偏心支撑结构在现代钢结构应用的试验与理论研究
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摘要
本文根据“利用两个或多个耗能元件协同工作,同时耗能”的设计思路,提出一种新型的框架支撑形式—耗能器偏心支撑,即在偏心支撑斜杆上设置一种摩擦型耗能器。同时,还针对传统梁柱连接节点加强措施存在的不足,提出了用于单斜杆偏心支撑结构的剪切型耗能梁段与柱连接节点的新型改进加盖板方案。本文采用Q235B钢制作了三榀偏心支撑结构试件,并进行了拟静力试验研究。同时采用ANSYS有限元分析程序对偏心支撑结构试件进行了有限元分析,并分析了各截面参数对构件性能的影响。具体完成了如下工作:
1)进行了三榀单斜杆偏心支撑框架结构的1/3缩尺试验方案设计和拟静力试验。主要研究耗能器偏心支撑结构及新型改进加盖板方案用于单斜杆偏心支撑结构在循环荷载作用下的破坏机理和抗震性能,并与传统的剪切型耗能梁段与柱直接相连的单斜杆偏心支撑结构试件在循环荷载作用下的破坏机理和抗震性能相比较,分析了本文提出的两种新型偏心支撑结构的抗震耗能能力和承载力。
2)运用ANSYS分析程序建立框架的有限元模型,系统地分析了上述三榀1/3缩尺试验中的偏心支撑结构试件在单向加载和循环荷载两种加载方式作用下的破坏机理和抗震性能,得到偏心支撑框架的滞回曲线、骨架曲线、刚度退化曲线等一系列相关结果,研究了本文提出的两种新型偏心支撑结构的抗震耗能能力和承载力。
3)将三榀试件的有限元分析结果与试验结果对比,两者吻合较好,验证了有限元分析的精度和正确性。
4)改变两种新型偏心支撑结构的相关参数,利用ANSYS分析程序建立有限元分析模型,研究了不同参数对两种新型偏心支撑结构耗能能力的影响,并提出两种新型偏心支撑结构的改进措施。
综合试验和有限元分析的结果,本文研究主要得到以下结论:
1)新型改进加盖板方案中A段的设置,可以避免剪切铰和弯曲铰在柱边形成,使耗能梁段的剪切破坏远离钢柱翼缘,从而也可以放松钢柱对耗能梁段的约束,并避免在钢柱翼缘处产生层状撕裂,减少震后修复工作量,达到新型节点方案的设计目的。
2)只有在满足耗能梁段与节点加强域(A段)的长度之和≤1.6M_p/V_p的前提条件下,新型改进加盖板方案用于单斜杆偏心支撑结构的剪切型耗能梁段与柱连接节点中,才会表现出较好的抗震耗能能力。
3)新型改进加盖板方案中盖板厚度的改变对单斜杆偏心支撑结构的刚度几乎没有影响,将盖板加厚对试件承载力和耗能能力的影响不大;梁柱连接板厚度的加厚、在A段增设加劲肋、A段长度适当减小等措施可以使耗能梁段的屈服远离钢柱翼缘,可以明显提高试件的耗能能力。
4)单斜杆耗能器偏心支撑结构:由于支撑斜杆上设置了耗能器,相当于在支撑斜杆上设置了一个薄弱部位,在地震荷载下耗能梁段进入塑性以后,耗能器可以产生滑移耗散一部分地震能量,和耗能梁段一起构成两个耗能元件,增加了试件的延性,减少了耗能梁段吸收的能量和转动变形,减轻了耗能梁段的破坏程度,起到了“双保险”的作用,可以达到减少结构地震反应的目的。
5)在弹性阶段,耗能器偏心支撑试件中的耗能器不产生滑移,以支撑作为加强框架侧移刚度的手段,在耗能梁段进入屈服以后,耗能器产生滑移,依靠摩擦耗散地震能量。
6)耗能器偏心支撑结构中的耗能器刚度加大以后,增强了单斜杆偏心支撑结构的刚度,承载力略有提高,耗能梁段的转角明显增大,柱顶位移明显减小,但是试件最终还是因为耗能器的平面外失稳而失去承载力,因而在耗能器偏心支撑结构中的设计中,可以将耗能器刚度适当加大,并在C段采取一定的加强措施。
According to the design ideas of associating work of two or more energy components, a new braced steel frame system—energy dissipating eccentrically brace is proposed, which adds an endergonic device in diagonal brace. Because of the shortcomings of current beam-column joint of D-type eccentrically braced frames, one new reinforced connection protocol between shear links and column—adding cover-plate is advanced, which is used to enhance moment and shear bearing capacity of beam. Major works are shown as follow:
1) The quasi-static experiment on three 1/3 eccentrically braced model frames is described first. Compared with ordinary beam-column joint of D-type eccentrically braced frames, this paper primarily study the failure mechanism and seismic performance of two new type of eccentrically braced frames under cyclic loading and analyzes the energy capacity and ultimate strength of two new frames shown above.
