In order to investigate the fire resistance of post-earthquake steel beams insulated with lightweight and high ductile fire-resistive engineered cementitious composites （FR-ECC）, reversed cyclic loading tests and fire tests were conducted on the steel beams. The finite element method was used to analyze the temperature field distribution and displacement change response of the steel beams subjected to fire tests under constant load conditions. The validity of the finite element models was verified by comparing with the test results, and extended parametric analyses of steel beams protected with FR-ECC materials were carried out. The research results show that the established ABAQUS finite element analysis model can effectively simulate the heat transfer process and displacement response of steel beams protected with fireproof coatings subjected to fire tests under constant load conditions. Through extended parameter analysis, it can be concluded that the higher the load ratio, the lower the fire-resistance limit temperature and the shorter the fire-resistance limit time; As the thermal conductivity of FR-ECC decreases, the heating process of the steel beam slows down, and the ultimate fire-resistance time becomes longer. Changes in thermal conductivity have the greatest impact on the steel beam in the undamaged state of the fireproofing.

To support China's dual carbon goals, this study explores the use of recycled glass aggregates as a sustainable alternative in concrete. Traditional mix design methods are often inadequate for capturing the nonlinear effects introduced by glass aggregates and involve high trial costs. Based on 331 experimental mix designs, five machine learning models （ANN, SVR, DT, RF, XGBoost） were developed to predict the 28-day compressive strength of concrete, aiming to enhance prediction efficiency and design efficiency. Results show that XGBoost and RF achieved the highest accuracy on training and testing sets （R²=99.3% and 88.5%）, while ANN and RF demonstrated the best generalization on three newly developed concrete materials （R²=92.2% and 93.4%）. SHAP analysis was further adopted to interpret feature contributions, confirming the models' interpretability and robustness. This study highlights the practical potential of machine learning in supporting the efficient design of eco-friendly concrete materials.

Ultra-High-Performance Concrete （UHPC）, a cementitious composite material with high strength, ductility and durability, is now widely used for wet joints of overlapping rebar connections in prefabricated structure. Effective bonding and anchoring of the steel bars in early-age UHPC is an important guarantee for rapid assembly construction. In this paper, pull-out tests were conducted on rebars in UHPC specimens at 3-day age, considering the effects of development length on the bond-anchorage behavior. The results show that： （1） two failure patterns appeared in the tests, namely, the rebar pullout failure without yielding and the rebar pullout failure with yielding; （2） for the anchorage design of rebar in 3-day age post-cast UHPC joints, a cover thickness greater than 2.5 times the diameter of the rebar is recommended; （3） for the HRB400 rebar in UHPC at 3-day age, the critical yield development length is 6 times the diameter of the rebar, which effectively reduces the development length compared with that of normal strength concrete; （4） the calculation formula for the development length in the Code for Design of Concrete Structures （GB 50010—2010） is reliable and relatively safe, but it is recommended to relax code limit conditions of tensile strength for UHPC.

With the recent development of the Hengsha Xinzhou Park, the demand for wharf construction has risen steadily, while the complex engineering-geological conditions pose challenges to pile design and construction. This paper characterizes the site's geology by analyzing the stratigraphic profile and mechanical parameters of the seabed soils. Based on the geotechnical investigation data, the engineering-geological conditions for pile foundations were evaluated. The results indicate that soft and liquefiable soil layers may adversely affect the stability of piles, necessitating appropriate engineering countermeasures. Using a simplified scour-resistance test apparatus, scour tests were carried out on the seabed soils. The findings reveal that sandy silt and clayey silt have relatively poor resistance to scour; therefore, scour countermeasures are required. The studies will provide essential technical support for the development of the Hengsha Xinzhou Park and the regional economy.

