To identify an efficient and accurate feature selection algorithm for filtering seismic intensity indicators, the performance of four common feature selection algorithms, MIC, ReliefF, XGBoost and Lasso, was compared and analyzed. Based on the incremental dynamic analysis results of single-degree-of-freedom structures and the ground motion features, the feature selection regression model was established, the ground motion features was sorted and screened according to the Euclidean distance, the performance of the feature selection algorithm was evaluated according to the screening results, and the least squares regression model was established based on the incremental dynamic analysis results of the 2-storey, 4-storey, 8-storey and 12-storey reinforced concrete frame structures, and the standard deviation change of residual was used to measure the prediction ability of ground motion intensity measure selected by different feature selection algorithms for structural collapse. The results show that the accuracy of the ground motion features screened by the Lasso regression algorithm is 31% higher than that of other algorithms when used for structural collapse prediction. The results can be used as a feature selection algorithm reference for the selection of ground motion intensity measures in the uncertainty analysis of ground motion in the structural vulnerability analysis under the performance-based earthquake engineering (PBEE) framework, and can also be used as an effective feature selection algorithm reference for the selection of ground motion intensity measure s suitable for structural collapse prediction.

Due to process limitation, the laying accuracy of the traditional subway track bed is low, and the construction speed is slow, while the construction accuracy and efficiency of the prefabricated track bed are relatively high. In addition, many subway lines often require the addition of vibration reduction measures or an upgrade in the vibration reduction levels after a period of operation. Therefore, it is urgent to develop the prefabricated damping pad floating slab track (PDPFST) with various vibration reduction grades and convenient upgrade options for vibration reduction. Therefore, the PDPFST was developed and applied to three new metro lines in Qingdao. In this paper, the coupled simulation analysis and field tests were conducted on the dynamic performance and vibration reduction performance of the vehicle passing through the PDPFST. Firstly, the structure and construction technology of the PDPFST were introduced. Then, the requirements and evaluation methods for the simulation and test of dynamic performance analysis and vibration reduction effect analysis were presented. Then, a vehicle-floating slab track-tunnel coupled dynamic analysis model was established. Finally, the coupled simulation results were compared with the field test results. Through the above research, the following conclusions are drawn: Compared to the traditional track slabs, the construction progress of the PDPFST is increased by 3 times (approximately 110 meters per day). The simulation results of the dynamic performance and vibration reduction performance of the vehicle passing through the PDPFST are in good agreement with the measured values, and the dynamic performance of the vehicle meets the requirements. When the vibration frequency is greater than times the natural frequency, the floating slab track can exhibit a good vibration reduction effect. The vibration reduction effect of the PDPFST is remarkable. The high vibration reduction effect is approximately 13 dB and the medium vibration reduction effect is approximately 8 dB. The research results can provide a certain theoretical and practical reference for the design and implementation of the PDPFST.

To study the comfort level of human-induced vibration of a variable section steel-truss pedestrian bridge and the vibration reduction effect of tuned mass damper (TMD), a steel truss girder pedestrian bridge on the Beijing Hangzhou Grand Canal was taken as the research object. Finite element simulation and on-site measurement were used to study the human-induced vibration response of the steel truss pedestrian bridge. Based on the finite element model, the vibration response of the bridge before installation of TMD was analyzed, the pedestrian comfort level was determined, and the influence of pedestrian density, damping ratio and crowd excitation frequency on the bridge was discussed. In this way, the TMD design parameters were given, and the influence of TMD mass ratio on the vibration reduction effect was analyzed. On site measurements were conducted on the pedestrian bridge after the installation of TMD, and based on which acceleration time history and frequency spectrum analysis were used to study the human-induced vibration response of the bridge under corresponding operating conditions. Comparison of the results shows that before installing the TMD, the acceleration response of the bridge exceeds the specification limit, and the effect of human-induced vibration should be considered. In a certain range, the acceleration response increases with the increase of pedestrian density and decreases with the increase of damping ratio. The vibration response increases significantly when the pedestrian step frequency is close to a certain order of the vibration frequency of the bridge. After the installation of TMD, the measured human-induced vibration response of the bridge is reduced, and its response is consistent with the simulation results. The research results in this paper can provide theoretical support for the study of human-induced vibration of variable section steel truss bridge.

