天然河道水面线计算程序.xls

天然河道水面线计算程序.xls

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桩号计算段长s（m）水位z（m）河底高程Zo流量Q（m3/s）水深h（m）底宽b（m）边坡m纵坡i1+14387.3725785.67717.81.69557240.40.0031+10043.0087.5015885.80617.81.69557940.40.0031+05050.0087.6515585.95617.81.69554940.40.0031+00050.0087.8015586.10617.81.69555340.40.0030+95050.0010086.25617.813.74440.40.0030+90050.0010086.40617.813.59440.40.0030+85050.0010086.55617.813.44440.40.0030+80050.0010086.70617.813.29440.40.0030+75050.0010086.85617.813.14440.40.0030+70050.0010087.00617.812.99440.40.0030+65050.0010087.15617.812.84440.40.0030+60050.0010087.30617.812.69440.40.0030+55050.0010087.45617.812.54440.40.0030+50050.0010087.60617.812.39440.40.0030+45050.0010087.75617.812.24440.40.0030+40050.0010087.90617.812.09440.40.0030+35050.0010088.05617.811.94440.40.0030+30050.0010088.20617.811.79440.40.0030+25050.0010088.35617.811.64440.40.0030+20050.0010088.50617.811.49440.40.0030+15050.0010088.65617.811.34440.40.0030+10050.0010088.80617.811.19440.40.0030+05050.0010088.95617.811.04440.40.0030+00050.0010089.10617.810.89440.40.003说明：

1、部分为输入参数2、为试算数据（可利用菜数据-假设分析-单变量求解功能计算），如右图3、采用公式为水力学（上）河海大学、赵振兴P364，如下图糙率n湿周X局部损失修正系数断面面积A流速V（m/s）（+）Q2/2gA2B（m）R（m）0.0257.65237317.92.2439980.25691460287.629491.0365770.0257.65238917.92.2439870.25691209787.758491.036580.0257.65232317.92.2440330.25692258787.908471.0365670.0257.65233317.92.2440260.25692106688.058471.0365690.02533.605481130.50.1363620.000948702100.00093.8843370.02533.282371128.30.1387430.000982124100.0013.8547350.02532.959261126.10.1411890.001017053100.0013.8250990.02532.636151123.90.1437010.001053573100.00113.7954280.02532.313041121.70.1462830.001091772100.00113.7657210.02531.989931119.50.1489370.001131747100.00113.7359760.02531.666821117.40.1516660.001173597100.00123.7061920.02531.343711115.20.1544720.001217432100.00123.6763690.02531.02061113.10.157360.001263368100.00133.6465050.02530.697491111.00.1603310.001311528100.00133.6165980.02530.374381108.90.1633890.001362045100.00143.5866480.02530.051271106.90.1665390.001415062100.00143.5566520.02529.728161104.80.1697830.001470729100.00153.5266110.02529.405051102.80.1731260.001529212100.00153.4965210.02529.081941100.80.1765710.001590686100.00163.4663810.02528.75883198.80.1801240.001655339100.00173.436190.02528.43572196.90.1837880.001723375100.00173.4059460.02528.11261194.90.1875690.001795013100.00183.3756470.02527.7895193.00.1914720.001870486100.00193.3452910.02527.46639191.00.1955020.001950051100.0023.314876为试算数据（可利用菜数据-假设分析-单变量求解功能计算），如右图采用公式为水力学（上）河海大学、赵振兴P364，如下图C（m2/s）流量模数K（m3/s）（m）f（Z1）（m）误差（m）流量Q1（m3/s）40.24021324.981487.3725717.7999740.24023324.9836324.98250.12987.5015817.8000940.24015324.9744324.9790.15000387.6515517.7995840.24016324.9757324.97510.15000687.8015517.7996550.1509912902.239126.1510.00019100706.684550.0870812616.312760.079.73E-05100691.02350.022712334.1312476.010.000102100675.568449.9578212055.7312195.730.000107100660.319649.8924311781.0711919.190.000112100645.275749.8265311510.1311646.390.000117100630.435649.7601111242.8811377.290.000122100615.798149.6931510979.3211111.890.000128100601.362349.6256410719.4310850.150.000135100587.127149.5575710463.1710592.070.000141100573.091549.4889410210.5410337.630.000148100559.254349.419719961.51210086.790.000156100545.614549.34999716.0699839.5550.000164100532.17149.279479474.199595.8920.000172100518.922849.208419235.8589355.7830.000181100505.868849.136729001.059119.210.000191100493.007849.064388769.7498886.1520.000201100480.338948.991368541.9348656.5910.000211100467.86148.917668317.5858430.5060.000223100455.572948.843258096.6838207.8770.000235100443.47360KsKQ22