MACRO AND MICRO DAMAGE OF CONCRETE GRAVITY DAM UNDER EARTHQUAKE ACTION BASED ON SUBMODEL METHOD
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摘要:
大型水工混凝土结构易在结构突变部位出现应力集中现象，工程结构的整体失效破坏起源于局部区域的损伤积累和裂缝失稳扩展。为明确混凝土重力坝在地震荷载作用下的力学特性，采用子模型法构建了基于实际工程的重力坝坝踵高应力区的精细化模型。基于坝踵代表体的细观结构模型，研究了地震作用下重力坝局部受力变形特征以及损伤演变过程。研究结果表明：与宏观模型计算结果相比，细观子模型计算结果能够更真实地反映应力场，位移场，裂纹分布以及损伤演变过程。此外，研究发现细观结构内部的损伤发生时间早于宏观结构，表明宏观裂缝源于内部，混凝土结构破坏并非瞬间完成，而是由于其内部微细裂纹的演化形成更大的宏观裂缝导致。研究结果为重力坝宏观和细观尺度的损伤分布形式提供参考和借鉴。
Abstract:Large hydraulic concrete structures are prone to stress concentration at points of structural discontinuity. The overall failure of engineering structures originates from damage accumulation and crack instability extension in local areas. To clarify the mechanical properties of concrete gravity dams under seismic loading, this study adopts the submodel method to construct a refined model of the high stress zone in the heel of gravity dams based on actual engineering projects. On the basis of the meso structural model of the representative element of the dam heel, the local force deformation characteristics and damage evolution process of the gravity dam under seismic action are studied. It shows that the results of the meso submodel can more realistically reflect the stress field, displacement field, crack distribution and damage evolution process than the macro model. In addition, it finds that the damage occurrence in the meso structure is earlier than in the macro structure. This indicates that the macro cracks originate from the inside, and the destruction of concrete structure is not instantaneous, but caused by the evolution of its internal microcracks to form larger macrocracks. These results provide a reference for the formation and distribution of the damage of gravity dams at macro and meso scales.
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Keywords:
- concrete gravity dam /
- seismic load /
- mechanical properties /
- submodel method /
- damage evolution
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图 1 CDP模型单轴应力-应变关系曲线
Figure 1. Uniaxial stress-strain relationship curve for the CDP model
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图 2 Koyna大坝最高坝段有限元模型
Figure 2. Finite element model of the highest section of Koyna dam
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图 4 Koyna重力坝最大主应力分布等值线云图和位移分布等值线云图
Figure 4. Contour map of the distribution of the maximum principal stress and displacement for Koyna dam
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图 5 数值模拟和模型试验下的Koyna大坝最终失效模式
Figure 5. Final failure modes of Koyna dam via the method of numerical simulation and model test
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图 6 地震作用下的Koyna大坝损伤随时间演变的过程
Figure 6. Damage evolution of Koyna dam under seismic action over time
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图 7 利用子模型法进行坝踵代表体单元宏观再细化分析
Figure 7. Macro-refinement analysis of a representative element at the dam heel using the submodel method
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图 9 坝踵代表体单元的细观结构模型
Figure 9. Mesoscale structural model of the representative element at the dam heel
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图 11 细观子模型再计算损伤随时间的演变过程
Figure 11. Damage evolution over time in the recalculated mesoscale submodel
表 1 混凝土细观组分的力学参数
Table 1 Mechanical properties of the mesoscale components of concrete
组分参数 骨料 砂浆 ITZ 弹性模量/GPa 80 25 20 泊松比ν 0.16 0.22 0.2 剪胀角Ψ/(°) 30 30 偏心率η 0.1 0.1 受拉子午线与受压子午线常应力的比值Kc 0.667 0.667 应力比¯σcc/¯σc 1.16 1.16 抗拉强度ft/MPa 3 2.4 抗压强度fc/MPa 45 36 裂纹极限宽度wc/mm 0.096 0.096 
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