On December 18, 2023, a M_s6.2 earthquake occurred in Jishishan County, Gansu Province, affecting 118 towns including Dahejia Town, Liuji Town and Shiyuan Town. The areas have a relatively low level of economic development, with widespread and severely damaged brick (earth) and wood structures, resulting a significant number of casualties. In view of the large stock of brick-wood buildings in the region and their local characteristics, this study summarizes the architectural and structural characteristics of double-slope brick-wood structures and single-slope high wall brick-wood structures based on the on-site research, analyzes the typical earthquake damage phenomena and mechanisms, discusses the seismic vulnerabilities of existing brick-wood structures, and proposes the corresponding improvement measures in combination with the actual needs of rural construction. The findings indicate that in the epicentral area, most of the brick-wood structures are moderately damaged or severely damaged, and a few are destroyed. Structures with a mix of brick column and earth wall load-bearing and single-slope high-wall structures suffered more severe damage compared to double-slope brick-wood structures. The damage can be classified into four categories including overall or partial collapse, roof damage, wall damage, and other damage. The primary causes of the damage are identified as irrational structural systems, low mortar strength, poor overall integrity, and the absence of effective seismic construction measures. Consequently, this paper suggests targeted improvement measures to enhance the overall integrity, increase the collapse resistance of the walls, and prevent the collapse of roof components. These measures aim to provide a scientific basis and practical guidance for improving the seismic resilience of rural dwellings and optimizing disaster prevention and mitigation strategies.

Considering factors such as slope excavation quantity and slope stability, RC frame structures supported by foundations with different elevations (FSSFDEs) often occur, resulting in irregular structures and significant torsion. To study the torsional effects and corresponding control measures for FSSFDEs, the reliability of the finite element model was verified using pseudo-static tests and shaking table tests. Sixteen finite element models with varying structural parameters were analyzed using both elastic and elastoplastic dynamic finite element analysis. The study examined the influence of factors such as the total number of dropped stories, the number of spans and the number of dropped stories at the intermediate ground embedding end, and the number of spans at the upper ground end on the torsional effects of the structures. Additionally, the effectiveness of different torsional control measures was compared through case analysis. The main conclusions are as follows: In the elastic state, the torsional effect of RC frame structures with three different ground elevations is significant in the stories at the intermediate and upper ground ends, and it is smaller than that of structures with two different ground elevations. In the plastic state, it is beneficial to improve the torsional effect of the structure by decreasing the size ratio of the part under upper embedding end corresponding to the overall structure. Setting up horizontal grounding components, steel support or viscosity damping in the RC FSSFDEs can improve the torsion resistance. Setting up horizontal grounding components provides the best improvement on torsion effects for structures on rock slope.

