引水隧洞水力计算

1、无无压压隧隧洞洞设设计计计计算算书书1 1、无无压压隧隧洞洞断断面面计计算算底净宽(m)边坡糙率纵坡水深(m)断面积(m2)湿周水力半径谢才系数流速(m/s)计算流量(m3/s)设计流量(m3/s)直墙高(m)拱顶中心角()拱半径(m)洞净高(m)Bm1 m2nih0 xRcvQQ设hRH全全断断面面衬衬砌砌方方案案：城城门门洞洞型型隧隧洞洞2.2000.0170.0012.104.626.40.7255.71.506.92 6.82.101201.2702.7352.4000.0170.00052.5067.40.8156.81.146.86 6.82.501201.3863.1932.60

2、00.017 0.000332.707.0280.8857.60.986.91 6.82.701201.5013.451底底板板衬衬砌砌方方案案：城城门门洞洞型型隧隧洞洞2.4000.020.0012.205.286.80.7847.91.347.05 6.82.301201.3862.9932.6000.020.00052.606.767.80.8748.81.026.87 6.82.801201.5013.5512.8000.02 0.000332.807.848.40.9349.40.876.84 6.83.001201.6173.808计算简图R=B/(2sin/2)2：水水头头损损失

3、失计计算算（1）用均匀流摩阻公式以及曼宁计算沿沿程程水水头头损损失失。cR1/6/n（2）用下式计算进口、弯头、收缩等局局部部水水头头损损失失。总水头损失：h=hm+hj（3）水头损失计算表底净宽(m)洞长(m)糙率断面积(m2)湿周水力半径谢才系数流速(m/s)沿程水头损失局部水头损失系数局部水头损失总水头损失BLnxRcvhf进水口渐缩管闸槽段出口收缩段小计hih全全断断面面衬衬砌砌方方案案：城城门门洞洞型型隧隧洞洞2.257130.0174.626.40.72 55.71 1.497 5.7130.20.10.10.0950.4950.065.772.457130.01767.40.81

4、56.8 1.144 2.8560.20.10.10.0950.4950.032.892.657130.0177.0280.88 57.56 0.984 1.9040.20.10.10.0950.4950.021.93底底板板衬衬砌砌方方案案：城城门门洞洞型型隧隧洞洞2.457130.025.286.80.78 47.94 1.336 5.7130.20.10.10.0950.4950.055.762.657130.026.767.80.87 48.82 1.016 2.8570.20.10.10.0950.4950.032.882.857130.027.848.40.93 49.43 0.8

5、72 1.9040.20.10.10.0950.4950.021.92242flvh RglD=28 /g Cl2 2 fLvh C RD=22iv h gz 3 3、无无压压隧隧洞洞工工程程量量底净宽B(m)纵坡i洞长L（m）洞挖石方C15砼衬砌(m3)衬砌厚度(m)压力管道长度(m)(m3)底板边墙拱小计底板边墙拱全全断断面面衬衬砌砌方方案案：城城门门洞洞型型隧隧洞洞2.20.0010571339816.6137122851580 5235.90.10.10.13702.40.0005571350106.5148527421718 5945.40.10.10.13702.60.000357

6、1358270.8160029711856 6426.30.10.10.1370底底板板衬衬砌砌方方案案：城城门门洞洞型型隧隧洞洞2.40.0010571344393.513711371.10.13702.60.0005571356556.914851485.40.13702.80.0003571365223.516001599.60.1370压压力力隧隧洞洞设设计计计计算算书书1：洞洞径径确确定定水头差(m)洞长(m)内径(m)断面积(m2)湿周水力半径糙率指数谢才系数摩擦系数流速系数流速(m/s)计算流量(m3/s)设计流量(m3/s)HLDxR/xnycRy/n=8g/C2vQ=V*Q设

7、180.256351.82.545.650.450.02 0.20342.530.040.095.0712.90 6.8计算公式说明：1/6= 0.1672：水水头头损损失失计计算算（1）用均匀流摩阻公式以及曼宁计算沿沿程程水水头头损损失失。cRy y/n代入推出（2）用下式计算进口、弯头、收缩等局局部部水水头头损损失失。总水头损失：h=hm+hj（3）水头损失计算表最大设计流量隧洞直接(m)洞长(m)糙率过水断面积(m2)湿周(m)水力半径(m)指数谢才系数流速(m/s)沿程水头损失(m)局部水头损失系数局部水头损失总水头损失QDLnxRycvhf进水口渐缩管闸槽段弯头1弯头2出口收缩段小计

8、hih光光面面爆爆破破成成洞洞并并粉粉平平6.81.856350.022.545.650.450.20342.52.6749.440.20.10.10.0760.0760.0950.6470.2449.686.8256350.023.146.280.50.20243.52.1627.930.20.10.10.0760.0760.0950.6470.1528.086.82.256350.023.806.910.550.20144.41.7916.670.20.10.10.0760.0760.0950.6470.1116.776.82.556350.024.917.850.6250.19945.5

