溢洪道水力設計計算書.xls

1、溢洪道水力設計計算1 計算依據(jù)溢洪道設計規(guī)范（DL/T 51662002）第6節(jié)及附錄A的有關(guān)規(guī)定。2 已知設計參數(shù)建筑物級別： 2級堰頂最大水頭Hmax： 15.680m消能防沖設計標準： P=2%溢流堰寬度B： 40.000m消能防沖設計標準水庫水位： 580.320m消能防沖標準相應下泄流量： 3270m/s閘門孔數(shù)： 5孔消能防沖標準相應下游水位： 505.980m閘墩厚度： 2.500m水庫正常蓄水位： 580.000m泄槽糙率n： 0.015設計洪水位（P=1%）： 580.540m考慮波動及摻氣水深修正系數(shù)： 1.2設計洪水標準相應下泄流量： 3520m/s泄槽邊墻超高h： 1.

2、000m設計洪水標準相應下游水位： 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校核洪水標準相應下泄流量： 4645m/s堰面曲線末端端點的切線坡度m： 1校核洪水標準相應下游水位： 509.540m溢流堰與泄槽間連接反弧曲面半徑r： 15.000m堰頂高程： 567.500m與反弧曲面相接的泄槽的縱坡i： 0.033 堰面曲線選擇及泄流能力復核（1）按規(guī)范5.3.3條，堰（閘）型式可采用開敞式或帶胸墻的實用堰、寬頂堰、駝峰堰等，應根據(jù)地形地質(zhì)條件、水力條件、運用要求及技術(shù)經(jīng)濟指標等綜合比較選用。開敞式溢流堰溢流堰

3、有較大的超泄能力，宜優(yōu)先選用。本工程選用開敞式實用堰。（2）按規(guī)范6.3.3條，采用開敞式實用堰時，堰面曲線宜采用冪曲線、圓弧曲線（駝峰堰）；當堰上設有胸墻時，堰面曲線可采用拋物線。上述曲線可按附錄A中A.1計算。考慮到圓弧曲線（駝峰堰）的流量系數(shù)較小，泄流能力相對較小，本工程堰面曲線選用冪曲線（三）。（3）按規(guī)范6.3.2條，低實用堰應滿足上游堰高P10.3Hd，下游堰高P20.6Hd；下游堰面坡度宜陡于1:1。設計中應避免形成淹沒流。（4）按規(guī)范附錄A.1.3條，采用開敞式冪曲線（三）時，冪曲線按式（A.1)計算。n=1.85，K=2。上游面鉛直，原點上游用三圓弧曲線。3.1 冪曲線方程計

4、算（A.1）式中：Hd定型設計水頭，對低堰（P10.6Hd= 6.900m下游堰面坡度m=1 擬定堰型和堰面曲線滿足規(guī)范第6.3.2條要求。3.5 泄流能力復核計算 根據(jù)規(guī)范第A.2.1條，開敞式冪曲線實用堰的泄流能力可按（A.4）計算：（A.4）式中：Q流量，m3/s；B溢流堰總寬，m；H0計入行近流速的堰上水頭，本工程近似取H0等于堰上水頭；m流量系數(shù)，根據(jù)H0/Hd、P1/Hd查表A.3，本工程m=0.495；C上游面坡度影響修正系數(shù)，當上游面鉛直時C=1.0；收縮系數(shù)，設計時對低堰（P11.33Hd）可取=0.800.90；m淹沒系數(shù)，視泄流的淹沒程度而定，不淹沒時m=1.0；校核洪水

5、標準下泄流量計算表CmmBH0Q10.4950.9140.000m15.680m4901m/s結(jié)論：校核洪水標準下，計算的下泄流量Q大于要求的下泄流量，泄流能力滿足要求。設計洪水標準下泄流量計算表CmmBH0Q10.4950.9140.000m13.040m3717m/s結(jié)論：設計洪水標準下，計算的下泄流量Q大于要求的下泄流量，泄流能力滿足要求。2/302 HgBCmQmes=4 泄槽水力計算根據(jù)平、縱剖面布置，本工程溢洪道在溢流堰中墩后設導墻將泄槽在平面上將其分成獨立的三條泄槽。泄槽的縱坡由緩變陡分為兩段，中間采用拋物線連接曲線連接。4.1 第一段泄槽水力計算（取單孔計算）（1）已知參數(shù)泄槽

