沉沙池水力计算

0.0050.010.0250.050.10.250.512小于某粒径沙重百分数(%)

6.611.922.838.770.9.99

7.199.5100Ｑ13.1ｔ14Ｌ75ρｓ 2.65Ｂ22ρｗ1H 5g 9.81n 0.014i 0.01项目

符号采用数值0～1１～2２～3３～4４～5K池段长度(m).

L k 151515151515K池段平均流速(m/s).

v /k 0.11740.1140.11080.10780.105K池段平均水力坡度.

J /k 5.137E-07 4.717E-07 4.344E-07 4.012E-07 3.718E-07K池段平均水力半径(m).

R /k 3.4726 3.5422 3.6106 3.6776 3.7435K池段平均谢才系数.

c /k 87.8488.1688.471288.7427.0058K池段上断面水深(m).

H k 55 5.15 5.3 5.45 5.6K池段下断面水深(m).

H k+1 5.15 5.3 5.45 5.6 5.75K池段上断面流速(m/s).

v k 0.11910.11560.11230.10930.1063K池段下断面流速(m/s).

v k+10.11560.11230.10930.10630.1036K池段床面纵坡.

i k 0.010.010.010.010.010.01重力加速度(m/s 2).

g 9.819.819.819.819.819.81K池段上断面水力半径(m).

R k 3.4375 3.5077 3.5767 3.44 3.7108K池段下断面水力半径(m).

R k+1 3.5077 3.5767 3.44 3.7108 3.7761糙率系数.

n 0.0140.0140.0140.0140.0140.014池段编号.

k 12345流量(m ３/s)．

Q 13.113.113.113.113.113.1池宽宽度(m).B 222222222222悬移质颗粒级配表(未设置沉沙池).

悬移质颗粒级配表(未设置沉沙池)

二.沉沙池沉降计算.

1.基础资料.

定期冲洗式沉沙池沉降计算

一.设计依据.

1.水利水电工程沉沙池设计规范,SL269-2001.

2.一道桥水电站泥沙基本资料.

沉沙池宽度(m).

清水密度(ｇ/ｃｍ３)工作水深(m).

重力加速度(m/s 2).流量(m３/s)．

水温(０Ｃ).沉沙池长度(m).

泥沙密度(ｇ/ｃｍ３)糙率系数.

沉沙池纵坡.

水的运动粘滞系数(cm 2/s)

ν0.01171#2#3#4#5#6#7#8#9#粒径组(mm)

0.0050.010.0250.050.10.250.512小于某粒径沙重百分数(%)

6.611.922.838.770.9.99

7.199.5100某粒径组沙重百分数(%)

6.6 5.310.915.932.219

7.2 2.40.5粒径判数ψ.

2.2782 5.695511.391022.7821沉速判数Ｓａ．

0.21160.8556 2.0266 4.2594泥沙沉速ω(ｃm/s)．

0.0019210.0076860.0480370.1921470.563900 2.280486 5.40192911.35354520.482400粒径组平均沉速ω(ｃm/s)．

0.0019210.0038430.0192150.0960740.329169 1.134005 3.5098477.83141415.2495200～1

水流摩阻流速(m/s).

0.004183恢复饱和系数a ik .

0.2863540.3405560.5092500.761504 1.036037 1.411479 1.872159 2.288130 2.702930S i(k+1)

6.599085 5.29825310.87316515.60965029.54923412.695255 1.3754670.0262900.000015k池段i粒径组沉降率ηik .0.000139

0.0003300.0024620.0182610.0823220.3318290.80630.90460.999969１～2水流摩阻流速u *k (m/s).0.004049

恢复饱和系数a ik .0.288694

0.3433390.5134120.767728 1.044505 1.423015 1.887460 2.306831 2.725021S i(k+1) 6.5981

5.299210.84617715.32229427.0976508.4546970.2592340.0002780.000000k池段i粒径组沉降率ηik .0.000140

0.0003320.0024820.0184090.0829660.3340270.8115300.9443 1.000000２～3水流摩阻流速u *k (m/s).

0.003923（２）.当粒径为０.０６２～２.０ｍｍ时，采用沙玉清天然沙沉速公式计算．

（３）.当粒径大于０.０２ｍｍ，采用沙玉清紊流区沉速公式计算．3.悬移质沉降率计算.

处理悬移质泥沙粒径较粗的水电站沉沙池恢复饱和系数的计算采用此式计算．Ｋ-综合经验系数，当沉沙池宽度与深度之比在１.５～４.０之间时，取Ｋ＝１.２～１.０．

２.悬移质泥沙沉速计算.

（１）.当粒径等于或小于０.０６２ｍｍ，采用斯托克斯公式计算．

22(lg 3.790)(lg 5.777)39.0

a S ψ++-

=

11(1)n i ik k ηη==--

∏

３～4

水流摩阻流速u*k(m/s).0.003804

恢复饱和系数a ik.0.2932340.3487390.5214860.779801 1.060931 1.445394 1.917143 2.34311 2.767876 S i(k+1) 6.59629852 5.2929308410.791767914.75686522.7411507 3.713933540.00885173 2.78E-080 k池段i粒径组沉降率ηik.0.0001410.000337550.002521030.018695650.084214270.33827090.8111980.9901171

４～5

水流摩阻流速u*k(m/s).0.003695

恢复饱和系数a ik.0.2953730.3512830.525290.78549 1.06867 1.455938 1.931128 2.360202 2.788066 S i(k+1) 6.59629169 5.292917810.791569214.754833322.7265619 3.70276380.00874295 2.69E-080 k池段i粒径组沉降率ηik.0.000001040.000002460.000018410.000137670.0001520.003007520.012288840.03237411

全池分组沉降率ηi.0.00060.00130.00990.0720.29420.80510.998811总沉降率大于i粒径级沉降率η.0.36130.38670.40990.460.56870.87240.9991110.361251

6.59604 5.2931110.7920914.755222.72676 3.70310.0080063.87494

0.1032910.082866770.1656560.231001390.355800880.057974220.0001352600

0.10.250.250.250.250.320.510.510.51

0.0103290.020716690.042239140.057750350.0850220.018551756.85E-0500

0.0103290.031043180.073282320.131032670.2199820.2385340.238603630.2386036280.238603628

70.970.9

0.3612510.331038

0.87240.8275

L=75

多年平均含沙量0.4530.3760.653kg/m3

过机含沙量0.235330.240169620.4171031kg/m3

大于0.1mm含沙量0.01680.0140.0242kg/m3

L=60

多年平均含沙量0.4530.3760.653kg/m3

过机含沙量0.303039790.251529710.43683219kg/m3

大于0.1mm含沙量0.02270.010.0328kg/m3L=75

转轮斗叶磨损率(mm). 1.2984

运行时间（ｈ）．8000

斗叶内表面平均泥沙磨损(um/h)δ0.1623水头（m）。725

喷嘴数.z04维奥公司经验常数.p0.000005泥沙石英比例（Moh≥7）q0.2386泥沙含量(g/l).c0.23533斗叶内的现对流速(m/s).w59.5663泥沙颗粒在0.04~0.07mm的比例.f（dp50）0.10845529