This paper addresses the limitations of materials used in viscoelastic dampers for high-rise buildings and develops a new type of viscoelastic damper with styrene-hydrocarbon copolymer thermoplastic elastomer as the core energy-dissipating material. Cyclic loading tests were conducted on two specimens of the novel damper. The test results demonstrate that the damper utilizing this material offers advantages such as large deformation capacity, low temperature sensitivity, and strong energy dissipation capability, providing full and stable hysteretic curves under various temperatures. Based on these findings, a structural design methodology for the new damper is proposed. A practical super high-rise building is adopted as a case study to complete the damper layout, and time-history analysis is performed to verify the effectiveness of the proposed method. This study provides a reference for the engineering application of the new viscoelastic damper in seismic and wind-resistant design of high-rise buildings.

For the key issue of one-pass full-section excavation construction of an underground ventilation station with multiple bifurcations, this study takes the Suzhou International Rapid Logistics Corridor Phase II Project—Yangtze River Road South Extension Project as the engineering background. Given the structural complexity of the underground caverns in the ventilation station, the structural unit containing the main cavern is selected, and a three-dimensional numerical model is established. The model is used to analyze the spatial structural response, deformation characteristics, and surrounding rock evolution of the underground cavern group, with emphasis on the cross-section and large-span connection sections of the ventilation station. The analysis verifies the feasibility of the proposed construction method and can provide valuable references for the design and construction of similar underground projects under comparable conditions.

Pore size distribution （PSD） significantly affects the water-retention and seepage characteristics of unsaturated soils. By assuming that the PSD of soil follows a fractal law and that soil volume deformation affects the PSD via changes in the fractal dimension, a fractal-based equation describing the evolution of PSD during soil volume deformation is proposed. This equation combines intrinsic constraints between the pore size ratio and the fractal dimension. Consequently, models for the unsaturated soil water retention curve （SWRC） and the relative hydraulic conductivity curve （RHCC） that consider the evolution of PSD are derived. The model parameters can be calibrated using water retention curve data from soil samples with two different initial porosities, enabling prediction of the SWRC and RHCC under various deformation states. Finally, the proposed model is validated against seven sets of experimental data, demonstrating that the hydraulic model based on fractal theory effectively describes the impact of volume deformation on the water retention and seepage characteristics of unsaturated soils.

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.

Concrete-filled circular steel tubes （CFCSTs） are widely used in high-rise and long-span structures for their superior bearing capacity, ductility, and construction efficiency. However, the axial compressive capacity calculation provisions for CFCST short columns differ between Chinese and foreign codes. Therefore, it is essential to evaluate the calculation accuracy of the axial compressive bearing capacity formulas for CFCST short columns in various national codes. To this end, the two research methods （“hoop theory” and “unified theory”） were reviewed, and the differences in axial compression capacity using the two theories were compared. The calculation provisions of the axial compressive capacity for CFCST short columns in Chinese and foreign codes were introduced in detail, and the similarities and differences in the formulas were briefly analyzed. Based on a large amount of concrete material test data and 378 CFCST short column axial compression test results, conversion relationships for various concrete material indexes were established to unify the axial compression test results, and the calculation accuracy of each code formula was further analyzed. The results show that the axial compressive bearing capacity ratios using “hoop theory” and “unified theory” increase and then decrease as the confinement index increases, and the ratios are related to the core concrete compressive strength confinement improvement factor. The calculation accuracy of the “hoop theory” and “unified theory” formulas in “Technical code for concrete-filled steel tubular structures” （GB 50936—2014） is comparable, and the calculated values are closer to the average values, with the lowest safety margin. The calculation accuracy of “Recommendations for design and construction of concrete filled steel tubular structures” （AIJ—2008） is second, and the calculation accuracy of “Design of composite steel and concrete structures-Part 1.1： General rules and rules for buildings” （EN 1994-1-1： 2004） is lower than that of AIJ—2008, but higher than that of “Specification for structural steel buildings” （AISC 360‒22）.

