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1、溢洪道水力设计计算 1 计算依据 溢洪道设计规范（DL/T 51662002）第6节及附录A的有关规定。 2 已知设计参数 建筑物级别： 2级堰顶最大水头Hmax： 15.680m 消能防冲设计标准： P=2%溢流堰宽度B： 40.000m 消能防冲设计标准水库水位： 580.320m 消能防冲标准相应下泄流量： 3270m/s闸门孔数： 5孔 消能防冲标准相应下游水位： 505.980m闸墩厚度： 2.500m 水库正常蓄水位： 580.000m泄槽糙率n： 0.015 设计洪水位（P=1%）： 580.540m考虑波动及掺气水深修正系数： 1.2 设计洪水标准相应下泄流量： 3520m/s
2、泄槽边墙超高h： 1.000m 设计洪水标准相应下游水位： 506.480m引渠底板高程： 564.000m 校核洪水位（P=0.05%）： 583.180m上游堰高P1： 3.500m 校核洪水标准相应下泄流量： 4645m/s堰面曲线末端端点的切线坡度m： 1 校核洪水标准相应下游水位： 509.540m溢流堰与泄槽间连接反弧曲面半径r： 15.000m 堰顶高程： 567.500m与反弧曲面相接的泄槽的纵坡i： 0.03 3 堰面曲线选择及泄流能力复核 （1）按规范5.3.3条，堰（闸）型式可采用开敞式或带胸墙的实用堰、宽顶堰、驼峰堰等，应根据地形地质条件、 水力条件、运用要求及技术经济
3、指标等综合比较选用。开敞式溢流堰溢流堰有较大的超泄能力，宜优先选用。 本工程选用开敞式实用堰。 （2）按规范6.3.3条，采用开敞式实用堰时，堰面曲线宜采用幂曲线、圆弧曲线（驼峰堰）；当堰上设有胸墙时， 堰面曲线可采用抛物线。上述曲线可按附录A中A.1计算。 考虑到圆弧曲线（驼峰堰）的流量系数较小，泄流能力相对较小，本工程堰面曲线选用幂曲线（三）。 （3）按规范6.3.2条，低实用堰应满足上游堰高P10.3Hd，下游堰高P20.6Hd；下游堰面坡度宜陡于1:1。设计 中应避免形成淹没流。 （4）按规范附录A.1.3条，采用开敞式幂曲线（三）时，幂曲线按式（A.1)计算。n=1.85，K=2。上
4、游面铅直，原 点上游用三圆弧曲线。 3.1 幂曲线方程计算 （A.1） 式中： Hd定型设计水头，对低堰（P10.6Hd= 6.900m 下游堰面坡度m=1 拟定堰型和堰面曲线满足规范第6.3.2条要求。 3.5 泄流能力复核计算 根据规范第A.2.1条，开敞式幂曲线实用堰的泄流能力可按（A.4）计算： （A.4） 式中： Q流量，m3/s； B溢流堰总宽，m； H0计入行近流速的堰上水头，本工程近似取H0等于堰上水头； m流量系数，根据H0/Hd、P1/Hd查表A.3，本工程m=0.495； C上游面坡度影响修正系数，当上游面铅直时C=1.0； 收缩系数，设计时对低堰（P11.33Hd）可取
5、=0.800.90； m淹没系数，视泄流的淹没程度而定，不淹没时m=1.0； 校核洪水标准下泄流量计算表 CmmBH0Q 10.4950.9140.000m15.680m4901m/s 结论：校核洪水标准下，计算的下泄流量Q大于要求的下泄流量，泄流能力满足要求。 设计洪水标准下泄流量计算表 CmmBH0Q 10.4950.9140.000m13.040m3717m/s 结论：设计洪水标准下，计算的下泄流量Q大于要求的下泄流量，泄流能力满足要求。 2/3 0 2 HgBCmQ m es= 4 泄槽水力计算 根据平、纵剖面布置，本工程溢洪道在溢流堰中墩后设导墙将泄槽在平面上将其分成独立的三条泄槽。
6、泄槽的纵坡 由缓变陡分为两段，中间采用抛物线连接曲线连接。 4.1 第一段泄槽水力计算（取单孔计算） （1）已知参数 泄槽宽度B： 8.000m泄槽纵坡i： 0.03 泄槽底板与水平面的夹角： 1.7191计算起始断面水深流速系数： 0.95 校核洪水标准泄槽下泄流量： 929m/s校核洪水标准泄槽单宽流量： 116m/s.m 设计洪水标准泄槽下泄流量： 704m/s设计洪水标准泄槽单宽流量： 88m/s.m 消能防冲标准泄槽下泄流量： 654m/s校核洪水标准泄槽单宽流量： 82m/s.m （2）泄槽临界底坡ik和临界水深hk计算 根据规范5.4.2条，“泄槽纵坡应大于水流的临界坡”，那么要
