【摘要】：鋼結(jié)構(gòu)中最常用的受彎構(gòu)件是梁,對(duì)于焊接工形截面組合梁來(lái)說(shuō),截面往往設(shè)計(jì)的高而薄,所以其局部穩(wěn)定問(wèn)題不容忽視。我國(guó)GB50017-2003首次針對(duì)組合梁腹板考慮屈曲后強(qiáng)度給出了具體計(jì)算方法(拉力場(chǎng)的剪力值參考了歐盟規(guī)范的"簡(jiǎn)單屈曲后方法"),而美國(guó)ANSI/AISC360《鋼結(jié)構(gòu)建筑設(shè)計(jì)規(guī)范》早在1963版中就已經(jīng)有了利用屈曲后拉力場(chǎng)的計(jì)算規(guī)定,所用的公式在對(duì)屈曲后強(qiáng)度條件稍作調(diào)整的情況下一直沿用到2010年版。所以本文選取了三本有代表性的鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范:①中國(guó)GB50017-2003《鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范》;②美國(guó)ANSI/AISC360-10《鋼結(jié)構(gòu)建筑設(shè)計(jì)規(guī)范》;③歐洲-英國(guó)BSEN1993-1《鋼結(jié)構(gòu)設(shè)計(jì)》。從以下方面進(jìn)行了較為深入的計(jì)算分析和比較:(1)從一般設(shè)計(jì)規(guī)定、極限狀態(tài)設(shè)計(jì)法等方面,對(duì)美國(guó)ANSI/AISC360-10規(guī)范、歐洲BSEN1993-1規(guī)范及中國(guó)GB50017-2003規(guī)范進(jìn)行了分析和比較。在截面劃分上,將我國(guó)鋼結(jié)構(gòu)送審稿GB50017-201X與美國(guó)ANSI/AISC360-10和歐洲BS EN1993-1規(guī)范中的規(guī)定進(jìn)行了對(duì)比,具體分析了其截面劃分的依據(jù)和劃分限值的推導(dǎo)過(guò)程,找出其限值差異的原因。(2)對(duì)中、美、歐規(guī)范中最常見(jiàn)的雙軸對(duì)稱焊接工形鋼梁的局部穩(wěn)定計(jì)算公式進(jìn)行對(duì)比,包括抗彎承載力、抗剪承載力、彎剪共同作用和腹板加勁肋的設(shè)置和計(jì)算。在考慮腹板屈曲后強(qiáng)度時(shí),中美歐三本規(guī)范所用的拉力場(chǎng)模型不盡相同,因此對(duì)屈曲后強(qiáng)度理論和三本規(guī)范中相應(yīng)的規(guī)定分別進(jìn)行了對(duì)比,分析了公式的推導(dǎo)過(guò)程,從而得出三本規(guī)范中計(jì)算公式差異的原因。(3)按照美國(guó)ANSI/AISC360-10中翼緣會(huì)發(fā)生局部屈曲的寬厚比限值,摘錄出中國(guó)GB/T11263-2005中13種型鋼截面,按中美歐三本規(guī)范中受彎構(gòu)件的計(jì)算規(guī)定分別算出這些截面的抗彎承載力,得出美國(guó)規(guī)范ANSI/AISC360-10的抗力值最大,歐洲規(guī)范BS EN1993-1的抗力值居中,中國(guó)規(guī)范GB50017-2003的抗力值最小,并進(jìn)一步分析成因。(4)選取了一個(gè)具體的樓蓋結(jié)構(gòu),按照中國(guó)GB50009-2012、美國(guó)SEI/ASCE7-10、英國(guó)BS6399-Part1-1996三本荷載規(guī)范中關(guān)于樓面均布活荷載最小值的計(jì)算方法,統(tǒng)計(jì)出該樓蓋結(jié)構(gòu)主梁的荷載作用效應(yīng)。并根據(jù)中美歐三本鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范中的計(jì)算方法分別計(jì)算主梁截面(截面一)的截面抗力,且在改變?cè)摌巧w結(jié)構(gòu)的主梁截面尺寸(截面二)后,按考慮屈曲后強(qiáng)度再次用三本規(guī)范計(jì)算其截面抗力。(5)最后,針對(duì)該具體樓蓋結(jié)構(gòu),對(duì)不允許截面發(fā)生屈曲的主梁截面一和考慮利用屈曲后強(qiáng)度的主梁截面二進(jìn)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進(jìn)行計(jì)算,得出主梁的實(shí)際最大承載力,將其與中美歐三本規(guī)范計(jì)算出的抗力值分別進(jìn)行比較分析,得到相關(guān)結(jié)論。
[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.
【學(xué)位授予單位】：西南石油大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2017
【分類號(hào)】：TU391

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