地基不均匀沉降对框架结构影响的有限元分析
|
摘要
利用ANSYS有限元程序分析某三层框架中柱柱脚不同沉降量作用下上部结构产生附加内力的规律。首先,定义"solid65"实体单元建立框架三维整体模型,分析的结果可以供子模型施加切割边界自由度约束时调用。其次,建立精密划分单元的三跨框架梁子模型。从梁纵向钢筋的应力分析结果可以看出,随着中间柱脚处沉降变形的增大,框架梁边柱支座处上部钢筋和中柱支座位置下部钢筋的应力明显增大,而且边柱支座处上部钢筋应力增加更快。中间柱脚处沉降变形达到0.03 m,梁的转角约为1/250时,边柱支座上部钢筋应力超过屈服强度,造成构件的破坏。框架梁裂缝最初出现在边柱支座的上部与中间柱支座的下部;随着中间柱脚处沉降的增加,边柱支座上部与中间柱支座下部的裂缝不断扩展和增大,而且中间跨梁跨中的下部也出现了裂缝。
The law of additional internal force of superstructure under non-uniform settlement of median pillar socle of a three-floor frame structure was analyzed using ANSYS finite element program.The three-dimensional integral fimite element model of frame structure was established with SOLID65 element,and analysis results can be used by sub-model when applied incision boundary freedom restriction.Sub-model of three-span frame beams at was established,which was fine meshed.Stress analysis results of longitudinal bars showed that the stress of top bars of frame beams at side pillar support and bottom bars at central pillar support augmented obviously with increasing settlement deformation of central pillar socle,and the stress of top bars at side pillar support increased more quickly.When settlement deformation of central pillar socle reached 0.03 meter,the rotation angle of the beams was about 1/250,and the stress of top bars of side pillar exceeded yield strength,then the members failed.Cracks of frame beams appeared initially at the top of side pillar support and bottom of central pillar support,and the cracks developed and augmented with increasing settlement deformation of central pillar socle,and cracks at the bottom of midspan of median span beams emerged.
The law of additional internal force of superstructure under non-uniform settlement of median pillar socle of a three-floor frame structure was analyzed using ANSYS finite element program.The three-dimensional integral fimite element model of frame structure was established with SOLID65 element,and analysis results can be used by sub-model when applied incision boundary freedom restriction.Sub-model of three-span frame beams at was established,which was fine meshed.Stress analysis results of longitudinal bars showed that the stress of top bars of frame beams at side pillar support and bottom bars at central pillar support augmented obviously with increasing settlement deformation of central pillar socle,and the stress of top bars at side pillar support increased more quickly.When settlement deformation of central pillar socle reached 0.03 meter,the rotation angle of the beams was about 1/250,and the stress of top bars of side pillar exceeded yield strength,then the members failed.Cracks of frame beams appeared initially at the top of side pillar support and bottom of central pillar support,and the cracks developed and augmented with increasing settlement deformation of central pillar socle,and cracks at the bottom of midspan of median span beams emerged.
引文
[1]建筑地基基础设计规范(GB50007-2002)[S].北京:中国建筑工业出版社,2002.(Code for Design ofbBilding Foundation(GB50007-2002)[S].Beijing:China Architecture&Building Press,2002.(in Chi-nese))
[2]叶书麟,韩杰,叶观宝.地基处理与托换技术[M].北京:中国建筑工业出版社,1994.(YE Shu-lin,Hanjie,YE Guan-bao.The Technology of Ground treat-ment&Underpinning[M].Beijing:China Architec-ture&Building Press,1994.(in Chinese))
[3]Yutaka Masuda,et al.Large scale underpinning foran underground urban railway station[J].TunnelingUnderground Space Technology,1992,7(2):133-140.
[4]熊小刚,江见鲸.桩基托换对上部结构影响的非线性有限元分析[J].特种结构,2003,20(1):8-10.(XIONG Xiao-gang,JIANG Jian-jing.Non-linearnumerical analysis of reinforce concrete frame duringthe underpinning construction[J].Special Structure,2003,20(1):8-10.(in Chinese))
[5]孙海.桩基预应力平衡托换的理论研究及应用[D].同济大学,2001.(SUN Hai.Theoretic study onthe balance underpine with prestress and its practicaluse[D].Tongji University,2001.(in Chinese))
[6]胡琦,蒋军,朱国元,等.软土地基上不均匀沉降建筑物的数值分析[J].江南大学学报,2005,4(2):158-162.(HU Qi,JIANG Jun,ZHU Guo-yuan,ZHANG Hui.Numerical Analyses of AsymmetricSedimentation Buildings on Soft Soil[J].Journal ofSouthern Yangtze University,2005,4(2):158-162.(in Chinese))
