钢框架内填预制带竖缝钢筋混凝土剪力墙抗震性能试验研究

为改进钢框架内填预制带竖缝钢筋混凝土剪力墙的抗震性能,将耳板引入钢框剪与内填墙的连接中。通过2个两层单跨缩尺比为1∶3的钢框架内填预制带竖缝钢筋混凝土剪力墙模型试件的拟静力试验研究,考察了耳板连接的可靠性和内填墙裂缝的开展与结构变形能力,分析了结构的破坏机理、滞回性能、刚度退化、变形及延性和耗能能力等。试验结果表明：抗剪连接件(U形筋)在梁柱节点上下耳板的连接处未发生破坏,耳板连接具有可靠的工作性能;钢框架带竖缝剪力墙结构具有良好的延性,平均位移延性系数大于3;内填墙的承载力由竖缝根部的剪切破坏控制。     

半刚接钢框架内填RC墙结构滞回性能试验——整体性能分析

半刚接钢框架内填钢筋混凝土剪力墙结构(简称PSRCW)在低周反复荷载作用下抗剪栓钉易发生疲劳断裂,从而使结构后期承载力衰减过快,延性较差。为了进一步改善结构的延性性能,采用槽钢、U形钢筋及抗剪栓钉三种不同形式的抗剪连接件,通过3榀1/3缩尺、两层、单跨PSRCW试件的低周反复荷载试验,重点研究抗剪连接件对结构性能的影响,分析结构的传力机理、破坏模式、滞回性能、刚度退化、变形及延性、耗能能力等。试验结果表明:加载过程中,抗剪连接件未发生疲劳断裂,试件的后期承载力退化缓慢,试件的变形能力、延性性能以及耗能能力均得到大幅提高,试件呈内填墙压碎的延性破坏模式。抗剪连接件的抗剪能力应与混凝土内填墙的抗剪能力相协调,内填墙混凝土强度等级不宜过高,避免抗剪连接件的破坏模式由剪断控制。PSRCW结构中抗剪连接件不发生疲劳断裂是结构发生延性破坏的重要前提。     

钢框架内填预制钢筋混凝土剪力墙试验研究

为改进钢框架内填预制钢筋混凝土剪力墙的抗震性能,将耳板装置引入钢框架与内填墙的连接中.通过2个2层单跨钢框架内填预制钢筋混凝土剪力墙1/3模型试件的循环荷载试验,考察耳板连接装置的可靠性和内填墙裂缝的开展与结构变形能力,分析结构的破坏机理、滞回性能、刚度退化、变形及延性等,并对钢框架内填预制混凝土剪力墙体系与现浇混凝土剪力墙体系和带竖缝混凝土剪力墙体系进行对比.研究结果表明:抗剪连接件(U形筋)在梁柱节点上下耳板的帮助下未发生破坏,耳板连接装置具有可靠的工作性能;合理设计的钢框架内填预制钢筋混凝土剪力墙结构具有良好的延性.     

低周反复荷载下预制装配式竖缝剪力墙抗震性能研究

为研究预制装配式竖缝剪力墙的抗震性能,利用低周反复荷载试验对预制装配式竖缝剪力墙进行了研究,得到试件的滞回曲线。分析了预制装配式竖缝剪力墙的破坏形态、裂缝行为、荷载-位移关系、裂荷载、抗剪承载力以及变形特性的发展规律。综合考察该装配式剪力墙结构的破坏模式和变形能力。试验结果表明:预制装配式竖缝剪力墙在水平地震作用下的破坏模式属于延性破坏,耗能性能较好;竖缝墙由缝间墙受弯破坏终发展成贯通各墙肢竖缝根部的剪切破坏;剪力墙与基础梁间的钢板连接件未发生破坏,能提供有效连接。     

半刚接钢框架内填不同构造措施钢筋混凝土墙子结构抗震性能试验研究

为研究半刚接钢框架内填RC墙结构的抗震性能,提出了一种考虑内填墙边界条件的子结构模型,进行了3榀1/3缩尺的3层单跨半刚接钢框架内填RC墙子结构的低周往复加载试验,研究了不同构造内填RC墙对结构抗震性能的影响,得到了试件的滞回曲线、骨架曲线、位移延性系数、刚度退化、耗能能力及水平剪力分配。试验结果表明:内填贯通竖缝RC墙及暗竖缝RC墙试件的滞回曲线饱满,耗能能力强,但水平承载力及抗侧刚度略低,破坏模式均为缝间墙的弯曲破坏;内填实体RC墙试件的滞回曲线捏缩明显,耗能能力较弱,但水平承载力及抗侧刚度较高,破坏模式为内填墙的剪切破坏;内填墙降低了地震作用下周边框架节点转动能力,半刚性节点的最终塑性转角不超过0.025 rad,可避免钢框架节点失效导致的脆性破坏。内填墙承担约80%的水平荷载,但随着水平荷载的增大逐渐降低。     