2) The finite element models are created by ANSYS Program. We can receive the result of backbone curve about eccentrically braced frames by analyzing the failure mechanism and seismic performance of two new eccentrically braced frames under cyclic loading and researching the energy capacity and ultimate strength of two new frames shown above.
3) Comparison of finite element analysis and test results to verify the accuracy of finite element analysis.
4) Using ANSYS Program, study the energy capacity of two new eccentrically braced frames by changing the relevant parameters and propose the improvement measures of two new eccentrically braced frames.
The main results of this study according to the comparison of the test results and finite element results are listed below:
1) The setup of A segment can draw the formation of shear hinges and flexural hinges away from column face, preclude yielding in the link, and relax the extreme local deformation in the link flanges. It can also avoid the appearance of lamellar tearing and reduce the mending after the earthquake according to the design purpose of the new type.
2) The premise condition of the adding cover-plate protocol applying for eccentrically braced frame is that the link must be shear and the length summation of the link and A segment must be less than 1.6M_p/V_p.
3) The thickness of cover-plate almost did not have any influence on carrying capacity and dissipating energy of structure. Some factors which affect resisting seismic behavior were the thickness of the connection-plate between beam and column, adding stiffeners, and the decrease of the length of A segment etc.
4) The diagonal energy dissipating eccentrically braced frame: the setup of endergonic device equals the setup of a weak part in the brace. After the link yielded, the endergonic device slipped, dissipated energy along with the link and increased the ductile of the specimen. It can reduce the input energy and the rotation deformation of the link. It provided double insurance and realized the purpose of decreasing the seismic action.
5) In the elastic phase, the endergonic device should not slip. The brace is the major component to resist the lateral load. After the link yielded, the endergonic device began to slip and deform to dissipate energy.
6) The increase of the stiffness of the endergnic device strengthens the stiffness of the frame and enhances the carrying capacity. The rotation of link increased, and the displacement of top column decreased obviously. Finally the specimen failed because the lateral buckling of the endergnic device. In the design of energy dissipating eccentrically brace, the stiffness should be enhanced properly and some strengthen details should be introduced in C segment.
1)进行了三榀单斜杆偏心支撑框架结构的1/3缩尺试验方案设计和拟静力试验。主要研究耗能器偏心支撑结构及新型改进加盖板方案用于单斜杆偏心支撑结构在循环荷载作用下的破坏机理和抗震性能,并与传统的剪切型耗能梁段与柱直接相连的单斜杆偏心支撑结构试件在循环荷载作用下的破坏机理和抗震性能相比较,分析了本文提出的两种新型偏心支撑结构的抗震耗能能力和承载力。
2)运用ANSYS分析程序建立框架的有限元模型,系统地分析了上述三榀1/3缩尺试验中的偏心支撑结构试件在单向加载和循环荷载两种加载方式作用下的破坏机理和抗震性能,得到偏心支撑框架的滞回曲线、骨架曲线、刚度退化曲线等一系列相关结果,研究了本文提出的两种新型偏心支撑结构的抗震耗能能力和承载力。
3)将三榀试件的有限元分析结果与试验结果对比,两者吻合较好,验证了有限元分析的精度和正确性。
4)改变两种新型偏心支撑结构的相关参数,利用ANSYS分析程序建立有限元分析模型,研究了不同参数对两种新型偏心支撑结构耗能能力的影响,并提出两种新型偏心支撑结构的改进措施。
综合试验和有限元分析的结果,本文研究主要得到以下结论:
1)新型改进加盖板方案中A段的设置,可以避免剪切铰和弯曲铰在柱边形成,使耗能梁段的剪切破坏远离钢柱翼缘,从而也可以放松钢柱对耗能梁段的约束,并避免在钢柱翼缘处产生层状撕裂,减少震后修复工作量,达到新型节点方案的设计目的。
2)只有在满足耗能梁段与节点加强域(A段)的长度之和≤1.6M_p/V_p的前提条件下,新型改进加盖板方案用于单斜杆偏心支撑结构的剪切型耗能梁段与柱连接节点中,才会表现出较好的抗震耗能能力。
3)新型改进加盖板方案中盖板厚度的改变对单斜杆偏心支撑结构的刚度几乎没有影响,将盖板加厚对试件承载力和耗能能力的影响不大;梁柱连接板厚度的加厚、在A段增设加劲肋、A段长度适当减小等措施可以使耗能梁段的屈服远离钢柱翼缘,可以明显提高试件的耗能能力。
4)单斜杆耗能器偏心支撑结构:由于支撑斜杆上设置了耗能器,相当于在支撑斜杆上设置了一个薄弱部位,在地震荷载下耗能梁段进入塑性以后,耗能器可以产生滑移耗散一部分地震能量,和耗能梁段一起构成两个耗能元件,增加了试件的延性,减少了耗能梁段吸收的能量和转动变形,减轻了耗能梁段的破坏程度,起到了“双保险”的作用,可以达到减少结构地震反应的目的。
5)在弹性阶段,耗能器偏心支撑试件中的耗能器不产生滑移,以支撑作为加强框架侧移刚度的手段,在耗能梁段进入屈服以后,耗能器产生滑移,依靠摩擦耗散地震能量。
