水闸设计计算程序

结构形式：整体式平底板，开敞式闸室堰型：宽顶堰闸底高程100宽顶堰直角进口流量系数m0.345625设计引水流量时设计引水流量Q设=72河道高程98河道水位高程103.2河道断面流速v0.8渠底高程100渠道水位高程103.16渠道底宽b27边坡m1.5洪水期最大引水流量Q21.5河道设计洪水位104.75河道校核洪水位105.25渠道水位高程101.25计算：hs/H0=0.977525253孔流流量系数0.984272791闸孔总净宽L0=19.3988033孔口数n=2.984431277选取的闸孔数n=3选用上游半圆下游流线型闸墩墩头及堰顶入口形状影响系数k0.1中墩厚度1.5边敦厚度1校核过流能力边孔：计算宽度B=b+中敦厚《水力学》p248页8侧向收缩系数ε0.980970918)1(2.014,BbBbHPsshHghQL00020多孔宽顶堰侧收缩系数ε0.982729981校核流量Q72.37559855闸室总宽L22.5nn'_)1(sshHghBQ000210(1)35(31)1.317.6Lnlnd整体式平底板，开敞式闸室0.9为堰流高淹没度6.4662677678.0977.00Hhs8.0977.00Hhs闸前水深H=3.2包括行径流速的堰顶水头H0=3.232653061闸后水深hs=3.16闸前水深H=4.75闸后水深hs=1.25取单孔口宽度l。6.5超总净宽计算值%0.521664653不超过计算值5%中孔：计算宽度B7.5侧向收缩系数ε0.986248107)1(2.014,BbBbHP8.0977.00Hhs淹没系数0.475252525ΔQ/Q设计%0.521664653不超过计算值5%8.0977.00Hhs洪水期工况1、只开启中间孔堰顶水头H03.232653061闸前水深H3.2假设1孔口出流流量21.5ee/H0.593070.124860.60.126320.70.147370.80.16842Q=21.5时hc=0.442、开两边孔ee/H0.50.1052631580.60.1263157890.3150.0663157893、闸门全开ee/H0.20.042105263α=11孔3.307692308hc10.356446.0455E-06002gHebQssHe176.060.02、开两边孔1.653846154hc0.174598.52536E-053、闸门全开1.102564103hc10.11569.16812E-05单孔开启作为消力池设计控制条件的消力池长度计算hc=0.35644hc=2.397379477β=0.7d=1.007119571Ls选取1:3坡度连接3.021358714水跃长度LJ＝6.9(hC-hC)14.08248239消力池水平段长度LsJ＝Ls+βLJ12.87909639消力池底板厚度ΔH3.5k10.2k21.1UWPmγb抗冲0.497518871抗浮在护坦下面设置反滤层和排水孔，渗透压力很小。护坦依靠自重可满足稳定性要求，故不需进行抗浮验算。0222203gaqhThcc25.021321812bbghaqhhccc222'2222csghaqhgaqz'1HqktbmPWUkt2海漫计算消力池末端单宽流量qs0.796296296Ks121.220546582海漫长度14.64655899防冲槽计算槽深t”2.5底部宽度b5上游坡率m13下游坡率m23'Hqs'HqKLssp闸前设计洪水位时水深4.75闸后渠道水深1.25校核洪水位时水深5.250.6*b*（2gH0)^0.531.04360804(0.176/H)*b*（2gH0）^0.52.84566407Qqε2hc0.5780321.500123.307710.6158914110.3652667190.5777721.741693.344870.6165789470.3699473680.5740625.202633.877330.6178421050.4324894740.5703628.617104.402630.6187368420.494989474hc=1.98hthc为自由出流发生远趋式水跃Qqε2hc0.58147368435.761734072.7509026210.6153157890.3076578950.57776842140.237541193.0951954760.6165789470.3699473680.58832842123.24601831.7881552540.6130.193095hthc为自由出流发生远趋式水跃Qqε2hc0.59258947422.299410391.1435595070.6130.1226σ=1.05φ=1hchthczdhc-ht2.3973794771.250.260128881.0071195711.147379477hchthczd1.710444611.250.0416131340.5043537070.46044461hchthczd1.4007781150.0080854570.2127315630.150778115采用降低护坦消力池确定消力池长度为13取底板厚度0.5消力池末端厚度0.525.021321812bbghaqhhccc222'2222csghaqhgaqzzhhdsc'0在1~9范围，取海漫长度15先设置5m水平段再设置1:10水平投影10m段，尾端设防冲槽流速vhcht9.0555534822.2965215251.25-0.4265460