發(fā)布時(shí)間：2018-09-18 09:20

【摘要】：鋼管混凝土結(jié)構(gòu)具有良好的力學(xué)性能和施工性能，在國內(nèi)外高層、超高層建筑及大跨度拱橋中得到了廣泛的應(yīng)用。我國現(xiàn)行的鋼管混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)程中規(guī)定對(duì)于計(jì)算長(zhǎng)度取值參照鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范。因此，給出一個(gè)簡(jiǎn)單、實(shí)用、合理的鋼管混凝土設(shè)計(jì)方法，是工程實(shí)踐中亟待解決的問題。 基于以上原因，，本文分別采用解析法和有限元分析法對(duì)鋼管混凝土框架柱的計(jì)算長(zhǎng)度進(jìn)行了分析研究，具體工作如下： (1)引入鋼管混凝土柱組合剛度計(jì)算公式，并給出了推導(dǎo)鋼管混凝土框架柱計(jì)算長(zhǎng)度系數(shù)公式的基本假定，參考鋼框架計(jì)算長(zhǎng)度系數(shù)公式推導(dǎo)思路，采用三柱子框架模型，分別推導(dǎo)了有側(cè)移和無側(cè)移鋼管混凝土框架柱計(jì)算長(zhǎng)度系數(shù)方程式。 (2)利用ABAQUS有限元軟件，建立了鋼管混凝土框架模型，并進(jìn)行了模型驗(yàn)證。在此基礎(chǔ)上，選取有側(cè)移和無側(cè)移鋼管混凝土框架的有限元簡(jiǎn)化分析模型，并對(duì)其進(jìn)行非線性屈曲分析，得到簡(jiǎn)化模型的屈曲臨界荷載，帶入歐拉公式反算出柱計(jì)算長(zhǎng)度系數(shù)。改變模型的梁截面及跨度，建立不同梁柱線剛度比的鋼管混凝土框架簡(jiǎn)化模型，并進(jìn)行非線性屈曲分析，得到鋼管混凝土框架柱計(jì)算長(zhǎng)度系數(shù)表。對(duì)表格中數(shù)據(jù)進(jìn)行回歸分析，得出有側(cè)移和無側(cè)移鋼管混凝土框架柱計(jì)算公式。 (3)通過對(duì)不同層數(shù)、跨數(shù)的鋼管混凝土框架的線性和非線性屈曲分析，分析了層數(shù)和跨數(shù)對(duì)鋼管混凝土框架柱計(jì)算長(zhǎng)系數(shù)的影響。建立不同梁柱節(jié)點(diǎn)連接剛度的鋼管混凝土框架簡(jiǎn)化模型，并進(jìn)行線性和非線性屈曲分析，得到了梁柱半剛性連接對(duì)鋼管混凝土框架柱的影響規(guī)律。
[Abstract]:Concrete-filled steel tubular (CFST) structures have been widely used in high-rise, super-high-rise buildings and long-span arch bridges because of their good mechanical properties and construction properties. The code for the design of concrete filled steel tubular structures (CFST) refers to the design code for the calculated length of concrete filled steel tube (CFST) structures. Therefore, to give a simple, practical and reasonable design method of concrete filled steel tube is an urgent problem to be solved in engineering practice. Based on the above reasons, the computational length of concrete-filled steel tubular columns is analyzed by analytical method and finite element analysis method. The main work is as follows: (1) the formula of composite stiffness of concrete-filled steel tubular columns is introduced. The basic assumption of calculating length coefficient formula of concrete-filled steel tubular frame column is given, and the three column frame model is adopted to deduce the formula of calculating length coefficient of steel frame with reference to the calculation length coefficient formula of steel frame. The length coefficient equations of CFST frame columns with and without lateral displacement are derived respectively. (2) the CFST frame model is established and verified by using ABAQUS finite element software. On this basis, the finite element simplified analysis model of CFST frame with and without lateral displacement is selected, and the nonlinear buckling analysis is carried out, and the critical buckling load of the simplified model is obtained, and the calculated length coefficient of column is back calculated with Euler formula. By changing the beam section and span of the model, a simplified model of concrete-filled steel tubular frame with different Liang Zhu's linear stiffness ratio was established, and the nonlinear buckling analysis was carried out to obtain the calculated length coefficient table of concrete filled steel tubular frame columns. By regression analysis of the data in the table, the formulas for calculating CFST frame columns with and without lateral displacement are obtained. (3) the linear and nonlinear buckling analysis of CFST frames with different layers and spans is carried out. The influence of story number and span number on the calculation length coefficient of CFST frame column is analyzed. The simplified model of concrete-filled steel tubular frame with different joint stiffness of Liang Zhu was established, and the linear and nonlinear buckling analysis was carried out, and the influence of semi-rigid join on concrete filled steel tubular frame column was obtained.
【學(xué)位授予單位】：蘭州理工大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2012
【分類號(hào)】：TU398.9

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