鋼閘門計算表格

閘門面板計算表,,,,,

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區(qū)格號,①,②,③,④,⑤

短邊a(mm),700,750,800,850,900

長邊b(mm),1280,1280,1280,1280,1280

b/a,1.828571429,1.706666667,1.6,1.505882353,1.422222222

K,0.487,0.479,0.468,0.454,0.436

區(qū)格中心水頭h(m),4.65,4.275,3.5,2.675,1.8

區(qū)格中心水壓P(N/mm2),0.04557,0.041895,0.0343,0.026215,0.01764

強度儲備系數(shù),0.9,0.9,0.9,0.9,0.9

彈塑性調(diào)整系數(shù)α,1.65,1.65,1.65,1.65,1.65

容許應(yīng)力[σ](N/mm2),152,152,152,152,152

面板計算厚度t(mm),6.940919605,7.07172065,6.746444512,6.172154126,5.253515569

設(shè)計面板厚度t(mm),8,8,8,8,8

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t=a×[(K×P)/(0.9×α×[σ]]1/2,,,,,

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閘門次梁計算表,,,,,

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區(qū)格號,①,②,③,④,⑤

跨度L(mm),700,750,800,850,900

區(qū)格中心水頭h(m),4.65,4.275,3.5,2.675,1.8

區(qū)格中心水壓P(N/mm2),0.04557,0.041895,0.0343,0.026215,0.01764

三角形荷載q(N/mm),31.899,31.42125,27.44,22.28275,15.876

跨中彎距M(N·mm),1302542.5,1472871.094,1463466.667,1341607.24,1071630

支座反力R(N),5582.325,5891.484375,5488,4735.084375,3572.1

容許應(yīng)力[σ](N/mm2),152,152,152,152,152

所需截面抵抗矩W(mm3),8569.358553,9689.941406,9628.070175,8826.363418,7050.197368

次梁截面抵抗矩W(mm3),733367,733367,733367,733367,733367

次梁截面應(yīng)力(N/mm2),1.776112778,2.00836838,1.99554475,1.829380432,1.461246552

跨中彎距：M=(1/12)×q×L2,,,,,

支座反力：R=(1/4)×q×L,,,,,

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次梁腹板用442×8mm鋼板，上翼緣利用面板，下翼緣用200×8mm鋼板。,,,,,