6)耗能器偏心支撑结构中的耗能器刚度加大以后,增强了单斜杆偏心支撑结构的刚度,承载力略有提高,耗能梁段的转角明显增大,柱顶位移明显减小,但是试件最终还是因为耗能器的平面外失稳而失去承载力,因而在耗能器偏心支撑结构中的设计中,可以将耗能器刚度适当加大,并在C段采取一定的加强措施。
According to the design ideas of associating work of two or more energy components, a new braced steel frame system—energy dissipating eccentrically brace is proposed, which adds an endergonic device in diagonal brace. Because of the shortcomings of current beam-column joint of D-type eccentrically braced frames, one new reinforced connection protocol between shear links and column—adding cover-plate is advanced, which is used to enhance moment and shear bearing capacity of beam. Major works are shown as follow:
1) The quasi-static experiment on three 1/3 eccentrically braced model frames is described first. Compared with ordinary beam-column joint of D-type eccentrically braced frames, this paper primarily study the failure mechanism and seismic performance of two new type of eccentrically braced frames under cyclic loading and analyzes the energy capacity and ultimate strength of two new frames shown above.
2) The finite element models are created by ANSYS Program. We can receive the result of backbone curve about eccentrically braced frames by analyzing the failure mechanism and seismic performance of two new eccentrically braced frames under cyclic loading and researching the energy capacity and ultimate strength of two new frames shown above.
3) Comparison of finite element analysis and test results to verify the accuracy of finite element analysis.
4) Using ANSYS Program, study the energy capacity of two new eccentrically braced frames by changing the relevant parameters and propose the improvement measures of two new eccentrically braced frames.
The main results of this study according to the comparison of the test results and finite element results are listed below:
1) The setup of A segment can draw the formation of shear hinges and flexural hinges away from column face, preclude yielding in the link, and relax the extreme local deformation in the link flanges. It can also avoid the appearance of lamellar tearing and reduce the mending after the earthquake according to the design purpose of the new type.
2) The premise condition of the adding cover-plate protocol applying for eccentrically braced frame is that the link must be shear and the length summation of the link and A segment must be less than 1.6M_p/V_p.
3) The thickness of cover-plate almost did not have any influence on carrying capacity and dissipating energy of structure. Some factors which affect resisting seismic behavior were the thickness of the connection-plate between beam and column, adding stiffeners, and the decrease of the length of A segment etc.
4) The diagonal energy dissipating eccentrically braced frame: the setup of endergonic device equals the setup of a weak part in the brace. After the link yielded, the endergonic device slipped, dissipated energy along with the link and increased the ductile of the specimen. It can reduce the input energy and the rotation deformation of the link. It provided double insurance and realized the purpose of decreasing the seismic action.
5) In the elastic phase, the endergonic device should not slip. The brace is the major component to resist the lateral load. After the link yielded, the endergonic device began to slip and deform to dissipate energy.
6) The increase of the stiffness of the endergnic device strengthens the stiffness of the frame and enhances the carrying capacity. The rotation of link increased, and the displacement of top column decreased obviously. Finally the specimen failed because the lateral buckling of the endergnic device. In the design of energy dissipating eccentrically brace, the stiffness should be enhanced properly and some strengthen details should be introduced in C segment.
引文
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