceeds the average value of its international level by about 50 MPa. Besides, the NiTiNb-SMA plate can generate sufficient recovery stress under a moderate thermal activation temperature. Therefore, to some extent, it is a suitable candidate for the application of the bonded SMA strengthening system.

The grout injection and core-filling method introduces an innovative technique utilizing advanced lightweight, high-fluidity grout materials to fill internal voids in rowlock walls, thereby enhancing their load-bearing capacity. Quasi-static tests were conducted on eight rowlock wall specimens to investigate the effects of construction techniques and grout material types on failure modes, shear capacity, and seismic performance. This study examines how variations in aspect ratio, masonry bond pattern, and grout material type influence the shear capacity, damage morphology, and seismic behavior of grout-core-reinforced rowlock walls. Test results indicate that walls reinforced with PE grout cores exhibited the highest shear capacity and optimal seismic performance, followed by those with PP grout cores, while walls with P0 grout cores demonstrated the least favorable seismic response. For identical grout materials, walls constructed using the “one-stretcher-two-header” bond pattern outperformed those with out-and-in bond patterns in terms of shear resistance. Furthermore, the reinforcement efficacy was more pronounced in walls with smaller aspect ratios compared to those with larger ones. The compressive and tensile properties of the grout material were identified as the primary factors governing reinforcement effectiveness. By refining existing theoretical frameworks and fitting experimental data, this paper derives a calculation formula for the shear capacity of grout-reinforced rowlock walls under compressive-shear loading, offering theoretical support for practical application of this innovative strengthening technique.

With the expansion of photovoltaic projects to harsh environments such as saline-alkali land, traditional metal supports are difficult to meet the demand due to easy corrosion. Basalt fiber reinforced polymer （BFRP） has become a potential alternative material due to its excellent properties. In this paper, the degradation law of mechanical properties of BFRP and its microscopic mechanism were studied by simulating the saline-alkali environment of pH=10 and 12. Bidirectional braided BFRP specimens were used in the test. The tensile strength, microstructure and failure mode of different corrosion time （30 days, 60 days） were compared by tensile test and scanning electron microscope （SEM） analysis. The results showed that in the weak alkaline environment （pH=10）, the tensile strength of BFRP decreased by 4.84% after 60 days of corrosion, and only micron cracks appeared on the surface. In the medium alkaline environment （pH=12）, the interface was partially peeled off, and the strength decreased by 5.62%. Microscopically, the fiber fracture was short-segmented and the matrix was pulverized. Microscopic phenomena showed that alkaline ions （OH^-） caused degradation through chemical bond cleavage （such as Si-O-Si, Al-O-Si hydrolysis） and interfacial debonding.

In quasi-static reverse cyclic tests on structural members, the vertical load simulates the gravity load sustained by the specimen. This load must remain constant in magnitude with a fixed vertical direction, while accommodating the horizontal movement at the top of the structure. Currently, large-capacity conventional hydraulic jacks are predominantly employed for vertical loading. However, specimen deformation makes maintaining load stability challenging. To address this, technicians have developed various stabilization techniques, including electro-hydraulic servo systems, mechanical lever setups, hydraulic lever configurations, and accumulator-assisted jack systems. This paper first outlines the operational principles, device characteristics, and respective advantages and disadvantages of these methods. Subsequently, a comparative case study evaluates the stabilizing performance of the lever-based and accumulator-based approaches. Results indicate that the lever-type method maintains load fluctuations below 2% at frequencies under 0.1 Hz. Furthermore, by selecting an appropriate accumulator, the accumulator-type method can limit load variations within 3%.

Conventional structures often fall short of seismic-resilience requirements, whereas self-centering wall systems reduce residual deformation and earthquake damage through recentering and supplemental energy dissipation. Existing system-level studies have mainly focused on low- and mid-rise structures, while systematic experiments on self-centering walls in high-rise core systems remain limited. This study compares two high-rise self-centering core configurations using steel friction dampers and resilient slip-friction joints through large-scale shake-table tests under far-field and long-duration ground motions. Damage was mainly confined to the wall-base grout layer, indicating favorable low-damage performance. Wall-base dampers had little effect on global dynamic properties but influenced strong-motion deformation along the core-wall web, thereby affecting the activation and development of controlled rocking. Both damper types dissipated substantial energy during long-duration major earthquakes. The findings support seismic design and detailing optimization of high-rise self-centering core-tube structures.

Due to the inherent nature of dry hole rotary drilling, complete removal of sediment from the pile tip remains difficult. When the bearing stratum consists of strongly weathered mudstone, the adverse effects—namely significant weathering, uneven strength distribution, and softening upon water exposure—are exacerbated, often resulting in a single-pile bearing capacity below design requirements. Effective enhancement of pile capacity can be achieved through rational design and stringent construction management, thereby optimizing pile foundation costs. This paper details the optimization of rotary drilling cast-in-place piles in a Fujian-based project. The adoption of pile tip post-grouting effectively increased bearing capacity, yielding a 30% cost saving over the original plan. The reliability of this approach was validated via extensive static load testing. Furthermore, the critical control elements of the post-grouting technique are outlined to provide reference for analogous projects.

