In order to study the mechanical behaviour of the cross-slanted corrugated steel plate shear wall, the performance of the wall under one-way loading and low cycle loading was analyzed using the finite element analysis software ABAQUS. And the performance compared between flat steel plate shear wall (FSPW), single inclined corrugated steel plate shear wall (SCSPW) and horizontal corrugated steel plate shear wall (CSPW) was studied. The results show that the effect of self buckling of the models of cross-slanted corrugated steel plate shear wall (CCSPW) is significant due to the interaction of two layers of corrugated steel plates. The yield bearing capacity, ultimate bearing capacity and out of plane deformation of CCSPW are better than those of CSPW, SCSPW and FSPW with the same thickness. The yield bearing capacity is 1.09 times of the same thickness of CSPW, 1.22 times of the same thickness of SCSPW. The ultimate bearing capacity is 1.25 times of the same thickness of CSPW, 1.57 times of SCSPW. And the out of plane deformation is 1/3 of the same thickness of CSPW. Under the low cycle loading, the hysteretic curve of CCSPW is shuttle shaped, full and stable. And there is no obvious “pinching” phenomenon in the whole loading process. Compared with CSPW, SCSPW and FSPW, The CCSPW has better hysteretic performance and energy consumption capacity.

Explosion overpressure and its duration are important parameters describing blast loading. However, their values obtained using the currently available methods differ significantly. To address this problem, we simulated the overpressure reflection coefficient (i.e., the ratio of reflection overpressure to incident overpressure) and fitted the analytical expressions to the test data. We then collected a large amount of theoretical and experimental blast loading data from literature and studied the probability distribution of blast loading for different scaled distances. The results show that the probability density function of explosion overpressure obeys an exponential distribution when the scaled distance is between 0.1 and 0.5 . On the other hand, it obeys a normal distribution when the scaled distance is greater than 0.5 . The coefficient of variation reaches the maximum value of 1 when the scaled distance is between 0.1 and 0.5 , while it is between 0.13 and 0.2 when the scaled distance is from 1.5 to 6 . The coefficient of variation of reflected overpressure is slightly bigger than that of incident overpressure. Nevertheless, the coefficient of variation of proportional duration (i.e., the ratio of actual duration to cubic root of charge mass) is generally smaller, between 0.408 and 1.017. It was also found that there is no clear probability distribution for the blast loading duration. Finally, formulas for the explosion overpressure and proportional duration were determined together with their 95% confidence level bounds.

The fire resistance performance of steel beams is of utmost importance to the fire safety of building structures and personnel evacuation. To address the deviation in the assumption of uniform temperature distribution in traditional studies, this study conducted multiple simulation tests. It was found that when the size of the vent was reduced by 50%, the difference in the heating rate in the early stage of the fire was 30% to 50%. Increasing the load ratio from 0.2 to 0.8 can significantly reduce the critical temperature of the steel beam by 15% to 20%, and the corresponding critical temperature is reduced from 670 °C to 565 °C. Based on parametric analysis, a simplified evaluation model of critical temperature for Q460 high-strength steel beams is proposed. The calculation error of the model is less than 5%, which provides a theoretical basis for the whole process of fire protection design. The research achievements break through the limitations of traditional methods and offer innovative approaches to predicting the fire resistance performance of steel beams and their optimized design.

In this paper, a cross-slanted corrugated steel plate shear wall is proposed, and its lateral-force resistance performance is analyzed by finite element method. The results show that the cross-slanted corrugated steel plate shear wall (CCSPW) can effectively suppress the out-of-plane buckling of the infilled steel plate. Therefore, the CCSPW has larger initial stiffness and excellent ductility. In addition, the ultimate bearing capacity of the designed cross-slanted corrugated steel plate shear wall is 2.26 times that of the flat steel plate shear wall (FSPW), and is 2.09 times that of the single oblique corrugated steel plate shear wall (SCSPW).

To clarify the potential failure modes of reinforced concrete (RC) beams under impact and understand their impact resistance safety, a comprehensive study was conducted by focusing on the failure mode discrimination and failure probability of RC beams under impact loads. This research utilized drop hammer impact tests, ABAQUS2022 software, and theoretical methods. The study examined three typical failure modes of RC beams under impact loads: flexural failure, flexural-shear failure, and shear failure. A discrimination criterion based on the flexural-shear capacity–effect curve was developed. Utilizing this criterion, along with the basic principles of structural reliability theory, the failure probability of RC beams under impact loads was calculated and analyzed using the Monte Carlo method. The results indicate that the criterion based on the flexural-shear capacity–effect curve can be used for discriminating failure modes of RC beams under impact loads. The impact velocity and stirrup ratio were identified as crucial factors that influenced the failure modes of RC beams under impact. Specifically, an increase in the stirrup spacing reduced the reliability of the RC beams under impact, while an increase in the stirrup ratio could significantly enhance their impact resistance. Furthermore, with a constant impact energy, an increase in beam span correlated with the improved reliability of RC beams under impact, where larger spans yielded a better impact resistance.

To study on the performance of box-shaped steel columns with fixed end constraints under blast loading, the dynamic response of box-shaped steel columns under different loading conditions is analyzed through ANSYS/LS-DYNA software. Moreover, the change process of stress, deformation, as well as failure model is studied. Meanwhile, parameter analysis method is used to assess the influence of blast loading and width-thickness ratio on the failure model and dynamic response. The results show that local deformation is a significant feature of thin walled box steel columns under blast loading. With the increase of width-thickness ratio, the column lateral displacement is increased under blast loading. Reasonable design of influence parameters can ensure that box shaped steel columns have better blast-resistant ability.