Study on compound structure of concrete gravity dam-face rockfill dam
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摘要: 针对目前特高面板堆石坝存在的面板挠曲变形大、面板缝易拉开、底部面板不能检修等突出问题,提出了一种适用于特高面板堆石坝的新型坝体结构型式——混凝土重力坝-面板堆石坝复式结构。重点分析了施工期、蓄水期及蓄水期发生地震时,新型复式结构混凝土重力坝的高度、上下游坡比、趾板布置等体型参数变化对大坝结构应力变形及面板挠度等指标的影响,为新型结构型式体型的选择提供参考。优选的新型复式结构型式与常规堆石坝结构的计算结果对比分析表明,复式结构除周边缝张开变位及施工期面板应力大于常规面板坝外,其他指标均占据优势,且周边缝张开变位完全在相应规范及止水结构允许变形范围内,并具有较高的安全裕度。新型挡水结构可缩短混凝土面板长度,改善面板受力状态,减少面板挠曲变形,并有效提升面板堆石坝坝踵及趾板部位的可维修性。
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关键词:
- 特高面板堆石坝 /
- 混凝土重力坝-面板堆石坝复式结构 /
- 可检修性
Abstract: In view of the outstanding problems in super high concrete face rockfill dams, such as large deformation of concrete face plate, easy opening of concrete face joint and non-maintenance of bottom face plate, etc., a new type of dam body structure suitable for ultra-high concrete face rockfill dams is presented in this paper: a compound structure of concrete gravity dam-face rockfill dam. We have analyzed the shape parameters such as height, upstream and downstream slope ratio and the toe plate arrangement influence on the structural stress and deformation of the new type compound concrete gravity dam and the deflection of the face plate, during the construction period, the storage operation period and the storage period when earthquakes occur, providing a reference for the selection of new structural type. By comparing the calculated results of the optimized new type compound structure with that of the conventional rockfill dam, it is obtained that except for the compound structure with the opening displacement of the peripheral joints and the stress of the concrete face slab higher than that of the conventional concrete face dam in the construction period, the other indexes are that the compound structure is dominant, and the opening displacement of the peripheral joint is within the allowable deformation range of the corresponding code and the water-sealing structure, and has a higher safety margin. The new structure can shorten the length of the concrete face, improve the stress state of the face, reduce the flexure deformation of the face, and effectively improve the maintainability of the heel and toe slab of the concrete face rockfill dam, and has a wide application prospect. -
表 1 主要材料静力计算参数
Table 1. Static calculation parameters of main materials
材料名称 ρ/(g·cm−3) φ0/º Δφ/º k n Rf kur kb m 垫层区 2.31 49.3 5.9 920.2 0.29 0.67 1 840 497.6 0.31 主堆石区 2.27 50.1 6.3 1 294.1 0.32 0.74 2 588 545.9 0.26 上游堆石区 2.22 53.2 9.0 1 104.4 0.22 0.65 2 209 547.3 0.08 下游堆石区 2.20 48.5 6.2 704.6 0.35 0.69 1 409 292.6 0.25 表 2 主要材料动力计算参数