7、判别设计选用底坡是否大于临界底坡，就应先计 算泄槽的临界底坡。对于矩形断面泄槽，临界底坡ik及临界水深hk的计算公式如下： （A.1012） 式中： q泄槽单宽流量，m3/s.m； 动能修正系数，可近似地取为1； g重力加速度，g=9.81； B泄槽宽度； Ak临界水深断面面积； Rk临界水深断面水力半径； Ck谢才系数； n糙率，可按表A.5查取，本工程取n=0.012。 kkk k RCh q i 22 2 = kk BhA = kk hBR2+= 6/ 1 1 kk R n C = 3 2 g q hk a = 临界底坡ik和临界水深hk计算表 计算情况qnBAkRkCkhkik 校核标
8、准1160.015888.88830.222117.6611.1110.00026 设计标准880.015873.93626.484115.0999.2420.00026 消能标准820.015870.53625.634114.4758.8170.00026 （3）泄槽水面线计算 根据规范A.3.2条，计算泄槽水面线时，应从渐变流起始断面算起。当泄槽与上游实用堰采用反圆弧曲线连接 时，则从反弧末端收缩断面算起。起始断面水深按式（A.13）计算： （A.13） 式中： H0计算断面渠底以上的总水头，近似取计算断面渠底以上静水头； 起始断面水深h1计算表 计算情况水库水位渠底高程H0q假设h1计算
9、h1 校核标准583.18556.30126.8791160.951.71916.0386.038 设计标准580.54556.30124.239880.951.71914.7354.735 消能标准580.32556.30124.019820.951.71914.3994.399 根据规范6.4.2条，泄槽的水面线，应根据能量方程用分段求和法或其他方法计算沿程的水深。能量方程公式 如下： 根据规范6.4.7条，泄槽边墙顶高程，应根据波动和掺气水深后的水面线加0.5m1.5m的超高；根据规范6.4.3 条，泄槽水流的波动和掺气水深，可按照附录A中A.3计算。计算公式如下： 式中： h未计入波动
10、及掺气的水深； hb计入波动及掺气的水深； v未计入波动及掺气的计算断面上的平均流速； ()qjcos2 10 1 hHg q h - = 计算断面渠底高程水库水位-= 0 H Ji EE S susd - - =D g v hEs 2 2 a += += 2 2 2 2 2 1 2 1 2 1 2 1 RC v RC v J BhA=hBX2+= X A R = 6/1 1 R n C = h v hb += 100 1 V 第一段泄槽校核洪水时水面曲线表 部位hBAXRnCQvJEsiEsSShbhH 起始断面6.038848.30420.0762.406060.01577.1729291
11、9.23240.0258124.890501.27.43218.432 溢0+0304.92674.92679.59.546.80446.80419.35319.3532.418442.418440.0150.01577.23877.23892992919.848719.84870.027310.0273125.006825.00680.026560.026560.030.030.003440.003440.11630.116333.80833.80833.80833.8081.21.26.16.11 17.17.1 4.92579.546.79419.3512.418170.01577.23
12、6692919.8530.0273225.01450.0273150.030.0026850.00772.86836.6761.26.09917.099 4.92479.546.78519.3492.417950.01577.235492919.85680.0273425.02120.027330.030.002670.00672.50939.1851.26.09817.098 4.92379.546.77519.3472.417690.01577.234192919.8610.0273525.02870.0273450.030.0026550.00752.82542.011.26.09717
13、.097 4.92279.546.76619.3452.417470.01577.232992919.86490.0273725.03560.027360.030.002640.00692.61444.6241.26.09617.096 4.92179.546.75619.3432.417210.01577.231592919.86910.0273825.04310.0273750.030.0026250.00752.85747.4811.26.09517.095 4.92079.546.74719.3412.416990.01577.230392919.87290.027425.04980.
