直立墙与抛石护坡组合堤稳定性试验研究
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摘要
防波堤使用直立墙与抛石护坡组合堤型式,具有造价低廉和稳定性好的优势,而直立墙前斜坡抛石的稳定性是应该关注的问题。本文分别设置了纯抛石堤、正向直立墙前抛石组合堤、斜向直立墙前抛石组合堤三种模式,开展波浪对抛石护坡侵蚀作用的水槽试验,探讨波高、水深、入射角度和直立墙的有无对组合堤抛石稳定性的影响。结果表明:直立墙的存在能明显延长组合堤的使用寿命;将抛石护坡高程降低在水位以下一定深度可减轻护坡侵蚀程度;组合堤延长方向与波向斜交时抛石护坡高度损失小;组合堤前抛石护坡宜采用三角形形态。
Whattheadvantagesofupright wall and riprap protection compound embankment,asbreakwater,is low cost and good stability,the stability of the slope of the upright wall is worth discussing.This paper designed three modes,respectively for pure ripped-rock embankment,positive vertical wall andriprap dike,inclined to upright wall before the combination of riprap embankment model,by comparing the wave action after ripped-rock revetment erosion situation,discusses the effect ofwave height,water depth,incident Angle,withorwithoutupright wall on the stability of the dam.The results show that the existence of upright wall significantly extends the service life of the composite dike.The slope erosion degree can be reduced by reducing the height of riprap protection.The height loss of riprap protection is small when the embankment is extended and the wave is inclined.The triangular shape should be used for riprap protection slope.
Whattheadvantagesofupright wall and riprap protection compound embankment,asbreakwater,is low cost and good stability,the stability of the slope of the upright wall is worth discussing.This paper designed three modes,respectively for pure ripped-rock embankment,positive vertical wall andriprap dike,inclined to upright wall before the combination of riprap embankment model,by comparing the wave action after ripped-rock revetment erosion situation,discusses the effect ofwave height,water depth,incident Angle,withorwithoutupright wall on the stability of the dam.The results show that the existence of upright wall significantly extends the service life of the composite dike.The slope erosion degree can be reduced by reducing the height of riprap protection.The height loss of riprap protection is small when the embankment is extended and the wave is inclined.The triangular shape should be used for riprap protection slope.
引文
[1]赵子丹,薛小春.直立堤前海床的局部冲刷[J].海洋学报,1992,20(5):136-141.Zhao Z D,Xue X C.Scour in front of vertical breakwater by irregular waves[J].Acta Oceanologica Sinica,1992,20(5):136-141.
[2]薛晓春,赵子丹.波浪作用下直立堤前床面边界层内传质速度[J].海洋学报,1997,19(1):113-122.Xue X C,Zhao Z D.The velocity of mass transfer in the boundary layer of bed surface under wave action[J].Acta Oceanologica Sinica,1997,19(1):113-122.
[3]高学平.波浪与海上建筑物及海床的相互作用[D].天津:天津大学,1992.Gao X P.The Interaction Between Waves and Marine Structures and Seabed[D].Tianjin:Tianjin university,1992.
[4]薛晓春.规则波、不规则波与直立式建筑物及沙质底床的相互作用[D].天津:天津大学,1995.Xue X C.The Interaction Between Regular Wave,Irregular Wave and Vertical Structure and Sandy Bottom Bed[D].Tianjin:Tianjin university,1995.
[5]俞聿修,李本霞,张宁川,等.斜向和多向不规则波作用于直墙堤上的波浪荷载[J].水运工程,2008(4):1-4.Yu Y X,Li B X,Zhang N C,et al.Wave loads on vertical wall in oblique and multi-directional irregular wave[J].Port&Waterway Engineering,2008(4):1-4.
[6]椹木亨,司月玲.抛石防波堤坡面上共振现象引起的破坏机理[J].水道港口,1984(4):17-22.Shen M H,Si Y L.The mechanism of damage caused by resonance on the surface of riprap breakwater[J].Journal of Waterway and Harbor,1984(4):17-22.
[7]李增志,别社安,任增金.抛石防波堤堤内波浪运动的数值模拟[J].工程力学,2008(a01):54-57.Li Z Z,Bie S A,Ren Z J.Numerical simulation of wave motion in riprap breakwater embankment[J].Engineering Mechanics,2008(a01):54-57.
[8]吴苏舒,张玮.海岸防护中护底块石稳定重量的确定[J].中国港湾建设,2007(6):13-16.Wu S S,Zhang W.Determination of the stable weight of the retaining rock in coastal protection[J].China Harbour Engineering,2007(6):13-16.
[9]何富荣,程义吉,许国辉.水力插板桩成套技术研究与应用[M].郑州:黄河水利出版社,2010.He F R,Cheng Y J,Xu G H.Technology Research and Application of Hydraulic Plugboard Pile[M].Zhengzou:The Yellow River Water Conservancy Press,2010.
[10]刘爱霞,何富荣.水力插板在海港工程中的应用[J].海岸工程,2010,29(3):74-78.Liu A X.He F R.The application of the hydraulic thrust sheet pile in harbour engineering[J].Costal Engineering,2010,29(3):74-78.
[11]余文畴.平顺抛石护岸若干问题水槽定性实验[C].∥长江中下游护岸工程经验选编.北京:科学出版社.1978:18-22.Yu W C.A qualitative experiment of several flume in smooth riprap revetment[C].∥Experience Selection in the Middle and Lower Reaches of the Yangtze river.Beijing:Science Press.1978:18-22.
