闸前水位εmB（2g）1/2H0H03/2Q坝m

472.6010.44114.004.430.000.000.000.402

473.1010.44114.004.430.000.000.000.365

473.8510.44114.004.430.000.000.000.365

474.0510.44114.004.430.000.000.000.365

474.3510.44114.004.430.300.1636.510.365

474.8510.44114.004.430.800.721590.365

475.3510.44114.004.431.301.483290.365

475.6510.44114.004.431.602.024500.365

476.3510.44114.004.432.303.497750.365

476.8510.44114.004.432.804.6910410.365

477.3510.44114.004.433.305.9913320.365

477.8510.44114.004.433.807.4116460.365

478.0510.44114.004.434.008.0017770.365

478.3510.44114.004.434.308.9219810.365

478.9910.44114.004.434.9410.9924420.365

479.3510.44114.004.435.3012.2027110.365 联合堰上游H-Q关系曲线

1、计算公式见《水力计算手册》P151--153；2、当H=0.00m时，对应于冲砂闸水头H=1.70m，对应坝顶高程508.45。冲沙闸底板高程506.750。B（2g）1/2H0H03/2Q冲Q总

22.004.4290.250.1254.904.90

6.004.4290.7500.6506.306.30

6.004.4291.5001.83717.8217.82

6.004.4291.7002.21721.5021.50

6.004.4292.0002.82827.4463.95

6.004.4292.5003.95338.34197

6.004.4293.0005.19650.41380

6.004.4293.3005.99558.15508

6.004.4294.0008.00077.60853

6.004.4294.5009.54692.601134

6.004.4295.00011.1801081440

6.004.4295.50012.8991251771

6.004.4295.70013.6091321909

6.004.4296.00014.6971432124

6.004.4296.64317.1221662608

6.004.4297.00018.5201802891

-Q关系曲线