【摘要】：相比傳統(tǒng)的計(jì)算長度系數(shù)設(shè)計(jì)法,高等分析與設(shè)計(jì)方法因其準(zhǔn)確、快速和實(shí)用等優(yōu)勢廣泛應(yīng)用在多高層鋼框架結(jié)構(gòu)的受力分析和設(shè)計(jì)上。目前國內(nèi)外關(guān)于高等分析方法的研究熱點(diǎn)普遍集中在如何精確考慮非線性因素影響下結(jié)構(gòu)的極限承載能力,對此階段結(jié)構(gòu)的變形性能研究尚少。但有研究表明,按照承載力極限狀態(tài)設(shè)計(jì)框架時(shí),高柔的鋼框架整體側(cè)移往往超出結(jié)構(gòu)正常使用極限狀態(tài)的標(biāo)準(zhǔn),實(shí)際承載力是由結(jié)構(gòu)的變形性能控制的。結(jié)構(gòu)的變形性能受各種非線性因素影響,特別是結(jié)構(gòu)和構(gòu)件的初始幾何缺陷影響尤為突出,而現(xiàn)階段各個(gè)國家和地區(qū)規(guī)范關(guān)于考慮初始幾何缺陷的大小、方向和分布形式都沒有明確統(tǒng)一的規(guī)定,致使按照規(guī)范要求偏向一側(cè)布置缺陷的多高層框架初始側(cè)移很可能不滿足結(jié)構(gòu)整體垂直度的要求,且與結(jié)構(gòu)構(gòu)件真實(shí)缺陷的大小和方向呈隨機(jī)性分布情況不符。針對上述兩個(gè)主要問題,本文主要展開了如下工作：對六層框架-支撐結(jié)構(gòu)分別采用一階彈性分析、近似二階彈性分析以及高等分析方法進(jìn)行設(shè)計(jì),對比采用不同設(shè)計(jì)方法時(shí)結(jié)構(gòu)的極限承載力、構(gòu)件內(nèi)力和最終變形情況,分析表明了結(jié)構(gòu)高等設(shè)計(jì)方法的優(yōu)越性及現(xiàn)階段計(jì)算方法的不足。對兩榀單跨雙層純鋼框架和框架支撐結(jié)構(gòu)進(jìn)行了縮尺試驗(yàn),重點(diǎn)研究了初始幾何缺陷對結(jié)構(gòu)變形性能的影響。將試驗(yàn)前測得的框架梁柱的初始幾何缺陷分布反饋到自編的考慮隨機(jī)初始缺陷的有限元模型中,由試驗(yàn)結(jié)果與有限元分析結(jié)果對比吻合較好,證明了考慮隨機(jī)初始缺陷有限元模型的正確性。采用有限元軟件分別對六層、十二層、二十層以及三十層鋼框架-支撐結(jié)構(gòu)的隨機(jī)缺陷模型進(jìn)行全過程高等分析,采用蒙特卡羅法拉丁超立方抽樣的技術(shù)模擬了框架隨機(jī)初始缺陷的分布情況,并對比多種國內(nèi)外規(guī)范考慮初始缺陷的方法,重點(diǎn)研究了結(jié)構(gòu)和構(gòu)件的變形性能。研究和分析結(jié)果表明,框架-支撐結(jié)構(gòu)的變形性能與初始幾何缺陷的大小成正比；考慮隨機(jī)初始幾何缺陷的支撐框架變形與無缺陷理想框架的柱頂側(cè)移相差不大,在高柔結(jié)構(gòu)的高等分析中可不考慮。對高柔的框架支撐結(jié)構(gòu)進(jìn)行高等分析與設(shè)計(jì),所計(jì)算的極限承載力通常因此階段框架變形超出正常使用極限要求而失效,結(jié)構(gòu)設(shè)計(jì)最終由變形性能來控制,由此提出一種適用于高柔鋼框架-支撐結(jié)構(gòu),基于變形性能的實(shí)用高等設(shè)計(jì)方法。
[Abstract]:Compared with the traditional design method of calculating length coefficient, the advanced analysis and design method is widely used in the analysis and design of multi-high-rise steel frame structure due to its advantages of accuracy, rapidity and practicality. At present, the research focus of advanced analytical methods at home and abroad is generally focused on how to accurately consider the ultimate bearing capacity of structures under the influence of nonlinear factors, but there is little research on the deformation behavior of structures at this stage. However, some studies show that when the frame is designed according to the ultimate state of bearing capacity, the overall lateral displacement of the steel frame is often beyond the standard of the limit state of normal use of the structure, and the actual bearing capacity is controlled by the deformation performance of the structure. The deformation performance of structures is affected by various nonlinear factors, especially the initial geometric defects of structures and members. Neither the direction nor the distribution form is clearly and uniformly defined, resulting in the initial lateral displacement of multi-high-rise frames with defects on one side of the code being biased against the requirements of the overall perpendicularity of the structure. And it is not consistent with the random distribution of the size and direction of the real defects of the structural members. In view of the above two main problems, the main work of this paper is as follows: the first order elastic analysis, the approximate second order elastic analysis and the advanced analysis method are used to design the six-story frame-braced structure. By comparing the ultimate bearing capacity, internal force and final deformation of the structure with different design methods, the advantages of the advanced structural design method and the shortcomings of the present calculation method are analyzed. In this paper, two single-span and double-layer steel frames and frame braced structures are tested by scale test, and the effect of initial geometric defects on the deformation properties of the structures is studied. The initial geometric defect distribution of the frame Liang Zhu measured before the test is fed back to the self-compiled finite element model with random initial defects. The comparison between the experimental results and the finite element analysis results is in good agreement. It is proved that the finite element model considering random initial defects is correct. The stochastic defect models of six, twelve, twenty and thirty story steel frame-braced structures are analyzed by finite element software. Monte Carlo Latin hypercube sampling is used to simulate the distribution of random initial defects in frames. The deformation properties of structures and members are studied by comparing various methods of considering initial defects in codes at home and abroad. The results of study and analysis show that the deformation performance of frame-braced structure is proportional to the size of initial geometric defect, and the deformation of braced frame with random initial geometric defect is not different from that of the column tip of ideal frame without defect. It may not be considered in advanced analysis of flexible structures. Based on the advanced analysis and design of the frame braced structure with high flexibility, the calculated ultimate bearing capacity usually fails because the deformation of the frame in the stage exceeds the limit requirement of normal use, and the structural design is ultimately controlled by the deformation performance. A practical advanced design method based on deformability for frame-braced structure with high flexibility is proposed.
【學(xué)位授予單位】：沈陽建筑大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2015
【分類號】：TU391

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