弧型胸墙斜坡护岸越浪量及新测量方法的研究
|
摘要
近年来,弧型胸墙斜坡式护岸及海堤在实际工程中得到了越来越广泛的应用。可是能够用来计算弧型胸墙斜坡式护岸越浪量的公式却很少,且由于试验条件不同及影响因素很多,各公式计算结果有一定差异,其适用性有待探讨。针对此问题,本文通过物理模型试验,采用传统的称重法测量不同模型弧型胸墙斜坡护岸的越浪量,将实测值与经验公式计算值进行比较分析,探讨了经验公式对于弧型胸墙斜坡护岸越浪量计算的适用性。研究结果表明：(1)弧型胸墙斜坡护岸满足条件：相对水深3.58≤d/Hs≤4.57；波陡0.07≤Hs/Lpo≤0.08；谱峰周期1.2s≤Tp≤1.4s；相对胸墙顶高0.62≤Hc/Hs≤1.22；坡度m=1.75；相对肩宽bl/Hs=0；底坡i≤1/25；可采用Van der Meer公式(概率法有墙)计算其越浪量。(2)弧型胸墙斜坡护岸满足条件：相对水深2.64≤d/Hs≤3.43；波陡0.02≤Hs/Lpo≤0.03；谱峰周期2.14s≤Tp≤2.41s；相对胸墙顶高0.5≤Hc/Hs≤1.29；坡度m=1.75；相对肩宽bl/Hs=0；底坡i≤1/25；可采用规范公式计算其越浪量。
在平均越浪量的测量过程中,采用传统称重法的同时尝试了一种新的测量方法——图像分析法,将图像分析法结果与称重法试验结果进行了比较分析,发现图像分析法结果与称重法试验结果吻合较好,表明图像分析法是合理的,可行的。
本文研究成果可供工程设计参考。
In recent years, sloping revetment and seawall with arc parapet are more and more used in the engineering. But the empirical formula calculating the wave overtopping of sloping revetment with arc parapet is very few. Because of the difference of experimental conditions and many other influence factors, the calculated values of different formula are different from each other and the applicability of empirical formula remains open to contention. Based on the physical model test, wave overtopping of different sloping revetments with arc parapet was measured using weighting method and the measured value was compared with the calculated value of empirical formula. The applicability of empirical formula calculating wave overtopping of different sloping revetment with arc parapet was discussed. The results show that when the relative depth of water is between 3.58 and4.57, the wave steepness is 0.07～0.08, the period of spectral peak is 1.2s～1.4s, the relative distance (from water level to the crest of parapet) is 0.62～1.22, the ratio of slope is 1.75,the shoulder width is 0, the bed slope is less than 1/25, we can use Van der Meer formula (probabilistic method with wall) to calculate the wave overtopping of sloping revetment with arc parapet. When the relative depth of water is between 2.64 and3.43, the wave steepness is 0.02～0.03, the period of spectral peak is 2.14s～2.41s, the relative distance (from water level to the crest of parapet) is 0.5-1.29, the ratio of slope is 1.75, the shoulder width is 0, the bed slope is less than 1/25, we can use specification formula to calculate the wave overtopping of sloping revetment with arc parapet.
When we used weighting method to measure the wave overtopping, a new kind of image analysis method measuring wave overtopping was tried out. The value of image analysis method was compared with weighting method. The value of the image analysis method agree with the weighting method. The results show that image analysis method is reasonable and feasible.
The results of study may serve as a reference for the engineering design.
