钢管混凝土框架—核心筒减震结构的抗震性能研究
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摘要
钢管混凝土框架-核心筒结构是近年来我国高层建筑中广泛应用的结构体系，但钢管混凝土框架-核心筒结构体系的受力机理较为复杂，协同工作机理不明晰，抗震性能有待改善。针对这些不足，将具有良好耗能机制和滞回性能的减震装置设置于钢管混凝土框架-核心筒结构中，形成钢管混凝土框架-核心筒减震结构体系,使结构具有更优良的抗震性能和更加合理的协同工作机制,同时又增加了结构体系的抗震防线，因此本文对钢管混凝土框架-核心筒减震结构体系的抗震性能进行了相关研究，主要内容包括：
1.设计制作了缩尺比例为1：4的钢管混凝土框架和钢管混凝土减震框架及钢管混凝土框架-剪力墙结构和钢管混凝土框架-剪力墙减震结构等四种结构模型，对其进行了低周反复荷载作用下的抗震性能试验。结合试验数据，分析研究了模型结构的滞回性能、骨架曲线、刚度、强度、耗能指标和应变等性能，研究结果表明：钢管混凝土减震框架和钢管混凝土框架-剪力墙减震结构因设置防屈曲支撑改变了结构的受力性能和破坏模式、延缓了塑性铰的开展；与普通的钢管混凝土框架和钢管混凝土框架-剪力墙结构相比，通过设置耗能减震构件，增加了结构的抗震防线，增强了结构的抗震能力，有效地改善了钢管混凝土框架和钢管混凝土框架-剪力墙结构的抗震性能。
2.以上述低周反复荷载作用下的试验模型结构为对象，采用ABAQUS有限元分析软件进行了非线性数值仿真计算，分析了钢管混凝土减震框架和钢管混凝土框架-剪力墙减震结构的骨架曲线、钢管混凝土柱和剪力墙的应力、阻尼器的工作性能等方面，并对没有阻尼器的结构和减震结构进行了对比分析，研究了钢管混凝土减震框架和钢管混凝土框架-剪力墙减震结构的力学性能；通过改变阻尼器的初始刚度和屈服力，分析研究了耗能减震装置基本参数对钢管混凝土减震框架和钢管混凝土框架-剪力墙减震结构性能的影响。研究结果表明：设置防屈曲支撑，改善了钢管混凝土框架和钢管混凝土框架-剪力墙结构的受力性能；增大防屈曲支撑的初始刚度或屈服力，钢管混凝土减震框架和钢管混凝土框架-剪力墙减震结构的屈服荷载和极限荷载有所提高，防屈曲支撑的耗能总量、附加阻尼比也随之增大。
3.以30层的典型钢管混凝土框架-核心筒结构为研究对象，在结构中不同位置以不同的连接方式分别设置了120个阻尼器，针对防屈曲支撑和黏滞阻尼器各形成了4种减震方案，采用Perform-3D对各种减震方案进行了EL-Centro波、KOBE波和NR波小震和大震作用下的动力弹塑性时程分析，从结构的层间位移角、层剪力、底部剪力、阻尼器耗能和结构耗能等方面分析阻尼器对钢管混凝土框架-核心筒减震结构体系整体抗震性能的影响；并通过与设置了相同数量阻尼器的40层钢管混凝土框架-核心筒减震结构计算结果的对比，研究高宽比对结构抗震性能的影响。研究结果表明：与没有阻尼器的结构相比，设置了黏滞阻尼器的钢管混凝土框架-核心筒减震结构的抗震性能指标均有所改善，设置防屈曲支撑的结构减震效果与阻尼器的设置位置和连接方式有关；设置了黏滞阻尼器的减震结构控制效果和抗震性能要优于设置防屈曲支撑的减震结构；将耗能减震构件沿高度均匀的布置于钢管混凝土框架与核心筒之间，减震效果较为明显。
4．结合上述30层钢管混凝土框架-核心筒减震结构的动力弹塑性时程分析结果，以底层框架剪力分配比和结构构件弹塑性工作状态为依据，对钢管混凝土框架-核心筒减震结构的协同工作机理进行了初步分析，分析结果表明：在钢管混凝土框架-核心筒结构中设置防屈曲支撑和黏滞阻尼器，小震作用下，对钢管混凝土框架和核心筒之间的协同工作没有影响；大震作用下，与没有阻尼器的结构相比，减震结构的框架剪力分配比值有所减小，增强了框架和核心筒之间的协同工作能力，减缓了构件进入塑性工作的程度，达到材料极限应力的构件数量有所降低，将阻尼器沿高度均匀地设置于框架和核心筒之间时改善效应较明显。
5.依托某钢管混凝土框架-核心筒减震结构实际工程，对设置了23个黏滞阻尼器的1:35缩尺模型进行了EL-Centro波、Taft波和人工波作用下的模拟地震振动台试验，通过66个试验工况对没有阻尼器和设置阻尼器的结构模型关键位置的加速度、位移和应变进行了对比分析，对试验结果的分析表明：在多遇地震、设防烈度地震和罕遇地震作用下，钢管混凝土框架-核心筒减震结构的相对位移、加速度、层间位移角、扭转角和应变均有所降低；设置于该混合结构的黏滞阻尼器工作性能良好，起到了一定的耗能减震作用。
6.结合黏滞阻尼器和防屈曲耗能支撑的特点和规范中对钢管混凝土框架-核心筒结构层间位移角的限制要求，采用框架-剪力墙结构位移计算方法和反应谱理论，推导出了钢管混凝土框架-核心筒防屈曲支撑减震结构的支撑合理弹性刚度和钢管混凝土框架-核心筒黏滞阻尼器减震结构的合理阻尼系数计算公式，建立了该减震结构的简化设计方法，并采用该方法对典型平面布置的钢管混凝土框架-核心筒结构用ETABS分析软件进行了分析，验证了该种设计方法的可行性。
The concrete filled steel tubular (CFST) frame-core wall mixed structure has beenadopted widely in the high-rise buildings in China recently. However, the seismicperformance of CFST frame-core wall structure should be improved for itscomplicated force mechanism and fuzzy cooperative working mechanism. Accordingto these problems, the dampers can be set in the CFST frame-core wall structure, andthen the CFST frame-core wall structure with dissipation devices is established, whichhas excellent seismic performance and more reasonable cooperative workingmechanism, whilst the seismic fortification lines of this mixed structure have beenadded. The related researches on the CFST frame-core wall structure with dissipationdevices in this paper had been carried out as follow:
