QTZ自升塔式起重机计算图纸CAD

1、结构重量表序号部件名称重量（kg）1吊钩4002小车5903臂架94774吊臂拉杆29555变幅机构4506塔顶30007平衡臂31088平衡臂拉杆7789配重2310010起升机构280011电器系统60012司机室40013上转台475514回转机构172015下支座233616爬升架575517塔身30960 （18标准节）18固定基础16800019附着架1482 （套）2、整机抗倾翻稳定性计算2.1 本机可采用独立状态和附着状态两用,按独立状态计算整机抗倾覆稳 定性;2.2 计算工况:况说明1、基本稳定性工作工况、静态、无风2、动态稳定性工作工况、动态、有风3、暴风侵袭非工作况4、突然卸载工作工况、料斗卸载5、安装、拆卸稳定性2.3 计算公式M + F.xh b e = 工+ /32.4 计算简图(见下页)M 作用在基础上的弯矩(kg - m) Fv作用在基础上的垂直载荷(kg) Fh 作用在基础上的水平载荷(kg) Fg混凝土基础的重力(kg)e偏心距(m)2.5 各部件、吊重距回转中心的距离和产生的Fv （见下页）注:起升绳按起升高度计算,其重力的50%作为起升载荷,50%作为自 重载荷。序号部件名称距回转中心的距离（m）Fv (kg)1吊钩17.624002小车17.625903臂架28.045594774吊臂拉杆18.92629555变幅机构104506塔顶0.330007平衡臂-8.29931088平衡臂拉杆-7.3257789配重-14.9252310010起升机构-11.65280011电器系统060012司机室040013上转台0475514回转机构0172015下支座0233616爬升架0575517塔身03096018起升绳17.6225019吊重17.62100002.6 各工况e值的计算:2.6.1 基本稳定性:M = 204382.7Fv= 103434Fg= 168000Fh = 0e = 0.753 b/3 = 2.3332.6.2 动态稳定性:M = 300194.52Fv= 103434Fg= 168000Fh = 3449e= 1.128b/3 = 2.3332.6.3 暴风侵袭:M = 568170.7Fv = 93434Fg= 168000Fh= 14167.6e = 2.249 b/3 = 2.3332.6.4 突然卸荷：M = 262576.8Fv = 93434Fg= 168000Fh = 3449e= 1.023 b/3 = 2.3332.6.5 安装、拆卸稳定性:2.6.5.1 安装平衡臂及尾部三块小配重M= 124190Fv = 37702Fg= 168000Fh = 896e = 0.61 b/3 = 2.3332.6.5.2 安装起重臂及拉杆M= 166589Fv = 51574Fg= 168000Fh = 1006e = 0.765 b/3 = 2.333结论:基础抗倾翻稳定性合格。3、结构的计算:载荷组合A、B： Q235-B = s / kn = 175Mpa16Mn = s / kn = 257.5Mpa载荷组合c：Q235-Bo = o s / 匕=192Mpa16Mn = s / kn = 283Mpa3.1 臂架的计算:3.1.1 概述:本塔机的臂架从自重轻、抗扭刚度好出发,选用三角形截面 结构;臂架全长61m,共分为8节,设二个吊点和一个撑架支点,全长 采用等截面、变模数的设计。3.1.2 计算方法与载荷组合：在计算时,假设各平面相关杆件汇交于节点 中心,并认为理想钱接,忽略由于理想情况不能实现而产生的次应, 整个臂按压弯杆件进行应分析。3.1.3 各截面整体、单肢、腹杆强度及稳定计算：3.1.3.1 A-A 截面上弦：N=33809kgA=28.27cm2 0 =120MPa长度10m10m10m10m10m5m5m一G /cAlGF EDCB A上弦858580808060 60下弦1| 135X135L125X125X12| 97X97L90X90X8 95X95L90X90X8侧杆076X4 54X5下弦:N=-18320kgA=21.274cm2入=436=0.9160 =-94MPa b3.1.3.2 B-B 截面（吊举）上弦:N=5941移i.