ANALYSIS OF INFLUENCE OF DEEP FOUNDATION PIT CONSTRUCTION ON DEFORMATION OF ADJACENT SUBWAY STATION AND SHIELD TUNNEL IN SOFT SOIL AREA
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摘要: 以某软土地区邻近地铁车站及盾构隧道的双侧深基坑工程为背景，运用ABAQUS数值计算软件对邻近地铁车站及盾构隧道的双侧深基坑施工进行数值模拟，研究了双侧深基坑施工过程对基坑坑内土体隆起与坑外土体沉降的影响，分析了双侧深基坑施工过程中地铁车站及盾构隧道变形情况，得出地铁车站及盾构隧道变形规律。计算结果表明：基坑内侧土体隆起最大值为54.3 mm；围护结构X向位移最大值为32.8 mm，Y向位移最大值为26.8 mm；车站竖向位移最大值发生在A1区开挖至坑底工况，最大值为6.8 mm，而车站水平位移最大值为7.6 mm；弯矩累计增量最大值155.9 kN·m/m，经计算，施工过程对车站主体结构影响很小；盾构隧道X向水平位移最大值为4.7 mm；而盾构隧道沉降最大值为3.8 mm，发生在A1区开挖至坑底工况。Abstract: Taking the bilateral deep foundation pit construction in some soft soil area adjacent to the subway station and shield tunnel as an example, using the numerical calculation software ABAQUS to carry out the numerical simulation of bilateral deep foundation pit construction, The influence of the construction process on the soil uplift in the foundation pit and the soil settlement outside the pit is studied, the deformation conditions of the subway station and shield tunnel were analyzed and the regularity were obtained. The calculation results show that the maximum value of soil uplift inside the foundation pit is 54.3 mm. The maximum x-direction displacement of the surrounding structure is 32.8 mm and the maximum y-direction displacement is 26.8 mm. The maximum vertical displacement of the station occurs from excavation to pit bottom in area A1, with a maximum value of 6.8 mm, while the maximum horizontal displacement of the station is 7.6 mm. The maximum cumulative increment of bending moment is 155.9 kN·m/m. The maximum x-directional horizontal displacement of shield tunnel is 4.7 mm. The maximum settlement value of shield tunnel is 3.8 mm, which occurs when the tunnel is excavated from area A1 to the bottom of the pit.
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Key words:
- bilateral deep foundation pit /
- subway station /
- shield tunnel /
- ABAQUS /
- influence
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图 3 整体有限元计算模型示意图(土体)
Figure 3. A schematic diagram of the overall finite element model(soil)
图 4 整体有限元计算模型示意图(结构)
Figure 4. Overall finite element calculation model schematic diagram(structure)
图 5 A1区开挖至坑底沉降图
Figure 5. Settlement diagram from excavation to the bottem of the pit in Area A1
图 6 A2区与B区开挖至坑底沉降图
Figure 6. Settlement diagram from excavation to the bottom the pit in Area A2 and Area B of
图 7 考虑水平支撑温度及混凝土干缩作用沉降图
Figure 7. Settlement diagram considering the horizontal support temperature and the concrete dry shrinkage
图 8 拆除水平支撑后沉降图
