SRC-RC转换柱箍筋设置方式与破坏区域变迁
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摘要
通过16根SRC-RC转换柱试件和1根钢筋混凝土柱对比试件的抗震性能试验,研究了3种箍筋配置方式SRC-RC转换柱试件的屈服后变形性能和破坏特征。箍筋数量较多时,试件不但表现出超过钢筋混凝土柱的屈服后变形能力,并且变形能力的稳定性较好;箍筋数量较少时,试件的屈服后变形能力受其他构造因素影响较大。箍筋的配置对SRC-RC转换柱的破坏方式乃至破坏区域都产生了直接的影响,以通常方式配箍的SRC-RC转换柱均产生了剪切破坏,临界剪切缝贯通SRC-RC转换柱的钢筋混凝土部分。箍筋加密试件的剪切破坏区域转移到柱顶部的局部范围内。根据SRC-RC转换柱的破坏特点,提出了合理的箍筋配置方式:对于型钢延伸高度较小的试件,可对SRC-RC转换柱上部钢筋混凝土部分进行箍筋加密,而下部型钢混凝土部分则进行常规的箍筋配置。当型钢延伸高度超过3/5倍柱高时,箍筋的设置方式应能够有效控制黏结裂缝的发展,SRC-RC转换柱宜进行全高的箍筋加密。
Postpeak behavior and failure characters of SRC-RC transfer columns with different stirrup arrangements were analyzed on the basis of the experiment of 16 transfer columns and 1 reinforced concrete column under low cyclic reversed loading.When more stirrups were arranged along the height of specimens,transfer columns showed great ability and stability of deformation which were better than those of RC columns.But if stirrups were not enough,postpeak behavior of SRC-RC transfer columns was exposed to impact a lot from factors of configuration,such as section area and extension length of shape steel.Stirrup arrangement also had great influence on failure pattern.Transfer columns with stirrup setup just as RC columns suffered serious shear effect,the critical shear crack ran through the whole part of RC.Specimens with additional stirrups,no matter only at the location of shape steel discontinuity or all over the transfer column,had different failure characters.Rational manner of stirrup setup was put forward.When extension length of shape steel is not longer than 3/5 of specimen height,double mount of stirrup should be set at the RC part and normal mount at SRC part.But if extension length of shape steel exceeds 3/5 of specimen height,the double mount of stirrup from bottom to top will be proposed,which is mainly used to restrict the development of bond cracks between shape steel and concrete and promotes the cooperation of two materials.
Postpeak behavior and failure characters of SRC-RC transfer columns with different stirrup arrangements were analyzed on the basis of the experiment of 16 transfer columns and 1 reinforced concrete column under low cyclic reversed loading.When more stirrups were arranged along the height of specimens,transfer columns showed great ability and stability of deformation which were better than those of RC columns.But if stirrups were not enough,postpeak behavior of SRC-RC transfer columns was exposed to impact a lot from factors of configuration,such as section area and extension length of shape steel.Stirrup arrangement also had great influence on failure pattern.Transfer columns with stirrup setup just as RC columns suffered serious shear effect,the critical shear crack ran through the whole part of RC.Specimens with additional stirrups,no matter only at the location of shape steel discontinuity or all over the transfer column,had different failure characters.Rational manner of stirrup setup was put forward.When extension length of shape steel is not longer than 3/5 of specimen height,double mount of stirrup should be set at the RC part and normal mount at SRC part.But if extension length of shape steel exceeds 3/5 of specimen height,the double mount of stirrup from bottom to top will be proposed,which is mainly used to restrict the development of bond cracks between shape steel and concrete and promotes the cooperation of two materials.
引文
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[12]鈴木英之,西原寛,松崎育弘.SRC造からRC造へ構造形式が切り替わる柱のせん断性状[C]//日本建築学会大会学術講演梗概集(中国),1999:1069-1070.
[2]薛建阳,赵鸿铁.型钢混凝土黏结滑移理论及其工程应用[M].北京:科学出版社,2007.XUE Jianyang,ZHAO Hongtie.Bond-slip theory of steel reinforced concrete and engineering application[M].Beijing:Science Press,2007.(in Chinese)
[3]日本钢结构协会著.钢结构技术总览(实例篇)[M].陈以一,等译.北京:中国建筑工业出版社,2004.Steel Structure Association of Japan.Overview on Technology of Steel structure(Example chapter)[M].Translated by Chen Yiyi.Beijing:ChinaArchitecture and Building Press,2004.(in Chinese)
[4]刘大海,杨翠如.型钢、钢管混凝土高楼计算和构造[M].北京:中国建筑工业出版社,2003.LIU Dahai,YANG Cuiru.Calculation and conformation of SRC and CFST high-rising buildings[M].Beijing:China Architecture and BuildingPress,2003.(in Chinese)
[5]杨勇,张志伟,聂建国.型钢混凝土竖向混合结构过渡层设计方法[J].福州大学学报:自然科学版,2006,34(3):399-404.YANG Yong,ZHANG Zhiwei,Nie Jianguo.Design of transition story of steel reinforced concrete(SRC)vertical hybrid structures[J].Journal ofFuzhou University:Natural Science,2006,34(3):399-404.(in Chinese)
[6]杨勇,郭子雄,聂建国,等.SRC-RC竖向混合结构过渡层抗震设计方法探讨[J].世界地震工程,2005,21(4):60-65.YANG Yong,GUO Zixiong,NIE Jianguo,et al.Study on seismic design of transmission story of SRC-RC vertical hybrid structures[J].WorldEarthquake Engineering,2005,21(4):60-65.(in Chinese)
[7]伍凯,薛建阳,赵鸿铁.短柱型破坏的型钢混凝土-混凝土转换柱剪切受力性能研究[J].工业建筑,2010,40(11):51-54.WU Kai,XUE Jianyang,ZHAO Hongtie.Study on shear performance of SRC-RC transfer column with short column failure pattern[J].IndustrialConstruction,2010,40(11):51-54.(in Chinese)
[8]西村泰志,岡本昌泰,馬場望.RC部材とSRC部材が直列的に結合される接合部の応カ伝達(その2)[C]//日本建築大会学術講演梗概集(中国),1999:1063-1064.
[9]今野修,今泉隆之,山本憲一郎,南宏一.超高層建筑物における下層階へのSRC構造適用に関する実験的研究,その1SRC柱の靭性性能に関する実験計画[C]//日本建築学大会学術講演梗概集,九州,1998:1029-1030.
[10]Azizinamini A,Ghosh S K.Steel reinforced concrete structures in 1995 Hyogoken-Nanbu earthquake[J].Journal of Structure Engineering,1997,123(8):986-992.
[11]薛建阳,伍凯,赵鸿铁,等.SRC-RC转换柱抗震性能试验研究[J].建筑结构学报,2010,31(11):102-110.XUE Jianyang,WU Kai,ZHAO Hongtie,et al.Experimental study on seismic behavior of SRC-RC transfer column[J].Journal of Building Struc-tures,2010,31(11):102-110.(in Chinese)
[12]鈴木英之,西原寛,松崎育弘.SRC造からRC造へ構造形式が切り替わる柱のせん断性状[C]//日本建築学会大会学術講演梗概集(中国),1999:1069-1070.
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