溢洪道水面线+消力池计算.xls

1、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）：02、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湿周段面积A8.3000.3510.01858.94603022.681025342.2 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

2、底i糙率n不均匀系数水面宽Bk8.3000.3510.01851.058.32.3 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 临界水深hk水面宽Bk8.3000.01851.051.319427918.32.4 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hk0.32301510.00421263为陡坡，水面线为S降水曲线niA RQ/2132=213)(kkBgAQ=kkkkBRgni312=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，

3、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hAvhESES进口断面1.31942791 10.9512517 3.51101419 0.65971364 1.816586727.00780681出口断面0.36753551 3.05054473 12.6043062 8.50213876 8.82439353泄槽段水位差：、计算式hkh0h不均匀系数h=hk-h01.31942791 0.367535510.95189241.05分段并确定各段计算水深：h1h2h3h4h5h61.31942791 1.12904943 0.93867

4、095 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hAvhESES11.31942791 10.9512517 3.51101419 0.65971364 1.816586720.0743131121.12904943 9.371110284.10303570.90095041 1.890899820.2355929430.93867095 7.79096889 4.93520133 1.30346701 2.126492760.5806961740.748292476.2

5、1082756.19080146 2.05108684 2.707188931.4717000350.55791399 4.63068612 8.30330517 3.68971053 4.178888964.64550457()()()Jigvhgvhl/2/cos2/cos1111222221+=60.36753551 3.05054473 12.6043062 8.50213876 8.82439353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hLsAvh11.95611.73.28632479 0.577977941.8

6、442521621.0477332666.28639959 6.116378612.00206892.4923798330.8584770165.15086207 7.46476988 2.982106462.5038108840.7553878364.5323278.48350086 3.851594092.4545106950.6886107864.13166479.30617627 4.634819712.3785980760.6415042763.84902569.98954125 5.340493432.2862202470.6065279663.63916773 10.565602

7、6 5.974187352.1819951380.5796603263.47796193 11.0553252 6.540837162.0692138390.5585164463.35109864 11.4738491 7.045447141.94977445100.5415803163.24948184 11.8326558 7.492983164、掺气水深及边墙高计算计算公式：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）hvhb)1001(+=4.64550457断面水深流速修正系数掺气后水深边墙加高边墙高hvhqhhb11.31942791 3.5110

8、14191.319427910.72.0194279121.129049434.10303571.129049430.71.8290494330.93867095 4.935201330.938670950.71.6386709540.74829247 6.190801460.748292470.71.4482924750.55791399 8.3033051710.604239290.71.3042392960.36753551 12.60430621.10.418493340.71.11849334水力半径R计算流量Q正常水深h00.29968883 38.45000970.3230151

9、01段面积Ak计算流量Q临界水深hk10.9512517 38.45000911.319427911段面积Ak湿周k水力半径Rk临界坡降ik10.9512517 10.93885581.0011331930.004212627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湿周水利半径曼宁系数平均坡降渠道长度RCJi-Js10.9388558 1.0011331954.064258190.1177415640.23325844 30.04310139.03507102 0.3376337345.10616554湿周水利半径曼宁系数平均坡降分段长度RCii-js10.9388558 1.0

10、011331954.064258190.0053565690.34564343 0.2149993310.5580989 0.8875755452.990232580.0090175720.34198243 0.6889036410.1773419 0.7655209951.699672170.0170702450.33392975 1.738977039.79658494 0.6339788350.100346730.038761980.31223802 4.713391489.41582798 0.4917980848.024119350.1215279820.22947202 20.24

11、431823422/RvnJ=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。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）9.03507102 0.3376337345.10616554断面比能比能损失湿周水利半径平均坡降总长度ESESRiL2.287735999.91.1818181820.632984390.00777991 1.844252162.920720378.0954665290.7765333310.814097870.02436525 4.336631993.734818257.7169540230.6674734690.779099140.

