渗流计算表

702411738433水跃淹没系水流动能校消力池渠首收缩水深流量数正系数宽σoαhcQb111.0513.984335021.0510.824433501.0513.333501.0510.233433501.0510.28433501.0510.2843350试算初期用规范要求1-函数方程实际计算流总净宽1.1；后期1.05计算量精确计算用消力池渠尾宽b2505050505050总净宽跃后水深hc″7.25466808收缩水深hc0.28消力池长度计算水跃长度校正系数斜坡投影长水跃长度（0.7—度0.8）βLjLs0.848.12520982消力池长度Lsj40.50016781作图计算上游水位H33下游水位H'00水平投影长度Lo17垂直投影长度So2式1式2改进阻力系数法阻力系数计算位置ξo=0.441+1.5（S/T)^(3/2)进出口段内部垂直段ξy=2/π*ln ctg[π/4(1-S/T)

内部水平段ξx=[Lx-0.7*（S1+S2）]/T水平段长度Lx无0.6无10.75无无8.75无1无0无0无无sincostancotln0.50.965925830.267949193.732050813.40119738进出口段内部水平段内部垂直段内部水平段内部垂直段内部垂直段内部水平段内部垂直段内部水平段内部垂直段内部水平段内部垂直段内部水平段内部垂直段进出口段ξξξξξξξξξξξξξξξ1234567101112131415各段渗透压水头损失ξ1ξ2ξ3ξ4ξ5ξ6ξ7ξ8ξ9ξ10ξ11ξ12ξ13ξ14ξ15∑ξi0.480.070.060.710.740.690.590.060.130.000.000.000.000.000.473.99563hxhy内部水平段内部垂直段进口段出口段注板桩另一侧底板埋深与板桩透水层深度入土深度之和T'S'8.60.97.90.55相邻透水层深度注意当hx+hy≥△hhx+hy＜△h修正前内部水平段水头损失进口段出口段注验算△H4.75△H=∑h’修正后h10.38H14.37hx0.080.15个角点渗透压水头h20.16H24.21进口消力池深度计算单宽流量q1.6129032261.251.251.251.251.25流速系数φ0.950.950.950.950.950.95跃后水深hc″0.3517977671.878161.0556541141.0552262361.0547983591.054370481消力池顶面算起总势能To2.9499428571.4535714292.3105714291.4735714291.4735714291.473571429与泄流方式有关消力池长度计算

单宽流量q8.668.668.668.668.668.66消力池流速系数φ0.90.90.90.90.90.9与泄流方式有关折线实用堰0.9-0.8孔流0.95

跃后水深hc″0.80385373.9174394051.0361602197.91295877.2546680817.254668081消力池顶面算起总势能To4.2842908168.78429081.7842908165.28429081.7842908163.944290816消力池板厚度计算闸孔泄水时上下游水位差△H'1.079290816消力池底板计算系数（0.15-0.2）k10.2单宽流量q8.66底板厚度（抗冲）t0.5992679防渗设计上下游水位差△H33渗径系数C77根据土质不同选取最小防渗长度L2121Lo/SoLo/So8.5Lo/So≥5Lo/So＜5式1土基上水闸地基有效深度（Te）式28.50.544871795Te=0.5*LoTe=（0.5*Lo）/(1.6*Lo/So+2)A