在平均越浪量的测量过程中,采用传统称重法的同时尝试了一种新的测量方法——图像分析法,将图像分析法结果与称重法试验结果进行了比较分析,发现图像分析法结果与称重法试验结果吻合较好,表明图像分析法是合理的,可行的。
本文研究成果可供工程设计参考。
In recent years, sloping revetment and seawall with arc parapet are more and more used in the engineering. But the empirical formula calculating the wave overtopping of sloping revetment with arc parapet is very few. Because of the difference of experimental conditions and many other influence factors, the calculated values of different formula are different from each other and the applicability of empirical formula remains open to contention. Based on the physical model test, wave overtopping of different sloping revetments with arc parapet was measured using weighting method and the measured value was compared with the calculated value of empirical formula. The applicability of empirical formula calculating wave overtopping of different sloping revetment with arc parapet was discussed. The results show that when the relative depth of water is between 3.58 and4.57, the wave steepness is 0.07～0.08, the period of spectral peak is 1.2s～1.4s, the relative distance (from water level to the crest of parapet) is 0.62～1.22, the ratio of slope is 1.75,the shoulder width is 0, the bed slope is less than 1/25, we can use Van der Meer formula (probabilistic method with wall) to calculate the wave overtopping of sloping revetment with arc parapet. When the relative depth of water is between 2.64 and3.43, the wave steepness is 0.02～0.03, the period of spectral peak is 2.14s～2.41s, the relative distance (from water level to the crest of parapet) is 0.5-1.29, the ratio of slope is 1.75, the shoulder width is 0, the bed slope is less than 1/25, we can use specification formula to calculate the wave overtopping of sloping revetment with arc parapet.
When we used weighting method to measure the wave overtopping, a new kind of image analysis method measuring wave overtopping was tried out. The value of image analysis method was compared with weighting method. The value of the image analysis method agree with the weighting method. The results show that image analysis method is reasonable and feasible.
The results of study may serve as a reference for the engineering design.
引文
[1]左书华,李蓓.近20年中国海洋灾害特征、危害及防治对策[J].气象与减灾研究,2008,(12)
[2]李加林,张殿发,杨晓平.海平面上升的灾害效应及其研究现状[J].灾害学,2005,(2)
[3]俞聿修.随机波浪及其工程应用.第3版.大连：大连理工大学出版社[M],2003.
[4]Saville T. Laboratory data on wave runup and overtopping [R]. Washington D. C:Lake Okeechobee Levee Sections, U. S. Army, Corps of Engineers, Beach Erosion Board,1955.
[5]Saville T. Large-scale model tests of wave run up and overtopping on shore Structures[R]. Washington, D. C.:TM-64, U.S. Army, Corps of Engineers, Beach Erosion Board,1958.
[6]Paape A. Experimental data on the overtopping of seawalls by waves [G]//ASCE: Proceedings of 7th Conference on Coastal Engineering,1960.
[7]Yuichi Iwagaki, Akira Shima, Masao Inoue. Effect of wave height and sea water level on wave overtopping and wave run-up[G]//JSCE:Coastal Engineering in Japan,1965.
[8]Weggle J R. Wave overtopping equation[G]//ASCE:Proceedings of 15th Conference on Coastal Engineering,1976.
[9]Owen M W. Design of seawalls allowing for overtopping [R]. Wallingford:Hydraulics research station,1980.
[10]Owen M W. Overtopping of Sea Defences[C]//Proceeding of Intl. Conference on Hydraulic Modelling of Civil Engineering Coventry:BHRA Structures,1982:469-480.
[11]Owen M W, Steele AAJ. Effectiveness of recurved wave return wall [R]. Wallingford: Hydraulics Research,1991.
[12]Waal J P, van der Meer J W. Wave run-up and overtopping on coastal Structures [G]//Proceeding of 23th Int. Conference on Coastal Engineering ASCE,1992.
[13]Van der Meer J W., Janssen J P F M. Wave run-up and wave overtopping at dikes and revetments[R].Delft, Netherlands:Delft Hydraulics,1994.
[14]Franco L, de Gerloni M, van der Meer J W. Wave overtopping on vertical and composite breakwaters[G]//Proceeding of 24th Int. Conference on Coastal Engineering Kobe, 1994.
[15]Van der Meer J W., Janssen J P F M. Wave run-up and wave overtopping at dikes [M]. Ed. Z. Demirbilek:Wave Forces on inclined and vertical Structures,1995.
[16]Waal J P, de Tonjes P, van der Meer J W.1996, Over-topping of sea defences [G] //Proceeding of 25th Int. Conference on Coastal Engineering, ASCE, Orlando, publn ASCE, New York,1996.
[17]Van der Meer J W. Wave run-up and overtopping[M]. Chapter 8 in Dikes and revetments, design, maintenance and safety assessment. Ed. K. W. Pilarczyk, A. A. Balkema, Rotterdam, Brookfield,1998.