14、027390.030.002610.00672.56750.0481.26.09417.094 4.91979.546.73719.3392.416720.01577.228992919.87720.0274125.05750.0274050.030.0025950.00772.96753.0151.26.09317.093 4.91879.546.72819.3372.416510.01577.227892919.8810.0274225.06420.0274150.030.0025850.00672.59255.6071.26.09217.092 左二孔末端4.91774.91779.59
15、.546.71846.71819.33519.3352.416242.416240.0150.01577.226377.226392992919.885319.88530.027440.0274425.071925.07190.027430.027430.030.030.002570.002570.00770.00772.9962.99658.60358.6031.21.26.0916.0911 17.0917.091 4.91679.546.70919.3332.416020.01577.225292919.88910.0274525.07860.0274450.030.0025550.00
16、672.62261.2251.26.0917.09 4.91579.546.69919.3312.415760.01577.223892919.89340.0274725.08630.027460.030.002540.00773.03164.2561.26.08917.089 左一孔末端4.91544.91549.59.546.69646.69619.33119.3312.41562.41560.0150.01577.222977.222992992919.894619.89460.027480.0274825.088425.08840.0274750.0274750.030.030.002
17、5250.0025250.00210.00210.8320.83265.08865.0881.21.26.0896.0891 17.0897.089 4.91449.546.68719.3292.415390.01577.221892919.89850.0274925.09540.0274850.030.0025150.0072.78367.8711.26.08817.088 中孔末端4.91334.91339.59.546.67646.67619.32719.3272.415072.415070.0150.01577.220177.220192992919.903219.90320.0275
18、10.0275125.103825.10380.02750.02750.030.030.00250.00250.00840.00843.363.3671.23171.2311.21.26.0876.0871 17.0877.087 4.91239.546.66719.3252.414850.01577.218992919.9070.0275225.11050.0275150.030.0024850.00672.69673.9271.26.08617.086 右一孔末端4.91134.91139.59.546.65746.65719.32319.3232.414582.414580.0150.0
19、1577.217577.217592992919.911319.91130.027540.0275425.118225.11820.027530.027530.030.030.002470.002470.00770.00773.1173.11777.04477.0441.21.26.0856.0851 17.0857.085 4.91039.546.64819.3212.414370.01577.216492919.91510.0275525.12490.0275450.030.0024550.00672.72979.7731.26.08417.084 右二孔末端4.90934.90939.5
20、9.546.63846.63819.31919.3192.41412.41410.0150.01577.214977.214992992919.919419.91940.027570.0275725.132725.13270.027560.027560.030.030.002440.002440.00780.00783.1973.19782.9782.971.21.26.0836.0831 17.0837.083 设计洪水时水面曲线表 JJi- 部位hBAXRnCQvJEsiEsSShbhH 起始断面4.735837.8817.472.168290.01575.8452470418.5850.
21、0276922.339601.25.79116.791 溢0+0303.89023.89029.59.536.95736.95717.280417.28042.138672.138670.0150.01575.671675.671670470419.049219.04920.029630.0296322.385222.38520.028660.028660.030.030.001340.001340.04560.045634.0334.0334.0334.031.21.24.7794.7791 15.7795.779 3.899.536.95517.282.13860.01575.671270
22、419.05020.0296422.38690.0296350.030.0003650.00174.65838.6881.24.77915.779 3.88989.536.95317.27962.138530.01575.670770419.05120.0296422.38870.029640.030.000360.0018543.6881.24.77915.779 3.88969.536.95117.27922.138470.01575.670470419.05230.0296422.39060.029640.030.000360.00195.27848.9661.24.77915.779
23、3.88949.536.94917.27882.13840.01575.6770419.05330.0296522.39240.0296450.030.0003550.00185.0754.0361.24.77915.779 左二孔末端3.88923.88929.59.536.94736.94717.278417.27842.138332.138330.0150.01575.669675.669670470419.054319.05430.029650.0296522.394122.39410.029650.029650.030.030.000350.000350.00170.00174.85
24、74.85758.89358.8931.21.24.7784.7781 15.7785.778 3.88919.536.94617.27822.13830.01575.669470419.05480.0296622.3950.0296550.030.0003450.00092.60961.5021.24.77815.778 左一孔末端3.88893.88899.59.536.94536.94517.277817.27782.138292.138290.0150.01575.669375.669370470419.055419.05540.029660.0296622.395922.39590.