12

数法数计算公式0.441+1.5（S/T)^(3/2)/π*ln ctg[π/4(1-S/T)]=[Lx-0.7*（S1+S2）]/T各段阻力系数计算土基上水闸地地基透水层深度基有效深度Te9.59.59.59.59.59.59.59.59.5000009.5T9.58.69.19.19.18.48.48.47.9000008.45进出口段板桩或齿墙的入土深度S1无0无0.5无无4.9无0无0无0无无S2无0无5.6无无0.5无0无0无0无无头损失∑ξi3.9956271063.9956271063.9956271063.9956271063.9956271063.9956271063.9956271063.9956271063.9956271063.9956271063.9956271063.9956271063.9956271063.9956271063.995627106△H4.754.754.754.754.754.754.754.754.754.754.754.754.754.754.75hi=△H*ξi/∑ξihi0.5760.080.070.850.880.820.700.070.1500.000.000.000.000.000.554.75h1h2h3h4h5h6h7h8h9h10h11h12h13h14h15进出口水头损失修正地基透水层深度T9.58.45阻力修正系数β’0.660.56小于1取计算数,；大1取1于进出口段水头损失ho0.570.55取上表计算值进出口段修正后水头损失ho’0.380.31hx’=2*hxhx’=2*hx修正前内部垂直段水头损失hy0.070.07进出口不规则齿墙段修正hy=hy’+△h-hxhy’=2*hyhx2’=hx2+△h-（hx+hhx2’0.850.7hx+hy≥△h不计算此项h40.H43.180.150.22△h0.190.24h30.14H34.07h50.88H52.30h60.82H61.48水力坡降呈急变形式的长度Lx’1.37进口渗压水头修正范围修正后水头损失减少值△h0.19底板埋深与板桩入土深度之和S'0.55进出口段修正后水头损失ho’0.31出口底板埋深与板桩入土深度之和L8.75进出口段修正后水头损失h7’0.71底板水平出池落差ΔZ-0.15327860.5294856080.4805379790.4804799540.4804218590.480363693上游流速V2.161.81.81.81.81.8闸上游水深出池水深H2.10.70.70.70.70.7hs′0.40.40.40.40.40.4计算水位出池落差ΔZ12.973961711.3751824-1.933091.5650233291.552270461.55227046上游流速V4.614.614.614.614.614.61闸上游水深出池水深H1.71.71.71.71.71.7hs′0.51.7051.7051.7051.7051.705计算水位计算前比对（qs*(△H')^0.5)^0.52.999463396流量Q10消力池末端宽7.8（=1---9采用后续计算）Ks取值粉砂细砂14--13B

23

C

26

板桩或齿墙入土深度S0.9无0.5无5..9无0.5无0无0无00.55阻力系数ξ0.480.070.060.710.740.690.590.060.130.000.000.000.000.000.47辅助计算（π/4）*（1-S/T)无无0.742222527无0.3020673080.327239583无0.7386288修正后水头损失减少值△h0.190.24（hx+hy）修正后内部修正后内部水平段水头损水垂直段水失头损失hx+hy＜△hhx+hy＜△h随计算变化h70.72H70.76hx'0.160.30随计算变化h80.14H80.62h90.30H90.32h100.31H100.01计算应为

0

hy'0.140.14较hx'后一段后水头损失h00随计围

△H4.75∑ξi3.99T8.6出口段渗流坡降值J0.56出口段渗流坡降值底板水平段平均渗流坡降值

板水平段平均渗流坡降值J0.081消力池消力池深上次计算深dD0.140256233第一次试算0.71.13702919第二次试算0.140260.280681546第三次试算1.137030.227507594第四次试算0.280680.2271118第五次试算0.227510.226725312第6次试算0.22712方程辅助计算

0.1470663590.0883317320.0883317320.0883317320.0883317320.088331732

0.088331732

消力池深d-12.629912451.0326695521.32191295.1185627374.3601310254.360131025第一次试算第二次试算第三次试算第四次试算第五次试算第6次试算消力池一元三次计算辅助试算深D(α*q^2)/(2*g*φ^2)0.54.72383471954.72383471914.7238347191.54.72383471914.7238347190.1.723834719水越淹没系数校核σo17.38365342.062735630.73933460.5970210.586831870.47104436小于1.1；大于1.05海漫长度计算消力池末端单宽流量qs8.66海曼长度计算系数Ks12海漫长度Lp35.9936中砂粗砂粉质壤土12--11粉质粘土10--9坚硬粘土8--70.480.070.060.710.740.690.590.060.130.000.000.000.000.000.47后一段内部水平段修正后水头损失hx2’0.0.72随计算变化合计4.74H11△H4.75