1、水水库库z zv v曲曲线线库水位z（m）116118120122库容v（104m3）02082210水水库库设设计计洪洪水水过过程程线线Q Qt t时间t（h）081624流量Q（m3/s）0100480840取计算时段为8h，起调水位为132m,流量系数m=1.6,堰顶宽B=40m,汛期水轮机的过水能力Q电=10m3/s水水库库q qV V曲曲线线库水位z（m）132133134135堰上水头H（m）0123泄流能力q（m3/s）q=m1BH3/21074.0191.0342.6库容v（104m3）2730312036004000某某水水库库调调洪洪计计算算表表时时间间t(h)t(h)时时
2、段段tt（h h）Q Q（m m3 3/s/s）（Q Q1 1+Q+Q2 2)/2)/2（m m3 3/s/s）（Q Q1 1+Q+Q2 2)t/2)t/2（10104 4m m3 3）008810050144.0168480290835.22488406601900.82847307851130.429.84081.8408656.37693.184459.4300.1592650653.18437.4322560605435.64083404501296.0488210275792.0568132171492.564881106.5306.77282151146.9某水库Q、q过程线605
3、04030201000100200300400500600700800900t（h）Q(q)（m3/s）1241261281301324187321212170027302830324048730650560340210136137138456522.0725.5950.6446048805280q q（q q1 1+q+q2 2)/2)/2（m m3 3/s/s）（q q1 1+q+q2 2)t/2)t/2（10104 4m m3 3）V V（10104 4m m3 3）Z Z（m m）10273013218.65314.326541.32832.7132.26344145.5282.086
4、5236.43431.5133.64902498.93322.225928.04404.3135.87896642.02570.475821.54713.2136.60295656.37649.195430.24742.4136.67236656.28656.32737.64742.2136.67193640.99648.637467.04710.8136.59712水水库库z zv v曲曲线线水水库库设设计计洪洪水水过过程程线线Q Qt t取计算时段为8h，起调水位为132m,流量系数m=1.6,堰顶宽B=40m,汛期水轮机的过水能力Q电=10m3/s某某水水库库调调洪洪计计算算表表488.
5、97564.981627.14379.6135.82532308.11398.541147.84023.9135.05185154.055443.74072.700.04379.400.04526.3某水库Q、q过程线60504030201000100200300400500600700800900t（h）Q(q)（m3/s）1341361373600446048805664721328121q计算误差18.653-5E-04145.53-0.005498.94-0.007642.02-0.005656.37-0.004656.28-1E-03640.82 0.1651Z-V曲线5600520
6、048004400400036003200280024002000160012008004000116117118119120121122123124125126127128129130131132133134135136137138139140141VZq-V曲线573052304730423037303230273001002003004005006007008009001000Vq488.83 0.13923080.1094Z-V曲线560052004800440040003600320028002400200016001200800400011611711811912012112212
7、3124125126127128129130131132133134135136137138139140141VZq-V曲线573052304730423037303230273001002003004005006007008009001000Vq水水库库z zv v曲曲线线库水位z（m）116118120122124库容v（104m3）02082210418水水库库设设计计洪洪水水过过程程线线Q Qt t时间t（h）08162428流量Q（m3/s）0100480840730取计算时段为8h，起调水位为132m,流量系数m=1.6,堰顶宽B=40m,汛期水轮机的过水能力Q电=10m3/s水水
8、库库q qV V曲曲线线库水位z（m）132133134135136堰上水头H（m）01234泄流能力q（m3/s）q=m1BH3/21082.0213.6384.1586.0库容v（104m3）27303120360040004460某某水水库库调调洪洪计计算算表表时时间间t(h)t(h)时时段段tt（h h）Q Q（m m3 3/s/s）（Q Q1 1+Q+Q2 2)/2)/2（m m3 3/s/s）（Q Q1 1+Q+Q2 2)t/2)t/2（10104 4m m3 3）q q00108810050144.018.653168480290835.2145.522488406601900.
