高强钢筋受压屈曲试验研究
|
摘要
为了解我国目前建筑行业各级别高强钢筋在压荷载下的屈曲性能差异,提高对HRB600钢筋基本力学性能的认识,对直径为16mm和20mm的HRB400、HRB500、HRB600热轧带肋钢筋进行一系列单轴加载试验,以考察不同直径和屈服强度的钢筋在不同长细比下的抗压强度变化规律。试验结果表明:随长细比的增加,高强钢筋抗压强度将显著下降,且降幅逐渐加大;屈服平台显著缩短,应力强化段明显减少;长细比超过8后,受压钢筋基本不会表现出屈服后的应力强化,达到9或10时,钢筋在达到屈服点前屈曲。钢筋直径增加和屈服强度增大,其抗压强度削减都有加剧的趋势。基于试验数据,建议将HRB600钢筋的抗压强度设计值取为500MPa。另外,基于试验结果对现有钢筋受压应力软化模型进行验证,结果表明对相关参数进行适当修正后,模型符合良好。
In order to investigate the buckling behavior of high-strength steel bars that are being used in China,a series of uniaxial loading tests are conducted on high-strength deformed steel bars( HRB400,HRB500,HRB600)with diameter in 16 mm and 20 mm. The influence of slenderness ratio on the compression strength of rebars in different diameters and yield strengths is investigated. The results show that the compression strength of high-strength steel bars decreases remarkably with the increasing slenderness ratio,and the more slender the bar is,the more severe the softening of stress becomes. The yield plateau is significantly shortened and the post-yielding stress hardening section is reduced. When the slenderness ratio is greater than 8,the post-yielding stress hardening disappears. The rebars buckle before achieving yield point when slenderness ratio is 9 or 10,the decline of compressive strength tends to become steeper with the increasing bar diameter and yield strength. It is possible that,in some condition,the safety reserve of compressive strength in code( GB 50010-2010) will be deficient. Based on the test results, it is recommended that the design strength can be taken as 500 MPa for HRB600 rebar.Furthermore,it is found that a good agreement can be achieved after proper modification of the parameters of available rebar model describing stress softening according to the present test results.
In order to investigate the buckling behavior of high-strength steel bars that are being used in China,a series of uniaxial loading tests are conducted on high-strength deformed steel bars( HRB400,HRB500,HRB600)with diameter in 16 mm and 20 mm. The influence of slenderness ratio on the compression strength of rebars in different diameters and yield strengths is investigated. The results show that the compression strength of high-strength steel bars decreases remarkably with the increasing slenderness ratio,and the more slender the bar is,the more severe the softening of stress becomes. The yield plateau is significantly shortened and the post-yielding stress hardening section is reduced. When the slenderness ratio is greater than 8,the post-yielding stress hardening disappears. The rebars buckle before achieving yield point when slenderness ratio is 9 or 10,the decline of compressive strength tends to become steeper with the increasing bar diameter and yield strength. It is possible that,in some condition,the safety reserve of compressive strength in code( GB 50010-2010) will be deficient. Based on the test results, it is recommended that the design strength can be taken as 500 MPa for HRB600 rebar.Furthermore,it is found that a good agreement can be achieved after proper modification of the parameters of available rebar model describing stress softening according to the present test results.
引文
[1]GB 50010―2010,混凝土结构设计规范(2015版)[S]
