多层砌体结构在地震中倒塌全过程数值模拟
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摘要
为了克服现有数值计算模型及算法在模拟多层砌体结构倒塌过程中存在的问题,引入能够考虑脆性材料大变形及塑性损伤的Holmquist-Johnson-Cook(简称HJC)本构模型模拟砌体材料,采用完全连续介质有限元法建立了一栋典型多层大开间砌体结构计算模型,选取经典的E1 Centro波对其进行弹塑性时程分析,基于显式动力积分及自动接触算法,再现了多层砌体结构在地水平震作用下从弹性到破坏,再到倒塌的全过程。通过与实际震害的比较,验证了上述材料模型及数值算法模拟多层砌体结构倒塌破坏的有效性。此外,针对同一结构模型在不同烈度下的破坏形式,探讨了多层砌体结构在特大地震下的倒塌机理及模式,揭示了其因竖向承重构件失效而导致整体结构发生竖向倒塌的本质。最后分析了顶部水平位移、顶部竖向位移及层间位移角限值分别作为倒塌判定指标的适用性。
In order to overcome difficulties in simulating collapse process of multistory masonry structure by means of available numerical models or algorithm,Holmquist-Johnson-Cook(HJC) damage constitutive model was brought to simulate masonry material taking both large strain and plastic damage into account.A numerical model of the typical multistory large bay masonry structure was built by means of continuum finite element method.Based on explicit dynamic method and automatic contact algorithm,the classic El Centre earthquake data was adopted for elasto-plastic time-history analysis of the model,the entire collapse process of which was presented subsequently.By comparing with the practical seismic damage,the material model and numerical algorithm used in this paper were proved to be reasonable.Furthermore,according to different damage modes of the model under different seismic intensity,both destroy mechanism and collapse modes of multistory masonry structure under great earthquake were analyzed.It is revealed that vertical collapse caused by failure of vertical bearing members was the essential collapse mode of multistory masonry structure.Lastly the top horizontal displacement,top vertical displacement and story drift were used as decision index and were analyzed separately.
In order to overcome difficulties in simulating collapse process of multistory masonry structure by means of available numerical models or algorithm,Holmquist-Johnson-Cook(HJC) damage constitutive model was brought to simulate masonry material taking both large strain and plastic damage into account.A numerical model of the typical multistory large bay masonry structure was built by means of continuum finite element method.Based on explicit dynamic method and automatic contact algorithm,the classic El Centre earthquake data was adopted for elasto-plastic time-history analysis of the model,the entire collapse process of which was presented subsequently.By comparing with the practical seismic damage,the material model and numerical algorithm used in this paper were proved to be reasonable.Furthermore,according to different damage modes of the model under different seismic intensity,both destroy mechanism and collapse modes of multistory masonry structure under great earthquake were analyzed.It is revealed that vertical collapse caused by failure of vertical bearing members was the essential collapse mode of multistory masonry structure.Lastly the top horizontal displacement,top vertical displacement and story drift were used as decision index and were analyzed separately.
引文
[1]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.汶川地震建筑灾害分析[J].建筑结构学报,2008,29(4):1-9.
[2]李乔,赵世春.汶川大地震工程震害分析[M].成都:西南交大出版社,2008.
[3]WANG ZIFA.A preliminary report on the Great Wenchuan Earthquake[J].Earthquake Engineering and Engineering Vibration,2008,7(2):225-234.
[4]CALI6 I,MARLETTA M,PANT6 B.A discrete element approach for the evalution of the seismic response of masonry buildings[C]//The 14~(th)World Conference on Earthquake Engineering,Beijing,2008.
[5]CECCHI A,MILANI G.A kinematic FE limit analysis model for thick English bond masonry walls[J].International Journal of Solids and Structures,2008(45):1302-1331.
[6]NIMA TAGHI BEKLOO.A new approach numerical modeling of the masonry structures using explicit dynamic finite elements method[C]//The 14th World Conference on Earthquake Engineering,Beijing,2008.
[7]KRIT CHAIMOON,MARIO M ATTARD.Modeling of unreinforced masonry walls under shear and compression[J].Engineering Structures,2007(29):2056-2068.
[8]LAURENT PASTICIER,CLAUDIO AMADIO,MASSIMO FRAGIACOMO.Non-linear seismic analysis and vulnerability evaluation of a masonry building by means of the SAP2000V.10 code[J].Earthquake Engineering and Structural Dynamics,2008,37.:467-485.
[9]吕伟荣.砌体基本力学性能及高层配筋砌块砌体剪力墙抗震性能研究[D].长沙:湖南大学,2007.
[10]许浒,赵世春,叶列平,等.砌体结构在地震下的非线性计算模型[J].四川建筑科学研究,2011,37(6):170-175.
[11]苗吉军,顾祥林,张伟平,等.地震作用下砌体结构倒塌反应的数值模拟计算分析[J].土木工程学报,2005,138(9):45-52.
[12]刘海卿,倪镇国,欧进萍.强震作用下砌体结构倒塌过程仿真分析[J].地震工程与工程振动,2008,28(10):38-42.