391.0465215258.9409807722.2787081511.251.0287081517.6480296262.066184221.250.816184226.6823487841.890752521.250.64075252流速vhchtht-hc/H-hc5.3756012191.2019122681.250.0135531410.9806190094.4704903861.057239461.250.0521995780.9253546048.5649351551.6064366771.25-0.1133861931流速vhchtht-hc/H-hc8.9931819131.3625473481.25-0.0332247741ss先设置5m水平段再设置1:10水平投影10m段，尾端设防冲槽闸室底板设计底板长度L12.25取13底板厚度1.083333333取1闸墩设计为4级建筑中敦厚度1.5边墩厚度1门槽深度0.3门槽宽度0.5检修闸门槽深0.19检修闸门槽宽0.3设计洪水位时安全超高0.5校核洪水位时安全超高0.4D=1000v2024.5在20~250为由公式计算h0.701913674防浪超高为1.24*h正常水位时正常蓄水位+波浪计算高度+安全超高=4.570372956设计洪水位时设计洪水位+波浪计算高度+安全超高=6.120372956校核洪水位时安全超高校核洪水位+波浪计算高度+安全超高=6.520372956三者取较大值闸墩高度为6.6闸门高度设计闸前最高水深+0.55.75取6交通桥路面设计交通桥：采用板式，宽5.5m，厚0.35m。两侧护拦高1.2m，截面0.1×0.1，间隔1m，横杆0.1×0.1×12。工作桥229.82000136.112ogDv5%h11312022000.0076ghgDvvv采用固定式启闭机械，桥高约为门高的2倍加上1.0～1.5m的额外高度。工作桥的宽度为启闭机外轮廓尺寸每侧不小于1.2m，一般约为3～5m。工作桥高程=1+6×2=13m宽度为3.5m厚度0.35m0.870372956上游为设计洪水位，下游无水防渗长度设计上下游水位差H4.75允许渗径C查规范取6初拟防渗长度L=C△H28.5混凝土铺盖L=1.5+0.5*2^0.5+21+1.5+1+2*^0.5+9+2^0.5+1+240.5355339128.5满足要求渗透水头计算土基上水闸的地基有效深度Te由：确定，L0——地下轮廓线的水平投影长度。S0——地下轮廓铅直投影长度。L0=35L0/S03.335S0=10.5Te=23.86363636进口段1S1T23.863636360.453867267公式SS1S2T进口段1(1-2)123.86363636)26.1/(555.0500000000SLLTSLLTSLee时，时，441.05.1230TS441.05.1230TS铺盖趾墙水平段2（2-3）0022.86363636铺盖趾墙垂直段3（3-4）0.523.36363636铺盖水平段4(4-5)1123.36363636板桩上游面5（5-6）1023.36363636板桩下游面6（6-7）8.521.86363636底板趾墙水平段7（7-8）1021.86363636底板趾墙垂直段8（8-9）122.86363636底板水平段9（9-10）1122.86363636底板趾墙垂直段10（10-11）122.86363636底板趾墙水平段11（11-12）0021.86363636出口段12（12-13）223.86363636合计闸基抗渗稳定验算出口处逸出坡降0.150791091【J】=0.4~0.5满足要求TSSLxx217.0TSSLxx217.0)1(4ln2TSctg)1(4ln2TSctg)1(4ln2TSctgTSSLxx217.0)1(4ln2TSctgTSSLxx217.0)1(4ln2TSctgTSSLxx217.0441.05.1230TS''9ShJLhihi'β‘0.4538672670.4551150790.2041491820.44856607β‘1取值为1059.0212121.1'2''TSTTniihh100''0hh0.50.0218687870.021928911若hx+hy＜Δh,0.0540116620.0541601560.10832031121.50.8603112840.8626765271.0375533571.1463511461.1495027951.0255386531.02835815310.0137214140.0137591380.1091467930.109446869110.4198807160.4210350880.4428488660.1091467930.1094468690.218893739若hx+hy＜Δh,10.0457380460.0458637930.4773941280.4787066220.3015821820.6299937554.736976694.75yyhh2'yyhh2'yxcdcdhhhhh'修正后水位β‘h0Δha（即Lx’）4.7514.750.2509658975.9725386754.5460''0hh0'1hhTIHhLNiX1'yxcdcdhhhhh'4.5244.4163.3782.2291.2001.1861.0770.6340.4150.3690.1771244394.2152442940.068yyhh2'yxcdcdhhhhh'yyhh2'y