引水系统水力计算

1、某某电站渠道水力计算( i=1/1000)1：设计基本参数；Q25渠道设计流量；n0.016糙率；m1边坡系数；I0.001底坡；2：水力最优断面尺寸计算；梯形渠道水深计算：hm2.4561水深；bm2.0347vm2.2666清水渠道不淤流速v/=0.30.5m/s；衬砌渠道不存在冲刷流速问题。3：实用经济断面尺寸的计算；底坡采用水力最优断面设计时底坡；a1.01平衡条件01.7278h/hm0.8228不同a值经济断面计算结果。ah/hm=b/hhbvR110.8292.45612.03612.26591.22821.010.8231.7292.02143.4952.2421.21041.

2、020.7612.2221.86914.15312.2211.19241.030.7172.6621.7614.68782.20141.17461.040.6833.081.67755.16672.17751.1584由于某某电站位于山区河流，坡面逗，开挖量大，建议采用窄深式梯形明渠。4：电站渠道采用参数；3/88/322 4 2 1mnQh mmiQvvC Ri=1/61 CRn 221mmbhmmm mmmQ v bmhh= +2 2.520mmhhaahh 2 22 1mbammmh h h 2/3mmmvRa vRQ25流量；n0.016糙率；i0.001底坡；m1边坡系数；b2.5底

3、宽 ；h2.4561水深；v2.0538流速；Fb0.6超高；D2动力渠道渠岸宽度一般为23.5m。 5：隧洞断面采用参数；i0.00248b3n0.014h2.456124.9945v3.3929衬砌隧洞段5/32/32 bhQin bh某某电站渠道水力计算( i=1/200)1：设计基本参数；Q25渠道设计流量；n0.016糙率；m1边坡系数；I0.0005底坡；2：水力最优断面尺寸计算；梯形渠道水深计算：hm2.797水深；bm2.3171vm1.7477清水渠道不淤流速v/=0.30.5m/s；衬砌渠道不存在冲刷流速问题。3：实用经济断面尺寸的计算；底坡采用水力最优断面设计时底坡；a1

4、.01平衡条件01.7278h/hm0.8228不同a值经济断面计算结果。ah/hm=b/hhbvR110.8292.7972.31871.74721.39871.010.8231.7292.30193.981.72891.37841.020.7612.2222.12854.72951.71271.35791.030.7172.6622.00545.33841.69751.33761.040.6833.081.91045.8841.67891.3192由于某某电站位于山区河流，坡面逗，开挖量大，建议采用窄深式梯形明渠。4：电站渠道采用参数；3/88/322 4 2 1mnQh mmiQvvC

5、Ri=1/61 CRn 221mmbhmmm mmmQ v bmhh= +2 2.520mmhhaahh 2 22 1mbammmh h h 2/3mmmvRa vRQ25流量；n0.016糙率；i0.0005底坡；m1边坡系数；b2.5底宽 ；h2.797水深；v1.6874流速；Fb0.6超高；D2动力渠道渠岸宽度一般为23.5m。 5：隧洞断面采用参数；i0.00115b3n0.014h2.79720.0038衬砌隧洞段5/32/32 bhQin bh渠道设计参数计算要采用的数据序号点位桩号段长渠型比降底宽水深沿程水头损失局部水头损失水头损失累计损失水面高程渠底高程渠顶高程（m）（m）（

6、m）（m）（m）（m）（m）（m）（m）（m）0渠0+000.000+218.28218.283.242103.702100.462106.001渠0+218.280+418.28200.00隧洞0.0013.002.460.2000.20000.20002102.722100.262103.362渠0+418.280+428.2810.00渐变0.0013.002.460.0100.11120.12120.32122102.602100.142103.243渠0+428.280+483.0554.77梯形0.0012.502.460.0550.05500.37622102.542100.08

7、2103.184渠1渠0+483.050+490.507.45梯形0.0012.502.460.0070.00640.01340.38962102.532100.072103.175渠0+490.500+707.79217.29梯形0.0012.502.460.2170.21700.60662102.312099.852102.956渠2渠0+707.790+728.3620.57梯形0.0012.502.460.0210.01760.03860.64522102.272099.812102.917渠0+728.360+759.5031.14梯形0.0012.502.460.0310.0310