[18]Van der Meer J W.2002, Technical report wave run-up and wave overtopping at dikes[R]. Technical Advisory Committee on Flood Defence,Delft.2002.
[19]卢无疆.直立堤堤前抛石对越浪的影响[J].海洋工程,1985,(1)·
[20]余广明,章家昌,周家宝.风浪在单坡堤上的越顶流量[J].水利水运工程学报,1991,(3).
[21]虞克,余广明.斜坡堤越浪试验研究[J].水利水运科研究,1992,(3)·
[22]程禹平.卷波式弧形台阶海岸防浪墙[J].海洋工程,1995,(3)
[23]王红,周家宝,章家昌.单坡堤上不规则波越浪量估算[J].水利水运科学研究,1996,(1)
[24]陈国平,乔树梁,杜金曼,黄海龙,张书敏.永兴海堤风浪模型试验研究[J].水利水运科学研究,1999,(4)
[25]巫黎明,冯卫兵.反弧型挑浪嘴式防洪墙对削减波浪爬高的试验研究[J].电力勘测设计,2004,(1)
[26]王登婷.弧形防浪墙的模型试验[J].水运工程,2004,(7)
[27]张从联,钟伟强,江洧,黄健东.护岸越浪量的试验研究[J].水运工程,2005,(2)
[28]琚烈红.斜坡堤防浪墙型式合理性试验研究[J].水运工程,2006,(5)
[29]范红霞.斜坡式海堤越浪量及越浪流实验研究[D].南京：河海大学,2006
[30]王颖,薛雷平,刘桦.弧形防浪墙波浪力的试验研究[D].水道港口,2007,(2)
[31]李晓亮.斜向和多向不规则波在斜坡堤上越浪量的研究[D].大连：大连理工大学,2008
[32]李昌良,梁丙臣.不规则波越浪率计算的一个新公式[J].海洋通报,2008,(10)：91-99.
[33]吴苏舒,张玮.引导式弧形胸墙返浪效果研究[J].哈尔滨工程大学学报,2008,(7)668-672.
[34]陈国平,周益人,严士常.不规则波作用下海堤越浪量试验研究[J].水运工程,2010,(3)：1-6.
[35]高占学,王芳.深弧型防浪墙在堤防工程中的应用[J].水运工程,2010,(3)：77-80.
[36]李玉龙.不同掩护程度弧形胸墙波压力及越浪量试验研究[J].海岸工程,2010,(2)：17-22.
[37]L. Ward. J. P. Ahrens,1992. Overtopping rates for seawalls[R], CERC Miscellaneous Paper 92-3,U. S. Amry Engineer Waterways Experiment Station, Vicksburg, MS
[38]Franco C, Franco L. Overtopping formulas for caisson breakwaters with nonbreaking 3D waves[J]. Journal of Waterway, Port, Coastal, and Ocean Engineering,1999, Vol.125, No.2.
[39]Shore protection manual[M]. U. S. Amry, Coastal Eng. Research Center.1984.
[40]Goda,Y.. Random Seas and Maritime Structures. Univercity of Tokyo Press,1985.
[41]俞聿修,魏德斌.海堤越浪量的试验研究[J].海岸工程,Vol.10(3)：1-8,1991.
[42]JTJ213-1998,海港水文规范[S].北京：人民交通出版社,1998.
[43]周勤俊,王本龙等.海堤越浪的数值模拟[J].力学季刊,2005,(12)：629-633.
[44]张九山,吴卫等.带异性块体海堤越浪的数值模拟[J].水动力学研究与进展,2006,(9)：572-578.
[45]刘亚男.规则波中复合式海堤越浪的数值模拟[D].上海：上海交通大学,2007
[46]董志,韩毅等.不规则波在一种复杂断面海堤上越浪的数值模拟研究[J].广东水利水电,2010,(8)：1-8.
[47]Mendez L, Van der Meer J W, Hawkes P J. Effects of bi-moda waves on overtopping:application of UK and Dutch prediction methods. Proc.27th int. conf. on coastal eng. ASCE,2000:2114-2129.
