侧槽溢洪道设计

1、精选优质文档-倾情为你奉上 目录资料：某大（2）型水库，正常蓄水位为30m,设计洪水位为32m(相应泄流量为150m3/s),校核洪水位33.43m,（相应泄流量为210m3/s)。该地区最大风速的多年平均值为16.9m/s,坝肩山头较高，岸坡较陡。布置溢洪道泄槽处山坡坡度约为1:4，泄槽水平投影长约65m,泄槽宽8m。该地区地震基本烈度为度。地表为全风化粉砂岩，基岩为寒武系八村组粉粉砂岩强风化层。强风化层地基承载力标准值可取500Kpa。由坝肩山头较高，岸坡较陡可以知道，设计该溢洪道为侧槽式溢洪道。 堰顶高程取30m.(1)计算测槽长度L.L=采取设计洪水位计算，式中Q溢洪道最大泄流量取15

2、0 m3/s，采取宽顶堰，则堰顶水头H0=32-30=2m。流量系数m=0.35.测槽底坡i=0.1.代入数据：L=34.21m。（2）计算测槽末端水深。由设计地形(泄槽宽8m)可知, 测槽末端宽度bL=8m。起始断面宽度与测槽末端宽度b0/bL采用0.5值，则起始断面宽度b0=4m。测槽末端水深hL=(1.2-1.5)控制断面水深hk。hk=q=/(s.m)1代入数据得hk= =3.4m.又查资料可知道bL/bO=5时hL= 1.5 hk。bL/bO=1时hL= 1.2hk。而本设计中bL/bO=2，用内插法求得hL= 1.275 hk。hL= 1.275 hk。=1.275*3.4=4.3

3、m。（三）确定控制断面坎高。控制断面坎高d=(hL-hk)+(1+()hL=4.3m。 hk=3.4m.vL=3.44m/s。vk=代入数据得d=(4.3-3.4)+(1+() =-0.226m。由于d<0,故不设坎。注测槽断面采用梯形设计。m1=m2=0.5.（四）计算各断面流量。将测槽沿程划分若干计算段，从起始段断面起骗号（1,2,3,4,5,6）计算各断面流量Qi=q*i.i=L/6=34.21/5=6.842m。q=Q/L=150/34.21=4.38m3/(s.m)则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)测槽水面曲线计算。根据公式:hi=hi+1+y-i0Xi y=（V2-V1）+JX分别算出6个断面的底宽。已知b1=4m，b6=8m。采用内插法算出b2 b3 b4 b5 。算出b2。=4.8m. b3 =5.6m, b4=6.4m, b5 =7.2m.以第六和第五断面为分析。由上解知道vL=3.44m/s。则v6=3.44m/s。V5=h5=h6+y-0.1*6.842先假设y=1。可以算出h5值来。再把h5值代

5、入公式 y=（V2-V1）+JX中来验算y值。改动y=1值，使验算y值和假设假设y值相同接近，查看得h5=3.9058m.试算表格如下：5-6断面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(验证）0.290.295560.30.0.330.0.360.0.340.4-5断面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(验证）0.410.0.70.0.30.0.40.0.350.3-4断面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(验证）0.470.0.40.0.50.0.60.487260.70.2-3断面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(验证）0.440.1.440.2.440.3.440.4.440.1-2断面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(验证）0.220.0.30.0.40.0.50.0.60.22333由表格试算结果可以知道H1 =2.709mh2=3.1732m h3 =3.4174m h4=3.6316mh5 =3.9058mh6 =4.3m（六）泄槽计算。已知泄槽底宽为8m,采用矩形设计，边坡i=1/4=0.25，泄槽水平投影长约65m。糙率n查水力学资料p136 表6-3 取n=0.012.采用分段求和法求各断面水深列表如下：泄槽水面线计算过程及结果断面系号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）泄槽横断面布置(泄槽横断面按矩形设计，边墙和高度按水流波动及渗气后水深加安全超高确定)，水

18、流波动及渗气后水深按下式估算：hb=(1+)h式中 hb、h计入和不计入波动及渗气的计算断面水深，m；V不计入波动及渗气时计算断面上的平均流速，m/s;修正系数，取1s/m.安全超高取1.5m。列表得各断面的高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泄槽横断面图（八）消能防冲设计本溢洪道采用挑流消能，挑流鼻坎（由连续面板与齿墙组成）采用连续式；挑流坎齿墙结构形式