In recent years, metallic bar dampers have been widely applied in structural vibration reduction due to their excellent energy dissipation capacity. To further enhance the mechanical performance of metallic bar dampers, this study proposes a double hourglass-shaped damper made of LYP160 low-yield-point steel, featuring a constant cross-section straight segment LYP160-double hourglass shaped steel damper(LYP-DHSD). To investigate the mechanical properties of LYP-DHSD under shear displacement, two LYP-DHSD specimens were designed. The hysteretic characteristics and fatigue performance of the specimens were studied through low-cycle reciprocating loading tests. A refined finite element model of LYP-DHSD was developed, and parameter analysis of the hysteretic performance was conducted with the outer diameter, inner diameter, and length of the constant cross-section straight segment as variables to further explore the stress pattern of LYP-DHSD under cyclic shear displacement. The results show that under cyclic shear displacement, LYP-DHSD achieves multi-section yielding and exhibits excellent load-bearing capacity, deformation ability, and stable energy dissipation performance, with fatigue performance meeting code requirements. Adjusting the inner diameter significantly influences the structure’s load-bearing capacity, stiffness, and energy dissipation. Increasing the length of the constant cross-section straight segment reduces the load-bearing capacity, stiffness, and energy dissipation of LYP-DHSD. Additionally, increasing the inner and outer diameters improves material utilization efficiency initially, but it subsequently decreases. Modifying the length of the constant cross-section straight segment allows for adjustments in the plasticity distribution region of LYP-DHSD. Based on the analysis results, it is recommended that the ratio of the inner diameter to the outer diameter of LYP-DHSD be set between 0.375 and 0.625, and the ratio of the inner diameter to the length of the constant cross-section straight segment be set between 1 and 2.

For the large yield displacement of the buckling-restrained steel plate wall(BRW), only stiffness and bearing capacity can be provided in the small deformation stage. BRW can not dissipate energy in the small deformation stage. To solve this problem, the wall type friction damper (FD) and buckling-restrained steel plate wall are arranged in parallel in the thickness direction to form a new type of buckling-restrained steel plate wall combined with friction damper (FD-BRW). In the small deformation stage, the friction damper in the composite member slides to dissipate energy. As the deformation increases, the buckling-restrained steel plate wall yields, and the friction damper and the buckling-restrained steel plate wall dissipate energy together. Based on the test results of BRW, FD and FD-BRW, a simplified calculation model was established to simulate the mechanical properties of FD-BRW. The simplified calculation model consists of three springs. The calculation results of the simplified model were basically consistent with the experimental results, which can replace the solid finite element analysis and can be directly applied in the overall analysis of the structure. Based on the simplified model, taking the optimal additional damping as the control index, the reasonable ratio of the sliding friction force of friction damper to the yield bearing capacity of the buckling-restrained steel plate wall (slip-yield ratio) and the recommended value of the height-width ratio of the member were discussed through parametric analysis. The results showed that the height-width ratio is recommended to be less than 1.5, and the reasonable range of slip-yield ratio is 0.07~0.10.

Seismic isolation technology is an effective means to protect the safety of structures. Taking the friction pendulum isolation structure as an example, a method for calculating the maximum deformation of the isolation layer (MDIL) based on the maximum momentary input energy (MMIE) analysis is proposed. Firstly, the MDIL is verified to be occur simultaneously with the MMIE based on a nonlinear single degree of freedom (NSDOF) model. Secondly, the relationship between the maximum sliding displacement and the hysteretic energy consumption of the isolation layer is derived. The ratio of the MDIL to the maximum sliding displacement of the isolation layer is further determined. Finally, a method for calculating the MDIL based on the MMIE is proposed and verified using the NSDOF model. The results show that there is a high correlation between the MDIL and the MMIE. The ratio of the hysteretic energy of the isolation layer to the MMIE decreases with the increase of the equivalent period of the structure. The ratio of the MDIL to the maximum sliding displacement is about 0.55. Compared to the actual maximum deformation of the isolated structure, the calculated deformation using the energy method is with an error of 10%.

To study the bearing capacity, lateral stiffness, ductility, and failure mode of high-strength steel composite Y-shaped eccentrically braced steel frames under horizontal loads, pushover tests were conducted on a half-scale three-story specimen. The test adopted three-mass inverted triangle proportional loading, and used OpenSees software to establish a corresponding numerical model for simulation. The results show that under the action of horizontal load, the link begins to yield, and the stiffness of the structure gradually decreases as the load gradually increases. During the test, the plasticity of the link on the second floor of the structure is the most obvious, the inter-story drift is the largest, and the inter-story drift ratio reaches 0.0433 rad. When the structure is finally damaged, it is manifested as the failure of the joints between frame beam and link, and the frame beams and columns are still in an elastic state.When modeling in OpenSees, the connection between the link and the frame beam is adopted using the method of rigid link and rigid section. The pushover curve simulation results obtained by this modeling method are in good agreement with the test results, indicating that the numerical model can be used for the simulation analysis of the seismic performance of the global structure. The parametric analysis results show that the lateral stiffness and bearing capacity of the shear link are better than those of the shear-flexural link.

