配筋形式对框架顶层角节点抗震性能影响试验研究
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摘要
框架顶层角节点在低周反复荷载作用下梁柱交角将增大或减小。通过6个钢筋混凝土框架顶层角节点在低周反复荷载作用下的受力性能试验,分析了梁上层筋在节点内弯曲锚固长度、节点配箍量、柱筋端部锚固形式及节点内角斜拉筋量等试验参数对角节点的破坏类型、变形特征及强度等抗震性能的影响。试验结果表明:与框架中间层中节点及中间层边节点不同,框架最上层角节点的受力变形不但有剪切变形而且包含弯曲变形成分;梁柱交角增大或减小时,角节点受弯破坏特性表现迥异且节点强度有很大差异;在梁筋锚固充分的前提下,梁柱交角减小时的节点破坏为弯剪破坏,节点强度由柱筋锚固形式、节点配箍量等参数决定;梁柱交角增大时,节点破坏表现为弯曲破坏特征,节点强度受节点箍筋量、节点内角斜拉筋量的影响很大。文中还对中日两国规范节点强度设计值与试验值进行了比较。
Reinforced concrete frames under reverse loading may lead to angle variations between beams and columns,especially for the Knee-joints at the top level of the frames.Experiments were carried out for six reinforced concrete Knee-joints subjected to cyclic loading.The effects of the anchorage length of the top bars in the beam bended into the joint,the amount of joint hoops,the anchorage methods of column bars and the amount of diagonal reinforcement in the joint on seismic behavior of Knee-joints were discussed,including failure modes,deformation features and joint strength.The experimental results show that compared with interior joints or Tee-joints,Knee-joints experience both shear deformation and flexural deformation.When the angle between the beam and the column framing into the joint varies inversely,significant differences in failure mechanisms and failure strength of the joint are observed.In the case of beam bars with adequate anchorage length,the joint shows flexural-shear failure pattern when the angle between the beam and column framing into the joint decreases and the failure strength is governed by the anchorage column bars,the amount of the joint hoops.When the angle between the beam and column increases,it shows flexural failure pattern and the failure strength is influenced mainly by the amount of joint hoops and the amount of the diagonal tensile bars.The comparison between the test results and the calculated values of the joint strength based on the Chinese code and the Japanese code was also carried out.
Reinforced concrete frames under reverse loading may lead to angle variations between beams and columns,especially for the Knee-joints at the top level of the frames.Experiments were carried out for six reinforced concrete Knee-joints subjected to cyclic loading.The effects of the anchorage length of the top bars in the beam bended into the joint,the amount of joint hoops,the anchorage methods of column bars and the amount of diagonal reinforcement in the joint on seismic behavior of Knee-joints were discussed,including failure modes,deformation features and joint strength.The experimental results show that compared with interior joints or Tee-joints,Knee-joints experience both shear deformation and flexural deformation.When the angle between the beam and the column framing into the joint varies inversely,significant differences in failure mechanisms and failure strength of the joint are observed.In the case of beam bars with adequate anchorage length,the joint shows flexural-shear failure pattern when the angle between the beam and column framing into the joint decreases and the failure strength is governed by the anchorage column bars,the amount of the joint hoops.When the angle between the beam and column increases,it shows flexural failure pattern and the failure strength is influenced mainly by the amount of joint hoops and the amount of the diagonal tensile bars.The comparison between the test results and the calculated values of the joint strength based on the Chinese code and the Japanese code was also carried out.
引文
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[6]竹内博幸,中村一彦,早川邦夫.円形定着板により機械式定着されたト形接合部に関する実験的研究[J].コンクリ?ト工学年次論文報告集,2008,19(2):1067-1073.(Takeuti Hirogi,Nakamura Itigenn,Hayagawa Hufu.Experimental study on mechanicalanchorage used circular anchor plate of reinforcedconcrete beam-column joints[J].Proceedings of theJapan Concrete Institute,2008,19(2):1067-1073.(inJapanese))
[7]ACI 318-02 Building code requirements for reinfocedconcrete[S].2002.