Steel-structured fully indoor substations are the preferred solution for urban green substations, offering advantages such as land conservation and stable operation. However, once a fully indoor substation suffers earthquake, it will lead to enormous economic losses. Additionally, traditional seismic design overlooks the structure-equipment interaction, resulting in designs that tend to be unsafe. In this study, the coupling model and the main structure model were established respectively for a 110 kV steel-structured fully indoor substation. The coupled model accounts for the structure-equipment interaction, while the main structure model treats equipment as floor loads. Subsequently, dynamic characteristic analysis （to obtain key parameters such as natural vibration frequencies and mode shapes） and time-history analysis were conducted on the two types of models. Finally, the Incremental Dynamic Analysis （IDA） method was adopted： by adjusting the peak ground acceleration （PGA） of seismic waves, the response indices of the main structure and equipment under different seismic intensities were quantified, so as to comprehensively evaluate the seismic vulnerability of both. The results show that： （1） The acceleration amplification effect of the 2nd-floor GIS （Gas Insulated Switchgear） equipment bushings is significant （with an average value of 4.2 and a maximum value of 5.1）, which is much greater than that of the 2nd-floor slab, making the bushings prone to damage due to excessive acceleration during earthquakes; （2） The structure-equipment interaction exerts a notable impact： the maximum difference in amplification factors between the coupled model and the main structure model is 20%, and the maximum difference in inter-story drift angles is 15%; （3） Under the action of some seismic waves, the torsional displacement ratio of the coupled model exceeds 1.2, so torsion reduction measures need to be implemented; （4） Under the same seismic intensity, the failure probability of electrical equipment is far higher than that of the main structure. For instance, when PGA=1.0g, the equipment damage probability reaches 60%, while the main structure barely collapses.

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.

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.

Ultra-High Performance Concrete （UHPC） is a high-performance cementitious composite material characterized by ultra-high compressive strength, superior toughness, enhanced ductility, and excellent durability. However, a systematic and standardized framework for UHPC mix design remains lacking. In both engineering applications and scientific research, mix proportioning still heavily relies on empirical approaches.To address this gap, this study compiled a comprehensive database consisting of 300 mix designs and corresponding experimental material properties from a thorough review of the existing UHPC literature. The database incorporates seven key influencing factors： cement content, fly ash content, silica fume content, quartz sand content, superplasticizer dosage, steel fiber content, and water content, along with their experimentally measured compressive strengths.Based on this dataset, several machine learning algorithms—including Random Forest （RF）, Extreme Learning Machine （ELM）, Support Vector Regression （SVR）, and Backpropagation Neural Networks （BPNN）—were employed to develop predictive models for the compressive strength of UHPC. Furthermore, a machine learning-driven mix design methodology was proposed to achieve targeted compressive strength.The results demonstrate that all adopted machine learning models can provide reasonably accurate preliminary predictions of compressive strength based on the constituent proportions, with the coefficient of determination （R²） of the training set exceeding 0.8, indicating satisfactory predictive performance. The proposed method effectively generates UHPC mix proportions that meet specified strength requirements, offering a data-driven alternative to conventional empirical design.

The fatigue properties of LY100, LY160, and LY225 low-yield-strength steels were investigated. The effects of strain rate on the fatigue life, crack initiation, and propagation cycles of these steels were examined, along with an analysis of the fracture mechanism. Cyclic loading tests were conducted in accordance with the relevant specifications for metal energy dissipators. The results indicate that the low-yield-strength steels exhibit superior fatigue performance. As the steel grade increases, the fatigue life shows a slight improvement. Variations in strain rate do not significantly affect the fatigue life of the material. The fatigue fracture of low-yield-strength steels is characterized as ductile fracture. The fracture process involves the propagation of multiple micro-cracks into macroscopic cracks, followed by instantaneous rupture. The studied steels meet the requirements for metal energy dissipators and demonstrate good fatigue performance.

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.

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.

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.

