【摘要】：為了給大跨度斜拉橋邊墩橫向抗震體系設(shè)計(jì)提供依據(jù),討論了減震體系的合理性,并研究了減震體系的適用范圍。首先,針對(duì)橫向全滑動(dòng)體系,分析了梁端橫向位移的控制振型,推導(dǎo)了邊跨主梁橫向基本周期的簡化計(jì)算公式,并利用反應(yīng)譜法,推導(dǎo)與簡化了地震下梁端橫向位移的計(jì)算公式,通過與有限元計(jì)算結(jié)果對(duì)比,驗(yàn)證了其可靠性。然后,依據(jù)實(shí)際項(xiàng)目工程經(jīng)驗(yàn),通過合理簡化與假定斜拉橋結(jié)構(gòu)參數(shù),在工程精度允許范圍內(nèi),進(jìn)一步對(duì)計(jì)算公式進(jìn)行簡化。最后,以主跨跨徑與地震動(dòng)輸入為主要變量進(jìn)行共計(jì)384個(gè)工況的計(jì)算,分析了各工況下梁端最大橫向位移,得到了不同跨徑下橫向全滑動(dòng)體系斜拉橋在不同場(chǎng)地類型與不同峰值加速度(PGA)下的梁端最大橫向位移變化規(guī)律。研究結(jié)果表明:以梁端橫向位移為抗震目標(biāo)時(shí),對(duì)于Ⅲ,Ⅳ類場(chǎng)地,各PGA作用下,主跨跨徑大于400m的斜拉橋均需考慮采用減震體系;對(duì)于Ⅰ,Ⅱ類場(chǎng)地,PGA不大于0.1g,主跨跨徑不大于600m的斜拉橋可以不考慮采用減震體系;其中,如果結(jié)構(gòu)的抗震能力大于地震需求,建議采用全限位體系;如果結(jié)構(gòu)的抗震能力接近或小于地震需求,且梁端橫向位移不控制時(shí),則建議采用全滑動(dòng)體系。
[Abstract]:In order to provide the basis for the design of lateral seismic system of side pier of long-span cable-stayed bridge, the rationality of the system is discussed, and the applicable range of the system is studied. First of all, the control mode of transverse displacement of beam end is analyzed, and the simplified calculation formula of lateral basic period of side span main beam is deduced, and the response spectrum method is used. The calculation formula of transverse displacement of beam end under earthquake is deduced and simplified, and its reliability is verified by comparing with the results of finite element calculation. Then, according to the actual project engineering experience, the calculation formula is further simplified by reasonably simplifying and assuming the structural parameters of cable-stayed bridge and within the scope of engineering accuracy. Finally, the main span and the input of ground motion are taken as the main variables to calculate a total of 384 working conditions, and the maximum transverse displacement of the end of the beam under each working condition is analyzed. The variation of maximum transverse displacement at the beam end of the cable-stayed bridge with transverse sliding system under different spans under different site types and different peak acceleration (PGA) is obtained. The results show that when the transverse displacement of the beam end is taken as the seismic target, for the sites of type 鈪，

本文編號(hào)：2249791