6、寬度B： 8.000m泄槽縱坡i： 0.03泄槽底板與水平面的夾角： 1.7191計算起始斷面水深流速系數(shù)： 0.95校核洪水標準泄槽下泄流量： 929m/s校核洪水標準泄槽單寬流量： 116m/s.m設計洪水標準泄槽下泄流量： 704m/s設計洪水標準泄槽單寬流量： 88m/s.m消能防沖標準泄槽下泄流量： 654m/s校核洪水標準泄槽單寬流量： 82m/s.m（2）泄槽臨界底坡ik和臨界水深hk計算根據(jù)規(guī)范5.4.2條，“泄槽縱坡應大于水流的臨界坡”，那么要判別設計選用底坡是否大于臨界底坡，就應先計算泄槽的臨界底坡。對于矩形斷面泄槽，臨界底坡ik及臨界水深hk的計算公式如下：（A.1012

7、）式中：q泄槽單寬流量，m3/s.m；動能修正系數(shù)，可近似地取為1；g重力加速度，g=9.81；B泄槽寬度；Ak臨界水深斷面面積；Rk臨界水深斷面水力半徑；Ck謝才系數(shù)；n糙率，可按表A.5查取，本工程取n=0.012。kkkkRChqi222=kkBhA =kkhBR2+=6/ 11kkRnC =32gqhka=臨界底坡ik和臨界水深hk計算表計算情況qnBAkRkCkhkik校核標準1160.015888.88830.222117.6611.1110.00026設計標準880.015873.93626.484115.0999.2420.00026消能標準820.015870.53625.6

8、34114.4758.8170.00026（3）泄槽水面線計算根據(jù)規(guī)范A.3.2條，計算泄槽水面線時，應從漸變流起始斷面算起。當泄槽與上游實用堰采用反圓弧曲線連接時，則從反弧末端收縮斷面算起。起始斷面水深按式（A.13）計算：（A.13）式中：H0計算斷面渠底以上的總水頭，近似取計算斷面渠底以上靜水頭；起始斷面水深h1計算表計算情況水庫水位渠底高程H0q假設h1計算h1校核標準583.18556.30126.8791160.951.71916.0386.038設計標準580.54556.30124.239880.951.71914.7354.735消能標準580.32556.30124.019

9、820.951.71914.3994.399根據(jù)規(guī)范6.4.2條，泄槽的水面線，應根據(jù)能量方程用分段求和法或其他方法計算沿程的水深。能量方程公式如下：根據(jù)規(guī)范6.4.7條，泄槽邊墻頂高程，應根據(jù)波動和摻氣水深后的水面線加0.5m1.5m的超高；根據(jù)規(guī)范6.4.3條，泄槽水流的波動和摻氣水深，可按照附錄A中A.3計算。計算公式如下：式中：h未計入波動及摻氣的水深；hb計入波動及摻氣的水深；v未計入波動及摻氣的計算斷面上的平均流速；()qjcos2101hHgqh-=計算斷面渠底高程水庫水位-=0HJiEESsusd-=DgvhEs22a+=+=222221212121RCvRCvJBhA=hBX

10、2+=XAR =6/11RnC =hvhb+=1001V第一段泄槽校核洪水時水面曲線表部位hBAXRnCQvJEsiEsSShbhH起始斷面6.038848.30420.0762.406060.01577.17292919.23240.0258124.890501.27.43218.432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

11、.003440.003440.11630.116333.80833.80833.80833.8081.21.26.16.11 17.17.14.92579.546.79419.3512.418170.01577.236692919.8530.0273225.01450.0273150.030.0026850.00772.86836.6761.26.09917.0994.92479.546.78519.3492.417950.01577.235492919.85680.0273425.02120.027330.030.002670.00672.50939.1851.26.09817.0984.9

12、2379.546.77519.3472.417690.01577.234192919.8610.0273525.02870.0273450.030.0026550.00752.82542.011.26.09717.0974.92279.546.76619.3452.417470.01577.232992919.86490.0273725.03560.027360.030.002640.00692.61444.6241.26.09617.0964.92179.546.75619.3432.417210.01577.231592919.86910.0273825.04310.0273750.030