[13]林旭川,陆新征,叶列平.砌体结构的地震倒塌模拟与分析[R]//汶川地震建筑震害调查与灾后重建分析报告.北京:中国建筑工业出版社,2008:285-292.
[14]HOLMQUIST T J,JOHNSON G R,COOK W H.A computational constitutive model for concrete subjected to large strains,high strain rates,and high pressures[C]//The 14th International Symposium on Ballistics,Quebec,1993:591-600.
[15]熊益波,陈剑杰,胡永乐.混凝土Johnson-Holmquist本构模型灵敏参数的初步确认[J].兵工学报,2009,30(S2):145-148.
[16]POLANCOLORIA M,HOPPERSTAD O S,B0RVIK T,et al.Numerical predictions of ballistic limits for concrete slabs using a modified version of the HJC concrete model[J].International Journal of Impact Engineering,2008,35(5):290-303.
[17]邵力群,陈文元.5.12汶川大地震中砌体结构房屋震害调查与思考[J].工业建筑,2009,39(1):30-35.
[18]孙景江,唐玉红,孙忠贤,等.汶川地震Ⅷ度和Ⅶ度区城市房屋震害及若干典型震害讨论[J].地震工程与工程振动,2009,29(6):65-73.
[19]尚晓江.ANSYS/LS-DYNA动力分析方法与工程实例[M].北京:水利水电出版社,2008.
[20]陆新征,林旭川,叶列平,等.地震下高层建筑连续倒塌数值模型研究[J].工程力学,2010,27(11):64-70.
[2]李乔,赵世春.汶川大地震工程震害分析[M].成都:西南交大出版社,2008.
[3]WANG ZIFA.A preliminary report on the Great Wenchuan Earthquake[J].Earthquake Engineering and Engineering Vibration,2008,7(2):225-234.
[4]CALI6 I,MARLETTA M,PANT6 B.A discrete element approach for the evalution of the seismic response of masonry buildings[C]//The 14~(th)World Conference on Earthquake Engineering,Beijing,2008.
[5]CECCHI A,MILANI G.A kinematic FE limit analysis model for thick English bond masonry walls[J].International Journal of Solids and Structures,2008(45):1302-1331.
[6]NIMA TAGHI BEKLOO.A new approach numerical modeling of the masonry structures using explicit dynamic finite elements method[C]//The 14th World Conference on Earthquake Engineering,Beijing,2008.
[7]KRIT CHAIMOON,MARIO M ATTARD.Modeling of unreinforced masonry walls under shear and compression[J].Engineering Structures,2007(29):2056-2068.
[8]LAURENT PASTICIER,CLAUDIO AMADIO,MASSIMO FRAGIACOMO.Non-linear seismic analysis and vulnerability evaluation of a masonry building by means of the SAP2000V.10 code[J].Earthquake Engineering and Structural Dynamics,2008,37.:467-485.
[9]吕伟荣.砌体基本力学性能及高层配筋砌块砌体剪力墙抗震性能研究[D].长沙:湖南大学,2007.
[10]许浒,赵世春,叶列平,等.砌体结构在地震下的非线性计算模型[J].四川建筑科学研究,2011,37(6):170-175.
[11]苗吉军,顾祥林,张伟平,等.地震作用下砌体结构倒塌反应的数值模拟计算分析[J].土木工程学报,2005,138(9):45-52.
[12]刘海卿,倪镇国,欧进萍.强震作用下砌体结构倒塌过程仿真分析[J].地震工程与工程振动,2008,28(10):38-42.
[13]林旭川,陆新征,叶列平.砌体结构的地震倒塌模拟与分析[R]//汶川地震建筑震害调查与灾后重建分析报告.北京:中国建筑工业出版社,2008:285-292.
[14]HOLMQUIST T J,JOHNSON G R,COOK W H.A computational constitutive model for concrete subjected to large strains,high strain rates,and high pressures[C]//The 14th International Symposium on Ballistics,Quebec,1993:591-600.
[15]熊益波,陈剑杰,胡永乐.混凝土Johnson-Holmquist本构模型灵敏参数的初步确认[J].兵工学报,2009,30(S2):145-148.
[16]POLANCOLORIA M,HOPPERSTAD O S,B0RVIK T,et al.Numerical predictions of ballistic limits for concrete slabs using a modified version of the HJC concrete model[J].International Journal of Impact Engineering,2008,35(5):290-303.
[17]邵力群,陈文元.5.12汶川大地震中砌体结构房屋震害调查与思考[J].工业建筑,2009,39(1):30-35.
[18]孙景江,唐玉红,孙忠贤,等.汶川地震Ⅷ度和Ⅶ度区城市房屋震害及若干典型震害讨论[J].地震工程与工程振动,2009,29(6):65-73.
[19]尚晓江.ANSYS/LS-DYNA动力分析方法与工程实例[M].北京:水利水电出版社,2008.
[20]陆新征,林旭川,叶列平,等.地震下高层建筑连续倒塌数值模型研究[J].工程力学,2010,27(11):64-70.
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