抗震设防建筑的易损性及震害指数研究
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摘要
中国地震烈度表是用一些震害现象及未经抗震设计或加固的单层或数层砖混和砖木房屋的震害程度和平均震害指数来进行烈度评定。然而评定指标涉及的关键的房屋建筑的类型在现存建筑中逐年减少,经过抗震设防的房屋建筑逐年增多。为适应建筑工程的现状和发展趋势、合理地评定地震烈度,需要建立考虑以抗震设防房屋的震害现象和程度为指标的地震烈度评定指标体系。本文就这一问题进行了研究,主要研究工作内容和成果包括:
1.分析并建立了结构的破坏等级与延性比及震害指数的关系。
2.提出了基于抗震设防水准及R-μ-T关系的结构抗震能力分析方法。
3.对结构抗震能力进行分析,得到了各类场地、各抗震设防等级的砌体及框架结构易损性曲线——房屋破坏比随地震动峰值加速度变化的关系曲线。并根据易损性曲线分析了我国抗震设防三水准的合理性。
4.根据得到的结构易损性曲线及建立的破坏等级与震害指数的关系,得到了各类结构平均震害指数与地震动峰值加速度的关系。
5.根据得到的结构平均震害指数与地震动峰值加速度的关系,与实际地震烈度(包括汶川地震烈度)评定结果比较分析,论证了中国地震烈度表中地震烈度与地震动峰值加速度的对应关系的合理性。
In the Chinese seismic intensity scale,the evaluation of intensity is based on the earthquake disaster phenomena and the average damage index of the undefended one-story or multi-layered masonry and timber buildings.But as the key buildings to evaluate the seismic intensity,the existing undefended buildings are decreasing,and the earthquake resistant buildings are increasing year by year.Therefore,the new index system for reasonable eveluation of the seismic intensity is needed based on the undefended buildings and earthquake resistant buildings.On the basis of the above consideration,this study has discussed some relative problems.The main work is as follows.
1.Analyzed and established the relationship between the hierarchy of destruction and the ductility ratio or the damage index.
2.Proposed a method to analyze the structural seismic capacity based on the seismic standards and the relationship between ductility ratio and seismic force reduction factor.
3.Based the analysis of the seismic capacity for different earthquake assistant building structures,the vulnerability curves,that is,the relations between building damage degree and peak ground acceleration,are obtained for the masonry and frame structures in the case of different site conditions and earthquake fortification zones.According to the vulnerability curves,the the consistency of the three seismic fortification levels is discussed.
4.According to the vulnerability curves of the structures and the relationship between the destruction hierarchy and the damage index,the relationships between average damage index and peak ground acceleration are presented for some types of building structures.
5.According to the relationship between structural average damage index and peak ground acceleration and the intensity assessment results of some earthquakes including Wenchuan earthquake,the corresponding relationship between peak ground acceleration and seismic intensity in the Chinese seismic intensity scale is verified to be reasonable.
1.分析并建立了结构的破坏等级与延性比及震害指数的关系。
2.提出了基于抗震设防水准及R-μ-T关系的结构抗震能力分析方法。
3.对结构抗震能力进行分析,得到了各类场地、各抗震设防等级的砌体及框架结构易损性曲线——房屋破坏比随地震动峰值加速度变化的关系曲线。并根据易损性曲线分析了我国抗震设防三水准的合理性。
4.根据得到的结构易损性曲线及建立的破坏等级与震害指数的关系,得到了各类结构平均震害指数与地震动峰值加速度的关系。
5.根据得到的结构平均震害指数与地震动峰值加速度的关系,与实际地震烈度(包括汶川地震烈度)评定结果比较分析,论证了中国地震烈度表中地震烈度与地震动峰值加速度的对应关系的合理性。
In the Chinese seismic intensity scale,the evaluation of intensity is based on the earthquake disaster phenomena and the average damage index of the undefended one-story or multi-layered masonry and timber buildings.But as the key buildings to evaluate the seismic intensity,the existing undefended buildings are decreasing,and the earthquake resistant buildings are increasing year by year.Therefore,the new index system for reasonable eveluation of the seismic intensity is needed based on the undefended buildings and earthquake resistant buildings.On the basis of the above consideration,this study has discussed some relative problems.The main work is as follows.
1.Analyzed and established the relationship between the hierarchy of destruction and the ductility ratio or the damage index.
2.Proposed a method to analyze the structural seismic capacity based on the seismic standards and the relationship between ductility ratio and seismic force reduction factor.
