损伤后混凝土框架结构火灾试验研究
|
摘要
为分析震后火灾环境下混凝土结构的反应,试验设计了3榀足尺单层单跨框架结构,以低周反复水平荷载试验模拟地震动,以框架梁、柱裂缝宽度ω为损伤指标,试件KJ1历经损伤ω=0.5 mm后进行火灾试验,KJ2历经损伤ω=0.1 mm后进行火灾试验,试件KJ3作为对比试验无损伤,直接进行火灾试验。从3榀框架结构的裂缝变化规律、框架柱轴向变形、截面温度场分布、承载力退化等方面进行了对比分析。试验结果表明:损伤后混凝土材料的热传导性能提高,相应截面所经历的最高温度也增高;框架结构的高温变形恢复能力变差,梁截面承载力下降幅度比柱截面大。最后提出了损伤指标与结构抗火性能退化之间的量化关系。
In order to analyze responses of RC structure under secondary fire after the earthquake,three RC frame structural models were designed and fire tests were carried out to two specimens with the concrete crack width of 0.5 mm and 0.1 mm respectively which were taken as the damage index caused by earthquake.The third specimen was directly studied under fire test.The law of concrete crack development,fire response and bearing capacity degradation of RC frame were preliminarily studied.The experiment shows that,thermal conductivity of concrete is increased after damage.Maximum temperature of cross-section is also much higher;Ability of deformation recovery is decreased.The residual flexural capacity of beam is much lower than that of column.At last,relationship between ω and degradation for concrete frame structure is put forward.
In order to analyze responses of RC structure under secondary fire after the earthquake,three RC frame structural models were designed and fire tests were carried out to two specimens with the concrete crack width of 0.5 mm and 0.1 mm respectively which were taken as the damage index caused by earthquake.The third specimen was directly studied under fire test.The law of concrete crack development,fire response and bearing capacity degradation of RC frame were preliminarily studied.The experiment shows that,thermal conductivity of concrete is increased after damage.Maximum temperature of cross-section is also much higher;Ability of deformation recovery is decreased.The residual flexural capacity of beam is much lower than that of column.At last,relationship between ω and degradation for concrete frame structure is put forward.
引文
[1]李杰,姜建华.城市地震次生火灾危害性分析[J].自然灾害学报,2000,9(2):18-23.(Li Jie,JiangJianhua.Analysis on hazard of post-earthquake fire[J].Journal of Natural Disasters,2000,9(2):18-23.(in Chinese))
[2]韩新,沈祖炎,曾杰.建筑火灾危险性评估性能方法基本框架研究[J].自然灾害学报,2001,10(2):50-57.(Han Xin,Shen Zuyan,Zeng Jie.Study on aframework of performance-based method for hazardassessment of building fire[J].Journal of NaturalDisasters,2001,10(2):50-57.(in Chinese))
[3]余世舟,赵振东,钟江荣.基于GIS的地震次生灾害数值模拟[J].自然灾害学报,2003,12(4):100-105.(Yu Shizhou,Zhao Zhendong,Zhong Jiangrong.Numerical simulation of secondary disasters ofearthquake based on GIS[J].Journal of NaturalDisasters,2003,12(4):100-105.(in Chinese))
[4]吴波,马忠诚.火灾后钢筋混凝土压弯构件的抗震性能研究[J].地震工程与工程振动,1994,14(4):24-34.(Wu Bo,Ma Zhongcheng.Study on the seismicbehavior of RC beam-columns after fire[J].EarthquakeEngineering and Engineering Vibration,1994,14(4):24-34.(in Chinese))
[5]肖建庄,谢猛.高性能混凝土框架火灾后抗震性能试验研究[J].土木工程学报,2005,38(8):36-42.(Xiao Jianzhuang,Xie Meng.An experimental studyon the seismic behavior of HPC frames after fire[J].China Civil Engineering Journal,2005,38(8):36-42.(in Chinese))
[6]王俊富.经历强震损伤的混凝土框架结构火灾行为试验研究[D].青岛:青岛理工大学,2010:21-54.(Wang Junfu.Experimental research on the behavior ofRC frame structure with damages caused by strongearthquake due to elevated temperature[D].Qingdao:Qingdao Technological University,2010:21-54.(inChinese))
[7]刘才玮.基于弱震损伤的混凝土框架结构火灾行为试验研究[D].青岛:青岛理工大学,2010:39-51.(Liu Caiwei.Research on the fire resistant performancefor the concrete frame with damage caused by frequentearthquake[D].Qingdao:Qingdao TechnologicalUniversity,2010:39-51.(in Chinese))
[8]Schneider U.Concrete at high temperature generalreview[J].Fire Safety Journal,1988,39(13):55-68.
[9]朱伯龙,陆洲导.工程结构抗火性能研究报告[R].上海:同济大学工程结构研究所,1990:9-17.(ZhuBolong,Lu Zhoudao.Report of study on fire-resistancebehavior of engineering structure[R].Shanghai:Institute of Engineering Structure of Tongji University,1990:9-17.(in Chinese))
[2]韩新,沈祖炎,曾杰.建筑火灾危险性评估性能方法基本框架研究[J].自然灾害学报,2001,10(2):50-57.(Han Xin,Shen Zuyan,Zeng Jie.Study on aframework of performance-based method for hazardassessment of building fire[J].Journal of NaturalDisasters,2001,10(2):50-57.(in Chinese))
[3]余世舟,赵振东,钟江荣.基于GIS的地震次生灾害数值模拟[J].自然灾害学报,2003,12(4):100-105.(Yu Shizhou,Zhao Zhendong,Zhong Jiangrong.Numerical simulation of secondary disasters ofearthquake based on GIS[J].Journal of NaturalDisasters,2003,12(4):100-105.(in Chinese))
[4]吴波,马忠诚.火灾后钢筋混凝土压弯构件的抗震性能研究[J].地震工程与工程振动,1994,14(4):24-34.(Wu Bo,Ma Zhongcheng.Study on the seismicbehavior of RC beam-columns after fire[J].EarthquakeEngineering and Engineering Vibration,1994,14(4):24-34.(in Chinese))
[5]肖建庄,谢猛.高性能混凝土框架火灾后抗震性能试验研究[J].土木工程学报,2005,38(8):36-42.(Xiao Jianzhuang,Xie Meng.An experimental studyon the seismic behavior of HPC frames after fire[J].China Civil Engineering Journal,2005,38(8):36-42.(in Chinese))
[6]王俊富.经历强震损伤的混凝土框架结构火灾行为试验研究[D].青岛:青岛理工大学,2010:21-54.(Wang Junfu.Experimental research on the behavior ofRC frame structure with damages caused by strongearthquake due to elevated temperature[D].Qingdao:Qingdao Technological University,2010:21-54.(inChinese))
[7]刘才玮.基于弱震损伤的混凝土框架结构火灾行为试验研究[D].青岛:青岛理工大学,2010:39-51.(Liu Caiwei.Research on the fire resistant performancefor the concrete frame with damage caused by frequentearthquake[D].Qingdao:Qingdao TechnologicalUniversity,2010:39-51.(in Chinese))
[8]Schneider U.Concrete at high temperature generalreview[J].Fire Safety Journal,1988,39(13):55-68.
[9]朱伯龙,陆洲导.工程结构抗火性能研究报告[R].上海:同济大学工程结构研究所,1990:9-17.(ZhuBolong,Lu Zhoudao.Report of study on fire-resistancebehavior of engineering structure[R].Shanghai:Institute of Engineering Structure of Tongji University,1990:9-17.(in Chinese))
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心