[7]董军,邓洪洲,马星,等.地基不均匀沉降引起上部钢结构损坏的非线形全过程分析[J].土木工程学报,2000,33(2):101-105.(DONG Jun,Deng Hong-zhou,MA Xing,et al.Nonlinear full process analysisof steel superstructure damage due to uneven groundsettlement[J].China Civil Engineering Journal,2000,33(2):101-105.(in Chinese))
[8]张伟平,顾祥林,张誉.砖墙填充框架在地基不均匀沉降作用下附加内力的计算分析[J].四川建筑科学研究,2002,28(2):23-25.(ZHANG Wei-ping,GUXiang-lin.Calculation of additional internal forces ofRC frame filled with brick wall due to uneven groundsettlements[J].Sichuan Building Science,2002,28(2):23-25.(in Chinese))
[9]混凝土结构设计规范(GB50010-2002)[S].北京:中国建筑工业出版社,2002.(Code for Design of Con-crete Structures(GB50010-2002)[S].Beijing:ChinaArchitecture&Building Press,2002.(in Chinese))
[10]郝文化.ANSYS土木工程应用实例[M].中国水利水电出版社,2004.(HAO Wen-hua.ANSYS Applica-tion in Civil Engineering[M].China WaterPowerPress,2004.(in Chinese))
[11]刘齐茂,燕柳斌.地震作用下空间框架结构层间相对位移响应梯度和海赛矩阵的计算[J].计算力学学报,2010,27(2):303-309,320.(LIU Qi-mao,YAI Liu-bin.Interstorey drift response gradient and Hessianmatrix computation of spatial frame structures underthe earthquake motion[J].Chinese Journal of Com-putational Mechanics,2010,27(2):303-309,320.(inChinese))
[12]贾强,张鑫.板式托换法在逆作法技术中的应用[J].建筑结构,2006,36(11):59-62.(JIA Qiang,ZHANG Xin.Application of underpinned floor tech-nology in inverse construction[J].Building Struc-ture,2006,36(11):59-62.(in Chinese))
[13]孙雁,钟万勰.有限元表面应力计算[J].计算力学学报,2010,27(2):177-181.(SUN Yan,ZHONGWan-xie.Finite element surface stress calculation[J].Chinese Journal of Computational Mechanics,2010,27(2):177-181.(in Chinese))
[2]叶书麟,韩杰,叶观宝.地基处理与托换技术[M].北京:中国建筑工业出版社,1994.(YE Shu-lin,Hanjie,YE Guan-bao.The Technology of Ground treat-ment&Underpinning[M].Beijing:China Architec-ture&Building Press,1994.(in Chinese))
[3]Yutaka Masuda,et al.Large scale underpinning foran underground urban railway station[J].TunnelingUnderground Space Technology,1992,7(2):133-140.
[4]熊小刚,江见鲸.桩基托换对上部结构影响的非线性有限元分析[J].特种结构,2003,20(1):8-10.(XIONG Xiao-gang,JIANG Jian-jing.Non-linearnumerical analysis of reinforce concrete frame duringthe underpinning construction[J].Special Structure,2003,20(1):8-10.(in Chinese))
[5]孙海.桩基预应力平衡托换的理论研究及应用[D].同济大学,2001.(SUN Hai.Theoretic study onthe balance underpine with prestress and its practicaluse[D].Tongji University,2001.(in Chinese))
[6]胡琦,蒋军,朱国元,等.软土地基上不均匀沉降建筑物的数值分析[J].江南大学学报,2005,4(2):158-162.(HU Qi,JIANG Jun,ZHU Guo-yuan,ZHANG Hui.Numerical Analyses of AsymmetricSedimentation Buildings on Soft Soil[J].Journal ofSouthern Yangtze University,2005,4(2):158-162.(in Chinese))
[7]董军,邓洪洲,马星,等.地基不均匀沉降引起上部钢结构损坏的非线形全过程分析[J].土木工程学报,2000,33(2):101-105.(DONG Jun,Deng Hong-zhou,MA Xing,et al.Nonlinear full process analysisof steel superstructure damage due to uneven groundsettlement[J].China Civil Engineering Journal,2000,33(2):101-105.(in Chinese))
[8]张伟平,顾祥林,张誉.砖墙填充框架在地基不均匀沉降作用下附加内力的计算分析[J].四川建筑科学研究,2002,28(2):23-25.(ZHANG Wei-ping,GUXiang-lin.Calculation of additional internal forces ofRC frame filled with brick wall due to uneven groundsettlements[J].Sichuan Building Science,2002,28(2):23-25.(in Chinese))
[9]混凝土结构设计规范(GB50010-2002)[S].北京:中国建筑工业出版社,2002.(Code for Design of Con-crete Structures(GB50010-2002)[S].Beijing:ChinaArchitecture&Building Press,2002.(in Chinese))
[10]郝文化.ANSYS土木工程应用实例[M].中国水利水电出版社,2004.(HAO Wen-hua.ANSYS Applica-tion in Civil Engineering[M].China WaterPowerPress,2004.(in Chinese))
[11]刘齐茂,燕柳斌.地震作用下空间框架结构层间相对位移响应梯度和海赛矩阵的计算[J].计算力学学报,2010,27(2):303-309,320.(LIU Qi-mao,YAI Liu-bin.Interstorey drift response gradient and Hessianmatrix computation of spatial frame structures underthe earthquake motion[J].Chinese Journal of Com-putational Mechanics,2010,27(2):303-309,320.(inChinese))
[12]贾强,张鑫.板式托换法在逆作法技术中的应用[J].建筑结构,2006,36(11):59-62.(JIA Qiang,ZHANG Xin.Application of underpinned floor tech-nology in inverse construction[J].Building Struc-ture,2006,36(11):59-62.(in Chinese))
[13]孙雁,钟万勰.有限元表面应力计算[J].计算力学学报,2010,27(2):177-181.(SUN Yan,ZHONGWan-xie.Finite element surface stress calculation[J].Chinese Journal of Computational Mechanics,2010,27(2):177-181.(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