In order to achieve the strategic goal of manufacturing power in our country and the urgent need of developing new industrial clusters in big cities, the original urban incremental development model is difficult to continue. Because of the serious shortage of new industrial land, the“industry upstairs” mode has emerged and become the preferred mode of high-quality industrial development in big cities in recent years. In view of the higher design requirements of “industry upstairs” compared with conventional industrial buildings, this paper takes a high-rise “industry upstairs” project in Shenzhen as an example, under the condition that the other basic design parameters are consistent, to analyse the differences of structural calculation indexes between concrete and steel structure systems. In addition, the influences of design parameters including industrial load, column span and story height on the overall material consumption are investigated. Meanwhile,considering the construction period difference, the cost of different structural systems is compared, which can provide reference for similar “industrial upstairs” projects.

To enhance the stability and flood control capacity of aged earthen embankments, a coating material prepared from polylactic acid （PLA） binder, water, and sand was selected and laid on the slopes and crests of the embankments. Tests were conducted on simulated embankments, where photographic equipment combined with an image measurement and analysis system was employed to compare the blocking effect between untreated earthen embankments and those coated with the material during overtopping breaching. The results revealed that applying the PLA coating altered the breaching pattern and delayed the breaching process, with a 5cm-thick coating completely preventing breaching. This study provides a reference for the ecological reinforcement of aging embankments.

Currently, the main connection methods between square steel tubes include welding, flange connection, sleeve connection, and splicing connector connection. Based on the existing research results of various connection joints, this article proposes a new type of fully bolted column-column splicing joint that uses angle steel as the splicing connector. Firstly, monotonic loading tests were carried out on two column-column joint specimens with different splicing lengths and bolt arrangement forms under combined compression-bending-shear loading conditions, and the influence of the length of the connecting member and the arrangement form of the bolts on the ultimate bearing capacity and stiffness of the joint was analyzed. Finite element analysis software was used to simulate the monotonic loading tests, and the numerical simulation results were compared with the test results to verify the accuracy of the numerical model and obtain the mechanical performance of the two types of joints under monotonic loading. The research results show that the failure process of the specimen using the fully bolted column-column splicing joint with square steel tubes can be divided into three stages, namely, elastic stage, elastic-plastic stage, and failure stage. The longer the splicing member of the joint, the higher the ultimate bearing capacity and stiffness of the specimen. However, the stiffness of specimens using connecting joint is smaller than that of general column components without joint.

In this paper, the fire resistance of high-strength fire-resistant steel bending members is studied by finite element numerical simulation in ABAQUS. Based on the existing test results, the finite element model established by the thermo-mechanical method is verified, and the effects of load ratio, slenderness ratio and steel strength grade on the fire performance of high-strength fire-resistant steel bending members are further analyzed. The results show that the load ratio has a great influence on the fire resistance of the members, while the slenderness ratio and steel strength grade have little influence on the critical temperature of the members. The fire resistance of the bending members gradually decreases with the increase of the load ratio. Finally, the stability parameters for high-strength fire-resistant steel bending members at elevated temperature are proposed by modifying the existing specifications, which are validated by the test results and finite element simulation.

Four types of novel lightning rod flange joints were designed, and cyclic loading tests were conducted to investigate their hysteretic performance under horizontal repeated loads. The failure modes, stress development and distribution patterns of the flange joints were examined. The load-displacement hysteretic curves, skeleton curves, stiffness degradation, energy dissipation capacity, and ductility coefficients of the four flange joint types were compared. The results show that the rigid flange joints （S1, S2, and S3） exhibited local buckling on the compression side and steel tube tearing on the tension side at the bottom of the specimens, while the flexible flange joint （S4） failed due to fracture of the weld between the upper steel tube and the flange plate. The rigid flange joints with a ring plate or a core tube demonstrated better ductility than the conventional rigid flange joint. Reducing the stiffeners and bolts in the flange joint （as in specimens S2 and S4） led to decreases in initial stiffness and energy dissipation capacity, whereas adding a core tube effectively improved the hysteretic performance.

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%.