13、.0026250.00752.85747.4811.26.09517.0954.92079.546.74719.3412.416990.01577.230392919.87290.027425.04980.027390.030.002610.00672.56750.0481.26.09417.0944.91979.546.73719.3392.416720.01577.228992919.87720.0274125.05750.0274050.030.0025950.00772.96753.0151.26.09317.0934.91879.546.72819.3372.416510.01577

14、.227892919.8810.0274225.06420.0274150.030.0025850.00672.59255.6071.26.09217.092左二孔末端4.91774.91779.59.546.71846.71819.33519.3352.416242.416240.0150.01577.226377.226392992919.885319.88530.027440.0274425.071925.07190.027430.027430.030.030.002570.002570.00770.00772.9962.99658.60358.6031.21.26.0916.0911

15、17.0917.0914.91679.546.70919.3332.416020.01577.225292919.88910.0274525.07860.0274450.030.0025550.00672.62261.2251.26.0917.094.91579.546.69919.3312.415760.01577.223892919.89340.0274725.08630.027460.030.002540.00773.03164.2561.26.08917.089左一孔末端4.91544.91549.59.546.69646.69619.33119.3312.41562.41560.01

16、50.01577.222977.222992992919.894619.89460.027480.0274825.088425.08840.0274750.0274750.030.030.0025250.0025250.00210.00210.8320.83265.08865.0881.21.26.0896.0891 17.0897.0894.91449.546.68719.3292.415390.01577.221892919.89850.0274925.09540.0274850.030.0025150.0072.78367.8711.26.08817.088中孔末端4.91334.913

17、39.59.546.67646.67619.32719.3272.415072.415070.0150.01577.220177.220192992919.903219.90320.027510.0275125.103825.10380.02750.02750.030.030.00250.00250.00840.00843.363.3671.23171.2311.21.26.0876.0871 17.0877.0874.91239.546.66719.3252.414850.01577.218992919.9070.0275225.11050.0275150.030.0024850.00672

18、.69673.9271.26.08617.086右一孔末端4.91134.91139.59.546.65746.65719.32319.3232.414582.414580.0150.01577.217577.217592992919.911319.91130.027540.0275425.118225.11820.027530.027530.030.030.002470.002470.00770.00773.1173.11777.04477.0441.21.26.0856.0851 17.0857.0854.91039.546.64819.3212.414370.01577.21649291

19、9.91510.0275525.12490.0275450.030.0024550.00672.72979.7731.26.08417.084右二孔末端4.90934.90939.59.546.63846.63819.31919.3192.41412.41410.0150.01577.214977.214992992919.919419.91940.027570.0275725.132725.13270.027560.027560.030.030.002440.002440.00780.00783.1973.19782.9782.971.21.26.0836.0831 17.0837.083設

20、計洪水時水面曲線表JJi-部位hBAXRnCQvJEsiEsSShbhH起始斷面4.735837.8817.472.168290.01575.8452470418.5850.0276922.339601.25.79116.791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

21、.0334.0334.0334.031.21.24.7794.7791 15.7795.7793.899.536.95517.282.13860.01575.671270419.05020.0296422.38690.0296350.030.0003650.00174.65838.6881.24.77915.7793.88989.536.95317.27962.138530.01575.670770419.05120.0296422.38870.029640.030.000360.0018543.6881.24.77915.7793.88969.536.95117.27922.138470.0

22、1575.670470419.05230.0296422.39060.029640.030.000360.00195.27848.9661.24.77915.7793.88949.536.94917.27882.13840.01575.6770419.05330.0296522.39240.0296450.030.0003550.00185.0754.0361.24.77915.779左二孔末端3.88923.88929.59.536.94736.94717.278417.27842.138332.138330.0150.01575.669675.669670470419.054319.054

23、30.029650.0296522.394122.39410.029650.029650.030.030.000350.000350.00170.00174.8574.85758.89358.8931.21.24.7784.7781 15.7785.7783.88919.536.94617.27822.13830.01575.669470419.05480.0296622.3950.0296550.030.0003450.00092.60961.5021.24.77815.778左一孔末端3.88893.88899.59.536.94536.94517.277817.27782.138292.

