Shear Strength of Unstiffened Steel I-Section Members
Shear Strength of Unstiffened Steel I-Section Members
复制标题
非加劲钢工字钢构件的抗剪强度
DOI：
10.1061/(asce)st.1943-541x.0001639
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发表时间：
2017
期刊：
影响因子：
--
通讯作者：
D. White
中科院分区：
文献类型：
--
作者：
Aaron J. Daley;B. Davis;D. White
摘要对文献中20个未加筋工字梁试件和7个新设计的填补试验数据空白的试件的极限抗剪强度与Basler、Hoglund和Lee及其同事推荐的模型的预测值进行了比较。Basler的模型完全基于理想的腹板剪切屈曲抗力，对于长细在60到100之间的腹板来说，该模型是准确的。然而，对于具有典型板梁腹板长细比的构件来说，这是非常保守的。Hoglund方法的目的是描述无筋腹板的剪切后屈曲能力，其精度是保守的。Lee和他的同事们的方法旨在预测大间距加劲肋腹板的剪切后屈曲强度，平均而言是准确的。然而，这种方法严重高估了几个试件的强度。建议的修改霍格伦德的建议，从1997年的一篇文章符合目前的AISC剪切屈曲强度公式为停止。
AbstractUltimate shear strengths of 20 unstiffened I-girder specimens from the literature and seven new specimens designed to fill gaps in the experimental data are compared with predictions from models recommended by Basler, Hoglund, and Lee and colleagues. Basler’s model, which is based solely on an idealized web shear buckling resistance, is shown to be accurate for webs with slenderness between 60 and 100. However, it is very conservative for members with typical plate girder web slenderness ratios. Hoglund’s methods, which aim to characterize the shear postbuckling capacity of unstiffened webs, are found to be accurate to conservative. The method by Lee and colleagues, which aims to predict the shear postbuckling strength of webs with widely spaced stiffeners, is accurate on average. However, this method significantly overpredicts the strength of several specimens. A proposed adaptation of Hoglund’s recommendations from a 1997 article matches the current AISC shear buckling strength equations for sto...