1. The1:4reduced scale structure models of CFST frame, CFST frame withdampers, CFST frame-shear wall structure and CFST frame-shear wall structure withdampers were designed and made, and the comparison experiments under low cyclicloading for these models had been done. Combined with experimental data, theperformances of hysteresis curve, skeleton curve, stillness, strength, energydissipation and the strain of the structure model had been analyzed, and the resultsshow that: the mechanical behavior and the structural failure mode have been changedby installing the buckling-restrained brace (BRB) in the structure, whilst thedevelopment process of plastic hinge has been delayed. Compared with the CFSTframe and the CFST frame-shear wall structure, the seismic fortification lines ofstructure are added and the seismic capacity is enhanced because of dampers, whilstthe seismic performances of the CFST frame and the CFST frame-shear wall structurehave been improved effectively.
2. The nonlinear finite element simulation analysis had been done for the aforesaidexperimental models using the software of ABAQUS, and the skeleton curves of thestructures with dampers, stress of the CFST column and shear wall and the workingperformance of the dampers had been analyzed, whilst the comparative performanceanalysis of the structure with and without dampers had been performed, so themechanical performances of the CFST frame with dissipation devices and CFST frame-shear wall structure with dissipation devices were studied. By changing the initialstiffness and the yield force of the dampers, the effects of the parameters of BRB onthe seismic performance of CFST frame with dissipation devices and CFST frame-shear wall structure with dissipation devices had been analyzed and studied inthe paper. The results show that: the mechanical behavior of the CFST frame andCFST frame-shear wall structure have been improved by setting the dampers instructure. With increasing the initial stiffness and the yield force of the BRB, the yieldload and ultimate load of the CFST frame with dissipation devices and CFSTframe-shear wall structure with dissipation devices have been increased certainly, andthe total dissipation energy of the BRB and the additional damping ratio have beenalso increased.
