河道堤防冲刷深度计算(新规范)

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 水力 半径 QbLLZhv v2/2g E2=Z2+v 2/2g xR (m3/s) (m)(m)(m)(m)(m)(m)(m2)(m/s)(m)(m)(m)(m) 1横37 1130 65.001310.440.000.001315.585.14334.13.40.58375.34.438 2横36 1130 57.201310.6054.8354.831315.534.93282.04.00.818 1316.3567.14.205 3横35 1130 53.201310.7344.7899.611315.584.85258.04.40.978 1316.5662.94.102 4横34 1130 55.801310.8850.05149.661315.995.11285.14.00.800 1316.7966.04.319 5横33 1130 58.901311.0350.07199.731316.295.26309.83.60.678 1316.9769.44.463 6横32 1130 61.901311.2163.56263.291316.575.36331.83.40.591 1317.1672.64.569 7横31 1130 62.901311.3757.91321.201316.745.37337.83.30.570 1317.3173.64.587 8横30 1130 60.301311.5248.78369.981316.815.29319.03.50.640 1317.4570.94.500 9横29 1130 60.801311.6544.72414.701316.955.30322.23.50.627 1317.5871.44.513 10横28 1130 64.101311.8053.70468.401317.175.370344.23.30.549 1317.7274.84.599 11横27 1130 73.901311.9550.79519.191317.435.480405.02.80.397 1317.8384.94.772 12横26 1130 76.601312.0844.68563.871317.535.450417.52.70.373 1317.9087.54.771 13横25 1130 76.601312.2145.30609.171317.605.390412.92.70.382 1317.9887.44.725 14横24 1130 65.401312.4270.31679.481317.565.140336.23.40.576 1318.1475.74.442 15横23 1130 56.301312.9050.90730.381317.604.700264.64.30.929 1318.5365.74.028 16横22 1130 48.801313.3345.18775.561317.834.500219.65.11.350 1319.1857.83.799 17横21 1130 46.001313.7645.52821.081318.064.300197.85.71.663 1319.7254.63.623 18横20 1130 49.401314.1742.88863.961318.674.500222.35.11.317 1319.9958.43.807 19横19 1130 57.501314.5944.25908.211319.514.922283.04.00.813 1320.3267.34.203 20横18 1130 66.601315.0852.00960.211319.894.810320.33.50.634 1320.5276.24.203 21横17 1130 62.801315.5650.32 1010.531319.844.280268.84.20.901 1320.7471.43.767 22横16 1130 60.301316.0650.23 1060.761319.843.780227.95.01.253 1321.0967.93.359 23横15 1130 61.501316.5851.56 1112.321320.303.720228.84.91.243 1321.5468.93.319 24横14 1130 61.901317.0850.89 1163.211320.723.640225.35.01.282 1322.0069.23.257 25横13 1130 61.401317.5954.80 1218.011321.193.600221.05.11.332 1322.5268.63.222 26横12 1130 60.201318.1550.69 1268.701321.483.330200.55.61.619 1323.1066.92.998 27横11 1130 60.301318.8950.25 1318.951321.923.025182.46.21.956 1323.8766.42.749 28横10 1130 60.801319.6847.41 1366.361322.983.300200.65.61.617 1324.6067.42.977 29横91130 60.601320.3048.74 1415.101323.633.330201.85.61.598 1325.2367.33.000 30横81130 64.301320.7051.12 1466.221324.103.400218.65.21.362 1325.4671.13.075 31横71130 72.601321.0053.33 1519.551324.503.500254.14.41.008 1325.5179.63.192 32横61130 76.301321.8051.49 1571.041325.253.450263.24.30.939 1326.1983.23.164 33横51130 75.401322.3051.11 1622.151325.523.223243.04.61.102 1326.6381.82.969 34横41130 56.501322.4049.01 1671.161325.753.350189.36.01.817 1327.5763.22.995 35横31130 48.001322.6048.28 1719.441326.243.640174.76.52.132 1328.3755.33.161 36横21130 