24、138290.0150.01575.669375.669370470419.055419.05540.029660.0296622.395922.39590.029660.029660.030.030.000340.000340.00090.00092.6472.64764.14964.1491.21.24.7784.7781 15.7785.7783.88889.536.94417.27762.138260.01575.669170419.05590.0296622.39680.029660.030.000340.00092.64766.7961.24.77815.7783.88879.53

25、6.94317.27742.138230.01575.66970419.05640.0296622.39770.029660.030.000340.00092.64769.4431.24.77815.778中孔末端3.88863.88869.59.536.94236.94217.277217.27722.138192.138190.0150.01575.668775.668770470419.056919.05690.029660.0296622.398622.39860.029660.029660.030.030.000340.000340.00090.00092.6472.64772.09

26、72.091.21.24.7784.7781 15.7785.7783.88859.536.94117.2772.138160.01575.668670419.05740.0296722.39940.0296650.030.0003350.00267.76174.5571.24.77815.778右一孔末端3.88843.88849.59.536.9436.9417.276817.27682.138132.138130.0150.01575.668475.668470470419.057919.05790.029670.0296722.400322.40030.029670.029670.03

27、0.030.000330.000330.00090.00092.7272.72777.28477.2841.21.24.7784.7781 15.7785.7783.88839.536.93917.27662.138090.01575.668170419.05840.0296722.40120.029670.030.000330.00092.72780.0111.24.77815.778右二孔末端3.88823.88829.59.536.93836.93817.276417.27642.138062.138060.0150.01575.66875.66870470419.05919.0590.

28、029670.0296722.402222.40220.029670.029670.030.030.000330.000330.0010.0013.033.0383.04183.0411.21.24.7774.7771 15.7775.777消能防沖標準洪水時水面曲線表部位hBAXRnCQvJEsiEsSShbhH起始斷面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

29、.75132.0561792.0561790.0150.01575.177175.177165465418.9875218.98752 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 15.4525.4523.6256507499.534.4436816.75132.0561790.01575.177165418.98752 0.031024 22.00107

30、 0.0310240.950.918976 9.14E-09 9.94E-09 33.978311.24.45215.4523.6256507489.534.4436816.75132.0561790.01575.177165418.98752 0.031024 22.00107 0.031024116115.9699.14E-09 7.88E-11 33.978311.24.45215.4523.6256507479.534.4436816.75132.0561790.01575.177165418.98752 0.031024 22.00107 0.0310248887.96898 9.1

31、4E-09 1.04E-10 33.978311.24.45215.4523.6256507469.534.4436816.75132.0561790.01575.177165418.98752 0.031024 22.00107 0.0310248281.96898 9.14E-09 1.11E-10 33.978311.24.45215.4523.6256507459.534.4436816.75132.0561790.01575.177165418.98752 0.031024 22.00107 0.0310240-0.03102 9.14E-09 -2.9E-07 33.978311.

32、24.45215.452JJi-JJi-JJi-4.2 拋物線連接段泄槽水力計算4.2.1 左第二孔（1）連接曲線方程計算根據(jù)規(guī)范6.4.6條，槽底縱坡變化處應采用曲線連接。當坡度由緩變陡時，可采用拋物線連接，按附錄A中A.3的拋物線方程計算；根據(jù)規(guī)范A.3.7條，拋物線方程按式(A.21)計算：（A.21）式中：x、 y拋物線的橫、縱坐標，以上段陡槽末端銜接點O為原點；上段陡坡的坡角；K系數(shù)，對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拋物線起始斷面的比能；h拋物線起始斷面的水深；v拋物線起始斷面的平均流速；動能修正系數(shù)，可以近似取1.0。左第二孔拋物線方程上段

33、陡坡參數(shù)拋物線方程參數(shù)切點坐標坡角水深h平均流速v系數(shù)KtanH0K(4H0 0cos2 2)下游坡角xy1.719134.917719.88531.50.0325.072150.2973244.70414.638方程式：y=0.03x+0.00665x2拋物線方程坐標表xycad Pline coordinate000,020.0872,0.08740.2264,0.22660.426,0.4280.6668,0.666100.96510,0.965121.31812,1.318141.72414,1.724162.18316,2.183()qq202cos4tanHKxxy+=gvhH22

34、0a+=182.69618,2.696203.26120,3.261223.8822,3.88244.55224,4.552265.27826,5.278286.05628,6.056306.88830,6.888327.77332,7.773348.71134,8.711369.70336,9.7033810.74838,10.7484011.84640,11.8464212.99742,12.9974414.20144,14.20144.70414.63844.704,14.638（2）拋物線末端水深計算計算公式：式中：H0計算斷面渠底以上的總水頭，近似取計算斷面渠底以上靜水頭；拋物線末端

