胶合木框架-CLT剪力墙结构抗震性能试验

为了研究设置正交胶合木(CLT)剪力墙对胶合木框架抗侧力性能的影响,本文对一榀胶合木纯框架结构和一榀胶合木框架-CLT剪力墙结构的缩尺构件分别进行了低周反复荷载试验,框架和剪力墙之间的连接采用了新型的植筋和角钢混合连接。深入探讨了两种结构的破坏形态和破坏机理,并对试验现象、极限承载力、抗侧刚度和耗能能力等进行了全面分析。试验结果表明:木结构梁柱框架和CLT剪力墙能够很好地协同工作,胶合木梁柱框架-CLT剪力墙结构的抗侧刚度大、极限承载力高、耗能性能好,其极限荷载、抗侧刚度和耗能分别为木结构纯框架的2.45倍、3.65倍和2.4倍,结构性能提高效果显著。此外,植筋-角钢混合连接的引入也显著提高了结构的耗能能力。     

木框架剪力墙受力性能的试验研究

木框架剪力墙是轻型木结构抵抗侧向荷载的重要构件,研究木框架剪力墙的抗侧力性能是研究轻型木结构抗侧力性能的关键。木框架剪力墙抗侧力性能试验研究时,与顶梁板相连的荷载传递梁刚度对木框架剪力墙的抗侧力性能以及破坏模式有直接影响,当木框架剪力墙墙端以及墙中洞口边未采用墙端锚栓时,这种影响更甚。本文采用荷载铰接传递梁、连续刚性荷载传递梁以及一种新型、位于顶梁板侧边的荷载传递梁对三片不同类型的足尺木框架剪力墙进行了单向、反复加载试验研究,其中一片为无洞口剪力墙、一片开门洞剪力墙、一片开窗洞剪力墙,重点研究其破坏形态、抗剪强度、极限位移、弹性抗侧刚度,并对三种荷载传递梁木框架剪力墙抗侧力试验结果进行了分析。     

有翼缘和竖向荷载的带洞口木框架剪力墙的试验研究

轻型木结构房屋在我国尚处于发展阶段,木框架剪力墙试验的目的是为我国轻型木结构房屋的推广和规范的修订提供理论和试验依据。木框架剪力墙是轻型木结构房屋中的主要抗侧力构件,研究木剪力墙的力学性能和黏滞阻尼特性是木结构房屋整体分析的基础。通过6片2.4m高6.0m长的无墙角锚栓的传统木框架剪力墙的单向和反复荷载试验,研究了竖向荷载、翼缘墙体和洞口尺寸对剪力墙的抗剪强度、弹性抗侧刚度、极限位移、墙骨柱上拔和耗能等的影响。结果表明,作用于横墙上的竖向荷载可以显著地提高剪力墙的各项性能,作用于翼缘墙体上的竖向荷载可以降低端部墙骨柱的上拔和部分提高剪力墙的抗剪强度和耗能,洞口尺寸的变化主要影响到墙体的极限位移。试件的破坏形态主要是钉节点的破坏和端部墙骨柱的上拔。     

榫接木框架剪力墙受剪性能试验研究

通过对7组14个木框架剪力墙试件进行单调和反复加载受剪性能试验研究,分析了不同墙骨连接方式、是否开设洞口及不同材料对木框架剪力墙的受剪承载力、弹性抗侧刚度、极限位移、耗能的影响。试验结果表明：墙骨柱采用榫接的连接方式,能有效避免在循环荷载作用下墙骨柱与底梁板钉接时的连接失效,保证墙体框架整体性;榫接连接对于提高墙体刚度、控制变形有显著作用;墙体开设洞口会显著降低墙体刚度,增大墙体的耗能能力。采用国产胶合板的墙体具有良好的受剪性能,可以作为进口OSB板的替代板应用于剪力墙建造。     

不同构造木、冷弯薄壁C型钢组合框架剪力墙受力性能的试验研究

由木规格材作为顶梁板和底梁板的冷弯薄壁型钢木结构是一种新型结构体系。通过对4组不同间距墙骨柱和不同间距自攻螺钉组成的冷弯薄壁型钢木框架组合剪力墙进行单向加载和反复加载试验,得到了该体系墙体的破坏形态、抗剪强度、抗侧刚度、荷载-位移等受力性能。试验结果表明：与标准构造的剪力墙相比,随着墙骨柱和边框架自攻螺钉间距的减小,剪力墙的抗剪强度和抗侧刚度提高;墙骨柱间距不同对剪力墙的影响大于自攻螺钉间距的影响。     

国产材料木框架墙体抗剪性能研究

以进口OSB板、国产胶合板、国产花旗龙板为墙面板,进口SPF和国产杉木为墙骨,设计制作5组木框架墙体试件,通过静力单向荷载试验和低周循环荷载试验测试木框架墙体抗剪性能,研究了不同材料组合对木框架墙体抗剪强度、弹性抗侧刚度、极限位移、耗能的影响.结果表明：采用国产胶合板的墙体具有良好的抗剪性能,可应用于剪力墙制作,而采用国产花旗龙板的墙体其抗剪性能较差,建议在实践中仅作为强度储备;采用国产杉木墙骨柱的墙体其抗剪性能稍劣于采用SPF墙骨柱的墙体;与标准墙相比,采用国产杉木和国产胶合板制作的墙体其抗剪性能明显降低.     

