(精品)钢闸门计算(精品文档)

闸门面板计算表区格号①②③④⑤短边a(mm)700750800850900长边b(mm)12801280128012801280b/a1.82857141.70666671.61.50588241.422222K0.4870.4790.4680.4540.436区格中心水头h(m)4.654.2753.52.6751.820.045570.0418950.03430.0262150.01764区格中心水压P(N/mm)强度储备系数0.90.90.90.90.9弹塑性调整系数α1.651.651.651.651.65容许应力[σ](N/mm2)152152152152152面板计算厚度t(mm)6.94091967.07172076.74644456.17215415.253516设计面板厚度t(mm)88888t=a×[(K×P)/(0.9×α×[σ]] 1/2闸门次梁计算表区格号跨度L(mm)区格中心水头h(m)2区格中心水压P(N/mm)三角形荷载q(N/mm)跨中弯距M(N·mm)支座反力R(N)容许应力[σ](N/mm2)3所需截面抵抗矩W(mm)3次梁截面抵抗矩W(mm)2次梁截面应力(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跨中弯距：M=(1/12)×q×L支座反力：R=(1/4)×q×L次梁腹板用442×8mm钢板，上翼缘利用面板，下翼缘用 200×8mm钢板。bl＝8mm，2c＝2×25×8＝400mm，B＝8+400＝408mm次梁截面形心至腹板中心线的距离为：e=(408×10×226-200×8×225)/(408×10+200×8+442×8)=562080/9216=61mm次梁组合截面惯性矩为：I=(1/12) ×8×4423+442×8×612+200×8×2862+10×408×16524I=57567259+13157456+130873600+11078000=212676315mm3组合截面抵抗矩为：W＝212676315/(61+221+8)=142430909/242=733367mm闸门主梁计算表主梁编号1号主梁2号主梁3号主梁4号主梁计算跨度L(mm)6400640064006400次梁传来集中力P1(N)5582.3255891.484454884735.084次梁传来集中力P2(N)5891.484454884735.08443572.1面板传来均布压力q1(N/mm)31.89931.4212527.4422.28275面板传来均布压力q2(N/mm)31.4212527.4422.2827515.876次梁传来总集中力P(N)11473.80911379.48410223.0848307.184面板传来总均布压力q(N/mm)31.66012529.43062524.86137519.07938集中力作用下弯距MP(N·mm)36716190364143503271387026582990均布压力作用下弯距Mq(N·mm)16209984015068480012729024097686400总弯距M(N·mm)1988160301870991501600041101.24E+08集中力作用下支座反力RP(N)17210.71417069.22715334.62712460.78均布压力作用下支座反力Rq(N)101312.49417879556.461054总支座反力R(N)118523.11111247.2394891.02773514.7831645587164558716455871645587主梁截面抵抗矩W(mm)主梁跨中截面应力σ(N/mm)120.8177113.6975197.2322475.51675容许应力[σ](N/mm2)152152152152主梁截面惯性矩I(mm4)4838026404838026404838026404.84E+082206000206000206000206000主梁弹性模量E(N/mm)EI(N·mm2)9.966E+139.966E+139.966E+139.97E+13集中力作用下跨中挠度fP(mm)1.49325671.48098081.33048131.081137均布压力作用下跨中挠度fq(mm)6.93962256.45093565.4493964.182032总跨中挠度f(mm)8.43287927.93191646.77987735.263169容许挠度[f]=L/750(mm)8.53333338.53333338.53333338.533333主梁采用 45a工字钢，考虑面板参加工作，bl＝150mm，2c＝2×25×8＝400mm，B＝150+500＝550mm组合截面形心到工字钢中心的距离为：e＝(550×8×229)/(10240+550×8)=1495000/16740=69mm组合截面惯性矩为：I＝322410000+10240×692+550×8×1602=322410000+48752640+1126400004I=483802640mm组合截面抵抗矩为：3W=483802640/(225+69)=1645587mm在n个（n为偶数）集中力作用下主梁跨中截面弯距为 :MP=(n/8)×P×L2在均布压力作用下主梁跨中截面弯距为 :Mq=(1/8)×q×L在n个（n为偶数）集中力作用下主梁支座反力为 :RP=[(n-1)/2] ×P在均布压力作用下主梁支座反力为:Rq=(1/2)×q×L在n个（n为偶数）集中力作用下主梁跨中截面挠度为:23×n×E×I)fP=[(5×n－4)×P×L]/(384在均布压力作用下主梁跨中截面挠度为 :fq=(5×q×L4)/(384×E×I)闸门底梁、顶梁计算表主梁编号计算跨度L(mm)次梁传来集中力P1(N)次梁传来集中力P2(N)面板传来均布压力q1(N/mm)面板传来均布压力q2(N/mm)次梁传来总集中力P(N)面板传来总均布压力q(N/mm)集中力作用下弯距MP(N·mm)均布压力作用下弯距Mq(N·mm)总弯距M(N·mm)集中力作用下支座反力RP(N)均布压力作用下支座反力 Rq(N)总支座反力R(N)3底（顶）梁截面抵抗矩W(mm)底（顶）梁跨中截面应力σ (N/mm)容许应力[σ](N/mm2)底（顶）梁截面惯性矩I(mm4)2底（顶）梁弹性模量E(N/mm)EI(N·mm2)集中力作用下跨中挠度fP(mm)均布压力作用下跨中挠度 fq(mm)总跨中挠度f(mm)容许挠度[f]=L/ 600(mm)

底梁顶梁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、顶梁腹板用438×10mm钢板，上翼缘利用面板，下翼缘用 200×12mm钢板。面板有效宽度取B＝200mm底、顶梁截面形心至腹板中心线的距离为：e=(200×12×225-200×8×223)/(200×12+200×8+438×10)=183200/8380=21.9mm底、顶梁组合截面惯性矩为：I=(1/12) ×10×4383+438×10×21.92+200×12×203.12+200×8×254.924I=70023060+2100692+98999064+103958416=275081232mm组合截面抵抗矩为：W＝275081232/(219+12-21.9)=275081232/209.1=1315549mm3在n个（n为偶数）集中力作用下底（顶）梁跨中截面弯距为 :MP=(n/8)×P×L2在均布压力作用下底（顶）梁跨中截面