冲刷深度计算(新计算)表格文件下载.xls
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冲刷深度计算(新计算)表格文件下载.xls
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1315.58(按矩形断面计算)序号横断面流量河宽深泓线高程断面间距累计距离位能水深断面面积流速流速水头总水头湿周QbLLZhvv2/2gE2=Z2+v2/2gx(m3/s)(m)(m)(m)(m)(m)(m)(m2)(m/s)(m)(m)(m)1横37113065.001310.440.000.001315.585.14334.13.40.58375.32横36113057.201310.6054.8354.831315.534.93282.04.00.8181316.3567.13横3625060.001310.6054.8354.831315.534.93295.80.80.0361315.5769.9水力半径R2/3流量模数坡能河段平均坡能沿程水头损失局部水头损失E1=z1+v2/2g+hf+hj设计洪水位RK=(*R2/3)/nJhfhj(m)(m3/s)(m)(m)(m)4.4382.70#0.002771316.354.2052.61#0.004170.003470.1900#REF!
4.2342.62#0.000180.002180.1190#REF!
1315.58(按矩形断面计算)白白龙龙江江杜杜坝坝段段河河道道冲冲刷刷深深度度计计算算书书参考资料城市防洪工程设计规范(CJJ50-92)防洪标准(GB50201-94)堤防工程设计规范(GB50286-98)11、护护岸岸冲冲刷刷深深度度计计算算依据堤防工程设计规范(GB5028698)顺坝及平顺护岸冲刷深度计算:
式中:
hS局部冲刷深度();
Hp冲刷处的水深();
Ucp近岸垂线平均流速();
UC泥沙的启动流速();
粘性与沙质河床采用张瑞瑾公式计算,卵石与防护岸坡在平面上的形状有关,一般取1/4-1/6.河床采用长江科学院公式计算;
d50河床的中值粒径();
H0行进水流水深();
rs,r分别为泥沙与水的重度(KN/m3),g为重力加速度(m/s2).Ucp的计算应符合下列规定:
U行近流速();
水流流速分配不均匀系数,根据水流流向与岸坡交角角查表采用。
河河道道平平顺顺段段冲冲刷刷深深度度计计算算表表河流名称及分段断面位置冲刷处的水深Hp(m)平均流速U(m/s)泥沙启动流速UC(m/s)系数n(rs-r)/rd50H0局部冲刷深度hB(m)平均流速Ucp(m/s)水流流速不均匀系数水流方向与岸坡夹角1#断面6.610.4730.910.201.600.00636.62-0.8170.4731.0015弯道凹岸冲刷深度采用水流斜冲计算公式计算水水流流斜斜冲冲岸岸坡坡冲冲刷刷深深度度计计算算表表(右右岸岸)河流名称及分段断面位置冲刷处的水深Hp(m)平均流速U(m/s)允许不冲流速UC(m/s)系数n(rs-r)/rd50H0局部冲刷深度hB(m)平均流速Ucp(m/s)水流流速不均匀系数水流方向与岸坡夹角5.013.071.110.241.080.02005.491.6733.6841.50156.552.11.140.241.080.02006.771.3692.5201.505.611.541.120.241.080.02005.730.8121.9601.755.291.81.110.241.080.02005.461.0082.2911.755.31.731.110.241.080.02005.451.0202.3072.005.371.991.110.241.080.02005.571.2482.6532.00结论:
防洪堤基础冲刷深度平顺段及凸岸段设计值取1.5m,凹岸斜冲段设计值取2m.10nccpsUUHh12UUcp7/15005008.1dHrrrgdUsc白白龙龙江江杜杜坝坝段段河河道道冲冲刷刷深深度度计计算算书书参考资料城市防洪工程设计规范(CJJ50-92)防洪标准(GB50201-94)堤防工程设计规范(GB50286-98)11、护护岸岸冲冲刷刷深深度度计计算算依据堤防工程设计规范(GB5028698)顺坝及平顺护岸冲刷深度计算:
河河道道平平顺顺段段冲冲刷刷深深度度计计算算表表(卵卵石石)河流名称及分段断面宽度(m)冲刷处的水深Hp(m)平均流速U(m/s)泥沙启动流速UC(m/s)系数n(rs-r)/r606.610.4730.910.201.6086.611.360.920.201.60106.611.270.920.201.60126.611.190.920.201.6010nccpsUUHh12UUcp桥桥头头河流名称及分段断面宽度(m)冲刷处的水深Hp(m)平均流速U(m/s)泥沙启动流速UC(m/s)系数n(rs-r)/r计算流量304.51.330.850.201.04桥桥头头33计计算算流流量量306.616.611.481.480.900.900.200.201.041.04桥桥头头2.52.5设设计计流流量量306.616.611.51.50.900.900.200.201.041.0432.56.610.7220.830.200.89356.610.690.830.200.8937.56.610.660.830.200.89406.610.6330.830.200.89二郎庙河流名称及分段断面宽度(m)冲刷处的水深Hp(m)平均流速U(m/s)泥沙启动流速UC(m/s)系数n(rs-r)/r计算流量304.51.330.920.200.92二二郎郎庙庙33计计算算流流量量305.995.991.41.40.960.960.200.200.920.92二二郎郎庙庙2.52.5设设计计流流量量305.995.991.421.420.960.960.200.200.920.9232.55.990.7220.960.200.92355.990.690.960.200.9237.55.990.660.960.200.92405.990.6330.960.200.92d50H0局部冲刷深度hB(m)平均流速Ucp(m/s)水流流速不均匀系数水流方向与岸坡夹角0.00636.62-0.8170.4731.00150.00636.700.5431.3601.00150.00636.690.4461.2701.00150.00636.680.3551.1901.0015白白龙龙江江杜杜坝坝段段河河道道冲冲刷刷深深度度计计算算书书UC泥沙的启动流速();
粘性与沙质河床采用张瑞瑾公式计算,卵石rs,r分别为泥沙与水的重度(KN/m3),g为重力加速度(m/s2).水流流速分配不均匀系数,根据水流流向与岸坡交角角查表采用。
河河道道平平顺顺段段冲冲刷刷深深度度计计算算表表(卵卵石石)d50H0局部冲刷深度hB(m)平均流速Ucp(m/s)水流流速不均匀系数水流方向与岸坡夹角0.00634.590.5231.4781.25300.00630.00636.726.720.6920.6921.4801.4801.001.0015150.00630.00636.726.720.7110.7111.5001.5001.001.0030300.00636.640.0580.8661.50300.00636.63-0.0030.8281.50300.00636.63-0.0610.7921.50300.00636.63-0.1150.7601.5030d50H0局部冲刷深度hB(m)平均流速Ucp(m/s)水流流速不均匀系数水流方向与岸坡夹角0.00934.590.6991.9002.50700.00930.00936.096.090.9460.9462.0002.0002.502.5070700.00930.00936.096.090.9660.9662.0292.0292.502.5070700.00936.020.0881.0312.50700.00936.010.0330.9862.50700.00936.01-0.0200.9432.50700.00936.01-0.0700.9042.5070桥桥头头二郎庙
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- 冲刷 深度 计算
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