In response to the load-bearing characteristics of rigid and flexible flange joints in single steel tube lightning rods and based on an analysis of a collapse accident, this study proposes four new types of flange joints. These designs incorporate a core pipe to enhance the joint's bending stiffness. The static load performance and patterns of stress distribution of the new joints and a traditional rigid flange joint were analyzed using ABAQUS finite element software. The results showed that the new flange joints exhibited bearing capacity and flexural stiffness comparable to those of the traditional rigid joint. Moreover, the new designs demonstrated a significant improvement in mitigating stress concentration. This enhancement is beneficial for improving the fatigue performance of the lightning rod flange joints.

Corrosion of steel structures exhibits high uncertainty, while the Monte Carlo method has been widely used to address stochastic problems. Therefore, the combination of Monte Carlo and finite element methods has become an effective approach for studying steel structure corrosion. This paper presents a numerical investigation on the yield and ultimate bearing capacities of corroded high-strength weathering steel H-beams in the large deformation stage. The influence of random corrosion was considered by introducing random cuboid pits on intact steel beams. The parameters considered include volume loss rate, pit depth, and beam span-to-depth ratio. These parameters were orthogonally combined to generate 540 random pitting models, and bending capacity analyses were conducted to determine their yield and ultimate bearing capacities. The results indicate that under the same corrosion level, different pit depths and span-to-depth ratios lead to variations in the bearing capacity reduction factors of the steel beams. The reductions in both yield and ultimate bearing capacities exhibit an approximately linear negative correlation with the corrosion rate. Furthermore, a comparison between the bending capacities of beams with random corrosion and those with uniform corrosion revealed that the uniform corrosion model significantly overestimates the bending capacity of corroded steel beams, with the overestimation becoming more pronounced as the corrosion rate increases.

With rational application, energy dissipation technology can help structures meet stiffness requirements under seismic conditions, and demonstrates high applicability to high-rise buildings in high-intensity zones. The weak connection scheme using lead-rubber bearings not only satisfies the normal serviceability requirements under minor earthquakes and wind loads, but also controls the structural joint width within the allowable range during major seismic events, while avoiding the adverse effects associated with a rigid connection scheme. Taking two high-rise connected buildings as an example, this paper investigates the design of energy dissipation technology and high-rise connections. First, in response to the limited size of the core tube, viscous damping walls are installed in suitable locations to fulfill stiffness demands, and the stories where viscous damping walls perform most effectively are identified through calculation and analysis. Second, based on the features of high-rise connections, a weak connection scheme is selected after comprehensive comparison, utilizing lead-rubber bearings at the connection points. Finally, reliable anti-collision and anti-fall measures are designed, and the seismic performance objectives of the structure are established, providing a reference for similar projects.

In the connection of prefabricated concrete structures and the reinforcement of existing structures, the shear behavior of the interface between new and old concrete directly governs structural safety and integrity. Current methods for predicting shear capacity often rely on simplified roughness classifications or single-parameter analyses, which fail to fully account for the coupled effects of multiple factors. To address this, a multi-parameter prediction model based on a BP neural network is proposed in this study, which comprehensively considers factors such as the strength of old and new concrete, surface treatment methods, roughness magnitude, normal stress, interface reinforcement ratio, and loading mode. The model was trained and validated using 270 sets of experimental data. The results demonstrate that the model exhibits high predictive accuracy and reliability, providing an effective tool for evaluating the shear capacity of concrete laminated surfaces in practical engineering applications.