Since there are fewer and fewer high-quality bedrock sites to choose from, it is inevitable that new nuclear power plants will be built on non-bedrock sites in the future. At this time, soil-structure interaction is a factor that must be considered in the seismic fortification of nuclear power plants. In this paper, a three-dimensional finite element model of the site-pile raft foundation-nuclear power plant is established for Hualong One nuclear power plant planned to be built on a non-bedrock site in China. The direct stiffness method and the boundary substructure method are used to achieve oblique incidence seismic waves input, and the difference in the seismic response of the nuclear power structure when SV waves are incident at three different angles is studied. The effect of soil-structure interaction (SSI) on the structural response is further analyzed. The results show that the non-bedrock site of the nuclear power plant will significantly amplify the bedrock seismic waves, and the peak acceleration amplification coefficient at the bottom of the containment can reach 3.6 when the seismic wave is vertically incident. With the increase of the incidence angle of the seismic wave, the horizontal acceleration response decreases and the vertical acceleration response increases, and the horizontal and vertical acceleration response spectra shift towards the long-period direction and the short period direction, respectively. SSI can significantly affect the seismic response of nuclear power structures in non-bedrock sites.

In order to investigate the anti-liquefaction capability of coral sand sites, this study conducted shaking table model tests controlling the degree of saturation to overcome the vague saturation state in general model tests. By comparing the dynamic response and liquefaction behavior of coral sand and quartz sand with similar degrees of saturation, gradation, and relative density, the liquefaction characteristics of coral sand sites were discussed. The experimental results show that both materials are in a liquefiable state under similar degrees of saturation without showing significant differences in anti-liquefaction strength. Before liquefaction, the shear modulus of coral sand is significantly higher than that of quartz sand. If current V_s liquefaction assessment method is directly applied, the site would be judged as non-liquefiable, thereby overlooking the liquefaction risk in the use of coral sand sites. After liquefaction, the shear modulus of both tends to be zero, indicating that the post-liquefaction seismic damage of both types of sites is similar. This study has proven through indoor model tests that coral sand is a liquefiable soil with anti-liquefaction strength similar to that of terrestrial sand, corroborating the results of previous seismic damage investigations. Furthermore, the model saturation preparation method and the degree of saturation evaluation method used in this study can provide technical reference for future coral soil model tests.

Since the pulsed wind tunnel balance foundation plays a supporting role in aircraft wind tunnel tests, in order to deeply study the influence of the layered subsoil on the vibration characteristics of the balance foundation, the impedance function of the balance foundation on a layered subsoil under impulse load is derived. A dynamic response equation of the foundation is established by using a simplified model, and the dynamic impedance function of the simplified model is equated with that of the foundation-foundation system. The dynamic response of the balance foundation on the laminated foundation under impulsive wind tunnel loading is obtained and verified by numerical simulation. The results show that the vertical amplitude, horizontal amplitude and slewing angle of the foundation gradually decrease with the increase of the loading frequency. The increase of the loading amplitude leads to the increase of the maximum amplitude of foundation vibration, while the vibration frequency remains unchanged. The increase of the shear modulus of the foundation results in the decreasing of the maximum amplitude of foundation vibration. The increase of the foundation dimensions leads to the obvious decreasing of the maximum amplitude of foundation vibration and the vibration frequency. In addition, the vertical vibration amplitude of the foundation increases with the decrease of foundation layer depth ratio, while the horizontal vibration amplitude and slewing angle decrease with the decrease of layer depth ratio. The increase of foundation shear wave velocity has less effect on the vertical vibration amplitude, while the effect on the horizontal vibration amplitude and slewing angle is more significant.