3.Based the analysis of the seismic capacity for different earthquake assistant building structures,the vulnerability curves,that is,the relations between building damage degree and peak ground acceleration,are obtained for the masonry and frame structures in the case of different site conditions and earthquake fortification zones.According to the vulnerability curves,the the consistency of the three seismic fortification levels is discussed.
4.According to the vulnerability curves of the structures and the relationship between the destruction hierarchy and the damage index,the relationships between average damage index and peak ground acceleration are presented for some types of building structures.
5.According to the relationship between structural average damage index and peak ground acceleration and the intensity assessment results of some earthquakes including Wenchuan earthquake,the corresponding relationship between peak ground acceleration and seismic intensity in the Chinese seismic intensity scale is verified to be reasonable.
引文
[1]胡聿贤.地震工程学[M].北京:地震出版社,1988.
[2]国家质量技术监督局.中国地震烈度表(GB/T17742-1999).北京:中国标准出版社1999.
[3]乔亚玲,闫维明.建筑结构震害预测方法研究评述[J].工业建筑,2005,35(6):1-5.
[4]崔玉红,邱虎,聂永安,贾卫平,王建山,田清.国内外单体建筑物震害预测方法研究述评[J].2001,24(2):175-182.
[5]中华人民共和国建设部.建筑抗震设计规范GB50011-2001.北京:中国建筑工业出版社,2001.
[6]赵永峰.精致化延性抗震设计理论[D].浙江:浙江大学博士学位论文,2008.
[7]建设部抗震办公室编.《建筑抗震设计规范》GBJ11-89.北京:地震出版社,1990.
[8]中国工程建设标准化协会.建筑工程抗震性态设计通则(试用)CECS160.北京:中国计划出版社,2004.
[9]国家基本建设委员会建筑科学研究院.工业与民用建筑抗震设计规范TJ11-78[S].北京:中国建筑工业出版社,1979.
[10]周靖.剪切型结构的抗震强度折减系数研究.地震工程与工程振动,2008,28(2):64-71.
[11]李刚强,抗震设计的R-μ基本准则及钢筋混凝土典型框架结构超强特征分析[D].重庆:重庆大学硕士学位论文,2006.
[12]门进杰.不规则钢筋混凝土框架结构基于性能的抗震设计理论和方法[D].陕西:西安建筑科技大学博士学位论文,2008.
[13]尹之潜,李树桢,杨淑文.单层工业厂房震害估计方法[J].地震工程与工程振动,1987,7(4):78-86.
[14]金国梁,齐洪波,郭纲平.老旧民房地震破坏预测的方法[J].工程抗震,1985,(2):17-25.
[15]温增平.建筑物地震易损性分析研究[D].北京:中国地震局地球物理研究所.1999:177.
[16]陶能付.钢筋混凝土框架结构的震害预测[A].第三届全国地震工程会议论文集[C].1990:1767-1772.
[17]尹之潜,杨淑文.地震损失分析与设防标准[M].北京:地震出版社,2004.
[18]欧进萍,何政,吴斌,邱法维.钢筋混凝土结构基于地震损伤性能.地震工程与工程振动,1999,19(1):64-70.
[19]张风华.城市防震能力指标体系的研究[D].哈尔滨:中国地震局工程力学研究所博士学位论文,2002.
[20]陈有库.城镇地区群体震害预测—快速法[D].哈尔滨:中国地震局工程力学研究所硕士学位论文,1990.
[21]陶谋立.震害预测树状图改进.抗震防灾对策[M].郑州:河南科学技术出版社,1988.
[22]刘桂秋.砌体结构基本受力性能研究[D].湖南:湖南大学硕士学位论文,2005.
[23]王云剑,夏敬谦.砌块房屋抗侧力性能和震害预测方法[J].地震工程与工程振动.1992,3(12):77-84.
[24]郭子雄,刘阳,杨勇.结构震害指数研究评述[J].地震工程与工程振动,2004,24(5):56-61.
[25]蒋欢军,李培振.钢筋混凝土框架结构的最大地震位移形状曲线[J].同济大学学报.2008,5(36):580-586.
[26]吴曙光,常叶军.多层住宅楼房屋震害预测及抗震设计建议[J].工业建筑,2006,7(36):49-52.
[27]门进杰.不规则钢筋混凝土框架结构基于性能的抗震设计理论和方法[D].陕西:西安建筑科技大学博士学位论文,2008.
[28]朱俊锋,王东炜,霍达等.基于位移的RC多层框架结构失效模式相关性分析[J].郑州大学学报.2007,39(1):110-115.
[29]中国建筑科学研究院.建筑结构设计统一标准(试行)GBJ68-84.北京:中国建筑工业出版社,1986.
[30]侯汝欣,田晴.砖的强度富余系数及其对砌体结构可靠度的影响[J].四川建筑科学研究.2001(2):17-18.
