全钢防屈曲支撑局部稳定性设计
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摘要
外包约束构件的刚度和强度是保证防屈曲支撑(BRB)具有稳定承载力和足够延性的关键,设计时不仅要考虑整体失稳,也要考虑局部失稳。对于全钢防屈曲支撑,由于其缺乏混凝土的约束作用更容易发生局部屈曲。该文对全钢防屈曲支撑的局部稳定性进行研究。首先从理论上推导出内芯对外套管的挤压力表达式,继而针对一字形内芯全钢防屈曲支撑推导出其外套管承载力的表达式,最后将整体稳定性分析中的约束比概念拓展到局部稳定性中,得到保证全钢防屈曲支撑局部稳定的约束比表达式及其下限值。结果表明:此约束比与支撑厚度比、间厚比、内芯宽厚比、轴向应变等因素有关,在设计中应综合考虑。
The stiffness and the strength of the outer constraint component are crucial to the properties of buckling-restrained braces(BRBs).In the design,both the local buckling and the flexural buckling should be considered.All-steel BRBs are more vulnerable to the failure in local bucking mode than those restrained by steel tubes filled with concrete,because they are not constrained by concrete.This study focuses on the local buckling of the all-steel BRBs.Firstly,the contact force between the core and the outer tube was analyzed.Then,the formula of the bearing capacity of the outer tube was deduced.Finally,the concept of constraint ratio,which was used in the flexural buckling,was introduced and used in the local buckling.The expression of the constraint ratio was obtained,and its lower limit value to prevent the all-steel BRBs from local buckling was suggested.The results indicate the constraint ratio depends on the ratio of the thickness of the tube to that of the core,the ratio of the width to the thickness of the core,the ratio of the gap to the thickness of the core,and the axial strain.All of those influencing factors should be considered in the design of the all-steel BRBs.
The stiffness and the strength of the outer constraint component are crucial to the properties of buckling-restrained braces(BRBs).In the design,both the local buckling and the flexural buckling should be considered.All-steel BRBs are more vulnerable to the failure in local bucking mode than those restrained by steel tubes filled with concrete,because they are not constrained by concrete.This study focuses on the local buckling of the all-steel BRBs.Firstly,the contact force between the core and the outer tube was analyzed.Then,the formula of the bearing capacity of the outer tube was deduced.Finally,the concept of constraint ratio,which was used in the flexural buckling,was introduced and used in the local buckling.The expression of the constraint ratio was obtained,and its lower limit value to prevent the all-steel BRBs from local buckling was suggested.The results indicate the constraint ratio depends on the ratio of the thickness of the tube to that of the core,the ratio of the width to the thickness of the core,the ratio of the gap to the thickness of the core,and the axial strain.All of those influencing factors should be considered in the design of the all-steel BRBs.
引文
[1]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.Li Yan,Wu Bin,Wang Qianying,et al.An experimental study of anti-buckling steel damping-braces[J].China Civil Engineering Journal,2006,39(7):9―14.(in Chinese)
[2]申波,邓长根.双钢管构件由点接触到线接触的连续过渡[J].工程力学,2007,24(2):154―160.Shen Bo,Deng Changgen.Continuous transition from point contact to line contact between the axially compressed inner core and the flexible sleeve in a sleeved column[J].Engineering Mechanics,2007,24(2):154―160.(in Chinese)
[3]申波,邓长根.套管构件中轴压内核与柔性套筒线接触的屈曲[J].工程力学,2007,24(11):63―69.Shen Bo,Deng Changgen.Buckling of line-contact segment between axially compressed inner core and flexible sleeve in a sleeved column[J].EngineeringMechanics,2007,24(11):63―69.(in Chinese)
[4]马宁,吴斌,赵俊贤,等.十字形内芯全钢防屈曲钢支撑抗震性能构件及子系统足尺试验[J].土木工程学报,2010,43(4):1―7.Ma Ning,Wu Bin,Zhao Junxian,et al.Full scale uniaxial and subassemblage tests on seismic behavior of all-steel buckling-restrained brace[J].China Civil Engineering Journal,2010,43(4):1―7.(in Chinese)
[5]叶列平,马千里,程光煜,等.西部机电科技商务中心钢结构消能减震计算分析[J].工程抗震与加固改造,2005,27(3):20―25.Ye Lieping,Ma Qianli,Cheng Guangyu,et al.A seismic analysis of machine technology business centre with energy dissipation braces[J].Earthquake Resistant Engineering and Retrofitting,2005,27(3):20―25.(in Chinese)
[6]李国强,宫海,张杨,等.TJ型屈曲约束支撑在加固工程中关键技术研究[J].建筑结构,2010,40(增刊2):135―138.Li Guoqiang,Gong Hai,Zhang Yang,et al.Study on key technologies of TJ buckling restrained braces in strengthening projects[J].Building Structures,2010,40(Suppl2):135―138.(in Chinese)
[7]周云,邓雪松,钱洪涛,等.开孔式三重钢管防屈曲耗能支撑性能试验研究[J].土木工程学报,2010,43(9):77―86.Zhou Yun,Deng Xuesong,Qian Hongtao,et al.An experimental study of the perforation-type triple-steel tube buckling-restrained brace[J].China Civil Engineering Journal,2010,43(9):77―86.(in Chinese)
[8]Ju Y K,Kim M,Kim J,et al.Component tests of buckling-restrained braces with unconstrained length[J].Engineering Structures,2009,31(2):507―516.