8、0.67622102.242099.782102.888渠0+759.500+769.5010.00渐变0.0012.502.460.0100.11120.12120.79742102.122099.662102.769渠3渠0+769.500+781.5512.04矩形0.0013.002.460.0120.04420.05620.85362102.072099.612102.7110渠0+781.550+798.3816.83矩形0.0013.002.460.0170.01700.87062102.052099.592102.6911渠4渠0+798.380+806.918.53矩形0.0

9、013.002.460.0090.03130.04030.91092102.012099.552102.6512渠0+806.910+867.2060.29矩形0.0013.002.460.0600.06000.97092101.952099.492102.5913渠5渠0+867.200+869.932.73矩形0.0013.002.460.0030.01000.01300.98392101.942099.482102.5814渠0+869.930+937.4867.55矩形0.0013.002.460.0680.06801.05192101.872099.412102.5115渠6渠0+9

10、37.480+939.872.39矩形0.0013.002.460.0020.00880.01081.06272101.862099.402102.5016渠0+939.871+011.6871.81矩形0.0013.002.460.0720.07201.13472101.792099.332102.4317渠7渠1+011.681+014.552.88矩形0.0013.002.460.0030.01050.01351.14822101.772099.312102.4118渠1+014.551+054.3439.79矩形0.0013.002.460.0400.04001.18822101.73

11、2099.272102.3719渠8渠1+054.341+056.742.39矩形0.0013.002.460.0020.00880.01081.19902101.722099.262102.3620渠1+056.741+089.2432.50矩形0.0013.002.460.0330.03301.23202101.692099.232102.3321渠9渠1+089.241+095.426.18矩形0.0013.002.460.0060.02270.02871.26072101.662099.202102.3022渠1+095.421+151.7956.37矩形0.0013.002.460.

12、0560.05601.31672101.602099.142102.2423渠10渠1+151.791+153.591.80矩形0.0013.002.460.0020.00660.00861.32532101.592099.132102.2324渠1+153.591+201.3147.72矩形0.0013.002.460.0480.04801.37332101.552099.092102.1925渠11渠1+201.311+203.972.65矩形0.0013.002.460.0030.00970.01271.38602101.532099.072102.1726渠1+203.971+434.

13、56230.59矩形0.0013.002.460.2310.23101.61702101.302098.842101.9427渠12渠1+434.561+436.311.76矩形0.0013.002.460.0020.00640.00841.62542101.292098.832101.9328渠1+436.311+466.7130.40矩形0.0013.002.460.0300.03001.65542101.262098.802101.9029渠13渠1+466.711+473.196.48矩形0.0013.002.460.0060.02380.02981.68522101.232098.7

14、72101.8730渠1+473.191+494.7621.57矩形0.0013.002.460.0220.02201.70722101.212098.752101.8531渠14渠1+494.761+501.086.33矩形0.0013.002.460.0060.02320.02921.73642101.182098.722101.8232渠1+501.081+546.8445.76矩形0.0013.002.460.0460.04601.78242101.142098.682101.7833渠15渠1+546.841+548.081.24矩形0.0013.002.460.0010.00460

15、.00561.78802101.132098.672101.7734渠1+548.081+589.9541.87矩形0.0013.002.460.0420.04201.83002101.092098.632101.7335渠16渠1+589.951+591.811.86矩形0.0013.002.460.0020.00680.00881.83882101.082098.622101.7236渠1+591.811+641.6749.87矩形0.0013.002.460.0500.05001.88882101.032098.572101.6737渠17渠1+641.671+644.853.17矩形0

16、.0013.002.460.0030.01160.01461.90342101.022098.562101.6638渠1+644.851+670.9126.06矩形0.0013.002.460.0260.02601.92942100.992098.532101.6339渠18渠1+670.911+678.137.22矩形0.0013.002.460.0070.02650.03351.96292100.962098.502101.6040渠1+678.131+705.3627.23矩形0.0013.002.460.0270.02701.98992100.932098.472101.5741渠19

17、渠1+705.361+708.853.49矩形0.0013.002.460.0030.01280.01582.00572100.912098.452101.5542渠1+708.51+739.2430.39矩形0.0013.002.460.0300.03002.03572100.882098.422101.5243渠20渠1+739.241+758.2619.02矩形0.0013.002.460.0190.06980.08882.12452100.802098.342101.4444渠1+758.261+783.8025.54矩形0.0013.002.460.0260.02602.150521

