水面曲线计算
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1 2.206375 1.1 2.209763 1.2 2.213167 1.3 2.216586 1.4 2.220022 1.5 2.223473 1.6 2.226941 1.7 2.230425 1.8 2.233925
2 2.240976
2.01 2.24133
2.02 2.241684
2.03 2.242039 2.04 2.242394 2.05 2.242749 2.06 2.243104 2.07 2.243459 2.08 2.243814 2.09 2.24417 2.1 2.244526 2.11 2.244882 2.12 2.245238 2.13 2.245594 2.14 2.245951 2.15 2.246307 2.16 2.246664
X1=0.175Hd X1=0.276Hd X1=0.282Hd
1.35765 2.141208 2.187756
5.50 2.052833 5.75 2.228785 6.00 2.411363 6.25 2.600523 6.50 2.796227 6.75 2.998435 7.00 3.207112 7.25 3.422221 7.50 3.643729 7.75 3.871603 8.00 4.105813 8.25 4.346328 8.50 4.593119 8.75 4.846158 9.00 5.105418 9.25 5.370873 9.50 5.642497 9.75 5.920266 10.00 6.204156 10.25 6.494143 10.50 6.790205 10.75 7.092321 11.00 7.400468 11.25 7.714626 11.50 8.034775 11.75 8.360895 12.00 8.692966 12.25 9.030971 12.50 9.374891 12.75 9.724707 13.00 10.080403 13.25 10.441961 13.50 10.809365 13.75 11.182597 14.00 11.561643 14.25 11.946486 14.50 12.337112 14.75 12.733504 15.00 13.135649 15.25 13.543531 15.50 13.957137 15.75 14.376452 16.00 14.801464 16.25 15.232157 16.50 15.668521 16.75 16.110540 17.00 16.558203
谢才系数 Ck 临界坡度 ik
55.35556 6.787327 3.562945
0.012 102.9881
0.00176
3.2泄槽水深
采用纵坡 i 夹角 cos
泄槽起始端高程
泄槽净宽度 B'
单宽流量 q (m3/s)
水头损失的流速系数
H总—计算断面渠底以上的总水头，m
0.03 0.029991 0.99955
1.堰顶曲线
H校 （m) H堰 （m) H底 （m) 堰前最大水深P1 （m) 堰上最大水头Hmax （m)
设计系数
堰上设计水头Hd （m) P1/Hd (是否>1.33） 曲线方程系数 y=__x1.85
418.62 410 380 30 8.62 0.9
7.758 3.866976025 高堰 0.08763603
29.00 44.475311 29.25 45.187213 29.50 45.904306 29.75 46.626583 30.00 47.354038 30.25 48.086664 30.50 48.824454 30.75 49.567403 31.00 50.315504 31.25 51.068751 31.50 51.827137 31.75 52.590657 32.00 53.359304 32.25 54.133072 32.50 54.911956 32.75 55.695949 33.00 56.485046 33.25 57.279240 33.50 58.078526 33.75 58.882899 34.00 59.692352 34.25 60.506880 34.50 61.326478 34.75 62.151139 35.00 62.980859 35.25 63.815631 35.50 64.655451 35.75 65.500314 36.00 66.350213 36.25 67.205144 36.50 68.065101 36.75 68.930080 37.00 69.800074 37.25 70.675080 37.50 71.555091 37.75 72.440104 38.00 73.330112 38.25 74.225111 38.50 75.125097 38.75 76.030063 39.00 76.940006 39.25 77.854921 39.50 78.774802 39.75 79.699646 40.00 80.629447
1.9 2.237442 2 2.240976
2.1 2.244526 2.2 2.248093 2.3 2.251677 2.4 2.255279 2.5 2.258898 2.6 2.262534 2.7 2.266188 2.8 2.26986 2.9 2.273549
3 2.277257 3.1 2.280983 3.2 2.284727 3.3 2.28849 3.4 2.292271 3.5 2.296071 3.6 2.299891 3.7 2.303729 3.8 2.307586 3.9 2.311463
1.75 0.246776