[9]Mazzolani F M,Corte G D,Aniello M.Experimental analysis of steel dissipative bracing systems for seismic upgrading[J].Journal of Civil Engineering and Management,2009,15(1):7―19.
[10]Watanabe A,Hitomi Y,Yaeki E,et al.Properties of brace encased in buckling-restraining concrete and steel tube[C].Proceedings of the9th World Conference on Earthquake Engineering.Tokyo-Kyoto Japan,1988.
[11]Fujimoto M,Wada A,Saeki E,et al.A study on the unbonded brace encased in buckling-restraining concrete and steel tube[J].Journal of Structural and Construction Engineering,1988,34:249―258.
[12]程光煜,叶列平,崔鸿超.防屈曲耗能钢支撑设计方法的研究[J].建筑结构学报,2008,29(1):40―48.Cheng Guangyu,Ye Lieping,Cui Hongchao.Study on the design method of buckling-restrained brace[J].Journal of Building Structures,2008,29(1):40―48.(in Chinese)
[13]Nagao T,Takahashi S.A study on the elasto-plastic behavior of unbonded composite bracing:Part2[J].Journal of Structural and Construction Engineering,1999,521(7):141―147.
[14]郭彦林,江磊鑫.型钢组合装配式防屈曲支撑性能及设计方法研究[J].建筑结构,2010,40(1):30―37.Guo Yanlin,Jiang Leixin.Behavior and application of buckling-restrained braces assembled with section steels[J].Building Structures,2010,40(1):30―37.(in Chinese)
[15]Manabe N,Simokawa H,Kamiya M,et al.Elasto plastic behavior of flat-bar braces stiffened by square steel tube[C].Summaries of Technical Papers of Annual Meeting,Architectural Institute of Japan,Structural Engineering Section,1996.
[16]Kamiya M,Simokawa H,Morino S,et al.Elasto-plastic behavior of flat-bar braces stiffened by square steel tube(Part2)[C].Summaries of Technical Papers of Annual Meeting,Architectural Institute of Japan,Structural Engineering Section,1997.
[17]Matsui R,Takeuchi T,Hajar J F,et al.Local buckling restraint condition for core plates in buckling restrained braces[C].The14th World Conference on Earthquake Engineering,Beijing China,2008.
[18]赵俊贤,吴斌.防屈曲钢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.Zhao Junxian,Wu Bin.Working mechanism and stability design methods of buckling-restrained braces[J].Journal of Earthquake Engineering and Engineering Vibration,2009,29(3):131―139.(in Chinese)
[19]Black C,Makris N,Aiken I.Component testing,seismic evaluation and characterization of buckling restrained braces[J].Journal of Structural Engineering,2004,130(6):880―894.
[20]Iwata M,Murai M.Buckling-restrained brace using steel mortar planks:performance evaluation as a hysteretic damper[J].Earthquake Engineering and Structural Dynamics,2006,35:1807―1826.