半刚接钢框架内填暗竖缝钢筋混凝土剪力墙结构滞回性能试验研究

为了进一步改善半刚接钢框架内填钢筋混凝土剪力墙结构（PSRCW）的抗震性能,将暗竖缝引入PSRCW结构的内填墙中,进行了1榀1∶3缩尺内填墙带暗竖缝PSRCW结构的低周反复荷载试验,研究了带暗竖缝PSRCW结构的破坏机理及滞回性能。试验结果表明：内填墙设置暗竖缝对PSRCW结构的初期刚度影响较小,峰值荷载过后承载力退化缓慢,结构延始性能得到显著改善。带暗竖缝的PSRCW结构通过合理设计可以实现控制结构小震或中震作用下的变形,提供较大的初始抗侧刚度,大震下提供良好的变形能力和耗散地震能量的双重功能。     

CFRP加固前后L形竖缝装配式耗能剪力墙抗震性能研究

设计2个L形竖缝装配式耗能剪力墙,对其进行低周往复加载试验,并对2个破坏后的试件使用CFRP加固后再进行同样的加载试验,研究加固前后试件的承载力、剐度退化、耗能能力以及延性等性能.结果 表明,L形竖缝装配式耗能剪力墙整体工作性能良好,随轴压比的增加试件的承载力增加,延性有所降低,但位移延性系数均大于或接近3,有较好的变形能力;腹板墙和L形翼墙均表现为弯剪破坏;在使用CFRP加固后,试件的延性、刚度及承载力有所下降,但部分墙肢能满足使用要求.加固前后试件均表现出了良好的耗能能力.     

带竖缝混凝土墙的装配式框架消能子结构抗震性能试验研究

为提高装配式钢筋混凝土框架抗震能力,提出带竖缝混凝土墙的装配式消能减震框架结构体系。通过1个消能子结构试件的低周反复加载试验,考察消能子结构和竖缝混凝土墙设计方法的合理性,分析试件破坏模式、滞回性能、承载力、延性、抗侧刚度及变形特征等。通过有限元分析竖缝混凝土墙的抗震性能,研究带竖缝混凝土墙的装配式框架消能子结构的受力机理。结果表明：罕遇地震作用下,消能子结构中梁柱轻微损伤,梁柱节点及齿槽连接区钢筋基本保持弹性,结构损伤主要集中于竖缝混凝土墙;消能子结构的极限位移角为1/30,位移延性系数为3.25,变形和耗能能力良好;消能子结构弹性抗侧刚度理论值与试验值相对误差为10.4%;竖缝混凝土墙模拟和规范计算得到的极限位移和特征点荷载吻合较好;竖缝混凝土墙对实体墙两端梁截面产生附加阻尼力,缝间墙斜撑作用使其外侧和中间墙肢发生差异性破坏。建议带竖缝混凝土墙的装配式框架消能子结构在多遇和罕遇地震作用下的层间位移角限值分别按1/800和1/100控制;竖缝混凝土墙设计时应考虑斜撑作用,按压弯剪复合受力进行设计,并加强外侧缝间墙墙肢抗剪配筋构造。     

木框架-夹板剪力墙组合结构抗侧力性能试验研究

为研究木框架-夹板剪力墙组合结构的抗侧力性能,对5榀木框架-夹板剪力墙试件、2榀纯框架试件和2片夹板剪力墙试件开展了低周反复加载试验,对比分析试件在往复荷载作用下的破坏机理、抗侧刚度、极限承载力、延性、刚度退化规律和耗能能力。研究结果表明,木框架-夹板剪力墙组合结构的抗侧力性能主要取决于内填夹板剪力墙的性能,其最终的破坏模式表现为共用墙骨柱因钉连接的失效而脱落。外侧梁柱框架对内填夹板剪力墙的约束作用能显著减小端部墙骨柱的上拔,可取消抗倾覆连接件的设置。木框架-夹板剪力墙组合结构的抗侧刚度和极限承载力约为木框架-常规轻木剪力墙组合结构的两倍,且在大变形情况下仍能持有70%峰值荷载的承载能力,有利于避免罕遇地震下的倾覆倒塌。     

