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Analysis of modulus influence of axial zoned concrete-faced rockfill dam
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摘要: 轴向分区面板坝设计中，通过沿坝轴线方向将坝壳分为岸坡区、侧分区和中央区，依次填筑不同模量的材料，形成沿坝轴线方向的梯度模量来缩减坝壳的三维聚心变形、减小轴向位移，提高坝体变形协调性进而解决高面板坝挤压破坏问题。以锅浪跷面板坝工程为依托，通过数值计算模拟，对比研究了36种模量梯度组合的轴向分区面板坝的面板挤压破坏参考指标，分析轴向分区设计效果和分区模量对坝体及面板应力变形的影响。根据面板挤压破坏原理，以蓄水期面板的挠度和轴向压应力、面板最大挠度附近高程轴向位移及压应力、坝体的沉降和轴向位移为挤压破坏参考指标。结果显示，50%梯度方案与常规面板堆石坝相比，坝体向左右岸的轴向位移分别减小12.76%和14.73%，沉降减小14.42%，面板挠度减小15.28%，轴向压应力减小11.35%。研究为解决高面板坝的面板挤压破坏问题提供了新思路。Abstract: Axial zoned concrete-faced rockfill dam (CFRD) divides the dam shell along the dam axis into bank slope area, transition area and central area. By filling different modulus materials in turn to form gradient modulus along the axis of the dam, the three-dimensional centralization deformation and the axial displacement of the dam shell can be reduced, which can improve the deformation compatibility of the dam body, thus the extrusion failure problem of high CFRD can be solved. According to the principle of face slab rupture of high CFRD, several reference indexes of face slab rupture problem (F-indexes) during the impoundment period were selected, including the deflection and the axial displacement of the face slab, and the compressive stress of the elevation near the maximum deflection of the face slab, the settlement and axial displacement of the dam body. Based on a 200 m level CFRD project, the F-index of axial zoned CFRD with 36 kinds of modulus gradient combinations was studied by numerical simulation. The effects of axial zoned CFRD design and modulus influence of axial zoned CFRD were analyzed. The results show that in 50% of gradient schemes, the axial displacement of the dam body decreases by 12.76% to the left bank and 14.73% to the right bank, and the settlement decreases by 14.42%. The deflection of the face slab decreases by 15.28%, and the extreme value of axial compressive stress of the face slab is reduced by 11.35%. The study provides a new idea for solving the problem of slab rupture of high CFRDs.
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图 1 锅浪跷混凝土面板堆石坝标准横剖面图（单位: m）
Figure 1. Typical profile of Guolangqiao concrete-faced rockfill dam (CFRD) (unit: m)
图 3 常规坝方案面板挠度分布及分区宽度（单位：m）
Figure 3. Deflection distribution and zoned width of conventional dam scheme (unit: m)
图 5 蓄水期面板最大挠度及最大轴向压应力
Figure 5. Extreme value of deflection and axial compressive stress of face slab during impoundment period
图 6 蓄水期面板114~120 m高程挤压破坏参考指标
Figure 6. Reference indexes of face slab (114~120 m) during impoundment period
表 1 筑坝材料邓肯-张E-B模型参数
Table 1. Calculation parameters of Duncan-Chang E-B model for dam construction materials
材料 ρd / (kg·m−3) Kur φ0 /° Δφ /° K n Rf Kb m 主堆石 2 190 2 600 60.59 12.65 1 300 0.357 0.85 900 −0.035 下游堆石 2 150 2 500 60.30 11.80 1 250 0.337 0.85 900 −0.040 过渡料 2 310 2 600 60.06 10.87 1 300 0.416 0.84 900 −0.047 垫层料 2 390 2 800 60.88 11.77 1 400 0.488 0.80 1 000 −0.060 注：ρd为密度；Kur为卸载再加载时的弹性模量基数；φ0为初始内摩擦角；Δφ为围压增加1个对数周期下摩擦角的减小值；n为弹性模量指数；Rf为破坏比；m为体积模量指数。 
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表 2 蓄水期坝体变形、应力极值
Table 2. Extreme values of deformation and stress of dam body during impoundment period
方案 坝型 沉降/cm 顺河向位移/cm 轴向位移/cm 主应力/MPa 向上游 向下游 向左岸 向右岸 σ1 σ3 −00+00 常规坝 42.235 2.548 14.810 6.898 5.526 −2.589 −0.384 −50+50 分区坝 36.143 0.722 11.905 6.018 4.712 −2.624 −0.439
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表 3 蓄水期面板挤压破坏参考指标极值
Table 3. Extreme values of deformation and stress of face slab during impoundment period
方案 坝型 挠度/cm 114~120 m高程轴向位移/cm 轴向压应力/MPa 向左岸 向右岸 −00+00 常规坝 19.884 4.057 2.923 −4.342 −50+50 分区坝 16.846 3.789 2.641 −3.849
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