(精品)鋼閘門(mén)計(jì)算(精品文檔)

閘門(mén)面板計(jì)算表區(qū)格號(hào)①②③④⑤短邊a(mm)700750800850900長(zhǎng)邊b(mm)12801280128012801280b/a1.82857141.70666671.61.50588241.422222K0.4870.4790.4680.4540.436區(qū)格中心水頭h(m)4.654.2753.52.6751.820.045570.0418950.03430.0262150.01764區(qū)格中心水壓P(N/mm)強(qiáng)度儲(chǔ)備系數(shù)0.90.90.90.90.9彈塑性調(diào)整系數(shù)α1.651.651.651.651.65容許應(yīng)力[σ](N/mm2)152152152152152面板計(jì)算厚度t(mm)6.94091967.07172076.74644456.17215415.253516設(shè)計(jì)面板厚度t(mm)88888t=a×[(K×P)/(0.9×α×[σ]] 1/2閘門(mén)次梁計(jì)算表區(qū)格號(hào)跨度L(mm)區(qū)格中心水頭h(m)2區(qū)格中心水壓P(N/mm)三角形荷載q(N/mm)跨中彎距M(N·mm)支座反力R(N)容許應(yīng)力[σ](N/mm2)3所需截面抵抗矩W(mm)3次梁截面抵抗矩W(mm)2次梁截面應(yīng)力(N/mm)

①②③④⑤7007508008509004.654.2753.52.6751.80.045570.0418950.03430.0262150.0176431.89931.4212527.4422.2827515.8761302542.51472871.11463466.71341607.210716305582.3255891.484454884735.08443572.11521521521521528569.35869689.94149628.07028826.36347050.1977333677333677333677333677333671.77611282.00836841.99554471.82938041.4612472跨中彎距：M=(1/12)×q×L支座反力：R=(1/4)×q×L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+10×408×16524I=57567259+13157456+130873600+11078000=212676315mm3組合截面抵抗矩為：W＝212676315/(61+221+8)=142430909/242=733367mm閘門(mén)主梁計(jì)算表主梁編號(hào)1號(hào)主梁2號(hào)主梁3號(hào)主梁4號(hào)主梁計(jì)算跨度L(mm)6400640064006400次梁傳來(lái)集中力P1(N)5582.3255891.484454884735.084次梁傳來(lái)集中力P2(N)5891.484454884735.08443572.1面板傳來(lái)均布?jí)毫1(N/mm)31.89931.4212527.4422.28275面板傳來(lái)均布?jí)毫2(N/mm)31.4212527.4422.2827515.876次梁傳來(lái)總集中力P(N)11473.80911379.48410223.0848307.184面板傳來(lái)總均布?jí)毫(N/mm)31.66012529.43062524.86137519.07938集中力作用下彎距MP(N·mm)36716190364143503271387026582990均布?jí)毫ψ饔孟聫澗郙q(N·mm)16209984015068480012729024097686400總彎距M(N·mm)1988160301870991501600041101.24E+08集中力作用下支座反力RP(N)17210.71417069.22715334.62712460.78均布?jí)毫ψ饔孟轮ё戳q(N)101312.49417879556.461054總支座反力R(N)118523.11111247.2394891.02773514.7831645587164558716455871645587主梁截面抵抗矩W(mm)主梁跨中截面應(yīng)力σ(N/mm)120.8177113.6975197.2322475.51675容許應(yīng)力[σ](N/mm2)152152152152主梁截面慣性矩I(mm4)4838026404838026404838026404.84E+082206000206000206000206000主梁彈性模量E(N/mm)EI(N·mm2)9.966E+139.966E+139.966E+139.97E+13集中力作用下跨中撓度f(wàn)P(mm)1.49325671.48098081.33048131.081137均布?jí)毫ψ饔孟驴缰袚隙萬(wàn)q(mm)6.93962256.45093565.4493964.182032總跨中撓度f(wàn)(mm)8.43287927.93191646.77987735.263169容許撓度[f]=L/750(mm)8.53333338.53333338.53333338.533333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+1126400004I=483802640mm組合截面抵抗矩為：3W=483802640/(225+69)=1645587mm在n個(gè)（n為偶數(shù)）集中力作用下主梁跨中截面彎距為 :MP=(n/8)×P×L2在均布?jí)毫ψ饔孟轮髁嚎缰薪孛鎻澗酁?:Mq=(1/8)×q×L在n個(gè)（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?jí)毫ψ饔孟轮髁褐ё戳?Rq=(1/2)×q×L在n個(gè)（n為偶數(shù)）集中力作用下主梁跨中截面撓度為:23×n×E×I)fP=[(5×n－4)×P×L]/(384在均布?jí)毫ψ饔孟轮髁嚎缰薪孛鎿隙葹?:fq=(5×q×L4)/(384×E×I)閘門(mén)底梁、頂梁計(jì)算表主梁編號(hào)計(jì)算跨度L(mm)次梁傳來(lái)集中力P1(N)次梁傳來(lái)集中力P2(N)面板傳來(lái)均布?jí)毫1(N/mm)面板傳來(lái)均布?jí)毫2(N/mm)次梁傳來(lái)總集中力P(N)面板傳來(lái)總均布?jí)毫(N/mm)集中力作用下彎距MP(N·mm)均布?jí)毫ψ饔孟聫澗郙q(N·mm)總彎距M(N·mm)集中力作用下支座反力RP(N)均布?jí)毫ψ饔孟轮ё戳?Rq(N)總支座反力R(N)3底（頂）梁截面抵抗矩W(mm)底（頂）梁跨中截面應(yīng)力σ (N/mm)容許應(yīng)力[σ](N/mm2)底（頂）梁截面慣性矩I(mm4)2底（頂）梁彈性模量E(N/mm)EI(N·mm2)集中力作用下跨中撓度f(wàn)P(mm)均布?jí)毫ψ饔孟驴缰袚隙?fq(mm)總跨中撓度f(wàn)(mm)容許撓度[f]=L/ 600(mm)

底梁頂梁640064005582.3253572.10031.89915.876005582.3253572.115.94957.9381786344011430720816614404064256099524880520732808373.48755358.1551038.425401.659411.88830759.751315549131554975.65273539.5829271521522750812322750812322060002060005.667E+135.667E+131.27775980.81763176.14861883.06014217.42637863.87777388.53333338.5333333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+200×8×254.924I=70023060+2100692+98999064+103958416=275081232mm組合截面抵抗矩為：W＝275081232/(219+12-21.9)=275081232/209.1=1315549mm3在n個(gè)（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×L2在均布?jí)毫ψ饔孟碌祝敚┝嚎缰薪孛?/p>