预制钢筋混凝土框架内嵌竖缝剪力墙体系性能研究

预制钢筋混凝土框架内嵌竖缝剪力墙(CFPCW)体系融合了框架和剪力墙2种结构的特点,又具有较好的延性,是一种新型抗震结构体系。将有限元分析方法与试验研究成果相结合,研究CFPCW体系在水平荷载作用下的力学性能。结果表明:竖缝剪力墙在加载中,首先在竖缝附近产生应力集中并引起混凝土损伤,之后破坏范围逐渐扩展至缝间墙,框架结构损伤程度相对较轻。从竖缝剪力墙的应力和损伤云图可以看出,竖缝剪力墙的变形主要是以弯曲变形为主,缝间墙的变形类似于壁柱。CFPCW结构中竖缝剪力墙刚度下降平缓,整体结构具有较高的水平承载力和延性。     

Cyclic behavior of partially-restrained steel frame with RC infill walls

In order to investigate the behavior of partially-restrained steel frame with RC infill wall (PSRCW), two specimens with one-third scale, one-bay, and two-story were performed under reversed cyclic lateral load, where one specimen was with concealed vertical slits in the infill walls and another specimen with solid infill walls. Test results showed that both specimens obtained enough lateral stiffness for controlling drift and yielded enough strength appropriate for resisting lateral load. PSRCW with solid infill walls exhibited moderate ductility capacity and energy dissipation due to the degradation of post-peak strength. PSRCW with concealed vertical slits exhibited much larger ductility, deformability, and energy dissipation capacity than the other one. Once concealed vertical slits were crushed, infill walls behaved as a series of flexural columns provided fairly ductile response and stable cyclic performance. PSRCW with concealed vertical slits can improve post-peak strength degradation considerably. In addition, damaged PSRCW structure subjected to earthquake is easy to be repaired, through knocking off the heavy crushed infill walls and recasting concrete infill walls. This is another advantage of this composite structure.     

Cyclic behavior of partially-restrained steel frame with RC infill walls

In order to investigate the behavior of partially-restrained steel frame with RC infill wall (PSRCW), two specimens with one-third scale, one-bay, and two-story were performed under reversed cyclic lateral load, where one specimen was with concealed vertical slits in the infill walls and another specimen with solid infill walls. Test results showed that both specimens obtained enough lateral stiffness for controlling drift and yielded enough strength appropriate for resisting lateral load. PSRCW with solid infill walls exhibited moderate ductility capacity and energy dissipation due to the degradation of post-peak strength. PSRCW with concealed vertical slits exhibited much larger ductility, deformability, and energy dissipation capacity than the other one. Once concealed vertical slits were crushed, infill walls behaved as a series of flexural columns provided fairly ductile response and stable cyclic performance. PSRCW with concealed vertical slits can improve post-peak strength degradation considerably. In addition, damaged PSRCW structure subjected to earthquake is easy to be repaired, through knocking off the heavy crushed infill walls and recasting concrete infill walls. This is another advantage of this composite structure.     

Experimental Study on Low Cyclic Loading Tests of Steel Plate Shear Walls with Multilayer Slits

A new type of earthquake-resisting element that consists of a steel plate shear wall with slits is introduced. The infill steel plate is divided into a series of vertical flexural links with vertical links. The steel plate shear walls absorb energy by means of in-plane bending deformation of the flexural links and the energy dissipation capacity of the plastic hinges formed at both ends of the flexural links when under lateral loads. In this paper, finite element analysis and experimental studies at low cyclic loadings were conducted on specimens with steel plate shear walls with multilayer slits. The effects caused by varied slit pattern in terms of slit design parameters on lateral stiffness, ultimate bearing capacity and hysteretic behavior of the shear walls were analyzed. Results showed that the failure mode of steel plate shear walls with a single-layer slit was more likely to be out-of-plane buckling of the flexural links. As a result, the lateral stiffness and the ultimate bearing capacity were relatively lower when the precondition of the total height of the vertical slits remained the same. Differently, the failure mode of steel plate shear walls with multilayer slits was prone to global buckling of the infill steel plates; more obvious tensile fields provided evidence to the fact of higher lateral stiffness and excellent ultimate bearing capacity. It was also concluded that multilayer specimens exhibited better energy dissipation capacity compared with single-layer plate shear walls.     

