自复位防屈曲支撑结构抗震性能及设计方法
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摘要
现代城市应具备在大灾难后足够的恢复能力，使得人的生活不因灾难而受到大的影响。自复位体系正是在这样的背景下产生的。现有的自复位体系大多采用形状记忆合金或者复合有机材料充当复位筋，两者造价均较高。另外，部分自复位体系/支撑采用摩擦耗能机制，摩擦面的老化及稳定性是一个棘手的问题。防屈曲支撑以其饱满稳定的滞回性能获得很多研究者及工程师的青睐，但是，其弹塑性耗能机制使得结构震后产生不可忽略的残余变形。
针对以上问题，本文进行了以下工作。
（1）综合考虑防屈曲支撑及自复位体系的优点，提出了一种新型防屈曲支撑——自复位防屈曲支撑（SCBRB）。在此基础上，给出复位材料的选择方案和设计方法。如果综合复位及耗能能力，则预应力与耗能内芯屈服强度相等时为最佳方案。通过对纯防屈曲支撑、纯复位支撑及自复位防屈曲支撑拟静力试验对比表明：复位防屈曲支撑基本消除了纯防屈曲支撑的残余变形，具有良好的复位效果和相当的耗能能力。
（2）给出单自由度防屈曲支撑体系的几个重要参数，并给出了单自由度防屈曲支撑结构的恢复力模型与这些参数之间的关系。通过对自复位钢框架结构的时程分析，对比了自复位防屈曲支撑、防屈曲支撑及普通钢框架的抗震性能；通过参数分析，给出结构设计时几个重要参数的建议取值。通过对不同梁端连接方式的结构抗震性能的研究发现，梁对柱子转动约束能力越弱，则柱子弹性变形能力越强，结构也就越柔。当地震强度很大时，则梁端铰接体系更有利于消除残余变形。
（3）对等效线性化方法在自复位防屈曲支撑结构的应用进行了研究。通过20条地震记录下两种等效线性化方法求得位移，并与非线性时程分析结果进行对比，结果表明等效线性化方法对于自复位结构的精度比理想弹塑性结构更高；等概率幅值平均等效线性化方法由于考虑了所有位移对等效阻尼和等效刚度的贡献，因此更为精确。
（4）基于非线性位移比，提出一种直接计算自复位结构位移的方法。首先，通过对453600个单自由度体系进行非线性时程分析，得到各类场地统计意义上的等强度位移比谱。然后对位移比谱进行参数分析，得到各个参数对位移比的影响规律。最后，对位移比进行多元非线性回归，得到了位移比的公式。
（5）针对目前大部分结构抗震设计方法均需要迭代以及现有的基于位移直接设计方法的不足这一现状，提出一种基于位移的自复位防屈曲支撑结构直接设计方法。首先，通过大量的统计回归，得到了结构强度折减系数关于位移比的公式。然后，根据目标位移和公式便可计算出结构与支撑的所有主要参数。经其设计的结构是偏于安全的，有效地消除了残余变形。
Modern cities are supposed to recover swiftly from catastrophes, so thathuman life would not be greatly affected during and after such disasters. Thisneeds the infrastructures to behave far superior to what they do now. To this end,self-centering structures have been proposed. The recentering materials in mostexiting self-centering systems are Shape Memory Alloy (SMA) or somecomposite materials which are either expensive or hard to anchor, or both.Besides, energy dissipation of some self-centering systems is achieved thoughfriction and this may introduce two problems:(1) loosening of the prestressedbolts, which would lead to insufficient friction;(2) deterioration of the slidingface, which may change the prescribed friction force.
A Buckling-restrained Brace(BRB) exhibits a stable energy dissipationcapcity, due to this feature, BRBs can significantly reduce the maximumdisplacement in buildings, which results in its popularity in StructureEngineering recently. However, the plastic behavior of a BRB often indicatescertain amount of permanent displacement in the structure after medium tosevere earthquakes.
