溢洪道水面线水力计算.xls
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溢洪道水面线水力计算.xls
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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):
0.27525461泄槽糙率(n):
0.02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A1000.275254610.021.3960.1982.2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不均匀系数水面宽Bk1000.275254610.021.0512.3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Bk1000.021.050.51812.4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hk0.1980.01200789为陡坡,水面线为S降水曲线niARQ/2132213)(kkBgAQkkkkBRgni3123、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,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0.5180.5182.20077220.246860260.725613940.14153268出口断面0.835584550.835584551.364314360.094870220.86714662泄槽段水位差:
、计算式hkh0h不均匀系数h=hk-h00.5180.83558455-0.31758461分段并确定各段计算水深:
h1h2h3h4h5h60.5180.581516910.645033820.708550730.772067640.83558455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hAvhESES10.5180.5182.20077220.246860260.725613940.0077224420.581516910.581516911.960390110.195878150.733336380.0220273730.645033820.645033821.767349190.159200980.755363740.0314412440.708550730.708550731.608917960.131937670.786804980.0378888750.772067640.772067641.476554560.111121990.824693850.04245278Jigvhgvhl/2/cos2/cos111122222160.835584550.835584551.364314360.094870220.86714662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hLsAvh10.51810.5182.20077220.2468602610.338198520.1610.167.1252.58744266-3.539212730.1510.157.62.94393476-10.90661540.7553878310.755387831.509158540.11608356-0.141071450.6886107810.688610781.655507040.13968927-0.082790360.6415042710.641504271.777073140.16095764-0.049380170.6065279610.606527961.879550630.1800566-0.029058680.5796603210.579660321.966669030.19713492-0.771379490.5585164463.351098640.340186940.00589843-0.0555328100.5415803163.249481840.350825160.00627314、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(0.04245278断面水深流速修正系数掺气后水深边墙加高边墙高hvhqhhb10.5182.20077220.5180.71.21820.581516911.960390110.581516910.71.2815169130.645033821.767349190.645033820.71.3450338240.708550731.608917960.708550730.71.4085507350.772067641.4765545610.783467640.71.4834676460.835584551.364314361.10.848124550.71.54812455水力半径R计算流量Q正常水深h00.141833811.412610220.198段面积Ak计算流量Q临界水深hk0.5181.139552910.518段面积Ak湿周k水力半径Rk临界坡降ik0.5182.0360.254420430.01200789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-Js2.0360.2544204339.80112390.007761760.267492850.529108292.67116910.3128160441.195664湿周水利半径曼宁系数平均坡降分段长度渠道总长度RCii-jsL2.0360.2544204339.80112390.010348750.264905860.0291516402.163033820.2688431940.16858290.007761480.267493130.082347410.029151642.290067640.2816658440.48172720.006010470.269244140.116775930.111499052.417101460.2931406740.75203960.004776540.270478070.14008110.228274992.544135280.3034695740.98791840.003877750.271376860.156434770.368356093422/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)Jigvhgvhl/2/cos2/cos11112222212.67116910.3128160441.1956640.52479086断面比能比能损失湿周水利半径平均坡降总长度断面ESESRiL0.725613942.0360.2544204312.009706310.0808584310.33819852.735320241.320.1212121220.347249750.373369586.798985863.082571.30.115384623-2.26833060.06727711-4.10762940.814239362.510775670.300858354-0.0381120.00509379-4.24870090.776127392.377221570.289670435-0.02226910.00627254-4.33149120.753858272.283008530.280990746-0.01322740.0073861-4.38087130.740630912.213055910.274068077-0.00775370.00842482-4.40992980.732877222.159320640.268445698-0.21077840.00200594-5.18130930.522098817.117032880.470856149-0.01527830.00013262-5.23684210.506820527.083160610.4587615610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)0.003877750.271376860.156434770.36835609底流水跃消能水力计算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QbE0hcv9.9740.90326.070.416.07926832、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)0.416.07926833.03127181.564529677.9662546953、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b1b2h1v1Fr1h2Lk560.416.079268293.0312717931.42821366.37300384、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Qbh1hth21.050.959.9740.410.81.564529722202cchgqhE18122112Frhh111/ghvFr2121121812bbFrhhZhhdt22222222112hhgbQZtLLk8.0LLk8.0出口水面跌落池深池长ZdLk0.4308721190.4118846.3730038LLk8.0挑流消能水力计算计算公式:
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Qvh1h2cos()sin()50.05409.980.8362.50.76604440.6427876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.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0.81.11.41.821221121cos2sincoscossin1hhgvvvgL糙率取值表水流边壁类型及其表面特征糙率n值1.混凝土衬砌挑距
(1)壁面顺直,有抹光的水泥浆面层或经磨光表面光滑者0.0110.012L
(2)壁面顺直,采用钢模且拼接良好者0.0120.01312.899642(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
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