防屈曲支撑的研究现状及关键理论问题
摘要
防屈曲支撑(BRB)是一种兼具普通支撑和金属阻尼器双重功能的支撑形式,但是必须在通过合理构造以及合理设计方法对各种可能出现的屈曲破坏形态进行有效约束的前提下,防屈曲支撑才能够充当阻尼器的功能。从轴力传递的角度来说,防屈曲支撑中的支撑内芯与约束构件之间是分工的,但从侧向变形约束的角度来说,上述两者又是共同工作的,正是这种相互作用使得此类支撑的工作机理、力学性能以及设计方法均不同于普通支撑,其中的关键理论问题主要表现在支撑内芯与约束构件的相互接触作用、构件稳定性设计方法以及框架与BRB的相互作用等问题上。本文主要针对防屈曲支撑的关键理论问题介绍其研究进展,并指出了有待进一步研究的问题。
引文
[1]Kimura K,Yoshizaki K,Takeda T.Tests on bracesencased by mortar infilled steel tubes[C]∥Sum-maries of Technical Papers of Annual Meeting,Japan:Architectural Institute of Japan,1976.1041-1042.
[2]赵俊贤,吴斌.防屈曲支撑的工作机理及稳定性设计方法[J].地震工程与工程振动,2009,29(3):131-139.
[3]Murase Y,Morishita K,Inoue K,et al.Structuraldesign method of the long brace with axial hysteresisdampers at both ends:Part 1[J].Journal of Struc-tural and Construction Engineering,2004,(578):131-138.
[4]马宁,吴斌,赵俊贤,等.十字形内芯全钢防屈曲支撑构件及子系统足尺试验[J].土木工程学报,2010,43(4):1-7.
[5]Narihara H,Tsujita O,Koeteka Y.The experimentalstudy on buckling restrained braces:Part 1[C]∥Summaries of Technical Papers of Annual Meeting,Japan:Architectural Institute of Japan,2000.911-912.
[6]Fukuda K,Makino T,Ichinohe Y.Development ofbrace-type hysteretic dampers[C]∥Summaries ofTechnical Papers of Annual Meeting,Japan:Architec-tural Institute of Japan,2004.867-868.
[7]Newell J,Uang C M,Benzoni G.Subassemblagetesting of corebrace buckling-restrained braces(G se-ries)[R].San Diego:University of California,2006.
[8]Zhao J X,Wu B,Ou J P.A novel type of angle steelbuckling-restrained brace[J].Earthquake Engineeringand Structural Dynamics,2010(in press).
[9]高向宇,张慧,杜海燕,等.组合热轧角钢防屈曲支撑构造及抗震试验[J].北京工业大学学报,2008,34(5):498-503.
[10]Iwata M,Murai M.Buckling-restrained brace usingsteel mortar planks;performance evaluation as a hys-teretic damper[J].Earthquake Engineering andStructural Dynamics,2006,(35):1807-1826.
[11]梅洋,吴斌,赵俊贤.新型组合钢管混凝土式防屈曲支撑滞回性能实验[C]∥第三届全国城市与工程安全减灾学术研讨会,2010(已投).
[12]李妍,吴斌,王倩颖,等.防屈曲钢支撑阻尼器的试验研究[J].土木工程学报,2006,39(7):9-14.
[13]Takahashi S,Mochizuki N.Experimental study onbuckling of unbonded braces under axial compressiveforce:Part 1[C]∥Summaries of Technical Papers ofAnnual Meeting,Japan:Architectural Institute ofJapan,1979.1623-1626.
[14]Fujimoto M,Wada A,Saeki E,et al.A study on theunbonded brace encased in buckling-restraining con-crete and steel tube[J].Journal of Structural andConstruction Engineering,1988,(34B):249-258.
[15]Nagao T,Takahashi S.A study on the elasto-plasticbehavior of unbonded composite bracing:Part 2[J].Journal of Structural and Construction Engineering,1991,422(4):42-56.
[16]Yoshida K,Ando N,Mitani I.Stiffness requirementof reinforced unbonded brace cover[J].Journal ofStructural and Construction Engineering,1999,521(7):141-147.