9、1.398.340.20.10.10.0760.0760.0950.6470.068.41全全断断面面砼砼衬衬砌砌6.81.856350.0152.545.650.450.16558.42.6726.180.20.10.10.0760.0760.0950.6470.2426.426.8256350.0153.146.280.50.16459.52.1614.920.20.10.10.0760.0760.0950.6470.1515.076.82.256350.0153.806.910.550.16460.51.798.970.20.10.10.0760.0760.0950.6470.119.0

10、86.82.556350.0154.917.850.6250.16361.81.394.540.20.10.10.0760.0760.0950.6470.064.60 局部水头损失系数取值参见水力学计算手册P48P55转弯段水头损失计算：3：工工程程量量计计算算0.076压压力力隧隧洞洞工工程程量量计计算算比比较较表表洞径D(m)衬砌长度(m)洞挖石方(m3)C20砼衬砌(m3)钢筋(t)衬砌厚度(m)压力管道长度(m)备注弯段内径：d= 21.856351597716380.05392光面爆破成洞并粉平转弯半径：R= 302.056351951718150.05392光面爆破成洞并粉平转弯角

11、：= 302.256352341219920.05392光面爆破成洞并粉平2.556352991822570.05392光面爆破成洞并粉平1.8563521420708135.40.2392全断面砼衬砌2.0563525492778938.90.2392全断面砼衬砌2.2563529918849742.50.2392全断面砼衬砌2.5563537220956047.80.2392全断面砼衬砌经水头损失和工程量计算比较，推荐该有压隧洞洞径D采用2.2m2.2m2242flvh RglD=28 /g Cl2 2 fLvh C RD=22iv h gz =+=2/12/7901632. 0131.

12、0qzRd) 1 . 0(75 . 013 . 05 . 2nRnyd/1/ 1+=HgVD=2m压压力力隧隧洞洞设设计计计计算算书书1：洞洞径径确确定定水头差(m)洞长(m)内径(m)断面积(m2)湿周水力半径糙率指数谢才系数摩擦系数流速系数流速(m/s)计算流量(m3/s)设计流量(m3/s)HLDxR/xnycRy/n=8g/C2vQ=V*Q设22456351.72.275.340.4250.02 0.20342.020.040.085.4312.33 1010计算公式说明：1/6= 0.1672：水水头头损损失失计计算算（1）用均匀流摩阻公式以及曼宁计算沿沿程程水水头头损损失失。cRy

13、 y/n代入推出（2）用下式计算进口、弯头、收缩等局局部部水水头头损损失失。转弯段水头损失计算： 局部水头损失系数取值参见水力学计算手册P48P550.076总水头损失：h=hm+hj弯段内径：d= 2转弯半径：R= 30转弯角：= 30（3）水头损失计算表（光面爆破，表面减糙）最大设计流量隧洞直径(m)洞长(m)糙率过水断面积(m2)湿周(m)水力半径(m)指数谢才系数流速(m/s)沿程水头损失(m)局部水头损失系数局部水头损失总水头损失QDLnxRycvhf进水口渐缩管闸槽段弯头1弯头2出口收缩段小计hih方方案案一一：装装机机2*8000kw2*8000kw102.756350.025.

14、738.480.6750.19846.31.7511.900.20.10.10.0760.0760.0950.6470.1012.00103.056350.027.079.420.750.19747.21.416.740.20.10.10.0760.0760.0950.6470.076.80103.356350.028.5510.370.8250.19548.21.174.030.20.10.10.0760.0760.0950.6470.054.07方方案案二二：装装机机2*6300kw2*6300kw82.556350.024.917.850.6250.19945.51.6311.550.2

15、0.10.10.0760.0760.0950.6470.0911.6482.756350.025.738.480.6750.19846.31.407.620.20.10.10.0760.0760.0950.6470.067.6883.056350.027.079.420.750.19747.21.134.310.20.10.10.0760.0760.0950.6470.044.353：工工程程量量计计算算压压力力隧隧洞洞和和调调压压井井工工程程量量计计算算比比较较表表洞径D(m)隧洞长度(m)压力钢管长度（m）明挖土方(m3)明挖石方(m3)洞挖石方(m3)洞挖土方(m3)C20砼镇墩(m3)

16、C20钢筋砼隧洞衬砌(m3)锚喷C20砼支护(m2)C20钢筋砼调压井衬砌(m3)洞挖竖井石方(m3)钢筋（t）压力钢管（t）备注方方案案一一：装装机机2*8000kw2*8000kw2.756356123141254 29037322654012724779817543343.4321光面爆破成洞并喷浆3.056356123751500 35848398360014005310919251047.8337光面爆破成洞并喷浆3.356356124501800 43376482060015275841920959452.1353光面爆破成洞并喷浆方方案案二二：装装机机2*6300kw2*6300

