Numerical simulation of soil pressure and deformation for culvert with load-reducing measures
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摘要: 以南广高速公路的2座涵洞为试验工点, 采用EPS板作为减荷材料, 通过ANSYS有限元计算, 并结合现场土压力实测, 研究了涵洞在有、无EPS减荷措施, 以及EPS板铺设厚度不同情况下的涵洞垂直土压力与填土变形, 并将有限元计算结果与现场实测值进行了对比。分析结果表明: 在涵洞覆盖最大填土高度时, 涵洞洞顶垂直土压力的计算值与实测值相差平均不超过16%;洞顶铺设不同厚度EPS板减荷时, 洞顶土压力约减小了1/2~2/3, 且在本试验条件下, 洞顶EPS板愈厚, 减荷效果愈好; 变形云图直观展示了洞顶平面内外土柱沉降差的存在, 是反映垂直土压力各种影响因素的综合性参数; 洞顶铺设EPS板减荷时, 洞顶平面内外土柱形成沉降差, 从而达到减荷效果, 且在同等填土高度下, 洞顶EPS板愈厚, 洞顶平面内外土柱间的沉降差值愈大, 故其减荷效果也愈显著。Abstract: Based on the test sites of two culverts on Nanguang Expressway, EPS(expanded polystyrene)was taken as load-reducing material, the vertical soil pressures and soil deformations of the culverts under the conditions with and without load-reducing boards were studied and compared by ANSYS simulation and measure, and the influence of the thickness of EPS boards on the pressures and deformations was analyzed. Analysis result shows that under maximum soil-filling height, the differences between the calculated values and measured values of the pressures are not more than 16%. When EPS boards are laid on the tops of the culverts, the pressures of the culverts decrease by about 1/2~2/3. Under experimental condition, the thicker EPS boards are, the better the load-reducing effect is. The deformation nephograms of soil intuitively show the existence of settlement difference between inside and outside soil columns on the tops of the culverts, and it is an integrated parameter that can reflect the various influence factors of the pressures. When EPS boards are laid on the tops of the culverts, the forming settlement difference results in the load-reducing effect of EPS boards. Under the same soil-filling height, the thicker EPS boards are, the bigger the settlement difference is, the better the load-reducing effect is.
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图 4 A涵洞有限元计算与实测Kv-H曲线
Figure 4. Kv-H curves of finite element calculation and measure for culvert A
图 5 B涵洞有限元计算与实测Kv-H曲线
Figure 5. Kv-H curves of finite element calculation and measure for culvert B
表 1 计算参数
Table 1. Computation parameters
参数 EPS 松土 路堤填土 碎石、砂土 砂卵石 A、B涵洞 弹性模量/MPa 0.15 1.00 12.50 40.00 100.00 28 000.00 泊松比 0.20 0.33 0.30 0.22 0.22 0.16 凝聚力/kPa 15 15 0 0 摩擦角/(°) 15 30 38 38 重度/(kN·m-3) 0.20 13.00 21.32 21.00 23.00 25.00 
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表 2 Kv计算值与实测值对比
Table 2. Comparison of calculated values and measured values for Kv
Kv A涵洞 B涵洞 A5 A6 A7 A8 B4 B5 B6 B7 实测值 0.304 0.904 0.248 0.354 0.238 1.017 0.226 0.281 计算值 0.247 0.839 0.226 0.287 0.194 0.917 0.181 0.211 相差百分数/% 18.8 7.2 8.9 18.9 18.5 9.8 19.9 24.9 平均值/% 15.9 注: 本表为涵洞最大填土高度时的A、B涵顶各测试段Kv的计算值与实测值对比。
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