Table 2. Dynamic calculation parameters of main materials
材料名称 n k1 k2 ν λ C1 /% C2 C3 C4 /% C5 垫层区 0.347 23.5 2 084 0.330 0.21 0.33 0.62 0 7.90 0.86 主堆石区 0.330 27.4 2 503 0.330 0.19 0.43 0.70 0 5.75 0.82 上游堆石区 0.304 25.1 2 208 0.330 0.20 0.79 0.83 0 7.38 0.96 下游堆石区 0.341 26.3 1 550 0.330 0.23 0.83 0.90 0 8.99 0.97 面板、趾板 0 0 85 900 0.167 5.00 0 0 0 0 0 表 3 不同混凝土坝坝高的混凝土坝体位移及应力
Table 3. Concrete dam body displacement and stress results of different concrete dam heights
坝高/m竣工期 蓄水期-静力 蓄水期-动力 最大位移
/cm主压/拉应力极值
/MPa最大位移
/cm主压/拉应力极值
/MPa最大位移
/cm主压/拉应力极值
/MPa竖向 顺河向 坝体 建基面 竖向 顺河向 坝体 建基面 竖向 顺河向 坝体 建基面 40 3.4 0.6 3.56/0.19 3.16/1.14 4.1 3.3 4.79/0.32 4.16/0.52 4.2 4.0 5.40/0.04 4.51/0.17 80 4.1 0.7 4.97/0.23 3.76/2.65 5.2 5.4 5.27/0.38 5.30/1.10 5.3 6.2 6.20/0.06 5.57/0.58 120 5.2 0.8 6.12/0.31 4.15/2.73 6.1 5.1 5.66/0.54 5.45/2.13 6.1 8.0 6.40/0.17 5.85/1.01 表 4 不同混凝土坝坝高的堆石体位移
Table 4. Comparison table of rockfill displacement results with different concrete dam heights
坝高/
m竣工期 蓄水期-静力 蓄水期-动力 沉降/
cm顺河向位移/cm 沉降/
cm面板挠度/
cm顺河向位移/cm 残余变形-
沉降/cm面板挠度/
cm残余变形-顺河位移/cm 向上游 向下游 向上游 向下游 向上游 向下游 40 101 10.6 49.4 107.5 48.24 4.2 55.5 53.6 89.12 0.4 30.4 80 99.2 10.3 49.6 105.3 44.67 5.9 54.9 51.8 84.66 0.2 30.0 120 98.3 9.7 49.8 104.6 41.73 6.4 54.5 49.7 80.87 0.3 29.3 表 5 不同混凝土坝上游坡比下的堆石体位移
Table 5. Displacement results of rockfill body under different concrete dam upstream slope ratios
上游
坡比竣工期 蓄水期-静力 蓄水期-动力 沉降/
cm顺河向位移/cm 沉降/
cm面板挠度/
cm顺河向位移/cm 残余变形-
沉降/cm面板挠度/
cm残余变形-顺河向位移/cm 向上游 向下游 向上游 向下游 向上游 向下游 1∶0.1 99.2 10.3 49.7 105.3 44.69 5.8 55.0 51.5 84.60 0.2 29.7 1∶0.2 99.2 10.3 49.6 105.3 44.67 5.9 54.9 51.8 84.66 0.2 30.0 1∶0.3 99.2 10.3 49.6 105.4 44.61 6.0 54.9 52.2 84.96 0.3 30.4 表 6 不同混凝土坝上游坡比下的混凝土坝体位移及应力
Table 6. Displacement and stress results of concrete dam with different upstream slope ratios
上游坡比 竣工期 蓄水期-静力 蓄水期-动力 最大位移/cm 主压/拉应力极值/MPa 最大位移/cm 主压/拉应力极值/MPa 最大位移/cm 主压/拉应力极值/MPa 竖向 顺河向 坝体 建基面 竖向 顺河向 坝体 建基面 竖向 顺河向 坝体 建基面 1∶0.1 4.0 0.9 6.23/0.23 3.78/2.68 5.1 5.8 5.94/0.42 5.26/1.08 5.2 7.0 6.82/−0.04 5.56/0.40 1∶0.2 4.1 0.7 4.97/0.23 3.76/2.65 5.2 5.4 5.27/0.38 5.30/1.10 5.3 6.2 6.20/0.06 5.57/0.58 1∶0.3 4.2 0.6 4.22/0.23 3.73/2.59 5.3 5.1 5.43/0.34 5.34/1.1 5.3 5.9 6.47/0.13 5.55/0.71 表 7 不同混凝土坝上游坡比下的周边缝位移
Table 7. Displacement of perimetric joints under different concrete dam upstream slope ratios
上游坡比 蓄水期-静力/mm 蓄水期-动力/mm 张开 沉陷 张开 沉陷 1∶0.1 1.87 0.84 2.02 0.87 1∶0.2 1.27 1.28 1.41 1.37 1∶0.3 1.03 1.59 1.16 1.77 表 8 不同混凝土坝下游坡比下的堆石体位移
Table 8. Displacement results of rockfill bodies under different downstream slope ratios of concrete dam
