溢洪道水面线水力计算

泄槽水面线计算（分段求和法）,,,,,,,,,,,,,

1、基本资料,,,,,,,,,,,,,

1.1洪水资料,,,（洪水资料根据调洪演算推求）,,,,,,,,,,

溢洪道下泄的最大流量（Q）：,,,,1.14,（m3/s）,,,,,,,,

堰上走水深（h）：,,,,0.8,（m）,,,,,,,,

1.2溢洪道资料：,,,,,,,,,,,,,

泄槽宽度（B）：,,,1,（m）,,,,,,,,,

泄槽长度（L）：,,,40,（m）,,,,,,,,,

泄槽底坡（i）：,,,0.275254611,,,,,,,,,,

泄槽糙率（n）：,,,0.02,,,,,,,,,,

泄槽边坡系数（m1）：,,,0,,,,,,,,,,

泄槽边坡系数（m2）：,,,0,,,,,,,,,,

2、水面线的定性分析,,,,,,,,,,,,,

2.1正常水深的计算（h0）,,,,,,,,,,,,,

计算公式：,,,,,,,,,,,,,

宽度b,边坡系数m1,边坡系数m2,坡底i,糙率n,湿周χ,段面积A,水力半径R,计算流量Q,正常水深h0,,,,

1,0,0,0.275254611,0.02,1.396,0.198,0.141833811,1.412610219,0.198,,,,

2.2临界水深的计算（hk）,,,,,,,,,,,,,

计算公式：,,,,,,,,,,,,,

宽度b,边坡系数m1,边坡系数m2,坡底i,糙率n,不均匀系数α,水面宽Bk,段面积Ak,计算流量Q,临界水深hk,,,,

1,0,0,0.275254611,0.02,1.05,1,0.518,1.139552908,0.518,,,,

2.3临界坡降的计算（ik）,,,,,,,,,,,,,

计算公式：,,,,,,,,,,,,,

宽度b,边坡系数m1,边坡系数m2,糙率n,不均匀系数α,临界水深hk,水面宽Bk,段面积Ak,湿周χk,水力半径Rk,临界坡降ik,,,

1,0,0,0.02,1.05,0.518,1,0.518,2.036,0.254420432,0.012007893,,,

2.4水的流态及水面线定性,,,,,,,,,,,,,

2.4.1水的流态,,,,,,,,,,,,,

正常水深h0,,临界水深hk,,,,,,,,,,,

0.198,<,0.518,为急流,,,,,,,,,,

2.4.2水面线的类型,,,,,,,,,,,,,

i,,ik,,,,,,,,,,,

0.275254611,>,0.012007893,为陡坡，水面线为SⅡ降水曲线,,,,,,,,,,

3、水面线计算,,,,,,,,,,,,,

3.1计算方法：,,分段求和法,,,,,,,,,,,

3.2基本公式：,,,,,,,,,,,,,

3.3计算水面线,,,,,,,,,控制断面的选择和上游堰型有关，见溢洪道设计规范附A.3,,,,

3.3.1控制水深,,水流从缓流过渡到急流必须要经过临界水深hk，该临界水深即为控制水深。,,,,,,,,,,,

3.3.2分段并确定各段的计算水深,,,,,,,,,,,,,

断面,水深,段面积,流速,行进水头,断面比能,比能损失,湿周,水利半径,曼宁系数,平均坡降,,渠道长度,

,h,A,v,h,ES,△ES,χ,R,C,J,i-J,s,

进口断面,0.518,0.518,2.200772201,0.246860259,0.725613937,,2.036,0.254420432,39.80112386,,,,

,,,,,,0.141532685,,,,0.007761759,0.267492851,0.529108289,

出口断面,0.835584552,0.835584552,1.364314356,0.094870217,0.867146622,,2.671169104,0.312816044,41.19566403,,,,

,,,,,,,,,,,,,,

泄槽段水位差：,,,,,,、,,,,,,,

计算式,hk,h0,△h,不均匀系数α,,,,,,,,,

△h=hk-h0,0.518,0.835584552,-0.317584552,1,,,,,,,,,

分段并确定各段计算水深：,,,,,,,,,,,,,

h1,h2,h3,h4,h5,h6,,,,,,,,

0.518,0.58151691,0.645033821,0.708550731,0.772067642,0.835584552,,,,,,,,

,,,,,,,,,,,,,,

渠道水面线计算,,,,,,,,,,,,,

（假设水深，推求分段长度，适用于棱柱形渠道）,,,,,,,,,,,,,

断面,水深,段面积,流速,行进水头,断面比能,比能损失,湿周,水利半径,曼宁系数,平均坡降,,分段长度,渠道总长度

,h,A,v,h,ES,△ES,χ,R,C,i,i-j,△s,L

1,0.518,0.518,2.200772201,0.246860259,0.725613937,,2.036,0.254420432,39.80112386,,,,

