多線鐵路橋梁的力學(xué)特性分析及優(yōu)化設(shè)計(jì)
發(fā)布時(shí)間：2018-09-08 18:43
【摘要】：摘要：本文依托介西線孝義市區(qū)改線工程中的兌鎮(zhèn)河一號特大橋?yàn)檠芯繉ο?通過查閱秦沈客專等橋梁設(shè)計(jì)相關(guān)資料,總結(jié)橋梁結(jié)構(gòu)優(yōu)化設(shè)計(jì)理論,初步選定6種橋梁結(jié)構(gòu)方案對比分析。通過對上部結(jié)構(gòu)、下部結(jié)構(gòu)的優(yōu)化設(shè)計(jì),為該橋梁的設(shè)計(jì)、施工提供合理建議,本文主要進(jìn)行了以下研究并得出相關(guān)結(jié)論： 1.主要對比分析各方案上部結(jié)構(gòu)的力學(xué)性能,選出最優(yōu)上部結(jié)構(gòu)；在上部結(jié)構(gòu)的靜力分析中,通過建立全橋模型,主要計(jì)算6種方案在不同荷載工況下的靜力指標(biāo),并與相關(guān)規(guī)范對比分析。對于上部整體式橋面結(jié)構(gòu),采用基于梁格法的空間結(jié)構(gòu)分析方法。分析結(jié)果表明：添加預(yù)應(yīng)力后,除考慮整體升溫時(shí)整體式橋面結(jié)構(gòu)在肋板處產(chǎn)生拉應(yīng)力外,上部結(jié)構(gòu)的力學(xué)參數(shù)均滿足規(guī)范要求,整體式橋面的受力性能優(yōu)于其它上部結(jié)構(gòu)形式。 2.在下部結(jié)構(gòu)的靜力分析中,對三柱墩,通過墩柱截面、墩形的優(yōu)化設(shè)計(jì)增加其整體剛度；通過MidasFEA實(shí)體建模分析薄壁空心墩的墩底應(yīng)力分布,并對其空心段截面參數(shù)優(yōu)化設(shè)計(jì),對優(yōu)化后的橋墩結(jié)構(gòu)主要分析各荷載工況下墩身受力及墩頂位移,分析結(jié)果表明：優(yōu)化后三柱墩的剛度仍然小于薄壁空心墩,三柱墩在鐵路橋中不能發(fā)揮其特性優(yōu)勢,薄壁空心墩墩底實(shí)體段的長度影響墩底應(yīng)力分布,減小截面尺后在橋墩實(shí)體過渡段出現(xiàn)較大的拉應(yīng)力,其剛度仍可滿足要求,在考慮降溫溫度梯度時(shí),橋墩底部實(shí)體過渡段處有較大拉應(yīng)力出現(xiàn),在設(shè)計(jì)、施工時(shí)應(yīng)該采取相應(yīng)措施。 3.在動力分析中,主要討論各方案的自振特性和反應(yīng)譜分析。有限元計(jì)算結(jié)果表明：結(jié)構(gòu)內(nèi)力(預(yù)應(yīng)力)對本文中的橋梁結(jié)構(gòu)自振影響不大；參數(shù)優(yōu)化后的三柱墩橋梁結(jié)構(gòu)的自振頻率仍遠(yuǎn)低于薄壁空心墩結(jié)構(gòu)；在采用反應(yīng)譜分析時(shí),分析考慮地震荷載的各工況作用下的結(jié)構(gòu)響應(yīng),得出順橋向罕遇地震作用下的荷載組合為控制下部結(jié)構(gòu)設(shè)計(jì)的最不利荷載。
[Abstract]:Abstract: Based on the Daizhenhe No.1 Bridge in Xiaoyi City of Jiexi Line, this paper summarizes the theory of optimum design of bridge structure by consulting the design data of Qinshen Passenger College and other bridges, and preliminarily selects six kinds of bridge structure schemes. Reasonable suggestions are provided for the design and construction.