The elastic foundation typically exerts a suppressive effect on the vibration response of the supported structure, and the influence of the soil-structure interaction effect on the dynamic characteristics of the structure exhibits typical nonlinear energy sink characteristics. At present, more and more attention has been paid to the dynamic research of elastic foundation beams considering soil motion. Based on the modified Winkler model, the finite-depth elastic foundation is equivalent to the additional mass of the nonlinear energy sink system, and the vibration suppression effect and parameter optimization of the elastic foundation on the finite-length beam supported by it under simple harmonic excitation is conducted. The nonlinear dynamic response of a simply supported beam on an elastic foundation is analyzed using the Galerkin method, the incremental harmonic balance method, and the arc-length continuation method. Furthermore, on the basis of verifying the correctness of the theoretical results by numerical methods, through multi-parameter optimization and analysis, the suppression effect of limited range soil on the dynamic response of its supporting beam is revealed, and the optimal parameter range of nonlinear stiffness and damping of the elastic foundation is proved. The results show that by adjusting the elastic soil parameters to the optimal range by technical means, the amplitude reduction percentage of the finite-length beam can reach more than 96%, and it has a wide vibration suppression frequency band.

To explore the coupling mechanism of the time-varying fluid-solid coupling vibration of the medium flowing through the pipeline on the seismic response, the oil pipeline supported on the diagonal spanning structure is taken as the research object. Considering the time-varying characteristics of the dynamics during the medium flowing process through the pipeline and adopting the two-way fluid-solid coupling theoretical model, the theoretical method for calculating the coupling between the medium time-varying fluid-solid coupling vibration and seismic response is proposed, and a finite element simulation model for the coupled medium-pipeline-span system is established. By setting the calculation parameters and boundary conditions of the coupling interface, the simulation is carried out. In the finite element simulation model, by setting the calculation parameters of the medium, fluid, pipeline, crossing structures, and considering the boundary conditions of the coupling interface, simulation calculations were carried out. The displacements and acceleration responses at the end of the bridge platform and the cross-section of the pipeline across the location were extracted for calculations and comparative analysis with the calculation results without considering the medium flowing vibration effects was carried out. The results show that: when the medium flows from the left side of the pipeline to the right side over time, the state changes of different fluids in the pipeline caused by the medium flow and the seismic coupling result in differences in the pipeline displacement response and acceleration response distributions along the pipeline length. When the source of the medium flow reaches about 4/5 of the pipeline length over time, the peak displacement response and peak acceleration response of the media occur all the time. The coupling response of the right half of the pipeline is larger than that of the left half of the pipeline, and the calculation results of the pipe cross-section at six typical locations in the right half of the cross-section reveal the general rules of the medium flowing vibration coupling with the seismic response. Under the same conditions, the displacement coupling response of the pipeline considering the medium flowing vibration effects coupling with seismic response is approximately 2.7 times that without considering the medium flowing vibration effects. It indicates that the fluid-solid coupling vibration considering the medium flowing vibration effects has non-negligible effects on the earthquake response.

To study the vibration influence of urban rail transit on buildings along the line, a frame-shear wall structure near a subway was selected as the research object. Under the excitation of rail transit vehicles, vibration monitoring of typical buildings was carried out at the foundation, along the height direction and the horizontal direction of the building, and the evaluation criteria such as 1/3 octave plumb vibration acceleration level, peak acceleration, and plumb fourth power vibration dose value were used for the analysis. The research results indicate that when the structure is 55 meters away from the inner contour of the tunnel, significant subway-induced vibration can still be detected inside the structure, and the relevant evaluation values may exceed the regulatory limits. In addition, the existing regulations do not specify the selection criteria for subway vibration, and the evaluation quantities determined by different value methods may seriously underestimate the impact of subway-induced vibration. Along the height direction of the structure, the vertical vibration response of the measurement points from the first underground level to the third above ground level did not significantly decrease, and there may be amplification at the top. The vertical vibration at the center of the floor slab is significantly amplified compared to the edge of the floor slab. The plumb fourth power vibration dose value at the center of the slab can reach 345% of that at the corner of the slab, and the corresponding maximum vertical vibration acceleration level can increase by 12.9 dB.

