本文選題：鋼箱梁 + 斜拉橋　； 參考：《廣西大學(xué)》2014年碩士論文

【摘要】：鋼箱梁斜拉橋是現(xiàn)代大跨徑斜拉橋的發(fā)展趨勢。因此,開展鋼箱梁斜拉橋進(jìn)行抗震能力評(píng)估方法及其震害評(píng)價(jià)研究,對(duì)該類橋梁抗震設(shè)計(jì)和災(zāi)后的結(jié)構(gòu)破壞評(píng)估與加固具有重要意義。 本文基于結(jié)構(gòu)屈服強(qiáng)度與延性的抗震評(píng)估理念,根據(jù)不同構(gòu)件單元破壞模式進(jìn)行小震反應(yīng)下的破壞強(qiáng)度及其延性的計(jì)算。圍繞結(jié)構(gòu)抗震能力的計(jì)算和地震損傷破壞下的震害評(píng)價(jià),進(jìn)行鋼箱梁斜拉橋的抗震能力評(píng)估,提出了鋼箱梁斜拉橋抗震能力評(píng)估方法。論文的主要內(nèi)容如下： 1.結(jié)構(gòu)構(gòu)件的屈服強(qiáng)度計(jì)算主要按照現(xiàn)行規(guī)范計(jì)算,結(jié)構(gòu)的延性計(jì)算依據(jù)其力學(xué)性能指標(biāo)進(jìn)行求解。在計(jì)算中,對(duì)鋼筋混凝土箱形截面強(qiáng)度計(jì)算公式和鋼箱梁、群樁基礎(chǔ)及支座的延性計(jì)算公式進(jìn)行了合理推導(dǎo)。在結(jié)構(gòu)延性求解中,鋼箱梁部件以純彎作用下的極限彎矩與屈服彎矩之比求取其延性比,基礎(chǔ)部件以最不利單樁的延性作為基礎(chǔ)整體的延性、支座部件以橡膠剪切變形的極限位移與屈服位移之比計(jì)算其延性比。 2.鋼箱梁斜拉橋抗震能力評(píng)估方法原理是：首先采用有限元軟件計(jì)算結(jié)構(gòu)構(gòu)件單元在短期效應(yīng)組合S和小震作用(0.05g)下的內(nèi)力繼而求解破壞加速度系數(shù)α,然后根據(jù)構(gòu)件的延性能力計(jì)算容許延性容量Ra,再依據(jù)結(jié)構(gòu)的自振周期、場地類型確定結(jié)構(gòu)系統(tǒng)地震力折減系數(shù)F。最后,由破壞加速度系數(shù)α、地震力折減系數(shù)Fu和小震作用下的地面運(yùn)動(dòng)加速度ag得到各構(gòu)件的抵抗地面運(yùn)動(dòng)的最大加速度A。加權(quán)計(jì)算各部件的A,綜合各部件最小的A作為鋼箱梁斜拉橋整橋的抗震能力。 3.采用變權(quán)綜合層次分析法(AHP)計(jì)算鋼箱梁斜拉橋各部件的權(quán)重及整橋地震損傷破壞指數(shù)。參照抗震結(jié)構(gòu)的破壞準(zhǔn)則及本文橋梁抗震能力評(píng)估方法的特點(diǎn),提出了鋼箱梁斜拉橋的破壞模型,并依據(jù)《中國地震烈度表》(GB/T17742-2008)提出了鋼箱梁斜拉橋震害的評(píng)價(jià)標(biāo)準(zhǔn)。由結(jié)構(gòu)抗震能力和震害的評(píng)估結(jié)果可有效找到結(jié)構(gòu)的抗震薄弱處及其破壞程度。 4.對(duì)某鋼箱梁斜拉橋進(jìn)行抗震能力評(píng)估,評(píng)估結(jié)果表明：該評(píng)估方法簡單可行,能定量評(píng)估橋梁的抗震能力,定性分析橋梁的震害情況。
[Abstract]:Steel box girder cable-stayed bridge is the development trend of modern long span cable-stayed bridge. Therefore, it is of great significance for the seismic design, structural damage assessment and reinforcement of steel box girder cable-stayed bridges to carry out seismic capacity assessment and seismic damage evaluation. Based on the aseismic evaluation concept of yield strength and ductility of structures, the failure strength and ductility of structures under small earthquake response are calculated according to the failure modes of different member elements. The aseismic capacity of steel box girder cable-stayed bridge is evaluated according to the calculation of seismic capacity and the evaluation of seismic damage under earthquake damage, and the evaluation method of seismic capacity of steel box girder cable-stayed bridge is put forward. The main contents of the thesis are as follows: 1. The yield strength of structural members is mainly calculated according to the current code, and the ductility calculation is based on its mechanical properties. In the course of calculation, the formulas for calculating the strength of reinforced concrete box section and the ductility of steel box girder, pile group foundation and support are deduced reasonably. In the calculation of ductility, the ductility ratio of steel box girder components is calculated by the ratio of ultimate moment to yield moment under pure bending, and the ductility of foundation component is based on the most unfavorable ductility of single pile. The ductility ratio of bearing parts is calculated by the ratio of ultimate displacement to yield displacement of rubber shear deformation. 2. The evaluation principle of seismic capacity of cable-stayed bridge with steel box girder is as follows: firstly, the internal force of structural member element under the combination of short-term effect S and small earthquake is calculated by finite element software, then the failure acceleration coefficient 偽 is solved according to the structure. The ductility capacity of the component is calculated by the allowable ductility capacity Ra. and then according to the natural vibration period of the structure, The seismic force reduction coefficient of structural system is determined by site type. Finally, from the failure acceleration coefficient 偽, the seismic force reduction factor Fu and the ground motion acceleration ag under the action of small earthquakes, the maximum acceleration A of each component to resist the ground motion is obtained. The A of each component is calculated weighted, and the minimum A of each component is taken as the seismic capacity of the whole bridge of steel box girder cable-stayed bridge. 3. The weight of the components of the cable-stayed bridge with steel box girder and the damage index of the whole bridge are calculated by using the variable weight comprehensive analytic hierarchy process (AHP). According to the failure criterion of seismic structure and the characteristics of the evaluation method of seismic capacity of this paper, the failure model of cable-stayed bridge with steel box girder is put forward, and the evaluation standard of earthquake damage of cable-stayed bridge with steel box girder is put forward according to "China Seismic intensity Table" (GBR / T17742-2008). The seismic weakness and damage degree of the structure can be effectively found from the evaluation results of the seismic capacity and damage of the structure. 4. The seismic capacity of a steel box girder cable-stayed bridge is evaluated. The results show that the evaluation method is simple and feasible. It can quantitatively evaluate the seismic capacity of the bridge and qualitatively analyze the earthquake damage of the bridge.
【學(xué)位授予單位】：廣西大學(xué)
【學(xué)位級(jí)別】：碩士
【學(xué)位授予年份】：2014
【分類號(hào)】：U448.27;U442.55

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本文編號(hào)：1786655