[2]申波,邓长根.双钢管构件由点接触到线接触的连续过渡[J].工程力学,2007,24(2):154―160.Shen Bo,Deng Changgen.Continuous transition from point contact to line contact between the axially compressed inner core and the flexible sleeve in a sleeved column[J].Engineering Mechanics,2007,24(2):154―160.(in Chinese)
[3]申波,邓长根.套管构件中轴压内核与柔性套筒线接触的屈曲[J].工程力学,2007,24(11):63―69.Shen Bo,Deng Changgen.Buckling of line-contact segment between axially compressed inner core and flexible sleeve in a sleeved column[J].EngineeringMechanics,2007,24(11):63―69.(in Chinese)
[4]马宁,吴斌,赵俊贤,等.十字形内芯全钢防屈曲钢支撑抗震性能构件及子系统足尺试验[J].土木工程学报,2010,43(4):1―7.Ma Ning,Wu Bin,Zhao Junxian,et al.Full scale uniaxial and subassemblage tests on seismic behavior of all-steel buckling-restrained brace[J].China Civil Engineering Journal,2010,43(4):1―7.(in Chinese)
[5]叶列平,马千里,程光煜,等.西部机电科技商务中心钢结构消能减震计算分析[J].工程抗震与加固改造,2005,27(3):20―25.Ye Lieping,Ma Qianli,Cheng Guangyu,et al.A seismic analysis of machine technology business centre with energy dissipation braces[J].Earthquake Resistant Engineering and Retrofitting,2005,27(3):20―25.(in Chinese)
[6]李国强,宫海,张杨,等.TJ型屈曲约束支撑在加固工程中关键技术研究[J].建筑结构,2010,40(增刊2):135―138.Li Guoqiang,Gong Hai,Zhang Yang,et al.Study on key technologies of TJ buckling restrained braces in strengthening projects[J].Building Structures,2010,40(Suppl2):135―138.(in Chinese)
[7]周云,邓雪松,钱洪涛,等.开孔式三重钢管防屈曲耗能支撑性能试验研究[J].土木工程学报,2010,43(9):77―86.Zhou Yun,Deng Xuesong,Qian Hongtao,et al.An experimental study of the perforation-type triple-steel tube buckling-restrained brace[J].China Civil Engineering Journal,2010,43(9):77―86.(in Chinese)
[8]Ju Y K,Kim M,Kim J,et al.Component tests of buckling-restrained braces with unconstrained length[J].Engineering Structures,2009,31(2):507―516.
[9]Mazzolani F M,Corte G D,Aniello M.Experimental analysis of steel dissipative bracing systems for seismic upgrading[J].Journal of Civil Engineering and Management,2009,15(1):7―19.
[10]Watanabe A,Hitomi Y,Yaeki E,et al.Properties of brace encased in buckling-restraining concrete and steel tube[C].Proceedings of the9th World Conference on Earthquake Engineering.Tokyo-Kyoto Japan,1988.
[11]Fujimoto M,Wada A,Saeki E,et al.A study on the unbonded brace encased in buckling-restraining concrete and steel tube[J].Journal of Structural and Construction Engineering,1988,34:249―258.
[12]程光煜,叶列平,崔鸿超.防屈曲耗能钢支撑设计方法的研究[J].建筑结构学报,2008,29(1):40―48.Cheng Guangyu,Ye Lieping,Cui Hongchao.Study on the design method of buckling-restrained brace[J].Journal of Building Structures,2008,29(1):40―48.(in Chinese)
[13]Nagao T,Takahashi S.A study on the elasto-plastic behavior of unbonded composite bracing:Part2[J].Journal of Structural and Construction Engineering,1999,521(7):141―147.
[14]郭彦林,江磊鑫.型钢组合装配式防屈曲支撑性能及设计方法研究[J].建筑结构,2010,40(1):30―37.Guo Yanlin,Jiang Leixin.Behavior and application of buckling-restrained braces assembled with section steels[J].Building Structures,2010,40(1):30―37.(in Chinese)
[15]Manabe N,Simokawa H,Kamiya M,et al.Elasto plastic behavior of flat-bar braces stiffened by square steel tube[C].Summaries of Technical Papers of Annual Meeting,Architectural Institute of Japan,Structural Engineering Section,1996.
[16]Kamiya M,Simokawa H,Morino S,et al.Elasto-plastic behavior of flat-bar braces stiffened by square steel tube(Part2)[C].Summaries of Technical Papers of Annual Meeting,Architectural Institute of Japan,Structural Engineering Section,1997.
[17]Matsui R,Takeuchi T,Hajar J F,et al.Local buckling restraint condition for core plates in buckling restrained braces[C].The14th World Conference on Earthquake Engineering,Beijing China,2008.
[18]赵俊贤,吴斌.防屈曲钢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.Zhao Junxian,Wu Bin.Working mechanism and stability design methods of buckling-restrained braces[J].Journal of Earthquake Engineering and Engineering Vibration,2009,29(3):131―139.(in Chinese)
[19]Black C,Makris N,Aiken I.Component testing,seismic evaluation and characterization of buckling restrained braces[J].Journal of Structural Engineering,2004,130(6):880―894.
[20]Iwata M,Murai M.Buckling-restrained brace using steel mortar planks:performance evaluation as a hysteretic damper[J].Earthquake Engineering and Structural Dynamics,2006,35:1807―1826.
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