钢-木屈曲约束支撑增强胶合木框架抗侧性能试验研究

为研究屈曲约束支撑增强胶合木框架的抗侧性能,制作了四榀胶合木框架试件,包括一榀纯木框架、一榀胶合木支撑增强木框架以及两榀碳纤维布缠绕钢-木屈曲约束支撑增强木框架。通过水平低周反复荷载试验,对木框架的损伤模式、滞回曲线、骨架曲线、刚度退化和耗能能力进行了研究,并研究了屈曲约束支撑刚度对木框架抗侧性能的影响。结果表明：侧向力作用下胶合木支撑发生平面外失稳的脆性破坏,屈曲约束支撑除端部钢板平面外弯曲外无明显损坏;胶合木支撑和屈曲约束支撑均能显著增强木框架的抗侧刚度和抗侧承载力,但相对纯木框架,胶合木支撑增强木框架位移延性系数降低了22.5%,屈曲约束支撑增强木框架位移延性系数增加约41.6%;屈曲约束支撑增强木框架刚度退化明显,但其有效刚度始终大于其他木框架;屈曲约束支撑增强木框架的总耗能约为胶合木支撑增强木框架的228%。提高约束屈曲支撑的刚度能够进一步提升木框架的抗侧性能。     

不同上部刚度对木框架剪力墙受力性能影响的试验研究

木框架剪力墙试验研究时,荷载传递梁的刚度对木框架剪力墙的破坏模式以及侧向荷载承载力有直接的影响,当木框架剪力墙墙端以及墙中洞口边未采用墙端锚栓时,这种影响更甚。当墙顶连接铰接荷载传递梁时,在水平荷载作用下,木框架剪力墙的墙端易于被上拔而与墙基础分离,此时试验所得到的木框架剪力墙的侧向荷载承载力接近于下限值;反之,刚性荷载传递梁所得到的木框架剪力墙的侧向荷载承载力接近于上限值。主要通过22片墙体的试验研究来了解上层墙体、楼盖刚度对下层木框架剪力墙受力性能的影响。其中16片为6m长2.44m高的单层足尺木框架剪力墙,墙顶一半采用铰接荷载传递梁一半采用刚性荷载传递梁,4片为足尺典型二层墙体,另外2片为增加了墙端锚栓的单层足尺木框架剪力墙。对试验结果从初始刚度、极限荷载、极限位移、能量耗散以及锚栓内力等方面进行分析,最后形成了采用刚性荷载传递梁和二层墙体均能增加墙体侧向荷载承载力的结论。     

钢框架-钢板剪力墙结构滞回性能试验研究

将钢板剪力墙作为抗侧力体系嵌入半刚性钢框架中,形成半刚性钢框架-钢板剪力墙结构(SFSW)。为研究SFSW的滞回性能,对一榀1/3比例两层单跨试件进行循环加载试验,分析结构的承载力、延性、耗能和破坏机理。基于塑性原理,提出了结构水平极限承载力的简化计算方法。结果表明:结构侧向承载力高、延性及耗能良好;结构拥有理想的内力传递途径与分配方式,钢板剪力墙承担大部分水平荷载,钢框架承担大部分倾覆弯矩;钢板剪力墙的过早屈曲使结构刚度弱化、耗能能力下降;提出的塑性简化计算方法可以用于估计结构水平极限承载力。     

加固后钢筋混凝土框架结构抗震性能试验研究

为研究不同加固方式对混凝土框架结构抗震性能的影响,通过对6榀采用钢支撑和剪力墙加固的单层、单榀混凝土框架试件进行低周反复荷载试验,对比分析不同加固方式下框架结构的水平极限承载力、累积滞回耗能、变形能力和破坏方式等抗震性能。结果表明:采用弱钢支撑加固的混凝土框架试件水平极限承载力和初始抗侧刚度得到一定程度的提高,其水平承载力达到峰值后缓慢下降,试件具有良好的变形能力和耗能能力;采用强钢支撑和混凝土剪力墙加固的混凝土框架试件水平极限承载力和初始抗侧刚度均得到较大程度的提高,由于剪力墙以及强钢支撑加固试件的外框架发生破坏,水平承载力达到峰值后迅速下降,试件变形能力和耗能能力较弱。因此采用强钢支撑加固混凝土框架时,应同时对框架构件进行加固以避免水平荷载作用下构件先于支撑发生破坏,加固后结构不仅具有较高的水平极限承载力和初始抗侧刚度,也具有较好的耗能和变形能力。     

