天然河道水面线计算程序

桩号计算段长△s

(m)

水位z （m）河底高程Zo 流量Q （m 3

/s）水深h （m）底宽

b （m）边坡m 纵坡i 1+143

87.3725785.67717.8 1.69557240.40.0031+10043.00

87.5015885.80617.8 1.69557940.40.0031+05050.00

87.6515585.95617.8 1.69554940.40.0031+00050.00

87.8015586.10617.8 1.69555340.40.0030+95050.00

10086.25617.813.74440.40.0030+90050.00

10086.40617.813.59440.40.0030+85050.00

10086.55617.813.44440.40.0030+80050.00

10086.70617.813.29440.40.0030+75050.00

10086.85617.813.14440.40.0030+70050.00

10087.00617.812.99440.40.0030+65050.00

10087.15617.812.84440.40.0030+60050.00

10087.30617.812.69440.40.0030+55050.00

10087.45617.812.54440.40.0030+50050.00

10087.60617.812.39440.40.0030+45050.00

10087.75617.812.24440.40.0030+40050.00

10087.90617.812.09440.40.0030+35050.00

10088.05617.811.94440.40.0030+30050.00

10088.20617.811.79440.40.0030+25050.00

10088.35617.811.64440.40.0030+20050.00

10088.50617.811.49440.40.0030+15050.00

10088.65617.811.34440.40.0030+10050.00

10088.80617.811.19440.40.0030+05050.00

10088.95617.811.04440.40.0030+00050.00

10089.10617.810.89440.40.003说明：1、部分为输入参数

2、3、为试算数据（可利用菜数据-假设分析-单变量求解功能计算），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ζ修正系数α断面面积A 流速

V （m/s）(

α+ζ)Q 2/2gA 2B （m）R (m)0.0257.65237317.9 2.243998

0.25691460287.62949 1.0365770.0257.65238917.9 2.243987

0.25691209787.75849 1.036580.0257.65232317.9 2.244033

0.25692258787.90847 1.0365670.0257.65233317.9 2.244026

0.25692106688.05847 1.0365690.02533.605481130.50.136362

0.000948702100.0009 3.8843370.02533.282371128.30.138743

0.000982124100.001 3.8547350.02532.959261126.10.141189

0.001017053100.001 3.8250990.02532.636151123.90.143701

0.001053573100.0011 3.7954280.02532.313041121.70.146283

0.001091772100.0011 3.7657210.02531.989931119.50.148937

0.001131747100.0011 3.7359760.02531.666821117.40.151666

0.001173597100.0012 3.7061920.02531.343711115.20.154472

0.001217432100.0012 3.6763690.02531.02061113.10.15736

0.001263368100.0013 3.6465050.02530.697491111.00.160331

0.001311528100.0013 3.6165980.02530.374381108.90.163389

0.001362045100.0014 3.5866480.02530.051271106.90.166539

0.001415062100.0014 3.5566520.02529.728161104.80.169783

0.001470729100.0015 3.5266110.02529.405051102.80.173126

0.001529212100.0015 3.4965210.02529.081941100.80.176571

0.001590686100.0016 3.4663810.02528.75883198.80.180124

0.001655339100.0017 3.436190.02528.43572196.90.183788

0.001723375100.0017 3.4059460.02528.11261194.90.187569

0.001795013100.0018 3.3756470.02527.7895193.00.191472

0.001870486100.0019 3.3452910.02527.46639191.00.1955020.001950051100.002 3.314876算），如右图

下图

C (m 2/s)流量模数K （m 3/s ）（m）f(Z1)（m）误差

（m）

流量Q1（m3/s）40.24021324.981487.37257

17.7999740.24023324.9836324.98250.12987.50158

17.8000940.24015324.9744324.9790.15000387.65155

17.7995840.24016324.9757324.97510.15000687.80155

17.7996550.1509912902.239126.1510.00019100

706.684550.0870812616.312760.079.73E-05100

691.02350.022712334.1312476.010.000102100

675.568449.9578212055.7312195.730.000107100

660.319649.8924311781.0711919.190.000112100

645.275749.8265311510.1311646.390.000117100

630.435649.7601111242.8811377.290.000122100

615.798149.6931510979.3211111.890.000128100

601.362349.6256410719.4310850.150.000135100

587.127149.5575710463.1710592.070.000141100

573.091549.4889410210.5410337.630.000148100

559.254349.419719961.51210086.790.000156100

545.614549.34999716.0699839.5550.000164100

532.17149.279479474.199595.8920.000172100

518.922849.208419235.8589355.7830.000181100

505.868849.136729001.059119.210.000191100

493.007849.064388769.7498886.1520.000201100

480.338948.991368541.9348656.5910.000211100

467.86148.917668317.5858430.5060.000223100

455.572948.843258096.6838207.8770.000235100443.47360K s K Q 22