[31]严家熺,金伟良等.无筋砌体的可靠度分析[J].建筑科学.2002,18(增-2):58-65.
[32]刘兰花.多自由度体系R-μ规律初步分析及超静定次数对结构超强的影响[D].重庆:重庆大学硕士学位论文,2007.
[33]周靖,蔡健,方小丹.钢筋混凝土框架结构抗震超强系数分析[J].世界地震工程.2007,23(4):227-233.
[34]翟长海,谢礼立.钢筋混凝土结构超强研究[J].建筑结构学报,2007,28(1):101-106.
[35]尹之潜.地震灾害及损失预测方法[M].北京:地震出版社,1996.
[36]尹之潜.结构易损性分类和未来地震灾害的估计.十年尺度中国地震灾害损失预测研究.北京:地震出版社,1995.
[37]清华大学土木结构组,西南交通大学土木结构组,北京交通大学土木结构组.汶川地震建筑震害分析.建筑结构学报,2008,29(4):1-9.
[38]夏珊,刘爱文.抗震设防地区评定地震烈度的平均震害指数法.地震学报,2009,31(1):92-99.
[39]非明伦,于庆坤,谢英情,卢永坤,邵文丽.鲁甸5.6级地震震害分析[J].地震研究.2006,29(1):87-91.
[40]施伟华,陈坤华,李珊,卢永坤,周光全.2007年宁洱6.4级地震的震害指数与烈度[J].地震研究.2007,30(4):379-383.
[41]袁一凡等.汶川Ms8.0级地震工程震害概览.地震工程与工程振动.2008,28(增刊):27-58.
[42]Elnashai A.S.,Mwafy A.M.Overstrength and force reduction factors of multistory rein forced-concretebuildings[J].StructuralDesign of Tall Buildings,2002,119-351.
[43]Jain SudhirK,NavinRahul.Seismic Overstrengthin Reinforced Concrete Frames[J].Jounral of Structural Engineering,1995.121(3):580-585.
[44]Robert G,Drysdale,Ahmad A.Hamid and Lawrie R.Baker.Masonry structure behavior and design.Englewood Cliffs.New Jersey 07632,1994,52-60.
[45]FEMA-356:Recommended Specifications and Quality Assurance Guidelines for Steel-Moment Frame Construction for Seismic Applications,Federal Emergency Management Agency,Washington,D.C.2000.
[46]SEAOC Vision 2000(1995).Committee.Performance-based seismic engineering.Report prepared Structural Engineers Association of California,Sacramento,CA.
[47]http://www.cjtr.com.cn/news/shownews.asp?newsid=38869.
[2]国家质量技术监督局.中国地震烈度表(GB/T17742-1999).北京:中国标准出版社1999.
[3]乔亚玲,闫维明.建筑结构震害预测方法研究评述[J].工业建筑,2005,35(6):1-5.
[4]崔玉红,邱虎,聂永安,贾卫平,王建山,田清.国内外单体建筑物震害预测方法研究述评[J].2001,24(2):175-182.
[5]中华人民共和国建设部.建筑抗震设计规范GB50011-2001.北京:中国建筑工业出版社,2001.
[6]赵永峰.精致化延性抗震设计理论[D].浙江:浙江大学博士学位论文,2008.
[7]建设部抗震办公室编.《建筑抗震设计规范》GBJ11-89.北京:地震出版社,1990.
[8]中国工程建设标准化协会.建筑工程抗震性态设计通则(试用)CECS160.北京:中国计划出版社,2004.
[9]国家基本建设委员会建筑科学研究院.工业与民用建筑抗震设计规范TJ11-78[S].北京:中国建筑工业出版社,1979.
[10]周靖.剪切型结构的抗震强度折减系数研究.地震工程与工程振动,2008,28(2):64-71.
[11]李刚强,抗震设计的R-μ基本准则及钢筋混凝土典型框架结构超强特征分析[D].重庆:重庆大学硕士学位论文,2006.
[12]门进杰.不规则钢筋混凝土框架结构基于性能的抗震设计理论和方法[D].陕西:西安建筑科技大学博士学位论文,2008.
[13]尹之潜,李树桢,杨淑文.单层工业厂房震害估计方法[J].地震工程与工程振动,1987,7(4):78-86.
[14]金国梁,齐洪波,郭纲平.老旧民房地震破坏预测的方法[J].工程抗震,1985,(2):17-25.
[15]温增平.建筑物地震易损性分析研究[D].北京:中国地震局地球物理研究所.1999:177.
[16]陶能付.钢筋混凝土框架结构的震害预测[A].第三届全国地震工程会议论文集[C].1990:1767-1772.
