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1、. . 柳村水利枢纽及主体工程施工设计毕业论文1 柳村电站工程基本概况柳村河是怒江的一级支流,海拔5685m,河长402km,流域呈长方形。电站坝址以上流域面积5615.2km2河道平均比降5。流域内地势由北向南倾斜,地形复杂,河道由高山经高原进入河谷,河谷断面由V型逐渐过渡到U型。电站由左右岸非溢流坝段,厂房混凝土坝段构成。1.1 水文基本资料柳村河流域内没有水文站和雨量站,本次设计分别采用白玉水文站和桃园子水文站作为参证站。设计代表年年内分配比例见表1-1。表1-1 设计代表年径流年内分配比例表月月份频率123456789101112P=10%1.461.321.843.497.6718.
2、0920.0314.7013.969.894.562.98P=50%2.502.152.203.559.6520.4720.6513.8010.257.204.612.96P=90%2.352.162.303.676.6213.0318.6716.7515.7710.295.133.25计算求得柳村电站坝址处指定频率的设计代表年年径流量如下：丰水年P=10%,K10%=1.26, Qp=62.82 m3/s；平水年P=50%,K50%=0.99, Qp=49.36m3/s；枯水年P=90%,K90%=0.75, Qp=37.40m3/s。表1-2 设计代表年年内径流分配表 单位：m3/s月份频
3、率123456789101112P=10%10.999.9713.9126.3257.82136.38150.98110.83105.2674.5334.3822.47P=50%14.8012.7413.0121.0257.16121.26122.3181.7560.7442.6627.3217.55P=90%10.569.6810.3016.4829.7158.4883.7875.1970.7846.1823.0514.60表1-3 柳村电站平水年逐日平均流量P=50% 单位：m3/s月日一二三四五六七八九十十一十二116.3913.6712.4314.1127.313.5987.5672.
4、4338.4247.1033.1620.28216.3914.3212.2214.1122.8713.973.0064.4537.5046.2332.6520.03316.3913.6712.8513.3824.6714.6757.4362.4236.4047.9531.3619.54415.1913.0212.8513.3828.1415.0055.5158.0635.6645.1330.5919.78515.4314.1012.2214.3524.2615.1355.5152.2635.3045.8431.3619.78616.1513.2412.4316.5422.7317.9152.0
5、148.0237.6945.6029.5721.02716.1513.2412.4319.2122.8726.7147.3845.0037.5046.1431.3619.78815.9111.9312.4318.9725.0925.0150.6641.837.8748.4429.8218.55914.9512.8011.7917.0226.4729.4949.6440.9339.1648.5629.8219.541014.9512.8012.0015.8131.3236.2947.1638.7635.6646.6927.2520.031114.9511.5012.4315.5639.6437.
6、5263.7536.7239.3445.0430.0820.031215.9112.1512.2215.0838.1131.3564.7635.4241.55543.1727.5118.301315.6712.3712.4315.8138.8131.8155.5138.8244.3042.2329.0518.791415.4312.1512.2215.8139.5037.8952.5733.2445.9241.0627.2519.291514.7112.1511.7914.8337.4238.4548.1735.2748.0939.6526.9919.041613.5011.9312.2215
7、.5635.0651.4249.6435.5647.9538.4726.4819.041712.7812.8012.4315.3229.7857.1346.7132.5145.3438.0126.9918.551812.5413.2412.2216.5432.7178.9150.0931.9346.1437.0727.2517.061912.7812.5912.4317.0230.4978.1362.2831.9346.1437.0727.2517.062013.0212.1513.0618.2428.0067.4897.3734.4046.7435.4332.1521.392113.2612
8、.5913.0619.2125.7859.3089.5840.2148.5134.4926.7416.322213.0212.8013.0619.4624.6779.6878.6436.8743.7735.6626.4814.842313.5012.5913.4821.8924.39104.8569.6138.9045.6337.3025.9714.592414.2212.5914.3222.3724.39122.9160.3638.6143.6537.3024.6816.072514.7112.8014.9519.2124.80166.2752.5736.5847.0335.8924.171
9、6.072614.7112.3714.7418.7326.20107.3216.7141.2341.5125.6624.1713.352714.8512.5713.8119.2027.55118.5135.2642.2147.5230.1227.8214.562814.8512.5713.2223.2228.2490.2234.1243.7048.1230.5030.3715.222913.1413.2224.0227.56112.2140.1542.0743.1836.5829.0919.153012.2513.0123.02114.0244.4746.8547.1337.1828.3319
10、.403114.2512.2813.0122.2528.2590.2545.4547.1440.5518.901.2 洪水1.2.1 洪水特性柳村河洪水主要由暴雨形成,具有洪水历时短,过程尖瘦,涨落快的特点。1.2.2设计洪水柳村电站以堤坝集中水头,但坝低,库容很小,仅能进行径流日调节。对水工建筑物形成威胁的主要因素是洪峰流量,因此本次洪水计算只考虑了设计、校核洪峰流量,以及相应频率的坝址的设计、校核洪水位计算,没有对设计、校核洪水过程作调洪计算。根据国家技术监督局和建设部GB50071-2002国家标准,本电站工程为IV等工程,枢纽工程为4级建筑物。确定拦河坝设计洪水标准为100年一遇,校核
11、洪水标准为300年一遇。设计洪水计算采用经验公式：Q设=F设/F参nQ参1-1式中：Q参参证站平均年最大洪峰流量Q参=216m3/s；Q设设计站平均年最大洪峰流量m3/s；F参参证站流域面积F参=2841km2；F设设计站流域面积 。n=0.66直接移用白玉水文站的P-III型曲线分布参数Cv、Cs计算成果,即Cv=0.30,Cs=3.0Cv。可计算出电站坝址处各设计频率的年最大洪峰流量,成果如下：表1-4 设计洪峰流量成果表单位：m3/s设计断面设计频率p%0.10.20.330.5125102050Kp2.322.192.102.021.891.751.561.401.230.96电站坝址
12、7867427126856415935294754173251.2.3 设计断面水位流量关系曲线根据实测的工程区河段地形资料及断面资料,结合洪水调查、河道糙率及比降等参数,拦河坝的水位流量关系用比降法推算,采用谢才公式计算,计算结果见表1-5、图1-1。1.3 地质1.3.1 库区工程地质条件水库区河谷较宽,滑坡、崩塌等不良地质现象所见甚少,谷坡右岸较陡,约50,完整性较好。左岸坡度较缓,约计3050,岩石完整性差,风化强于右岸,全风化深度在5m以上,水库蓄水后会有局部塌滑,但总体上边坡是稳定的。两岸植被较好,水土流失不严重,在雨季河水较浑浊,一般季节河水清澈,含砂量小,淤积源有限,但为保证有效库容应有排沙设施。库区由砂岩、板岩组成,板岩渗透性差,对抗渗有利,两岸山体雄厚,不存在向临近沟谷渗漏问题。水库回水河道长度约7.5km,在正常高水位下无住户,耕地