bl＝8mm，2c＝2×25×8＝400mm，B＝8+400＝408mm,,,,,

次梁截面形心至腹板中心線的距離為：,,,,,

e=(408×10×226-200×8×225)/(408×10+200×8+442×8)=562080/9216=61mm,,,,,

次梁組合截面慣性矩為：,,,,,

I=(1/12)×8×4423+442×8×612+200×8×2862+10×408×1652,,,,,

I=57567259+13157456+130873600+11078000=212676315mm4,,,,,

組合截面抵抗矩為：W＝212676315/(61+221+8)=142430909/242=733367mm3,,,,,

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閘門主梁計算表,,,,,

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主梁編號,,1號主梁,2號主梁,3號主梁,4號主梁

計算跨度L(mm),,6400,6400,6400,6400

次梁傳來集中力P1(N),,5582.325,5891.484375,5488,4735.084375

次梁傳來集中力P2(N),,5891.484375,5488,4735.084375,3572.1

面板傳來均布壓力q1(N/mm),,31.899,31.42125,27.44,22.28275

面板傳來均布壓力q2(N/mm),,31.42125,27.44,22.28275,15.876

次梁傳來總集中力P(N),,11473.80938,11379.48438,10223.08438,8307.184375

面板傳來總均布壓力q(N/mm),,31.660125,29.430625,24.861375,19.079375

集中力作用下彎距MP(N·mm),,36716190,36414350,32713870,26582990

均布壓力作用下彎距Mq(N·mm),,162099840,150684800,127290240,97686400

總彎距M(N·mm),,198816030,187099150,160004110,124269390

集中力作用下支座反力RP(N),,17210.71406,17069.22656,15334.62656,12460.77656

均布壓力作用下支座反力Rq(N),,101312.4,94178,79556.4,61054

總支座反力R(N),,118523.1141,111247.2266,94891.02656,73514.77656

主梁截面抵抗矩W(mm3),,1645587,1645587,1645587,1645587

主梁跨中截面應(yīng)力σ(N/mm),,120.8176961,113.6975134,97.23223992,75.51675481

容許應(yīng)力[σ](N/mm2),,152,152,152,152

主梁截面慣性矩I(mm4),,483802640,483802640,483802640,483802640

主梁彈性模量E(N/mm2),,206000,206000,206000,206000

EI(N·mm2),,9.96633E+13,9.96633E+13,9.96633E+13,9.96633E+13

集中力作用下跨中撓度fP(mm),,1.493256709,1.4809808,1.330481345,1.081136909

均布壓力作用下跨中撓度fq(mm),,6.939622507,6.450935605,5.449395967,4.182032135

總跨中撓度f(mm),,8.432879215,7.931916405,6.779877312,5.263169044

容許撓度[f]=L/750(mm),,8.533333333,8.533333333,8.533333333,8.533333333

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主梁采用45a工字鋼，考慮面板參加工作，,,,,,

bl＝150mm，2c＝2×25×8＝400mm，B＝150+500＝550mm,,,,,

組合截面形心到工字鋼中心的距離為：,,,,,

e＝(550×8×229)/(10240+550×8)=1495000/16740=69mm,,,,,

組合截面慣性矩為：,,,,,

I＝322410000+10240×692+550×8×1602=322410000+48752640+112640000,,,,,

I=483802640mm4,,,,,

組合截面抵抗矩為：,,,,,

W=483802640/(225+69)=1645587mm3,,,,,

在n個（n為偶數(shù)）集中力作用下主梁跨中截面彎距為:MP=(n/8)×P×L,,,,,

在均布壓力作用下主梁跨中截面彎距為:Mq=(1/8)×q×L2,,,,,

在n個（n為偶數(shù)）集中力作用下主梁支座反力為:RP=[(n-1)/2]×P,,,,,

在均布壓力作用下主梁支座反力為:Rq=(1/2)×q×L,,,,,

在n個（n為偶數(shù)）集中力作用下主梁跨中截面撓度為:,,,,,

fP=[(5×n2－4)×P×L3]/(384×n×E×I),,,,,

在均布壓力作用下主梁跨中截面撓度為:fq=(5×q×L4)/(384×E×I),,,,,

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閘門底梁、頂梁計算表,,,,,

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主梁編號,,,底梁,頂梁,

計算跨度L(mm),,,6400,6400,

次梁傳來集中力P1(N),,,5582.325,3572.1,

次梁傳來集中力P2(N),,,0,0,

面板傳來均布壓力q1(N/mm),,,31.899,15.876,

面板傳來均布壓力q2(N/mm),,,0,0,

次梁傳來總集中力P(N),,,5582.325,3572.1,

面板傳來總均布壓力q(N/mm),,,15.9495,7.938,

集中力作用下彎距MP(N·mm),,,17863440,11430720,

均布壓力作用下彎距Mq(N·mm),,,81661440,40642560,

總彎距M(N·mm),,,99524880,52073280,

集中力作用下支座反力RP(N),,,8373.4875,5358.15,

均布壓力作用下支座反力Rq(N),,,51038.4,25401.6,

總支座反力R(N),,,59411.8875,30759.75,

底（頂）梁截面抵抗矩W(mm3),,,1315549,1315549,

底（頂）梁跨中截面應(yīng)力σ(N/mm),,,75.65273509,39.58292698,

容許應(yīng)力[σ](N/mm2),,,152,152,

底（頂）梁截面慣性矩I(mm4),,,275081232,275081232,

底（頂）梁彈性模量E(N/mm2),,,206000,206000,

EI(N·mm2),,,5.66667E+13,5.66667E+13,

集中力作用下跨中撓度fP(mm),,,1.277759842,0.817631709,

均布壓力作用下跨中撓度fq(mm),,,6.148618787,3.060142069,

總跨中撓度f(mm),,,7.426378629,3.877773778,

容許撓度[f]=L/600(mm),,,8.533333333,8.533333333,

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底、頂梁腹板用438×10mm鋼板，上翼緣利用面板，下翼緣用200×12mm鋼板。,,,,,

面板有效寬度取B＝200mm,,,,,

底、頂梁截面形心至腹板中心線的距離為：,,,,,

e=(200×12×225-200×8×223)/(200×12+200×8+438×10)=183200/8380=21.9mm,,,,,

底、頂梁組合截面慣性矩為：,,,,,

I=(1/12)×10×4383+438×10×21.92+200×12×203.12+200×8×254.92,,,,,

I=70023060+2100692+98999064+103958416=275081232mm4,,,,,

組合截面抵抗矩為：W＝275081232/(219+12-21.9)=275081232/209.1=1315549mm3,,,,,

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在n個（n為偶數(shù)）集中力作用下底（頂）梁跨中截面彎距為:MP=(n/8)×P×L,,,,,

在均布壓力作用下底（