某吊車梁計(jì)算書

吊車梁計(jì)算書一.

設(shè)計(jì)資料吊車情況:2臺(tái)吊車;第一臺(tái)吊車:編號(hào):1工作制:中級(jí),吊鉤形式:

軟鉤;起重量:Q=5噸小車重:g=0.56噸最大輪壓:Pmax=42.04千牛最小輪壓:Pmin=15.38千牛吊車一側(cè)的輪數(shù):n=2吊車輪子間間距:a1=3m第二臺(tái)吊車:編號(hào):1工作制:中級(jí),吊鉤形式:

軟鉤;起重量:Q=5噸小車重:g=0.56噸最大輪壓:Pmax=42.04千牛最小輪壓:Pmin=15.38千牛吊車一側(cè)的輪數(shù):n=2吊車輪子間間距:a1=3m吊車輪子間最小間距:amin=1m鋼材類型:Q235B支座類型:平板式;吊車梁跨度:L=6m吊車梁計(jì)算長(zhǎng)度:Ly=6m軌道高度:0.14允許撓度比:1/600=0.001667二.

設(shè)計(jì)荷載和內(nèi)力考慮軌道重量及吊車梁自重的增大系數(shù):1.05第一臺(tái)吊車:

動(dòng)力系數(shù):1.05豎向荷載標(biāo)準(zhǔn)值:P=1.05×1.05×42.04=46.349千牛豎向荷載設(shè)計(jì)值:P=1.4×46.349=64.889千牛橫向荷載標(biāo)準(zhǔn)值:T=0.12×(50+5.6)/2/2=1.668千牛橫向荷載設(shè)計(jì)值:T=1.4×1.668=2.335千牛第二臺(tái)吊車:

動(dòng)力系數(shù):1.05豎向荷載標(biāo)準(zhǔn)值:P=1.05×1.05×42.04=46.349千牛豎向荷載設(shè)計(jì)值:P=1.4×46.349=64.889千牛橫向荷載標(biāo)準(zhǔn)值:T=0.12×(50+5.6)/2/2=1.668千牛橫向荷載設(shè)計(jì)值:T=1.4×1.668=2.335千牛吊車梁的最大豎向設(shè)計(jì)彎矩:Mmax=109.049千牛?米吊車梁的最大豎向設(shè)計(jì)彎矩處相應(yīng)的設(shè)計(jì)剪力:V=59.481千牛吊車梁端支座處的最大設(shè)計(jì)剪力:Vmax=140.592千牛吊車梁的最大水平設(shè)計(jì)彎矩:Mt=3.924千牛?米三.

截面特性吊車梁高度h=40cm腹板厚度t=0.6cm上翼緣寬度bf=26cm上翼緣厚度tf=1cm下翼緣寬度bf1=20cm下翼緣厚度tf1=0.8cm吊車梁面積A=64.92cm2;吊車梁X軸慣性矩Ix=18260.884cm4;吊車梁Y軸慣性矩Iy=1998.688cm4;吊車梁X軸抵抗矩Wx=795.898cm3;吊車梁Y軸抵抗矩Wy=153.745cm3;吊車梁X軸轉(zhuǎn)動(dòng)慣量rx=16.771cm;吊車梁Y軸轉(zhuǎn)動(dòng)慣量ry=5.549cm;吊車梁最大面積矩Smax=727.996cm3;四.

驗(yàn)算1

強(qiáng)度驗(yàn)算:上翼緣正應(yīng)力σ=109.049×106/1070626.905+3.924×106/112666.667=136.688N/mm2≤215N/mm2,合格。下翼緣正應(yīng)力σ=109.049×106/795898.123=137.014N/mm2≤215N/mm2,合格。支座剪應(yīng)力τ=140.592×103×727995.794/(182608843.935×6)=93.415N/mm2≤125N/mm2,合格。局部承壓應(yīng)力σc=1.47×42.04×103/(350×6)=29.428N/mm2≤215N/mm2,合格。等效應(yīng)力：正應(yīng)力σ=109.049×106×(400-229.437-10)/182608843.935=95.884N/mm2剪應(yīng)力τ=59.481×103×583537.397/6×182608843.935=31.679N/mm2局部承壓應(yīng)力σc=1.47×42.04×103/350×6=29.428N/mm2等效應(yīng)力=(95.884×95.884+29.428×29.428-95.884×29.428+3×31.679×31.679)0.5=101.236N/mm2≤1.1×215=236.5N/mm2,合格。疲勞強(qiáng)度：最大彎矩處的翼緣與腹板連接處:0.5×109.049×106×(229.437-8)/(1.47×182608843.935)=44.978N/mm2≤144N/mm2,合格。最大彎矩處的加勁肋與腹板連接處:0.5×109.049×106×(229.437-8-100)/(1.47×182608843.935)=24.666N/mm2≤103N/mm2,合格。2