25、029660.029660.030.030.000340.000340.00090.00092.6472.64764.14964.1491.21.24.7784.7781 15.7785.778 3.88889.536.94417.27762.138260.01575.669170419.05590.0296622.39680.029660.030.000340.00092.64766.7961.24.77815.778 3.88879.536.94317.27742.138230.01575.66970419.05640.0296622.39770.029660.030.000340.000
26、92.64769.4431.24.77815.778 中孔末端3.88863.88869.59.536.94236.94217.277217.27722.138192.138190.0150.01575.668775.668770470419.056919.05690.029660.0296622.398622.39860.029660.029660.030.030.000340.000340.00090.00092.6472.64772.0972.091.21.24.7784.7781 15.7785.778 3.88859.536.94117.2772.138160.01575.66867
27、0419.05740.0296722.39940.0296650.030.0003350.00267.76174.5571.24.77815.778 右一孔末端3.88843.88849.59.536.9436.9417.276817.27682.138132.138130.0150.01575.668475.668470470419.057919.05790.029670.0296722.400322.40030.029670.029670.030.030.000330.000330.00090.00092.7272.72777.28477.2841.21.24.7784.7781 15.7
28、785.778 3.88839.536.93917.27662.138090.01575.668170419.05840.0296722.40120.029670.030.000330.00092.72780.0111.24.77815.778 右二孔末端3.88823.88829.59.536.93836.93817.276417.27642.138062.138060.0150.01575.66875.66870470419.05919.0590.029670.0296722.402222.40220.029670.029670.030.030.000330.000330.0010.001
29、3.033.0383.04183.0411.21.24.7774.7771 15.7775.777 消能防冲标准洪水时水面曲线表 部位hBAXRnCQvJEsiEsSShbhH 起始断面4.399835.19216.7982.0950110.01575.4118965418.58377 0.028987 22.0012701.25.3816.38 溢0+0303.625650753.625650759.59.534.4436834.4436816.751316.75132.0561792.0561790.0150.01575.177175.177165465418.9875218.98752
30、0.0310240.031024 22.0010722.00107 0.0300060.0300060.030.03-5.7E-06-5.7E-06 -0.00019-0.00019 33.9783133.97831 33.9783133.978311.21.24.4524.4521 15.4525.452 3.6256507499.534.4436816.75132.0561790.01575.177165418.98752 0.031024 22.00107 0.0310240.950.918976 9.14E-09 9.94E-09 33.978311.24.45215.452 3.62
31、56507489.534.4436816.75132.0561790.01575.177165418.98752 0.031024 22.00107 0.031024116115.9699.14E-09 7.88E-11 33.978311.24.45215.452 3.6256507479.534.4436816.75132.0561790.01575.177165418.98752 0.031024 22.00107 0.0310248887.96898 9.14E-09 1.04E-10 33.978311.24.45215.452 3.6256507469.534.4436816.75
32、132.0561790.01575.177165418.98752 0.031024 22.00107 0.0310248281.96898 9.14E-09 1.11E-10 33.978311.24.45215.452 3.6256507459.534.4436816.75132.0561790.01575.177165418.98752 0.031024 22.00107 0.0310240-0.03102 9.14E-09 -2.9E-07 33.978311.24.45215.452 JJi- JJi-JJi- 4.2 抛物线连接段泄槽水力计算 4.2.1 左第二孔 （1）连接曲线方
