引水系统水力计算（0017）.xls

明渠水力试算及成果一、底宽的拟订及正常水深的确定Q设（m3/s)nI=1/110017.40.017明渠均匀流计算水深底宽水深底坡bhIW=b*hx=2*h+bR=w/xC=40*R^1/6Q=W*C*(R*I)^(1/2)V33.160.0009099.489.321.01716738258.9906456417.00472611.83544303833.170.0009099.519.341.01820128559.0006349517.070096031.82965299733.180.0009099.549.361.01923076959.0105731717.135485441.82389937133.190.0009099.579.381.02025586459.020460717.200894191.81818181833.20.0009099.69.41.02127659659.0302979417.266322151.812533.210.0009099.639.421.02229299459.0400852617.331769191.80685358333.220.0009099.669.441.02330508559.0498230617.397235191.801242236经计算底宽3.0米，正常水深3.22米，设计流速1.80＜2.0。二、渠道的涌波计算根据DL/T5079—1997该渠道为有侧堰的非自动调节渠道，最高涌波水位采用恒定流时水头的1.1~1.2倍。堰前取1.15，堰后取1.1。1、堰前最大涌波水位为ξ12、堰后最大涌波水位为ξ2最大涌波水位正常水深系数最大涌波水位正常水深系数ξ1hξ1h3.7033.221.153.5423.221.1经计算堰前最大涌波水深3.70米，堰后最大涌波水位3.54米。三、渠道衬砌安全高度的计算设计水深流速水头流速重力加速度安全超高hhvvgδ3.220.1655343671.8012422369.80.426534367经计算安全超高0.43米。四、渠道高度确定堰前H=3.7+0.43=4.13米，堰后=3.54+0.43=3.97米。侧堰水力计算——请复核泄流量堰宽平均水深流量系数QlLHMH^(3/2)2.696.5393842680.450.30780.301869177Ql=0.45*3*1.99一号隧洞水力计算及成果一、洞身水力计算Q设（m3/s)n17.40.017底宽水深底坡bhIW=b*hx=2*h+bR=w/xC=40*R^1/6Q=W*C*(R*I)^(1/2)V3.32.70.0018.918.71.02413793159.0578302516.839702591.9528619533.32.710.0018.9438.721.02557339459.0716184116.917861811.945655823.32.720.0018.9768.741.02700228859.0853275116.99605771.9385026743.32.730.0019.0098.761.02842465859.0989582317.074289971.9314019313.32.760.0019.1088.821.03265306159.1393869317.309202491.9104084323.32.780.0019.1748.861.03544018159.1659598217.465987981.896664487经过计算当底宽为3.3米时，洞身水深为2.78米，本隧洞采用半圆拱直墙型，拟定隧洞直墙高度2.8米，圆拱半径1.65米。二、进口水力计算按淹没式宽顶堰流量公式计算公式：Z1=Z0-V1^2/2gZ0=（Q/4ω）^2水面降落上游流速重力加速度包括行进流速在内的水头损失流量洞水断面Z1V1gZ0Qω0.0594678841.8012422369.810.22483351117.49.174经计算进口水面降落0.06米。三、出口水力计算按与进口水头降落的关系计算，近似按下式计算Z2=Z1/3。水面回升水面降落Z2Z10.0198226280.059467884经过计算水面回升值为0.02米。四、总水头损失及上下游各部位高程计算1、总水头损失公式：Z=Z1+I*l-Z2水头总损失进口降落出口回升隧洞底坡隧洞长度ZZ1Z2Il5.1750.060.020.00151352、上下游各部位高程计算（1）隧洞进口底部高程隧进底高程渠道水位进口降落洞内水深32Z1h453.38456.220.062.78（2）隧洞出口底部高程隧出底高程隧进底高程隧洞长底坡43lI448.245453.3851350.001（3）出口渐变段末端下游渠道水位