钢闸门结构计算表

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)4.654.2753.52.6751.8区格中心水压P(N/mm2)0.045570.0418950.03430.0262150.01764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)88888区格号①②③④⑤跨度L(mm)700750800850900区格中心水头h(m)4.654.2753.52.6751.8区格中心水压P(N/mm2)0.045570.0418950.03430.0262150.01764三角形荷载q(N/mm)31.89931.4212527.4422.2827515.876跨中弯距M(N·mm)1302542.51472871.11463466.71341607.21071630支座反力R(N)5582.3255891.484454884735.08443572.1容许应力[σ](N/mm2)152152152152152所需截面抵抗矩W(mm3)8569.35869689.94149628.07028826.36347050.197次梁截面抵抗矩W(mm3)733367733367733367733367733367次梁截面应力(N/mm2)1.77611282.00836841.99554471.82938041.461247次梁组合截面惯性矩为：I=(1/12)×8×4423+442×8×612+200×8×2862+10×408×1652I=57567259+13157456+130873600+11078000=212676315mm4组合截面抵抗矩为：W＝212676315/(61+221+8)=142430909/242=733367mm3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闸门面板计算表闸门次梁计算表跨中弯距：M=(1/12)×q×L2支座反力：R=(1/4)×q×Lt=a×[(K×P)/(0.9×α×[σ]]1/21号主梁2号主梁3号主梁4号主梁64006400640064005582.3255891.484454884735.0845891.484454884735.08443572.131.89931.4212527.4422.2827531.4212527.4422.2827515.87611473.80911379.48410223.0848307.18431.66012529.43062524.86137519.0793836716190364143503271387026582990162099840150684800127290240976864001988160301870991501600041101.24E+0817210.71417069.22715334.62712460.78101312.49417879556.461054118523.11111247.2394891.02773514.781645587164558716455871645587120.8177113.6975197.2322475.516751521521521524838026404838026404838026404.84E+082060002060002060002060009.966E+139.966E+139.966E+139.97E+131.49325671.48098081.33048131.0811376.93962256.45093565.4493964.1820328.43287927.93191646.77987735.2631698.53333338.53333338.53333338.533333EI(N·mm2)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:在均布压力作用下主梁跨中截面挠度为:fq=(5×q×L4)/(384×E×I)fP=[(5×n2－4)×P×L3]/(384×n×E×I)I=483802640mm4组合截面抵抗矩为：W=483802640/(225+69)=1645587mm3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×L在均布压力作用下主梁跨中截面弯距为:Mq=(1/8)×q×L2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+112640000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)闸门主梁计算表主梁编号次梁传来集中力P1(N)计算跨度L(mm)主梁截面惯性矩I(mm4)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)集中力作用下支座反力RP(N)总弯距M(N·mm)主梁弹性模量E(N/mm2)容许挠度[f]=L/750(mm)均布压力作用下支座反力Rq(N)总支座反力R(N)容许应力[σ](N/mm2)主梁截面抵抗矩W(mm3)主梁跨中截面应力σ(N/mm)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)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）梁跨中截面应力σ(N/mm)容许应力[σ](N/mm2)fP=[(5×n2－4)×P×L3]/(384×n×E×I)在均布压力作用下底（顶）梁跨中截面挠度为:fq=(5×q×L4)/(384×E×I)EI(N·mm2)总跨中挠度f(mm)容许挠度[f]=L/600(mm)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×L在均布压力作用下底（顶）梁跨中截面弯距为:Mq=(1/8)×q×L2在n个（n为偶数）集中力作用下底（顶）梁支座反力为:RP=[(n-1)/2]×P在均布压力作用下底（顶）梁支座反力为:Rq=(1/2)×q×L在n个（n为偶数）集中力作用下底（顶）梁跨中截面挠度为: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+200×8×254.92I=70023060+2100692+98999064+103958416=275081232mm4组合截面抵抗矩为：W＝275081232/(219+12-21.9)=275081232/209.1=1315549mm3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)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）梁截面惯性矩I(mm4)底（顶）梁弹性模量E(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)总支座反力R(N)底（顶）梁截面抵抗矩W(mm3)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)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)闸门高度h(m)侧止水间距Bzs(m)上游水深Hs(m)下游水深Hx(m)总水压力P(KN)1.3001.3008.0000.000124.215滑道摩擦系数f2滑道摩阻力TZd(KN)0.15018.632止水摩擦系数f3侧止水受压宽度(m)单边侧止水受压长度(m)侧止水平均压强PZS(KN/m2)止水摩阻力TZS(KN)0.5000.0801.30073.5007.644底止水至下游面距离D2(m)侧止水间距Bzs(m)平均下吸强度ps(KN/m2)下吸力Ps(KN)0.2121.30020.0005.512闸门顶梁以上水柱高H（m）侧止水间距Bzs(m)闸门顶受压宽度B（m）闸门顶水柱重Ws（KN）闸门自重G(KN)6.7501.3000.31027.2038.500上托力系数βt上游水深Hs(m)底止水到上游面距离D1(m)侧止水间距Bzs(m)上托力Pt(KN)1.0008.0000.0181.3001.872无加重启门力FQ(KN)闭门力Fw(KN)计算需加重块重Gj(KN)实际加重块重Gj(KN)加重后启门力FQ(KN)73.59625.75417.25418.00091.596总水压力P=0.5*γ*[(2Hs－h)*h－Hx2]*Bzs滑道摩阻力Tzd=f2*P止水摩阻力Tzs=f3*Pzs**水库输水涵管闸门启闭力计算选启闭机型号：QPQ－125KN卷扬式启闭机水库水位14.0m，涵管内水位6.0m计算公式下吸力Ps=ps*D2*Bzs上托力Pt=γ*βt*Hs*D1*Bzs闭门力Fw＝nT*(Tzd+Tzs)－nG*G+PtnT=1.2,nG=0.9启门力FQ＝nT*(Tzd+Tzs)+Px+nG'*G+Gj+WsnT=1.2,nG'=1.1区格号①②③④⑤短边a(mm)700750800850900长边b(mm)12801280128012801280b/a1.828571431.706666671.61.505882351.42222222K0.4870.4790.4680.4540.436区格中心水头h(m)4.654.2753.52.6751.8区格中心水压P(N/mm2)0.045570.0418950.03430.0262150.01764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)6.940919617.071720656.746444516.1721