In order to circumvent these problems, this thesis focus on below issues:
(1) A novel type of self-centering buckling-restrained brace which have bothadvantages of BRB and self-centering system has been proposed. By exploringthe mechanism of SCBRB, it is found that to ensure fully self-centering capacity,the self-centering bars should be endowed with sufficient elongation capacity aswell as considerably large elastic modulus which could afford stiffness in realstructures. It is opitimum that the strength of energy dissipation core be equal tothe prestressing force in the self-centering bars considering the balance btweenenergy-dissipating and self-centering capacitiy.
(2) The primary parameters of a SCBRB system has been found and the therelationship between restoring force of a SCBRB system and the parameters hasbeen given. Using Response History Analysis (RHA), the comparison of SCBRBframes, BRB frames and Moment-resisting frames has been drawn and parameterstudy of the signifigant parameters of SCBRB multi-story buildings has been carried out. Based on that, primary design advice on parameters selection isproposed. To minimize the damages that would occur in frame buildings, theflexible frame buildings are preferable, which are featured by good elasticdeformation capacity, and this goal can be achieved by reducing the beams’rotation restricts to the columns. Pinned beam-to-column connections wouldpostpone the yielding of beams and columns, thus diminishing permanent drift ofthe building, and the benefit from that is more obvious in a huge earthquake.According to different deformation styles caused by various beam-to-columnconnections, effective story drift ratio has been proposed, which is a moreobjective way to evaluate the deformation in columns, when the beams do notstrongly restrain the rotation of the columns.
(3) The application of Equivalent Linearization Methods(ELM) in SCBRBsystem has been studied. Based on the comparisons of displacements obtainedfrom two ELMs and Response History Analysis under20seismic records，thefollowing conclusion has been drawn: the ASD Method introduces smallerdisperseness, compared to the R-H Method; the ELM is much more accurate forSC systems than elastoplastic systems for displacement evaluation, due to theless obvious nonlinearity and plasticity in SC systems.
(4) In order to obtain the statistical nonlinear displacement ratio (CR)spectra,453600SCBRB Single Degree of Freedom RHAs have been carried out.Then the CRformula has been regressed based on the enormous data. Throughthe CRformula, the nonlinear displacement of SCBRB systems can be caculateddirectly without iterations.
(5) According to the CRformula, strength reduction factor(R) formula hasbeen obtained. A direct displacement-based design methodology for SCBRBsteel structures, according to R formula, has been proposed. The methodology isstraightforward, so iteration is unneccesary. The example shows that the designresult is conservative and can effectively deminish residual drift.
针对以上问题，本文进行了以下工作。
（1）综合考虑防屈曲支撑及自复位体系的优点，提出了一种新型防屈曲支撑——自复位防屈曲支撑（SCBRB）。在此基础上，给出复位材料的选择方案和设计方法。如果综合复位及耗能能力，则预应力与耗能内芯屈服强度相等时为最佳方案。通过对纯防屈曲支撑、纯复位支撑及自复位防屈曲支撑拟静力试验对比表明：复位防屈曲支撑基本消除了纯防屈曲支撑的残余变形，具有良好的复位效果和相当的耗能能力。
（2）给出单自由度防屈曲支撑体系的几个重要参数，并给出了单自由度防屈曲支撑结构的恢复力模型与这些参数之间的关系。通过对自复位钢框架结构的时程分析，对比了自复位防屈曲支撑、防屈曲支撑及普通钢框架的抗震性能；通过参数分析，给出结构设计时几个重要参数的建议取值。通过对不同梁端连接方式的结构抗震性能的研究发现，梁对柱子转动约束能力越弱，则柱子弹性变形能力越强，结构也就越柔。当地震强度很大时，则梁端铰接体系更有利于消除残余变形。
（3）对等效线性化方法在自复位防屈曲支撑结构的应用进行了研究。通过20条地震记录下两种等效线性化方法求得位移，并与非线性时程分析结果进行对比，结果表明等效线性化方法对于自复位结构的精度比理想弹塑性结构更高；等概率幅值平均等效线性化方法由于考虑了所有位移对等效阻尼和等效刚度的贡献，因此更为精确。
（4）基于非线性位移比，提出一种直接计算自复位结构位移的方法。首先，通过对453600个单自由度体系进行非线性时程分析，得到各类场地统计意义上的等强度位移比谱。然后对位移比谱进行参数分析，得到各个参数对位移比的影响规律。最后，对位移比进行多元非线性回归，得到了位移比的公式。
（5）针对目前大部分结构抗震设计方法均需要迭代以及现有的基于位移直接设计方法的不足这一现状，提出一种基于位移的自复位防屈曲支撑结构直接设计方法。首先，通过大量的统计回归，得到了结构强度折减系数关于位移比的公式。然后，根据目标位移和公式便可计算出结构与支撑的所有主要参数。经其设计的结构是偏于安全的，有效地消除了残余变形。
Modern cities are supposed to recover swiftly from catastrophes, so thathuman life would not be greatly affected during and after such disasters. Thisneeds the infrastructures to behave far superior to what they do now. To this end,self-centering structures have been proposed. The recentering materials in mostexiting self-centering systems are Shape Memory Alloy (SMA) or somecomposite materials which are either expensive or hard to anchor, or both.Besides, energy dissipation of some self-centering systems is achieved thoughfriction and this may introduce two problems:(1) loosening of the prestressedbolts, which would lead to insufficient friction;(2) deterioration of the slidingface, which may change the prescribed friction force.
