钢筋混凝土框架中节点受剪承载力计算的修正软化拉压杆模型
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摘要
应用软化拉压杆模型对钢筋混凝土框架节点核心区进行受剪承载力计算时,常常基于经验取柱截面宽度作为节点的有效宽度参与抗剪强度计算。但是,对于实际工程中含有现浇楼板的框架中节点,节点的有效宽度在核心区上下验算截面并不相同且随着作用外力的增加而逐步增大,直至软化拉压杆模型中结点域(nodal zone)混凝土达到其抗压强度后压溃而失效。本文对软化拉压杆模型中节点有效宽度的计算方法进行了改进,应用修正软化拉压杆模型(Modified Softened Strut-and-Tie,简称MSST)对国内外63个框架中节点试件的抗剪强度进行理论计算,并将受剪分析得到的峰值剪应力计算结果与现行规范建议方法及软化拉压杆模型方法的计算结果进行对比。结果表明:修正软化拉压杆模型计算得到的框架节点受剪承载力与软化拉压杆模型计算结果相比和试验结果吻合更好,与现行规范建议设计方法计算结果相当,该建议模型可较为合理地反映含现浇楼板框架节点的受力机理。
For the shear analysis of interior joints of a reinforced concrete structure by using a Softened Strut-and-Tie model,the effective joint width can always be taken as the whole column width empirically.However,for the frame joint with a cast-in situ slab,the effective joint width is not equal to each other at the top and bottom of a beam column interface.Additionally,the effective joint width also gets wider with the increasing compression stress and ends at the location of crushing.A Modified Softened Strut-and-Tie(MSST) model suggested a more rational calculation method for effective joint width.The shear strength of existing tested 63 interior joints was calculated by Using the Modified Softened Strut-and-Tie model.Furthermore,the theory results were compared with those of the Softened Strut-and-Tie model and those of the code method.The results indicated that the Modified Softened Strut-and-Tie can more precisely predict the joint shear strength than that of the Softened Strut-and-Tie model;Furthermore,the results also indicated that the shear strength of joint core calculated by an MSST model is quite nearly with that of the code method.Thus,the MSST model can reasonable reveal the failure mechanism of beam-column-slab joints.
For the shear analysis of interior joints of a reinforced concrete structure by using a Softened Strut-and-Tie model,the effective joint width can always be taken as the whole column width empirically.However,for the frame joint with a cast-in situ slab,the effective joint width is not equal to each other at the top and bottom of a beam column interface.Additionally,the effective joint width also gets wider with the increasing compression stress and ends at the location of crushing.A Modified Softened Strut-and-Tie(MSST) model suggested a more rational calculation method for effective joint width.The shear strength of existing tested 63 interior joints was calculated by Using the Modified Softened Strut-and-Tie model.Furthermore,the theory results were compared with those of the Softened Strut-and-Tie model and those of the code method.The results indicated that the Modified Softened Strut-and-Tie can more precisely predict the joint shear strength than that of the Softened Strut-and-Tie model;Furthermore,the results also indicated that the shear strength of joint core calculated by an MSST model is quite nearly with that of the code method.Thus,the MSST model can reasonable reveal the failure mechanism of beam-column-slab joints.
引文
[1]王亚勇,王言诃.汶川大地震建筑震害启示[J].建筑结构,2008,38(7):1―6.Wang Yayong,Wang Yanke.Lessons learnt frombuilding damages in the Wenchuan earthquake[J].Building Structures,2008,38(7):1―6.(in Chinese)
[2]王亚勇.汶川地震建筑震害启示——抗震概念设计[J].建筑结构学报,2008,29(4):20―25.Wang Yayong.Lessons learnt from building damages inthe Wenchuan earthquake——seismic concept design ofbuildings[J].Journal of Building Structures,2008,29(4):20―25.(in Chinese)
[3]清华大学、西南交通大学、北京交通大学土木工程结构专家组.汶川地震建筑震害分析[J].建筑结构学报,2008,29(4):1―9.Civil and Structural Groups of Tsinghua University,Xinan Jiaotong University and Beijing JiaotongUniversity.Analysis on seismic damage of buildings inthe Wenchuan earthquake[J].Journal of BuildingStructures,2008,29(4):1―9.(in Chinese)
[4]叶列平,曲哲,马千里,等.从汶川地震中框架结构震害谈“强柱弱梁”屈服机制的实现[J].建筑结构,2008,38(11):52―59.Ye Lieping,Qu Zhe,Ma Qianli,et al.Study on ensuringthe strong column-weak beam mechanism for RC framesbased on the damage analysis in the WenchuanEarthquake[J].Building Structures,2008,38(11):52―59.(in Chinese)
[5]蒋永生,陈忠范,周绪平,等.整浇梁板的框架节点抗震研究[J].建筑结构学报,1994,25(6):11―16.Jiang Yongsheng,Chen Zhongfan,Zhou Xuping,et al.Aseismic research on RC frame joint of monolithicallycasted slab[J].Journal of Building Structures,1994,25(6):11―16.(in Chinese)
[6]Canbolat B B,Wight J K.Experimental investigation onseismic behavior of eccentric reinforced concretebeam-column-slab connections[J].ACI StructuralJournal,2008,105(2):154―162.