阻尼砌体填充墙框架结构抗震性能试验研究

通过对阻尼砌体填充墙框架、空框架和普通砌体填充墙框架的低周反复加载试验,对比研究阻尼砌体填充墙框架结构的滞回性能、承载能力、变形能力、延性、刚度退化、耗能性能和破坏特征等。结果表明：阻尼砌体填充墙通过砌体单元往复剪切阻尼层参与结构的滞回耗能,具有良好的耗能效果,阻尼砌体填充墙框架结构滞回曲线饱满,耗能能力强,等效黏滞阻尼系数在0.1以上;阻尼砌体填充墙能为框架提供一定的抗侧力和抗侧刚度,但其对框架提供的抗侧刚度和约束效应较普通砌体填充墙大为削弱,避免了框架柱产生剪切破坏;阻尼砌体填充墙框架结构的承载力衰减速率和刚度退化速率明显较普通填充墙框架结构缓慢,极限层间位移角与空框架的基本相同,具有良好的延性和变形能力。     

Seismic behavior analysis for composite structures of steel frame‐reinforced concrete infill wall

The composite structure of steel frame–reinforced concrete infill wall (CSRC) combines the advantages of steel frames and reinforced concrete shear walls. Reinforced concrete infill walls increase the lateral stiffness of steel frames and reduce seismic demands on steel frames thus providing opportunities to use partially restrained connections. In order to study seismic behavior and load transfer mechanism of CSRC, a two‐story one‐bay specimen was tested under cyclic loads. With that, the main characters such as, strength, stiffness, ductility, energy dissipation, load distribution, performance of steel frames, partially restrained connections and studs, are analyzed and evaluated. The experimental results show that the structure has adequate strength redundancy and sufficient lateral stiffness. The CSRC system has good ductility and energy dissipation capability. Partially restrained connections could enhance ductility and avoid abrupt decreases in strength and stiffness after the failure of infill walls. The composite interaction is ensured by headed studs, which have failed because of low‐cycle fatigue. Steel frames bear 80%–100% of overturning moments, and the remainder is undertaken by infill walls; steel frames and infill walls resisted 10%–20% and 80%–90% of lateral loads, respectively. Furthermore, relevant design recommendations are presented. Copyright © 2011 John Wiley & Sons, Ltd.     

多层砌体填充墙框架结构抗震性能试验研究

为了研究砌体填充墙沿框架层不连续布置对框架结构抗震性能的影响,进行了3榀两层单跨砌体填充墙框架结构模型、1榀单层单跨砌体填充墙框架结构模型、1榀两层单跨框架结构模型和1榀单层单跨框架结构模型的对比试验,分析了各试件的破坏特征、滞回曲线、骨架曲线、位移延性、刚度退化、承载力退化和耗能性能等抗震性能指标。结果表明：无论是单层单跨还是两层单跨的砌体填充墙框架结构,其水平峰值荷载和初始刚度比相应的纯框架结构均有较大幅度的提高,且其刚度退化程度比相应纯框架结构要缓慢;砌体填充墙的存在提高了框架结构的抗侧刚度和水平峰值荷载,使框架结构的变形由剪切型逐渐转变为弯剪型;砌体填充墙参与了结构的滞回耗能,填充墙框架的位移延性和累积耗能能力明显优于框架;砌体填充墙沿框架层不连续布置会引起框架结构层间侧移刚度和层间受剪承载力发生突变,影响框架结构的破坏形态,但由于砌体填充墙参与了框架结构的滞回耗能,故其仍具有较好的抗震性能。     

Cyclic behavior of prefabricated reinforced concrete frame with infill slit shear walls

A composite structural system consisting of prefabricated reinforced concrete frame with infill slit shear walls (PRCFW), with good ductility, is a new type of earthquake resistant structure. Pseudo-static tests were performed to evaluate the seismic behavior of the PRCFW system. Two one-bay, two-story PRCFW specimens were both built at onehalf scale. Additional computational research is also conducted to enhance the nonlinear analytical capabilities for this system. Combined with the concrete damaged plastic (CDP) model provided by finite element program ABAQUS and the constitutive model of concrete proposed by Chinese code, the damage process of the PRCFW structure under cyclic load is simulated. The simulated results show a good agreement with the test data, the dynamic behavior of the PRCFW system can be simulated sufficiently accurate and efficient to provide useful design information. The experimental and numerical study show that this system has the potential to offer good ductility and energy absorption capacity to dissipate input energy, and stiffness adequate for controlling drift for buildings located in earthquake-prone regions.