延性RC剪力墙构件的性能指标限值
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摘要
为了得到基于中国规范设计的延性RC剪力墙构件的变形性能指标限值,先通过文献中7片剪力墙构件的试验数据验证有限元方法的可靠性,然后采用有限元方法对根据现行中国规范设计的一批剪跨比λ≥2.0的延性RC剪力墙构件进行模拟分析,研究剪跨比、边缘构件的纵向配筋率、轴压比等因素对剪力墙构件变形性能的影响,最后通过对有限元结果的归纳分析,提出基于中国规范的延性RC剪力墙构件的变形性能指标及其限值:选取塑性区的塑性转角作为λ≥2.5的RC剪力墙构件的性能指标并给出其在大震下的塑性转角限值,选取塑性位移角作为2.0≤λ<2.5的RC剪力墙构件的性能指标并给出其在大震下的塑性位移角限值。
In order to determine the deformation performance index limits for ductile RC shear wall components based on Chinese codes,the test data of seven shear wall components in other published articles are first used to verify the reliability of the finite element method.Then,the finite element method is applied to analyze a set of ductile RC shear wall components with shear span ratio λ≥2.0 and designed according to current Chinese codes.And the impact of the following factors on the deformation performance of RC shear wall components is studied: shear span ratio,longitudinal reinforcement ratio of the confined boundary members and axial compression ratio.Finally,the deformation performance index and the limits of the ductile RC shear wall components based on Chinese codes are proposed by the finite element model results.The plastic rotation of plastic zone is selected as the performance index of the RC shear wall components with λ≥2.5 and the limits of the plastic rotation under severe earthquakes are presented.The plastic drift is selected as the performance index of the RC shear wall components with 1.0≤λ<2.5 and the limits of the plastic drift under severe earthquakes are presented.
In order to determine the deformation performance index limits for ductile RC shear wall components based on Chinese codes,the test data of seven shear wall components in other published articles are first used to verify the reliability of the finite element method.Then,the finite element method is applied to analyze a set of ductile RC shear wall components with shear span ratio λ≥2.0 and designed according to current Chinese codes.And the impact of the following factors on the deformation performance of RC shear wall components is studied: shear span ratio,longitudinal reinforcement ratio of the confined boundary members and axial compression ratio.Finally,the deformation performance index and the limits of the ductile RC shear wall components based on Chinese codes are proposed by the finite element model results.The plastic rotation of plastic zone is selected as the performance index of the RC shear wall components with λ≥2.5 and the limits of the plastic rotation under severe earthquakes are presented.The plastic drift is selected as the performance index of the RC shear wall components with 1.0≤λ<2.5 and the limits of the plastic drift under severe earthquakes are presented.
引文
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[17]张秀琴,过镇海,王传志.反复荷载下箍筋约束混凝土的应力-应变全曲线方程[J].工业建筑,1985,15(12):16―20.Zhang Xiuqin,Guo Zhenhai,Wang Chuanzhi.Thecomplete stress-strain curve for confined concrete withStirrups under cyclic loading[J].Industrial Buildings,1985,15(12):16―20.(in Chinese)
[18]吕文,钱稼茹,方鄂华.钢筋混凝土剪力墙延性的试验和计算[J].清华大学学报(自然科学版),1999,39(4):88―91.Lu Wen,Qian Jiaru,Fang Ehua.Experimental andcomputational studies on ductility of reinforced concreteshear walls[J].Journal of Tsinghua University(Scienceand Technology),1999,39(4):88―91.(in Chinese)
[19]钱稼茹,程丽荣,周栋梁.普通箍筋约束混凝土柱的中心受压性能[J].清华大学学报(自然科学版),2002,42(10):1369―1373.Qian Jiaru,Cheng Lirong,Zhou Dongliang.Behavior ofaxially loaded concrete columns confined with ordinaryhoops[J].Journal of Tsinghua University(Science andTechnology),2002,42(10):1369―1373.(in Chinese)
[2]中华人民共和国国家标准.GB 50011-2001建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.National Standard of the People’s Republic of China.GB50011-2001 Code for seismic design of buildings[S].Beijing:China Building Industry Press,2001.(inChinese)
[3]钱稼茹,徐福江.钢筋混凝土剪力墙基于位移的变形能力设计方法[J].清华大学学报(自然科学版),2007,47(3):305―308.Qian Jiaru,Xu Fujiang.Displacement-based deformationcapacity design method of RC cantilever walls[J].Journal of Tsinghua University(Science andTechnology),2007,47(3):305―308.(in Chinese)