[17]尹之潜,杨淑文.地震损失分析与设防标准[M].北京:地震出版社,2004.
[18]欧进萍,何政,吴斌,邱法维.钢筋混凝土结构基于地震损伤性能.地震工程与工程振动,1999,19(1):64-70.
[19]张风华.城市防震能力指标体系的研究[D].哈尔滨:中国地震局工程力学研究所博士学位论文,2002.
[20]陈有库.城镇地区群体震害预测—快速法[D].哈尔滨:中国地震局工程力学研究所硕士学位论文,1990.
[21]陶谋立.震害预测树状图改进.抗震防灾对策[M].郑州:河南科学技术出版社,1988.
[22]刘桂秋.砌体结构基本受力性能研究[D].湖南:湖南大学硕士学位论文,2005.
[23]王云剑,夏敬谦.砌块房屋抗侧力性能和震害预测方法[J].地震工程与工程振动.1992,3(12):77-84.
[24]郭子雄,刘阳,杨勇.结构震害指数研究评述[J].地震工程与工程振动,2004,24(5):56-61.
[25]蒋欢军,李培振.钢筋混凝土框架结构的最大地震位移形状曲线[J].同济大学学报.2008,5(36):580-586.
[26]吴曙光,常叶军.多层住宅楼房屋震害预测及抗震设计建议[J].工业建筑,2006,7(36):49-52.
[27]门进杰.不规则钢筋混凝土框架结构基于性能的抗震设计理论和方法[D].陕西:西安建筑科技大学博士学位论文,2008.
[28]朱俊锋,王东炜,霍达等.基于位移的RC多层框架结构失效模式相关性分析[J].郑州大学学报.2007,39(1):110-115.
[29]中国建筑科学研究院.建筑结构设计统一标准(试行)GBJ68-84.北京:中国建筑工业出版社,1986.
[30]侯汝欣,田晴.砖的强度富余系数及其对砌体结构可靠度的影响[J].四川建筑科学研究.2001(2):17-18.
[31]严家熺,金伟良等.无筋砌体的可靠度分析[J].建筑科学.2002,18(增-2):58-65.
[32]刘兰花.多自由度体系R-μ规律初步分析及超静定次数对结构超强的影响[D].重庆:重庆大学硕士学位论文,2007.
[33]周靖,蔡健,方小丹.钢筋混凝土框架结构抗震超强系数分析[J].世界地震工程.2007,23(4):227-233.
[34]翟长海,谢礼立.钢筋混凝土结构超强研究[J].建筑结构学报,2007,28(1):101-106.
[35]尹之潜.地震灾害及损失预测方法[M].北京:地震出版社,1996.
[36]尹之潜.结构易损性分类和未来地震灾害的估计.十年尺度中国地震灾害损失预测研究.北京:地震出版社,1995.
[37]清华大学土木结构组,西南交通大学土木结构组,北京交通大学土木结构组.汶川地震建筑震害分析.建筑结构学报,2008,29(4):1-9.
[38]夏珊,刘爱文.抗震设防地区评定地震烈度的平均震害指数法.地震学报,2009,31(1):92-99.
[39]非明伦,于庆坤,谢英情,卢永坤,邵文丽.鲁甸5.6级地震震害分析[J].地震研究.2006,29(1):87-91.
[40]施伟华,陈坤华,李珊,卢永坤,周光全.2007年宁洱6.4级地震的震害指数与烈度[J].地震研究.2007,30(4):379-383.
[41]袁一凡等.汶川Ms8.0级地震工程震害概览.地震工程与工程振动.2008,28(增刊):27-58.
[42]Elnashai A.S.,Mwafy A.M.Overstrength and force reduction factors of multistory rein forced-concretebuildings[J].StructuralDesign of Tall Buildings,2002,119-351.
[43]Jain SudhirK,NavinRahul.Seismic Overstrengthin Reinforced Concrete Frames[J].Jounral of Structural Engineering,1995.121(3):580-585.
[44]Robert G,Drysdale,Ahmad A.Hamid and Lawrie R.Baker.Masonry structure behavior and design.Englewood Cliffs.New Jersey 07632,1994,52-60.
[45]FEMA-356:Recommended Specifications and Quality Assurance Guidelines for Steel-Moment Frame Construction for Seismic Applications,Federal Emergency Management Agency,Washington,D.C.2000.
[46]SEAOC Vision 2000(1995).Committee.Performance-based seismic engineering.Report prepared Structural Engineers Association of California,Sacramento,CA.
[47]http://www.cjtr.com.cn/news/shownews.asp?newsid=38869.