=S265cm2电=118.2MPa 修f： N=-32569kgA=27.888cm2入=44.8 =0,908.S =-128.6MPa侧腹杆:N4683.6kgA=7.697cm2入=916=0.669 =-90.96MPa3.1.3.3 C-C 截面(R=33.42m) 上弦:N=-53719kgA=50.265cm2入=81巾=0.725 =-147.2MPa下弦:N= 15603kgA=27.888cm20 =56MPa 、侧腹杆:R=31y齒就 谿.697cm2 入=88.05巾=0.6820 =-73MPa3.1.3.4 D-D 截面(R=21m) 下弦：N=-35253.7kg洋, 入=44.8巾=0.908 =-139.2MPa侧腹杆:R=21mN=-8913.6kgA=9.0478cm2入=60巾=0.842 =-117MPa3.1.3.5 BD段整体稳定（R=60m, Q=曲力f 1 _ N1” + -H版一 a枷1 0 9 式中: N=433哪 3A=1049695kgFEy=750995.6kg6 乔, 1CMw + GaMhv嬴A=27.888cm2Wx=7257.75cm3Wy=3925.94cm3Cox=0.825Mox=47518kg , mChx=1Mhx= 10586.87kg , mCoy=1Moy=40 16.148kg , mChy=0.9273 Mhy=5275kg =137.1 MPa3.1.3.6 E-E截面(吊点外) 上弦:N=58032kgA=56.745cm2 =102.2MPa下弦:N=-52401kgA=57.824cm2入=326=0.953 =-95.1 MPa侧腹杆：N=-12974A=9.Q5Sp应强/ =-169.3MPa 3.1.3.7F-F 截面(R= 10.3m)上弦：N=-59334kgA=56.745cm2 =-137.7MPa下弦:N=18424kgA=57.824cm20 =32MPa3.1.3.8 G-G截面（根钱点）下弦:N=-64454kgA=57.824cm2入=326=0.953（ =-117MPa/侧腹杆:N=-10496kg,.於A=9.05cm24 入=59R巾=0.847 =-137Mp3.1.3.9 EG 段1定1 吆1 q修 1。叫丿10歩式中:N=57787kgA= 172.393cm26 乔, C,M,y+G必, 必FEx=4749361.205kgFEy=4304580.55kgWx=7511.78cm3Wy=7724.071cm3Cox=0.6Mox=25060.5kg , iChx=1MHx=6350.22kg ,Chx=0.998Mhx= 1743.04kg iChx=0.998MHx=55642.24kg Coy=1Moy= 18387.36kg Chy=0.979MHY=2246.76kg , mChy=0.997Mhy= 1291.7kg m0 =136.2MPa综上计算:吊臂各截面整体、年渝:nmn。m6 ,5 .X 腹杆稳定及强度合格,符合设计 GB13752-92 要求。（ 3.2吊臂拉杆的计訳，? 244341 kg0 = N/A = 115.2 MPa |N2 = 44921 kg = N/A= 116.7 MPa 1*A= 38.4845 cm20 = 175 MPaA= 38.4845 cm2; 1 = 175 MPaN3 = 56556.8 kgA = 38.4845 cm2o = N/A = 147 MPa 0 = 175 MPa所以,吊臂拉杆强度符合设计要求。3.3平衡臂的计算:3.3.1 B-B截面（吊点外）。= N/A = 150.6MPa 0 !Mx=30015kg , mWx=996.22cm33.3.2 A-A截面（根较点）KN=55329.3kg JMy= 12654.65kg 仆单肢:6 =0.82840 二-64.88MPa ! = 175 MPa3.3.3 B-B截面（吊点内）N=55329.3kgMx= 14504kg , mMy=839kg , m单肢:N=-28257.4kgMx=7252kg mA= 108.07cm2 x=2.53=934)=0.2369 =-110.4MPa o= 175 MPa3.3.4 AB段整体稳定/_ N1” + -H版一 a枷10 9式中:A=136.22m-8737.05 cm36 乔, 1CMw + GaMhv嬴Fex=320215.2kgFEy=1811566.7kgCox=0.6Mox= 14504kg , mChx=1Mhx=4 144.58kg , mChx=0.966Mhx=47 14.6kg , mCoy=1MoY=839kg mChy=0.99MHY=2440.34kg m =121.1MPa3.4平衡臂拉杆的计算:N = 31185.8 kgA = 24.63 mmo = N/A= 126.6 MPa = 0.77145整体:I己重（风臂,向平衡臂方向吹）整体:A = 254.469cm2Ix= 1629889.881cm4Iy = 1248186.374cm4Lx = 2441.088 cmLy = 2123.238 cm入 x = 30.5Ay = 30.32入 hx = 38.64入 hy = 38.49 3.5.2单肢、整体强度和稳定性校作 工况I ：安装平衡臂及远端三块/二.FN= 12725.5 kgFex=3465 194.5kgWx=20373.62Mt,x = 9380.4 kg-mCHy =1Mhx= 165141.56kgCHy =1Mhx= 1023.3kg , m 3 = 0.932（ N1C M + CH M Hb 一十十A（f）（p FnWx0.9 尸J= 82.6 MPa 0 = 175 MPa工况II:安装完起重臂及拉杆（风臂,前片,. m1 C，yM.