Finite element modeling and parametric analysis of timber–steel hybrid structures

This paper presents finite element modeling and a parametric analysis of prototype timber–steel hybrid structures, which are composed of steel moment‐resisting frames and infill wood‐frame shear walls. A user‐defined element was developed to model the behavior of the infill wood shear walls based on the concept of pseudo‐nail model. The element was implemented as a subroutine in a finite element software package abaqus . The model was verified by reversed cyclic test results and further used in a parametric analysis to investigate the lateral performance of timber–steel hybrid shear walls with various structural configurations. The results showed that the infill wall was quite effective within small drift ratios, and the elastic lateral stiffness of the hybrid shear wall increased when a stronger infill wall was used. In order to ensure the structural efficiency of the hybrid shear wall system, it is beneficial to use relatively strong timber–steel bolted connections to make sure the shear force can be transferred effectively between the steel frame and the infill wall. Copyright © 2013 John Wiley & Sons, Ltd.     

Analyses on mechanical performance of innovative composite shear wall systems

钢板-混凝土组合剪力墙由钢框架、内嵌钢板及一侧通过螺栓与之连接的混凝土板组成,其中传统组合剪力墙中混凝土板四边与钢框架直接接触,而改进组合剪力墙中二者之间有一定间距,以避免其在结构侧移较小时发生接触。采用ABAQUS有限元软件分别建立了组合剪力墙的精细有限元模型,研究了其受力性能以及板框相互作用全过程,分析了钢板高厚比对组合剪力墙整体承载力、抗侧刚度以及板框剪力分配等的影响。研究表明：组合剪力墙中混凝土板有效抑制钢板弹性屈曲,钢板主要以剪切屈服承载,对框架柱的附加弯矩较钢板剪力墙明显降低;相比钢板剪力墙,传统组合剪力墙承载力提高25%,抗侧刚度提高10%,混凝土板承载近30%;改进组合剪力墙承载力提高10%,抗侧刚度提高5%,混凝土板基本不承担剪力;随着钢板高厚比的减小,组合剪力墙的承载力与抗侧刚度提高,但两类组合剪力墙之间的差别变小;钢板承载比例不断增大,当钢板过厚时需要防止底层框架过早屈服。     

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.     

Load-sharing mechanism in timber-steel hybrid shear wall systems

The lateral performance of timber-steel hybrid shear wall systems with regard to the interaction between the steel frame and the infill wood shear wall was investigated in this paper. A numerical model for the timber-steel hybrid shear wall system was developed and verified against test results. Design parameters, such as the lateral infill-to-frame stiffness ratio and the arrangements of wood-steel bolted connections were studied using the numerical model. Some design recommendations were also proposed based on the parametric analysis. In the hybrid shear wall system, the infill wood wall was found to resist a major part of the lateral load within relatively small wall drifts, and then the steel frame provided more lateral resistance. Under seismic loads, the infill wood wall could significantly reduce the inter-story drift of the hybrid system, and a complementary effect between the infill wood wall and the steel frame was observed through different lateral load resisting mechanisms, which provided robustness to the hybrid shear wall systems.     

半刚性连接钢框架-非加劲钢板剪力墙结构性能研究

半刚性连接钢框架-非加劲钢板剪力墙结构弥补了传统抗弯钢框架侧向刚度不足的缺点,为采用更加经济的半刚性节点提供了可能。为研究不同梁柱连接刚度对双体系结构抗震性能的影响,完成了3个单跨两层不同梁柱连接刚度试件的水平低周往复加载试验研究,系统分析了三者的整体性能和破坏模态,拟从承载力、刚度、延性、耗能、整体性能和节点性能六个方面对双体系的节点刚度与墙体的匹配效果进行评价。结果表明:在半刚性框架内设置钢板墙能较大程度提高结构的极限承载力与侧向刚度;结构具有理想的屈服顺序,内填板在加载初期非常有效。屈服区域延伸至整个墙体时,附加荷载将基本上由边缘构件承担,试件破坏主要由内填板的屈服和框架柱的弯扭失稳控制;节点刚度退化小,且内填板的设置缓解了节点区自身的延性要求,梁柱连接形式对试件的抗侧刚度和整体强度的影响不大,降低连接刚度有利于提高试件延性和耗能能力。     