As most existing coal silos adopt a joint-silo structure, the uneven distribution of coal stored in the silo during actual operation causes the foundation to withstand eccentric loading for extended periods. This leads to uneven settlement, which severely affects the overall stability of the superstructure. Based on the reinforcement scheme for the rectification project of a heavy-duty coal mixing silo, this paper analyzes the distribution of static pile loads and the characteristics of foundation settlement and deformation at various construction stages, and monitors the static pile loads and foundation settlement during the construction process. The results indicate that： （1）Stress concentration occurs in the region of maximum foundation settlement, where the static piles require greater bearing capacity during the stop-sinking phase. As the foundation gradually returns to a level position during the corrective stage, the loads on the static piles in different areas tend to become uniform; （2） The deformation curve of the coal mixing silo foundation exhibits a wave-like pattern with changes in coal storage volume： settlement increases with rising coal storage and recovers as coal storage decreases, but irreversible deformation occurs under long-term cyclic loading; （3） When excavating guide pits, care should be taken to avoid excessive stress relief in foundation areas with originally good bearing conditions, which may lead to additional settlement; （4） After the static piles are installed, they quickly assume load-bearing function. The pile load varies noticeably with changes in coal storage volume, and the fluctuation range of the foundation deformation curve is significantly reduced. The practice in this project demonstrates that the static pile replacement technique is well-suited for foundation reinforcement in heavy-duty coal silos. It can promptly provide bearing capacity, rapidly enhance the foundation's load-bearing capability, and meet the design requirements for settlement control.

To investigate the influence of various types of cavities—including single and multiple cavities in strata—on ground surface settlement induced by tunnel construction, a specific section of Nanchang Metro Line 3 was selected as the research object. Using ABAQUS software, a three-dimensional numerical model incorporating cavity defects was established by simulating cavities through the “element kill” technique at corresponding positions. The simulation results indicate that the presence of cavities alters the deformation pattern of the stratum, leading to corresponding shifts in the ground surface settlement trough as the cavity location changes. In the case of a single cavity, the increase in ground surface settlement is significantly influenced by the net distance between the cavity and the tunnel, as well as the size and position of the cavity. When the cavity diameter exceeds 2 m or the net distance is less than 3 m, the maximum ground surface settlement increases by approximately 1.3 and 1.5 times, respectively. If the cavity is situated outside the tunnel arch bottom or arch shoulder, the maximum settlement rises by 0.63 and 1.42 times, respectively. The shape of the cavity has a relatively minor effect on settlement, with the maximum increase ranging between 0.55 and 0.95 times. For multiple cavities, ground surface settlement increases notably in strata with double or triple cavities, and the influence zone broadens, mainly extending from 5 m to 15 m from the tunnel centerline. These findings provide a useful reference for tunneling in complex cavity-containing strata.

In response to the high requirements for frame column connection joints in prefabricated steel structure substations located in high-seismic-intensity areas, this paper designs a new type of fully bolted column-column splicing joint using angle steel as the splicing component. Low-cycle cyclic loading tests were conducted on two column-column joint specimens with different splicing lengths under combined compression-bending-shear conditions, and the load-deformation hysteretic curves of the joints were obtained. Subsequently, the skeleton curves were extracted and compared with the completed monotonic loading test curves, revealing the strength degradation phenomenon of the joints under cyclic loading. Finite element analysis software was used to perform numerical simulation of the cyclic loading tests. The numerical analysis results were compared with the experimental results to verify the accuracy of the numerical model. Finally, the displacement ductility coefficient and equivalent viscous damping coefficient were adopted to evaluate the hysteretic performance of the joints. The results show that compared with the previous monotonic loading test results, the ductility of the joints decreases under cyclic loading （Specimen J-6-22 decreases by 32%, Specimen J-6-13 decreases by 16%）, while the reduction in bearing capacity is small （Specimen J-6-22 decreases by 7%, Specimen J-6-13 decreases by 4%）, and the joints still maintain good bearing capacity.

Numerical simulations were conducted to analyse the wind pressure on the canopy surface under the most unfavourable wind direction angle using the SST k-ω turbulence model. The effects of installing barriers, train presence and shape variations on wind pressure of the canopy were systematically examined, and the underlying mechanisms were explained through the time-averaged flow field characteristics. The canopy surface was divided into different regions based on the wind pressure distribution and the corresponding shape coefficients were provided. The results indicate that the upstream canopy experiences the highest wind load, while downstream canopies are subjected to lower loads due to shielding effects. The canopy surface is predominantly subjected to negative wind pressure and a localized ‘suction on top and thrust from below' pattern is observed at the windward leading edge of the upstream canopy. Both the installation of barriers and presence of the train significantly alter the surrounding flow field distribution, leading to an increase in negative wind pressure on the canopy, but the mechanisms are different. The increase in canopy slope leads to the stronger wind pressure on its upper surface. The reduction in canopy width leads to the increased negative pressure at the trailing edge, but has a little impact on the overall wind load. The findings of this study provide valuable references for the wind-resistant design of high-speed railway platform canopies.