[7]Shiohara H.New model for shear failure of RC interiorbeam-column connections[J].Journal of the StructuralEngineering,ASCE,2001,127(2):152―160.
[8]邢国华,刘伯权,吴涛.钢筋混凝土框架节点受剪承载力简化计算模型[J].建筑结构学报,2011,32(10):130―138.Xing Guohua,Liu Boquan,Wu Tao.Simplified modelfor shear bearing capacity of reinforced concrete framejoints[J].Journal of Building Structures,2011,32(10):130―138.(in Chinese)
[9]Jirsa J O.Shear in joints and other places[J].RecentDevelopments in Lateral Force Transfer in Buildings,SP157-3,ACI,1995,92:59―73.
[10]Hwang S J,Lee H J.Analytical model for predictingshear strengths of interior reinforced concretebeam-column joints for seismic resistance[J].ACIStructural Journal,2000,97(1):35―44.
[11]Hwang S J,Lee H J.Analytical model for predictingshear strengths of exterior reinforced concretebeam-column joints for seismic resistance[J].ACIStructural Journal,1999,96(5):846―857.
[12]Hwang S J,Lee H J.Strength prediction for discontinuityregions by softened strut-and-tie model[J].Journal of theStructural Engineering,ASCE,2002,128(12):1519―1526.
[13]Paulay T,Priestley M N J.Seismic design of reinforcedconcrete and masonry buildings[M].John Wiley&Sons,New York,1992:210―239.
[14]邢国华,刘伯权,吴涛.基于软化拉-压杆模型的钢筋混凝土框架节点受剪分析[J].建筑结构学报,2011,32(5):125―134.Xing Guohua,Liu Boquan,Wu Tao.Shear strength ofreinforced concrete frame joints using softened strut andtie model[J].Journal of Building Structures,2011,32(5):125―134.(in Chinese)
[15]NZS 3101:Part1,The design of concrete structures[S].New Zealand:Wellington,1982.
[16]GB50010-2010,混凝土结构设计规范[S].北京:中国建筑工业出版社,2010.GB 50010-2002,Code for design of concrete structures[S].Beijing:China Architectural&Building Press,2010.(in Chinese)
[17]刘伯权.关于钢筋混凝土框架抗震设计的几个问题[J].西北建筑工程学院学报,1994,11(1):1―3.Liu Boquan.About a few problems in aseismic design ofreinforced concrete frames[J].Journal of NorthwesternInstitute of Architectural Engineering,1994,11(1):1―3.(in Chinese)
[18]框架节点专题研究组.低周反复荷载作用下钢筋混凝土框架梁柱节点核心区抗剪强度的试验研究[J].建筑结构学报,1983,4(6):1―17.Research Group on Frame Joints.Shear strength ofreinforced concrete beam-column joints under lowreversed cyclic loading[J].Journal of BuildingStructures,1983,4(6):1―17.(in Chinese)
[19]赵成文,张殿惠,王天锡,等.反复荷载下高强混凝土框架内节点抗震性能试验研究[J].沈阳建筑工程学院学报,1993,9(3):260―268.Zhao Chengwen,Zhang Dianhui,Wang Tianxi,et al.Experimental study on the aseismic property of thebeam-column joints in high-strength concrete frameunder alternating load[J].Journal of ShenyangArchitectural and Civil Engineering Institute,1993,9(3):260―268.(in Chinese)
[20]傅剑平.钢筋混凝土框架节点抗震性能与设计方法研究[D].重庆:重庆大学,2002.Fu Jianping.Seismic behaviour and design of joints in areinforced concrete frame[D].Chongqing:ChongqingUniversity,2002.(in Chinese)
[21]吕西林,郭子雄,王亚勇.RC框架梁柱组合件抗震性能试验研究[J].建筑结构学报,2001,22(1):2―7.LüXilin,Guo Zixiong,Wang Yayong.Experimentalstudy on seismic behavior of beam-columnsubassemblages in RC frame[J].Journal of BuildingStructures,2001,22(1):2―7.(in Chinese)
[22]余琼,李思明.核心区和柱混凝土强度不等时节点的性能研究[J].同济大学学报(自然科学版),2004,32(12):1583―1588.Yu Qiong,Li Siming.Research on frame s joint thatconcrete strength of core is inferior to that of column[J].Journal of Tongji University(Natural Science),2004,32(12):1583―1588.(in Chinese)
[23]余琼,吕西林,陆洲导.框架节点反复荷载下的受力性能研究[J].同济大学学报(自然科学版),2004,32(10):1376―1381.Yu Qiong,LüXilin,Lu Zhoudao.Research on framesjoint property under low frequency reversed load[J].Journal of Tongji University(Natural Science),2004,32(10):1376―1381.(in Chinese)
[24]Otani S,Kitayama K,Aoyama H.Reinforced concreteinterior beam-column joints under simulated earthquakeloading[C]//Otani S.US-New Zealand-Japan Seminaron Design of Reinforced Concrete Beam-Column Joints.Monterey,Canada,1984:48―62.
