半刚性连接钢框架结构附加有效阻尼比
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摘要
目的研究半刚性连接钢框架参数对结构附加有效阻尼比的影响,为半刚性组合钢框架的抗震设计提供依据.方法从半刚性连接钢框架的特点出发,结合结构附加有效阻尼比的思想,推导了半刚性连接钢框架的附加有效阻尼比计算公式,基于该计算公式,通过参数分析研究了半刚性连接钢框架结构的3个重要参数对结构附加有效阻尼比的影响.结果连接转动刚度增大,附加有效阻尼比增大,且影响较大;结构附加有效阻尼比随着节点抗弯承载力增大而减小,但是呈现非线性变化,随抗弯承载力增大,附加有效阻尼比的变化幅度逐渐减弱;结构变形幅度增大,附加有效阻尼比逐步增大,且基本呈现线性变化.基于参数分析结果,半刚性连接钢框架结构附加有效阻尼比可取0.005.结论根据附加有效阻尼比修正设计反应谱,可以确定地震作用并进行半刚性连接钢框架结构的抗震计算.
In order to design the semi-rigidly connected steel frame in seismic area,the damping ratio must be acquired.Based on the characteristic of the semi-rigidly connected steel frame and principle of additional effective damping ratio,the calculation method of the additional effective damping ratio of semi-rigidly connected steel frame was derived.The influences of three important parameters of semi-rigidly connected steel frame on the damping ratio have been analyzed.These parameters are the rotational stiffness,the moment capacity,and the rotation of the joint.The results presented that the rotational stiffness had a vital importance on the damping ratio,with the increases of the stiffness,the damping ratio increases too.For the moment capacity,as it increases,the damping ratio decreases.The relation between the story drift and the additional effective damping ratio is almost linear,with the story drift increasing,the damping ratio increases.Based on the results of the parameters analysis,the additional effective damping ratio of semi-rigidly connected steel frame can be 0.005.The design spectrum is modified accommodating the effective damping ratio,so the seismic load of semi-rigidly connected steel frame can be determined.
In order to design the semi-rigidly connected steel frame in seismic area,the damping ratio must be acquired.Based on the characteristic of the semi-rigidly connected steel frame and principle of additional effective damping ratio,the calculation method of the additional effective damping ratio of semi-rigidly connected steel frame was derived.The influences of three important parameters of semi-rigidly connected steel frame on the damping ratio have been analyzed.These parameters are the rotational stiffness,the moment capacity,and the rotation of the joint.The results presented that the rotational stiffness had a vital importance on the damping ratio,with the increases of the stiffness,the damping ratio increases too.For the moment capacity,as it increases,the damping ratio decreases.The relation between the story drift and the additional effective damping ratio is almost linear,with the story drift increasing,the damping ratio increases.Based on the results of the parameters analysis,the additional effective damping ratio of semi-rigidly connected steel frame can be 0.005.The design spectrum is modified accommodating the effective damping ratio,so the seismic load of semi-rigidly connected steel frame can be determined.
引文
[1]杨志勇,李桂青,瞿伟廉.结构阻尼的发展及其研究近况[J].武汉工业大学学报,2000,22(3):38-41.
[2]Lin J L,Tsai K C.Simplified seismic analysis of one-way asymmetric elastic systems with supplementaldamping[J].Earthquake Engineering and StructuralDynamics,2007,36:783-800.
[3]Goel R K.Seismic behavior of asymmetric buildingswith supplemental damping[J].Earthquake Engi-neering and Structrural Dynamics,2000,29:461-480.
[4]中华人民共和国建设部.GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2002.
[5]樊海涛,何益斌,肖宏彬.钢筋混凝土建筑非线性阻尼性能及阻尼比表达式研究[J].地震工程与工程振动,2005,25(5):85-90.
[6]Park J H,Min K W,Lan Chung,et al.Equivalent lin-earization of a friction damper-brace system basedon the probability distribution of the extremal dis-placement[J].Engineering Structures,2007,29(6):1226-1237.
[7]Alfredo R S,Achintya H.Energy dissipation at PRframes under seismic loading[J].Journal of StructuralEngineering,2001,127(5):588-592.
[8]石文龙.平端板连接半刚性梁柱组合节点的试验与理论研究[D].上海:同济大学土木工程学院,2006.
[9]Alfredo R S,Achintya H.Nonlinear seismic responseof steel structures with semi-rigid and compositeconnections[J].Journal of Constructional Steel Re-search,1999,51:37-59.
[10]Monforton G R,Wu T S.Matrix analysis of semi-rigidly connected steel frames[J].Journal of Struc-tural Division,1963,89(6):13-42.
[2]Lin J L,Tsai K C.Simplified seismic analysis of one-way asymmetric elastic systems with supplementaldamping[J].Earthquake Engineering and StructuralDynamics,2007,36:783-800.
[3]Goel R K.Seismic behavior of asymmetric buildingswith supplemental damping[J].Earthquake Engi-neering and Structrural Dynamics,2000,29:461-480.
[4]中华人民共和国建设部.GB50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2002.
[5]樊海涛,何益斌,肖宏彬.钢筋混凝土建筑非线性阻尼性能及阻尼比表达式研究[J].地震工程与工程振动,2005,25(5):85-90.
[6]Park J H,Min K W,Lan Chung,et al.Equivalent lin-earization of a friction damper-brace system basedon the probability distribution of the extremal dis-placement[J].Engineering Structures,2007,29(6):1226-1237.
[7]Alfredo R S,Achintya H.Energy dissipation at PRframes under seismic loading[J].Journal of StructuralEngineering,2001,127(5):588-592.
[8]石文龙.平端板连接半刚性梁柱组合节点的试验与理论研究[D].上海:同济大学土木工程学院,2006.
[9]Alfredo R S,Achintya H.Nonlinear seismic responseof steel structures with semi-rigid and compositeconnections[J].Journal of Constructional Steel Re-search,1999,51:37-59.
[10]Monforton G R,Wu T S.Matrix analysis of semi-rigidly connected steel frames[J].Journal of Struc-tural Division,1963,89(6):13-42.
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