中美欧钢结构规范受弯构件局部稳定性计算方法对比研究
发布时间：2018-09-18 12:27
【摘要】：钢结构中最常用的受弯构件是梁,对于焊接工形截面组合梁来说,截面往往设计的高而薄,所以其局部稳定问题不容忽视。我国GB50017-2003首次针对组合梁腹板考虑屈曲后强度给出了具体计算方法(拉力场的剪力值参考了欧盟规范的"简单屈曲后方法"),而美国ANSI/AISC360《钢结构建筑设计规范》早在1963版中就已经有了利用屈曲后拉力场的计算规定,所用的公式在对屈曲后强度条件稍作调整的情况下一直沿用到2010年版。所以本文选取了三本有代表性的钢结构设计规范:①中国GB50017-2003《钢结构设计规范》;②美国ANSI/AISC360-10《钢结构建筑设计规范》;③欧洲-英国BSEN1993-1《钢结构设计》。从以下方面进行了较为深入的计算分析和比较:(1)从一般设计规定、极限状态设计法等方面,对美国ANSI/AISC360-10规范、欧洲BSEN1993-1规范及中国GB50017-2003规范进行了分析和比较。在截面划分上,将我国钢结构送审稿GB50017-201X与美国ANSI/AISC360-10和欧洲BS EN1993-1规范中的规定进行了对比,具体分析了其截面划分的依据和划分限值的推导过程,找出其限值差异的原因。(2)对中、美、欧规范中最常见的双轴对称焊接工形钢梁的局部稳定计算公式进行对比,包括抗弯承载力、抗剪承载力、弯剪共同作用和腹板加劲肋的设置和计算。在考虑腹板屈曲后强度时,中美欧三本规范所用的拉力场模型不尽相同,因此对屈曲后强度理论和三本规范中相应的规定分别进行了对比,分析了公式的推导过程,从而得出三本规范中计算公式差异的原因。(3)按照美国ANSI/AISC360-10中翼缘会发生局部屈曲的宽厚比限值,摘录出中国GB/T11263-2005中13种型钢截面,按中美欧三本规范中受弯构件的计算规定分别算出这些截面的抗弯承载力,得出美国规范ANSI/AISC360-10的抗力值最大,欧洲规范BS EN1993-1的抗力值居中,中国规范GB50017-2003的抗力值最小,并进一步分析成因。(4)选取了一个具体的楼盖结构,按照中国GB50009-2012、美国SEI/ASCE7-10、英国BS6399-Part1-1996三本荷载规范中关于楼面均布活荷载最小值的计算方法,统计出该楼盖结构主梁的荷载作用效应。并根据中美欧三本钢结构设计规范中的计算方法分别计算主梁截面(截面一)的截面抗力,且在改变该楼盖结构的主梁截面尺寸(截面二)后,按考虑屈曲后强度再次用三本规范计算其截面抗力。(5)最后,针对该具体楼盖结构,对不允许截面发生屈曲的主梁截面一和考虑利用屈曲后强度的主梁截面二进行有限元建模。首先做了特征值屈曲分析,引入初始缺陷之后在进行计算,得出主梁的实际最大承载力,将其与中美欧三本规范计算出的抗力值分别进行比较分析,得到相关结论。
[Abstract]:The most commonly used flexural member in steel structure is beam. For welded I-section composite beam, the section is usually high and thin, so the problem of local stability can not be ignored. For the first time in China, GB50017-2003 has given a concrete calculation method for the web of composite beam considering post-buckling strength (the shear value of the tension field refers to the "simple post-buckling method" of EU Code), while the ANSI/AISC360 Code for Design of Steel structures in the United States was given as early as 1963. There are already rules for the calculation of the post-buckling tension field. The formula has been used until the 2010 edition with a slight adjustment of the post-buckling strength conditions. Therefore, this paper selects three representative codes for steel structure design: 1 China GB50017-2003 Code for Design of Steel structures and 2 American ANSI/AISC360-10 Code for Design of Steel structure buildings, No.3 Europe-British BSEN1993-1 Code for Steel structure Design. This paper analyzes and compares the following aspects: (1) the American ANSI/AISC360-10 code, European BSEN1993-1 code and Chinese GB50017-2003 code are analyzed and compared from the aspects of general design regulations, limit state design method and so on. In terms of section division, the article compares the GB50017-201X of our country steel structure submitted for review with the provisions of American ANSI/AISC360-10 and European BS EN1993-1 code, analyzes the basis of section division and the derivation process of dividing limit value, and finds out the reasons for the difference of the limit value. (2) in the middle of this paper, The most common formulas for calculating the local stability of double-axisymmetric welded I-shaped steel beams in American and European codes are compared, including bending bearing capacity, shear bearing capacity, bending and shear interaction and the setting and calculation of web stiffening ribs. Considering the post-buckling strength of web, the tension field models used in the three codes in China, America and Europe are different. Therefore, the theory of post-buckling strength is compared with the corresponding provisions of the three codes, and the derivation process of the formula is analyzed. Therefore, the reasons for the difference of the calculation formulas in the three codes are obtained. (3) according to the limit value of the width to thickness ratio of flange buckling in the United States of America, the cross-sections of 13 types of section steel in Chinese GB/T11263-2005 are extracted. According to the calculation rules of bending members in the three codes of China, America and Europe, the flexural bearing capacity of these sections is calculated respectively. It is concluded that the resistance value of the ANSI/AISC360-10 code in the United States is the largest, the resistance value of the BS EN1993-1 in Europe is the middle, and the resistance value of the GB50017-2003 code in China is the least. Further analysis is made. (4) A concrete floor structure is selected. According to the method of calculating the minimum value of the floor uniform live load in the three load codes of GB50009-2012, USA, SEI/ASCE7-10, UK BS6399-Part1-1996, the load effect of the main beam of the floor structure is calculated. The cross section resistance of the main beam section (section one) is calculated according to the calculation method in the design code of three steel structures in China, America and Europe, and after changing the section size of the main beam (section 2) of the floor structure, According to the strength after buckling, the cross section resistance is calculated again by three codes. (5) finally, for the concrete floor structure, the finite element model is established for section 1 of the main beam which does not allow section buckling and section 2 of the main beam considering the strength after buckling. First, the eigenvalue buckling analysis is done. After introducing the initial defect, the actual maximum bearing capacity of the main beam is obtained. The results are compared with the resistance values calculated in the three codes of China, America and Europe, and the relevant conclusions are obtained.