2.00 0.315928 2.25 0.392844 2.50 0.477388 2.75 0.569440 3.00 0.668894 3.25 0.775652 3.50 0.889628 3.75 1.010743 4.00 1.138921 4.25 1.274096 4.50 1.416204 4.75 1.565186 5.00 1.720985 5.25 1.883551
曲线方程坐标点 曲线方程 y=x1.85
R1=0.5Hd R2=0.2Hd R3=0.04Hd
3.879 1.5516 0.31032
X
Y
0.00 0.000000
0.25 0.006743
0.50 0.024310
0.75 0.051469
1.00 0.087636
1.25 0.132424
1.50 0.185546
4 2.31536 4.1 2.319276 4.2 2.323213 4.3 2.327169 4.4 2.331146 4.5 2.335143 4.6 2ຫໍສະໝຸດ Baidu339161 4.7 2.343199 4.8 2.347259 4.9 2.35134
5 2.355442 5.1 2.359565 5.2 2.363711 5.3 2.367878 5.4 2.372067 5.5 2.376279 5.6 2.380513 5.7 2.38477 5.8 2.38905 5.9 2.393353
流速水头V^2/2g
流速水头校核 校核下泄流量Q 校核堰上水头 H0' 校核洪水位 Hd
46.15866 45 3 15 3 0
0 2428.472 8.767338 418.7673 7.890604
95.956
3.1 泄槽纵坡
单宽流量 q (m3/s) 临界水深 hk (m) 水力半径 R (m) 糙率 n 差表得
2. 堰宽计算
Q Cm mB
2g
H
3 0
/
2
Q－流量 (m3/s)
C-上游面坡度影响修正系数 m－流量系数，查表
ε－收缩系数
B—溢流堰总净宽，m
H0－计入行进流速的堰上水头 σm—淹没系数
2491 1
0.507 0.95
8.62 1
3
B Q Cm m 2g H0 2
B－堰宽，m 采用取宽度 B ,(m) 孔的个数 单孔宽度 b ，(m) 行进流速 V (m)
6 2.39768 6.1 2.40203 6.2 2.406403 6.3 2.410801 6.4 2.415223 6.5 2.419669
2.17 2.247021 2.18 2.247378 2.19 2.247736 2.2 2.248093 2.21 2.248451 2.22 2.248809 2.23 2.249167 2.24 2.249525 2.25 2.249883 2.26 2.250242 2.27 2.2506 2.28 2.250959 2.29 2.251318 2.3 2.251677 2.31 2.252037 2.32 2.252396 2.33 2.252756 2.34 2.253116 2.35 2.253476 2.36 2.253836 2.37 2.254197 2.38 2.254557 2.39 2.254918 2.4 2.255279 2.41 2.25564 2.42 2.256001 2.43 2.256363 2.44 2.256724 2.45 2.257086 2.46 2.257448 2.47 2.25781 2.48 2.258173 2.49 2.258535 2.5 2.258898 2.51 2.259261 2.52 2.259624 2.53 2.259987 2.54 2.26035 2.55 2.260714 2.56 2.261078 2.57 2.261441 2.58 2.261806 2.59 2.26217 2.6 2.262534 2.61 2.262899 2.62 2.263264 2.63 2.263629
17.25 17.011497 17.50 17.470410 17.75 17.934929 18.00 18.405043 18.25 18.880740 18.50 19.362008 18.75 19.848836 19.00 20.341213 19.25 20.839129 19.50 21.342571 19.75 21.851529 20.00 22.365993 20.25 22.885953 20.50 23.411397 20.75 23.942317 21.00 24.478702 21.25 25.020543 21.50 25.567829 21.75 26.120551 22.00 26.678699 22.25 27.242266 22.50 27.811240 22.75 28.385614 23.00 28.965377 23.25 29.550523 23.50 30.141041 23.75 30.736922 24.00 31.338160 24.25 31.944745 24.50 32.556668 24.75 33.173922 25.00 33.796499 25.25 34.424390 25.50 35.057588 25.75 35.696084 26.00 36.339872 26.25 36.988942 26.50 37.643289 26.75 38.302904 27.00 38.967779 27.25 39.637909 27.50 40.313284 27.75 40.993899 28.00 41.679745 28.25 42.370816 28.50 43.067106 28.75 43.768606
385 47 53 0.95
33.62
采用试算法确定h1
q
h1 2gH0 h1 cos
确定h1
h1 7.93
h1'
0
0
0.1 2.176566
0.2 2.179819
