冲刷、稳定河宽、水位流量关系计算表格.xls

50年一遇洪水水位流量关系曲线里 程设计河底高程设计洪水位高程(P=5%)设计洪水位高程(P=2%)备 注水位（m）流量Q(km+m)(m)(m)(m)CS0708.02710.892.52488CS1711.21714.072.52CS2712.75715.422.36CS3714.13716.82.36CS4715.56718.683.123.72CS5716.82720.03桥2.823.42CS6725.32728.142.823.420.6稳定河宽计算用阿尔图宁公式稳定河宽系数 A1.3水流阻力公式、水流连续方程及河相关系式联立求解造床流量 Q23河相系数 造床流量 Q河道比降 i0.0016河道比降 j综合糙率 n稳定河床 B22.5934875计算河段河宽 B计算河段水深 h冲刷深度计算断面编号起点距（m）河底断面宽最大水深流速局部冲刷深度（m）（m）（m）（m/s）（m）CS645542.100.66CS5302.825.770.85CS4263.126.020.99CS3352.365.910.73CS2352.365.910.73CS130.132.526.430.85CS0302.526.460.86试调水深0平均值33.02545.5115.58不冲流速2平顺段冲刷深度计算桩号设计河床水深CS62.82CS52.82CS43.12CS32.36CS22.36CS12.52CS02.52弯道凹岸冲刷深度采用水流斜冲计算交角 a局部冲刷流速 Vj粒径 d m局部冲深293.090.0521.091.滩地河床，Vj按下式计算Q1B1H1nVjQ1实际流量320632.81.282.03683817072.无滩地河床，Vj可按下式计算QWWpVj48887146.68493151水深断面宽2.93014872.873.472.863.462.673.272.673.273.564.163.213.813.213.815230.00160.0320.420.90局部冲刷深度+0.51.0m设计基础埋深备注（m）（m）1.4620.001.652131.421.49269.691.732 54.821.73259.621.65267.101.462500.001.60水流阻力公式、水流连续方程及河相关系式联立求解矩矩形形断断面面水水位位流流量量关关系系计计算算表表iBn底高程hAX0.0020020.000.0200.0020020.000.0200.000.275.4020.540.0020020.000.0200.001.5831.6023.160.0020020.000.0201.601.6032.0023.200.0020020.000.0201.811.8136.2023.620.0020020.000.0201.971.9739.4023.940.0020020.000.0202.002.0040.0024.0075.75-1056.20WXJnRCQ59.8526.960.001250.032.219955538.07120.03RVQ0.260.924.961.362.7586.921.382.7788.661.532.97107.601.653.12122.811.673.14125.73Hv水位高程4.512.010.82 0.001312梯梯形形断断面面水水位位流流量量关关系系计计算算表表Q=i1/2（b+mh0）h05/3/nb+2h0（1+m2）1/22/3ibmh0nQS=h0b+h0m0.0007045.001.50451.750.000.021500.000.00000.0007045.001.50452.250.500.0215017.4722.87500.0007045.001.50452.751.000.0215055.5646.50000.0007045.001.50453.251.500.02150109.4670.87500.0007045.001.50453.752.000.02150177.3096.00000.0007045.001.50454.252.500.02150258.01121.87500.0007045.001.50454.753.000.02150350.87148.50000.0007045.001.50455.253.500.02150455.41175.87500.0007045.001.50455.754.000.02150571.30204.00000.0007045.001.50456.254.500.02150698.28232.87500.0007045.001.50456.755.000.02150836.19262.50000.0007045.001.50457.255.500.02150984.91292.87500.0007045.001.50457.756.000.021501144.35324.00000.0007045.001.50458.256.500.021501314.47355.87500.0007045.001.50459.557.300.021501608.81408.43500.0007045.001.50460.557.800.021501806.63442.26000.0007045.001.50461.558.300.021502015.13476.83500.0007045.001.50462.318.560.021502127.77495.110475.75-1056.20比降2.65590980.4362m0.0027091.5V0.0075.75-1056.200.76WXJnR1.197.51968.38040.0027090.030.8972841.541.852.122.362.592.80P5%=19453.004.953.193.36P2%=24873.533.69P20%=10453.944.084.234.30bQhn35.080.910.03CQHv水位高程32.7412.141.291.61 联联合合堰堰上上游游H-Q关关系系曲曲线线闸前水位mB（2g）1/2H0H03/2Q坝m472.6010.36517.004.431.922.6673.120.402473.1010.44114.004.430.000.000.000.365473.8510.44114.004.430.000.000.000.365474.0510.44114.004.430.000.000.000.365474.3510.44114.004.430.300.1636.510.365474.8510.44114.004.430.800.721590.365475.3510.44114.004.431.301.483290.365475.6510.44114.004.431.602.024500.365476.3510.44114.004.432.303.497750.365476.8510.44114.004.432.804.6910410.365477.3510.44114.004.433.305.9913320.365477.8510.44114.004.433.807.4116460.365478.0510.44114.004.434.008.0017770.365478.3510.44114.004.434.308.9219810.365478.9910.44114.004.434.9410.9924420.365479.3510.44114.004.435.3012.2027110.3651、计算公式见水力计算手册P151-153；2、当H=0.00m时，对应于冲砂闸水头H=1.70m，对应坝顶高程508.45。冲沙闸底板高程506.750。B（2g）1/2H0H03/2Q冲Q总22.004.4290.250.1254.9078.026.004.4290.7500.6506.306.306.004.4291.5001.83717.8217.826.004.4291.7002.21721.5021.506.004.4292.0002.82827.4463.956.004.4292.5003.95338.341976.004.4293.0005.19650.413806.004.4293.3005.99558.155086.004.4294.0008.00077.608536.004.4294.5009.54692.6011346.004.4295.00011.18010814406.004.4295.50012.89912517716.004.4295.70013.60913219096.004.4296.00014.69714321246.004.4296.64317.12216626086.004.4297.00018.5201802891 联联合合堰堰上上游游H-Q关关系系曲曲线线