河道堤防冲刷深度计算(新计算)表格文件下载.xls

河道堤防冲刷深度计算(新计算)表格文件下载.xls

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注：

@#@37#断面洪水位：

@#@1315.58（按矩形断面计算）序号横断面流量河宽深泓线高程断面间距累计距离位能水深断面面积流速流速水头总水头湿周QbLLZhvv2/2gE2=Z2+v2/2gx（m3/s）（m）（m）（m）（m）（m）（m）（m2）（m/s）（m）（m）（m）1横37113065.001310.440.000.001315.585.14334.13.40.58375.32横36113057.201310.6054.8354.831315.534.93282.04.00.8181316.3567.13横35113053.201310.7344.7899.611315.584.85258.04.40.9781316.5662.94横34113055.801310.8850.05149.661315.995.11285.14.00.8001316.7966.05横33113058.901311.0350.07199.731316.295.26309.83.60.6781316.9769.46横32113061.901311.2163.56263.291316.575.36331.83.40.5911317.1672.67横31113062.901311.3757.91321.201316.745.37337.83.30.5701317.3173.68横30113060.301311.5248.78369.981316.815.29319.03.50.6401317.4570.99横29113060.801311.6544.72414.701316.955.30322.23.50.6271317.5871.410横28113064.101311.8053.70468.401317.175.370344.23.30.5491317.7274.811横27113073.901311.9550.79519.191317.435.480405.02.80.3971317.8384.912横26113076.601312.0844.68563.871317.535.450417.52.70.3731317.9087.513横25113076.601312.2145.30609.171317.605.390412.92.70.3821317.9887.414横24113065.401312.4270.31679.481317.565.140336.23.40.5761318.1475.715横23113056.301312.9050.90730.381317.604.700264.64.30.9291318.5365.716横22113048.801313.3345.18775.561317.834.500219.65.11.3501319.1857.817横21113046.001313.7645.52821.081318.064.300197.85.71.6631319.7254.618横20113049.401314.1742.88863.961318.674.500222.35.11.3171319.9958.419横19113057.501314.5944.25908.211319.514.922283.04.00.8131320.3267.320横18113066.601315.0852.00960.211319.894.810320.33.50.6341320.5276.221横17113062.801315.5650.321010.531319.844.280268.84.20.9011320.7471.422横16113060.301316.0650.231060.761319.843.780227.95.01.2531321.0967.923横15113061.501316.5851.561112.321320.303.720228.84.91.2431321.5468.924横14113061.901317.0850.891163.211320.723.640225.35.01.2821322.0069.225横13113061.401317.5954.801218.011321.193.600221.05.11.3321322.5268.626横12113060.201318.1550.691268.701321.483.330200.55.61.6191323.1066.927横11113060.301318.8950.251318.951321.923.025182.46.21.9561323.8766.428横10113060.801319.6847.411366.361322.983.300200.65.61.6171324.6067.429横9113060.601320.3048.741415.101323.633.330201.85.61.5981325.2367.330横8113064.301320.7051.121466.221324.103.400218.65.21.3621325.4671.131横7113072.601321.0053.331519.551324.503.500254.14.41.0081325.5179.632横6113076.301321.8051.491571.041325.253.450263.24.30.9391326.1983.233横5113075.401322.3051.111622.151325.523.223243.04.61.1021326.6381.834横4113056.501322.4049.011671.161325.753.350189.36.01.8171327.5763.235横3113048.001322.6048.281719.441326.243.640174.76.52.1321328.3755.336横2113050.801323.2057.251776.691327.844.640235.74.81.1711329.0160.137横1113063.501323.8058.081834.771328.624.820306.13.70.6951329.3173.120001800160014001200100080060040020000200400600800100012001400系列1系列2水力半径R2/3流量模数坡能河段平均坡能沿程水头损失局部水头损失E1=z1+v2/2g+hf+hj设计洪水位RK=（*R2/3）/nJhfhj（m）（m3/s）（m）（m）（m）4.4382.70#0.002771316.354.2052.61#0.004170.003470.19001316.564.1022.56#0.005150.004660.20901316.794.3192.65#0.003940.004550.22801316.974.4632.71#0.003190.003570.17901317.164.5692.75#0.002700.002950.18701317.314.5872.76#0.002590.002640.15301317.454.5002.73#0.002980.002780.13601317.584.5132.73#0.002910.002940.13201317.724.5992.77#0.002490.002700.14501317.834.7722.83#0.001710.002100.10701317.904.7712.83#0.001610.001660.07401317.984.7252.82#0.001670.001640.07401318.144.4422.70#0.002730.002200.15501318.534.0282.53#0.005020.003880.1970.21319.183.7992.43#0.007880.006450.2910.361319.723.6232.36#0.010350.009110.4150.131320.113.8072.44#0.007670.009010.38601320.254.2032.60#0.004150.005910.26101320.524.2032.60#0.003240.003690.19201320.743.7672.42#0.005320.004280.21501321.093.3592.24#0.008620.006970.35001321.543.3192.22#0.008690.008660.44601322.003.2572.20#0.009190.008940.45501322.523.2222.18#0.009690.009440.51701323.102.9982.089924.480.012960.011330.57401323.872.7491.968523.040.017580.015270.76701324.602.9772.079885.680.013070.015320.72601325.233.0002.089994.800.012780.012920.63001325.823.0752.11#0.010540.011660.59601325.94注：

@#@37#断面洪水位：

@#@1315.58（按矩形断面计算）3.1922.17#0.007420.008980.47901325.883.1642.16#0.007000.007210.37101326.602.9692.07#0.008940.007970.40701327.572.9952.089363.280.014560.011750.5760.371328.373.1612.158959.350.015910.015240.7360.071329.013.9232.49#0.006550.011230.64301329.314.1852.60#0.003570.005060.29401329.3120001800160014001200100080060040020000200400600800100012001400系列1系列2白白龙龙江江杜杜坝坝段段河河道道冲冲刷刷深深度度计计算算书书参考资料城市防洪工程设计规范（CJJ50-92）防洪标准（GB50201-94）堤防工程设计规范（GB50286-98）11、护护岸岸冲冲刷刷深深度度计计算算依据堤防工程设计规范（GB5028698）顺坝及平顺护岸冲刷深度计算：

@#@式中：

@#@hS局部冲刷深度（）；@#@Hp冲刷处的水深（）；@#@Ucp近岸垂线平均流速（）；@#@UC泥沙的启动流速（）；@#@粘性与沙质河床采用张瑞瑾公式计算，卵石与防护岸坡在平面上的形状有关，一般取1/4-1/6.河床采用长江科学院公式计算；@#@d50河床的中值粒径（）；@#@H0行进水流水深（）；@#@rs,r分别为泥沙与水的重度（KN/m3）,g为重力加速度（m/s2）.Ucp的计算应符合下列规定：

@#@式中：

@#@U行近流速（）；@#@水流流速分配不均匀系数，根据水流流向与岸坡交角角查表采用。

@#@河河道道平平顺顺段段冲冲刷刷深深度度计计算算表表河流名称及分段断面位置冲刷处的水深Hp（m）平均流速U（m/s）泥沙启动流速UC（m/s）系数n（rs-r）/rd50H0局部冲刷深度hB（m）平均流速Ucp（m/s）水流流速不均匀系数水流方向与岸坡夹角白龙江杜坝段河道1#断面5.21