Figure 8. Settlement diagram after the removal of the horizontal support
图 9 A1区开挖至坑底车站竖向位移图与水平位移图
a—竖向；b—水平
Figure 9. Vertical displacement diagram of the subway station from excavation to pit bottom in Area A1
图 10 A2区与B区开挖至坑底车站竖向位移图与水平位移图
a—竖向；b—水平
Figure 10. Vertical displacement diagram of the subway station from excavation to pit bottom in Area A2 and Area B
图 11 考虑水平支撑温度及混凝土干缩作用车站竖向位移图与水平位移图
a—竖向；b—水平
Figure 11. Vertical and horizontal displacement diagrams of the subway station considering horizontal support temperature and concrete dry shrinkage
图 12 拆除水平支撑后车站竖向位移图与水平位移图
a—竖向；b—水平
Figure 12. Vertical and horizontal displacement diagrams of the subway station after the removal of the horizontal support
图 13 A1区开挖至坑底盾构区间竖向位移图与水平位移图
a—竖向；b—水平
Figure 13. Vertical and horizontal displacement diagrams of the shield section from excavation to pit bottom in Area A1
图 14 A2区与B区开挖至坑底盾构区间竖向位移图与水平位移图
a—竖向；b—水平
Figure 14. Vertical and horizontal displacement diagrams of the shield section from excavation pit bottom in Area A2 and Area B
图 15 考虑水平支撑温度及混凝土干缩作用盾构区间竖向位移图与水平位移图
a—竖向；b—水平
Figure 15. Vertical and horizontal displacement diagrams of the shield section considering horizontal support temperature and concrete dry shrinkage
图 16 拆除水平支撑后盾构区间竖向位移图与水平位移图
a—竖向；b—水平
Figure 16. Vertical and horizontal displacement diagrams of the shield section after the removal of the horizontal support
表 1 各分区开挖信息表
Table 1. Information table for excavation of each division
区域 现场地大沽标高/m 地下室层高/m 基础(含垫层)厚度/m 坑底大沽标高/m 地下室埋深/m A地块裙房 2.3 6.2/3.7 1.4 -9.6 11.9 A地块百米塔楼 2.3 6.2/3.7 2.1 -10.3 12.6 B地块 2.3 4.0/5.55 1.4 -19.0 11.15 
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表 2 土体物理参数表
Table 2. Physical parameters table of the soil
地层编号 土体名称 重度γ/(kN/m3) 直剪固结快剪 直剪快剪 c/kPa ϕ/(°) c/kPa ϕ/(°) 1-1 素填土 18.8 12.8 15.0 10.0 6.3 4-1 粉质粘土、粘土 19.0 14.9 17.8 12.5 12.8 6-3 粉土 19.6 7.8 31.0 7.5 29.5 6-4 粉质粘土 19.1 13.8 17.4 11.1 15.0 8-1 粉质粘土 20.0 20.4 18.5 18.8 16.6 8-2 粉土 20.0 8.1 30.9 6.4 29.3 9-1 粉质粘土 20.1 20.4 21.0 18.3 19.1 11-1 粉质粘土 20.0 20.8 21.2 18.7 19.4 11-2 粉质粘土 20.0 20.9 21.5 18.5 19.7 11-3 粉质粘土 20.0 20.2 21.7 18.9 19.2 12-1 粉质粘土 20.4 20.4 21.0 18.3 19.1 13-1 粉质粘土 20.6 20.9 21.1 18.6 19.5
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表 3 水平支撑系统表
Table 3. Horizontal support system table
项目 支撑中心标高/m 支撑下皮与结构净空/m 腰梁/m 环梁a/m 环梁b/m 环梁c/m 对撑/m 角撑、辐射撑/m 联系杆件/m 板/m A1区 -1.0 3.05 1.6×0.9 2.6×0.9 2.0×0.9 1.4×0.9 - 0.8×0.9 0.6×0.7 0.4 A2区 -1.0 3.05 1.6×0.9 - 2.0×0.9 1.4×0.9 1.4×0.9 0.8×0.9 0.6×0.7 0.4 B区 -1.0 0.45 1.8×0.9 1.8×0.9 1.4×0.9 - 1.4×0.9 0.8×0.9 - 0.4