35、斷面水深計算表計算情況水庫水位渠底高程H0q假設h1計算h1校核標準583.18539.86243.31897.7894740.9532.00003.6653.665設計標準580.54539.86240.67874.1052630.9532.00002.8472.847消能標準580.32539.86240.45868.8421050.9532.00002.6472.6474.2.2 左第一孔（1）連接曲線方程計算左第一孔拋物線方程上段陡坡參數(shù)拋物線方程參數(shù)切點坐標坡角水深h平均流速v系數(shù)KtanH0K(4H0 0cos2 2)下游坡角xy1.719134.915419.89461.50.0

36、325.088150.3933244.73214.647方程式：y=0.03x+0.00665x2拋物線方程坐標表()qjcos2101hHgqh-=計算斷面渠底高程水庫水位-=0Hxycad Pline coordinate000,020.0872,0.08740.2264,0.22660.4196,0.41980.6668,0.666100.96510,0.965121.31712,1.317141.72314,1.723162.18216,2.182182.69418,2.694203.2620,3.26223.87822,3.878244.5524,4.55265.27526,5.27

37、5286.05328,6.053306.88430,6.884327.76932,7.769348.70734,8.707369.69736,9.6973810.74238,10.7424011.83940,11.8394212.98942,12.9894414.19344,14.19344.73214.64744.732,14.647（2）拋物線末端水深計算拋物線末端斷面水深計算表計算情況水庫水位渠底高程H0q假設h1計算h1校核標準583.18539.66943.51197.7894740.9532.00003.6563.656設計標準580.54539.66940.87174.10526

38、30.9532.00002.842.84消能標準580.32539.66940.65168.8421050.9532.00002.642.644.2.3 中孔（1）連接曲線方程計算中孔拋物線方程上段陡坡參數(shù)拋物線方程參數(shù)切點坐標坡角水深h平均流速v系數(shù)KtanH0K(4H0 0cos2 2)下游坡角xy1.719134.913319.90321.50.0325.104150.4883244.7614.656方程式：y=0.03x+0.00665x2拋物線方程坐標表xycad Pline coordinate000,020.0872,0.08740.2264,0.22660.4196,0.419

39、80.6658,0.665100.96510,0.965121.31712,1.317141.72214,1.722162.18116,2.181182.69318,2.693203.25820,3.258223.87622,3.876244.54824,4.548265.27226,5.272286.0528,6.05306.88130,6.881327.76532,7.765348.70234,8.702369.69236,9.6923810.73538,10.7354011.83240,11.8324212.98242,12.9824414.18544,14.18544.7614.656

40、44.76,14.656（2）拋物線末端水深計算拋物線末端斷面水深計算表計算情況水庫水位渠底高程H0q假設h1計算h1校核標準583.18539.47743.70397.7894740.9532.00003.6473.647設計標準580.54539.47741.06374.1052630.9532.00002.8322.832消能標準580.32539.47740.84368.8421050.9532.00002.6332.6334.2.4 右第一孔（1）連接曲線方程計算右第一孔拋物線方程上段陡坡參數(shù)拋物線方程參數(shù)切點坐標坡角水深h平均流速v系數(shù)KtanH0K(4H0 0cos2 2)下游坡

41、角xy1.719134.911319.91131.50.0325.118150.5723244.78514.664方程式：y=0.03x+0.00664x2拋物線方程坐標表xycad Pline coordinate000,020.0872,0.08740.2264,0.22660.4196,0.41980.6658,0.665100.96410,0.964121.31612,1.316141.72214,1.722162.1816,2.18182.69218,2.692203.25720,3.257223.87422,3.874244.54524,4.545265.2726,5.27286.