【学位授予单位】：西南石油大学
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：TU391
本文编号：2247922
[Abstract]:The most commonly used flexural member in steel structure is beam. For welded I-section composite beam, the section is usually high and thin, so the problem of local stability can not be ignored. For the first time in China, GB50017-2003 has given a concrete calculation method for the web of composite beam considering post-buckling strength (the shear value of the tension field refers to the "simple post-buckling method" of EU Code), while the ANSI/AISC360 Code for Design of Steel structures in the United States was given as early as 1963. There are already rules for the calculation of the post-buckling tension field. The formula has been used until the 2010 edition with a slight adjustment of the post-buckling strength conditions. Therefore, this paper selects three representative codes for steel structure design: 1 China GB50017-2003 Code for Design of Steel structures and 2 American ANSI/AISC360-10 Code for Design of Steel structure buildings, No.3 Europe-British BSEN1993-1 Code for Steel structure Design. This paper analyzes and compares the following aspects: (1) the American ANSI/AISC360-10 code, European BSEN1993-1 code and Chinese GB50017-2003 code are analyzed and compared from the aspects of general design regulations, limit state design method and so on. In terms of section division, the article compares the GB50017-201X of our country steel structure submitted for review with the provisions of American ANSI/AISC360-10 and European BS EN1993-1 code, analyzes the basis of section division and the derivation process of dividing limit value, and finds out the reasons for the difference of the limit value. (2) in the middle of this paper, The most common formulas for calculating the local stability of double-axisymmetric welded I-shaped steel beams in American and European codes are compared, including bending bearing capacity, shear bearing capacity, bending and shear interaction and the setting and calculation of web stiffening ribs. Considering the post-buckling strength of web, the tension field models used in the three codes in China, America and Europe are different. Therefore, the theory of post-buckling strength is compared with the corresponding provisions of the three codes, and the derivation process of the formula is analyzed. Therefore, the reasons for the difference of the calculation formulas in the three codes are obtained. (3) according to the limit value of the width to thickness ratio of flange buckling in the United States of America, the cross-sections of 13 types of section steel in Chinese GB/T11263-2005 are extracted. According to the calculation rules of bending members in the three codes of China, America and Europe, the flexural bearing capacity of these sections is calculated respectively. It is concluded that the resistance value of the ANSI/AISC360-10 code in the United States is the largest, the resistance value of the BS EN1993-1 in Europe is the middle, and the resistance value of the GB50017-2003 code in China is the least. Further analysis is made. (4) A concrete floor structure is selected. According to the method of calculating the minimum value of the floor uniform live load in the three load codes of GB50009-2012, USA, SEI/ASCE7-10, UK BS6399-Part1-1996, the load effect of the main beam of the floor structure is calculated. The cross section resistance of the main beam section (section one) is calculated according to the calculation method in the design code of three steel structures in China, America and Europe, and after changing the section size of the main beam (section 2) of the floor structure, According to the strength after buckling, the cross section resistance is calculated again by three codes. (5) finally, for the concrete floor structure, the finite element model is established for section 1 of the main beam which does not allow section buckling and section 2 of the main beam considering the strength after buckling. First, the eigenvalue buckling analysis is done. After introducing the initial defect, the actual maximum bearing capacity of the main beam is obtained. The results are compared with the resistance values calculated in the three codes of China, America and Europe, and the relevant conclusions are obtained.
【学位授予单位】：西南石油大学
【学位级别】：硕士
【学位授予年份】：2017
【分类号】：TU391
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