溢洪道底流消能及水面线计算

堰顶高程校核水位（未知）流量系数：m侧收缩系数ε1淹没系数σs（此消力池底高程很低，为自由出流）堰宽b堰顶水头H（一般忽略了行进流速水头）下泄流量Q166169.10.3850.9951303.1277.69985bmnQi(nQ/(i^0.5))^0.6h(j)（初值是h(0),后值为h(j+1),一直迭代下去，直至和h(j+1)的值极接近为止）h(0)右边的因式321.50.025159.90.002513.85771.720.1241673bQqhc2gE0φE0-hc32134.14.190630.21919.629.64820.829.429196h1b1A1v1Es1X1R1C11.973263.044.370242.944439235.941.75403578.441337h2(利用试算法，先假设的值)b2A2v2Es2X2R2C20.4473053214.313719.247219.34811732.89460.4351462.178952J平均△s1-20.110986118二、明渠均匀流正常水深h0的迭代计算一、算流量Q，得临界水深hk四、逐段法推求水面线注：设计溢洪道的过流堰时，只要是宽顶堰，一般都是无坎的（至于是否收缩看现状），若是无坎且不收缩的话，流量系数取最大值，即m=0.385三、就算收缩水深hc断面hAχRCCR1/2v计算方法：以Δs为基准，点击单变量求解，取10m一段推算hhcmbQqhc''0.447305032134.14.1906252.61577bmQψhtσhc''q320134.10.951.411.062.6157734.190625#DIV/0!#DIV/0!#DIV/0!0.000.000.000.00#DIV/0!#DIV/0!#DIV/0!0.300.300.300.000.000.000.15000.15000.15000.000.000.000.000.00#DIV/0!#DIV/0!0.15500.000.000.00#DIV/0!890.00#DIV/0!1011120.15970.000.320.310.13500.000.270.00#DIV/0!#DIV/0!0.00#DIV/0!#DIV/0!70.16000.000.320.00#DIV/0!#DIV/0!60.16060.000.320.000.00#DIV/0!#DIV/0!0.000.00#DIV/0!#DIV/0!50.16210.000.320.000.001.584.00E-0431.49495.986.990.8664.373.012.19E-0386.531.131.69E-04121.898711.399.801.1678.982.000016.0012.001.3340.16590.000.3313六、消力池池深计算五、计算共轭水深74.9473.2569.590.000.000.000.000.000.000.000.000.0022vJCRhchc''LjL0.4473052.61577314.962411.9699L'118k1（底板计算系数）0.15-0.2q△H(上下游水位差)t0.154.19062528.50.70948Ks（海漫长度计算系数8-7）qs（消力池末端单宽流量）△H(上下游水位差)Lp（长度）74.19062528.533.1092八、陡坡段长计算七、消力池池长计算十、海漫长度计算九、消力池底板厚度t计算单宽流量q临界水深hk临界水深hk(20年一遇)8.67812021.973371.214026h(j+1)1.720674迭代公式右端用M代替0.21810819.0483J1mn陡坡坡率iQα0.0017700.0140.25275.51J2mn陡坡坡率iQα0.22020200.0140.25275.5119.247二、明渠均匀流正常水深h0的迭代计算一、算流量Q，得临界水深hk四、逐段法推求水面线注：设计溢洪道的过流堰时，只要是宽顶堰，一般都是无坎的（至于是否收缩看现状），若是无坎且不收缩的话，流量系数取最大值，即m=0.385三、就算收缩水深hcEsΔEsΔs∑Δsmn0.0000.01400.01400.01400.01400.01400.01400.01400.01400.01400.01400.01400.01400.01400.01400.01400.01400.01400.01400.01400.01400.01400.01400.01400.01400.01400.014△Zd（池深）0.3824290.9802912#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!0.0030.0060.00#DIV/0!#DIV/0!#DIV/0!#DIV/0!30.0030.00#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!-0.04-0.07#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!2.062.031.96#DIV/0!#DIV/0!#DIV/0!0.060.130.46#DIV/0!#DIV/0!#DIV/0!2.85E-04-1.28E-031.29E-03-2.29E-03#DIV/0!#DIV/0!六、消力池池深计算22vJCRJiJ22vgibQ-0.001-0.001-0.001-0.001-0.001-0.001-0.001-0.001-0.001-0.001-0.001-0.001-0.001-0.001-0.001-0.001-0.001-0.001-0.001-0.001-0.001-0.001-0.001-0.001-0.001-0.00186418181818181818181818181818桥涵过流的水力计算求Qmσsε1bgH0Q0.38511309.83.1279.0953(式中ε1的计算方法见水力学数P250)αQε1bghk1279.09531309.82.067024(式中ε1的计算方法见水力学数P250)