吊车梁设计计算书

1、吊车梁设计(1)设计资料厂房跨度为18m长度为84m柱距6nl吊车梁跨度6m,每跨各设一台5t电动单梁吊车。吊车采用采用北京起重运输机研究所LED型5t软钩中级工作制(A5)电动单梁吊车中级工作制。最大轮压Pmax=38KN,最小轮压Pmin=6.15KN,吊车总宽B=3000mm吊车轮距W=2500nima道高度134mm材料选用Q235B-'-r图1吊车有关尺寸(2)内力计算D求MmaxMmax时最不利轮位如图2所示图2Mmax时最不利轮位布置Fmax=«1P7QPmax=1.05X1.03X1.4X38=57.54KN57.542375Rb=45.55KN6000MC=

2、45.552.375=108.18KN.mCVC左=-VC右=57.54-45.55=11.99KN2）求MTmaxGg500-0.120.12:1.5KN2n022QT1=1.41.5=2.1KNTmax2.1108.18=3.9557.543)求VmaxVmax时最不利轮位如图3所示。图3Vmax时最不利轮位布置57.543.56Vmax=91.11KN4)求maxVTmax2.191.11=3.33KN57.54(3)截面估算1)梁高按经济条件确定:61.2108.1810Wsh二二6037953mm215h=73Wsh-300=73603795-300292mm按允许挠度值确定:6-6

3、hmin=0.6fh10=0.6215600050010=387mm,v建筑净空无要求故取h=500mm2）腹板厚度经验公式：tw=7+3h=7+3m0.5=8.5mm按抗剪要求：31.2Vmax1.291.1110twmin=1.75mmh.f500125按局部挤压要求：l=a5h-2hD=505102134=368mmzyR1-F1.057.54103lz.f368215twmin=0.73mm故取tw=8mm局部要求3）翼缘尺寸为使截面经济合理，选用上、下翼缘不对称工字形截面，所要翼缘板面积按下列公式近似计算。W16037951A二一一一.twhw=-8500=541mmh65006取上

4、翼缘A=250X10=2500mm2卜翼缘A=200X10=2000mm2即初选上翼缘板-250X10,下翼缘板-200X10翼缘外伸宽度=15t235=1510=150mm100mm:235(4)验算1)截面特性:A=2501020010-4808=8340mm250105480825020010495y1二二235.3mm8340y2=500-235.3=264.7mm38480128480250-235.322225010235.3-520010264.7-5=342041191mm4Ix3420411913W1x=-=1453639mmy1235.3Ix3420411913W2x=12

5、92184mmy2264.7Iy3310250102004=19687500mm1212Iy196875003W1y=196875mmx110019687500125二1575003mm196875008340=48.59mm60001=二123.548.59吊车梁上翼缘:2A上=250x10=2500mm310250=130208334mm1213020833=1041671252）强度验算:正应力上翼缘正应力:66MMT108.18103.9510max仃上=十=+W1xW±y14536391041672=74.437.9=112.3N/mm：:f2=215N/mm卜翼缘正应力：

6、108.18106=74.4N/mm2二215N/mm剪应力W1x1426498突缘支座处剪应力：.1.2Vmax一一31.291.1110腹板局部稳定I=a-5h,-2hR=50zyrhQ.tw4808=28.5N二125N2mm5102134=3682/mmF1.057.54102二c=19.5N/mm<fv=125Ntwlz83683）稳定性验算：整体稳定性l1t1600010=0.48:二2b1h1250500=0.730.18=0.73-0.180.48=0.816Mx10250I1=13020833mm12I2310200一124=6666667mmI113020833

7、9;b=I1I2130208336666667=0.661b=0.8(2:b-1)=0.820.661-1=0.2584320=0.816=0.9314320M2123.52-b=1.07,MyyWy0.60.282b=0.7678340500XM14536391+F23.5三174.45000.282=1.07=0.767：:1.00.9310.2582352356108.18100.767145363963.9510=97.020.91.215750022=117.9N/mm<f=215N/mm故满足整体稳定性要求。局部稳定性力习/勺b1125410其缘：一=12.1<15h0

8、480腹板：一=二60：二80tw84）加劲肋计算：横向加劲肋的外伸宽度为:h0480焯bs之，+40=+40=56mm,取bs=100mm3030横向加劲肋的厚度为:bs100可ts至=6.7mm)-Ea.ts-8mm1515横向加劲肋的尺寸为-8M100支座加劲肋支座加劲肋尺寸采用-1010024=10100=1000mm_2A=A015twtw=10001588=1960mmIz1=10123100=833333Iz833333izj=20.6mm.A，1960h0480iz20.6=23.3强度验算:/2/mm3Vmax91.11102二二qL=91.11N/mm2<f=215N

9、A01000整体稳定验算:Vmax391.11102=48.5N/mm<f=215N0.959960/2/mm5）疲劳计算本吊车为中级工作制吊车，不必进行疲劳验算6）刚度验算108.1862Ml2CO二10EI106000,=12mm1.051.4,l5=3.7mm<102.06103422167635007）焊缝连接计算:上翼缘与腹板连接焊缝上翼缘对中和轴面积矩：S1=250M10M239.9=599750mm3取hf=6mmlz=a-5hy2hR=505102134=368mm_3VS191.11105997502,f=19.0N/mm20.7hfIx20.7634221676331-F1.057.54102二f=18.6N/mm20.7hflz20.7636822-2w=19.018.6=26.6N/mm：:ff=160下翼缘与腹板连接焊缝卜翼缘对中和轴面积矩:S2=20010260.1=52