为确保波形腹板PEC（Partially Encased Composite）柱中混凝土与钢骨保持良好的协同工作能力，考虑栓钉数量和间距、腹板波角、混凝土强度和锚固长度对界面性能的影响，设计6个自然黏结和12个带栓钉波形腹板PEC柱推出试验，根据荷载-滑移曲线、裂缝和栓钉形态明确试件的破坏模式。结果表明：自然黏结试件达到极限荷载时才明显可见滑移，然后迅速破坏且承载力较低，锚固长度增加可提高特征黏结应力，腹板波角变大可增加初始滑移荷载P0；焊接栓钉后承载力大幅提升，同时也改变波形腹板PEC柱的破坏模式，在一定范围内，抗剪承载力随栓钉数量的增加近似线性增加，相较于自然黏结试件特征黏结应力可提高2-4倍；腹板波角增大，残余荷载Pr逐渐提高，混凝土强度和栓钉间距对带栓钉试件破坏模式的影响更为显著；两类试件的特征曲线都可分为上升段、下降段和残余段，分别拟合得到自然黏结试件和带栓钉试件黏结应力计算式和黏结滑移本构模型，提出的带栓钉试件承载力公式的计算结果与试验结果吻合良好，可为实际工程提供一定参考。

This study aims to identify the optimal interaction relationships of partially encased concrete composite (PEC) column at the interface by experiment, theory and simulation. Twenty-eight bonding slip tested specimens were designed. The natural bonding slip characteristics between corrugated steel plates and concrete and the bonding slip behavior when studs were integrated with these corrugated steel plates were evaluated using a push-out loading mode. The shear bearing capacity of the bonding interface (between corrugated steel plates and concrete) and their interaction relationships were determined. For the specimens featuring a corrugated web, the experimental results indicated that the optimal bonding performance was observed when the concrete strength was C40, with a stud spacing of 150 mm and a wave angle of 45°. Based on the various modes of specimen failure, constitutive relations suitable for finite element analysis were proposed for both naturally bonded interfaces and those incorporating studs. By the comparison of simulations and experiments, it was verified that these constitutive relations could effectively reproduce the entire process of interfacial slip observed in the real specimens. Furthermore, the strength ratio was introduced accorrding to the theoretical analysis, which could quantify the interaction relationships at the interface. When this ratio fell within the range of 0.8–1.0, it indicated that studs were achieving an optimal state of interaction with concrete at their respective interfaces. © 2025 Elsevier Ltd

为了改善部分包覆组合柱（PEC柱）的平腹板易变形、钢骨与混凝土易分离的问题，提出了一种新型波形腹板部分包覆组合柱，针对此类柱构件，考虑波形布置方向、偏心距因素和翼缘厚度，设计12根波形腹板PEC柱和2根平腹板PEC柱，进行偏心加载试验。研究表明：与平腹板PEC柱相比，垂直波形腹板PEC柱在大偏心荷载与小偏心荷载作用下承载力分别提高了11%、4%，水平波形腹板PEC柱在小偏心荷载作用下延性提高了3%。翼缘厚度是决定波形腹板PEC柱承载力的关键因素，适当增大翼缘厚度可以提高试件的极限承载力。通过挠度和应变分析得出，波形腹板PEC柱具有比平腹板PEC柱更好的变形性能，垂直波形腹板对混凝土具有较强的约束能力。利用ABAQUS软件对试验结果进行了有限元模拟，翼缘的屈曲变形、钢-混凝土的分离与试验结果吻合。采用极限平衡法推导了波形腹板PEC柱在偏心受压下的极限承载力计算公式，理论值与试验值吻合较好，验证了该公式的正确性。

现行基于承载力的抗震设计方法缺乏对构件截面性能的准确反映，对于剪力墙等重要抗侧力构件在地震作用下的性能要求缺乏体现。竖波钢板组合剪力墙因内嵌波形钢板的几何形状优势，表现出良好的抗震性能，对其截面性能的分析有待研究。该文基于竖波钢板组合剪力墙的组合机理和破坏现象，提出截面曲率的理论计算方法，给出荷载-位移曲线转化为弯矩曲率曲线的计算过程，通过试验数据验证了理论计算方法的准确性以及数值计算模型的适用性。扩展研究波形钢板几何参数、约束边缘H型钢、分布钢筋规格等构造设置以及混凝土强度、钢材强度等材料性能变化在不同轴压力下对截面曲率和曲率延性的影响规律，相关性分析发现约束边缘H型钢是唯一与特征点曲率及曲率延性保持正相关的参数。该文分别提出竖波钢板组合剪力墙截面屈服、峰值、极限点曲率的简化计算方法并进行验证，证明了公式的准确性与适用性，可为竖波钢板组合剪力墙的弹塑性变形能力计算以及其损伤控制分析提供一定的理论支撑。

横波钢板剪力墙由边缘框架和横波钢板组成,当边框柱刚度不足时易提前发生面外屈曲破坏,内嵌板力学性能发挥不充分,可采取增大边框柱的刚度来解决内嵌板屈服、前边框柱屈曲的问题。为明确内嵌板与边框柱的相互作用机理,优化波形钢板剪力

