二级陡坡水力计算

1

坡度种类工字型横条（双人字型）人字形横条交错型边角尖锐的矩形横条边角加圆的矩形横条棋盘式a0.11610.085770.0220.047480.050490.052c0.00610.003850.0021d-0.0012-0.00080.000330.04~0.060.750.751.000.900.901.000.10.80.911.11.110.151111110.21110.90.910.001170.0000750.003260.00510.00021-0.0008水力计算

落差P渠道长度设计流量（m）L（m）Q90.15232.371.451湿周2.17底宽（m）2边坡系数临界水过水断面m深hk面积A(m2)00.300.7780195流速8.29渠道比降i0.38796起始水终止水位m位m1574.51484.35正常水过水面积深h00.087490.17498742水力半径谢才系数计算流量0.08046.9311.45断面12345678水深h0.300.3460.3030.2600.2170.1740.1310.087过水面积A0.780.690.610.520.430.350.260.17χ2.782.692.612.522.432.352.262.17R0.2800630.2570230.2324590.2062160.1781150.1479510.11880.0804R^(1/6)0.8088650.7973740.7841360.7686350.7500960.72720.6978410.65704n0.0140.0140.0140.0140.0140.0140.0140.014C57.77656.95556.010.90353.57851.94749.846.931V1.862.102.402.793.3.185.568.29人工加糙交错式B未加糙末端hc糙条高δ糙条高δ取值糙条宽b1长e间距λ糙条上h2.00Q1.45B0.09R0.07未加糙末端hc0.02v糙3.600.03v9.360.010.010.670.100.08单人形糙条高δ糙条高δ取值糙条宽b1角度间距λ糙条上h2.00Q1.45B0.09R0.40未加糙末端hc0.04v糙5.910.06v1.100.150.15160.001.500.66双人形糙条高δ糙条高δ取值糙条宽b1角度间距λ糙条上h3.00Q1.450.09R0.550.01v糙7.850.02v0.560.100.101.000.87棋盘式B未加糙末端hc糙条高δ糙条高δ取值糙条宽b1长e间距λ糙条上h3.00Q1.450.09R0.350.01v糙9.390.02v1.070.300.301.003.000.45消能设计一（矩形流量Q陡槽末端渠道或陡坡消力池长消力池深收缩水深末端单宽跌差P度Ld度dd末端底宽b流量q''hc24.7906120.7242680.0874940.725590.15陡槽末端渠道或陡坡消力池长消力池深收缩水深末端单宽跌差P度Ld度dd末端底宽b流量q'hc'0.520.421684.36990.0936852.902跃前断面傅汝总能量E0德数Fr18.950394.0924跃前断面傅汝总能量E0德数Fr14.94241.451流量Q1.451132.3115消力池进消力池底宽消力池长消力池深末端单宽流量Q口边坡系度Ld度ddb流量q'数m'1.45120.0185550.510.7255跌差P90.15消能设计二（梯形陡坡流速系数总能量E0φ0.519290.734195.14050.2941.950422

水面宽度B（m）2设计糙率不均匀系n数α0.0141.1g9.81A/B-αQ/g=0-0.00132临界坡度ik0.003721分段求和法推求水面线成果表aV^2/2g0.19500570.2465908080.321719970.4372485090.6283347290.97873061.7310068763.184Es=h+aV^2/2g0.5840160.5925270.6245820.6970370.845051.1523721.8615743.942409ΔE0.0085110.0320550.0724550.1480120.3073220.7092032.080835V平均1.98112.2463432.5940673.0701863.7629374.8673366.92427R平均0.26826530.2447409190.2193376090.1921653930.1630327820.1317196060.097971429C平均57.3656656.4824755.45611.240452.7624950.628.3886J0.004441150.0062760.009975860.01667280.031198110.069432160.20900783i-J0.38351770.38149610.3779830.37128610.35676070.31852670.1751工加糙

αβ7.7525.81ac0.0220.00210d0.00033Si1.00000n10.046i0.39αβ4.403.03ac0.085770.00385d-0.00080Si1.00000n10.061i0.39αβ8.703.45ac0.116100.00610d-0.00120Si1.00000n10.058i0.39αβ1.506.67ac0.052000.00510d-0.00080Si1.00000n10.03902i0.39（矩形消力池）下游渠道hc'-q/(φ跃后共轭设计水深(2g(E0-hc')水深hc''hs0.5下游渠道hc'-q/(φ跃后共轭设计水深(2g(E0-hc')水深hc''hs-0.2204.234390.5末端采用1m高跌水，矩形消力池0.0701.0581底流消能h0跌坎消能hc（梯形消力池）

陡槽末端收跃后共轭下游渠道

设计水深

缩水深hc'水深hc''

hs

0.0101952430.0028550.5

ΔL0.0221930.0840260.1916880.39880.8614242.22650911.62796ΣΔL00.020.110.300.701.563.7815.41掺气系数1.21.21.21.21.21.21.21.2掺气水流边墙衬边墙衬坡顶至掺坡顶至掺气点水深ha砌高度砌高度2气点距离距离Lk20.3977160.901.069.13612.400955970.320.851.020.3115680.810.980.2684950.770.940.22210.730.910.1823470.680.880.1392730.0.850.09620.600.84