,,,,,,0.007722441,,,,0.010348747,0.264905864,0.029151641,0

2,0.58151691,0.58151691,1.96039011,0.195878154,0.733336377,,2.163033821,0.268843189,40.16858291,,,,

,,,,,,0.022027368,,,,0.00776148,0.267493131,0.082347414,0.029151641

3,0.645033821,0.645033821,1.767349189,0.159200976,0.755363745,,2.290067642,0.281665838,40.48172718,,,,

,,,,,,0.031441235,,,,0.006010474,0.269244136,0.116775934,0.111499054

4,0.708550731,0.708550731,1.608917964,0.131937666,0.78680498,,2.417101463,0.293140665,40.75203956,,,,

,,,,,,0.037888866,,,,0.004776545,0.270478066,0.140081102,0.228274988

5,0.772067642,0.772067642,1.476554564,0.111121987,0.824693846,,2.544135283,0.30346957,40.98791838,,,,

,,,,,,0.042452776,,,,0.003877754,0.271376857,0.156434768,0.368356091

6,0.835584552,0.835584552,1.364314356,0.094870217,0.867146622,,2.671169104,0.312816044,41.19566403,,,,

,,,,,,,,,,,,,0.524790859

,,,,,,,,,,,,,,

,,,,,,,,,,,,,,

渠道水面线的计算,,,,,,,,,,,,,

（假设分段长度，推求水深，适用于棱柱形和非棱柱形渠道）,,,,,,,,,,,,,

断面,水深,计算长度,底宽,段面积,流速,行进水头,断面比能,比能损失,湿周,水利半径,平均坡降,总长度,断面

,h,△L,△s,A,v,h,ES,△ES,χ,R,i,L,

1,0.518,,1,0.518,2.200772201,0.246860259,0.725613937,,2.036,0.254420432,,,1

,,10.33819852,,,,,,2.009706308,,,0.08085843,10.33819852,

2,0.16,,1,0.16,7.125,2.587442661,2.735320244,,1.32,0.121212121,,,2

,,-3.539212652,,,,,,0.347249751,,,0.373369583,6.798985865,

3,0.15,,1,0.15,7.6,2.94393476,3.082569995,,1.3,0.115384615,,,3

,,-10.90661531,,,,,,-2.268330634,,,0.067277106,-4.107629442,

4,0.755387834,,1,0.755387834,1.50915854,0.116083563,0.814239361,,2.510775667,0.300858354,,,4

,,-0.141071412,,,,,,-0.038111969,,,0.005093788,-4.248700855,

5,0.688610783,,1,0.688610783,1.655507041,0.139689274,0.776127392,,2.377221567,0.289670426,,,5

,,-0.082790348,,,,,,-0.022269119,,,0.006272542,-4.331491202,

6,0.641504267,,1,0.641504267,1.777073138,0.160957642,0.753858273,,2.283008533,0.280990744,,,6

,,-0.049380069,,,,,,-0.013227366,,,0.007386101,-4.380871272,

7,0.606527956,,1,0.606527956,1.879550628,0.180056604,0.740630908,,2.213055911,0.274068067,,,7

,,-0.029058571,,,,,,-0.007753693,,,0.008424817,-4.409929843,

8,0.579660321,,1,0.579660321,1.966669027,0.197134916,0.732877215,,2.159320643,0.268445691,,,8

,,-0.771379429,,,,,,-0.210778401,,,0.002005943,-5.181309272,

9,0.55851644,,6,3.351098642,0.340186942,0.005898428,0.522098814,,7.117032881,0.470856142,,,9

,,-0.055532785,,,,,,-0.01527829,,,0.000132619,-5.236842057,

10,0.541580306,,6,3.249481837,0.350825164,0.006273104,0.506820524,,7.083160612,0.458761564,,,10

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4、掺气水深及边墙高计算,,,,,,,,,,,,,

计算公式：,,,,,,,,,,,,,

,ζ为修正系数，可取值1.0-1.4m/s，流速大者取大值（v>20m/s是取大值）,,,,,,,,,,,,

断面,水深,流速,修正系数,掺气后水深,边墙加高,边墙高,,,,,,,

,h,v,ζ,hq,△h,hb,,,,,,,

1,0.518,2.200772201,,0.518,0.7,1.218,,,,,,,

2,0.58151691,1.96039011,,0.58151691,0.7,1.28151691,,