溢洪道水面线+消力池计算

（洪水资料根据调洪演算推求）38.45（m3/s）（m）8.3（m）30.0431（m）0.3510.018500宽度b边坡系数m1边坡系数m2坡底i糙率n湿周χ8.3000.3510.01858.9460302宽度b边坡系数m1边坡系数m2坡底i糙率n不均匀系数α8.3000.3510.01851.05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hk8.3000.01851.051.31942791正常水深h0临界水深hk0.32301511.31942791iik0.3510.00421263泄槽水面线计算（分段求和法）1、基本资料1.1洪水资料溢洪道下泄的最大流量（Q）：堰上走水深（h）：1.2溢洪道资料：泄槽糙率（n）：泄槽边坡系数（m1）：泄槽边坡系数（m2）：泄槽宽度（B）：泄槽长度（L）：泄槽底坡（i）：2.2临界水深的计算（hk）计算公式：2.3临界坡降的计算（ik）计算公式：2、水面线的定性分析2.1正常水深的计算（h0）计算公式：2.4水的流态及水面线定性2.4.1水的流态为急流2.4.2水面线的类型为陡坡，水面线为SⅡ降水曲线niARQ/2132=213)α(kkBgAQ=kkkkBRgni312αχ=断面水深段面积流速行进水头断面比能hAvhES计算式hkh0△h不均匀系数α△h=hk-h01.319427910.367535510.95189241.05h1h2h3h4h5h61.319427911.129049430.938670950.748292470.557913990.36753551断面水深段面积流速行进水头断面比能hAvhES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）3.689710531.816586721.890899822.126492762.707188934.178888967.790968890.659713640.900950411.303467014.935201332.051086846.190801468.303305170.557913996.21082754.630686121.129049430.938670950.748292474523.511014194.10303579.37111028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、水面线计算3.1计算方法：3.2基本公式：3.3计算水面线3.3.1控制水深1.3194279110.9512517分段求和法进口断面3.3.2分段并确定各段的计算水深3.511014190.659713641.81658672110.95125171.31942791泄槽段水位差：8.82439353出口断面0.367535513.05054473分段并确定各段计算水深：8.5021387612.60430623()()[]()Jigvhgvhl/2/αθcos2/αθcosΔ1111222221++=断面水深计算长度底宽段面积流速h△L△sAv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（v20m/s是取大值）4、掺气水深及边墙高计算8.502138768.824393533.050544730.3675355112.6043062613.2863247921.951.04773326611.761.844252166.11637861666.286399595.150862074.5323277.464769888.483500864.13166473.84902560.75538783560.688610780.64150427660.606527960.579660320.558516440.54158031789103.2494818466663.639167733.477961933.3510986411.47384919.306176279.9895412510.565602611.055325211.83265582.492379832.503810882.454510692.378598072.286220242.181995132.069213831.94977445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）340.85847701hvhb)100ξ1(+=断面水深流速修正系数掺气后水深边墙加高hvζhq△h11.319427913.511014191.319427910.721.129049434.10303571.129049430.730.938670954.935201330.938670950.740.748292476.190801460.748292470.750.557913998.3033051710.604239290.760.3675355112.60430621.10.418493340.7段面积A水力半径R计算流量Q正常水深h02.681025340.2996888338.45000970.323015101水面宽Bk段面积Ak计算流量Q临界水深hk8.310.951251738.45000911.319427911水面宽Bk段面积Ak湿周χk水力半径Rk临界坡降ik8.310.951251710.93885581.0011331930.004212627泄槽水面线计算（分段求和法）为急流为陡坡，水面线为SⅡ降水曲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比能损失湿周水利半径曼宁系数平均坡降△ESχRCJi-J、比能损失湿周水利半径曼宁系数平均坡降△ESχRCii-j0.22947202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）0.1215279820.345643430.341982430.333929750.0053565690.0090175720.0170702450.038761980.3122380248.0241193510.558098910.17734190.491798080.633978839.796584949.415827980.887575540.765520994.645504570.235592940.580696171.47170003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。分段求和法0.2332584410.93885580.0743131110.93885581.0011331954.064258199.035071021.001133190.3376337345.1061655454.0642581952.9902325851.6996721750.100346737.007806810.1177415643422/RvnJ=()()[]()Jigvhgvhl/2/αθcos2/αθcosΔ1111222221++=行进水头断面比能比能损失湿周水利半径平均坡降hES△ESχRiζ为修正系数，可取值1.0-1.4m/s，流速大者取大值（v20m/s是取大值）0.229472020.12152798245.106165540.337633739.035071024.645504570.577977942.287735990.632984399.98.0954665293.851594093.734818251.1818181820.7765333310.814097877.7169540230.6674734692.00206892.920720372.982106466.540837167.3772215675.340493437.045447145.974187357.492983164.634819715.238592955.902963730.779099140.724675560.664370780.603026726.505990457.1593206437.1170328817.049082757.535153797.967840230.54309230.486071040.432686447.0831606120.6034432660.5600570160.5284939020.5045250970.4857949660.4708561420.4587615647.2830085337.2130559110.102102880.116093860.129083850.055757630.071688090.08723419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）0.039834670.024365254.513917397.5107756670.00777991边墙高hb2.019427911.829049431.638670951.448292471.304239291.11849334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渠道长度s分段长度渠道总长度△sL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）20.24431820.214999330.688903641.738977034.71339148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。7.3562714830.043101300.214999330.903902972.6428827.6005897总长度断面L20.24431827.3562714820.16075539.2949535511.673551613.959771916.14176718.2109808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）12341.844252164.336631996.840442869105678基本公式：上游总水头E0：流量底宽流速系数上游总水头收缩断面水深断面流速QbφE0hcv38.458.30.91929.95091880.3675355112.604306基本公式：跃前水深跃前流速弗劳德数跃后水深消力池长h1v1Fr1h2L(5.5Fr19)0.367535512.6043066.63796243.2713610420.03639616基本公式：跃前底宽跃后底宽跃前水深跃前流速弗劳德数跃后水深消力池长b1b2h1v1Fr1h2Lk8.38.30.367535512.60430626.6379624283.27136116.029117基本公式：水跃淹没度流速系数流量消力池宽度收缩断面水深下游水深跃后水深σφQbh1hth21.050.919238.458.30.367535511.53.2713612、等宽距断面消力池的水利计算3、溅扩式矩形断面消力池计算4、等宽矩形下挖式消力池计算底流水跃消能水力计算1、计算收缩断面水深：流速系数φ取值见表或者根据经验公式计算E0为以下游河床面为基准面的上游总水头2220φ2cchgqhE+=()18122112Frhh+=111/ghvFr=()2121121812bbFrhh+=ZhhdtΔσ2=2222222112hhgbQZtLLk8.0=LLk8.0=出口水面跌落池深池长△ZdLkσh20.4826490121.452280116.0291173.4349291底流水跃消能水力计算LLk8.0=计算公式：挑距计算：流量水舌出射角鼻坎流速鼻坎水深鼻坎高程余弦函数正弦函数挑距Qθvh1h2cos（θ）sin（θ）L50.05409.980.8362.50.76604440.642787612.899642水垫深度计算流量鼻坎宽水位差冲刷系数水垫深度QbzkT50.056101.47.1904232ⅠⅡⅢⅣ间距(cm)＞15050~15020~50＜20发育程度不发育.节理(裂隙)1~2组,规则较发育.节理(裂隙)2~3组,X形,较规则发育.节理(裂隙)3组以上,不规则,呈X形或米字型很发育.节理(裂隙)3