Study on effects of vertical nonlinear-distributed loads on trenched utility tunnel
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摘要: 针对沟埋式管廊上覆荷载非线性分布问题，采用竖向微分单元法，并引入土条条间摩擦力假设，推导出竖向土压力非线性分布的表达式。理论结果与沟埋式管廊现场实测对比表明，非线性解析式可以描述沟埋式管廊上覆荷载的非线性特性。采用荷载结构法，对管廊顶部分别施加线性荷载和非线性荷载进行计算，结果表明：在背景工程条件下，管顶非线性荷载、管侧线性荷载模式下，管廊结构顶部和底部变形量分别减小15%和14%，侧壁变形几乎没有影响；管廊顶部跨中最大弯矩减小约23%。Abstract: Aiming at nonlinear distribution of the overburden load of the buried utility tunnel, employing the vertical differential element method with the assumption on the friction force between the soil slices, the nonlinear analytical solution of the vertical soil pressure is deduced. The comparison between theoretical results and the field measurement of buried utility tunnel show that the non-linear analytical solutions are able to describe the nonlinear distribution characteristics of loads on trenched utility tunnel. By the load structure method, the utility tunnel with its top bearing linear and nonlinear overburden loads is computed. The results show that under the engineering condition proposed by the paper, the mode of linear distribution on structure top and nolinear distribution on side wall, the deformation value of structure top and bottom reduce 15% and 14%, respectively, nearly no effects on side wall deformation; the maximum moment of in the middle of utility tunnel top reduce 23%.
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Key words:
- utility tunnel /
- trench-bury /
- loads /
- nonlinear distribution /
- structural internal force
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图 3 不同φ′值条件下的竖向土压力分布曲线
Figure 3. Fig 3.Vertical earth pressure distribution curves with different conditons of $ \varphi '$
图 5 管廊顶土压力盒布置剖面图
Figure 5. Crossing section of earth pressure box on the utility tunnel top
图 6 理论法竖向土压力分布与现场实测对比
Figure 6. Vertical earth pressure distribution comparison between the theoretical method and site monitoring datum
图 12 管廊侧壁水平变形曲线
Figure 12. Horizontal deformation curve of side wall of utility tunnel
表 1 某综合管廊试验相关土工参数
Table 1. Relevant geotechnical parameters of utility tunnel
管廊半宽
b/m填土高度
h/m填土重度
γ/(kN∙m−3)内摩擦角
$ \varphi $/(°)外摩擦角
$ \delta $/(°)1 3 19.3 28.3 $ \dfrac{2\varphi }{3} $ 
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