Long-term deformation characteristics of high concrete-faced rockfill dams under cyclic loading of water
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摘要: 高面板堆石坝的长期变形是面板坝建设中的关键技术问题之一，已有研究大多将长期变形归结为堆石体蠕变的结果，但某些高面板堆石坝的变形原型监测资料显示，仅从堆石体蠕变角度难以解释高面板堆石坝长期变形的机理。通过水布垭面板堆石坝17 a的变形监测资料分析和室内低频循环荷载作用下堆石料变形特性试验，探讨了实际运行中库水位周期性变化形成的循环荷载对高面板堆石坝长期变形特性的影响。结果表明：①坝体填筑和初次蓄水引起堆石体的瞬时变形和蠕变，堆石体的后期变形主要是水循环荷载长期作用的结果。②水循环荷载作用下，堆石体的变形表现为两种形式，其一为不可恢复的永久变形(亦称为残余变形)，其二为可恢复的弹性变形。③室内低频循环荷载作用试验得到的堆石料变形及其增长规律很好地验证了水循环荷载与堆石坝后期变形的相互关系以及后期变形的力学意义。研究成果为高面板堆石坝长期变形特性研究提供了新的思路，并为具有往复大消落特点的高面板堆石坝变形及安全控制提供借鉴。Abstract: The long-term deformation of high concrete-faced rockfill dams is one of the key technical problems during their construction. Most studies have attributed the long-term deformation to rockfill creep, but the prototype monitoring data of some high concrete-faced rockfill dams show that it is difficult to explain the mechanism of their long-term deformation only from the viewpoint of rockfill creep. In this study, based on the analysis of the deformation monitoring data of Shuibuya concrete-faced rockfill dam for 17 years and the tests of the deformation characteristics of rockfill materials under low-frequency cyclic loading, the influences of cyclic loading caused by periodic change of reservoir water level on the long-term deformation characteristics of high concrete-faced rockfill dams are discussed. The results show that: (1) The instantaneous deformation and creep of rockfills body are caused by dam filling and initial water impoundment, and the post deformation of rockfill mainly results from the long-term action of cyclic loading of water. (2) When considering cycle loading of water, the deformation of rockfills exhibits two forms: one is the irrecoverable permanent deformation (also known as residual deformation), and the other is the recoverable elastic deformation. (3) The deformation of rockfills and its growth response obtained from the low-frequency cyclic load tests well verify the relationship between the cyclic loading of water and the post deformation of the rockfill dam as well as the mechanical significance of the later deformation. The research provides a new idea for the studies on the long-term deformation characteristics of high concrete-faced rockfill dams, and it also provides reference for the deformation and safety control of high concrete-faced rockfill dams with reciprocating characteristics.
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图 1 0+212断面堆石体内部变形测点布置图
Figure 1. Layout of measuring points for internal deformation of 0+212 section
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图 2 最大断面中部(高程300 m)测点沉降演化曲线
Figure 2. Evolution curves of settlement at measuring points in middle of maximum section (elevation: 300 m)
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图 3 最大断面中部(高程300 m)测点后期沉降实测值演化曲线
Figure 3. Evolution curves of measured values of post settlement at measuring points in middle of maximum section (elevation: 300 m)
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图 4 最大断面中部(高程300 m)部分测点后期沉降实测值与拟合值演化曲线
Figure 4. Evolution curves of measured and fitting values of post settlement at partial measuring points in middle of maximum section (elevation: 300 m)
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图 5 最大断面中部(高程300 m)测点年后期沉降拟合曲线
Figure 5. Fitting curves of settlement at measuring points in middle of maximum section (elevation: 300 m)
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图 6 最大断面中部(高程300 m)测点后期沉降年增量值
Figure 6. Annual increment values of post settlement at measuring points in middle of maximum section (elevation: 300 m)
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图 8 T2组试验轴向应变与围压关系
Figure 8. Relationship between axial strain and confining pressure in T2 group tests
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图 9 累积轴向应变与循环次数的关系
Figure 9. Relationship between cumulative axial strain and number of cycles
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图 10 轴向应变增量与循环次数关系(扣除第1次)
Figure 10. Relationship between axial strain amplitude and number of cycles
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图 11 轴向应变增量与循环次数关系拟合
Figure 11. Fitting curves of relationship between axial strain amplitude and number of cycles
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图 12 堆石料三轴蠕变时间关系曲线
Figure 12. Relationship curves of triaxial creep-time of rockfill materials
表 1 最大断面中部(高程300 m)测点后期最大沉降预测值
Table 1 Predicted values of maximum post-settlement at measuring points in middle of maximum section (elevation: 300 m)
测点
编号坝体总沉降实测值(到2021年12月21日)/mm 水循环荷载引起坝体后期沉降当前值(到2021年12月21日)/mm 水循环荷载引起坝体最终后期沉降预测值/mm 后期沉降完成率/% 23 1911.2 173 230 75 24 1678.6 167 201 83 25 1916.2 213 261 82 26 2238.0 233 280 83 27 2604.9 209 250 84 28 2621.0 167 213 79 29 2511.3 164 207 81 30 1755.9 156 202 77 
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表 2 典型测点24后期沉降完成率预测值
Table 2 Predicted values of post-settlement completion rate at typical measuring point No. 24 in later period
时间/a 后期沉降预测值/mm 后期沉降完成率/% 1 42 21 5 119 59 10 153 76 15 170 85 20 180 90 25 186 93 30 191 95 35 194 97 40 197 98
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表 3 试验方案
Table 3 Test plan
试验编号 试验干密度/
(g·cm-3)小主应力变化范围/
MPaT1 2.07 1.5→1.0→1.5→2.0→1.5 T2 2.11 1.5→1.0→1.5→2.0→1.5 T3 2.07 1.5→1.2→1.5→1.8→1.5
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