[8]日本建筑学会.鉄筋コンクリ一ト造建物の靭性保証型耐震設計指針.同解説[S].东京:丸善株式会社,1999.(Architectural Institute of Japan.Designguidelines for earthquake resistant reinforced concretebuildings based on inelastic displacement concept[S].Tokyo:Maruzen,1999.(in Japanese))
[9]白绍良,朱锡钧,周起敬,张祖涛.钢筋混凝土框架顶层边节点在低周交变荷载下的受力性能初探[J].重庆建筑工程学院学报,1990,12(1):1-21.(BaiShaoliang,Zhu Xiyun,Zhou Qijing,Zhang Zutao.Tentative investigation of the behavior of reinforcedconcrete frame corner joints under low cycle loading[J].Journal of Chongqing Institute of Architecture andEngineering,1990,12(1):1-21.(in Chinese))
[10]熊黎黎,谢群,张少钦.钢筋混凝土异形柱框架顶层边节点受剪承载力的理论分析[J].西南航空大学学报,2007,21(3):41-46.(Xiong Lili,Xie Qun,ZhangShaoqin.Theoretical analysis on shearing strength of topstory exterior joints in R.C.frame structure withspecial-shaped columns[J].Journal of NanchangHangkong University,2007,21(3):41-46.(inChinese))
[11]崔建宇,孙建刚,宋玉普,渡边史夫.钢筋混凝土框架顶层节点抗震性能试验研究[J].建筑结构,2009,39(9):43-48.(Cui Jianyu,Sun Jiangang,Song Yupu,Watanabe Fumio.Experimental study on earthquakeresistant performance of reinforced concrete frame top-column joints[J].Building Structure,2009,39(9):43-48.(in Chinese))
[12]GB 50010—2002混凝土结构设计规范[S].(GB50010—2002 Design code for concrete structures[S].(in Chinese))
[13]傅剑平,白绍良.钢筋混凝土框架顶层中节点的设计与构造:《混凝土结构设计规范》(GB 50010—2002)新增条文背景情况[J].建筑结构,1993,33(2):12-16.(Fu Jianping,Bai Shaoliang.Design and structure ofinterior top-column joints of reinforced concrete frame-background of additional provision in design code forconcrete structures(GB 50010—2002)[J].BuildingStructure,1993,33(2):12-16.(in Chinese))
[14]日本建筑学会.鉄筋コンクリ一ト構造計算規準.同解説[S].东京:丸善株式会社.2001.(Architectural Institute of Japan.AIJ standard forstructural calculation of reinforced concrete structures[S].Tokyo:Maruzen,2001.(in Japanese))
[15]Comite Euro-International Du Beton.Ceb-fip modelcode 1990:Design code[S].
[16]崔建宇,孙建刚,宋玉普.钢筋混凝土框架角节点抗剪强度试验研究[J].地震工程与工程振动,2008,28(5):34-40.(Cui Jianyu,Sun Jiangang,Song Yupu.Experimental study on shear strength of reinforcedconcrete beam-column joints[J].EarthquakeEngineering and Engineering Vibration,2008,28(5):34-40.(in Chinese))
[17]崔建宇.鉄筋コンクリ一ト柱.梁接合部の耐震性能に関する研究[D].京都:京都大学,2003.(CuiJianyu.Study on seismic performance of reinforcedconcrete beam-column joints[D].Kyoto:KyotoUniversity,2003.(in Japanese))
[2]日本国土技術政策総合研究所建築研究部.福岡県西方沖地震:現地被害調査報告[M].东京:丸善株式会社,2005.(National Institute for Land andInfrastructure Management of Japan.Disaster surveyreport of west off fukuoka prefecture earthquake[M].Tokyo:Maruzen,2005.(in Japanese))
[3]塩屋俊幸,中澤春生,長澤保紀,等.Tヘッドバ一ノ開発[J].コンクリ一ト工学年次論文報告集,2000,22(3):1291-1296.(Sioya Syonnkou,NakazawaJyunnsei,Nagazawa Hoki,et al.Development of T-shaped anchorage plate[J].Proceedings of the JapanConcrete Institute,2000,22(3):1291-1296.(inJapanese))
[4]青田晃治,渡邊朋之,成瀬忠,森本敏幸.最上階柱梁接合部におけるプレ一ト定着工法に関する研究[J].コンクリ?ト工学年次論文報告集,2005,23(3):391-396.(Aoda Koji,Watanabe Ounou,Sei Situ,Morimoto Sikou.Study on plate anchorage method fortop-column joints of reinforced concrete frames[J].Proceedings of the Japan Concrete Institute,2005,23(3):391-396.(in Japanese))
[5]田畑卓,西原寛,重野智.RC造ト.T.L形柱梁接合部のせん断及定着性状[J].コンクリ一ト工学年次論文報告集,2007,23(3):373-378.(Tahata Tatu,Nisigenn Hiro,Jyuno Katu.Shear and anchorageperformance of reinforced concreteト-shaped,T-shaped,and L-shaped beam-column joints[J].Proceedings of the Japan Concrete Institute,2007,23(3):373-378.(in Japanese))
[6]竹内博幸,中村一彦,早川邦夫.円形定着板により機械式定着されたト形接合部に関する実験的研究[J].コンクリ?ト工学年次論文報告集,2008,19(2):1067-1073.(Takeuti Hirogi,Nakamura Itigenn,Hayagawa Hufu.Experimental study on mechanicalanchorage used circular anchor plate of reinforcedconcrete beam-column joints[J].Proceedings of theJapan Concrete Institute,2008,19(2):1067-1073.(inJapanese))
[7]ACI 318-02 Building code requirements for reinfocedconcrete[S].2002.