The compressibility of reservoir water and the influence of reservoir-bottom silt on the seismic response of the structure are taken into account to establish the high arch dam-reservoir water-foundation system model of Jinping-I Arch Dam, and the feasibility of using the acoustic-solid coupling method to simulate the effect of reservoir water on the dam body is verified by comparing it with the dynamic water pressure calculated by the Westergaard method. The absorption of silt deposited at the bottom of the upstream reservoir is simulated by different reflection coefficients of the reservoir bottom set in the model; seismic records that conformed to the hydraulic code response spectrum were selected as input based on the site conditions, and the response values of dynamic water pressure at the arch crown beam of the concrete dam under the action of vertical-incidence earthquakes with different bottom reflection coefficients were analyzed and studied. The results showed that the magnitude of the bottom reflection coefficient has a significant effect on the dynamic water pressure results at the arch crown beam, and the dynamic water pressure results increase with the increase of the reflection coefficient, and the difference of the dynamic water pressure at the heel of the dam with adjacent reflection coefficients becomes larger.

In order to study the mechanical properties of prefabricated thin-walled piers connected by grouted sleeves and the overall seismic performance of the bridge, firstly, the damage morphology characteristics of a group of ordinary cast-in-place thin-walled piers and prefabricated thin-walled piers connected by grouted sleeves were investigated through the proposed quasi-static test, and the differences in the skeleton curves and hysteresis curves between the two types of piers were analysed by comparing and contrasting them. Then, based on ABAQUS platform and the test data of this paper, the numerical simulation of the grouted sleeve connected thin-walled piers is carried out. On this basis, a three-span continuous box girder bridge is selected as an example, the multi-scale finite element dynamic analysis model of the whole bridge is established, and 100 ground are selected for the nonlinear time-history analysis, and the differences in the time-history response of the bridge components and hysteresis curves of the bridges set up with different piers are studied. Finally, the seismic fragility curves of different members were established to analyse the damage characteristics of each member of two types of bridges. The test results show that the damage form of prefabricated thin-walled pier is bending and shear damage, the concrete in the sleeve area is intact, the plastic hinge region is transferred to above the sleeve cross-section, the overall ultimate bearing capacity is slightly increased, the hysteresis curve shape is relatively full, with good plastic deformation capacity, and the hysteresis performance of ordinary cast-in-place thin-walled piers is basically the same. The model can simulate the overall mechanical properties of prefabricated thin-walled piers. The time-history fluctuations of prefabricated thin-walled piers mainly occur in the middle period of earthquakes. The difference in maximum displacement and internal force response between the two types of bridge piers is about 5% and 10%, and the bearing response is less affected compared to the bridge pier. Prefabricated thin-walled pier bearings and blocks are easily damaged components, and abutment bearings and blocks are more easily damaged than bridge piers. Prefabricated thin-walled piers are more easily damaged than ordinary cast-in-place thin-walled piers, but the difference is small. Prefabricated bridge piers can basically achieve the design principle of equivalent cast-in-place.