[2]住房和城乡建设部标准定额研究所.热轧带肋高强钢筋在混凝土结构中应用技术导则[M].北京:中国建筑工业出版社,2010
[3]ACI 318-08,Building code requirements for structural concrete[S].American Concrete Institute
[4]BS EN 1994-2-2005,Eurocode 4:Design of composite steel and concrete structures[S].European Committee for Standardization CEN,2005
[5]吴红翠,王全凤,徐玉野,等.HRB500级高强钢筋高温后的力学性能试验[J].华侨大学学报(自然科学版),2009,30(4):432-435
[6]王晓锋,傅剑平,朱爱萍,等.配置HRB500级钢筋混凝土柱抗震性能模拟分析[J].建筑结构学报,2011,32(8):99-105
[7]易伟建,余东,江涛.HRB500级钢筋混凝土框架梁开裂性能试验研究[J].建筑结构学报,2013,34(1):147-154
[8]刘文锋,王来其,高彦强,等.高强钢筋混凝土框架抗震性能试验研究[J].土木工程学报,2014,47(11):64-74
[9]崔钦淑,聂洪达.HRB500钢筋混凝土Z形截面双向压弯柱正截面承载力数值分析[J].建筑结构学报,2014,35(S1):119-125
[10]王君杰,苏俊省,王文彪,等.配置HRB500E,HRB600钢筋的混凝土圆柱抗震性能试验[J].中国公路学报,2015,28(5):93-100,107
[11]张建伟,夏东瑞,乔崎云,等.HRB600级钢筋高强混凝土柱的轴心受压性能[J].工业建筑,2017,47(11):77-83
[12]付广东,赵海龙,王铁成,等.配置600MPa级钢筋异形柱梁柱节点抗震性能试验研究[J].工业建筑,2017,47(3):64-69
[13]戎贤,乔超男,杨春晖.配置600MPa级钢筋的十字形柱抗震性能试验研究[J].工业建筑,2017,47(6):17-21
[14]曹艳辉,贾俊峰.考虑屈曲行为的钢筋力学性能数值仿真分析[J].防灾科技学院学报,2017,19(2):9-16
[15]于素健,卜国艳,高立堂.600MPa级钢筋高温下力学性能的试验研究[J].河南理工大学学报(自然科学版),2017,36(4):119-125
[16]Mander J B,Panthaki F D,Kasalanati A.Low-cycle fatigue behavior of reinforcing steel[J].Journal of Materials in Civil Engineering,1994,6(4):453-468
[17]陈昉健,易伟建.高强钢筋往复荷载变幅加载试验研究[J],工业建筑,2016,46(7):154-158
[18]Monti G,Nuti C.Nonlinear cyclic behavior of reinforcing bars including buckling[J].Journal of Structural Engineering,ASCE,1992,118(12):3268-3284
[19]Cosenza E,Prota A.Experimental behaviour and numerical modeling of smooth steel bars under compression[J].Journal of Earthquake Engineering,2006,10(3):313-329
[2]住房和城乡建设部标准定额研究所.热轧带肋高强钢筋在混凝土结构中应用技术导则[M].北京:中国建筑工业出版社,2010
[3]ACI 318-08,Building code requirements for structural concrete[S].American Concrete Institute
[4]BS EN 1994-2-2005,Eurocode 4:Design of composite steel and concrete structures[S].European Committee for Standardization CEN,2005
[5]吴红翠,王全凤,徐玉野,等.HRB500级高强钢筋高温后的力学性能试验[J].华侨大学学报(自然科学版),2009,30(4):432-435
[6]王晓锋,傅剑平,朱爱萍,等.配置HRB500级钢筋混凝土柱抗震性能模拟分析[J].建筑结构学报,2011,32(8):99-105
[7]易伟建,余东,江涛.HRB500级钢筋混凝土框架梁开裂性能试验研究[J].建筑结构学报,2013,34(1):147-154
[8]刘文锋,王来其,高彦强,等.高强钢筋混凝土框架抗震性能试验研究[J].土木工程学报,2014,47(11):64-74
[9]崔钦淑,聂洪达.HRB500钢筋混凝土Z形截面双向压弯柱正截面承载力数值分析[J].建筑结构学报,2014,35(S1):119-125
[10]王君杰,苏俊省,王文彪,等.配置HRB500E,HRB600钢筋的混凝土圆柱抗震性能试验[J].中国公路学报,2015,28(5):93-100,107
[11]张建伟,夏东瑞,乔崎云,等.HRB600级钢筋高强混凝土柱的轴心受压性能[J].工业建筑,2017,47(11):77-83
[12]付广东,赵海龙,王铁成,等.配置600MPa级钢筋异形柱梁柱节点抗震性能试验研究[J].工业建筑,2017,47(3):64-69
[13]戎贤,乔超男,杨春晖.配置600MPa级钢筋的十字形柱抗震性能试验研究[J].工业建筑,2017,47(6):17-21
[14]曹艳辉,贾俊峰.考虑屈曲行为的钢筋力学性能数值仿真分析[J].防灾科技学院学报,2017,19(2):9-16
[15]于素健,卜国艳,高立堂.600MPa级钢筋高温下力学性能的试验研究[J].河南理工大学学报(自然科学版),2017,36(4):119-125
[16]Mander J B,Panthaki F D,Kasalanati A.Low-cycle fatigue behavior of reinforcing steel[J].Journal of Materials in Civil Engineering,1994,6(4):453-468
[17]陈昉健,易伟建.高强钢筋往复荷载变幅加载试验研究[J],工业建筑,2016,46(7):154-158
[18]Monti G,Nuti C.Nonlinear cyclic behavior of reinforcing bars including buckling[J].Journal of Structural Engineering,ASCE,1992,118(12):3268-3284
[19]Cosenza E,Prota A.Experimental behaviour and numerical modeling of smooth steel bars under compression[J].Journal of Earthquake Engineering,2006,10(3):313-329
© 2004-2018 中国地质图书馆版权所有 京ICP备05064691号 京公网安备11010802017129号 地址：北京市海淀区学院路29号 邮编：100083 电话：办公室：(+86 10)66554848；文献借阅、咨询服务、科技查新：66554700 |