1. Mainly compare and analyze the mechanical properties of the superstructure of each scheme, select the best superstructure; in the static analysis of the superstructure, through the establishment of the whole bridge model, mainly calculate the static index of six schemes under different load conditions, and compare with the relevant specifications. For the superstructure of the integral bridge deck, the method based on the girder grid is adopted. The results show that the mechanical parameters of the superstructure satisfy the requirements of the code, and the mechanical performance of the monolithic deck is superior to that of other superstructure forms.
2. In the static analysis of the substructure, the overall stiffness of the three-column pier is increased by optimizing the section of the pier and the shape of the pier; the stress distribution at the bottom of the thin-walled hollow pier is analyzed by the solid modeling of MidasFEA, and the section parameters of the hollow section are optimized. The stress of the pier under various load conditions and the stress of the pier body are mainly analyzed. The results show that the stiffness of the optimized three-column pier is still less than that of the thin-walled hollow pier, and the three-column pier can't give full play to its advantages in the railway bridge. The length of the solid segment at the bottom of the thin-walled hollow pier affects the stress distribution at the bottom of the pier, and the tensile stress at the transition section of the pier can still meet the requirements after reducing the section ruler. Considering the cooling temperature gradient, the large tensile stress occurs at the transition section of the solid at the bottom of the pier. Corresponding measures should be taken in the design and construction.
3. In the dynamic analysis, the natural vibration characteristics and response spectrum analysis are mainly discussed. The results of finite element analysis show that the internal force (prestress) of the structure has little effect on the natural vibration of the bridge structure in this paper; the natural vibration frequency of the three-column pier bridge structure after parameter optimization is still far lower than that of the thin-walled hollow pier structure; Based on the analysis of the structural response under various seismic loads, it is concluded that the load combination along the bridge under rare earthquake is the most unfavorable load to control the lower structure design.
【學(xué)位授予單位】：北京交通大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2014
【分類號】：U448.13;U441
本文編號：2231370
[Abstract]:Abstract: Based on the Daizhenhe No.1 Bridge in Xiaoyi City of Jiexi Line, this paper summarizes the theory of optimum design of bridge structure by consulting the design data of Qinshen Passenger College and other bridges, and preliminarily selects six kinds of bridge structure schemes. Reasonable suggestions are provided for the design and construction.
1. Mainly compare and analyze the mechanical properties of the superstructure of each scheme, select the best superstructure; in the static analysis of the superstructure, through the establishment of the whole bridge model, mainly calculate the static index of six schemes under different load conditions, and compare with the relevant specifications. For the superstructure of the integral bridge deck, the method based on the girder grid is adopted. The results show that the mechanical parameters of the superstructure satisfy the requirements of the code, and the mechanical performance of the monolithic deck is superior to that of other superstructure forms.
2. In the static analysis of the substructure, the overall stiffness of the three-column pier is increased by optimizing the section of the pier and the shape of the pier; the stress distribution at the bottom of the thin-walled hollow pier is analyzed by the solid modeling of MidasFEA, and the section parameters of the hollow section are optimized. The stress of the pier under various load conditions and the stress of the pier body are mainly analyzed. The results show that the stiffness of the optimized three-column pier is still less than that of the thin-walled hollow pier, and the three-column pier can't give full play to its advantages in the railway bridge. The length of the solid segment at the bottom of the thin-walled hollow pier affects the stress distribution at the bottom of the pier, and the tensile stress at the transition section of the pier can still meet the requirements after reducing the section ruler. Considering the cooling temperature gradient, the large tensile stress occurs at the transition section of the solid at the bottom of the pier. Corresponding measures should be taken in the design and construction.
3. In the dynamic analysis, the natural vibration characteristics and response spectrum analysis are mainly discussed. The results of finite element analysis show that the internal force (prestress) of the structure has little effect on the natural vibration of the bridge structure in this paper; the natural vibration frequency of the three-column pier bridge structure after parameter optimization is still far lower than that of the thin-walled hollow pier structure; Based on the analysis of the structural response under various seismic loads, it is concluded that the load combination along the bridge under rare earthquake is the most unfavorable load to control the lower structure design.
【學(xué)位授予單位】：北京交通大學(xué)
【學(xué)位級別】：碩士
【學(xué)位授予年份】：2014
【分類號】：U448.13;U441
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