側(cè)槽溢洪道設計

1、精選優(yōu)質(zhì)文檔-傾情為你奉上 目錄資料：某大（2）型水庫，正常蓄水位為30m,設計洪水位為32m(相應泄流量為150m3/s),校核洪水位33.43m,（相應泄流量為210m3/s)。該地區(qū)最大風速的多年平均值為16.9m/s,壩肩山頭較高，岸坡較陡。布置溢洪道泄槽處山坡坡度約為1:4，泄槽水平投影長約65m,泄槽寬8m。該地區(qū)地震基本烈度為度。地表為全風化粉砂巖，基巖為寒武系八村組粉粉砂巖強風化層。強風化層地基承載力標準值可取500Kpa。由壩肩山頭較高，岸坡較陡可以知道，設計該溢洪道為側(cè)槽式溢洪道。 堰頂高程取30m.(1)計算測槽長度L.L=采取設計洪水位計算，式中Q溢洪道最大泄流量取15

2、0 m3/s，采取寬頂堰，則堰頂水頭H0=32-30=2m。流量系數(shù)m=0.35.測槽底坡i=0.1.代入數(shù)據(jù)：L=34.21m。（2）計算測槽末端水深。由設計地形(泄槽寬8m)可知, 測槽末端寬度bL=8m。起始斷面寬度與測槽末端寬度b0/bL采用0.5值，則起始斷面寬度b0=4m。測槽末端水深hL=(1.2-1.5)控制斷面水深hk。hk=q=/(s.m)1代入數(shù)據(jù)得hk= =3.4m.又查資料可知道bL/bO=5時hL= 1.5 hk。bL/bO=1時hL= 1.2hk。而本設計中bL/bO=2，用內(nèi)插法求得hL= 1.275 hk。hL= 1.275 hk。=1.275*3.4=4.3

3、m。（三）確定控制斷面坎高?？刂茢嗝婵哺遜=(hL-hk)+(1+()hL=4.3m。 hk=3.4m.vL=3.44m/s。vk=代入數(shù)據(jù)得d=(4.3-3.4)+(1+() =-0.226m。由于d<0,故不設坎。注測槽斷面采用梯形設計。m1=m2=0.5.（四）計算各斷面流量。將測槽沿程劃分若干計算段，從起始段斷面起騙號（1,2,3,4,5,6）計算各斷面流量Qi=q*i.i=L/6=34.21/5=6.842m。q=Q/L=150/34.21=4.38m3/(s.m)則Q1=0m/sQ2=4.38*6.842=29.9592m/sQ3=4.38*(6.842*2)=59.9184

4、m/sQ4=4.38*(6.842*3)=89.8776m/sQ5=4.38*(6.842*4)=119.8368m/sQ6=4.38*(6.842*5)=149.796m/s(五)測槽水面曲線計算。根據(jù)公式:hi=hi+1+y-i0Xi y=（V2-V1）+JX分別算出6個斷面的底寬。已知b1=4m，b6=8m。采用內(nèi)插法算出b2 b3 b4 b5 。算出b2。=4.8m. b3 =5.6m, b4=6.4m, b5 =7.2m.以第六和第五斷面為分析。由上解知道vL=3.44m/s。則v6=3.44m/s。V5=h5=h6+y-0.1*6.842先假設y=1?？梢运愠鰄5值來。再把h5值代

5、入公式 y=（V2-V1）+JX中來驗算y值。改動y=1值，使驗算y值和假設假設y值相同接近，查看得h5=3.9058m.試算表格如下：5-6斷面h5b5A5X5R5Q5V53.90587.235.749415.933632.119.83683.3.91587.235.860515.955992.119.83683.3.94587.236.1944316.023082.119.83683.3.97587.236.5292516.090162.119.83683.3.95587.236.3059416.045442.119.83683.h6b6A6X6R6Q6V64.3843.64517.615

6、092.149.7963.4.3843.64517.615092.149.7963.4.3843.64517.615092.149.7963.4.3843.64517.615092.149.7963.4.3843.64517.615092.149.7963.(v5+v6)/2gv5+v6v6-v5Q6-Q5Q6+Q5V（56平均）R（56平均）J0.6.0.29.9592269.63283.2.0.0.6.0.29.9592269.63283.2.0.0.6.0.29.9592269.63283.2.0.0.6.0.29.9592269.63283.2.0.0.6.0.29.9592269.6

7、3283.2.0.yy(驗證）0.290.295560.30.0.330.0.360.0.340.4-5斷面h4b4A4X4R4Q4V43.63166.429.836514.52052.89.87763.3.92166.432.7877115.168962.161589.87762.3.52166.428.7390714.274542.0133189.87763.3.62166.429.7362314.498142.89.87763.3.57166.429.236414.386342.89.87763.h5b5A5X5R5Q5V53.90587.235.749415.933632.119.83

8、683.3.90587.235.749415.933632.119.83683.3.90587.235.749415.933632.119.83683.3.90587.235.749415.933632.119.83683.3.90587.235.749415.933632.119.83683.(v4+v5)/2gv4+v5v5-v4Q5-Q4Q5+Q4V（45平均）R（45平均）J0.6.0.29.9592209.71443.2.0.0.6.0.29.9592209.71443.2.0.0.6.0.29.9592209.71443.2.0.0.6.0.3296429.9592209.7144

9、3.2.0.001060.6.0.29.9592209.71443.2.0.yy(驗證）0.410.0.70.0.30.0.40.0.350.3-4斷面h3b3A3X3R3Q3V33.41745.624.9767513.241541.59.91842.3.34745.624.3479813.085011.59.91842.3.44745.625.2477213.308621.59.91842.373223.54745.626.1574613.532231.59.91842.3.64745.627.077213.755831.59.91842.h4b4A4X4R4Q4V43.63166.429.