To study the seismic response and lap length requirements of the simply-supported bridge across faults, an elastic-plastic analysis model of the simply-supported bridge was established. Through dynamic response analysis, elastic-plastic analysis and shear resistance analysis, the influence of slip effect of fault ground motion on the lap length requirement of simple supported beam bridge is studied, and the relation between the relative displacement of pier beam and the permanent displacement of ground before plastic hinge failure is discussed. Research shows that the location of the fault affected the seismic response of the structure, and the closer the fault structure is, the greater the earthquake impact will be. The slip impact effect of fault ground motion increased the seismic response of the structure. The maximum shear strength ratio of the plastic joint area of the pier under fault earthquake action is 0.47. The checking calculation of the shear strength of the pier meets the requirements of the seismic design code. The seismic response of the structure under cross-fault seismic action drifted, resulting in the plastic hinge only developing in the same direction. The residual sum of squares and R² of the polynomial fit are 539.910 and 0.984, respectively. When the permanent displacement of ground is 1.6 m, the relative displacement of pier and beam before plastic hinge failure is 49.5 cm, accounting for about 56% of the calculated supported length. When the peak acceleration is small, the supported length of the simply-supported beam bridge under the earthquake action across the fault meets the requirements of the code.

This paper presents a novel type of replaceable shear link with a variable cross-section. The proposed design involves expanding the cross-sectional area and employing fully bolted connections to the non-energy-dissipating components. This design approach not only facilitates the concentration of plastic deformation within the energy-dissipating region but also ensures easier implementation of elastic design due to the bolted connections. To assess the seismic performance of the variable cross-section replaceable link, three distinct section configurations were designed for cyclic loading tests: a low-yield-point (LYP160) specimen without weakening in the energy-dissipating region, a Q235 ordinary steel specimen with an opening in the energy-dissipating region, and an ordinary steel specimen with a long oval opening in the energy-dissipating region. Through the cyclic loading tests, the seismic performance of the replaceable shear link was examined thoroughly. The experimental results indicate that plastic deformation primarily occurs within the energy-dissipating region, with buckling and tearing observed around the openings in this region as the primary failure characteristics. The low-yield-point specimen exhibits an overstrength coefficient exceeding 3.0, featuring a complete hysteresis curve, superior energy dissipation capacity, and a plastic rotation of 0.18 rad. Although the specimen with elongated openings demonstrates significant overstrength coefficient and plastic deformation capacity, its energy dissipation capability is compromised due to the weakened section. The specimens with circular openings exhibit an initial elastic stiffness similar to that of the low-yield-point steel specimens, surpassing the stiffness of the specimens with elongated openings by approximately 84%. These findings provide valuable insights for applying variable cross-section replaceable links.

In order to study the seismic performance of ultra-high performance concrete filled high-strength square steel tube (UHPCFHST) columns, this paper uses the hoop factor, length-to-slender ratio, and axial compression ratio as the parameters of study to conduct the low cyclic reversed loading test. The damage patterns of the specimens were observed, and the influence of each parameter on the hysteretic properties, stiffness, ductility and energy dissipation capacity of the specimens was analyzed. The test results show that the damage characteristics of all specimens are similar, and the phenomena of steel pipe buckling and concrete crushing appear at the bottom of the column. With the increase of the hoop coefficient (from 0.55 to 0.98), the ductility of the specimens increased by 8.91% and 21.52%, respectively. The initial stiffness, horizontal bearing capacity and ductility of the specimens decrease with the increase of the length-to-slender ratio, and the greater the length-to-slender ratio, the more significant the weakening of the ductility of the specimens. When the axial compression ratio increases from 0.1 to 0.2, the initial stiffness and horizontal bearing capacity of the specimen increase, while the ductility decreases. At the same time, the load-bearing capacity test results in this paper and the calculated values of each specification are compared and analyzed. The calculation results of the United States ANSI/AISC 360—16 AISC specification for structural steel buildings are lower than the measured values by 48%, which is relatively conservative. The calculation results of the GB 50936—2014 technical code for cencrete filled steel tubular structures are higher than the measured values by 17%, After analyzing the Fujian provincial local standard DBT/T13-51—2010 technical specification for concrete-filled steel tube structures, the calculation is the most consistent with the actual measurement, which provides a reference basis for the design of high-strength square steel pipe ultra-high-performance concrete columns under low cyclic reversed loading.