下游
坡比竣工期 蓄水期-静力 蓄水期-动力 沉降/
cm顺河向位移/cm 沉降/
cm面板挠度/
cm顺河向位移/cm 残余变形-
沉降/cm面板挠度/
cm残余变形-顺河向位移/cm 向上游 向下游 向上游 向下游 向上游 向下游 1∶0.6 99.2 10.6 49.6 105.4 44.62 6.2 54.8 51.6 84.29 0.3 29.7 1∶0.7 99.2 10.3 49.6 105.3 44.67 5.9 54.9 51.8 84.66 0.2 30.0 1∶0.8 99.2 10.1 49.7 105.3 46.62 5.6 54.9 52.7 84.49 0.3 30.2 表 9 不同混凝土坝下游坡比下的混凝土坝体位移及应力
Table 9. Displacement and stress results of concrete dam under different downstream slope ratios
下游坡比 竣工期 蓄水期-静力 蓄水期-动力 最大位移/cm 主压/拉应力极值/MPa 最大位移/cm 主压/拉应力极值/MPa 最大位移/m 主压/拉应力极值/MPa 竖向 顺河向 坝体 建基面 竖向 顺河向 坝体 建基面 竖向 顺河向 坝体 建基面 1∶0.6 4.3 0.8 4.98/0.23 3.66/2.68 5.1 5.8 5.94/0.29 6.0/0.89 5.2 7.0 6.82/−0.08 6.3/0.3 1∶0.7 4.1 0.7 4.97/0.23 3.76/2.65 5.2 5.4 5.27/0.38 5.30/1.10 5.3 6.2 6.2/0.06 5.57/0.58 1∶0.8 4.0 0.6 4.97/0.23 3.46/2.59 5.3 5.1 5.43/0.45 5.2/1.20 5.4 6.0 6.47/0.15 5.39/0.71 表 10 不同混凝土坝下游坡比下的周边缝位移
Table 10. Displacement of perimetric joints under different downstream slope ratios of concrete dam
下游坡比 蓄水期-静力/mm 蓄水期-动力/mm 张开 沉陷 张开 沉陷 1∶0.6 1.59 0.86 1.74 0.81 1∶0.7 1.27 1.28 1.41 1.37 1∶0.8 1.01 1.51 1.08 1.79 表 11 不同趾板位置堆石坝位移及应力
Table 11. Rockfill dam displacement and stress results at different toe plates
方案 竣工期 蓄水期-静力 沉降/
cm挠度/
cm顺河向位移/cm 主应力/
MPa沉降/
cm挠度/
cm顺河向位移/cm 主应力/
MPa周边缝/mm 向上游 向下游 向上游 向下游 张开 沉陷 方案a 99.2 3.18 10.3 49.6 2.78 105.3 44.67 5.9 54.9 4.03 1.27 1.28 方案b 99.1 3.19 10.4 49.6 2.77 105.2 44.68 5.9 54.9 4.02 3.78 2.01 表 12 不同趾板位置混凝土坝坝体位移及应力
Table 12. Displacement and stress results of concrete dam at different toe plates
方案 竣工期 蓄水期-静力 沉降/
cm顺河向位移/
cm应力/MPa 沉降/
cm顺河向位移/
cm应力/MPa 水平 垂直 水平 垂直 方案a 4.10 0.70 4.97/0.23 3.76/2.65 5.2 5.4 5.27/0.38 5.30/1.10 方案b 4.09 0.73 4.47/0.29 3.26/2.71 5.17 5.8 4.83/0.47 5.01/1.22 注:“/”前为最大值,后为最小值。 表 13 复式结构与常规结构的堆石坝位移及应力对比
Table 13. Comparison of rockfill dam displacement and stress with compound structure and conventional structure
坝型 竣工期 蓄水期-静力 沉降/
cm挠度/
cm顺河向位移/cm 主应力/
MPa沉降/
cm挠度/
cm顺河向位移/cm 主应力/
MPa周边缝/mm 向上游 向下游 向上游 向下游 张开 沉陷 常规 99.6 3.75 12.01 50.28 2.93 105.88 49.26 8.81 55.59 4.31 1.75 0.78 复式 99.2 3.18 10.30 49.60 2.78 105.3 44.67 5.9 54.9 4.03 1.27 1.28 增减幅度/% −0.40 −17.92 −16.60 −1.37 −5.40 −0.55 −10.28 −49.32 −1.25 −6.95 −37.80 39.06 -
[1] 杨泽艳, 周建平, 王富强, 等. 中国混凝土面板堆石坝30年[C]∥中国混凝土面板堆石坝30年学术研讨会. 北京: 中国水利水电出版社, 2016. YANG Zeyan, ZHOU Jianping, WANG Fuqiang, et al. China concrete face rockfill dam 30 years[C]∥China concrete face rockfill dam 30 years academic seminar. Beijing: China Water Resources and Hydropower Press, 2016. (in Chinese ) [2] 李慧. 世界各国近期建成的混凝土面板堆石坝[J]. 