0.3 2.183086
0.4 2.186368
0.5 2.189665 0.6 2.192976 0.7 2.196303 0.8 2.199645 0.9 2.203002
2 2.240976
2.01 2.24133
2.02 2.241684
2.03 2.242039 2.04 2.242394 2.05 2.242749 2.06 2.243104 2.07 2.243459 2.08 2.243814 2.09 2.24417 2.1 2.244526 2.11 2.244882 2.12 2.245238 2.13 2.245594 2.14 2.245951 2.15 2.246307 2.16 2.246664
X1=0.175Hd X1=0.276Hd X1=0.282Hd
1.35765 2.141208 2.187756
5.50 2.052833 5.75 2.228785 6.00 2.411363 6.25 2.600523 6.50 2.796227 6.75 2.998435 7.00 3.207112 7.25 3.422221 7.50 3.643729 7.75 3.871603 8.00 4.105813 8.25 4.346328 8.50 4.593119 8.75 4.846158 9.00 5.105418 9.25 5.370873 9.50 5.642497 9.75 5.920266 10.00 6.204156 10.25 6.494143 10.50 6.790205 10.75 7.092321 11.00 7.400468 11.25 7.714626 11.50 8.034775 11.75 8.360895 12.00 8.692966 12.25 9.030971 12.50 9.374891 12.75 9.724707 13.00 10.080403 13.25 10.441961 13.50 10.809365 13.75 11.182597 14.00 11.561643 14.25 11.946486 14.50 12.337112 14.75 12.733504 15.00 13.135649 15.25 13.543531 15.50 13.957137 15.75 14.376452 16.00 14.801464 16.25 15.232157 16.50 15.668521 16.75 16.110540 17.00 16.558203
谢才系数 Ck 临界坡度 ik
55.35556 6.787327 3.562945
0.012 102.9881
0.00176
3.2泄槽水深
采用纵坡 i 夹角 cos
泄槽起始端高程
泄槽净宽度 B'
单宽流量 q (m3/s)
水头损失的流速系数
H总—计算断面渠底以上的总水头，m
0.03 0.029991 0.99955
1.堰顶曲线
H校 （m) H堰 （m) H底 （m) 堰前最大水深P1 （m) 堰上最大水头Hmax （m)
设计系数
堰上设计水头Hd （m) P1/Hd (是否>1.33） 曲线方程系数 y=__x1.85
418.62 410 380 30 8.62 0.9
7.758 3.866976025 高堰 0.08763603
29.00 44.475311 29.25 45.187213 29.50 45.904306 29.75 46.626583 30.00 47.354038 30.25 48.086664 30.50 48.824454 30.75 49.567403 31.00 50.315504 31.25 51.068751 31.50 51.827137 31.75 52.590657 32.00 53.359304 32.25 54.133072 32.50 54.911956 32.75 55.695949 33.00 56.485046 33.25 57.279240 33.50 58.078526 33.75 58.882899 34.00 59.692352 34.25 60.506880 34.50 61.326478 34.75 62.151139 35.00 62.980859 35.25 63.815631 35.50 64.655451 35.75 65.500314 36.00 66.350213 36.25 67.205144 36.50 68.065101 36.75 68.930080 37.00 69.800074 37.25 70.675080 37.50 71.555091 37.75 72.440104 38.00 73.330112 38.25 74.225111 38.50 75.125097 38.75 76.030063 39.00 76.940006 39.25 77.854921 39.50 78.774802 39.75 79.699646 40.00 80.629447
1.9 2.237442 2 2.240976
2.1 2.244526 2.2 2.248093 2.3 2.251677 2.4 2.255279 2.5 2.258898 2.6 2.262534 2.7 2.266188 2.8 2.26986 2.9 2.273549
3 2.277257 3.1 2.280983 3.2 2.284727 3.3 2.28849 3.4 2.292271 3.5 2.296071 3.6 2.299891 3.7 2.303729 3.8 2.307586 3.9 2.311463
1.75 0.246776
2.00 0.315928 2.25 0.392844 2.50 0.477388 2.75 0.569440 3.00 0.668894 3.25 0.775652 3.50 0.889628 3.75 1.010743 4.00 1.138921 4.25 1.274096 4.50 1.416204 4.75 1.565186 5.00 1.720985 5.25 1.883551