In this study, the interaction relationship and seismic performance efficiency of composite shear walls were investigated. A previous experiment was reviewed to understand the failure mechanism of the composite shear wall, and the key parts of the structure were explored via simulation. Based on the simulation results with different parameters, the seismic performance sensitivity and interaction relationship of the horizontal corrugated steel-plate composite shear wall were analyzed. From a related analysis, the seismic performance efficiency of a composite shear wall was divided into five levels; the evaluation index was the column-to-plate shear ratio. The calculation formula for the composite shear wall was modified from the viewpoint of interaction. The results showed that when the shear ratio was greater than 1.45, the column had sufficient restraint to improve the efficiency of the corrugated steel plate; the composite shear wall had an optimal interaction. Additionally, the theoretical calculation of the lateral bearing capacity considering the interaction relationship was more accurate. © 2023 Elsevier Ltd

疲劳断裂失效一直是导致钢结构桥梁发生破坏的重要原因之一。为了更好地利用断裂力学对此失效行为进行研究，开展了桥梁钢板件标准疲劳裂纹扩展试验。利用金属磁记忆无损检测技术监测疲劳裂纹扩展行为，分析了疲劳裂纹扩展过程中磁信号的变化情况。从理论及试验两方面探讨了疲劳裂纹扩展长度磁信号量化方法，确定了磁特征参数与裂纹扩展长度之间定量关系式。随后将所提关系应用于疲劳裂纹扩展剩余寿命预测确定性研究，并通过试验结果对其进行验证。最后考虑疲劳裂纹扩展的随机性及损伤信息更新的必要性，进一步开展疲劳可靠度评估研究。研究结果表明，磁信号梯度最大值可以很好地对裂纹扩展长度进行量化表征，剩余寿命预测结果与试验结果误差均在20%以内，基于磁信号的可靠性评估方法可以配合我们更好地制定桥梁维修及养护策略。

Welded structures experiencing superimposed cyclic loads with large plastic strain during a strong earthquake can easily lead to ductile or fatigue fracture. A newly developed self-magnetic flux leakage (SMFL) nondestructive detection technology named metal magnetic memory (MMM) is a valid approach to monitoring the development of fatigue damage in ferromagnetic materials. To investigate the correlation between MMM signals and cumulative ductile damage for butt weld under low cycle fatigue (LCF), combining strain-based JilesAtherton hysteresis model, magnetic charge model, and cumulative damage mechanics model, the theoretical relations between normal component HSF(z) of MMM signals and cumulative ductile damage D for single V groove butt weld were established in this paper. Relevant monotonic tensile tests and strain-controlled LCF tests were conducted, and the HSF(z) signals on the surface of welding specimens under different cyclic loads were measured. Comparing with experimental results verified the feasibility and accuracy of the theoretical relations. The results indicated that the peak-valley gradient Kp-v on the HSF(z) signals curve was decreased monotonously as the cumulative ductile damage D increased and the rate of decrease also diminished gradually. A possible exponential descending tendency of Kp-v with increasing D was demonstrated. Besides, the influences of weld width and weld reinforcement on the correlation between Kp-v and D were discussed theoretically in detail. This research provided a potential possibility for the assessment of the cumulative ductile damage at the welding joints under LCF based on MMM technology.

In this study, the demountable-metallic-corrugated-shear-panel damper (DCSPD) were investigated experimentally and numerically. Based on the quasi-static cyclic loading experiment of the DCSPD, the influences of different corrugation directions, shear panel thickness, and flange plate thickness on the seismic performance of the damper were discussed in detail. It is found that the variation of the shear panel thickness has a significant effect on the performance of the damper, the high stiffness of the corrugated shear panel causes the oblique buckling deformation to deflect along the direction of the principal stress and to develop at an acute angle to the crest line, which makes the failure modes of the horizontal corrugated shear panel damper (DCSPD-H) and the vertical corrugated shear panel damper (DCSPD-V) significantly different. Then, the multilinear hysteretic model of the DCSPD was established based on the peak-oriented modified Ibarra-Medina-Krawinkler model. In addition, a five story eccentrically braced steel frame with a vertical shear link was used to verify the application effect of the DCSPD on structural vibration control. The dynamic analysis results show that the DCSPD could significantly improve the seismic resilience performance of the structure, compared to the reference steel frame, the performance levels of the improved steel frame with damper showed significant improvements. © 2023 Elsevier Ltd

Locating invisible damage and detecting the critical stress state leading to structural damage or failure are essential tasks in structural diagnosis. In this study, a four-point bending static loading experiment was conducted on two steel box girder members—one nondestructive, whereas the other had a butt weld—based on the metal magnetic memory (MMM) method. The correlation between the buckling failure position of the steel box girders and distribution characteristics of the magnetic signals was analyzed. The critical stress states of the elastic and elastic–plastic or elastic–plastic and plastic stages were statistically described using characteristic magnetic parameters. The results showed that the extremum position of the magnetic signal variationΔHpywell correlated with the location of the stress concentration. TheΔHpyextremum could locate the invisible damage position and predict the failure position, while the extremum of the average valueΔHpyaand integral value AofΔHpyvalue could accurately diagnose the critical stress state of steel box girders in the elastic and elastic–plastic or elastic–plastic and plastic stages. The proposed magnetic charge model could explain the distribution characteristics of the magnetic signals on the butt weld. These results are expected to provide a basis for effectively evaluating invisible damage using the MMM method. © 2023 Institution of Structural Engineers