33、程计算 根据规范6.4.6条，槽底纵坡变化处应采用曲线连接。当坡度由缓变陡时，可采用抛物线连接，按附录A中A.3的抛 物线方程计算； 根据规范A.3.7条，抛物线方程按式(A.21)计算： （A.21） 式中： x、 y抛物线的横、纵坐标，以上段陡槽末端衔接点O为原点； 上段陡坡的坡角； K系数，对于重要工程且落差大者，可取K=1.5；落差小者可取K=1.11.3； H0抛物线起始断面的比能； h抛物线起始断面的水深； v抛物线起始断面的平均流速； 动能修正系数，可以近似取1.0。 左第二孔抛物线方程 上段陡坡参数抛物线方程参数切点坐标 坡角水深h平均流速v系数KtanH0K(4H0cos2)
34、下游坡角xy 1.719134.917719.88531.50.0325.072150.2973244.70414.638 方程式：y=0.03x+0.00665x2 抛物线方程坐标表 xycad Pline coordinate 000,0 20.0872,0.087 40.2264,0.226 60.426,0.42 80.6668,0.666 100.96510,0.965 121.31812,1.318 141.72414,1.724 162.18316,2.183 ()q q 2 0 2 cos4 tan HK x xy+= g v hH 2 2 0 a += 182.69618,2
35、.696 203.26120,3.261 223.8822,3.88 244.55224,4.552 265.27826,5.278 286.05628,6.056 306.88830,6.888 327.77332,7.773 348.71134,8.711 369.70336,9.703 3810.74838,10.748 4011.84640,11.846 4212.99742,12.997 4414.20144,14.201 44.70414.63844.704,14.638 （2）抛物线末端水深计算 计算公式： 式中： H0计算断面渠底以上的总水头，近似取计算断面渠底以上静水头； 抛
36、物线末端断面水深计算表 计算情况水库水位渠底高程H0q假设h1计算h1 校核标准583.18539.86243.31897.7894740.9532.00003.6653.665 设计标准580.54539.86240.67874.1052630.9532.00002.8472.847 消能标准580.32539.86240.45868.8421050.9532.00002.6472.647 4.2.2 左第一孔 （1）连接曲线方程计算 左第一孔抛物线方程 上段陡坡参数抛物线方程参数切点坐标 坡角水深h平均流速v系数KtanH0K(4H0cos2)下游坡角xy 1.719134.915419.
37、89461.50.0325.088150.3933244.73214.647 方程式：y=0.03x+0.00665x2 抛物线方程坐标表 ()qjcos2 10 1 hHg q h - = 计算断面渠底高程水库水位-= 0 H xycad Pline coordinate 000,0 20.0872,0.087 40.2264,0.226 60.4196,0.419 80.6668,0.666 100.96510,0.965 121.31712,1.317 141.72314,1.723 162.18216,2.182 182.69418,2.694 203.2620,3.26 223.87
38、822,3.878 244.5524,4.55 265.27526,5.275 286.05328,6.053 306.88430,6.884 327.76932,7.769 348.70734,8.707 369.69736,9.697 3810.74238,10.742 4011.83940,11.839 4212.98942,12.989 4414.19344,14.193 44.73214.64744.732,14.647 （2）抛物线末端水深计算 抛物线末端断面水深计算表 计算情况水库水位渠底高程H0q假设h1计算h1 校核标准583.18539.66943.51197.789474
39、0.9532.00003.6563.656 设计标准580.54539.66940.87174.1052630.9532.00002.842.84 消能标准580.32539.66940.65168.8421050.9532.00002.642.64 4.2.3 中孔 （1）连接曲线方程计算 中孔抛物线方程 上段陡坡参数抛物线方程参数切点坐标 坡角水深h平均流速v系数KtanH0K(4H0cos2)下游坡角xy 1.719134.913319.90321.50.0325.104150.4883244.7614.656 方程式：y=0.03x+0.00665x2 抛物线方程坐标表 xycad P
40、line coordinate 000,0 20.0872,0.087 40.2264,0.226 60.4196,0.419 80.6658,0.665 100.96510,0.965 121.31712,1.317 141.72214,1.722 162.18116,2.181 182.69318,2.693 203.25820,3.258 223.87622,3.876 244.54824,4.548 265.27226,5.272 286.0528,6.05 306.88130,6.881 327.76532,7.765 348.70234,8.702 369.69236,9.692