In recent years, foundation pit engineering in urban core areas has increasingly exhibited characteristics such as irregular shape, large excavation depth, and proximity to existing buildings. Controlling the influence on the surrounding environment during the excavation has become the key to ensuring the safe implementation of excavation projects. Based on the deep foundation pit engineering of the Huimin Avenue Comprehensive Reconstruction Project in Nanjing, combined with measured data, a simulation analysis was conducted on the entire excavation process of the irregular deep foundation pit, and the deformation characteristics and the influence on adjacent buildings were obtained. The results indicate that the irregular deep foundation pit is significantly affected by spatial effects. The deformation of diaphragm wall and soil near the corner of the pit is relatively smaller, while that is relatively bigger at the middle of pit. Increasing the number of support levels and employing servo axial force steel supports can effectively control the deformation of the diaphragm wall. The earth pressure of narrow width soil behind wall is smaller than that of semi-infinite space soil. The excavation process exerts significant influence on adjacent buildings located near the middle of the pit, and the influence decreases with increasing distance from the pit.

Large-span aluminum alloy single-layer shells often face the problems such as the difficult installation, high requirements for joint connection accuracy, strict deformation control requirements. In order to solve the problems, this paper summarizes the construction quality control measures and key points of the aluminum alloy single-layer reticulated shell based on The Athletics Training Hall of Luoyang Olympic Center. By integrating the project characteristics and practical construction processes, this study systematically summarizes the construction quality control measures and key technical points for elliptical aluminum alloy single-layer reticulated shells. These measures encompass block hoisting, precise node positioning, elimination of cumulative errors, and installation deflection control. The research findings indicate that the proposed methods provide valuable technical insights and practical references for the installation of similar large-span grid structures, offering effective solutions to the aforementioned challenges.

To address the frequent missed detection issues in dynamic early warning systems for multi-level and multi-phase infrastructure projects, a multimodal data architecture-based dynamic early warning method was proposed. Heterogeneous numerical parameter matrices were established to process multi-level and multi-phase data into a multimodal data architecture. Hierarchical sequence labeling of multimodal data was implemented using the structural classification layer of this architecture, thereby characterizing the monitoring point data of infrastructure projects. Update indicators were configured at each hierarchical level, with varying support degrees assigned according to different indicator credibility levels. A feedback mechanism was formed during the updating process, constructing a self-updating methodology for multi-level and multi-phase systems. To control the triggering of warning conditions by external environmental factors, the progress deviation rate of each monitoring point was tracked. Early warning triggering conditions were set based on quantified thresholds, ultimately achieving dynamic warning for infrastructure projects. The test results show that after the construction of the early-warning test platform, it can process the infrastructure engineering data with deflection value of -100 cm to -80 cm, and the maximum rate of early-warning omission is 1.42%, indicating that the early-warning effect is better.

This paper focuses on an excavation slope located on an ancient landslide body for a hospital project in Qinshui County, Shanxi Province. The study addresses the engineering challenge of local creep sliding induced by continuous heavy rainfall during the construction period. Through field investigation and back-analysis of monitoring data, the slope failure mechanism was identified as a combined effect of excavation unloading at the toe and rainfall infiltration softening, with the shallow slip surface determined at the interface between residual soil and bedrock. The original support system, which combined toe piles, grading, and anchor frame beams, was found insufficient due to the loss of passive resistance after toe excavation. A secondary reinforcement scheme centered on the "strengthening the toe and waist" concept was subsequently proposed, involving the implementation of additional anti-slide piles at the slope toe and mid-slope to work in concert with the existing structures. Numerical simulation results demonstrate that the safety factor of the reinforced slope increased to 1.36, with deformations effectively controlled. The successful treatment of this case offers a valuable reference for similar slope engineering projects on ancient landslide bodies, encompassing hazard identification, mechanism analysis, and synergistic reinforcement.