水利水电快报,2010,31(9):30-31, 41. (LI Hui. Concrete faced rockfill dam built recently in various countries around the world[J]. Express Water Resources & Hydropower Information, 2010, 31(9): 30-31, 41. (in Chinese) doi: 10.3969/j.issn.1006-0081.2010.09.010 [3] 马洪琪. 300 m级面板堆石坝适应性及对策研究[J]. 中国工程科学,2011,13(12):4-8, 19. (MA Hongqi. 300 m grade concrete faced rockfill dam adaptability and countermeasures[J]. Engineering Sciences, 2011, 13(12): 4-8, 19. (in Chinese) doi: 10.3969/j.issn.1009-1742.2011.12.001 [4] 高莲士, 宋文晶, 张宗亮, 等. 天生桥面板堆石坝实测变形的三维反馈分析[J]. 水利学报,2002,33(3):26-31. (GAO Lianshi, SONG Wenjing, ZHANG Zongliang, et al. 3-D feedback analysis based on the observational deformation of concrete face rockfill dam in Tianshengqiao Project[J]. Journal of Hydraulic Engineering, 2002, 33(3): 26-31. (in Chinese) doi: 10.3321/j.issn:0559-9350.2002.03.005 [5] 郦能惠. 高混凝土面板堆石坝设计理念探讨[J]. 岩土工程学报,2007,29(8):1143-1150. (LI Nenghui. New concept of design for high concrete face rockfill dams[J]. Chinese Journal of Geotechnical Engineering, 2007, 29(8): 1143-1150. (in Chinese) doi: 10.3321/j.issn:1000-4548.2007.08.005 [6] 钮新强. 高面板堆石坝安全与思考[J]. 水力发电学报,2017,36(1):104-111. (NIU Xinqiang. Security of high concrete face rockfill dam consideration and conclusion[J]. Journal of Hydroelectric Engineering, 2017, 36(1): 104-111. (in Chinese) doi: 10.11660/slfdxb.20170113 [7] 曹克明, 汪易森, 张宗亮. 高混凝土面板堆石坝的设计与施工[J]. 水力发电,2001,27(10):49-52, 72. (CAO Keming, WANG Yisen, ZHANG Zongliang. Design and construction of high concrete face rockfill dam[J]. Water Power, 2001, 27(10): 49-52, 72. (in Chinese) doi: 10.3969/j.issn.0559-9342.2001.10.019 [8] 汪小刚. 高土石坝几个问题探讨[J]. 岩土工程学报,2018,40(2):203-222. (WANG Xiaogang. Discussion on some problems observed in high earth-rockfill dams[J]. Chinese Journal of Geotechnical Engineering, 2018, 40(2): 203-222. (in Chinese) doi: 10.11779/CJGE201802001 [9] 孙玉莲, 兰驷东, 严俊, 等. 混凝土面板堆石坝运行期存在的渗流问题及成因研究综述[J]. 中国水利水电科学研究院学报,2016,14(6):431-436, 442. (SUN Yulian, LAN Sidong, YAN Jun, et al. Research on seepage problem and character of concrete face rock-fill dam under operating period[J]. Journal of China Institute of Water Resources and Hydropower Research, 2016, 14(6): 431-436, 442. (in Chinese) [10] 徐泽平. 混凝土面板堆石坝关键技术与研究进展[J]. 水利学报,2019,50(1):62-74. (XU Zeping. Research progresses and key technologies of CFRD construction[J]. Journal of Hydraulic Engineering, 2019, 50(1): 62-74. (in Chinese) [11] 国家能源局. 混凝土面板堆石坝设计规范 DL/T 5016—2011[S]. 北京: 中国电力出版社, 2011. National Energy Bureau of the People’s Republic of China. Design specification for concrete face rockfill dams. DL/T 5016—2011[S]. Beijing: China Electric Power Press, 2011. (in Chinese) -