[12] D.斯蒂芬森.堆石工程水力计算[M].北京:海洋出版社,1984.D.Stephenson.Hydraulic Calculation of Rockfill Engineering[M].Beijing:Ocean Press,1984.
[13] Hsu J C.短峰波.海岸及海洋工程手册[M].李玉成,陈士荫,俞聿修等译.大连:大连理工大学出版社,1992:69-129.Hsu J C.Short peak wave.Coastal and Marine Engineering Manual[M].Dalian:Dalian University of Technology Press,1992:69-129.
[14] Fenton J D.Wave forces on vertical walls[J].Journal of Waterway Port Coastal and Ocean Engineering,1985,111(4):693-718.
[15] Tzang S Y,Liaw S R.A Design Short-Crested Wave Force Model for Vertical Deep-Water Breakwaters[C].//Coastal Engineering(1996).ASCE,2012.
[16]李本霞.斜向和多向不规则波对直立堤作用的研究[D].大连:理工大学,2003.Li B X.The Study of Oblique and Multidirectional Irregular Wave Action on Vertical Breakwater[D].Dalian:Dalian university of technology,2003.
[17] Sumer B M,Fredsoe J.Experimental study of 2Dscour and its protection at a rubble-mound breakwater[J].Coastal Engineering,2000,40(1):59-87.
[2]薛晓春,赵子丹.波浪作用下直立堤前床面边界层内传质速度[J].海洋学报,1997,19(1):113-122.Xue X C,Zhao Z D.The velocity of mass transfer in the boundary layer of bed surface under wave action[J].Acta Oceanologica Sinica,1997,19(1):113-122.
[3]高学平.波浪与海上建筑物及海床的相互作用[D].天津:天津大学,1992.Gao X P.The Interaction Between Waves and Marine Structures and Seabed[D].Tianjin:Tianjin university,1992.
[4]薛晓春.规则波、不规则波与直立式建筑物及沙质底床的相互作用[D].天津:天津大学,1995.Xue X C.The Interaction Between Regular Wave,Irregular Wave and Vertical Structure and Sandy Bottom Bed[D].Tianjin:Tianjin university,1995.
[5]俞聿修,李本霞,张宁川,等.斜向和多向不规则波作用于直墙堤上的波浪荷载[J].水运工程,2008(4):1-4.Yu Y X,Li B X,Zhang N C,et al.Wave loads on vertical wall in oblique and multi-directional irregular wave[J].Port&Waterway Engineering,2008(4):1-4.
[6]椹木亨,司月玲.抛石防波堤坡面上共振现象引起的破坏机理[J].水道港口,1984(4):17-22.Shen M H,Si Y L.The mechanism of damage caused by resonance on the surface of riprap breakwater[J].Journal of Waterway and Harbor,1984(4):17-22.
[7]李增志,别社安,任增金.抛石防波堤堤内波浪运动的数值模拟[J].工程力学,2008(a01):54-57.Li Z Z,Bie S A,Ren Z J.Numerical simulation of wave motion in riprap breakwater embankment[J].Engineering Mechanics,2008(a01):54-57.
[8]吴苏舒,张玮.海岸防护中护底块石稳定重量的确定[J].中国港湾建设,2007(6):13-16.Wu S S,Zhang W.Determination of the stable weight of the retaining rock in coastal protection[J].China Harbour Engineering,2007(6):13-16.
[9]何富荣,程义吉,许国辉.水力插板桩成套技术研究与应用[M].郑州:黄河水利出版社,2010.He F R,Cheng Y J,Xu G H.Technology Research and Application of Hydraulic Plugboard Pile[M].Zhengzou:The Yellow River Water Conservancy Press,2010.
[10]刘爱霞,何富荣.水力插板在海港工程中的应用[J].海岸工程,2010,29(3):74-78.Liu A X.He F R.The application of the hydraulic thrust sheet pile in harbour engineering[J].Costal Engineering,2010,29(3):74-78.
[11]余文畴.平顺抛石护岸若干问题水槽定性实验[C].∥长江中下游护岸工程经验选编.北京:科学出版社.1978:18-22.Yu W C.A qualitative experiment of several flume in smooth riprap revetment[C].∥Experience Selection in the Middle and Lower Reaches of the Yangtze river.Beijing:Science Press.1978:18-22.
[12] D.斯蒂芬森.堆石工程水力计算[M].北京:海洋出版社,1984.D.Stephenson.Hydraulic Calculation of Rockfill Engineering[M].Beijing:Ocean Press,1984.
[13] Hsu J C.短峰波.海岸及海洋工程手册[M].李玉成,陈士荫,俞聿修等译.大连:大连理工大学出版社,1992:69-129.Hsu J C.Short peak wave.Coastal and Marine Engineering Manual[M].Dalian:Dalian University of Technology Press,1992:69-129.
[14] Fenton J D.Wave forces on vertical walls[J].Journal of Waterway Port Coastal and Ocean Engineering,1985,111(4):693-718.
[15] Tzang S Y,Liaw S R.A Design Short-Crested Wave Force Model for Vertical Deep-Water Breakwaters[C].//Coastal Engineering(1996).ASCE,2012.
[16]李本霞.斜向和多向不规则波对直立堤作用的研究[D].大连:理工大学,2003.Li B X.The Study of Oblique and Multidirectional Irregular Wave Action on Vertical Breakwater[D].Dalian:Dalian university of technology,2003.
[17] Sumer B M,Fredsoe J.Experimental study of 2Dscour and its protection at a rubble-mound breakwater[J].Coastal Engineering,2000,40(1):59-87.