钢筋混凝土柱弯矩-转角骨架线特征点及性能点转角研究
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摘要
基于不同抗震等级钢筋混凝土(RC)柱拟静力试验研究,建议了RC柱四折线弯矩-转角(M-θ)骨架线。采用规范公式计算得到的RC柱的正截面承载力作为M-θ骨架线的峰值弯矩M_p,0.8M_p作为M-θ骨架线名义屈服点弯矩,下降至0.8M_p及0.75M_p(不考虑P-△效应)分别作为M-θ骨架线极限点的弯矩及失效点的弯矩,根据继续使用性能点i0及生命安全性能L的转角表达式,分别确定其弯矩为0.9M_p及下降至0.925M_p。基于由0penSEES数值计算得到的按规范最小配箍特征值配置箍筋的22根RC柱的水平荷载-位移(F-△)滞回曲线得到的M-θ骨架线,确定了RC柱四折线M-θ骨架线特征点及性能点的转角,确定的转角与试验值符合较好;对于生命安全性能点LS、避免倒塌性能点CP及失效点的转角,当轴压比为0.5时,其与美国标准的规定基本一致,当轴压比为0.9时,其大于美国标准的规定。提出了RC柱的损坏程度与其M-θ骨架线特征点及性能点转角的关系,可用于判别地震作用下RC框架柱的损坏程度以及是否达到其预定的抗震性能目标。
On the basis of quasi-static test study of different seismic grade reinforcement concrete(RC) columns,a four-linear bending moment-rotation angle(M-θ) skeleton curve for RC columns is proposed.The normal section capacity of RC column calculated by code formula serves as the peak bending moment M_p of the M-θ skeleton curve.The bending moment at the nominal yield point of the M-θ skeleton curve is taken as 0.8M_p.The bending moments dropped to 0.85M_p and 0.75M_p(P-△ effects not included) are taken as the moments at the performance point CP and at the failure point of the M-θ skeleton curve respectively.Based on the formula for calculating the rotation angle at the performance points 10 and LS the bending moments at these two performance points are taken as 0.9M_p and dropped to0.925M_p respectively.Using program OpenSEES,lateral force-displacement hysteretic loops of 22 RC columns are obtained.Then the M-θ skeleton curves of 22 RC columns are also obtained.The stirrup characteristic value of 22 RC columns satisfies the Chinese code required minimum value which is related to the seismic grade and the axial compressive force ratio of the column.From the M-θ skeleton curves,the rotation angles at the characteristic points and at the performance points of the M-θ skeleton curve of RC column are determined,and the determined rotation angles have good agreement with the test values.The rotation angles at the performance points LS and CP and at the failure point are about the same as these specified by the American standards at the axial force ratio 0.5.They are larger than the values specified by the American standards at the axial force ratio 0.9.Finally the relationship between damage extent and rotation angles at the characteristic points and performance points of M-θ skeleton curve is proposed for RC columns.It can be used to judge the damage extent of RC columns and to judge whether RC columns reach the seismic performance target under the action of earthquake ground motions.
On the basis of quasi-static test study of different seismic grade reinforcement concrete(RC) columns,a four-linear bending moment-rotation angle(M-θ) skeleton curve for RC columns is proposed.The normal section capacity of RC column calculated by code formula serves as the peak bending moment M_p of the M-θ skeleton curve.The bending moment at the nominal yield point of the M-θ skeleton curve is taken as 0.8M_p.The bending moments dropped to 0.85M_p and 0.75M_p(P-△ effects not included) are taken as the moments at the performance point CP and at the failure point of the M-θ skeleton curve respectively.Based on the formula for calculating the rotation angle at the performance points 10 and LS the bending moments at these two performance points are taken as 0.9M_p and dropped to0.925M_p respectively.Using program OpenSEES,lateral force-displacement hysteretic loops of 22 RC columns are obtained.Then the M-θ skeleton curves of 22 RC columns are also obtained.The stirrup characteristic value of 22 RC columns satisfies the Chinese code required minimum value which is related to the seismic grade and the axial compressive force ratio of the column.From the M-θ skeleton curves,the rotation angles at the characteristic points and at the performance points of the M-θ skeleton curve of RC column are determined,and the determined rotation angles have good agreement with the test values.The rotation angles at the performance points LS and CP and at the failure point are about the same as these specified by the American standards at the axial force ratio 0.5.They are larger than the values specified by the American standards at the axial force ratio 0.9.Finally the relationship between damage extent and rotation angles at the characteristic points and performance points of M-θ skeleton curve is proposed for RC columns.It can be used to judge the damage extent of RC columns and to judge whether RC columns reach the seismic performance target under the action of earthquake ground motions.