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表 4 土的计算参数
Table 4. Calculation parameters of the soil
编号 对应土层 厚度/m γ/(kN/m3) Φ/(°) Es/MPa λ κ M 1 1-1和4-1 5.5 18 16 4 0.004 0.006 0.61 2 6-3 6.4 19.5 31 12.1 - - - 3 6-4和8-1 10.1 19.2 18 5.6 0.031 0.004 0.69 4 8-2 2 19.8 30.9 10.9 - - - 5 9-1 6.3 20 21 6.5 0.026 0.003 0.81 6 11 22 19.9 17.3 6.9 0.025 0.003 0.65 7 12-1和13-1 17.7 20 19.9 8 0.021 0.003 0.73
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表 5 基坑结构、新建地铁车站尺寸及计算参数
Table 5. Structure of the foundation pit, dimensions and calculation parameters of the new subway station
结构、围护类型 厚度/m 材料 容重γ/(kN/m3) 弹性模量E/MPa 刚度(KN/m) 灌注桩φ1000 等效为1.1 C30 25 - 灌注桩φ1100 等效为1.1 C30 25 等效为19900 - 灌注桩φ1200 等效为1.1 C30 25 等效为26200 - 地下连续墙 1.0 C30 25 30000 - 水平支撑 - C30 25 30000 - 基坑换撑 - C30 25 - 1000 站体顶板 0.9 C30 25 30000 - 站体底板 1.4 C30 25 30000 - 站体中板 0.4 C30 25 30000 - 站体边墙 1.1 C35 25 31500 - 站体立柱 - C45 25 33500 -
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表 6 施工步序
Table 6. Construction step
序号 内容 1 模拟基坑围护结构、坑内工程桩，车站顶板进行覆土 2 A1区开挖，至第一层坑底深度-3.30 m 3 施工该区域水平支撑 4 A1区第二层土体岛式开挖，撑下区域挖至坑底深度-11.90 m 5 开挖A1区剩余土体 6 施工A1区换撑，挖除覆土，施工地铁站体上部结构 7 A2区与B区同时开挖，至第一层坑底深度-3.30 m 8 施工该区域水平支撑 9 A2区与B区同时开挖，A2至坑底深度-11.90 m，B区至坑底深度-11.15 m 10 水平支撑在温度变化及混凝土干缩作用下收缩 11 施工A2区与B区换撑 12 拆撑A1区、A2区与B区的水平支撑
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表 7 基坑围护结构变形值表
Table 7. Table of deformation values of enclosure structure in the foundation pit
阶段 X向最大值/mm Y向最大值/mm A1区开挖至坑底 23.6 23.8 A2区与B区开挖至坑底 23.6 23.8 考虑水平支撑温度及混凝土干缩作用 31.7 25.8 拆除水平支撑 32.8 26.8
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表 8 车站结构变形值表
Table 8. Station structure deformation value table
阶段 竖向位移最大值/mm 水平位移最大值/mm A1区开挖至坑底 6.8 5.3 A2区与B区开挖至坑底 4.3 6.9 考虑水平支撑温度及混凝土干缩作用 4.3 7.6 拆除水平支撑 4.3 7.6
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表 9 地铁车站附加弯矩表
Table 9. Additional bending moment table for the subway station
阶段 X向最大值(kN×m/m) Y向最大值(kN×m/m) A1区开挖至坑底，该步弯矩增量 34.7 36.1 A2区与B区开挖至坑底，该步弯矩增量 113.7 34.9 考虑水平支撑温度及混凝土干缩作用，该步弯矩增量 52.3 15.3 拆除水平支撑，该步弯矩增量 24.2 10.9 弯矩增量和 155.9 65.9
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表 10 盾构隧道位移表
Table 10. Displacement table of the shield tunnel
阶段 X向水平位移最大值/mm 沉降最大值/mm A1区开挖至坑底 4.4 3.8 A2区与B区开挖至坑底 4.5 2.8 考虑水平支撑温度及混凝土干缩作用 4.6 2.7 拆除水平支撑 4.7 2.8
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表 11 盾构隧道位移表
Table 11. Displacement table of the shield tunnel
控制项目 累计值/mm 变化速率/(mm/d) 车站结构竖向位移 10 0.5 车站结构水平位移 10 0.5 隧道竖向位移 10 0.5 隧道水平位移 6 0.5
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