[48]陈国平,周益人,琚烈红.海堤护面型式对波浪爬高和越浪的影响[J].水运工程,2005,(10)：28-30
[49]苗青,江洧,张从联.海堤波浪越浪量常用计算方法评述[J].广东水利水电,2008,(11)：11-13.
[50]JTJ/T 234-2001T,波浪模型试验规程[S].北京：人民交通出版社,2001.
[51]H.Schuttrumpf,2001, Overtopping flow for seadikes_Theoretical and Experimental Investigations[D], PHD Thesis Delft.
[52]M. R. A. Van Gent,2001_a, Low_exceedance wave overtopping events, Estimates of wave overtopping parameters at the crest and landward side of dikes[R], Delft Cluster Report DC030202/H3803, December2001, Delft.
[2]李加林,张殿发,杨晓平.海平面上升的灾害效应及其研究现状[J].灾害学,2005,(2)
[3]俞聿修.随机波浪及其工程应用.第3版.大连：大连理工大学出版社[M],2003.
[4]Saville T. Laboratory data on wave runup and overtopping [R]. Washington D. C:Lake Okeechobee Levee Sections, U. S. Army, Corps of Engineers, Beach Erosion Board,1955.
[5]Saville T. Large-scale model tests of wave run up and overtopping on shore Structures[R]. Washington, D. C.:TM-64, U.S. Army, Corps of Engineers, Beach Erosion Board,1958.
[6]Paape A. Experimental data on the overtopping of seawalls by waves [G]//ASCE: Proceedings of 7th Conference on Coastal Engineering,1960.
[7]Yuichi Iwagaki, Akira Shima, Masao Inoue. Effect of wave height and sea water level on wave overtopping and wave run-up[G]//JSCE:Coastal Engineering in Japan,1965.
[8]Weggle J R. Wave overtopping equation[G]//ASCE:Proceedings of 15th Conference on Coastal Engineering,1976.
[9]Owen M W. Design of seawalls allowing for overtopping [R]. Wallingford:Hydraulics research station,1980.
[10]Owen M W. Overtopping of Sea Defences[C]//Proceeding of Intl. Conference on Hydraulic Modelling of Civil Engineering Coventry:BHRA Structures,1982:469-480.
[11]Owen M W, Steele AAJ. Effectiveness of recurved wave return wall [R]. Wallingford: Hydraulics Research,1991.
[12]Waal J P, van der Meer J W. Wave run-up and overtopping on coastal Structures [G]//Proceeding of 23th Int. Conference on Coastal Engineering ASCE,1992.
[13]Van der Meer J W., Janssen J P F M. Wave run-up and wave overtopping at dikes and revetments[R].Delft, Netherlands:Delft Hydraulics,1994.
[14]Franco L, de Gerloni M, van der Meer J W. Wave overtopping on vertical and composite breakwaters[G]//Proceeding of 24th Int. Conference on Coastal Engineering Kobe, 1994.
[15]Van der Meer J W., Janssen J P F M. Wave run-up and wave overtopping at dikes [M]. Ed. Z. Demirbilek:Wave Forces on inclined and vertical Structures,1995.
[16]Waal J P, de Tonjes P, van der Meer J W.1996, Over-topping of sea defences [G] //Proceeding of 25th Int. Conference on Coastal Engineering, ASCE, Orlando, publn ASCE, New York,1996.
[17]Van der Meer J W. Wave run-up and overtopping[M]. Chapter 8 in Dikes and revetments, design, maintenance and safety assessment. Ed. K. W. Pilarczyk, A. A. Balkema, Rotterdam, Brookfield,1998.
[18]Van der Meer J W.2002, Technical report wave run-up and wave overtopping at dikes[R]. Technical Advisory Committee on Flood Defence,Delft.2002.
[19]卢无疆.直立堤堤前抛石对越浪的影响[J].海洋工程,1985,(1)·
[20]余广明,章家昌,周家宝.风浪在单坡堤上的越顶流量[J].水利水运工程学报,1991,(3).
