河道治理项目水力计算

工况设计ξkhs/H0≤0.720.750.780.80.820.840.860.880.90.91σ10.990.980.970.950.930.90.870.830.8hs/H00.920.930.940.950.960.970.980.990.9950.998σ0.770.740.70.660.610.550.470.360.280.19设计进口型式m1β1圆锥形护坡0.6250.735设计八字墙、扭曲面翼墙0.670.74式中：H0=H+α*(V^2)/(2*g)；V为上游行近流速；α为动能修正系数，采用1.05；hs为洞进口水深。过流能力计算注：上表只适用于hs/H00.72情况，当hs/H0≤0.72时，均为非淹没流态，淹没系数σ=1.0。ξk-边墩形状系数（3）H1.5D：当hD时，为非淹没压力流；当h≥D式中：H为从进口洞底算起的进口（上游）水深；h淹没系数σ值表闸墩侧收缩系数ε工况长短洞判别（半压力流）流量系数m1及修工况有无压流判别流态判别（1）H≤1.2D：当hD时，为无压流；当h≥D时，为淹没压力流。（2）1.2DH≤1.5D:当hD时，为半压力流；当h≥L≤（64-163m）H时为短洞【当m=0.32~0.36时，即L≤（5~12）H时为短洞】，反之则为长洞。式中：L为洞身长度；H为进口水深；m为流量系数走廊式翼墙0.5760.715工况设计00.511.52≥2.5≈00.3850.3850.3850.3850.3850.3850.20.3660.3720.3770.3800.3820.382工况0.40.3560.3650.3730.3770.3800.381设计0.60.3500.3610.3700.3760.3790.3800.80.3450.3570.3680.3750.3780.3791.00.3420.3550.3670.3740.3770.3782.00.3330.3490.3630.3710.3750.3774.00.3270.3450.3610.3700.3740.3766.00.3250.3440.3600.3690.3740.3768.00.3240.3430.3600.3690.3740.376≈∞0.3200.3400.3580.3680.3730.375设计设计≈00.3850.3850.3850.3850.3850.3850.3850.3850.20.3720.3740.3750.3770.3790.3800.3810.3820.40.3650.3680.3700.3740.3760.3770.3790.381工况≥1.00底坎为带圆角的宽顶堰的流量系数m值r/HP1/H0.0250.050.10.20.40.60.8P1/Hctgθ（△x：△y）工况底坎为直角形和斜面形的宽顶堰流量系数m值输水洞数据提供0.60.3610.3640.3670.3700.3740.3760.3780.3800.80.3570.3610.3640.3680.3720.3750.3770.3791.00.3550.3590.3620.3660.3710.3740.3760.3782.00.3490.3540.3580.3630.3680.3710.3750.3774.00.3450.3500.3550.3600.3660.3700.3730.3766.00.3440.3490.3540.3590.3660.3690.3730.376≈∞0.3400.3460.3510.3570.3640.3680.3720.375hs/H0≤0.75hs/H0=0.80hs/H0=0.85hs/H0=0.9矩形0.20.40.80.860.920.98楔形或半圆形0.150.30.450.510.570.63尖圆形0.150.150.250.320.390.46河床土质粗砂、中砂中砂、粗砂、粉质壤土粉质粘土坚硬粘土Ks14~1312~1110~98~7土质允许不冲流速（m/s）墩尾形状与头部相同，hs为超过堰顶海漫长度计算系数Ks中墩形状系数ξ0Lu墩头形状Lu=H0Lu=0.5H0Lu=0备注粘性土渠道允许不轻壤土0.60~0.80中壤土0.65~0.85重壤土0.70~0.95粘土0.75~1.00工况计算流量Qm1A洞口宽b洞高DgH0β1iL已知流量Q4.4311119.811111半压力流涵洞流量计算半压力流涵洞（不分长短洞）Q=m1A*（2*g*（H0+iL-β1D））^0.5注：m1为流量系数；A为洞身断面面积；β1为修正系数；i为洞底纵坡；L为洞长；H0=H+α*(V^2)/(2*g)；V为上游行近流速。H进口底板高程进口水位D1.2D1.5D流态下游水位0.49178.53179.0211.21.5无压178.82AVhs10.172250.0314581340.29闸墩侧收缩系数εεH0nbξkξ0水位进口底板高程0.900.491110179.02178.53计算流量QmεBgH0已知流量Q0.490.360.9019.80.490.32过流能力计算ξk-边墩形状系数对于直角矩形ξk=1.0，对于折线或圆角形，ξk=0.7；对于流线型，ξk=0.4闸墩侧收缩系数εε=1-0.2[ξk+（n-1）ξ0]*H0/(nb)Q=mεB((2g）^0.5)*(H0^1.5)流态判别上游底部高程下游底部高程消力池首端宽度消力池末端宽度上游水位下游水位进口底板高程（m）已知流量QB过闸单宽流量q（m2/s178.53178.2311179.02178.82178.530.3210.32单宽流量（m^3/s*m)流速水头（m）上游总水头（m）收缩断面水深（m）跌后水深（m）下游水深（m）水跃型式是否需要修消力池0.320.0220.8120.090.440.59淹没式水跃不需要消力池深度（m）消力池长度（m）消力池底板首段厚度（m）0.450.5海漫长度（m）防冲槽深度（m）5海漫取值消力池取值输水洞数据提供工况设计ξkhs/H0≤0.720.750.780.80.820.840.860.880.90.91σ10.990.980.970.950.930.90.870.830.8hs/H00.920.930.940.950.960.970.980.990.9950.998σ0.770.740.70.660.610.550.470.360.280.19设计进口型式m1β1圆锥形护坡0.6250.735设计八字墙、扭曲面翼墙0.670.74注：上表只适用于hs/H00.72情况，当hs/H0≤0.72时，均为非淹没流态，淹没系数σ=1.0。