+ 屣的，。e向鸞防向吹）N=-59054kg =-118.5MPa后片:N=48275.6kgd =75,9MPa整体：“3FNkg 3465194.5kgWx=20373.62Mox = 18041.6 kg-mCHy =1NCHy =1N. V脅Ihx= 141344.79kg , mIhx= 1023.3kg , m6= 0.932w-C.rM,V + 妳.M”,w-0.9 Fey= 89.3 MPa 0 = 175 MPa工况HI:安装完全部配重（风臂,向平衡臂方向吹）前片:N= 14457.4kg =22.73MPaJ后片斤斤:K 0N=-36792kg/0 =-75MPa整体:XFn = 40958.5 kg 、FEx=3465194.5yWx=203铲M066.77kg-m 1Mhx= 112220kg mCHy =1Mhx= 1023.3kg , m 3 = 0.932二 N J1C 此x + ChxMhx 1A枷 川W,l。皿丿= 57.7 MPa 0 = 175 MPa。,做,+ C HyM Hy一亠 w,。.明丿况W:工作状态（风臂,前片:向吊臂方向吹）dN=-66249.2kg0 =-133MPa后片:N=40081.1 kg0 =63MPa整体:Fn = 53623 kgFex=3465 194.5kgWx=20373.62 口 M0X = 42Qp8lg-i 驛3 6 = 0.932N11 0.9nMhx= 141344.79kg mMhx= 1023.3kg m CyM + CHxMHx +-， + C/M Hy n% FnWv厂I 0-9,)=115 MPa ! 二 175 MPa所以,塔顶的单肢和整体强度和稳定性满足标准要求。3.6上转台的计算:截面特性: 前片:A= 78.54 cm2i= 2.5cm46 = 0.888前片:A= 78.54 cm2i= 2.5cm46 = 0.6844o = N/ ( 6A) = -70.8 MPa ! = 175 MPa工况n：吊载,风口臂,向起重臂方向吹前片:N =-70021.5kg=-100.4 MPa ! = 175 MPa后片:N = 41192.5kg=52.45 MPa 0 = 175 MPa工况HI:吊载,风丄臂前片:N =-72946kg=-104.6 MPa 1.25所以,回转支承校核合格。3.7.2联接螺栓的计算:Fsp =21500 kgFpmax = F + K，c FcFpmax = 19380.6 Fsp所以,联接螺栓校核合格。3.8塔身的计算:lx = ly = 2733326.174cm4 Wx = Wy = 27333.26174c g入x =入y =114.27540k d入 hx 二人 hy = 113.8.2潜T工作状态,风II臂,向起重臂方向吹,0角。单綴06304.43kgo = N/ ( 6A) =143 MPaa = 242 MPa整体稳定校核:Fn = 82544 kgMox = 178700 kg-mChx=0.9307Mhx = 61 2360 kg- mCHx=0.965Mhx = 63774 kg-m3 6 = 0.814A(1)(p _ FnWx0.9 丿=168.4 MPa o = 257.5Mpa3.8.3况二:工作状态,风II臂,单肢:N= 144243.5kgo = N/ ( 6A) =194 MPaa = 2整体稳定校核:,1丄%公1 。叫,丿CT 向起重臂方向8“5角。一 N 1 CoxMm. + CHxMHx 1 CoyMoy+CHyMHyFn = 82544 kgMox = MOy = 12636( Chx= CHy=0.93QtyChx= CHypO.98J 中; 14 卷7 (_N _ A枷 Fn 10,，= 231.76 MPa o 0Mhx = Mwy = 51960.2 kg- mMhx = Mwy =45095.4 kg-mcmMox + cHxmHx CM + CM叱M丿1。.明丿=257.5Mpa3.8.4况三:工作状态,风丄臂,0角。单肢:N=144243.5kgo = N/ ( 6A) =194 MPa 。 = 242 MPa整体稳定校核:Fn = 82544 kgMox = 174067.3 kg-mMOy = 15506.18 kg-mCHy=0.9307MHy =61236kg-mCHy=0.965MHy = 162756 貫3 6 = 0.814N J 1取+ C叫 C，,M、.+ChvMhv= 216.8 MPa31 = 257.5Mpa号20171.4kgo = N/ (6A) =161.6 MPa 0 = 242 MPa整体稳定校核：Fn = 82544 kgMox= 134048.7 kg-mMoy = -112119.6kg-mChx= CHy=0.9307Mhx - MHy =51960.2kg-mChx= CHy=0.965=202.6 MPa 整体稳定校核:Fn = 72544 kgMox = -59404.中 6 = 0.814C M +CN=188.2MPa a = 257.5Mpa非工作状态,0角。3.8.6工况五:单肢:N= 150684.3kgC M +Mhx = MHy =115085.88 kg-m。283 MPaChx=0.9Ch546 = 0.814MHx = 259358.4 kg-mMhx = 280605.6 kg-m=230.8 MPa 1 = 283 MpaL= 1863.8.7况六:非工作状态,45角。单肢:N=191558.7kgo = N/ ( 6A) =257.6 MPa 。 = 283Mpa整体稳定校核:gFn = 72544 kg0Mox 二42005.2 kg-mChx=0.939MHx =156273.5 kg-m 0,寸Chx=0.96954Mhx= 198418.11v中, 6 = 0.8140,N J I 此、=274MPa 3.8.8 腹杆的校A =25.4967245 kg o = N/ ( 4)A) =75.2 MPao = 175 Mpa3.8.9 附着状态下塔身的计算: 工况I:安装第一道附着,非工作状态,45角。单肢:N=162916.85kgq = N/ (6A) =219MPa 0 = 283 MPa整体稳定校核:A = 306.02 cm2Ix = Iy = 2733326.174cm4Wx = Wy = 27333.26174cm3入 x =入 y =58.66入 hx =入 hy =60.7Fn = 95572.9kgFex=Fey= 1688649kgMox = Moy = 266191.59kg-mChx= CHy=0.99223浸,2.中, 6 = 0.87NA（/）（p0.9 FPa 0 = 283MpaQkMk + HxMHx +W：单肢:Fn。%QyMoy + HyM HywII:安装二道及二道以上附着,非工作状态,45角。N=162916.85kg。=N / ( 6 A) =219 MPa 0 = 283 MPa整体稳定校核:A = 306.02 cm2Ix = Iy = 2733326.174cm4Wx = Wy = 27333.26174cm3入 x =入 y =112.9入 hx =入 hy=114Fn = 70537.33kgFex=Fey= 478748.11kgMox = MOy = 42005.2kg-mChx= CHy=0.981Mhx - MHy = 159836.82kg-mChx= CHy=0.9616Mhx = MHy =148359.97kg-m3.9附着架的计算:1 Coy M。）, + CfjyM HyFn乜0% 3.9.1截面参数:3.9.2稳定性（ix =6.1。iy=6/75入 x = 9590.26 x=0.637A = 50.324 cm2入y受力最大:Nimax = 21455kg经计源/ (6A) = 67MPao = 175Mpa4.机构的选择计算4.1起升机构的选择计算:4.1.1钢丝绳的选择Fro = 189 kNFrmax = 33.3kN所以,选用18NAT6X19W+NF1770的钢丝绳。4.1.2电机的选择:N= 10000x27.5=529kW6120x0.85选用电机:丫250M-455KWo配用YWZ4-400/80的制动器,ZQ75O-25-V10-CA的減速將4.2变幅机构的选择计算:4.2.I选牵引钢丝绳:Fro = 47.3 kNKnr=5所以,选用9NAT6X19田MF 1770的钢丝绳。4.2.2电机的选择八、W2500x60N 二6120x0c选用 YEJJ3油 5.5KW14.40的减速机。配回转机构的选择计算:Nj= (M 摩+0.7 M 傾+0.7 M 风)/ (9550 n / n) = 10.3kw选用YLEW112M-6的电机,功率为5.5kW, 2台。配用XX4-160.195C减速机,减速比i = 195。