水闸计算书

堤围防洪标准P=3.33%30年一遇水闸防洪标准P=2%50年一遇设计洪(潮)水位（P=2%）m2.58珠基设计洪(潮)水位（P=3.33%）m2.5珠基历史最高洪(潮)水位m2.8珠基内河最高控制水位m1.5珠基内河设计水位m0珠基内河枯水期设计水位(P=10%)m外河枯水期设计水位(P=10%)m1.97工程等别等Ⅲ规模中型水闸级别级3抗震设防烈度度Ⅶ基底摩擦系数0.15淤泥质土地基允许渗透坡降0.20淤泥质粉细砂承载力特征值fakkPa50淤泥质土土样性质层底标高分层厚度含水量w天然容重γ干容重γd饱和容重γm孔隙比e（m）（m）%（kN/m3）（kN/m3）（kN/m3）2#素填土-1.7532.95%18.714.121.550.92淤泥质土-17.71637.00%18.313.321.211粉质粘土-22.7525.70%1915.121.740.8淤泥质土-30.7831.60%1914.521.680.87中粗砂-60.229.5中风化花岗岩上浪水闸工程地质资料项目孔位土粒比重Gs浮容重γ'凝聚力Cuu内摩擦角φuu压缩系数αv压缩模量Es（kN/m3）（kPa）(°)Mpa-1Mpa2.78.8612.713.90.553.522.678.354.570.732.742.79.5212150.583.152.689.055.570.613.1225.2上浪水闸工程地质资料水闸级别12345p(%)1251020hm/Hm0.02.422.231.951.711.430.12.262.091.871.651.410.22.091.961.761.591.370.31.931.821.661.521.340.41.781.681.561.441.300.51.631.561.461.371.25水闸级别—波列累计频率p(%)—波高与平均波高之比p(%)序号项目名称单位设计工况校核工况一、波浪要素计算1计算风速v0m/s27.319.32风区长度Dm9509503风区平均水深Hmm7.988.204闸前水深Hm4.985.205重力加速度gm/s29.819.816平均波高hmm0.410.297平均波周期Tms2.852.378假定平均波长Lm12.558.769计算平均波长Lmm12.558.76二、波高计算1水闸级别332波列累积频率5%5%3hm/Hm0.050.034hp/hm1.911.925累积频率p=5%的波高hp=hp/hm*hmm0.790.556波浪中心线超出设计水位的高度hzm0.160.11三、闸顶高程计算1设计洪(潮)水位(P=2%)/历史最高水位m2.582.802安全加高A（m）m0.40.33计算闸顶超高y=hp+hz+Am1.350.964计算闸顶高程m3.933.765通航要求闸顶高程m4.504.506设计闸顶高程m4.504.50上浪水闸闸顶高程计算表序号符号项目名称单位计算1Q设计流量m3/s9.82B0闸孔总净宽m3.23B上游河道总宽m3.24m流量系数0.3855H上游堰上水深m1.26hs下游堰上水深m07v0上游行近流速v0=Q/HBm/s2.558H0堰上总水头H0=H+v02/2gm1.539σ淹没系数0.0001.00010N闸孔数孔211b0闸孔净宽m1.6012dz中闸墩厚度m0.713bb边闸墩至河道水边线的垂直距离m014εz中闸墩侧收缩系数0.95215εb边闸墩侧收缩系数0.97116ε水闸侧收缩系数0.96217Q'计算流量Q'=σεmB0(2g)1/2H03/2m3/s9.95高淹没度hs/H0≥0.9序号符号项目名称单位计算1Q设计流量m3/s1602B0闸孔总净宽m263B上游河道总宽m454H上游堰上水深m3.55Δh上下游水位差m0.1556hs下游堰上水深m3.3457v0上游行近流速v0=Q/HBm/s1.028H0堰上总水头H0=H+v02/2gm3.559hs/H0淹没度判别0.9410μ0综合流量系数0.96211Q'计算流量Q'=μ0hsB0(2g(H0-hs))1/2m3/s168.85上浪水闸水力计算一、水闸过流能力计算序号符号项目名称单位工况（一）1Q设计流量m3/s9.80B0闸孔总净宽m3.22q过闸单宽流量m3/s.m3.06b1消力池首端宽度m33b2消力池末端宽度m3H上游设计堰上水深m3.6510d'假定消力池深度m0.7711T0池底板以上总势能m4.4212α水流动能校正系数1.0513φ流速系数0.9514hc收缩水深m0.37241771815方程式左=T0hc2-hc30.5616方程式右=αq2/2gφ20.5617hc跃后水深m2.1418σ0水跃淹没系数1.0519hs'出池河床水深m1.2120ΔZ出池落差m0.2721d消力池计算深度m0.77序号符号项目名称单位1hc消力池跃后水深m2.142hc消力池收缩水深m0.3724177183Lj水跃长度Lj=6.9(hc-hc)m12.224Ls消力池斜坡段水平投影长m12.885β水跃长度校正系数0.86Lsj消力池长度Lsj=Ls+βLjm22.65序号符号项目名称单位计算数值1Q设计流量m3/s9.82B1消力池首端宽度m33q消力池首端单宽流量qm3/s.m3.27二、消力池深度计算三、消力池长度计算四、消力池底板厚度计算4k1消力池底板计算系数0.25ΔH'水闸上下游水位差m2.446t底板厚度t=k1√qs√ΔH'm0.45序号符号项目名称单位计算数值1Q设计流量m3/s9.82B2消力池末端宽度m33qs消力池末端单宽流量qs=Q/23m3/s.m3.274Ks海漫长度计算系数135ΔH'水闸上下游水位差m2.446√qs√ΔH'2.267Lp海漫长度Lp=Ks√qs√ΔH'm29.37序号符号项目名称单位计算数值一）内河侧护底首端河床冲刷深度1Q设计流量m3/s9.802hm'上游护底首端河床