引文
[1]GB 50011—2010建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.(GB 50011—2010 Code for seismic design of buildings[S].Beijing;China Architecture&Building Press,2010.(in Chinese))
[2].JGJ 3—2010高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2010.(JCJ 3—2010Technical specification for concrete structures of tall building[S].Beijing:China Architecture&Building Press,2010.(in Chinese))
[3]蒋欢军,王斌,吕西林.钢筋混凝土梁和柱性能界限状态及其变形限值[J].建筑结构,2010,40(1):10-14.(JIANG Huanjun,WANG Bin,LU Xilin.Performance limits states and deformation limits of RC beams and columns[J].Building Structure,2010,40(1):10-14.(in Chinese))
[4]蒋欢军,吕西林.钢筋混凝土柱对应于各地震损伤状态的侧向变形计算[J].地震工程与工程振动,2008,28(2):44-50.(JIANG Huanjun,LU Xilin.Lateral displacement estimation for RC columns in different seismic damage states[J].Journal of Earthquake Engineering and Engineering Vibration,2008,28(2):44-50.(in Chinese))
[5]万海涛,韩小雷,季静.基于性能设计方法的钢筋混凝土柱构件分析[J].中南大学学报(自然科学版),2010,41(4):1584-1589.(WAN Haitao,HAN Xiaolei,JI Jing.Analyses of reinforced concrete columns by performance-based design method[J].Journal of Central South University(Science and Technology),2010,41(4):1584-1589.(in Chinese))
[6]ATC-40 Seismic evaluation for the retrofit of concrete buildings[S].Washington DC:Applied Technology Council,1996.
[7]FEMA 273 NEHRP guidelines for the seismic rehabilitation of buildings[S].Washington DC:Building Seismic Safety Council,1997.
[8]FEMA 356 Prestandard and commentary for the seismic rehabilitation of buildings[S].Reston,VA:American Society of Civil Engineers,2000.
[9]ASCE/SEI 41 Seismic rehabilitation of existing buildings[S].Reston,VA:American Society of Civil Engineers,2007.
[10]Elwood K J,Matamoros A B,Wallace J W,et al.Update to ASCE/SEI 41 concrete provisions[J].Earthquake Spectra,2007,23(3):493-523.
[11]钱稼茹,冯宝锐.不同抗震等级RC柱抗震性能试验研究[J].建筑结构学报,2014,35(7):105-114.(QIAN Jiaru,FENG Baorui.Experimental study on seismic behavior of different seismic grade RC columns[J].Journal of Building Structures,2014,35(7):105-114.(in Chinese))
[12]GB 50010—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—2010Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2010.(in Chinese))
[13]张和平.钢筋混凝土柱抗震性能试验及优化模拟分析[D].重庆:重庆大学,2012:10-51.(ZHANG Heping.Experiment and optimized modeling on seismic performance of RC column[D].Chongqing:Chongqing University,2012:10-51.(in Chinese))
[14]刘承文.箍筋约束对钢筋混凝土柱抗震性能影响的试验研究[D].重庆:重庆大学,2010:13-62.(LIU Chengwen.Experimental studies on effect of hoops on seismic behavior of reinforced concrete columns[D].Chongqing:Chongqing University,2010:13-62.(in Chinese))
[15]黄扬.钢筋屈曲对柱抗震性能影响的试验研究[D].重庆:重庆大学,2012:13-63.(HUANG Yang.Experimental studies on effect of bucking of reinforcing steel on seismic behavior of columns[D].Chongqing:Chongqing University,2012:13-63.(in Chinese))
[16]向在兴.仅按重力荷载设计的钢筋混凝土框架柱的抗震能力及加固方法试验研究[D].重庆:重庆大学,2002:5-29.(XIANG Zaixing.Tests on seismic behavior of framed columns designed with gravity loads[D].Chongqing:Chongqing University,2002:5-29.(in Chinese))
[17]OpenSEES.Open system for earthquake engineering simulation.Version 2.4.2[EB/OL].[2012-08-27]http://opensees.berkeley.edu.
[18]齐虎,孙景江,林淋.OpenSEES中纤维模型的研究[J].世界地震工程,2007,23(4):48-54.(QI Hu,SUN Jingjiang,LIN Lin.Research on fiber model of OpenSEES[J].Word Earthquake Engineering,2007,23(4):48-54.(in Chinese))
[19]Saatcioglu M,Razvi S R.Strength and ductility of confined concrete[J].Journal of Structural Engineering,ASCE,1992,118(6):1590-1607.
[20]Menegotto M,Pinto P E.Method of analysis for cyclically loaded reinforced concrete plane frames including changes in geometry and non-elastic behavior of elements under combined normal force and bending[C]//IABSE symposium on resistance and ultimate deformability of structural acted on by well-defined repeated loads.Zurich;IABSE,1973:15-22.
