海堤后坡混凝土板护面稳定厚度的模型试验研究
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摘要
海堤在风暴潮和极端波浪的联合作用下极易发生堤顶大量越浪,而越浪量的增加可能导致防波堤后坡的破坏,造成海堤整体失稳。针对这一问题,对海堤后坡混凝土板护面进行系列二维物理模型试验,根据越浪对堤后不同坡度不同护面厚度的冲刷破坏情况,讨论堤后混凝土板护面稳定厚度与越浪量和后坡坡度之间的关系,结果表明:同一坡度下护面稳定厚度与越浪量成线性相关;不同坡度时,坡度越缓,相对厚度越小。最终给出不规则波作用下不同坡度的后坡混凝土板护面厚度的计算公式。
Overtopping will occur under the combination action of wave and storm surge. Dike failure is caused by overtopping breakwater, and results overall instability of breakwater. To solve this problem, a series of physical model tests are conducted on stable thickness of concrete slab pavement on the inner slope of the seawall.According to the erosion of different slopes and different thicknesses of pavement damage,the relationship between stable thickness of concrete slab and average overtopping breakwater and landward slope is discussed. The results show that there is a linear correlation between stable thickness and overtopping breakwater with the same slope.Relative thickness becomes smaller with the slope becoming smaller. Equations are given for stable thickness of concrete pavement on the inner slope.
Overtopping will occur under the combination action of wave and storm surge. Dike failure is caused by overtopping breakwater, and results overall instability of breakwater. To solve this problem, a series of physical model tests are conducted on stable thickness of concrete slab pavement on the inner slope of the seawall.According to the erosion of different slopes and different thicknesses of pavement damage,the relationship between stable thickness of concrete slab and average overtopping breakwater and landward slope is discussed. The results show that there is a linear correlation between stable thickness and overtopping breakwater with the same slope.Relative thickness becomes smaller with the slope becoming smaller. Equations are given for stable thickness of concrete pavement on the inner slope.
引文
[1]PULLEN T,ALLSOP N W H,BRUCE T,et al.European overtopping manual-wave overtopping of sea defences and related structures:assessment manual[R].Holland:Envrionment Agency,ENW,KFKI,2007.
[2]SCHUTTRUMPF H,OUMERACI H.Layer thicknesses and velocities of wave overtopping flow at seadikes[J].Coastal engineering,2005,52(6):473-495.
[3]GENT M V.Physical model investigations on coastal structures with shallow foreshores:2D model tests with single and double-peaked wave energy spectra[R].Holland:Deltares,1999.
[4]HUGHES S A.Combined wave and surge overtopping of levees:flow hydrodynamics and articulated concrete mat stability[R].USA:US Army Engineering Research and Development Center,2008.
[5]TRUNG L H.Velocity and water-layer thickness of overtopping flows on sea dikes:report of measurements and formulas development[R].Holland:Tu Delft Department Hydraulic Engineering,2014.
[6]纪巧玲.允许越浪海堤的环境设计参数确定及越浪流与堤后波况计算[D].青岛:中国海洋大学,2012.
[7]MOLLER J,WEISSMANN R,SCHUTTRUMPF H,et al.Interaction of wave overtopping and clay properties for seadikes[C]SMITH J M.Coastal Engineering Conference,ASCE.Singpore:World Scientific,2002:2105-2115.
[8]TINNEY E R,HSU H Y.Mechanics of washout of an erodible fuse plug[J].Journal of the Hydraulics Division,2015,87(3):1-29.
[9]CHINNARASRI C,TINGSANCHALI T,WEESAKUL S,et al.Flow patterns and damage of dike overtopping[J].International journal of sediment research,2003,18(4):301-309.
[10]MEER J W V D,GOSSE J,STEENDAM,et al.The wave overtopping simulator in action[J].Asce,2009:645-656.
[11]MEER J W V D,GOSSE J,STEENDAM,et al.Further developments on the wave overtopping simulator[J].Asce,2009:2957-2969.
[12]范红霞.斜坡式海堤越浪量及越浪流试验研究[D].南京:河海大学,2006.
[13]陈伟秋,陈凌彦,王登婷,等.斜坡堤后坡砌石护面稳定厚度的模型试验研究[J].水运工程,2016(6):93-98.
[14]LI L,FARSHAD A,PAN Y,et al.Stability monitoring of articulated concrete block strengthened levee in combined wave and surge overtopping conditions[C]MURAD A.Geo-Congress.USA:Geo-Institute of ASCE,2014:262-271.
[2]SCHUTTRUMPF H,OUMERACI H.Layer thicknesses and velocities of wave overtopping flow at seadikes[J].Coastal engineering,2005,52(6):473-495.
[3]GENT M V.Physical model investigations on coastal structures with shallow foreshores:2D model tests with single and double-peaked wave energy spectra[R].Holland:Deltares,1999.
[4]HUGHES S A.Combined wave and surge overtopping of levees:flow hydrodynamics and articulated concrete mat stability[R].USA:US Army Engineering Research and Development Center,2008.
[5]TRUNG L H.Velocity and water-layer thickness of overtopping flows on sea dikes:report of measurements and formulas development[R].Holland:Tu Delft Department Hydraulic Engineering,2014.
[6]纪巧玲.允许越浪海堤的环境设计参数确定及越浪流与堤后波况计算[D].青岛:中国海洋大学,2012.
[7]MOLLER J,WEISSMANN R,SCHUTTRUMPF H,et al.Interaction of wave overtopping and clay properties for seadikes[C]SMITH J M.Coastal Engineering Conference,ASCE.Singpore:World Scientific,2002:2105-2115.
[8]TINNEY E R,HSU H Y.Mechanics of washout of an erodible fuse plug[J].Journal of the Hydraulics Division,2015,87(3):1-29.
[9]CHINNARASRI C,TINGSANCHALI T,WEESAKUL S,et al.Flow patterns and damage of dike overtopping[J].International journal of sediment research,2003,18(4):301-309.
[10]MEER J W V D,GOSSE J,STEENDAM,et al.The wave overtopping simulator in action[J].Asce,2009:645-656.
[11]MEER J W V D,GOSSE J,STEENDAM,et al.Further developments on the wave overtopping simulator[J].Asce,2009:2957-2969.
[12]范红霞.斜坡式海堤越浪量及越浪流试验研究[D].南京:河海大学,2006.
[13]陈伟秋,陈凌彦,王登婷,等.斜坡堤后坡砌石护面稳定厚度的模型试验研究[J].水运工程,2016(6):93-98.
[14]LI L,FARSHAD A,PAN Y,et al.Stability monitoring of articulated concrete block strengthened levee in combined wave and surge overtopping conditions[C]MURAD A.Geo-Congress.USA:Geo-Institute of ASCE,2014:262-271.