To address the scarcity of design methods for irregular fair-faced concrete structures in high seismic intensity regions, the challenge of synergizing architectural aesthetics with seismic performance, and the prominent contradictions between facade integrity and the detailing requirements of precast structures, this study investigates the structural design and seismic performance of a complex, irregular fair-faced concrete structure. The research is based on the Hainan Provincial Art Museum project, located in a high seismic fortification zone of intensity 8.5. By applying fair-faced concrete techniques to precast structures, a synergy between the architectural fair-faced finish and prefabricated construction requirements is achieved. The project employs a reinforced concrete shear wall structural system. To account for multiple structural irregularities, a multi-level and component-specific performance-based seismic design method is established. Furthermore, a “three-joint integration” crack control technology is adopted, and specialized technologies are developed, including embedded steel beam connections, integrated detailing for architecture, structure, and thermal insulation, and parametric form-finding utilizing the inverted hanging method for complex curved roofs. These innovations effectively resolve critical engineering challenges, such as wall crack prevention and control, the reliability of out-of-plane connections between steel beams and shear walls, the synergy of energy conservation and structural response in irregular facades, and the matching of architectural form with mechanical performance. Ultimately, this study establishes an integrated architecture-structure design framework for irregular fair-faced concrete buildings in high seismic intensity regions, providing a valuable engineering reference for the design, precast application, and seismic control of similar structures.

For transmission line towers, the composite cross-arm serves as a critical component requiring both electrical insulation and load-bearing capacity under diverse operational conditions. In scenarios such as conductor breakage or uneven ice coating, substantial longitudinal unbalanced tension arises, predominantly governing the structural specifications of the cross-arm and tower body. Mitigating this tension is therefore vital for the design of novel tower structures. Based on an actual engineering project and the relationship between unbalanced tension and displacement, this paper proposes a rotating double C-plate end fitting designed to release longitudinal tension. The design was optimized via finite element simulation and validated through physical testing. Numerical analyses and experimental results confirm the rationality of the optimized design, demonstrating effective release of unbalanced tension in the composite cross-arm. This provides enhanced protection for transmission lines and towers, while also serving as a benchmark for future engineering applications.

The Haiyan Health and Wellness Center project is located in the central urban area of Haiyan County and comprises multiple sports venues. The above-ground buildings have floor heights of 6-12 m, with a total building height of 24 m. The tennis court roof features a short span of 38.4 m and a long span of 89 m. The entrance canopy has a maximum span of 61 m and a maximum cantilever length of 31 m. The spiral steel staircase has a height of 6.0 m and a cantilever length of 8.0 m. The tennis court adopts a micro-curved single-layer grid structure composed of inclined box-section steel beams, while the entrance canopy employs a two-way orthogonal planar truss structure supported by friction pendulum bearings. The spiral steel staircase is an irregular spatial structure. This paper describes the structural system selection, scheme comparison, and design outcomes for the large-span steel roof of the tennis court, the large-span steel roof of the entrance canopy, the friction pendulum bearings, and the steel staircase. Stability analyses were conducted on both the entrance canopy steel roof and the spiral steel staircase to ensure the safety and rationality of the structural design. All structural designs satisfy code requirements and exhibit adequate strength, stiffness, and stability. The design and research findings may serve as a reference for the design of large-span steel roofs, connecting supports, rotating steel staircases, and similar projects.

This article takes the reconstruction and reinforcement of a historical building as the engineering background, focusing on technical challenges such as the difficulty in establishing mechanical models for the project, the complexity of designing connection nodes between old and new structures, the diversity of construction conditions, and the design of curved beam with wall-supporting conversion caused by curved openings. The research revolves around the impact of retained components on newly constructed structures and the realization of collaborative force bearing, the design points of using retained tube walls as templates, the stability calculation of curved skip-layer walls, the safety verification of weak connections, and the design method of curved openings. A method combining linear elasticity, elastic time-history, elasto-plastic analysis, and component node design is adopted. Through multi-structure model envelope design, constructional circumferential restraint system construction, and construction condition analysis, reinforcement measures are taken for key components to ensure seismic performance. The research results show that for reinforcement and reconstruction projects, it is necessary to establish an envelope design combining the old and new merged model with the newly constructed structural model, optimizing connection nodes to achieve collaborative force bearing between the old and new; construction stage analysis should be conducted in conjunction with the construction process, checking the lateral pressure on the tube wall and the buckling stability of curved skip-layer walls; stiffness degradation calculations should be performed for weak connections in the structure; a specific and operable design method for steel-reinforced concrete curved support wall transfer beams is proposed, providing a reference for similar projects.

The emergency comprehensive building of Shanghai Ruijin Hospital adopts a steel frame-reinforced concrete shear wall structural system equipped with coupling beam dampers. In the performance-based design under moderate and rare earthquakes, for deformation-controlled failure modes, damage levels corresponding to the normal service condition of the building are defined. For force-controlled failure modes, a formula is proposed to verify the shear capacity of shear wall cross-sections using the instantaneous maximum shear force obtained from nonlinear time-history analysis. Both the assessment of normal-section damage levels through nonlinear deformation and the verification of diagonal-section shear capacity are integrated within the framework of nonlinear time-history analysis. This approach implements the energy balance principle and capacity design philosophy for the seismic performance design of energy dissipation structures, achieving logical self-consistency.