3. Based on the30-storey typical CFST frame-core wall mixed structure,120dampers were set with different connection with structure and different location instructure. Four damping scheme were formed according to the BRB and viscousdampers, and the nonlinear dynamic time history analysis of each scheme under theEL-Centro、Kobe and NR waves action had been performed by using the software ofperform-3D. The influence of the dampers on the seismic performance of the CFSTframe-core wall structure with dissipation devices had been analyzed in the aspects ofthe story drift, story shear force, base shear force, dissipation energy of damper andstructure. The influence of the aspect ratios on the seismic performance of structurehad been studied based on the calculation results of a40-story CFST frame-core wallstructure with same dampers. The results show that: compared with the structurewithout damper, the seismic performance indexes of CFST frame-core wall structurehave been improved obviously by setting viscous damper in structure, and thedamping effect of structure with BRB is determined by the location and connectionmode of the dampers. The control effect and the seismic performance of structurewith viscous dampers are more excellent than that of structure with BRB. Dampingeffect of structure is more obviously when the dampers are set uniformly along thestructure height and between the CFST frame and the core wall.
4. Based on the nonlinear dynamic time history analysis results of the30-storeyCFST frame-core wall structure, the cooperative working mechanism of the mixedstructure with dampers had been preliminary analyzed according to the shear forcedistribution ratio of the frame and the elastic-plastic working state of structuralmembers. The analysis results show that: for the CFST frame-core wall structure withBRB and viscous dampers, it is no influence on the cooperative working between theCFST frame and the core wall under the frequent earthquake action, however,compared with the structure without damper, the shear force distribution ratio of the frame under the rare earthquake action would be decreased, whilst the cooperativeworking ability of the CFST frame and the core wall is enhanced and the degree ofplastic working state of structure member has been delayed, and the number ofstructural members that the stress of member has reached the ultimate stress aredecreased. Improvement effect of structure in cooperative working ability is moreexcellent when the dampers are set uniformly along the structure height and betweenthe CFST frame and the core wall.
5. The1:35reduced scale model of CFST frame-core wall structure with23viscousdampers had been tested on shaking table under EL-Centro wave, Taft wave andartificial wave action. The accelerations, displacements and strains of key points inthe structures with and without dampers had been analyzed according to the66testconditions. The test results show that: under frequent, design and rare earthquakeaction, the relative displacement, the acceleration, the story drift, the torsion angle andthe strain of the mixed structure with dampers had been decreased obviously. Theviscous dampers in the structure have excellent working performance and play goodrole in energy dissipation.
6. Combined with the characteristics of the BRB and viscous damper and the storydrift limits of the CFST frame-core wall structure in code, the calculating formula ofelastic stiffness for BRB and viscous damping coefficient for viscous damper of theCFST frame-core wall structure with dampers had been derived based on thedisplacement calculation method of frame-shear wall structure and response spectrumtheory. The simplified design method of this structure has been established, and themethod was adopted to design the typical CFST frame-core wall structure withdampers using ETABS analysis software, so the feasibility of the method is verified.