曲线方程坐标点 曲线方程 y=x1.85
R1=0.5Hd R2=0.2Hd R3=0.04Hd
3.879 1.5516 0.31032
X
Y
0.00 0.000000
0.25 0.006743
0.50 0.024310
0.75 0.051469
1.00 0.087636
1.25 0.132424
1.50 0.185546
4 2.31536 4.1 2.319276 4.2 2.323213 4.3 2.327169 4.4 2.331146 4.5 2.335143 4.6 2ຫໍສະໝຸດ Baidu339161 4.7 2.343199 4.8 2.347259 4.9 2.35134
5 2.355442 5.1 2.359565 5.2 2.363711 5.3 2.367878 5.4 2.372067 5.5 2.376279 5.6 2.380513 5.7 2.38477 5.8 2.38905 5.9 2.393353
流速水头V^2/2g
流速水头校核 校核下泄流量Q 校核堰上水头 H0' 校核洪水位 Hd
46.15866 45 3 15 3 0
0 2428.472 8.767338 418.7673 7.890604
95.956
3.1 泄槽纵坡
单宽流量 q (m3/s) 临界水深 hk (m) 水力半径 R (m) 糙率 n 差表得
2. 堰宽计算
Q Cm mB
2g
H
3 0
/
2
Q－流量 (m3/s)
C-上游面坡度影响修正系数 m－流量系数，查表
ε－收缩系数
B—溢流堰总净宽，m
H0－计入行进流速的堰上水头 σm—淹没系数
2491 1
0.507 0.95
8.62 1
3
B Q Cm m 2g H0 2
B－堰宽，m 采用取宽度 B ,(m) 孔的个数 单孔宽度 b ，(m) 行进流速 V (m)
6 2.39768 6.1 2.40203 6.2 2.406403 6.3 2.410801 6.4 2.415223 6.5 2.419669
2.17 2.247021 2.18 2.247378 2.19 2.247736 2.2 2.248093 2.21 2.248451 2.22 2.248809 2.23 2.249167 2.24 2.249525 2.25 2.249883 2.26 2.250242 2.27 2.2506 2.28 2.250959 2.29 2.251318 2.3 2.251677 2.31 2.252037 2.32 2.252396 2.33 2.252756 2.34 2.253116 2.35 2.253476 2.36 2.253836 2.37 2.254197 2.38 2.254557 2.39 2.254918 2.4 2.255279 2.41 2.25564 2.42 2.256001 2.43 2.256363 2.44 2.256724 2.45 2.257086 2.46 2.257448 2.47 2.25781 2.48 2.258173 2.49 2.258535 2.5 2.258898 2.51 2.259261 2.52 2.259624 2.53 2.259987 2.54 2.26035 2.55 2.260714 2.56 2.261078 2.57 2.261441 2.58 2.261806 2.59 2.26217 2.6 2.262534 2.61 2.262899 2.62 2.263264 2.63 2.263629
17.25 17.011497 17.50 17.470410 17.75 17.934929 18.00 18.405043 18.25 18.880740 18.50 19.362008 18.75 19.848836 19.00 20.341213 19.25 20.839129 19.50 21.342571 19.75 21.851529 20.00 22.365993 20.25 22.885953 20.50 23.411397 20.75 23.942317 21.00 24.478702 21.25 25.020543 21.50 25.567829 21.75 26.120551 22.00 26.678699 22.25 27.242266 22.50 27.811240 22.75 28.385614 23.00 28.965377 23.25 29.550523 23.50 30.141041 23.75 30.736922 24.00 31.338160 24.25 31.944745 24.50 32.556668 24.75 33.173922 25.00 33.796499 25.25 34.424390 25.50 35.057588 25.75 35.696084 26.00 36.339872 26.25 36.988942 26.50 37.643289 26.75 38.302904 27.00 38.967779 27.25 39.637909 27.50 40.313284 27.75 40.993899 28.00 41.679745 28.25 42.370816 28.50 43.067106 28.75 43.768606
385 47 53 0.95
33.62
采用试算法确定h1
q
h1 2gH0 h1 cos
确定h1
h1 7.93
h1'
0
0
0.1 2.176566
0.2 2.179819
0.3 2.183086
0.4 2.186368
0.5 2.189665 0.6 2.192976 0.7 2.196303 0.8 2.199645 0.9 2.203002