【摘要】：鋼拱結(jié)構(gòu)是建筑結(jié)構(gòu)的一種常見的結(jié)構(gòu)形式,廣泛地應用于大跨度鋼結(jié)構(gòu)。當鋼拱結(jié)構(gòu)破壞時,人們的生命財產(chǎn)會受到嚴重損失,故而對鋼拱結(jié)構(gòu)進行設(shè)計研究是很有必要的。本文首先運用ANSYS有限元方法對完善鋼拱結(jié)構(gòu)進行屈曲模態(tài)分析,建立了一致缺陷鋼拱結(jié)構(gòu)模型。同時,對所建立的兩鉸拋物線完善與一致缺陷鋼拱結(jié)構(gòu)進行線彈性計算結(jié)果對比分析,包括荷載效應系數(shù)的對比和剛度對比,隨后進行了二階效應的分析,比較了兩種鋼拱結(jié)構(gòu)二階分析時的應力的變化情況,最后對兩種鋼拱結(jié)構(gòu)進行受力全過程分析。全跨和半跨荷載組合下,鋼拱結(jié)構(gòu)的內(nèi)力分布通常會隨著荷載組合比例發(fā)生較大的變化,現(xiàn)有鋼拱結(jié)構(gòu)平面內(nèi)穩(wěn)定承載力計算式多是針對單一加載模式分析得到的,對于鋼拱結(jié)構(gòu)在全跨和半跨組合荷載下的分析比較缺乏。針對此不足,本文考慮荷載組合比例、截面、矢跨比等不同的參數(shù)影響建立了兩鉸拋物線鋼拱結(jié)構(gòu)模型,對比分析了現(xiàn)行鋼拱結(jié)構(gòu)技術(shù)規(guī)程建議的方法、日本學者Kuranishi和Yabuki提出的方法、基于完善鋼拱模型有限元方法、基于一致缺陷鋼拱結(jié)構(gòu)模型的有限元方法和考慮二階效應的強度設(shè)計方法等五種方法的極限承載力計算結(jié)果。結(jié)果分析表明,不同方法的極限承載力結(jié)果差異很大；在參數(shù)分析的范圍內(nèi),當半跨荷載占較大比重時,規(guī)程方法計算的極限承載力比其他四種方法計算的極限承載力大,使規(guī)程方法設(shè)計鋼拱結(jié)構(gòu)偏于不安全；而當全跨荷載占較大比重時,規(guī)程方法計算的極限承載力比其他四種方法計算的極限承載力小,使規(guī)程方法設(shè)計鋼拱結(jié)構(gòu)偏于保守。我國《拱形鋼結(jié)構(gòu)技術(shù)規(guī)程》(JGJ/T 249-2011)和日本學者Kuranishi和Yabuki提出的方法對所建立的兩鉸拋物線鋼拱結(jié)構(gòu)進行內(nèi)力的分析,得到了其軸力與彎矩的設(shè)計曲線的比較圖,由圖可以看出此兩種方法內(nèi)力和承載力的差異。
[Abstract]:Steel arch structure is a common structural form of building structure, which is widely used in long span steel structure. When the steel arch structure is destroyed, people's life and property will be seriously lost, so it is necessary to design and study the steel arch structure. In this paper, ANSYS finite element method is used to analyze the buckling mode of steel arch structure, and a uniformly defective steel arch structure model is established. At the same time, the linear elastic calculation results of the two hinged parabola perfect and consistent defect steel arch structures are compared and analyzed, including the comparison of load effect coefficient and stiffness, and then the second order effect is analyzed. The stress changes of two kinds of steel arch structures during the second order analysis are compared. Finally, the stress process of the two kinds of steel arch structures is analyzed. Under the combination of full span and half span load, the internal force distribution of steel arch structure usually changes greatly with the ratio of load combination. The existing calculation formulas of in-plane stability bearing capacity of steel arch structure are mostly based on the analysis of single loading mode. The analysis of steel arch structure under full span and half span combined loads is scarce. In view of this deficiency, considering the influence of different parameters such as load combination ratio, cross section and rise-span ratio, this paper establishes a two-hinge parabolic steel arch structure model, and compares and analyzes the methods suggested by the current technical specification for steel arch structure. The methods proposed by Japanese scholars Kuranishi and Yabuki are based on the finite element method of perfect steel arch model, the finite element method of uniformly defective steel arch structure model and the strength design method considering second-order effect. The results show that the results of ultimate bearing capacity of different methods are very different, and in the range of parameter analysis, the ultimate bearing capacity calculated by the regulation method is larger than that calculated by the other four methods when the half span load takes up a large proportion of the total load. The design of steel arch structure by regulation method is not safe, but the ultimate bearing capacity calculated by regulation method is smaller than that calculated by other four methods when the total span load is larger than that calculated by other four methods, which makes the design of steel arch structure by regulation method more conservative. The Technical Specification for Arch Steel structures (JGJ/T 249-2011) and the methods proposed by Japanese scholars Kuranishi and Yabuki are used to analyze the internal forces of the two-hinged parabola steel arch structures, and a comparative diagram of the design curves of the axial force and bending moment is obtained. The difference of internal force and bearing capacity between the two methods can be seen from the diagram.
【學位授予單位】：長沙理工大學
【學位級別】：碩士
【學位授予年份】：2014
【分類號】：TU393.3

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本文編號：2143984