翼緣局穩(wěn):127/10=12.7≤15,合格。3

整體穩(wěn)定性:截面不對(duì)稱影響系數(shù)：M<0，截面下翼緣受壓受拉翼緣板厚度：tf1=1cm受壓翼緣板厚度：tf2=0.8cm受拉翼緣中心到y(tǒng)軸距離：d1=y1-tf1/2=17.056-1/2=16.556cm受拉翼緣對(duì)y軸慣性距：I1=b1*tf1*d12=26×1×16.5562=7126.848cm4受壓翼緣對(duì)y軸慣性距：I2=b2*tf2*d22=20×0.8×22.5442=8131.528cm4αb=I2/(I1+I2)=8131.528/(7126.848+8131.528)=0.4671I2>I1受壓翼緣增強(qiáng)ηb=2*αb-1=2×0.4671-1=-0.06584等截面工字形簡(jiǎn)支梁βb計(jì)算：受壓翼緣無支撐長(zhǎng)度：l1=L=600cm受壓翼緣寬度：b1=26cm受壓翼緣厚度：t1=tf2=0.8cmε=(l1*t1)/(b1*h)=(600×0.8)/(26×40)=0.4615跨中無側(cè)向支承,集中荷載作用：ε≤2.0:

βb=0.73+0.18*ε=0.73+0.18×0.4615=0.8131ψb=βb*(4320/λy2)*(A*h/Wx)*{[1+(λy*t1)2/(4.4*h)2]0.5+ηb}*(235/fy)=0.8131×(4320/10.8142)×(6492×40/7866433)×{[1+(10.814×1)2/(4.4×40)2}0.5+-0.06584}×(235/235)=0.9282ψb>0.6：取ψb=ψb=0.7662整體穩(wěn)定系數(shù)φ=0.7662整體穩(wěn)定應(yīng)力σ=109.049×106/1070626.905×0.7662+3.924106/112666.667=167.771N/mm2≤215N/mm2,合格。4

局部承壓：局部承壓應(yīng)力σc=1.47×42.04×103/(350×6)=29.428N/mm2正應(yīng)力σ=109.049×106×382/(795898.123×400)=130.848N/mm2剪應(yīng)力τ=1.406×106/(400×6)=58.58N/mm2k1=699.859k2=684.788k3=129.412k4=2004.781僅使用橫向加勁肋橫向加勁肋距離Hd=750mm,長(zhǎng)度Hl=90mm,厚度Ht=5橫向加勁肋最大允許距離a1=699.859×382/[382/(58.580.5×6)-684.788]=-1353.659mma1小于0,取a1=2*H0,a1=764mm橫向加勁肋最大允許距離a2=129.412×382/(382/(130.8480.5×6)-2004.781)=-38.727mma2小于0,取a2=2*H0,a2=764mm兩倍腹板高度2H0=764mm故橫向加勁肋取750mm,合格。5

平板支座加勁肋設(shè)計(jì)平面外穩(wěn)定腹板參加受壓的寬度：

15*tw*(235/fy)=15×0.6×(235/23.5)=9cmA=26×0.6+2×9×0.6=26.4cm2軸壓穩(wěn)定系數(shù)：b類截面α1=0.65α2=0.965α3=0.3正則化長(zhǎng)細(xì)比：λn=(fy/E)0.5*(λ/π)=(215/20600)0.5×(35.77/3.14)=0.368λn=0.368>0.215ψ=1/(2λn2){(α2+α3λn+λn2)-[(α2+α3λn+λn2)2-4λn2]0.5}=1/(2×0.3682)×{(0.965+0.3×0.368+0.3682)-[(0.965+0.3×0.368+0.3682)2-4×0.3682]0.5}=0.921σ=140.59×103/0.921×26.4×102=53.25N/mm2≤215N/mm2,合格。端部承壓應(yīng)力Acd=26×0.6=15.6cm2σ=140.59×103/15.6×102=90.12N/mm2≤320N/mm2,合格。6

撓度:δ=109.05×106×6×103×6×103/(1.47×182608843.94×206000×10.0)=7.1mm≤6000/600=10,合格。7

焊縫驗(yàn)算:上翼緣與腹板連接處[(140.59×103)2×430462.62/182608843.942+1.542×(42.04×103)2/3502]0.5/1.4×