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。     

填充正交胶合木剪力墙板的胶合木框架抗震性能试验研究

为研究胶合木框架及其填充正交胶合木（CLT）剪力墙板后结构的抗震性能,按照1∶1.5的缩尺比,设计并制作了1个单层单跨胶合木纯框架试件和4个具有不同设计参数的单层单跨胶合木框架-CLT剪力墙板试件,对其进行低周往复加载试验,得到了5个试件的破坏形态、荷载-位移滞回特性、刚度退化、耗能和变形能力等抗震性能指标,分析了胶合木框架与CLT剪力墙板的抗侧协同工作机理。结果表明：胶合木纯框架侧向变形较大,节点区出现明显的剪切裂缝,梁端节点破坏程度明显大于柱脚节点。填充CLT剪力墙板后胶合木框架的抗侧承载力得到较大幅度提高,框架节点的破坏程度得到显著改善,结构的耗能能力明显增强;CLT剪力墙板中开设的洞口类型及尺寸对其破坏方式和破坏程度产生影响。增设门洞、窗洞和无洞口CLT剪力墙板试件较纯框架试件的弹性抗侧刚度分别提高966%、1147%和1310%;随着CLT剪力墙板跨高比的增加,试件的承载能力和刚度均有一定的提升。填充CLT剪力墙板后胶合木框架的弹塑性层间位移角介于0.028~0.044;从加载开始至试件破坏,CLT剪力墙板承担的侧向荷载超过50%。     

带砌体填充墙框架弹性抗侧刚度计算方法对比分析

对于带砌体填充墙框架,当填充墙与框架紧密接触时,填充墙将会提高纯框架的侧向刚度,可能改变结构的平面及竖向侧向刚度分布,影响其在地震作用下的承载力及耗能能力等抗震性能。 为研究带填充墙框架在弹性阶段抗侧刚度的合理计算方法, 整理了以等效斜压杆模型为主的国内外相关计算公式, 并结合近年来带填充墙的框架在低周往复荷载作用下的试验, 将理论计算结果与试验实测值进行对比分析。结果表明： 在带填充墙的RC框架中,直接考虑填充墙弯曲变形和剪切变形得到的弹性阶段抗侧刚度计算值为实测值的1.94~8.05倍;在等效斜压杆模型中,斜压杆的宽度对抗侧刚度的计算结果影响很大;斜压杆宽度的取值应考虑填充墙与框架之间相对刚度的影响,其中MSJC提出的斜压杆宽度计算公式较为合理。     

Experimental study on seismic performance of glued-laminated timber frame infilled with CLT shear wall

为研究胶合木框架及其填充正交胶合木（CLT）剪力墙板后结构的抗震性能，按照1∶1.5的缩尺比，设计并制作了1个单层单跨胶合木纯框架试件和4个具有不同设计参数的单层单跨胶合木框架-CLT剪力墙板试件，对其进行低周往复加载试验，得到了5个试件的破坏形态、荷载-位移滞回特性、刚度退化、耗能和变形能力等抗震性能指标，分析了胶合木框架与CLT剪力墙板的抗侧协同工作机理。结果表明：胶合木纯框架侧向变形较大，节点区出现明显的剪切裂缝，梁端节点破坏程度明显大于柱脚节点。填充CLT剪力墙板后胶合木框架的抗侧承载力得到较大幅度提高，框架节点的破坏程度得到显著改善,结构的耗能能力明显增强；CLT剪力墙板中开设的洞口类型及尺寸对其破坏方式和破坏程度产生影响。增设门洞、窗洞和无洞口CLT剪力墙板试件较纯框架试件的弹性抗侧刚度分别提高966%、1147%和1310%；随着CLT剪力墙板跨高比的增加，试件的承载能力和刚度均有一定的提升。填充CLT剪力墙板后胶合木框架的弹塑性层间位移角介于0.028~0.044；从加载开始至试件破坏，CLT剪力墙板承担的侧向荷载超过50%。     

Experimental study of lateral load behavior of H‐shaped precast reinforced concrete shear walls with bolted steel connections

This paper presents an experimental study of H‐shaped precast reinforced concrete shear walls involving vertical connections under combined vertical and lateral loading. The H‐wall is composed of two prefabricated flange wall panels: one prefabricated web wall panel and vertical bolted steel connections between the flange and web panels. The assembling of the H‐wall is completely dry without any in situ casting. Three H‐wall specimens were constructed and tested to investigate the mechanical behavior and seismic performance of them. The lateral load‐bearing capacity, ductility, energy dissipation, lateral stiffness, strain in the connecting steel frame, and sliding within the bolted steel connections are presented and discussed to evaluate the effectiveness of the vertical connections. The ultimate shear‐resistance mechanism of the precast H‐wall assembly is also analyzed. The H‐wall assemblies generally possess high load‐bearing capacity, favorable ductility, and good energy‐dissipating capacity. The thickness of the steel plates in the connecting steel frame affects the lateral stiffness and the ultimate load‐bearing capacity of the H‐walls. Furthermore, the encasing steel plates for the web wall panel not only helps transfer the stress in the wall steel bars but also confines the concrete resulting in improved ductility.