[25]Meinheit D F,Jirsa J O.The shear strength of reinforcedconcrete beam-column joints[R].Austin:University ofTexas,1977.
[26]Beckingsale C W.Post elastic behavior of reinforcedconcrete beam-column joints[D].Christchurch,NewZealand:University of Canterbury,1980.
[27]Birss G R.The elastic behavior of earthquake resistantreinforced concrete interior beam-column joints[D].New Zealand:University of Canterbury,1978.
[28]Abrams D P.Scale relations for reinforced concretebeam-column joints[J].ACI Structural Journal,1987,84(6):502―512.
[2]王亚勇.汶川地震建筑震害启示——抗震概念设计[J].建筑结构学报,2008,29(4):20―25.Wang Yayong.Lessons learnt from building damages inthe Wenchuan earthquake——seismic concept design ofbuildings[J].Journal of Building Structures,2008,29(4):20―25.(in Chinese)
[3]清华大学、西南交通大学、北京交通大学土木工程结构专家组.汶川地震建筑震害分析[J].建筑结构学报,2008,29(4):1―9.Civil and Structural Groups of Tsinghua University,Xinan Jiaotong University and Beijing JiaotongUniversity.Analysis on seismic damage of buildings inthe Wenchuan earthquake[J].Journal of BuildingStructures,2008,29(4):1―9.(in Chinese)
[4]叶列平,曲哲,马千里,等.从汶川地震中框架结构震害谈“强柱弱梁”屈服机制的实现[J].建筑结构,2008,38(11):52―59.Ye Lieping,Qu Zhe,Ma Qianli,et al.Study on ensuringthe strong column-weak beam mechanism for RC framesbased on the damage analysis in the WenchuanEarthquake[J].Building Structures,2008,38(11):52―59.(in Chinese)
[5]蒋永生,陈忠范,周绪平,等.整浇梁板的框架节点抗震研究[J].建筑结构学报,1994,25(6):11―16.Jiang Yongsheng,Chen Zhongfan,Zhou Xuping,et al.Aseismic research on RC frame joint of monolithicallycasted slab[J].Journal of Building Structures,1994,25(6):11―16.(in Chinese)
[6]Canbolat B B,Wight J K.Experimental investigation onseismic behavior of eccentric reinforced concretebeam-column-slab connections[J].ACI StructuralJournal,2008,105(2):154―162.
[7]Shiohara H.New model for shear failure of RC interiorbeam-column connections[J].Journal of the StructuralEngineering,ASCE,2001,127(2):152―160.
[8]邢国华,刘伯权,吴涛.钢筋混凝土框架节点受剪承载力简化计算模型[J].建筑结构学报,2011,32(10):130―138.Xing Guohua,Liu Boquan,Wu Tao.Simplified modelfor shear bearing capacity of reinforced concrete framejoints[J].Journal of Building Structures,2011,32(10):130―138.(in Chinese)
[9]Jirsa J O.Shear in joints and other places[J].RecentDevelopments in Lateral Force Transfer in Buildings,SP157-3,ACI,1995,92:59―73.
[10]Hwang S J,Lee H J.Analytical model for predictingshear strengths of interior reinforced concretebeam-column joints for seismic resistance[J].ACIStructural Journal,2000,97(1):35―44.
[11]Hwang S J,Lee H J.Analytical model for predictingshear strengths of exterior reinforced concretebeam-column joints for seismic resistance[J].ACIStructural Journal,1999,96(5):846―857.
