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由于结构原因和使用要求在建筑中使用开孔钢板剪力墙。尽管对开孔板的刚度衰减和强度衰减已经有了充分的了解,仍需要对其机理与衰减程度、开孔位置与大小做进一步研究。为了完成这个目标,使用非线性有限元分析来对一个矩形开孔的加劲钢板剪力墙与非加劲钢板剪力墙的性能进行研究。开孔的大小与位置依模型不同,从而确定对整体刚度与强度的影响。根据试验结果可知,非加劲板受开孔位置的影响,其强度和刚度衰减;与之相反,对某种特定大小的加劲板重新开孔则不会影响衰减,所以加劲板的刚度和强度衰减并不随开孔的位置而变。随着开孔的增大,加劲板与非加劲板的刚度和强度逐步衰减。这进一步论证了开孔率(宽高比)的增加使得加劲钢板剪力墙与非加劲钢板剪力墙在地震作用时产生的整体能量吸收呈现线性递减趋势;而加劲板呈现的刚度要更少。中央开孔的非加劲钢板剪力墙的能量吸收最少。研究结果还表明,除了非加劲板,加劲板与其他方面都相同的板相比有更高的能量吸收能力。
Open-plank shear walls are used in the building due to structural reasons and usage requirements. Although sufficient knowledge has been given to the stiffness reduction and strength reduction of perforated plates, further study is needed on their mechanism and degree of attenuation, the location and size of the openings. To accomplish this goal, nonlinear finite element analysis was used to study the behavior of a rectangular perforated stiffened steel shear wall and a non-stiffened steel shear wall. The size and location of the openings vary depending on the model to determine the effect on overall stiffness and strength. According to the test results, the strength and stiffness of the non-stiffened plate are affected by the position of the hole. In contrast, the re-opening of the stiffened plate of a specific size does not affect the attenuation. Therefore, the stiffness and strength of the stiffened plate attenuate Does not change with the location of the opening. As the hole increases, the stiffness and strength of stiffened plates and non-stiffened plates gradually decay. This further demonstrates that the increase of the open area ratio (aspect ratio) makes the total energy absorption of the stiffened steel plate shear wall and the non-stiffened steel plate shear wall show a linear decreasing trend when the earthquake action, and the stiffener plate presents less rigidity . Central perforated non-stiffened steel shear walls have the least energy absorption. The results also show that, with the exception of non-stiffened plates, stiffeners have a higher energy absorption capacity than plates otherwise the same.