18、00.772098.312101.4145渠21渠1+783.801+791.567.76矩形0.0013.002.460.0080.02850.03652.18702100.732098.272101.3746渠1+791.561+844.4052.84矩形0.0013.002.460.0530.05302.24002100.682098.222101.3247渠22渠1+844.401+851.487.07矩形0.0013.002.460.0070.02590.03292.27292100.652098.192101.2948渠1+851.481+931.0679.58矩形0.0013.0

19、02.460.0800.08002.35292100.572098.112101.2149渠23渠1+931.061+940.619.55矩形0.0013.002.460.0100.03500.04502.39792100.522098.062101.1650渠1+940.611+950.569.95矩形0.0013.002.460.0100.01002.40792100.512098.052101.1551渠24渠1+950.561+964.4213.86矩形0.0013.002.460.0140.05080.06482.47272100.452097.992101.0952渠1+964.4

20、22+006.6642.24矩形0.0013.002.460.0420.04202.51472100.412097.952101.0553渠25渠2+006.662+009.993.34矩形0.0013.002.460.0030.01220.01522.52992100.392097.932101.0354渠2+009.992+151.36141.37矩形0.0013.002.460.1410.14102.67092100.252097.792100.8955渠26渠2+151.362+157.155.79矩形0.0013.002.460.0060.02120.02722.69812100.2

21、22097.762100.8656渠2+157.152+208.3751.22矩形0.0013.002.460.0510.05102.74912100.172097.712100.8157渠27渠2+208.372+211.943.57矩形0.0013.002.460.0040.01310.01712.76622100.152097.692100.7958渠2+211.942+246.0034.06矩形0.0013.002.460.0340.03402.80022100.122097.662100.7659渠28渠2+246.002+248.852.85矩形0.0013.002.460.003

22、0.00940.01242.81262100.112097.652100.7560渠2+248.852+314.6565.79矩形0.0013.002.460.0660.06602.87862100.042097.582100.68序号点位桩号段长渠型比降底宽水深沿程水头损失局部水头损失水头损失累计损失水面高程渠底高程渠顶高程电脑测量桩号局部水头损失计算矩形梯形218.28v3.39v2.0538200418.28l2.58l20.5710428.28b3b2.554.7663483.0463h2.46h2.467.4514490.4977R0.9318R1.2901217.2916707.7

23、893n0.015n0.01520.5727728.362C65.8864C69.557831.1418759.5038r20r2010769.50380.01610.081812.0431781.5469hw0.0094hw0.017616.8329798.3798扩散收缩8.5335806.913360.2884867.2017hw0.11122.7273869.92967.5542937.48322.3855939.868771.80691011.67562.87921014.554839.78971054.34452.39121056.735732.50071089.23646.182

24、31095.418756.36961151.78831.80031153.588647.72231201.31092.65481203.9657230.591434.5557计算要采用的数据1.75581436.311530.39581466.70736.4821473.189321.56631494.75566.32671501.082345.75521546.83751.24371548.081241.86921589.95041.85811591.808549.86531641.67383.17491644.848726.05711670.90587.21991678.125727.23

25、291705.35863.4871708.845630.39071739.236319.02311758.259425.53891783.79837.76181791.560152.84471844.40487.07061851.475479.58311931.05859.5531940.61159.94791950.559413.85841964.417842.242006.65783.33582009.9936141.36852151.36215.78662157.148751.22212208.37083.56822211.93934.05912245.99812.85352248.85

26、1665.79482314.6464压力前池计算书1 设计依据及参考资料（1）设计依据：水电站引水渠道及前池设计规范（DL/T 50791997）、小型水力发电站设计规范（DL/T 50791997）（GB 500712002）、水电站进水口设计规范（SD 30388）。（2）参考资料：水电站建筑物（王树人 董毓新主编）、水电站（成都水力发电学校主编）2 设计基本资料机组台数 n1= 2台单机容量N= 1600kW引水渠设计引用流量 Qp= 25.000m/s单机引用流量Q设=12.500m/s引渠末端渠底高程1=1041.000m引渠末段渠底宽度b= 2.500m引渠末段渠道边坡m= 1引渠