A Buckling-restrained Brace(BRB) exhibits a stable energy dissipationcapcity, due to this feature, BRBs can significantly reduce the maximumdisplacement in buildings, which results in its popularity in StructureEngineering recently. However, the plastic behavior of a BRB often indicatescertain amount of permanent displacement in the structure after medium tosevere earthquakes.
In order to circumvent these problems, this thesis focus on below issues:
(1) A novel type of self-centering buckling-restrained brace which have bothadvantages of BRB and self-centering system has been proposed. By exploringthe mechanism of SCBRB, it is found that to ensure fully self-centering capacity,the self-centering bars should be endowed with sufficient elongation capacity aswell as considerably large elastic modulus which could afford stiffness in realstructures. It is opitimum that the strength of energy dissipation core be equal tothe prestressing force in the self-centering bars considering the balance btweenenergy-dissipating and self-centering capacitiy.
(2) The primary parameters of a SCBRB system has been found and the therelationship between restoring force of a SCBRB system and the parameters hasbeen given. Using Response History Analysis (RHA), the comparison of SCBRBframes, BRB frames and Moment-resisting frames has been drawn and parameterstudy of the signifigant parameters of SCBRB multi-story buildings has been carried out. Based on that, primary design advice on parameters selection isproposed. To minimize the damages that would occur in frame buildings, theflexible frame buildings are preferable, which are featured by good elasticdeformation capacity, and this goal can be achieved by reducing the beams’rotation restricts to the columns. Pinned beam-to-column connections wouldpostpone the yielding of beams and columns, thus diminishing permanent drift ofthe building, and the benefit from that is more obvious in a huge earthquake.According to different deformation styles caused by various beam-to-columnconnections, effective story drift ratio has been proposed, which is a moreobjective way to evaluate the deformation in columns, when the beams do notstrongly restrain the rotation of the columns.
(3) The application of Equivalent Linearization Methods(ELM) in SCBRBsystem has been studied. Based on the comparisons of displacements obtainedfrom two ELMs and Response History Analysis under20seismic records，thefollowing conclusion has been drawn: the ASD Method introduces smallerdisperseness, compared to the R-H Method; the ELM is much more accurate forSC systems than elastoplastic systems for displacement evaluation, due to theless obvious nonlinearity and plasticity in SC systems.
(4) In order to obtain the statistical nonlinear displacement ratio (CR)spectra,453600SCBRB Single Degree of Freedom RHAs have been carried out.Then the CRformula has been regressed based on the enormous data. Throughthe CRformula, the nonlinear displacement of SCBRB systems can be caculateddirectly without iterations.
(5) According to the CRformula, strength reduction factor(R) formula hasbeen obtained. A direct displacement-based design methodology for SCBRBsteel structures, according to R formula, has been proposed. The methodology isstraightforward, so iteration is unneccesary. The example shows that the designresult is conservative and can effectively deminish residual drift.
引文
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