[21]虞克,余广明.斜坡堤越浪试验研究[J].水利水运科研究,1992,(3)·
[22]程禹平.卷波式弧形台阶海岸防浪墙[J].海洋工程,1995,(3)
[23]王红,周家宝,章家昌.单坡堤上不规则波越浪量估算[J].水利水运科学研究,1996,(1)
[24]陈国平,乔树梁,杜金曼,黄海龙,张书敏.永兴海堤风浪模型试验研究[J].水利水运科学研究,1999,(4)
[25]巫黎明,冯卫兵.反弧型挑浪嘴式防洪墙对削减波浪爬高的试验研究[J].电力勘测设计,2004,(1)
[26]王登婷.弧形防浪墙的模型试验[J].水运工程,2004,(7)
[27]张从联,钟伟强,江洧,黄健东.护岸越浪量的试验研究[J].水运工程,2005,(2)
[28]琚烈红.斜坡堤防浪墙型式合理性试验研究[J].水运工程,2006,(5)
[29]范红霞.斜坡式海堤越浪量及越浪流实验研究[D].南京：河海大学,2006
[30]王颖,薛雷平,刘桦.弧形防浪墙波浪力的试验研究[D].水道港口,2007,(2)
[31]李晓亮.斜向和多向不规则波在斜坡堤上越浪量的研究[D].大连：大连理工大学,2008
[32]李昌良,梁丙臣.不规则波越浪率计算的一个新公式[J].海洋通报,2008,(10)：91-99.
[33]吴苏舒,张玮.引导式弧形胸墙返浪效果研究[J].哈尔滨工程大学学报,2008,(7)668-672.
[34]陈国平,周益人,严士常.不规则波作用下海堤越浪量试验研究[J].水运工程,2010,(3)：1-6.
[35]高占学,王芳.深弧型防浪墙在堤防工程中的应用[J].水运工程,2010,(3)：77-80.
[36]李玉龙.不同掩护程度弧形胸墙波压力及越浪量试验研究[J].海岸工程,2010,(2)：17-22.
[37]L. Ward. J. P. Ahrens,1992. Overtopping rates for seawalls[R], CERC Miscellaneous Paper 92-3,U. S. Amry Engineer Waterways Experiment Station, Vicksburg, MS
[38]Franco C, Franco L. Overtopping formulas for caisson breakwaters with nonbreaking 3D waves[J]. Journal of Waterway, Port, Coastal, and Ocean Engineering,1999, Vol.125, No.2.
[39]Shore protection manual[M]. U. S. Amry, Coastal Eng. Research Center.1984.
[40]Goda,Y.. Random Seas and Maritime Structures. Univercity of Tokyo Press,1985.
[41]俞聿修,魏德斌.海堤越浪量的试验研究[J].海岸工程,Vol.10(3)：1-8,1991.
[42]JTJ213-1998,海港水文规范[S].北京：人民交通出版社,1998.
[43]周勤俊,王本龙等.海堤越浪的数值模拟[J].力学季刊,2005,(12)：629-633.
[44]张九山,吴卫等.带异性块体海堤越浪的数值模拟[J].水动力学研究与进展,2006,(9)：572-578.
[45]刘亚男.规则波中复合式海堤越浪的数值模拟[D].上海：上海交通大学,2007
[46]董志,韩毅等.不规则波在一种复杂断面海堤上越浪的数值模拟研究[J].广东水利水电,2010,(8)：1-8.
[47]Mendez L, Van der Meer J W, Hawkes P J. Effects of bi-moda waves on overtopping:application of UK and Dutch prediction methods. Proc.27th int. conf. on coastal eng. ASCE,2000:2114-2129.
[48]陈国平,周益人,琚烈红.海堤护面型式对波浪爬高和越浪的影响[J].水运工程,2005,(10)：28-30
[49]苗青,江洧,张从联.海堤波浪越浪量常用计算方法评述[J].广东水利水电,2008,(11)：11-13.
[50]JTJ/T 234-2001T,波浪模型试验规程[S].北京：人民交通出版社,2001.
[51]H.Schuttrumpf,2001, Overtopping flow for seadikes_Theoretical and Experimental Investigations[D], PHD Thesis Delft.
[52]M. R. A. Van Gent,2001_a, Low_exceedance wave overtopping events, Estimates of wave overtopping parameters at the crest and landward side of dikes[R], Delft Cluster Report DC030202/H3803, December2001, Delft.