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.

This study derived the static equilibrium equation of submarine cables under uniform vertical load, taking into account bending stiffness and large deformation, along with the analytical solution under small-deformation conditions, thereby providing theoretical support for rapid estimation of cable alignment in practical engineering. The effects of the analytical solution, the classical catenary solution, and the numerical solution incorporating bending stiffness under large deformation on cable configuration were analyzed and compared under varying bending stiffness and water depth conditions. Furthermore, the influences of ocean current direction, wave direction, and wave period on the minimum tension and minimum curvature radius at the cable touchdown point were calculated. The results show that under static loading, as the bending stiffness of the submarine cable increases from 3.2 kN·m² to 320 kN·m² （at a water depth of 50 m）, the observed water entry angle during installation decreases. When the water depth increases from 10 m to 50 m （with a bending stiffness of 3.2 kN·m²）, the water entry angle increases. Therefore, tension control should be adjusted with corresponding target entry angles depending on bending stiffness and water depth. In addition, the most critical operating condition occurs when the current direction is 180° and the wave period induces ship resonance. Under the most unfavorable sea state conditions （Sea State 4）, the touchdown tension of the submarine cable decreases significantly. It is recommended to reduce the cable-laying speed when operating in reverse currents and to avoid construction under wave-resonance conditions.

This paper outlines the current development of prefabricated construction technology for municipal tunnels in China. It reviews the establishment of relevant technical standards and specifications, and analyzes the evolution of prefabricated tunnel technology in terms of research, inheritance, and innovation. Drawing on implemented engineering cases and the latest research from the Guangzhou Kaichuang Avenue project, the paper highlights recent advances in key technical areas, including structural form selection, standardized design, module decomposition, as well as joint types and their performance. Furthermore, it summarizes the development of new materials, products, and equipment in prefabricated construction, supported by case studies that demonstrate their critical role in solving key technical challenges. Finally, the paper identifies existing issues in the field, offers corresponding recommendations, and provides a future outlook based on the current landscape and emerging trends of prefabricated municipal tunnels.

With the continuous improvement of seismic design methods and performance evaluation standards for buildings, the application of performance-based seismic design in engineering has become increasingly wide spread. Taking a circular high-rise steel structure over-limit project as an example, this paper adopts traditional seismic design methods based on high ductility-high bearing capacity and performance-based seismic design methods with different performance objectives, including high ductility-low bearing capacity and low ductility-high bearing capacity. By comparing differences in structural dynamic characteristics, elastic response under frequent earthquakes, actual performance factors of energy dissipation zones under intermediate earthquakes, elastoplastic response under rare earthquakes, seismic resilience under intermediate and rare earthquakes, and economic efficiency among different models, this paper elucidates the underlying patterns and logic to explore the optimal solution among various seismic design methods. The results indicate that when there is ample structural bearing capacity margin, performance-based design can be adopted according to the low ductility-high bearing capacity provisions of the ‘Standard for design of steel structures'. By enhancing the seismic bearing capacity grade of energy dissipation zones and reducing the ductility grade of its cross-sections, steel consumption can be saved. The research findings of this paper provide practical references for the performance-based seismic design of multi-story and high-rise steel frame structures in low-intensity seismic regions.

Given the prevalent issue of exterior wall aging in existing residential buildings and the limitations of traditional scaffolding in retrofit projects, this paper proposes a novel scaffold system specifically designed for the refurbishment of such structures. The structural design of the scaffold is introduced, and its mechanical properties, internal force analysis, and connection configurations are examined. The results demonstrate that the proposed scaffold features a modular and slidable design, with advantages such as light weight, ease of assembly and disassembly. The findings of this study contribute to improving the efficiency of retrofit projects for existing residential buildings.

