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摘要:
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在分析规范中护底抛石稳定重量与堤前最大波浪底流速关系的基础上,从波浪理论出发,探讨了不同波浪理论所确定的堤前最大波浪底流速的异同点,同时借助于稳定重量的波浪水槽试验结果来判断其合理性。研究结果表明,护底抛石的稳定重量与堤前最大波浪底流速的3次方成正比,在确定流速的三种方法中,微幅波及斯托克斯二阶波所得到的堤前最大波浪底流速基本相同,且明显小于椭圆余弦波的结果。结合试验可知,椭圆余弦波理论用于指导抛石护底稳定重量的设计较为合理,而微幅波理论及斯托克斯二阶波理论的结果偏小,不利于工程安全。
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On the basis of analysis for the relationship between the stable weight of bottom blocks and maximum bottom velocity in front of dike,starting from wave theory,the same and different points of maximum wave bottom velocity in front of dike determined by different wave theory were investigated,their reasonableness was judged by use of test results of wave flume for stable weight.The results show the stable weight of bottom blocks is proportional to the three power of maximum wave bottom velocity.In three methods to determine velocity,the maximum wave bottom velocity in front of dike obtained by micro-amplitude wave and Stocks second order wave is same and smaller than the results of elliptic cosine wave.According to the experiments,it can be known that the elliptic cosine wave theory is suitable to the design of stable weight of bottom blocks,but the results of micro-amplitude wave theory and Stocks second order wave theory is smaller and is not good for safety of works.
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基金项目:
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国家973项目(2002CB412410)
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作者简介:
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参考文献:
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[1]Maynord S T.Corps of Engineers Riprap Design For BankStabilization[C].Proceedings of the International WaterResources Engineering Conference,1998.471-476.
[2]Headquarters U S Army Corps of Engineers.EngineerManual:Hydraulic Design of Flood Control Channels[M].Washington,DC.1994,1 110-2-1 601.
[3]Bakker K J,Verheij H J,Groot M B.Design Relationship forFilters in Bed Protection[J].Journal of HydraulicEngineering,1994,120(9):1 082-1 088.
[4]Hudson R Y.Laboratory investigation of rubble moundbreakwater[J].Waterways and Harbors Division,1959,(9).
[5]Feuillet J,Sabaton M.Stability of rubble mound breakwater[C].Proceedings of the 17thCoastal Engineering Conference,1981.1 988-2 022.
[6]Pilarczyk E W.Stability criteria for revetments[C].Hydraulic Engineering Proc of National Conf,1990.
[7]钱宁,万兆惠.泥沙运动力学[M].北京:科学出版社,2003.114-120.
[8]陈吉余.中国围海工程[M].北京:中国水利水电出版社,2000.
[9]龚静怡,瞿凌峰,张玮.抛石块体稳定重量分析[J].水利水电科技进展,2004,12(6):47-49.
[10]JTJ298-98,防波堤设计与施工规范[S].
[11]饶永红,鞠忠勋,倪长健.威海市海滨南路护岸工程断面模型试验[J].海岸工程,2003,20(1):20-30.
[12]吴宋仁.海岸动力学[M].北京:人民交通出版社,1995,36-37.
[13]文圣常,余宙文.波浪理论与计算原理[M].北京:科技出版社,1985,118-124.
[14]Wiegel R L.A presentation of cnoidal wave theory forpractical application[J].Fluid Mech,1960,7(2):273-286.
[15]Peregrine D H.Equations for Water Waves and theApproximation Behind Them[M].Academic Press,1972.
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