17、kw2.556356122501000 24895276643211884425716438540.5310光面爆破成洞并喷浆2.756356123141254 29037322654012724779817543343.4321光面爆破成洞并喷浆3.056356123751500 35848398360014005310919251047.8337光面爆破成洞并喷浆经水头损失和工程量计算比较，推荐方方案案二二，有压隧洞洞径D采用3.0m3.0m242flvh RglD=28 /g Cl2 2 fLvh C RD=22iv h gz =+=2/12/7901632. 0131. 0qzRd)

18、1 . 0(75. 013. 05 . 2nRnyd/1/ 1+=HgVD=2m电站无压隧洞水力计算( i=1/1000)1：设计基本参数；Q6.8渠道设计流量；n0.017糙率；m0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：hm1.491水深；bm2.982vm1.5294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02.98h/hm0.8228不同a值经济断面计算结果ah/hm=b/hhbvR110.8291.491.243.680.441.010.8231

19、.7291.232.132.60.571.020.7612.2221.132.512.40.591.030.7172.6621.072.852.230.611.040.6833.081.023.142.120.624：电站渠道采用参数；Q6.8流量；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 vRn0.017糙率；m0边坡系数；i0.001底坡；b2.30底宽 ；h2.00水深；v1.48流速；Fb0.6超高；D2动力渠道渠

20、岸宽度一般为23.5m。 5：隧洞断面采用参数；i0.001b2.3n0.017h2对应流量Q6.94v1.485/32/32 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）（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+418.28

21、0+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0.0012.502.460.0550.05500.37622102.542100.082103.184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0.0012.502.460.2170.21700.60662102.312099.8

22、52102.956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0.0012.502.460.0310.03100.67622102.242099.782102.888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0.0013.002.460.0120.044

23、20.05620.85362102.072099.612102.7110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0.0013.002.460.0090.03130.04030.91092102.012099.552102.6512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

24、.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+937.480+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

25、+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0.0013.002.460.0400.04001.18822101.732099.272102.3719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.

26、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0.0013.002.460.0560.05601.31672101.602099.142102.2423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0.0013.002.4

27、60.0480.04801.37332101.552099.092102.1925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+434.56230.59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+

28、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0.0013.002.460.0060.02380.02981.68522101.232098.772101.8730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0.0013.002.460.0060.02320.02921.73642101.18209

29、8.722101.8232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0.0013.002.460.0010.00460.00561.78802101.132098.672101.7734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0.0013.002.460.0020.00

30、680.00881.83882101.082098.622101.7236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0.0013.002.460.0030.01160.01461.90342101.022098.562101.6638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

31、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

32、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0.0013.002.460.0260.02602.15052100.772098.312101.4145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0.0013.002.460.0530.05302.240

33、02100.682098.222101.3247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0.0013.002.460.0800.08002.35292100.572098.112101.2149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

34、.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+964.422+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+00

35、9.992+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0.0013.002.460.0060.02120.02722.69812100.222097.762100.8656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0.0013.002.460.0040.01310.01712.7662210

36、0.152097.692100.7958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0.0013.002.460.0030.00940.01242.81262100.112097.652100.7560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

37、程渠顶高程电脑测量桩号局部水头损失计算矩形梯形218.28v3.39v2.0538200418.28l2.58l20.5710428.28b3b2.554.7663483.0463h2.46h2.467.4514490.4977R0.9318R1.2901217.2916707.7893n0.015n0.01520.5727728.362C65.8864C69.557831.1418759.5038r20r2010769.50380.01610.081812.0431781.5469hw0.0094hw0.017616.8329798.3798扩散收缩8.5335806.913360.2884

38、867.2017hw0.11122.7273869.92967.5542937.48322.3855939.868771.80691011.67562.87921014.554839.78971054.34452.39121056.735732.50071089.23646.18231095.418756.36961151.78831.80031153.588647.72231201.31092.65481203.9657230.591434.5557计算要采用的数据1.75581436.311530.39581466.70736.4821473.189321.56631494.75566.3

39、2671501.082345.75521546.83751.24371548.081241.86921589.95041.85811591.808549.86531641.67383.17491644.848726.05711670.90587.21991678.125727.23291705.35863.4871708.845630.39071739.236319.02311758.259425.53891783.79837.76181791.560152.84471844.40487.07061851.475479.58311931.05859.5531940.61159.94791950

40、.559413.85841964.417842.242006.65783.33582009.9936141.36852151.36215.78662157.148751.22212208.37083.56822211.93934.05912245.99812.85352248.851665.79482314.6464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

41、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

42、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。

43、（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

44、.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= 25.000m2/32 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，即对引