Traditional H-shaped steel beam-column end-plate connections were redesigned to enable frame columns to connect to frame beams using identical end-plate joints along both principal axes. These modified joints were subsequently applied in single-layer frames—both braced and unbraced—to connect frame columns along the strong axis to the beams. Seven frame configurations were designed considering variables such as the presence of cross-bracing, brace connection plates, stiffener types, and beam-column joint details. Finite element models of these frames were developed and subjected to monotonic loading to investigate their mechanical performance. The results show that frames with the improved end-plate joints exhibit comparable initial stiffness, yield load, ultimate bearing capacity, and displacement ductility coefficient to those with conventional end-plate joints. However, shear deformation within the joint core area is significantly reduced. The inclusion of bracing markedly enhances frame stiffness and load-bearing capacity, though it alters the failure mode from end-plate bending to net-section tension failure of the braces. Compared with the unbraced frame, the braced frame demonstrates a 144% increase in initial stiffness, a 123% increase in yield load, and a 128% increase in ultimate bearing capacity.

At present, conventional end-plate connections can only join H-shaped steel beams to the strong axis of H-shaped steel columns. This paper presents an improved end-plate connection： by installing special stiffeners in the weak axis direction of the H-shaped steel column, frame beams in both directions can be connected to the column using identical end-plate joints. The study focuses on examining the influence of these special stiffeners on the mechanical behavior of the frame along its strong axis. Two single-story, single-bay steel frames—one braced and one unbraced—were designed, both incorporating the improved connection. Monotonic lateral loading tests were carried out to assess the mechanical performance, and the internal forces and deformations of the two specimens were analyzed. Results indicate that the shear deformation in the joint core area is significantly reduced when using the improved end-plate connection. The addition of bracing notably enhances the stiffness and load-bearing capacity of the frame; however, it also alters the failure mode from bending of the end-plate to tensile fracture of the brace net section, which substantially reduces the ductility of the frame.

Based on a deep foundation pit project adjacent to a subway tunnel in the soft soil area of Ningbo, the finite element method was employed to analyze the influence of excavation construction on the neighboring subway tunnel under varying conditions of boundary distance between the foundation pit and the tunnel, tunnel burial depth, and pit separation schemes. The findings indicate that tunnel displacement decreases as the distance from the excavation boundary increases. Compared to altering the distance between the tunnel and the foundation pit, the effect of tunnel burial depth on both horizontal and vertical displacement is relatively minor. A reasonable setback distance for the foundation pit should be approximately 1.5 times the excavation depth. For deep and large foundation pits, vertical zoning into near, middle, and far sections is recommended. Internal division within the near and middle sections proves effective in controlling tunnel displacement. However, when the width of the internal division in the near pit is less than 50 m and that in parts of the middle pit is below 80 m, further reduction of the division width shows limited effectiveness in controlling tunnel displacement. The results of this study can provide a reference for setback distance selection and pit design in similar deep and large foundation pit projects.

To meet the requirements of the structural integrity test for prestressed concrete containments in nuclear power plants, a containment structural integrity monitoring system has been designed and developed. This system is based on a JAVAEE layered architecture software platform and uses fiber-optic sensing equipment. It employs point and distributed multi-level monitoring networks, all-optical signal status monitoring, spectral signal demodulation, and front-end and back-end data acquisition and analysis technologies. These features simplify system design, improve scalability and reliability, and establish an online monitoring system with a four-level architecture comprising data perception, acquisition, data, and application layers. The containment optical fiber monitoring system has been applied and validated during the structural integrity test of a prestressed concrete containment. On-site verification demonstrates that the system operates stably and reliably, with accurate monitoring results that satisfy the requirements for monitoring prestressed concrete containments. The system can be further applied in subsequent renovation and upgrade projects of containment monitoring systems to enable online monitoring during containment structural integrity tests.