10、836514.52052.89.87763.3.63166.429.836514.52052.89.87763.3.63166.429.836514.52052.89.87763.3.63166.429.836514.52052.89.87763.3.63166.429.836514.52052.89.87763.(v3+v4)/2gv3+v4v4-v3Q4-Q3Q4+Q3V（34平均）R（34平均）J0.5.0.6133729.9592149.7962.1.0.0.5.0.29.9592149.7962.1.0.0.5.0.29.9592149.7962.1.0.0.5.0.29.95921

11、49.7962.1.0.000810.5.225210.29.9592149.7962.2.0.yy(驗證）0.470.0.40.0.50.0.60.487260.70.2-3斷面h2b2A2X2R2Q2V23.17324.820.2659611.895491.29.95921.4.17324.828.7391614.131562.29.95921.5.17324.838.2123616.367632.3346329.95920.6.17324.848.6855618.603692.29.95920.7.17324.860.1587620.839762.8867329.95920.h3b3A3

12、X3R3Q3V33.41745.624.9767513.241541.59.91842.3.41745.624.9767513.241541.59.91842.3.41745.624.9767513.241541.59.91842.3.41745.624.9767513.241541.59.91842.3.41745.624.9767513.241541.59.91842.(v2+v3)/2gv2+v3v3-v2Q3-Q2Q3+Q2V（23平均）R（23平均）J0.3.0.29.959289.87761.1.0.0.3.1.29.959289.87761.1.0.0.3.1.29.959289

13、.87761.2.0.000270.3.1.29.959289.87761.2.0.0.2.1.29.959289.87761.2.0.00019yy(驗證）0.440.1.440.2.440.3.440.4.440.1-2斷面h1b1A1X1R1Q1V12.709414.5053410.057511.44224002.789415.0452610.236391.002.889415.7291610.461.002.989416.4230610.683611.003.089417.1269610.907211.00h2b2A2X2R2Q2V23.17324.820.2659611.895491

14、.29.95921.3.17324.820.2659611.895491.29.95921.3.17324.820.2659611.895491.29.95921.3.17324.820.2659611.895491.29.95921.3.17324.820.2659611.895491.29.95921.(v1+v2)/2gv1+v2v2-v1Q2-Q1Q2+Q1V（12平均）R（12平均）J0.1.1.29.959229.95920.1.8.63E-050.1.1.29.959229.95920.1.8.53E-050.1.1.29.959229.95920.1.8.41E-050.1.1

15、.29.959229.95920.1.8.3E-050.1.1.29.959229.95920.1.8.18E-05yy(驗證）0.220.0.30.0.40.0.50.0.60.22333由表格試算結(jié)果可以知道H1 =2.709mh2=3.1732m h3 =3.4174m h4=3.6316mh5 =3.9058mh6 =4.3m（六）泄槽計算。已知泄槽底寬為8m,采用矩形設計，邊坡i=1/4=0.25，泄槽水平投影長約65m。糙率n查水力學資料p136 表6-3 取n=0.012.采用分段求和法求各斷面水深列表如下：泄槽水面線計算過程及結(jié)果斷面系號h(m)A(m2)X（m)RCVj123

16、45678j3.427.214.81.92.229525.0.k324141.91.165946.250.l2.419.212.81.589.159437.81250.m2.217.612.41.88.3428.0.n216121.87.426269.3750.o1.814.411.61.86.391210.416670.p1.612.811.21.85.2087311.718750.01655q1.411.210.81.83.8399713.392860.r1.29.610.40.82.2290115.6250.s0.99867.98889.99720.80.2760418.776290.V

17、2/2gEsEsJi-JLL91011121314151.550054.950051.4.0.0.0.0.0.3.5.0.0.003930.246072.112862.3.5.0.0.0.1.3.4.6.0.0.0.2.6.5.7.0.0.0.3.9.81036.8.1.0.0.5.15.190489.10.542131.0.0.8.23.6582412.4434613.643463.0.0.14.2172137.8754517.9688618.967465.0.0.27.1339865.00942（七）泄槽橫斷面布置(泄槽橫斷面按矩形設計，邊墻和高度按水流波動及滲氣后水深加安全超高確定)，水

18、流波動及滲氣后水深按下式估算：hb=(1+)h式中 hb、h計入和不計入波動及滲氣的計算斷面水深，m；V不計入波動及滲氣時計算斷面上的平均流速，m/s;修正系數(shù)，取1s/m.安全超高取1.5m。列表得各斷面的高h(m)h(b)m泄槽高L3.43.58755.0875033.18754.68750.2.42.58754.08752.2.22.38753.88753.22.18753.68756.1.81.98753.48759.81031.61.78753.287515.190481.41.58753.087523.658241.21.38752.887537.875450.99861.18612.686165.00942泄槽橫斷面圖（八）消能防沖設計本溢洪道采用挑流消能，挑流鼻坎（由連續(xù)面板與齒墻組成）采用連續(xù)式；挑流坎齒墻結(jié)構形式