With the underground integrated pipe gallery project of a segmental prefabricated construction as the background, this article simplifies the joint connection between the prefabricated pipe gallery segments, the structure-soil interaction and the boundary conditions at the joints between the prefabrication and cast-in-place, then, according to the derived joint stiffness calculation formula and the waiting-soil spring calculation formula recommended in the specification, it obtains the analytical parameters in SAP2000 finite element model, and conducts the seismic performance analysis on the segmental prefabricated pipe gallery structure by adopting the elastic design response spectrum method and the nonlinear time-history analysis method, and the main conclusions are as follows:under the action of self-weight, the top plate part of pipe gallery at mid-span area shows the tensile phenomenon, and the elastic rubber pad of top plate may be weakened by elastic compression, and, at the location of 1/7 span and 6/7 span, the elastic rubber pad of bottom plate is weakened by elastic compression, while, under the lateral seismic action, the joints and segments near the mid-span position are all the weak anti-seismic links, and the side wall is more prone to the problem of rubber pad opening or even leaking, and the joint location between the prefabrication and cast-in-place is most prone to shear failure, so the corresponding reinforcement measures should be necessary for the soil body at the mid-span location and the joint location between the prefabricated assembly and the cast-in-place.%文章以某采用节段预制装配式施工的地下综合管廊项目为背景, 对预制管廊节段之间接头连接、结构-土体相互作用及预制和现浇结合处边界条件问题进行简化, 根据推导的接头刚度计算公式和规范中建议采用的等待土弹簧计算公式, 得到SAP2000有限元模型中的分析参数, 并采用弹性设计反应谱方法和非线性时程分析方法对节段预制管廊结构进行抗震性能分析, 主要得到以下结论:自重作用下, 跨中区域处管廊顶板部分出现受拉现象, 顶板弹性橡胶垫可能出现弹性压缩减弱, 在1/7跨径和6/7跨径位置, 底板弹性橡胶垫出现弹性压缩减弱;横向地震作用下, 跨中位置附近的接头和节段均为抗震薄弱环节, 侧墙更容易出现橡胶垫张开甚至漏水问题, 预制与现浇结合位置最容易发生剪切破坏, 因此在跨中位置和预制拼装与现浇结合位置对土体采取相应加固处理措施显得很有必要.
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