【作者】 张晓婷；

【导师】 李军；

【作者基本信息】 青岛理工大学 ， 结构工程， 2009， 硕士

【摘要】 随着国民经济的发展,大型钢结构工业厂房在各地相继兴建,露出式钢柱脚的研究愈发重要。为了明确不同锚栓布置模式对露出式柱脚力学性能的影响,有必要建立包括锚栓在内的较完整的柱脚模型。本文在明确柱脚计算的理论和数值分析方法的基础上,根据已有试验分别建立M27(模式Ⅰ)和M36(模式Ⅱ)锚栓的柱脚模型,首先在两种柱脚上施加相同的循环荷载进行受力性能分析;其次在两种锚栓上施加预紧力,比较施加预紧力前、后对结构受力的影响。得到以下主要结论:1.两种模式的钢管柱的受力情况相似,尚未发生塑性变形。2.两种模式的底板的受力情况相似,和钢管柱一样,没有发生塑性变形。3.两种模式的柱脚破坏均由锚栓的屈服引起,由于钢管柱和底板均未屈服,锚栓受力成为控制柱脚受力性能的主要因素。4.模式Ⅰ柱脚最外端的两个锚栓均出现了颈缩现象,达到了极限强度,内侧的两个锚栓颈缩现象不明显;模式Ⅱ锚栓的截面积较大,它受到的应力明显比模式Ⅰ锚栓要小。5.施加预紧力后两个模式的柱脚变形不尽相同,钢管柱和底板仍然没有达到屈服强度,柱脚的破坏仍然是由锚栓的强度破坏控制的。但锚栓预紧力的施加优化了锚栓的受力性能,使锚栓在受力过程中,应力的增加更加缓慢和均匀,并增加了锚栓的塑性变形能力,使锚栓的受力和变形更加合理。6.由于导入了预紧力,使锚栓与底板连接的更加紧密,增强了柱脚的整体性和初始抗弯刚度,延缓了底板与基础梁的脱离,有利于整个结构的稳定。7.在同样满足柱脚力学性能要求的情况下,模式Ⅱ柱脚使用的锚栓个数较少,便于施工且可以达到减少用钢量的目的。因此,在锚栓强度破坏成为控制柱脚破坏的主要因素的情况下,可以采取增加锚栓直径且在柱脚底板外围分散布置锚栓的方法,使柱脚构造设计更加合理且经济。更多还原

【Abstract】 With the development of the national economy, large-scale steel industrial workshops have been built in all over the country. The research of exposed steel column base becomes more and more important. In order to make sure the affect of anchor arranged modes to the exposed mechanical properties, it is necessary to build a more complete column base mode including the anchor bolt. In this paper, established the M27 (model I) and M36 (model II) anchor column base model according to an existed test before making the numerical calculation and the theoretical analysis method of the column base clear. First of all, impose column base the same cyclic loading to analysis its mechanical behavior; secondly, introduce two kinds of anchor bolt pretension and compare the impact of the construct before and after the pretension. Reach the following major conclusions:1. The two kinds of the steel column are similar to the properties, plastic deformation has not yet occurred.2. The two kinds of the base plate are similar to the properties, as the steel columns, no plastic deformation occurred.3. The two kinds of the column base yielded caused by the bolt, as the steel column and base plate did not yield, the anchor bolt forces becomes a major factor in performance.4. The outer two bolts of Mode I appeared necking phenomenon reaching the limit strength, the inside of the two bolt did not appear obvious necking phenomenon; model II has larger cross-sectional, it has less stress than bolt model I.5. The deformation of the two column bases are the same after pretension, steel columns and base plate still not reach yield strength, the destruction of column base is controlled by bolt damage. However, the pretension optimizes the performance of the bolt, makes the stress increase more slowly and evenly, increases the plastic deformation of the bolt and then makes the properties more rational and deformation.6. The connection of the base plate and anchor bolt is more closely because of the pretension, it enhances the integrity of the column base and initial bending stiffness, slows down the separation between base plate and foundation beams, is good for the whole structure stability.7. When both satisfy the mechanical properties of the connection, mode II uses fewer bolts, facilitates the construction and can achieve the purpose of reducing the steel quantity.Therefore, when the bolt damage becomes a main controlling factor of the column base failure, it can be taken to increase the bolt diameter and scatter the arranged of the bolt in the base plate, make the design more rational and economic.更多还原