底框配筋砌块砌体高层住宅动力性能分析

发布时间：2018-11-04 18:07

【摘要】：本文结合已有试验数据，利用PKPM-SATWE软件对底部框架结构上部为配筋砌块砌体结构结构进行了动力性能分析。通过改变钢筋强度等级、混凝土强度等级、设防烈度及结构楼层层数等工况分析引起的动力特性变化，为底框配筋砌块砌体结构抗震设计提供依据。 1、建立有限元分析模型通过对底框配筋砌块砌体的破环准则、材料的本构关系等问题的探讨，阐述了结构有限元分析的基本理论，提出了底框配筋砌块砌体剪力墙进行有限元分析的整体模型。 2、对15层房屋进行动力性能反应分析利用PKPM软件中砌块砌体功能模块对15层底层为框架结构上部为配筋砌块砌体结构住宅楼的模型，利用了PKPM-SATWE软件分析各层的地震剪力、弯矩、楼层位移等变化规律以及弹性时程分析，研究了原型房屋的抗震性能，得出配筋砌体结构具有较好的延性和耗能能力等优点。 3、对底框配筋砌块砌体结构多参数分析在对15层底层为框架结构上部为配筋砌块砌体结构进行有限元分析的基础上，进行多参数分析，利用PKPM软件中砌块砌体功能模块分别建立了13层、17层模型；在原有15层结构基础上混凝土强度等级底层框架结构由C35变为C45，上部配筋砌块砌体结构由C30变为C40；钢筋强度等级底层框架结构梁、墙由HRB400变为HRB335，柱由HRB500变为HRB400，上部配筋砌块砌体结构墙、柱、梁钢筋类别由HRB400变为HRB335；设防烈度由6度（0.5g）变为7度（1.0g）。利用PKPM-SATWE软件对改变参数以后房屋的地震反应力、剪力、振型模态、楼层位移以及弹性动力时程进行了比较分析。结果表明：1）混凝土强度的改变对于结构抗震性能影响较大，提高混凝土强度等级后主方向和次方向的最大楼层位移降低，与原有15层建筑相比分别降低1.3%、20.0%，底层剪力、弯矩均增加，主、次方向底层剪力增幅为0.7%、12.6%，主、次方向底层弯矩增幅为7.9%、3.8%；水平加速度峰值主、次方向约降低4.3%、6.3%；2）改变楼层层数对于结构抗震性能有一定的影响，，13层结构同原有15层建筑相比，最大层间位移X方向位移略小于Y方向，X、Y方向最大层间位移都有些下降，分别下降16.3%、19.2%。17层结构同原有15层建筑相比，最大层间位移X方向位移略小于Y方向，X、Y方向最大层间位移都有些增加，分别增加4.0%、5.0%。峰值加速度随着楼层增加而降低，13层、17层结构增幅为17.3%、-5.2%；3）设防烈度的改变对于结构抗震性能有很大的影响，X，Y方向底层剪力都有增加，增幅为：99.9%、99.9%；在X，Y方向地震作用下的顶层最大位移都有增加，增幅为：100%、100%；X，Y方向最大层间位移角约为1/1840、1/1302，与原15层房屋相比增幅为：100%、100%；4）钢筋强度等级的改变对结构的抗震性能影响很小，合理布置钢筋能够减少地震作用。
[Abstract]:Based on the existing experimental data, the dynamic performance of masonry structures with reinforced masonry blocks at the bottom of frame structures is analyzed by using PKPM-SATWE software. By changing the strength grade of steel bar, the strength grade of concrete, the intensity of fortification and the number of floors of the structure, the dynamic characteristics of masonry structure with reinforced masonry structure with bottom frame are analyzed, which can provide the basis for seismic design of masonry structure with bottom frame reinforcement. 1. The basic theory of the finite element analysis of the structure is expounded by the discussion of the crack criterion and the constitutive relation of the bottom frame reinforced block masonry. The integral model for finite element analysis of masonry shear wall with bottom frame reinforced block is presented. 2. The dynamic performance response analysis of 15 story buildings is carried out. Using the block masonry function module in PKPM software, the model of 15 floor frame structure with reinforced block masonry structure is proposed. In this paper, the seismic shear force, bending moment, floor displacement and elastic time history analysis of each story are analyzed by using PKPM-SATWE software, and the seismic performance of the prototype building is studied. It is concluded that the reinforced masonry structure has better ductility and energy dissipation ability. 3. On the basis of the finite element analysis of the 15 floor frame masonry structure with reinforced block masonry structure, the multi-parameter analysis is carried out on the basis of the 15 floor frame structure with reinforced block masonry structure. The 13-story and 17-story models are established by using the block masonry function module in PKPM software. The bottom frame structure of concrete strength grade is changed from C35 to C45 on the basis of the original 15-story structure, and the upper reinforced block masonry structure changes from C30 to C40. The reinforced strength grade bottom frame structure beam, the wall from HRB400 to HRB335, column changed from HRB500 to HRB400, upper reinforced block masonry structure wall, the column and the type of reinforced bar changed from HRB400 to HRB335; fortification intensity from 6 degrees (0.5 g) to 7 degrees (1.0 g). The seismic response force, shear force, mode, floor displacement and elastic dynamic time history of buildings after changing parameters are compared and analyzed by using PKPM-SATWE software. The results show that: 1) the change of concrete strength has a great influence on the seismic performance of the structure, and the maximum floor displacement of the main direction and the secondary direction after the improvement of the concrete strength grade decreases by 1.3%, respectively, compared with the original 15-story building. 20.0, the bottom shear force and bending moment are increased, the increase of bottom shear force in principal and secondary direction is 0.7 and 12.6am, the increase of bottom moment in principal and secondary direction is 7.9 and 3.8; The peak value of horizontal acceleration is about 4.3% lower than that of the secondary direction. 2) changing the floor number has certain influence on the seismic performance of the structure. Compared with the original 15-story building, the maximum displacement of the 13 stories is slightly smaller than that of the Y direction, and the maximum interstory displacement of the XY direction is somewhat lower than that of the original 15-story building. Compared with the original 15-story buildings, the maximum interstory displacement in X direction is slightly smaller than that in Y direction, and the maximum interstory displacement in XY direction is somewhat increased, with an increase of 4.0% 5.0% respectively. The peak acceleration decreases with the increase of the floor, and the increase of the structure of 13 and 17 floors is 17.3- 5.2; 3) the change of fortification intensity has a great influence on the seismic performance of the structure. The shear force of the bottom layer in the XY direction is increased, the increase is 99.9 / 99.9; The maximum displacement of the top floor under the action of the XY direction earthquake is increased, the increase is as follows: the maximum interstory displacement angle in the XY direction is about 1 / 1840 / 1 / 1302, the increase is 100 / 100 compared with the original 15-story house; 4) the change of the reinforcement strength grade has little effect on the seismic behavior of the structure, and the reasonable arrangement of steel bars can reduce the seismic action.
【学位授予单位】：青岛理工大学
【学位级别】：硕士
【学位授予年份】：2013
【分类号】：TU973.31

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