9、8498.932847307851130.4642.02302650690496.8656.47322560605435.6640.984083404501296.0488.966488210275792.0336.53568132171492.564881106.5306.77282151146.9807060504030201000100200300400500600700800900126128130132134136732121217002730360044603032404856646505603402101328113713856815.01068.248805280（q q1 1
10、+q+q2 2)/2)/2（m m3 3/s/s）（q q1 1+q+q2 2)t/2)t/2（10104 4m m3 3）V V（10104 4m m3 3）Z Z（m m）q计算误差273013214.326541.32832.7132.2634351 18.653 0.0082.0865236.43431.5133.649022145.53-0.01322.225928.04404.3135.8789621 498.94-0.01570.475821.54713.2136.602949642.02 0.00649.245467.54742.6136.6728147 656.47 0.00
11、648.725467.14711.1136.5978575 640.98 0.00564.9731627.14380.0135.826039488.97 0.00水水库库z zv v曲曲线线水水库库设设计计洪洪水水过过程程线线Q Qt t取计算时段为8h，起调水位为132m,流量系数m=1.6,堰顶宽B=40m,汛期水轮机的过水能力Q电=10m3/s某某水水库库调调洪洪计计算算表表412.7481188.73983.3134.9636167 336.52 0.01168.265484.63991.100.04297.900.04444.78070605040302010001002003004
12、0050060070080090013748807221Z-V曲线5600520048004400400036003200280024002000160012008004000116117118119120121122123124125126127128129130131132133134135136137138139140141V(104m3)Z(m)q-V曲线573052304730423037303230273001002003004005006007008009001000VqZ-V曲线56005200480044004000360032002800240020001600120080
13、04000116117118119120121122123124125126127128129130131132133134135136137138139140141V(104m3)Z(m)Z-V曲线5600520048004400400036003200280024002000160012008004000116117118119120121122123124125126127128129130131132133134135136137138139140141V(104m3)Z(m)Z-V曲线56005200480044004000360032002800240020001600120080
14、04000116117118119120121122123124125126127128129130131132133134135136137138139140141V(104m3)Z(m)q-V曲线573052304730423037303230273001002003004005006007008009001000Vq某某水水库库Z-VZ-V曲曲线线库库容容（万万m m3 3）0 01 13 36 69 91414水水位位（m m）962.3962.3964.3964.3966.3966.3968.3968.3970.3970.3972.3972.3某某水水库库泄泄流流曲曲线线水水位位高高
15、程程(m)(m)泄泄流流量量Q(m3/sQ(m3/s)983.85983.852.042.04984.35984.353.903.90984.85984.857.007.00985.35985.359.739.73985.85985.8515.9015.90986.35986.3516.6616.66986.85986.8517.4017.40987.35987.3518.1018.10987.85987.8518.7818.78988.35988.3519.4419.44988.85988.8520.0720.07989.35989.3520.6820.68989.85989.8521.28
16、21.28990.35990.3521.8921.89p=p=0.330.33t tQWQqWqVZ0 00 00 057.2257.22986.575986.5750.310.3134.834.81.941.9417.0717.070.9530.95358.2158.21986.626986.6260.780.7834834832.3832.3819.1519.153.0643.06487.5387.53988.130988.1301.441.44434346.4546.4522.4822.484.9454.945129.04129.04990.837990.8371.79711.79712
17、2.8022.804.234.2322.8022.802.9102.910130.36130.36991.101991.1012.22.20 01.651.6522.4022.403.2783.278128.73128.73990.776990.776某某水水库库q qz z曲曲线线25252020151510105 50 0980980982982984984986986988988990990992992q(m3/s)Z(m)Z(m)20203030404054547474103103136136175175180180190190974.3974.3976976978978980.398
18、0.3982982984.3984.3986.3986.3 988.3988.3989989989989水位高程(m)泄流量Q(m3/s)q*q*986.3986.626988.3983.852.0360 051.8558.2190.85984.353.89717.06917.069984.857.00219.14719.147986.3988.130988.3985.359.73222.47622.47651.8587.5390.85985.8515.89522.7953422.79534986.3516.66322.40222.402990.2990.837990.8986.62617.0
19、69125.85129.04135.85986.8517.398某某水水库库Z-VZ-V曲曲线线某某水水库库q qz z曲曲线线25252020151510105 50 0980980982982984984986986988988990990992992q(m3/s)Z(m)Z(m)987.3518.102990.2991.101990.8987.8518.781125.85130.36135.85988.13019.14697988.3519.435990.2990.776990.8125.85128.73135.85988.8520.069989.3520.682989.8521.279990.3521.887990.8522.492990.8522.492990.83722.47608#22.8991.3523.097991.3523.097990.8522.492990.77622.40218991.3523.097200200205205990990990990