41、3810.73538,10.735 4011.83240,11.832 4212.98242,12.982 4414.18544,14.185 44.7614.65644.76,14.656 （2）抛物线末端水深计算 抛物线末端断面水深计算表 计算情况水库水位渠底高程H0q假设h1计算h1 校核标准583.18539.47743.70397.7894740.9532.00003.6473.647 设计标准580.54539.47741.06374.1052630.9532.00002.8322.832 消能标准580.32539.47740.84368.8421050.9532.00002.6
42、332.633 4.2.4 右第一孔 （1）连接曲线方程计算 右第一孔抛物线方程 上段陡坡参数抛物线方程参数切点坐标 坡角水深h平均流速v系数KtanH0K(4H0cos2)下游坡角xy 1.719134.911319.91131.50.0325.118150.5723244.78514.664 方程式：y=0.03x+0.00664x2 抛物线方程坐标表 xycad Pline coordinate 000,0 20.0872,0.087 40.2264,0.226 60.4196,0.419 80.6658,0.665 100.96410,0.964 121.31612,1.316 141
43、.72214,1.722 162.1816,2.18 182.69218,2.692 203.25720,3.257 223.87422,3.874 244.54524,4.545 265.2726,5.27 286.04728,6.047 306.87730,6.877 327.76132,7.761 348.69734,8.697 369.68736,9.687 3810.7338,10.73 4011.82640,11.826 4212.97542,12.975 4414.17844,14.178 44.78514.66444.785,14.664 （2）抛物线末端水深计算 抛物线末端断
44、面水深计算表 计算情况水库水位渠底高程H0q假设h1计算h1 校核标准583.18539.28443.89697.7894740.9532.00003.6383.638 设计标准580.54539.28441.25674.1052630.9532.00002.8252.825 消能标准580.32539.28441.03668.8421050.9532.00002.6262.626 4.2.5 右第二孔 （1）连接曲线方程计算 右第二孔抛物线方程 上段陡坡参数抛物线方程参数切点坐标 坡角水深h平均流速v系数KtanH0K(4H0cos2)下游坡角xy 1.719134.909319.91941
45、.50.0325.133150.6623244.81214.673 方程式：y=0.03x+0.00664x2 抛物线方程坐标表 xycad Pline coordinate 000,0 20.0872,0.087 40.2264,0.226 60.4196,0.419 80.6658,0.665 100.96410,0.964 121.31612,1.316 141.72114,1.721 162.17916,2.179 182.69118,2.691 203.25520,3.255 223.87222,3.872 244.54324,4.543 265.26726,5.267 286.04
46、428,6.044 306.87430,6.874 327.75732,7.757 348.69334,8.693 369.68236,9.682 3810.72438,10.724 4011.8240,11.82 4212.96842,12.968 4414.1744,14.17 44.81214.67344.812,14.673 （2）抛物线末端水深计算 抛物线末端断面水深计算表 计算情况水库水位渠底高程H0q假设h1计算h1 校核标准583.18539.09244.08897.7894740.9532.00003.6293.629 设计标准580.54539.09241.44874.10
47、52630.9532.00002.8182.818 消能标准580.32539.09241.22868.8421050.9532.00002.6192.619 4.3 第二段泄槽水力计算 （1）已知参数 泄槽宽度B： 9.000m泄槽纵坡i： 0.52992 泄槽底板与水平面的夹角： 32.0000计算起始断面水深流速系数： 0.95 校核洪水标准泄槽下泄流量： 929m/s校核洪水标准泄槽单宽流量： 103m/s.m 设计洪水标准泄槽下泄流量： 704m/s设计洪水标准泄槽单宽流量： 78m/s.m 消能防冲标准泄槽下泄流量： 654m/s校核洪水标准泄槽单宽流量： 73m/s.m （2）泄
48、槽临界底坡ik和临界水深hk计算 计算公式： （A.1012） 临界底坡ik和临界水深hk计算表 计算情况qnBAkRkCkhkik 校核标准1030.015992.37629.528117.20510.2640.00025 设计标准780.015976.75226.056114.7878.5280.00024 消能标准730.015973.43125.318114.2398.1590.00024 （3）泄槽水面线计算 计算第二段泄槽水面线时，取抛物线连接段末端为起始断面。水面线、掺气水深计算公式如下： kkk k RCh q i 22 2 = kk BhA = kk hBR2+= 6/1 1 kk R n C = 3 2 g q hk a = Ji EE S susd - - =D g v hEs 2 2 a += += 2 2 2 2 2 1 2 1 2 1 2 1 RC v RC v J BhA= hBX2+= X A R = 6/ 1 1 R n C