[4]章红梅,吕西林,鲁亮.边缘约束构件对钢筋混凝土剪力墙抗震性能的影响[J].地震工程与工程振动,2007,27(1):92―98.Zhang Hongmei,Lu Xilin,Lu Liang.Influence ofboundary element on seismic behavior of reinforcedconcrete shear walls[J].Journal of EarthquakeEngineering and Engineering Vibration,2007,27(1):92―98.(in Chinese)
[5]李兵,李宏男,曹敬党.钢筋混凝土高剪力墙拟静力试验[J].沈阳建筑大学学报(自然科学版),2009,25(2):230―234.Li Bing,Li Hongnan,Cao Jingdang.Research ofquasi-static test and hysteretic curve model for reinforcedconcrete high shear walls[J].Journal of ShenyangJianzhu University(Natural Science),2009,25(2):230―234.(in Chinese)
[6]张松,吕西林,章红梅.钢筋混凝土剪力墙配箍参数设计方法试验研究[J].结构工程师,2009,25(1):83―89.Zhang Song,Lu Xilin,Zhang Hongmei.Stirrupparameter and confined boundary zone design methodsof RC shear walls[J].Structural Engineers,2009,25(1):83―89.(in Chinese)
[7]季静,李首方,韩小雷.无边缘约束构件剪力墙的对比试验研究[J].建筑科学,2007,23(11):41―45.Ji Jing,Li Shoufang,Han Xiaolei.Study on comparativeexperiments of shear walls without boundary elements[J].Building Science,2007,23(11):41―45.(in Chinese)
[8]曹万林,孙天兵,杨兴民.双向单排配筋混凝土高剪力墙抗震性能试验研究[J].世界地震工程,2008,24(3):14―19.Cao Wanlin,Sun Tianbing,Yang Xingmin.Experimentalstudy on seismic performance of high-rise shear wallwith bi-directional single row of steel bars[J].WorldEarthquake Engineering,2008,24(3):14―19.(inChinese)
[9]曹万林,徐泰光,刘强.再生混凝土高剪力墙抗震性能试验研究[J].世界地震工程,2009,25(2):18―23.Cao Wanlin,Xu Taiguang,Liu Qiang.Experimentalstudy on seismic performance of high-rise recycledaggregate concrete shear wall[J].World EarthquakeEngineering,2009,25(2):18―23.(in Chinese)
[10]刘翠兰,祁学仁.陶粒砼剪力墙的试验研究[J].建筑结构学报,1991,12(6):62―71.Liu Cuilan,Qi Xueren.Experimental study of ceramsiteconcrete shear walls[J].Journal of Building Structures,1991,12(6):62―71.(in Chinese)
[11]Soon Ho Cho,Bryce Tupper,William D Cook.Structural steel boundary elements for ductile concretewalls[J].Journal of Structural Engineering,2004,130(5):762―768.
[12]中华人民共和国国家标准.GB 50010-2002混凝土结构设计规范[S].北京:中国建筑工业出版社,2002.National Standard of the People’s Republic of China.GB50010-2002 Code for design of concrete structures[S].Beijing:China Building Industry Press,2002.(inChinese)
[13]沈聚敏,翁义军,冯世平.周期反复荷载下钢筋混凝土压弯构件的性能[J].土木工程学报,1982,15(2):53―64.Shen Jumin,Weng Yijun,Feng Shiping.Behavior of R.C.compression-flexure members under cyclic loading[J].China Civil Engineering Journal,1982,15(2):53―64.(in Chinese)
[14]中国工程建设标准化协会标准.CECS 43:92钢筋混凝土装配整体式框架节点与连接设计规程[S].北京:中国建筑工业出版社,1992.China Engineering Construction StandardizedAssociation Standard.CECS 43:92 Design specificationfor joints and connections of precast monolithicreinforced concrete frames[S].Beijing:China BuildingIndustry Press,1992.(in Chinese)
[15]中华人民共和国国家标准.GB 1499.1-2008钢筋混凝土用钢第1部分:热轧光圆钢筋[S].北京:中国标准出版社,2008.National Standard of the People’s Republic of China.GB1499.1-2008 Steel for the reinforcement of concrete-Part1:Hot rolled plain bars[S].Beijing:Standards Press ofChina,2008.(in Chinese)
[16]中华人民共和国国家标准.GB 1499.2-2007钢筋混凝土用钢第2部分:热轧带肋钢筋[S].北京:中国标准出版社,2007.National Standard of the People’s Republic of China.GB1499.2-2007 Steel for the reinforcement of concrete-Part2:Hot rolled ribbed bars[S].Beijing:Standards Press ofChina,2007.(in Chinese)
[17]张秀琴,过镇海,王传志.反复荷载下箍筋约束混凝土的应力-应变全曲线方程[J].工业建筑,1985,15(12):16―20.Zhang Xiuqin,Guo Zhenhai,Wang Chuanzhi.Thecomplete stress-strain curve for confined concrete withStirrups under cyclic loading[J].Industrial Buildings,1985,15(12):16―20.(in Chinese)
[18]吕文,钱稼茹,方鄂华.钢筋混凝土剪力墙延性的试验和计算[J].清华大学学报(自然科学版),1999,39(4):88―91.Lu Wen,Qian Jiaru,Fang Ehua.Experimental andcomputational studies on ductility of reinforced concreteshear walls[J].Journal of Tsinghua University(Scienceand Technology),1999,39(4):88―91.(in Chinese)
[19]钱稼茹,程丽荣,周栋梁.普通箍筋约束混凝土柱的中心受压性能[J].清华大学学报(自然科学版),2002,42(10):1369―1373.Qian Jiaru,Cheng Lirong,Zhou Dongliang.Behavior ofaxially loaded concrete columns confined with ordinaryhoops[J].Journal of Tsinghua University(Science andTechnology),2002,42(10):1369―1373.(in Chinese)
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