过流能力计算

计算书一、计算任务进行过流能力复核二、计算依据原结构草图及《水力计算手册》P393页判别有压流或无压流及412页过流能力计算公式,及P163页闸孔出流计算公式三、计算过程（一）孔口尺寸为1.5X1.05情况下1、进行流态判别a、刚进水时下游无水时,自由出流孔数n每孔净宽b孔高a闸前水头H0行近流速V0流量过水断面面积mmmm/sm3/sm221.51.051.6690.6117.82812.808125进口水深HH/anCRwX2gl/C^2Rk2mmmm2m1.651.4290.01458.7780.3111.5965.1400.1461.873k2mH/a1.2故为半有压流b、进水后下游为渠道设计水深时此时下游水位高于涵洞出口洞顶高程，为淹没出流，全洞为有压流。c、闸孔出流此时下游水位高于涵洞出口洞顶高程，为淹没出流，为闸孔淹没出流。2、流量计算a、半有压流情况下Q流量系数洞口水流收缩系数m3/s上游水位为142.30时11.9230.670.74b、有压流情况下Q流量系数m3/s上游水位为142.30时8.0600.868228816见流量系数计算c、闸孔淹没出流情况下QeεHe/Hφμσshtm3/smm上游水位为142.30时7.9991.40.661.6500.8484850.90.5940.851.3（二）孔口尺寸为1.5X1.65情况下1、进行流态判别孔数n每孔净宽b孔高a闸前设计水位进口底板高程闸前水头H0行近流速V0流量过水断面面积进口顶板高程mmmmmm/sm3/sm2m21.51.65142.300140.6501.6690.6117.82812.808142.35142.32142.35故为无压流2、流量计算Q流量系数淹没系数m3/smσshc'hc'/H07.8810.320.861.45000.868764查403页图6-1-8四、计算结果进水闸孔口尺寸过流能力满足要求ΔZΔZ/Hm0.350.21闸前水位m142.32包括行进流速水头流量系数计算出口面积各段面积管段ωωiω/ωiξiξi(ω/ωi)^2li喇叭口4.485.510.8130670.150.0991617290.7进口段门槽4.485.040.8888890.10.0790123460.3进口渐变段4.489.52250.4704650.050.0110668511.75洞身段4.484.48107出口渐变段4.489.52250.4704650.050.0110668513.25出口断面4.484.4810总和0.200307777RiCi=Ri^(1/6)/n(2gli)/(Ci^2Ri)(2gli)/(Ci^2Ri)(ω/ωi)^2(ω/ω2)^20.36206960.30275880.0104204970.0068887640.2213370230.36206960.30275880.0044659270.0035286340.37333360.61146190.0250085110.0055353090.37333360.61146190.1000340440.1000340440.37333360.61146190.0464443780.010279860.37333360.6114619000.1262666110.221337023μ0.868229