42、04728,6.047306.87730,6.877327.76132,7.761348.69734,8.697369.68736,9.6873810.7338,10.734011.82640,11.8264212.97542,12.9754414.17844,14.17844.78514.66444.785,14.664（2）拋物線末端水深計算拋物線末端斷面水深計算表計算情況水庫水位渠底高程H0q假設h1計算h1校核標準583.18539.28443.89697.7894740.9532.00003.6383.638設計標準580.54539.28441.25674.1052630.9532

43、.00002.8252.825消能標準580.32539.28441.03668.8421050.9532.00002.6262.6264.2.5 右第二孔（1）連接曲線方程計算右第二孔拋物線方程上段陡坡參數(shù)拋物線方程參數(shù)切點坐標坡角水深h平均流速v系數(shù)KtanH0K(4H0 0cos2 2)下游坡角xy1.719134.909319.91941.50.0325.133150.6623244.81214.673方程式：y=0.03x+0.00664x2拋物線方程坐標表xycad Pline coordinate000,020.0872,0.08740.2264,0.22660.4196,0.4

44、1980.6658,0.665100.96410,0.964121.31612,1.316141.72114,1.721162.17916,2.179182.69118,2.691203.25520,3.255223.87222,3.872244.54324,4.543265.26726,5.267286.04428,6.044306.87430,6.874327.75732,7.757348.69334,8.693369.68236,9.6823810.72438,10.7244011.8240,11.824212.96842,12.9684414.1744,14.1744.81214.67

45、344.812,14.673（2）拋物線末端水深計算拋物線末端斷面水深計算表計算情況水庫水位渠底高程H0q假設h1計算h1校核標準583.18539.09244.08897.7894740.9532.00003.6293.629設計標準580.54539.09241.44874.1052630.9532.00002.8182.818消能標準580.32539.09241.22868.8421050.9532.00002.6192.6194.3 第二段泄槽水力計算（1）已知參數(shù)泄槽寬度B： 9.000m泄槽縱坡i： 0.52992泄槽底板與水平面的夾角： 32.0000計算起始斷面水深流速系數(shù)：

46、 0.95校核洪水標準泄槽下泄流量： 929m/s校核洪水標準泄槽單寬流量： 103m/s.m設計洪水標準泄槽下泄流量： 704m/s設計洪水標準泄槽單寬流量： 78m/s.m消能防沖標準泄槽下泄流量： 654m/s校核洪水標準泄槽單寬流量： 73m/s.m（2）泄槽臨界底坡ik和臨界水深hk計算計算公式：（A.1012）臨界底坡ik和臨界水深hk計算表計算情況qnBAkRkCkhkik校核標準1030.015992.37629.528117.20510.2640.00025設計標準780.015976.75226.056114.7878.5280.00024消能標準730.015973.43

47、125.318114.2398.1590.00024（3）泄槽水面線計算計算第二段泄槽水面線時，取拋物線連接段末端為起始斷面。水面線、摻氣水深計算公式如下：kkkkRChqi222=kkBhA =kkhBR2+=6/11kkRnC =32gqhka=JiEESsusd-=DgvhEs22a+=+=222221212121RCvRCvJBhA=hBX2+=XAR =6/ 11RnC =hvhb+=1001V左二孔第二段泄槽校核洪水時水面曲線表部位hBAXRnCQvJEsiEsSShbhH起始斷面3.6659.534.81816.832.068810.01575.253992926.68160.0

48、607639.949801.24.83815.838末端斷面2.9982.9989.259.2527.73227.73215.24615.2461.818971.818970.0150.01573.656873.656892992933.499233.49920.113710.1137160.194660.19460.0872350.0872350.529920.529920.4426850.44268520.244820.244845.73245.73245.73245.7321.21.24.2034.2031 15.2035.203左二孔第二段設計洪水時水面曲線表部位hBAXRnCQvJE

49、siEsSShbhH起始斷面2.8479.527.04715.1941.780110.01573.392270426.02880.0706637.37801.23.73614.736末端斷面2.3242.3249.259.2521.49721.49713.89813.8981.546771.546770.0150.01571.693571.693570470432.748832.74880.13490.134956.986856.98680.102780.102780.529920.529920.427140.4271419.608819.608845.90745.90745.90745.90

50、71.21.23.2373.2371 14.2374.237左二孔第二段消能防沖標準洪水時水面曲線表部位hBAXRnCQvJEsiEsSShbhH起始斷面2.6479.525.146514.7941.6997770.01572.8295165426.00760.075023 37.1217701.23.47314.473末端斷面2.1672.1679.259.2520.0447520.0447513.58413.5841.4756151.4756150.0150.01571.1329671.1329665465432.62732.6270.1425740.142574 56.4239356.4

