施工导流计算书.doc

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1、（四）设计计算书1、施工导流水力计算一期围堰高程的设计河流行进流速v0=Q/A=3380/4408=0.77m/s束窄河床平均流速vc=Q/ε(A-A1)=3380/0.95(4408-2204)=1.61m/s水位雍高一期上游围堰设计围堰高程Hu=hd+z+ha+δ=85.6+0.154+0.424+0.5=86.678m一期下游围堰设计围堰高程Hd=hd+ha+δ=85.6+0.424+0.5=86.524m二期围堰高程的设计一期下游围堰设计围堰高程Hd=hd+ha+δ=82.362+0.424+0.5=83.286m二期上游围堰设计Re>2320时为紊流。巴甫洛夫斯基公式，当

2、R<1.0m时，谢才公式，改写后得，此式与达西—魏斯巴赫公式，可得，可推出短管自由出流式中,水位高程大于溢洪道堰顶高程，所以要进行隧洞和溢洪道联合泄流计算。隧洞和溢洪道联合泄流计算短管自由出流隧洞下游底板高程，则实用堰的下泄流量为实用堰的普遍公式ε经过试算得0.882，σ查图取0.995，m取设计值0.502，则,坝体拦洪高程设计水位与下泄流量关系表淹没系数σ侧收缩系数ε流量系数m溢流宽度B水位高程H溢洪道下泄流量隧洞下泄流量总下泄流量Q0.9950.9980.50280102.415.80420.61436.410.9950.9880.50280103.4229.98420.61

3、650.590.9950.9790.50280104.4565.33420.61985.940.9950.9690.50280105.4981.98420.611402.590.9950.9600.50280106.41461.90420.611882.510.9950.9500.50280107.41993.76420.612414.370.9950.9400.50280108.42569.40420.612990.010.9950.9310.50280109.43182.55420.613603.160.9950.9210.50280110.43828.09420.614248

4、.700.9950.9110.50280111.44501.74420.614922.350.9950.9020.50280112.45199.83420.615620.440.9950.8920.50280113.45919.10420.616339.710.9950.8830.50280114.46656.68420.617077.290.9950.8730.50280115.47409.97420.617830.580.9950.8630.50280116.48176.61420.618597.220.9950.8540.50280117.48954.41420.619375

5、.020.9950.8440.50280118.49741.37420.6110161.98水位库容及泄流曲线表水库水位下泄流量库容GiqV总(m)(m3/s)(万m3)①②③102.4436.49570103.4650.610466104.4985.911362105.41402.612393106.41882.513625107.42414.414857108.42990.016089109.43603.217321110.44248.718776111.44922.420566112.45620.422356113.46339.724146114.47077.32593611

6、5.47830.627958116.48597.230328117.49375.032698118.410162.035068来流量与水位关系表时段序号时段长dt(h)来水流量Q(m3/s)平均流量Qp(m3/s)来水量Qp*dt(万m3)调洪下泄流量q(m3/s)下泄平均流量qp(m3/s)下泄水量qp*dt(万m3)余亏水量dV(万m3)总库容V总(万m3)水库水位（m)0009570.00102.40016583.54291.77630.22466.60233.30503.93126.309696.30102.541261029.61806.581742.20606.1253

7、6.361158.54583.6610279.96103.192361862.271445.943123.231076.47841.301817.201306.0311585.99104.6174660783970.148575.492890.861983.674284.724290.7815876.77108.2285648195448.5011768.764558.783724.828045.613723.1519599.92110.860663493.68415