[12]Hwang S J,Lee H J.Strength prediction for discontinuityregions by softened strut-and-tie model[J].Journal of theStructural Engineering,ASCE,2002,128(12):1519―1526.
[13]Paulay T,Priestley M N J.Seismic design of reinforcedconcrete and masonry buildings[M].John Wiley&Sons,New York,1992:210―239.
[14]邢国华,刘伯权,吴涛.基于软化拉-压杆模型的钢筋混凝土框架节点受剪分析[J].建筑结构学报,2011,32(5):125―134.Xing Guohua,Liu Boquan,Wu Tao.Shear strength ofreinforced concrete frame joints using softened strut andtie model[J].Journal of Building Structures,2011,32(5):125―134.(in Chinese)
[15]NZS 3101:Part1,The design of concrete structures[S].New Zealand:Wellington,1982.
[16]GB50010-2010,混凝土结构设计规范[S].北京:中国建筑工业出版社,2010.GB 50010-2002,Code for design of concrete structures[S].Beijing:China Architectural&Building Press,2010.(in Chinese)
[17]刘伯权.关于钢筋混凝土框架抗震设计的几个问题[J].西北建筑工程学院学报,1994,11(1):1―3.Liu Boquan.About a few problems in aseismic design ofreinforced concrete frames[J].Journal of NorthwesternInstitute of Architectural Engineering,1994,11(1):1―3.(in Chinese)
[18]框架节点专题研究组.低周反复荷载作用下钢筋混凝土框架梁柱节点核心区抗剪强度的试验研究[J].建筑结构学报,1983,4(6):1―17.Research Group on Frame Joints.Shear strength ofreinforced concrete beam-column joints under lowreversed cyclic loading[J].Journal of BuildingStructures,1983,4(6):1―17.(in Chinese)
[19]赵成文,张殿惠,王天锡,等.反复荷载下高强混凝土框架内节点抗震性能试验研究[J].沈阳建筑工程学院学报,1993,9(3):260―268.Zhao Chengwen,Zhang Dianhui,Wang Tianxi,et al.Experimental study on the aseismic property of thebeam-column joints in high-strength concrete frameunder alternating load[J].Journal of ShenyangArchitectural and Civil Engineering Institute,1993,9(3):260―268.(in Chinese)
[20]傅剑平.钢筋混凝土框架节点抗震性能与设计方法研究[D].重庆:重庆大学,2002.Fu Jianping.Seismic behaviour and design of joints in areinforced concrete frame[D].Chongqing:ChongqingUniversity,2002.(in Chinese)
[21]吕西林,郭子雄,王亚勇.RC框架梁柱组合件抗震性能试验研究[J].建筑结构学报,2001,22(1):2―7.LüXilin,Guo Zixiong,Wang Yayong.Experimentalstudy on seismic behavior of beam-columnsubassemblages in RC frame[J].Journal of BuildingStructures,2001,22(1):2―7.(in Chinese)
[22]余琼,李思明.核心区和柱混凝土强度不等时节点的性能研究[J].同济大学学报(自然科学版),2004,32(12):1583―1588.Yu Qiong,Li Siming.Research on frame s joint thatconcrete strength of core is inferior to that of column[J].Journal of Tongji University(Natural Science),2004,32(12):1583―1588.(in Chinese)
[23]余琼,吕西林,陆洲导.框架节点反复荷载下的受力性能研究[J].同济大学学报(自然科学版),2004,32(10):1376―1381.Yu Qiong,LüXilin,Lu Zhoudao.Research on framesjoint property under low frequency reversed load[J].Journal of Tongji University(Natural Science),2004,32(10):1376―1381.(in Chinese)
[24]Otani S,Kitayama K,Aoyama H.Reinforced concreteinterior beam-column joints under simulated earthquakeloading[C]//Otani S.US-New Zealand-Japan Seminaron Design of Reinforced Concrete Beam-Column Joints.Monterey,Canada,1984:48―62.
[25]Meinheit D F,Jirsa J O.The shear strength of reinforcedconcrete beam-column joints[R].Austin:University ofTexas,1977.
[26]Beckingsale C W.Post elastic behavior of reinforcedconcrete beam-column joints[D].Christchurch,NewZealand:University of Canterbury,1980.
[27]Birss G R.The elastic behavior of earthquake resistantreinforced concrete interior beam-column joints[D].New Zealand:University of Canterbury,1978.
[28]Abrams D P.Scale relations for reinforced concretebeam-column joints[J].ACI Structural Journal,1987,84(6):502―512.
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