井塔是矿山地面工业场地内重要的构筑物，担负着提升矿产以及人员、材料、设备的运输重任，处于矿山企业日常生产的重要环节。目前，国内外井塔结构中大多采用钢筋混凝土框架剪力墙结构。由于其延性较好的优点，框架剪力墙结构得到了广泛的认可，但对其地震反应特点的研究还不够深入。 本文采用SAP2000分析软件按照井塔结构的实际尺寸进行建模，通过线弹性阶段模态分析、反应谱分析，弹塑性阶段Push-over分析，对不同剪力墙厚度框架剪力墙井塔结构的地震反应特性进行分析研究。 在线弹性阶段对四个井塔模型进行模态分析表明，不改变其它条件的情况下增大剪力墙厚度，其自振周期在不断减小且减小的幅度越来越小，且模型的阵型刚度也在增加，模型的振型刚度随着振型阶数的增大而增大。振型分解反应谱分析中，最大层间位移角发生在截面突变转换处，本文井塔模型的最大层间位移角X向发生在48.8m， Y向发生在26.6m，结构X向抗侧刚度较大，Y向的柔度较大，井塔结构的中下部位是其薄弱部位。随着剪力墙厚度的增加楼层位移和层间位移角都有所减小，说明随着剪力墙厚度增加井塔结构的薄弱部位强度有所增加，并且其整体强度也在增加。静力弹塑性分析沿Y向施加水平均布荷载，四个模型随剪力墙厚度的增加井塔结构的基底抗剪能力在不断提高，同时结构的楼层位移和层间位移角都在减小，结构出现第一批塑性铰的时间依次有所延迟，而薄弱层大约出现在26.6m。 在线弹性阶段和弹塑性阶段井塔结构Y向出现的薄弱层位置基本都在26.6m，且薄弱部位强度随着剪力墙厚度的增加在不断提高，并且整体强度也在不断提高，这与反应谱分析的结论相吻合。

Well tower is an important industrial structure within the mine floor industrial sites, which is in the critical path connecting the upper and lower mine production processes. At present, more and more well tower structures are using reinforced concrete frame shear wall structures. Frame shear wall structure is recognized as a better ductility structure, although frame shear shaft tower is widely used in mining, but its seismic response characteristics remains to be studied. This paper studied well tower frame shear wall double symmetrical structure. In this paper, modeling based on the actual size of the well tower structure SAP2000 analysis software, analysis of the seismic response characteristics at different shear wall thicknesses and then analyzed. modal analysis is adopted in linear elastic stage, response spectrum analysis using pushover analysis of elastic-plastic stage. Four well tower models for modal analysis showed that the increase of the thickness of the shear wall in the case of other conditions do not change, which continues to reduce vibration period and reduces the magnitude smaller, and the model's formation stiffness also increased stiffness model type vibration modes increases as the order increases. Linear elastic phase modal response spectrum analysis, the structure of the maximum floor displacement: X at 48.8m, Y at 26.6m, indicating the weak parts of the structure under the tower at the site. With the increase in the thickness of the floor, both the shear displacement and angular displacement has the layer decreases, indicating shear wall thickness increases with the strength of the weak parts of the shaft tower structure has been strengthened, and the overall strength of the shaft tower structure is also increasing. Average load is applied along the Y direction in pushover analysis, the base shear capacity of four models with shear wall thickness increased shaft tower structure at the same time continue to improve inter-layer floor displacement and angular displacement shaft tower structure are reduced, the first shaft tower structure appear sequentially plastic hinges time delays, and weak layer is at about 26.6 meters. With the increase of thickness of shear wall, basal shear capacity of well tower structure is increase, and floor displacements and inter-story drift of shaft tower structure are reduced. The weak position of shaft tower structure appears in the Y direction at 26.6 m linear elastic stage and elastic-plastic stage, at the basic and the shear strength of weakest part is constantly improving with increasing thickness, and the overall strength is improving, which coincide with conclusion of response spectrum analysis.