50.801323.2057.25 1776.691327.844.640235.74.81.171 1329.0160.13.923 37横11130 63.501323.8058.08 1834.771328.624.820306.13.70.695 1329.3173.14.185 2000180016001400120010008006004002000 0 200 400 600 800 1000 1200 1400 Series 1 Series 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 K=(*R 2/3)/n Jhfhj (m3/s)(m)(m)(m) 2.70 21482.84 0.002771316.35 2.61 17492.29 0.00417 0.003470.19001316.56 2.56 15742.46 0.00515 0.004660.20901316.79 2.65 18004.96 0.00394 0.004550.22801316.97 2.71 19995.37 0.00319 0.003570.17901317.16 2.75 21750.65 0.00270 0.002950.18701317.31 2.76 22201.54 0.00259 0.002640.15301317.45 2.73 20702.52 0.00298 0.002780.13601317.58 2.73 20953.23 0.00291 0.002940.13201317.72 2.77 22666.37 0.00249 0.002700.14501317.83 2.83 27331.09 0.00171 0.002100.10701317.90 2.83 28170.04 0.00161 0.001660.07401317.98 2.82 27680.37 0.00167 0.001640.07401318.14 2.70 21627.09 0.00273 0.002200.15501318.53 2.53 15948.42 0.00502 0.003880.1970.21319.18 2.43 12730.71 0.00788 0.006450.2910.361319.72 2.36 11108.77 0.01035 0.009110.4150.131320.11 2.44 12903.51 0.00767 0.009010.38601320.25 2.60 17548.25 0.00415 0.005910.26101320.52 2.60 19864.16 0.00324 0.003690.19201320.74 2.42 15492.44 0.00532 0.004280.21501321.09 2.24 12171.85 0.00862 0.006970.35001321.54 2.22 12119.00 0.00869 0.008660.44601322.00 2.20 11787.37 0.00919 0.008940.45501322.52 2.18 11481.17 0.00969 0.009440.51701323.10 2.089924.48 0.01296 0.011330.57401323.87 1.968523.04 0.01758 0.015270.76701324.60 2.079885.68 0.01307 0.015320.72601325.23 2.089994.80 0.01278 0.012920.63001325.82 2.11 11006.62 0.01054 0.011660.59601325.94 2.17 13116.45 0.00742 0.008980.47901325.88 注：37#断面洪水位：1315.58 （按矩形断面计算） 2.16 13507.49 0.00700 0.007210.37101326.60 2.07 11952.86 0.00894 0.007970.40701327.57 2.089363.28 0.01456 0.011750.5760.371328.37 2.158959.35 0.01591 0.015240.7360.071329.01 2.49 13960.48 0.00655 0.011230.64301329.31 2.60 18924.10 0.00357 0.005060.29401329.31 2000180016001400120010008006004002000 0 200 400 600 800 1000 1200 1400 Series 1 Series 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） 1 1、 、 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)/r d50H0 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40.42 0.280.20 1.080.00054.010.3260.4201.00 15 8#断面3.970.43 0.280.20 1.080.00053.980.3450.4301.00 14#断面40.42 0.280.20 1.080.00054.010.3260.4201.00 18#断面3.940.44 0.280.20 1.080.00053.950.3630.4401.00 22#断面3.850.47 0.280.20 1.080.00053.860.4130.4701.00 36#断面3.760.50.280.20 1.080.00053.770.4580.5001.00 45#断面3.670.53 0.280.20 1.080.00053.680.4980.5301.00 3.590.57 0.280.20 1.080.00053.610.5490.5701.00 3.510.61 0.280.20 1.080.00053.530.5950.6101.00 3.430.65 0.280.20 1.080.00053.450.6350.6501.00 3.360.70.280.20 1.080.00053.380.6840.7001.00 3.20.75 0.280.20 1.080.00053.230.7100.7501.00 3.050.81 0.270.20 1.080.00053.080.7400.8101.00 2.910.87 0.270.20 1.080