【作者】 郑睿；

【导师】 丁玉坤；

【作者基本信息】 哈尔滨工业大学 ， 结构工程， 2014， 硕士

【摘要】 墙板内置无粘结钢板支撑（panel BRB）是一种以外部墙板为约束构件的防屈曲支撑（BRB）。外部墙板与内置支撑之间敷设无粘结材料或留置间隙，内置钢板支撑用于抵抗支撑所承担的全部楼层剪力，外部墙板不用于抵抗楼层剪力，仅用于约束内置支撑，防止内置支撑在受压时发生大幅整体和局部屈曲，使支撑在轴向拉压作用下都能进入屈服，支撑钢材的受压承载力和耗能能力得到充分利用。在有抗震要求且需要较多隔墙的建筑中，可使用墙板内置支撑作为抗侧力构件，外部墙板兼做隔墙，具有良好的应用前景。目前，相比于杆式防屈曲支撑，对墙板内置支撑以及采用墙板内置支撑抗侧力的中心支撑钢框架结构的抗震性能的研究相对较少。针对目前研究中的不足，本文主要对3个两层一跨的墙板内置支撑钢框架体系进行了拟静力试验，并对10层和30层的墙板内置支撑钢框架结构算例进行了抗震分析，考察了结构的抗震性能，并提出了该种结构体系的抗震设计方法和建议。为避免钢筋混凝土墙板内置支撑中墙板的受弯开裂和冲切破坏，本试验采用两种性能较好的墙板来制作墙板内置支撑。其一，采用闭口型压型钢板-混凝土组合墙板。组合墙板中的压型钢板代替普通钢筋混凝土墙板中的钢筋，能够更好地承受拉力，提高墙板的抗弯承载力和延性；内置开孔槽钢与混凝土的组合作用可以提高墙板的抗冲切承载力。其二、通过高强螺栓和自攻螺钉等连接双层墙板骨架形成的轻质组装墙板。主要通过焊接在约束钢板外侧的厚壁矩形钢管对支撑提供约束作用，这种墙板在降低自重的同时还简化了制作工艺与安装流程，便于精确控制支撑与墙板的间隙以及支撑的初弯曲，拥有更高的可靠性。通过对墙板内置单斜支撑刚接框架、墙板内置人字形支撑铰接框架和墙板内置人字形支撑刚接框架的拟静力试验研究，考察了支撑布置形式、墙板形式、支撑与框架的连接形式和梁柱节点的连接形式对墙板内置支撑钢框架滞回性能的影响。试验结果表明，相同层高与跨度内，与单斜支撑相比，人字形支撑拥有更高的抗侧刚度；与闭口型压型钢板-混凝土组合墙板相比，轻钢组装墙板拥有更简单的制作流程和对内置支撑更可靠的侧向约束能力，且能重复利用；与节点区钢柱直接焊接的支撑，传力路径明确，能有效的降低梁端的内力，简化了节点设计；相同侧移下，人字形支撑铰接框架比人字形支撑刚接框架拥有更小的结构内力，整个加载过程中钢梁和柱子并无明显破坏。应用ANSYS程序，考虑材料和几何非线性，对3个墙板内置支撑钢框架的滞回性能进行了数值模拟，探讨了墙板内置支撑钢框架的简化模拟方法，考察了结构顶层水平往复位移加载时支撑与钢框架的受力状态和相互作用，并将结构顶层的荷载-侧移滞回曲线与试验所得的滞回曲线进行对比。结果吻合较好，证明了简化模拟方法的可行性，可为该种支撑钢框架结构弹塑性抗震分析提供参考。应用ANSYS程序，考虑材料和几何非线性，对5个10层和3个30层的支撑跨钢梁和柱子铰接的墙板内置人字形支撑钢框架结构进行了弹塑性时程分析。结果表明，在10层的结构中，多遇地震下所有结构都满足层间侧移角限值的要求；在罕遇地震下，所有结构层间侧移角均满足限值要求，除了钢梁和柱子均铰接的结构，其余结构都满足层间残余变形限值的要求。在30层的结构中，多遇地震下，3个结构的层间侧移均能满足要求；在罕遇地震下，3个结构的层间侧移角都不超过规范限值。总体上，按双重抗侧力体系设计的结构能满足层间残余变形限值的要求。对墙板内置支撑钢框架体系的抗震分析表明，随着钢框架的调整加强，结构的层间侧移和残余变形减小，但是用钢量增大。综合考虑钢结构节点的制作成本和用钢量，建议在中低层建筑中可不按双重体系进行设计，但需要采用非支撑跨梁柱刚接的支撑钢框架结构体系；在高层建筑和对层间侧移限制严格的建筑中，宜按照双重抗侧力体系对框架进行调整加强，即删掉支撑后的框架仍能独立承担25%的基底剪力，此25%的基底剪力可以以侧向分布力或顶部集中力的形式施加于需调整加强的框架上。更多还原