12、03983467 6.840442864.513917397.5107756670.6034432660.724675560.05575763 9.294953555.238592957.3772215670.5600570160.664370780.07168809 11.67355165.902963737.2830085330.5284939020.603026720.08723419 13.95977196.505990457.2130559110.5045250970.54309230.1021028816.1417677.049082757.1593206430.485794966

13、0.486071040.11609386 18.21098087.535153797.1170328810.4708561420.432686440.12908385 20.16075537.967840237.0831606120.458761564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）0.1215279820.22947202 20.2443182渠道总长度L00.214999330.903902972.642887.35627148控制断面的选择和上游堰型有关，见溢洪道设计规范附A.327.6005897断面123456789107.35627148底流水

14、跃消能水力计算1、计算收缩断面水深：基本公式：流速系数取值见表或者根据经验公式计算上游总水头E0：E0为以下游河床面为基准面的上游总水头流量底宽流速系数上游总水头 收缩断面水深断面流速QbE0hcv38.458.30.91929.95091880.3675355112.6043062、等宽距断面消力池的水利计算基本公式：跃前水深跃前流速弗劳德数跃后水深消力池长h1v1Fr1h2L(5.5Fr19)0.3675355 12.604306 6.6379624 3.27136104 20.036396163、溅扩式矩形断面消力池计算基本公式：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b

15、1b2h1v1Fr1h2Lk8.38.30.3675355 12.6043062 6.6379624283.27136116.0291174、等宽矩形下挖式消力池计算基本公式：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Qbh1hth21.050.919238.458.30.367535511.53.27136122202cchgqhE+=()18122112Frhh+=111/ghvFr=()2121121812bbFrhh+=Zhhdt2=2222222112hhgbQZtLLk8.0=LLk8.0=出口水面跌落池深池长ZdLkh20.482649012 1.45228

16、01 16.0291173.4349291LLk8.0=挑挑流流消消能能水水力力计计算算计算公式：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Qvh1h2cos（）sin（）L50.05409.980.8362.50.7660444 0.6427876 12.899642水垫深度计算流量鼻坎宽水位差冲刷系数水垫深度QbzkT50.056101.47.1904232综合冲刷系数取值表类别节理裂隙间距(cm)15050150205020发育程度不发育.节理(裂隙)12组,规则较发育.节理(裂隙)23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.

17、节理(裂隙)3组以上,杂乱,岩体被割成碎石状完整程度巨块状大块状块(石)碎(石)状碎石状类别岩基构造特征结构类型整体结构砌体结构镶嵌结构压碎结构裂隙性质多为原生型或构造型,多密闭,延展不长以构造型为主,多密闭,部分微张,少有充填,胶结好以构造或风化型为主,大部分微张,部分张开,部分为粘土充填,胶结较差以风化或构造型为主,裂隙微张或张开,部分为粘土充填,胶结很差k范围0.60.90.91.21.21.61.62.0平均0.81.11.41.8()21221121cos2sincoscossin1hhgvvvgL+=糙糙率率取取值值表表水流边壁类型及其表面特征糙率n值1.混凝土衬砌(1)壁面顺直,

18、有抹光的水泥浆面层或经磨光表面光滑者0.0110.012(2)壁面顺直,采用钢模且拼接良好者0.0120.013(3)壁面顺直,采用木模拼接且缝间凹凸度在35mm之内者0.0130.014(4)壁面不够顺直,木模拼接不良,缝间凹凸度达520mm者0.0140.016(5)粗糙的混凝土0.0160.0182.喷混凝土围岩表面平整0.0200.025围岩表面高低不平整0.0250.0303.喷浆护面0.0160.0254.水泥浆砌块石护面(1)渠底,壁面较顺直,砌石面较平整,拼接良好,1m2 内不平整度约3050mm者0.0150.020(2)平整度较差0.0200.0305.干砌块石或乱石护坡(1)渠底,壁面欠顺直,干砌石拼接一般0.0210.023(2)干砌块石平整度较差或乱石护坡0.0230.0356.岩石(1)经过良好修整的0.0250.030(2)经过中等修整的0.0300.033(3)未经修正,凹凸甚大者0.0350.0457.土(1)平整顺直,养护良好0.0200.023(2)平整顺直,养护一般0.0230.025(3)床面多石,杂草丛生,养护较差0.0250.028