Excel 溢洪道水面曲线

h(m)1.241.101.000.900.800.700.62B=B2.002.002.002.002.002.002.002.00mA(m)2.472.202.001.801.601.401.24M=2χ(m)4.474.204.003.803.603.403.240.00R(m)0.55260.52380.50000.47370.44440.41180.3827n=n0.01700.01700.01700.01700.01700.01700.01700.017c53.2952.8152.4151.9451.3950.7450.12i=Q(m/s)8.608.608.608.608.608.608.603θ2.862.862.862.862.862.862.860.05000正常水深h0本表采用溢洪道设计规范用于降水曲线

分段求和法表(设计洪水位)

h(m)0.820.700.600.550.500.450.43B=B2.002.002.002.002.002.002.002.00mA(m)1.631.401.201.101.000.900.86M=2χ(m)3.633.403.203.103.002.902.860.00R(m)0.44940.41180.37500.35480.33330.31030.3007n=n0.01700.01700.01700.01700.01700.01700.01700.017c51.4850.7449.9549.4948.9848.4048.15i=Q(m/s)4.624.624.624.624.624.624.623θ0.000.000.000.000.000.000.000.05000正常水深h0本表采用溢洪道设计规范用于降水曲线

分段求和法表(消能设计)

h(m)0.710.600.550.500.450.40B2.002.002.002.002.002.00A(m)1.411.201.101.000.900.802χ(m)3.413.203.103.002.902.80R(m)0.41400.37500.35480.33330.31030.2857n0.01700.01700.01700.01700.01700.0170c50.7849.9549.4948.9848.4047.74Q(m/s)3.723.723.723.723.723.723θ0.000.000.000.000.000.000.37B=2.002.00m0.73M=2.730.000.2685n=0.01700.01747.25i=3.720.000.05000正常水深h0本表采用溢洪道设计规范用于降水曲线

消能

流速系数计算（长江流域规划办公室）

单宽流量q4.3水位差S11.5流能比KE0.747303581流速系数0.97833𝜑=∛(1−0.055/〖𝐾𝐸〗

𝐾_𝐸=𝑞/(〖𝑠_1〗

^0.5 )

注：本表只适用于KE=0.004~0.15范围内，当KE>0.15时，取φ=0.95。

结论:由于计算得出的KE值大于0.15，故本次取φ=0.95坎顶流速v=5.67m/s流速系数φ=0.95

收缩水深hc=

𝐷

_0.55

#####坎顶铅直方向水深h1=#####注：坎顶流速取用1.1倍平均流速.

求hc、hc\"逐次渐近法( φ=0.9)

序号第一次第二次第三次第四次第五次q2/2gφ2v=〖1.1∗φ〗

ℎ_1=ℎ_𝑐/𝑐𝑜𝑠

=1.0452823790.5464907210.5949050350.5998416920.6003520.600404826q=E0=4.33.5hc1=hc2=hc3=hc4=hc4=hc\"=2.224673161挑流消能挑距计算已知:挑流坎顶高程38.50msinθ=L=6.51m 注:挑坎挑射角为25度.

0.42262

河床高程34.50mcosθ=

0.9063

半径r角度160.343755.519.6954963.20.60.340.06577.92327.48857.7925779232748.842477.12133017.9

121.3632

121.3632115.584115.584

5

和法表(校核洪水位)

cosθ1.001.001.001.001.001.001.000.620124v(m/s)3.48113.90914.30004.77785.37506.14296.93551.240.009090.011960.015670.021240.030110.042813.24Ji0.050.050.050.050.050.050.050.383iJEs(m)ΔEs(m) Δs (m)s (m)0.00(αv^20.618260.779640.943371.164651.474011.925242.454138.6001.85201.87831.94212.06352.27302.62443.07340.02630.06380.12140.20950.35140.44900.641.683.547.2817.6662.480.00000.040909380.038038040.034334390.028758520.019892020.0071862650.120.642.325.8613.1430.8093.28正常水深试算正确和法表(设计洪水位)cosθ1.001.001.001.001.001.001.000.403275v(m/s)2.82983.30003.85004.20004.62005.13335.37210.810.008500.013060.018070.023490.031470.038822.81Ji0.050.050.050.050.050.050.050.287iJ(αv^20.408570.041501870.036942740.031932880.026508450.018533100.0111775647.790.555610.756250.900001.089001.344441.472424.620Es(m)1.22491.25561.35631.45001.58901.79441.9024ΔEs(m) Δs (m)s (m)0.000.03070.10060.09380.13900.20540.10800.742.722.945.2411.099.660.00000.743.466.4011.6422.7332.39正常水深试算正确和法表(消能设计)cosθ1.001.001.001.001.001.00v(m/s)2.63273.10003.38183.72004.13334.65000.008380.011710.015230.020400.02835Ji0.050.050.050.050.050.05iJ(αv^20.353620.041619190.038286390.034769520.029598790.021647340.490310.583500.706040.871661.10319Es(m)1.06011.09031.13351.20601.32171.5032ΔEs(m) Δs (m)s (m)0.000.03020.04320.07250.11560.18150.731.132.093.918.390.731.853.947.8516.231.000.3485235.06810.700.038032.700.050.2580.0119661146.951.310503.7201.67750.174314.57(0.0000)30.80正常水深试算正确消能设计

𝐷

_0.5^2=(2_3^3 )^0.5

1155.84

1.512.1542

11.2511.4675

5

57.792173.376

1.037037