51、2393 0.1087980.1087980.529920.529920.4211220.421122 19.3021619.3021645.835145.835145.835145.83511.21.23.0153.0151 14.0154.015左一孔第二段泄槽校核洪水時水面曲線表部位hBAXRnCQvJEsiEsSShbhH起始斷面3.6569.534.73216.8122.065910.01575.236392926.74770.0611840.120801.24.82915.829末端斷面2.9962.9969.259.2527.71327.71315.24215.2421.8182

52、1.81820.0150.01573.651673.651692992933.522233.52220.113940.1139460.271160.27110.087560.087560.529920.529920.442360.4423620.150320.150345.55245.55245.55245.5521.21.24.2014.2011 15.2015.201左一孔第二段設計洪水時水面曲線表部位hBAXRnCQvJEsiEsSShbhH起始斷面2.849.526.9815.181.777340.01573.3731570426.09340.0711637.542601.23.729

53、14.729末端斷面2.3232.3239.259.2521.48821.48813.89613.8961.546341.546340.0150.01571.690271.690270470432.762532.76250.135060.1350657.031557.03150.103110.103110.529920.529920.426810.4268119.488919.488945.66245.66245.66245.6621.21.23.2363.2361 14.2364.236左一孔第二段消能防沖標準洪水時水面曲線表部位hBAXRnCQvJEsiEsSShbhH起始斷面2.649.

54、525.0814.781.6968880.01572.8088665426.07656 0.075593 37.2978301.23.46614.466末端斷面2.1662.1669.259.2520.035520.035513.58213.5821.4751511.4751510.0150.01571.1292471.1292465465432.6420632.64206 0.1427650.142765 56.4730456.47304 0.1091790.1091790.529920.529920.4207410.42074119.175219.175245.5748345.57483

55、45.5748345.574831.21.23.0143.0141 14.0144.014JJi-JJi-JJi-JJi-JJi-JJi-JJi-JJi-中孔第二段泄槽校核洪水時水面曲線表部位hBAXRnCQvJEsiEsSShbhH起始斷面3.6479.534.64716.7942.063060.01575.21992926.81330.0615940.290901.24.8215.82末端斷面2.9942.9949.259.2527.69527.69515.23815.2381.81751.81750.0150.01573.646973.646992992933.54433.5440.11

56、4140.1141460.343660.34360.0878650.0878650.529920.529920.4420550.44205520.052720.052745.36245.36245.36245.3621.21.24.1994.1991 15.1995.199中孔第二段設計洪水時水面曲線表部位hBAXRnCQvJEsiEsSShbhH起始斷面2.8329.526.90415.1641.77420.01573.3515370426.16710.0717337.730901.23.72114.721末端斷面2.3222.3229.259.2521.47921.47913.89413.

57、8941.545921.545920.0150.01571.686971.686970470432.776232.77620.135220.1352257.076357.07630.1034750.1034750.529920.529920.4264450.42644519.345419.345445.36445.36445.36445.3641.21.23.2353.2351 14.2354.235中孔第二段消能防沖標準洪水時水面曲線表部位hBAXRnCQvJEsiEsSShbhH起始斷面2.6339.525.013514.7661.6939930.01572.7881565426.1458

58、8 0.076168 37.4753601.23.45914.459末端斷面2.1652.1659.259.2520.0262520.0262513.5813.581.4746871.4746870.0150.01571.1255171.1255165465432.6571432.65714 0.1429570.142957 56.5222256.52222 0.1095630.1095630.529920.529920.4203570.420357 19.0468619.04686 45.3111145.31111 45.3111145.311111.21.23.0133.0131 14.0

59、134.013右第一孔第二段泄槽校核洪水時水面曲線表部位hBAXRnCQvJEsiEsSShbhH起始斷面3.6389.534.56116.7762.060150.01575.201392926.880.0620240.464401.24.81115.811末端斷面2.9922.9929.259.2527.67627.67615.23415.2341.816731.816730.0150.01573.641773.641792992933.56733.5670.114360.1143660.420360.42030.088190.088190.529920.529920.441730.4417

60、319.955919.955945.17745.17745.17745.1771.21.24.1974.1971 15.1975.197右第一孔第二段設計洪水時水面曲線表部位hBAXRnCQvJEsiEsSShbhH起始斷面2.8259.526.83815.151.771490.01573.3328470426.23150.0722337.895901.23.71414.714末端斷面2.3212.3219.259.2521.46921.46913.89213.8921.545421.545420.0150.01571.683171.683170470432.791532.79150.1354