水深m1.23b'上游护底首端河宽m34qm'上游护底首端单宽流量m3/s.m3.275[v0]河床土质允许不冲流速m/s0.66dm'内河侧护底首端河床冲刷深度m3.16二）海漫末端河床冲刷深度序号符号项目名称单位计算数值1Q设计流量m3/s9.802b海漫末端河宽m34.73qm海漫末端单宽流量m3/s.m0.284[v0]河床土质允许不冲流速m/s0.85hm海漫末端河床水深m3.86dm海漫末端河床冲刷深度m-3.41六、河床冲刷深度计算五、海漫长度计算项目闸孔净宽b闸前水头H闸门开度e流量系数μe/H垂直收缩系数ε收缩水深hc收缩断面流速ｖc共轭水深hc下游水深ht潜流比淹没系数σs设计流量Qmmmmm/sm(ht-hc/H-hc)m3/s124.90.100.596####0.6150.069.511.033.900.740.412.88124.90.200.593####0.6150.129.451.443.900.710.446.14124.90.300.589####0.6150.189.391.733.900.680.459.36124.90.400.586####0.6150.259.341.973.900.660.4712.95124.90.500.582####0.6150.319.282.173.900.630.517.12124.90.600.578####0.6160.379.212.353.900.610.5120.83124.90.700.575####0.6170.439.142.503.900.580.5325.09124.90.800.571####0.6180.499.062.643.900.560.5529.57124.90.900.568####0.6190.568.992.763.900.530.5734.26124.91.000.564####0.6200.628.922.883.900.510.5838.49124.91.100.560####0.6210.688.852.983.900.480.643.53124.91.200.557####0.6220.758.783.073.900.450.6248.75124.91.300.553####0.6230.818.713.163.900.430.6353.32124.91.400.550####0.6240.878.643.233.900.400.6558.86124.91.500.546####0.6250.948.573.313.900.370.6764.58124.91.600.543####0.6271.008.483.373.900.350.6869.45124.91.700.539####0.6281.078.413.433.900.320.775.46124.91.800.535####0.6291.138.353.483.900.290.7180.50124.91.900.532####0.6291.208.293.543.900.270.7285.59124.92.000.528####0.6301.268.223.583.900.240.7593.2217104.41.000.560####0.6210.628.382.693.400.420.6332.7819124.41.000.560####0.6210.628.382.693.400.420.6339.3421144.41.000.560####0.6210.628.382.693.400.420.6345.89104.91.000.564####0.6210.628.912.873.900.510.5832.08124.91.000.564####0.6210.628.912.873.900.510.5838.49144.91.000.564####0.6210.628.912.873.900.510.5844.91104.41.000.560####0.6210.628.382.693.900.710.4422.89124.41.000.560####0.6210.628.382.693.900.710.4427.47144.41.000.560####0.6210.628.382.693.900.710.4432.05坐标(e,Q)0,0287.710838999592,500613.806687212392,1000935.929950145795,15001295.42394519979,20001712.07283861835,25002082.64512153806,30002509.35802572971,35002957.46295587463,40003426.45277342652,45003849.45050357061,50004352.51657367146,55004875.03063863139,60005331.85297303062,65005885.82307471693,70006457.80427871447,75006945.15481681785,80007545.97184171918,85008049.98303365631,90008559.0694530152,95009321.5522573863,100000.360.430.50序号项目单位方案一（17m）方案一（19m）方案一（21m）1进洪闸孔净宽bm1012142闸前水头Hm4.44.44.43闸门开度em1.001.001.004流量系数μ0.5600.5600.5605e/H0.230.230.236垂直收缩系数ε0.6210.6210.6217收缩水深hcm0.620.620.628收缩断面流速ｖcm/s8.388.388.389共轭水深hcm2.692.692.6910下游水深htm3.903.903.901