1.设计制作了缩尺比例为1：4的钢管混凝土框架和钢管混凝土减震框架及钢管混凝土框架-剪力墙结构和钢管混凝土框架-剪力墙减震结构等四种结构模型，对其进行了低周反复荷载作用下的抗震性能试验。结合试验数据，分析研究了模型结构的滞回性能、骨架曲线、刚度、强度、耗能指标和应变等性能，研究结果表明：钢管混凝土减震框架和钢管混凝土框架-剪力墙减震结构因设置防屈曲支撑改变了结构的受力性能和破坏模式、延缓了塑性铰的开展；与普通的钢管混凝土框架和钢管混凝土框架-剪力墙结构相比，通过设置耗能减震构件，增加了结构的抗震防线，增强了结构的抗震能力，有效地改善了钢管混凝土框架和钢管混凝土框架-剪力墙结构的抗震性能。
2.以上述低周反复荷载作用下的试验模型结构为对象，采用ABAQUS有限元分析软件进行了非线性数值仿真计算，分析了钢管混凝土减震框架和钢管混凝土框架-剪力墙减震结构的骨架曲线、钢管混凝土柱和剪力墙的应力、阻尼器的工作性能等方面，并对没有阻尼器的结构和减震结构进行了对比分析，研究了钢管混凝土减震框架和钢管混凝土框架-剪力墙减震结构的力学性能；通过改变阻尼器的初始刚度和屈服力，分析研究了耗能减震装置基本参数对钢管混凝土减震框架和钢管混凝土框架-剪力墙减震结构性能的影响。研究结果表明：设置防屈曲支撑，改善了钢管混凝土框架和钢管混凝土框架-剪力墙结构的受力性能；增大防屈曲支撑的初始刚度或屈服力，钢管混凝土减震框架和钢管混凝土框架-剪力墙减震结构的屈服荷载和极限荷载有所提高，防屈曲支撑的耗能总量、附加阻尼比也随之增大。
3.以30层的典型钢管混凝土框架-核心筒结构为研究对象，在结构中不同位置以不同的连接方式分别设置了120个阻尼器，针对防屈曲支撑和黏滞阻尼器各形成了4种减震方案，采用Perform-3D对各种减震方案进行了EL-Centro波、KOBE波和NR波小震和大震作用下的动力弹塑性时程分析，从结构的层间位移角、层剪力、底部剪力、阻尼器耗能和结构耗能等方面分析阻尼器对钢管混凝土框架-核心筒减震结构体系整体抗震性能的影响；并通过与设置了相同数量阻尼器的40层钢管混凝土框架-核心筒减震结构计算结果的对比，研究高宽比对结构抗震性能的影响。研究结果表明：与没有阻尼器的结构相比，设置了黏滞阻尼器的钢管混凝土框架-核心筒减震结构的抗震性能指标均有所改善，设置防屈曲支撑的结构减震效果与阻尼器的设置位置和连接方式有关；设置了黏滞阻尼器的减震结构控制效果和抗震性能要优于设置防屈曲支撑的减震结构；将耗能减震构件沿高度均匀的布置于钢管混凝土框架与核心筒之间，减震效果较为明显。
4．结合上述30层钢管混凝土框架-核心筒减震结构的动力弹塑性时程分析结果，以底层框架剪力分配比和结构构件弹塑性工作状态为依据，对钢管混凝土框架-核心筒减震结构的协同工作机理进行了初步分析，分析结果表明：在钢管混凝土框架-核心筒结构中设置防屈曲支撑和黏滞阻尼器，小震作用下，对钢管混凝土框架和核心筒之间的协同工作没有影响；大震作用下，与没有阻尼器的结构相比，减震结构的框架剪力分配比值有所减小，增强了框架和核心筒之间的协同工作能力，减缓了构件进入塑性工作的程度，达到材料极限应力的构件数量有所降低，将阻尼器沿高度均匀地设置于框架和核心筒之间时改善效应较明显。
5.依托某钢管混凝土框架-核心筒减震结构实际工程，对设置了23个黏滞阻尼器的1:35缩尺模型进行了EL-Centro波、Taft波和人工波作用下的模拟地震振动台试验，通过66个试验工况对没有阻尼器和设置阻尼器的结构模型关键位置的加速度、位移和应变进行了对比分析，对试验结果的分析表明：在多遇地震、设防烈度地震和罕遇地震作用下，钢管混凝土框架-核心筒减震结构的相对位移、加速度、层间位移角、扭转角和应变均有所降低；设置于该混合结构的黏滞阻尼器工作性能良好，起到了一定的耗能减震作用。
6.结合黏滞阻尼器和防屈曲耗能支撑的特点和规范中对钢管混凝土框架-核心筒结构层间位移角的限制要求，采用框架-剪力墙结构位移计算方法和反应谱理论，推导出了钢管混凝土框架-核心筒防屈曲支撑减震结构的支撑合理弹性刚度和钢管混凝土框架-核心筒黏滞阻尼器减震结构的合理阻尼系数计算公式，建立了该减震结构的简化设计方法，并采用该方法对典型平面布置的钢管混凝土框架-核心筒结构用ETABS分析软件进行了分析，验证了该种设计方法的可行性。
The concrete filled steel tubular (CFST) frame-core wall mixed structure has beenadopted widely in the high-rise buildings in China recently. However, the seismicperformance of CFST frame-core wall structure should be improved for itscomplicated force mechanism and fuzzy cooperative working mechanism. Accordingto these problems, the dampers can be set in the CFST frame-core wall structure, andthen the CFST frame-core wall structure with dissipation devices is established, whichhas excellent seismic performance and more reasonable cooperative workingmechanism, whilst the seismic fortification lines of this mixed structure have beenadded. The related researches on the CFST frame-core wall structure with dissipationdevices in this paper had been carried out as follow:
1. The1:4reduced scale structure models of CFST frame, CFST frame withdampers, CFST frame-shear wall structure and CFST frame-shear wall structure withdampers were designed and made, and the comparison experiments under low cyclicloading for these models had been done. Combined with experimental data, theperformances of hysteresis curve, skeleton curve, stillness, strength, energydissipation and the strain of the structure model had been analyzed, and the resultsshow that: the mechanical behavior and the structural failure mode have been changedby installing the buckling-restrained brace (BRB) in the structure, whilst thedevelopment process of plastic hinge has been delayed. Compared with the CFSTframe and the CFST frame-shear wall structure, the seismic fortification lines ofstructure are added and the seismic capacity is enhanced because of dampers, whilstthe seismic performances of the CFST frame and the CFST frame-shear wall structurehave been improved effectively.