[21]过镇海,时旭东.钢筋混凝土原理和分析.北京:清华大学出版社,2003:336-337.(GUO Zhenhai,SHI Xudong.Reinforcement concrete theory and analyse[M].Beijing:Tsinghua University Press,2003:336-337.(in Chinese))
[2].JGJ 3—2010高层建筑混凝土结构技术规程[S].北京:中国建筑工业出版社,2010.(JCJ 3—2010Technical specification for concrete structures of tall building[S].Beijing:China Architecture&Building Press,2010.(in Chinese))
[3]蒋欢军,王斌,吕西林.钢筋混凝土梁和柱性能界限状态及其变形限值[J].建筑结构,2010,40(1):10-14.(JIANG Huanjun,WANG Bin,LU Xilin.Performance limits states and deformation limits of RC beams and columns[J].Building Structure,2010,40(1):10-14.(in Chinese))
[4]蒋欢军,吕西林.钢筋混凝土柱对应于各地震损伤状态的侧向变形计算[J].地震工程与工程振动,2008,28(2):44-50.(JIANG Huanjun,LU Xilin.Lateral displacement estimation for RC columns in different seismic damage states[J].Journal of Earthquake Engineering and Engineering Vibration,2008,28(2):44-50.(in Chinese))
[5]万海涛,韩小雷,季静.基于性能设计方法的钢筋混凝土柱构件分析[J].中南大学学报(自然科学版),2010,41(4):1584-1589.(WAN Haitao,HAN Xiaolei,JI Jing.Analyses of reinforced concrete columns by performance-based design method[J].Journal of Central South University(Science and Technology),2010,41(4):1584-1589.(in Chinese))
[6]ATC-40 Seismic evaluation for the retrofit of concrete buildings[S].Washington DC:Applied Technology Council,1996.
[7]FEMA 273 NEHRP guidelines for the seismic rehabilitation of buildings[S].Washington DC:Building Seismic Safety Council,1997.
[8]FEMA 356 Prestandard and commentary for the seismic rehabilitation of buildings[S].Reston,VA:American Society of Civil Engineers,2000.
[9]ASCE/SEI 41 Seismic rehabilitation of existing buildings[S].Reston,VA:American Society of Civil Engineers,2007.
[10]Elwood K J,Matamoros A B,Wallace J W,et al.Update to ASCE/SEI 41 concrete provisions[J].Earthquake Spectra,2007,23(3):493-523.
[11]钱稼茹,冯宝锐.不同抗震等级RC柱抗震性能试验研究[J].建筑结构学报,2014,35(7):105-114.(QIAN Jiaru,FENG Baorui.Experimental study on seismic behavior of different seismic grade RC columns[J].Journal of Building Structures,2014,35(7):105-114.(in Chinese))
[12]GB 50010—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—2010Code for design of concrete structures[S].Beijing:China Architecture&Building Press,2010.(in Chinese))
[13]张和平.钢筋混凝土柱抗震性能试验及优化模拟分析[D].重庆:重庆大学,2012:10-51.(ZHANG Heping.Experiment and optimized modeling on seismic performance of RC column[D].Chongqing:Chongqing University,2012:10-51.(in Chinese))
[14]刘承文.箍筋约束对钢筋混凝土柱抗震性能影响的试验研究[D].重庆:重庆大学,2010:13-62.(LIU Chengwen.Experimental studies on effect of hoops on seismic behavior of reinforced concrete columns[D].Chongqing:Chongqing University,2010:13-62.(in Chinese))
[15]黄扬.钢筋屈曲对柱抗震性能影响的试验研究[D].重庆:重庆大学,2012:13-63.(HUANG Yang.Experimental studies on effect of bucking of reinforcing steel on seismic behavior of columns[D].Chongqing:Chongqing University,2012:13-63.(in Chinese))
[16]向在兴.仅按重力荷载设计的钢筋混凝土框架柱的抗震能力及加固方法试验研究[D].重庆:重庆大学,2002:5-29.(XIANG Zaixing.Tests on seismic behavior of framed columns designed with gravity loads[D].Chongqing:Chongqing University,2002:5-29.(in Chinese))
[17]OpenSEES.Open system for earthquake engineering simulation.Version 2.4.2[EB/OL].[2012-08-27]http://opensees.berkeley.edu.
[18]齐虎,孙景江,林淋.OpenSEES中纤维模型的研究[J].世界地震工程,2007,23(4):48-54.(QI Hu,SUN Jingjiang,LIN Lin.Research on fiber model of OpenSEES[J].Word Earthquake Engineering,2007,23(4):48-54.(in Chinese))
[19]Saatcioglu M,Razvi S R.Strength and ductility of confined concrete[J].Journal of Structural Engineering,ASCE,1992,118(6):1590-1607.
[20]Menegotto M,Pinto P E.Method of analysis for cyclically loaded reinforced concrete plane frames including changes in geometry and non-elastic behavior of elements under combined normal force and bending[C]//IABSE symposium on resistance and ultimate deformability of structural acted on by well-defined repeated loads.Zurich;IABSE,1973:15-22.
[21]过镇海,时旭东.钢筋混凝土原理和分析.北京:清华大学出版社,2003:336-337.(GUO Zhenhai,SHI Xudong.Reinforcement concrete theory and analyse[M].Beijing:Tsinghua University Press,2003:336-337.(in Chinese))
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