27、末端渠道设计水深h= 2.460m引渠末端渠道设计流速 v0= 2.050m/s压力钢管根数 n2= 1根压力钢管内径D= 2.700m进水室隔墩厚度d= 0.000m进水室拦污栅的允许最大流速 v进= 0.900m/s堰顶与过境水流水面的高差h= 0.100m侧堰类型正堰的流量系数 m0= 0.4273 侧堰布置及水力计算3.1 侧堰堰顶高程的确定根据水电站引水渠道及前池设计规范第4.5.3条的规定，侧堰的堰顶高程应高于设计流量下水电站正常运行时的过境水流水面高程h(0.10.2m)，本工程取h 0.100m过境水流水面高程2= 渠末渠底高程 + 渠道正常水深= 2100.040m侧堰堰顶高

28、程3= 2 + h= 2100.140m3.2 侧堰堰顶长度、堰上平均水头的确定根据水电站引水渠道及前池设计规范第A.0.3条，对于设一道侧堰的布置，当水电站在设计流量下正常运行，侧堰不溢水；当水电站突然甩全部负荷待水流稳定后全部流量从侧堰溢出，为控制工况。此时，侧堰下游引水渠道流量为零，侧堰泄流能力按公式A3确定。（A3）流量系数mL宜取（0.90.95）m0，本工程取mL=0.9m0，即mL= 0.3843根据水电站引水渠道及前池设计规范第4.5.3条，侧堰的堰顶长度，堰上平均水头，需经计算比较确定。溢流堰长度与溢流堰顶水深有关，溢流水深过大，则单宽流量大，消能工程量大，但溢流水深小，则溢

29、流堰长度就长，影响前池平面布置，所以在计算时两者应统筹兼顾。根据上述原则，经试算确定堰顶长度和堰上平均水头。取H堰= 0.650m则L堰= 28.025m取L堰= 28.000m则H堰= 0.650m4 压力前池各部分平面尺寸的拟定4.1 前池池身平面尺寸的拟定对于中小型电站进水室长度L进=35m，本工程取L进= 5.000m单管的进水室宽度b进=1.8D= 4.860m取b进= 5.000m进水室宽度B进=n2b进+(n2-1)d= 5.000m取B进= 5.000m前池池身宽度B前=1.5B进= 7.500m取B前= 7.000m前池池身长度L前=3.0B前= 21.000m取L前= 25

30、.000m2/32 HgLmQLL=5 压力前池特征水位的拟定5.1 进水室入口处的水深h进（m）应满足下列条件：即:进min= 2.778m5.2 前池正常水位Z正常：根据水电站引水渠道及前池设计规范第7.0.4条，应以设计流量下水电站正常运行时的水位作为前池的正常水位。Z正常= 渠末渠底高程 + 渠道正常水深= 2100.040m5.3 前池最高水位Z最高：根据水电站引水渠道及前池设计规范第7.0.5条，前池和引水渠道内的最高水位，应按照设计流量下正常运行时，水电站突然甩全部负荷时的最高涌波水位确定。根据水电站引水渠道及前池设计规范第D.0.5条，侧堰作为控制泄流建筑物，对涌波起到控制作用

31、，即对引水道系统来说，控制工况是：电站甩满负荷待水流稳定后（涌波已消失），全部流量从侧堰侧堰溢出时，将恒定流时的堰上水头乘以1.11.2的系数，把这时的水位定为最高涌波水位。即Z最高=堰顶高程3+1.2H堰Z最高= 2100.920m5.4 前池最低水位Z最低：根据水电站引水渠道及前池设计规范第7.0.6条，前池最低水位可根据水电站运行要求确定。一般前池最低水位为电站突然增加负荷前前池的起始水位Z0减去突然增荷时的最低涌波hmax。对于非自动调节渠道，起始水位Z0可取溢流堰顶高程3，最低涌波hmax按一台机组运行突增到两台机组即发电流量由12.5m3/s突然增加到25m3/s时的前池水位降落。引水渠道中产生落波时，波的传播速度c0和波高h0可按一下两式联立求解：负荷变化前的流量Q0= 12.500m/s负荷变化后的流量Q= 25.000m/s下面试算求解波速c0、起始