【Abstract】 Unbonded steel plate brace encased in panel (panel BRB) is a typical type ofbuckling-restrained brace (BRB) in which the panel is used to provide restrainingaction to the encased brace. Unbonded materials or gaps are generally employedbetween outer panel and inner steel brace. The inner steel brace resists all of thestory shear force applied to a panel BRB, and the outer panel is only used to preventthe inner brace from large amplitude overall or local buckling. Therefore, the innersteel brace in a panel BRB can yield in axial tension and compression, and thecompressive strength and energy dissipation capacity of steel brace can be usedefficiently. The panel BRBs can work well in anti-seismic structures and the panelscan also work as partition walls. Thus, the prospect for applications of panel BRBsis good.Nowadays, the studies on the seismic performance of the panel BRBs are lesspopular than those of the bar shaped BRBs. According to disadvantageous aspects ofthe steel frames braced by the panel BRBs (panel BRBFs), quasi-static tests forthree panel BRBFs with one span and two stories were conducted. Furthermore, theseismic performance of ten-story and thirty-story panel BRBF models was studiedand therefore seismic design methods and suggestions were proposed.For the preparations of the tests, two type panels with good performance wereadopted to avoid bending cracks or punching shear failure occurred in reinforcedconcrete panels. One type is the profiled steel sheet-concrete composite panel, inwhich the profiled steel sheets with stiffening ribs replace steel bars used inreinforced concrete panels, act as components to resist tension forces and enhanceflexural capaciy and ductility of panel. Moreover, the punching shear capacity of thecomposite panel can be improved by perforated channels. The other type is thelight-weight steel panel assembled by high-strength bolts, self-drilling screws, etc.The lateral restraining actions of panel were provided by the steel tube welded withthe steel plate with bolt holes. This assembled steel panel can reduce the weight ofpanels and facilitate the fabrication and installation of panel BRBs. Also, it isbeneficial to control the initial crookedness of brace, as well as the gaps betweenpanel and brace. Thus, the assembled panel has good performance.Quasi-static tests for a rigid frame braced by diagonal panel BRBs, a hingedframe braced by chevron panel BRBs and a rigid frame braced by chevron panelBRBs were conducted. The effects of the construction details, including theconnections between braces and frames, the connections between beams andcolumns, the shape of braces and the type of panels, on the hysteretic behavior of the panel BRBFs were examined. The tests reveal that, compared with the diagonalpanel BRBs, the chevron panel BRBs have higher lateral stiffness when the heightand span of the panel BRBFs are the same. Compared with the profiled steelsheet-concrete composite panels, the light-weight assembled steel panels exhibitedbetter performance. Especially, the assembled panels were reused for the tests.When connecting a brace to a column, the force transfer route is direct and thedesign of a connection is simplified because inner forces in the beam are reduced.The hinged frames braced by chevron panel BRBs have smaller inner forcescompared with the rigid frames braced by chevron panel BRBs when the lateraldisplacement is the same. During the tests, beams and columns in the hinged framedo not have noticeable failure phenomena.The tested panel BRBFs have been simulated by the ANSYS program in whichthe material and geometrical nonlinearity are modeled in order to examine thehysteric behavior of the panel BRBFs and the interaction between the braces and theframes. According to the analysis results, the simplified simulation method for thepanel BRBs has been investigated. The hysteretic curves acquired from the analysis,which are composed of horizontal load and displacement at the top floor, have goodagreement with those from the tests, indicating that the simplified simulationmethod is acceptable and it can provide a reference for the elasto-plastic seismicanalysis of the steel frames braced by the panel BRBs.The seismic performance of five ten-story chevron panel BRBFs and threethirty-story chevron panel BRBFs has been investigated by the ANSYS program inwhich the material and geometrical nonlinearity are taken into account, and in eachstructure hinged connections are used for two ends of the beams braced by chevronBRBs. The analysis results indicate that all ten-story chevron panel BRBFs can meetthe limit of inter-story drift under frequence excitation of the earthquakes. Undersevere excitation of the earthquakes, all ten-story chevron panel BRBFs can meetthe limit of inter-story drift. Except for the structure in which hinged connectionsare used for all beams, the other ten-story chevron panel BRBFs can also meet thelimit of inter-story residual drift. All thirty-story chevron panel BRBFs can meet thelimit of inter-story drift under frequence excitation of the earthquakes. Under severeexcitation of the earthquakes, all thirty-story chevron panel BRBFs can meet thelimit of inter-story drift. In general, the thirty-story chevron panel BRBFs designedas dual systems can also meet the limit of inter-story residual drift.The seismic analysis for chevron panel BRBFs indicates that the inter-storydrift, as well as the inter-story residual drift, decreases but the amount of steel usedincreases with section areas of the frame members increasing. Considering thefabrication cost of connections and the amount of steel used, a structure composedof hinged frames braced by the panel BRBs and rigid frames can be used in medium and low-rise structures, in which the requirements of dual systems are not necessary.As to high-rise buildings or buildings with strict requirements for the inter-storydrift, it is suggested that rigid frames braced by the panel BRBs be designed as dualsystems. In other words, rigid frames in a structure designed as a dual system shouldindependently resist25%of the total base shear force of the structure, which can beapplied to the rigid frames as lateral distributed forces or a lateral concentrated forceat top of the frames.更多还原