【摘要】：鋼結(jié)構(gòu)的門式剛架由于鋼材的高強,可做的比較輕質(zhì)和細(xì)柔,這就使得穩(wěn)定問題顯得特別突出。穩(wěn)定問題屬于二階問題,即需要考慮變形后的平衡,而傳統(tǒng)的一階強度問題僅須考慮變形前的平衡,因此二階的穩(wěn)定問題比一階的強度問題復(fù)雜,屬于幾何非線性。穩(wěn)定問題的核心是求解桿件或結(jié)構(gòu)的穩(wěn)定承載力(即臨界力)。雖然求解單個桿件臨界力并不困難,但要求解整個結(jié)構(gòu)的臨界力就不容易了。在現(xiàn)行的《鋼結(jié)構(gòu)設(shè)計規(guī)范》(GB50017-2003)中雖有求解框架計算長度系數(shù)的表格(見附錄D),但該表格隱含了一些假設(shè),使其只能用于規(guī)則剛架(各柱軸力相同),而對于不規(guī)則剛架(各柱軸力不同)則不再適用了。另外規(guī)范中也沒有關(guān)于能確定斜梁門式剛架計算長度系數(shù)的公式或表格。針對這種現(xiàn)狀,本論文從門式剛架(包括斜梁門式鋼架)入手,推導(dǎo)了剛架整體穩(wěn)定的臨界方程(超越方程),進而求解,進過幾千次的求解之后,得到了大量的數(shù)據(jù),制成了剛架柱計算長度系數(shù)的諾模圖。用這些諾模圖可快速的計算出柱子的計算長度系數(shù)。本論文最有價值的成果是附錄A-C中的諾模圖,這些諾模圖的正確性和可靠性是經(jīng)過了有限元計算的檢驗,且計算精度很高。是快速計算不規(guī)則門式剛架柱臨界力很好的工具,面對《鋼結(jié)構(gòu)設(shè)計規(guī)范》目前還沒有該方面的計算表格,也算是一種補充。在我碩士生階段,對穩(wěn)定理論經(jīng)歷了從初期的陌生,到中期的熟悉,再到后期的喜愛,正感到能深入做點研究的時候,剩下的時間已經(jīng)不多了。另外,對于多桿結(jié)構(gòu)的整體穩(wěn)定求解,未知量的數(shù)目會隨著桿件和節(jié)點的數(shù)量增加而增加,導(dǎo)致要解析獲得最終的臨界方程的難度增大,比如..如何通過手算來降階含有眾多超越函數(shù)的高階行列式?是我遇到的難題,也限制了解析方法在更復(fù)雜的結(jié)構(gòu)上的運用。另一方面,從研究工作中讓我也看到:關(guān)于不規(guī)則結(jié)構(gòu)(各柱軸力不相同)臨界力的計算方面,還有很多工作可做,這些結(jié)構(gòu)更符合實際的荷載情況,但又難以在現(xiàn)行的一些規(guī)范中找到相關(guān)的計算公式或表格。本論文還在參數(shù)分析方面做了一些工作,得到了一些剛架柱臨界力隨各參數(shù)變化的趨勢。
[Abstract]:Because of the high strength of steel, the portal frame of steel structure can be made light and soft, which makes the stability problem particularly prominent. The stability problem belongs to the second-order problem, that is, the equilibrium after deformation needs to be considered, while the traditional first-order strength problem only needs to consider the balance before deformation, so the second-order stability problem is more complex than the first-order strength problem and belongs to geometric nonlinear. The core of the stability problem is to solve the stable bearing capacity (that is, critical force) of the member or structure. Although it is not difficult to solve the critical force of a single member, it is not easy to solve the critical force of the whole structure. Although there is a table for calculating the length coefficient of the frame in the current Code for the Design of Steel structures (GB50017-2003) (see Appendix D), the table implies some assumptions that it can only be used in regular rigid frames (the axial forces of each column are the same). However, it is no longer applicable to irregular rigid frames (different axial forces of each column). In addition, there is no formula or table for determining the length coefficient of oblique beam portal frame in the code. In view of this situation, this paper starts with the portal rigid frame (including oblique beam portal steel frame), deduces the critical equation of the overall stability of the rigid frame (transcendental equation), and then solves it. After thousands of times of solution, a large number of data are obtained. A normograph for calculating the length coefficient of rigid frame columns is made. The length coefficient of the column can be calculated quickly by using these normograms. The most valuable achievement of this paper is the normogram in Appendix A / C. the correctness and reliability of these normograms have been tested by finite element calculation, and the calculation accuracy is very high. It is a good tool for fast calculation of critical force of irregular portal rigid frame columns. At present, there is no calculation table in the face of "Code for Design of Steel structures", which is also a supplement. In my master's degree stage, the stability theory experienced from the initial unfamiliar, to the middle of the familiar, and then to the later love, is feeling able to do some in-depth research, there is not much time left. In addition, for the overall stability solution of multi-bar structure, the number of unknown quantities will increase with the increase of the number of members and nodes, which makes it more difficult to analyze and obtain the final critical equation, for example. How to reduce the order of higher order determinant with many transcendental functions by hand calculation? It is a difficult problem that I encounter, and it also limits the use of analytical methods in more complex structures. On the other hand, from the research work, I can also see that there is still a lot of work to be done on the calculation of critical force of irregular structures (the axial forces of each column are different), and these structures are more in line with the actual load situation. However, it is difficult to find the relevant formulas or tables in some existing specifications. In this paper, some work has also been done in parameter analysis, and some trends of critical force of rigid frame column with each parameter have been obtained.
【學(xué)位授予單位】：昆明理工大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2017
【分類號】：TU392.5

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本文編號：2481282