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中文摘要：
研究目的：以某铁路大跨钢桁拱桥为工程背景,针对有推力钢桁拱桥的结构特点,采用非线性时程反应分析方法研究速度锁定装置、粘滞液体阻尼器以及BRB防屈曲支撑在有推力钢桁拱桥中纵、横桥向的减震性能。研究结论：（1）利用速度锁定装置将主、引桥连成整体后,主拱拱脚截面杆件的内力减震效果较明显,弯矩减震率达20%,但L/4拱、拱顶截面各杆件及拱上各立柱底截面的内力减震效果较差,甚至大部分杆件较减震前均有较大幅度的提高;（2）在主桥交界墩设置粘滞液体阻尼器后,主拱拱脚截面各杆件以及拱上立柱底截面的内力减震效果较明显,弯矩减震率约10%,该方案尽管对拱脚的减震效果不如速度锁定装置方案明显,但对主拱圈各杆件及立柱的地震反应均有不同程度的减小,并未出现个别杆件地震反应明显增大的现象;（3）在主拱圈上、下弦杆平面的K撑设置成防屈曲支撑后,对主拱拱脚截面各杆件及拱上立柱底截面的内力减震效果较明显,弯矩及剪力减震率均在10%~20%之间,但对L/4拱及拱顶截面各杆件的减震效果差异较大,有些杆件减震效果明显,有些杆件地震反应反而明显增大;（4）该研究结果可为高烈度区大跨度有推力钢桁拱桥的减震设计提供参考。
英文摘要：
Research purposes： Taking a long - span steel truss railway arch bridge as the engineering background, damping performance of the steel truss arch bridge with thrust in the longitudinal, transverse direction based on the speed locking device, viscous fluid damper and BRB （buckling -restrained brace） is analyzed by adopting nonlinear time history analysis method according to structural characteristics of the steel truss arch bridge with thrust. Research conclusions： （ 1 ） When main bridge and approach bridge are connected into a whole unit using speed locking device, damping effect for internal force of the members in arch foot section is obvious, such as damping ratio of the moment is about 20%. But damping ratio of internal force for the members in L/4 arch, crown section and column bottom section is poor, even internal force of the most of them have a greater range of increase than no damping. （2） When viscous fluid dampers are set in junction piers of main bridge, damping effect for internal force of the members in arch foot section and column bottom section is obvious, such as damping ratio of the moment is about 10%. Although damping effect of the scheme in arch foot section is less than that of the speed locking device scheme, seismic response of the members in arch ring and the column decreases to different degrees, and the phenomenon that seismic response of individual members significantly increases doesnt appear. （3） When BRBs of the K bracings are set in the bottom and top of chord plane in main arch ring, damping effect for internal force of the members in arch foot section and column bottom section is obvious, such as damping ratio of the moment and the shear is about 10% - 20%. But damping ratio of internal force for the members in L/4 arch, crown section is different. Damping effect of some members is obvious, but seismic response of some members obviously increases. （4）The research results may provide references for damping design of the steel truss railway arch bridges wit
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