过流能力计算（半压力流）流量系数m1及修工况工况长短洞判别L≤（64-163m）H时为短洞【当m=0.32~0.36时，即L≤（5~12）H时为短洞】，反之则为长洞。式中：L为洞身长度；H为进口水深；m为流量系数ξk-边墩形状系数式中：H0=H+α*(V^2)/(2*g)；V为上游行近流速；α为动能修正系数，采用1.05；hs为洞进口水深。淹没系数σ值表闸墩侧收缩系数ε式中：H为从进口洞底算起的进口（上游）水深；h有无压流判别流态判别（1）H≤1.2D：当hD时，为无压流；当h≥D时，为淹没压力流。（2）1.2DH≤1.5D:当hD时，为半压力流；当h≥（3）H1.5D：当hD时，为非淹没压力流；当h≥D走廊式翼墙0.5760.715工况设计00.511.52≥2.5≈00.3850.3850.3850.3850.3850.3850.20.3660.3720.3770.3800.3820.382工况0.40.3560.3650.3730.3770.3800.381设计0.60.3500.3610.3700.3760.3790.3800.80.3450.3570.3680.3750.3780.379工况1.00.3420.3550.3670.3740.3770.378设计2.00.3330.3490.3630.3710.3750.3774.00.3270.3450.3610.3700.3740.3766.00.3250.3440.3600.3690.3740.3768.00.3240.3430.3600.3690.3740.376≈∞0.3200.3400.3580.3680.3730.375设计≈00.3850.3850.3850.3850.3850.3850.3850.385工况底坎为带圆角的宽顶堰的流量系数m值r/HP1/H0.0250.050.1≥1.00P1/Hctgθ（△x：△y）0.20.40.60.8工况输水洞数据提供底坎为直角形和斜面形的宽顶堰流量系数m值0.20.3720.3740.3750.3770.3790.3800.3810.382设计0.40.3650.3680.3700.3740.3760.3770.3790.3810.60.3610.3640.3670.3700.3740.3760.3780.3800.80.3570.3610.3640.3680.3720.3750.3770.3791.00.3550.3590.3620.3660.3710.3740.3760.3782.00.3490.3540.3580.3630.3680.3710.3750.3774.00.3450.3500.3550.3600.3660.3700.3730.3766.00.3440.3490.3540.3590.3660.3690.3730.376≈∞0.3400.3460.3510.3570.3640.3680.3720.375hs/H0≤0.75hs/H0=0.80hs/H0=0.85hs/H0=0.9矩形0.20.40.80.860.920.98楔形或半圆形0.150.30.450.510.570.63尖圆形0.150.150.250.320.390.46河床土质粗砂、中砂中砂、粗砂、粉质壤土粉质粘土坚硬粘土Ks14~1312~1110~98~7中墩形状系数ξ0Lu墩头形状Lu=H0Lu=0.5H0Lu=0备注墩尾形状与头部相同，hs为超过堰顶海漫长度计算系数Ks粘性土渠道允许不土质允许不冲流速（m/s）轻壤土0.60~0.80中壤土0.65~0.85重壤土0.70~0.95粘土0.75~1.00半压力流涵洞（不分长短洞）Q=m1A*（2*g*（H0+iL-β1D））^0.5半压力流涵洞流量计算工况计算流量Qm1A洞口宽b洞高DgH0β1iL已知流量Q4.4311119.811111注：m1为流量系数；A为洞身断面面积；β1为修正系数；i为洞底纵坡；L为洞长；H0=H+α*(V^2)/(2*g)；V为上游行近流速。H进口底板高程进口水位D1.2D1.5D流态下游水位下游地面高程1.2995.796.9922.43无压96.3796.20.670.519379845AVhs10.172250.7186217410.67闸墩侧收缩系数εεH0nbξkξ0水位进口底板高程0.901.292210.5196.9995.7计算流量QmεBgH0已知流量Q17.270.3850.9599.81.127.31过流能力计算Q=mεB((2g）^0.5)*(H0^1.5)ε=1-0.2[ξk+（n-1）ξ0]*H0/(nb)ξk-边墩形状系数对于直角矩形ξk=1.0，对于折线或圆角形，ξk=0.7；对于流线型，ξk=0.4闸墩侧收缩系数ε流态判别上游底部高程下游底部高程消力池首端宽度消力池末端宽度上游水位下游水位进口底板高程（m）已知流量QB过闸单宽流量q（m2/s95.7965596.9996.3795.77.3151.46单宽流量（m^3/s*m)流速水头（m）上游总水头（m）收缩断面水深（m）跌后水深（m）下游水深（m）水跃型式是否需要修消力池0.420.0330.7730.1240.4810.35远离式水跃需要单宽流量（m^3/s*