溢洪道水面线+消力池计算

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）：,,,,38.45,（m3/s）,,,,,,,,

堰上走水深（h）：,,,,,（m）,,,,,,,,

1.2溢洪道资料：,,,,,,,,,,,,,

泄槽宽度（B）：,,,8.3,（m）,,,,,,,,,

泄槽长度（L）：,,,30.0431,（m）,,,,,,,,,

泄槽底坡（i）：,,,0.351,,,,,,,,,,

泄槽糙率（n）：,,,0.0185,,,,,,,,,,

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,,,,

8.3,0,0,0.351,0.0185,8.946030202,2.681025338,0.299688832,38.45000973,0.323015101,,,,

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,,,,

8.3,0,0,0.351,0.0185,1.05,8.3,10.95125166,38.45000909,1.319427911,,,,

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,,,

8.3,0,0,0.0185,1.05,1.319427911,8.3,10.95125166,10.93885582,1.001133193,0.004212627,,,

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,,,,,,,,,,,

0.323015101,<,1.319427911,为急流,,,,,,,,,,

2.4.2水面线的类型,,,,,,,,,,,,,

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

0.351,>,0.004212627,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,1.319427911,10.95125166,3.511014192,0.659713644,1.816586717,,10.93885582,1.001133193,54.06425819,,,,

,,,,,,7.007806811,,,,0.117741564,0.233258436,30.04310131,

出口断面,0.36753551,3.050544733,12.60430624,8.50213876,8.824393527,,9.03507102,0.33763373,45.10616554,,,,

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

泄槽段水位差：,,,,,,、,,,,,,,

计算式,hk,h0,△h,不均匀系数α,,,,,,,,,

△h=hk-h0,1.319427911,0.36753551,0.951892401,1.05,,,,,,,,,

分段并确定各段计算水深：,,,,,,,,,,,,,

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

1.319427911,1.129049431,0.938670951,0.74829247,0.55791399,0.36753551,,,,,,,,

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

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

1,1.319427911,10.95125166,3.511014192,0.659713644,1.816586717,,10.93885582,1.001133193,54.06425819,,,,

,,,,,,0.074313105,,,,0.005356569,0.345643431,0.214999328,0

2,1.129049431,9.371110276,4.103035699,0.90095041,1.890899822,,10.55809886,0.887575538,52.99023258,,,,

,,,,,,0.235592939,,,,0.009017572,0.341982428,0.688903639,0.214999328

3,0.938670951,7.79096889,4.935201326,1.30346701,2.126492761,,10.1773419,0.765520994,51.69967217,,,,

,,,,,,0.580696173,,,,0.017070245,0.333929755,1.73897703,0.903902967

4,0.74829247,6.210827504,6.190801463,2.051086845,2.707188934,,9.796584941,0.633978835,50.10034673,,,,

,,,,,,1.471700026,,,,0.03876198,0.31223802,4.713391481,2.642879997

5,0.55791399,4.630686119,8.303305172,3.689710531,4.17888896,,9.41582798,0.49179808,48.02411935,,,,

,,,,,,4.645504567,,,,0.121527982,0.229472018,20.24431823,7.356271478

6,0.36753551,3.050544733,12.60430624,8.50213876,8.824393527,,9.03507102,0.33763373,45.10616554,,,,

,,,,,,,,,,,,,27.60058971

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

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

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,

1,1.95,,6,11.7,3.286324786,0.577977937,2.287735987,,9.9,1.181818182,,,1

,,1.844252159,,,,,,0.632984387,,,0.007779913,1.844252159,

2,1.047733265,,6,6.286399587,6.116378615,2.002068895,2.920720374,,8.095466529,0.776533331,,,2

,,2.492379828,,,,,,0.814097871,,,0.024365246,4.336631987,

3,0.858477011,,6,5.150862069,7.464769875,2.98210646,3.734818245,,7.716954023,0.667473469,,,3

,,2.503810877,,,,,,0.779099144,,,0.039834667,6.840442864,

4,0.755387834,,6,4.532327002,8.483500855,3.851594093,4.51391739,,7.510775667,0.603443266,,,4

,,2.454510687,,,,,,0.724675564,,,0.055757625,9.294953551,

5,0.688610783,,6,4.1316647,9.306176274,4.634819708,5.238592954,,7.377221567,0.560057016,,,5

,,2.378598067,,,,,,0.664370775,,,0.071688087,11.67355162,

6,0.641504267,,6,3.8490256,9.98954125,5.34049343,5.90296373,,7.283008533,0.528493902,,,6

,,2.286220235,,,,,,0.603026722,,,0.087234194,13.95977185,

7,0.606527956,,6,3.639167734,10.56560258,5.974187347,6.505990452,,7.213055911,0.504525097,,,7

,,2.181995135,,,,,,0.543092297,,,0.102102883,16.14176699,

8,0.579660321,,6,3.477961928,11.05532516,6.54083716,7.04908275,,7.159320643,0.485794966,,,8

,,2.069213828,,,,,,0.486071042,,,0.116093856,18.21098082,

9,0.55851644,,6,3.351098642,11.47384906,7.045447136,7.535153792,,7.117032881,0.470856142,,,9

,,1.949774453,,,,,,0.43268644,,,0.12908385,20.16075527,

10,0.541580306,,6,3.249481837,11.83265577,7.492983162,7.967840232,,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,,,,,,,

1,1.319427911,3.511014192,,1.319427911,0.7,2.019427911,,,,,,,

2,1.129049431,4.103035699,,1.129049431,0.7,1.