[17]Inoue K,Sawaizumi S,Higashibata Y,et al.Bracingdesign criteria of the reinforced concrete panel includ-ing unbonded steel diagonal braces[J].Journal ofStructural and Construction Engineering,1992,432(2):41-49.
[18]Zhao J X,Wu B,Ou J P.Flexural response of anglesteel buckling-restrained braces with pinned connec-tions considering end rotation[C]∥The 11th Inter-national Symposium on Structural Engineering,2010(in press).
[19]Zhao J X,Wu B,Uang C M,et al.Effect of braceend rotation on the global stability of a type of pin-connected steel angle buckling-restrained braces[C]∥The 9th Pacific Structural Steel Conference,2010(in press).
[20]Takeuchi T,Hajjar J F,Matsui R,et al.Local buck-ling restraint condition for core plates in buckling re-strained braces[J].Journal of Constructional SteelResearch,2010,(66):139-149.
[21]马宁.全钢防屈曲支撑及其钢框架结构抗震性能与设计方法[D].哈尔滨:哈尔滨工业大学,2010.
[22]Shimizu T,Fujisawa K,Uemura K,et al.Designmethod to prevent buckling of low yield strength steeltube brace and fracturing of joints:Part 1[C]∥Sum-maries of Technical Papers of Annual Meeting,Japan:Architectural Institute of Japan,1997.781-782.
[23]Ju Y K,Kim M H,Kim J K,et al.Component testsof buckling-restrained braces with unconstrainedlength[J].Engineering Structures,2009,(31):507-516.
[24]Usami T,Kaneko H.Strength of H-shaped braceconstrained flexural buckling having unconstrainedarea at both ends(both ends simply supported)[J].Journal of Structural and Construction Engineering,2001,542(4):171-177.
[25]Saeki E,Maeda Y,Iwamatsu K,et al.Analyticalstudy on unbonded braces fixed in a frame[J].Jour-nal of Structural and Construction Engineering,1996,489(11):95-104.
[26]Tsai K C,Hsiao P C.Pseudo-dynamic test of a full-scale CFT/BRB frame-part 2:Seismic performance ofbuckling-restrained braces and connections[J].Earthquake Engineering and Structural Dynamics,2008,(37):1099-1115.
[27]Nippon Steel Corporation.Hysteresis-damping andSeismic-isolation Technologies by Nippon Steel(Two-part series:1)[R].Japan:Nippon Steel Corporation,2005.
[28]Xie Q.State of the art of buckling-restrained bracesin Asia[J].Journal of Constructional Steel Research,2005,(61):727-748.
[2]赵俊贤,吴斌.防屈曲支撑的工作机理及稳定性设计方法[J].地震工程与工程振动,2009,29(3):131-139.
[3]Murase Y,Morishita K,Inoue K,et al.Structuraldesign method of the long brace with axial hysteresisdampers at both ends:Part 1[J].Journal of Struc-tural and Construction Engineering,2004,(578):131-138.
[4]马宁,吴斌,赵俊贤,等.十字形内芯全钢防屈曲支撑构件及子系统足尺试验[J].土木工程学报,2010,43(4):1-7.
[5]Narihara H,Tsujita O,Koeteka Y.The experimentalstudy on buckling restrained braces:Part 1[C]∥Summaries of Technical Papers of Annual Meeting,Japan:Architectural Institute of Japan,2000.911-912.
[6]Fukuda K,Makino T,Ichinohe Y.Development ofbrace-type hysteretic dampers[C]∥Summaries ofTechnical Papers of Annual Meeting,Japan:Architec-tural Institute of Japan,2004.867-868.
[7]Newell J,Uang C M,Benzoni G.Subassemblagetesting of corebrace buckling-restrained braces(G se-ries)[R].San Diego:University of California,2006.
[8]Zhao J X,Wu B,Ou J P.A novel type of angle steelbuckling-restrained brace[J].Earthquake Engineeringand Structural Dynamics,2010(in press).
[9]高向宇,张慧,杜海燕,等.组合热轧角钢防屈曲支撑构造及抗震试验[J].北京工业大学学报,2008,34(5):498-503.