2. The nonlinear finite element simulation analysis had been done for the aforesaidexperimental models using the software of ABAQUS, and the skeleton curves of thestructures with dampers, stress of the CFST column and shear wall and the workingperformance of the dampers had been analyzed, whilst the comparative performanceanalysis of the structure with and without dampers had been performed, so themechanical performances of the CFST frame with dissipation devices and CFST frame-shear wall structure with dissipation devices were studied. By changing the initialstiffness and the yield force of the dampers, the effects of the parameters of BRB onthe seismic performance of CFST frame with dissipation devices and CFST frame-shear wall structure with dissipation devices had been analyzed and studied inthe paper. The results show that: the mechanical behavior of the CFST frame andCFST frame-shear wall structure have been improved by setting the dampers instructure. With increasing the initial stiffness and the yield force of the BRB, the yieldload and ultimate load of the CFST frame with dissipation devices and CFSTframe-shear wall structure with dissipation devices have been increased certainly, andthe total dissipation energy of the BRB and the additional damping ratio have beenalso increased.
3. Based on the30-storey typical CFST frame-core wall mixed structure,120dampers were set with different connection with structure and different location instructure. Four damping scheme were formed according to the BRB and viscousdampers, and the nonlinear dynamic time history analysis of each scheme under theEL-Centro、Kobe and NR waves action had been performed by using the software ofperform-3D. The influence of the dampers on the seismic performance of the CFSTframe-core wall structure with dissipation devices had been analyzed in the aspects ofthe story drift, story shear force, base shear force, dissipation energy of damper andstructure. The influence of the aspect ratios on the seismic performance of structurehad been studied based on the calculation results of a40-story CFST frame-core wallstructure with same dampers. The results show that: compared with the structurewithout damper, the seismic performance indexes of CFST frame-core wall structurehave been improved obviously by setting viscous damper in structure, and thedamping effect of structure with BRB is determined by the location and connectionmode of the dampers. The control effect and the seismic performance of structurewith viscous dampers are more excellent than that of structure with BRB. Dampingeffect of structure is more obviously when the dampers are set uniformly along thestructure height and between the CFST frame and the core wall.
4. Based on the nonlinear dynamic time history analysis results of the30-storeyCFST frame-core wall structure, the cooperative working mechanism of the mixedstructure with dampers had been preliminary analyzed according to the shear forcedistribution ratio of the frame and the elastic-plastic working state of structuralmembers. The analysis results show that: for the CFST frame-core wall structure withBRB and viscous dampers, it is no influence on the cooperative working between theCFST frame and the core wall under the frequent earthquake action, however,compared with the structure without damper, the shear force distribution ratio of the frame under the rare earthquake action would be decreased, whilst the cooperativeworking ability of the CFST frame and the core wall is enhanced and the degree ofplastic working state of structure member has been delayed, and the number ofstructural members that the stress of member has reached the ultimate stress aredecreased. Improvement effect of structure in cooperative working ability is moreexcellent when the dampers are set uniformly along the structure height and betweenthe CFST frame and the core wall.
5. The1:35reduced scale model of CFST frame-core wall structure with23viscousdampers had been tested on shaking table under EL-Centro wave, Taft wave andartificial wave action. The accelerations, displacements and strains of key points inthe structures with and without dampers had been analyzed according to the66testconditions. The test results show that: under frequent, design and rare earthquakeaction, the relative displacement, the acceleration, the story drift, the torsion angle andthe strain of the mixed structure with dampers had been decreased obviously. Theviscous dampers in the structure have excellent working performance and play goodrole in energy dissipation.
6. Combined with the characteristics of the BRB and viscous damper and the storydrift limits of the CFST frame-core wall structure in code, the calculating formula ofelastic stiffness for BRB and viscous damping coefficient for viscous damper of theCFST frame-core wall structure with dampers had been derived based on thedisplacement calculation method of frame-shear wall structure and response spectrumtheory. The simplified design method of this structure has been established, and themethod was adopted to design the typical CFST frame-core wall structure withdampers using ETABS analysis software, so the feasibility of the method is verified.
引文
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