[8]日本建筑学会.鉄筋コンクリ一ト造建物の靭性保証型耐震設計指針.同解説[S].东京:丸善株式会社,1999.(Architectural Institute of Japan.Designguidelines for earthquake resistant reinforced concretebuildings based on inelastic displacement concept[S].Tokyo:Maruzen,1999.(in Japanese))
[9]白绍良,朱锡钧,周起敬,张祖涛.钢筋混凝土框架顶层边节点在低周交变荷载下的受力性能初探[J].重庆建筑工程学院学报,1990,12(1):1-21.(BaiShaoliang,Zhu Xiyun,Zhou Qijing,Zhang Zutao.Tentative investigation of the behavior of reinforcedconcrete frame corner joints under low cycle loading[J].Journal of Chongqing Institute of Architecture andEngineering,1990,12(1):1-21.(in Chinese))
[10]熊黎黎,谢群,张少钦.钢筋混凝土异形柱框架顶层边节点受剪承载力的理论分析[J].西南航空大学学报,2007,21(3):41-46.(Xiong Lili,Xie Qun,ZhangShaoqin.Theoretical analysis on shearing strength of topstory exterior joints in R.C.frame structure withspecial-shaped columns[J].Journal of NanchangHangkong University,2007,21(3):41-46.(inChinese))
[11]崔建宇,孙建刚,宋玉普,渡边史夫.钢筋混凝土框架顶层节点抗震性能试验研究[J].建筑结构,2009,39(9):43-48.(Cui Jianyu,Sun Jiangang,Song Yupu,Watanabe Fumio.Experimental study on earthquakeresistant performance of reinforced concrete frame top-column joints[J].Building Structure,2009,39(9):43-48.(in Chinese))
[12]GB 50010—2002混凝土结构设计规范[S].(GB50010—2002 Design code for concrete structures[S].(in Chinese))
[13]傅剑平,白绍良.钢筋混凝土框架顶层中节点的设计与构造:《混凝土结构设计规范》(GB 50010—2002)新增条文背景情况[J].建筑结构,1993,33(2):12-16.(Fu Jianping,Bai Shaoliang.Design and structure ofinterior top-column joints of reinforced concrete frame-background of additional provision in design code forconcrete structures(GB 50010—2002)[J].BuildingStructure,1993,33(2):12-16.(in Chinese))
[14]日本建筑学会.鉄筋コンクリ一ト構造計算規準.同解説[S].东京:丸善株式会社.2001.(Architectural Institute of Japan.AIJ standard forstructural calculation of reinforced concrete structures[S].Tokyo:Maruzen,2001.(in Japanese))
[15]Comite Euro-International Du Beton.Ceb-fip modelcode 1990:Design code[S].
[16]崔建宇,孙建刚,宋玉普.钢筋混凝土框架角节点抗剪强度试验研究[J].地震工程与工程振动,2008,28(5):34-40.(Cui Jianyu,Sun Jiangang,Song Yupu.Experimental study on shear strength of reinforcedconcrete beam-column joints[J].EarthquakeEngineering and Engineering Vibration,2008,28(5):34-40.(in Chinese))
[17]崔建宇.鉄筋コンクリ一ト柱.梁接合部の耐震性能に関する研究[D].京都:京都大学,2003.(CuiJianyu.Study on seismic performance of reinforcedconcrete beam-column joints[D].Kyoto:KyotoUniversity,2003.(in Japanese))
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