[10]Iwata M,Murai M.Buckling-restrained brace usingsteel mortar planks;performance evaluation as a hys-teretic damper[J].Earthquake Engineering andStructural Dynamics,2006,(35):1807-1826.
[11]梅洋,吴斌,赵俊贤.新型组合钢管混凝土式防屈曲支撑滞回性能实验[C]∥第三届全国城市与工程安全减灾学术研讨会,2010(已投).
[12]李妍,吴斌,王倩颖,等.防屈曲钢支撑阻尼器的试验研究[J].土木工程学报,2006,39(7):9-14.
[13]Takahashi S,Mochizuki N.Experimental study onbuckling of unbonded braces under axial compressiveforce:Part 1[C]∥Summaries of Technical Papers ofAnnual Meeting,Japan:Architectural Institute ofJapan,1979.1623-1626.
[14]Fujimoto M,Wada A,Saeki E,et al.A study on theunbonded brace encased in buckling-restraining con-crete and steel tube[J].Journal of Structural andConstruction Engineering,1988,(34B):249-258.
[15]Nagao T,Takahashi S.A study on the elasto-plasticbehavior of unbonded composite bracing:Part 2[J].Journal of Structural and Construction Engineering,1991,422(4):42-56.
[16]Yoshida K,Ando N,Mitani I.Stiffness requirementof reinforced unbonded brace cover[J].Journal ofStructural and Construction Engineering,1999,521(7):141-147.
[17]Inoue K,Sawaizumi S,Higashibata Y,et al.Bracingdesign criteria of the reinforced concrete panel includ-ing unbonded steel diagonal braces[J].Journal ofStructural and Construction Engineering,1992,432(2):41-49.
[18]Zhao J X,Wu B,Ou J P.Flexural response of anglesteel buckling-restrained braces with pinned connec-tions considering end rotation[C]∥The 11th Inter-national Symposium on Structural Engineering,2010(in press).
[19]Zhao J X,Wu B,Uang C M,et al.Effect of braceend rotation on the global stability of a type of pin-connected steel angle buckling-restrained braces[C]∥The 9th Pacific Structural Steel Conference,2010(in press).
[20]Takeuchi T,Hajjar J F,Matsui R,et al.Local buck-ling restraint condition for core plates in buckling re-strained braces[J].Journal of Constructional SteelResearch,2010,(66):139-149.
[21]马宁.全钢防屈曲支撑及其钢框架结构抗震性能与设计方法[D].哈尔滨:哈尔滨工业大学,2010.
[22]Shimizu T,Fujisawa K,Uemura K,et al.Designmethod to prevent buckling of low yield strength steeltube brace and fracturing of joints:Part 1[C]∥Sum-maries of Technical Papers of Annual Meeting,Japan:Architectural Institute of Japan,1997.781-782.
[23]Ju Y K,Kim M H,Kim J K,et al.Component testsof buckling-restrained braces with unconstrainedlength[J].Engineering Structures,2009,(31):507-516.
[24]Usami T,Kaneko H.Strength of H-shaped braceconstrained flexural buckling having unconstrainedarea at both ends(both ends simply supported)[J].Journal of Structural and Construction Engineering,2001,542(4):171-177.
[25]Saeki E,Maeda Y,Iwamatsu K,et al.Analyticalstudy on unbonded braces fixed in a frame[J].Jour-nal of Structural and Construction Engineering,1996,489(11):95-104.
[26]Tsai K C,Hsiao P C.Pseudo-dynamic test of a full-scale CFT/BRB frame-part 2:Seismic performance ofbuckling-restrained braces and connections[J].Earthquake Engineering and Structural Dynamics,2008,(37):1099-1115.
[27]Nippon Steel Corporation.Hysteresis-damping andSeismic-isolation Technologies by Nippon Steel(Two-part series:1)[R].Japan:Nippon Steel Corporation,2005.
[28]Xie Q.State of the art of buckling-restrained bracesin Asia[J].Journal of Constructional Steel Research,2005,(61):727-748.
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