毕业设计50T起重机设计说明书

1、郑 州起重设备厂5/10吨双钩桥式起重机桥梁部分计算书文件编号GJS-3.7共25页第2页目 录1主梁计算（中级S=16.531.5m）3-132主梁计算（重级S=）14-243主梁计算汇总表25附注，计算说明书见GJS-3.1友情提醒：需要完整版论文及图纸请联系qq798048393，各种毕业设计课程设计50/10吨双钩桥式起重机桥架部分计算书文件编号GJS-3.7共25页第3页固定载荷及其弯矩： 起重量t工作制度跨度mG主kgG传定kgG轨kgG栏kgG电管kgG其他kgG轴kgG运总kgq运t/mG操kgG运kgG电kgcmcmcmM内t-mM国t-mMGt-m中级10.52466102

2、5492.566642137.548490.46114008286422901565376.375.04211.41213.53630109863488.570217463270.16867210.75.47716.17716.554511326778.5110.570817485500.51855517.635.10222.73219.574071494921.5132.5770174108990.55995863918561526.655.76532.41522.5909416691066.5155804174129630.57737.65.76543.36525.511444199712

3、11169.5900297160190.628102366418561251.15.88956.98928.51335522041321192937304183130.64265.35.88971.18931.51587623871488.5214975308212490.67483.85.88989.689友情提醒：需要完整版论文及图纸请联系qq798048393，各种毕业设计课程设计50/10吨双钩桥式起重机桥架部分计算书文件编号GJS-3.7共25页第4页等电制固定载荷及其弯矩起重量t工作制度跨度mG主kgG寻电走kgG轨kgG栏kgG电柱kgG滑线kgG其他kgG导电总kgq 电t/m

4、MG电t-m中级10.52486556492.566232887108.648280.466.3313.5363070763488.52901181145.366760.49411.2616.55451858778.5110.53481454145.391450.55318.8219.574071019921.5132.54641769145.3118580.60828.9522.5909411641066.5155222042145.3141890.63141.125.51144414891211169.55802336268174980.68555.828.5133551665132119

5、26382609274.7200550.70271.531.51587617931488.52146962882279232290.73791.750/10吨双钩桥式起重机桥架部分计算书文件编号GJS-3.7共25页第5页活动载荷及其弯矩 起重量t工作制度跨度mKTmMGt-m不 乘 系 数 乘 系 数P1kgP2kgMPt-mM(P+G)t-mP小车1kgP小车2kgP1QkgP2QkgP1计kgP2计kgMP计t-mMG计t-mM(P+G)计t-m中级10.53.581.11.211.412185001632064.676.012348035601800015320214801888075

6、12.5587.5513.516.17790.25106.42710417.8121.816.522.732116138.732134.425159.419.532.415142.8175.21516435.66199.6622.543.365168.7212.06519447.6241.625.556989193.6250.58922462.6289.628.571.189220291.18925478.3332.331.589.689246.3335.98928498.7382.7友情提醒：需要完整版论文及图纸请联系qq798048393，各种毕业设计课程设计50/10吨双钩桥式起重机桥架

7、部分计算书文件编号GJS-3.7共25页第6页主梁几何尺寸比例及断面系数 起重量t工作制度跨度m主梁断面组成HcmbcmFcm2Sacm3Z1cmZ2cmJxcm4Jycm4WX1cm3WX2cm3Wycm3B×1×2h×mm中级10.5450×16×14825×885.53926711771.244.141.430490075010691073603330103.22.1913.5450×16×161000×8103.239304对称51.651.6506400876009820982038901252

8、.6516.5500×22×221000×8104.444380对称52.252.2708400126200135601356050451252.37519.5550×22×221150×8119.449426对称59.759.7103250017250017270172706270143.92.43622.5550×22×221300×8134.449450对称67.267.2135020018850020100201006860162.52.74225.5600×22×221450

9、×8149.454496对称74.774.7183840025370024620246208450181.22.7728.5600×22×221600×8164.454520对称82.282.22286000271700278002780090502003.2831.5650×22×221700×8174.459558对称87.287.22778000344100318203182010580212.52.7950/10吨双钩桥式起重机桥架部分计算书文件编号GJS-3.7共25页第7页主梁应力及垂直挠度：起重量t工作制度跨度

10、mM（P+G）计t-mM(P+G)t-mWX1cm3WX2cm3Wycm3主梁应力JXCm4Ekg/cm2P1kgP2kgKTcmCcm主梁重直挠度1kg/cm22kg/cm23kg/cm21上kg/cm2fcm中级10.587.5576.01269107360333012661330153111903049002.1×10618500163203583461.10313.5121.8106.4279820982038901240136015531240506400496131816.5159.4136.7321356013560504511751297149111757084006

11、462.03219.5199.66175.21517270172706270115512931473115510325007962.08522.5241.6212.06320100201006860120013591552120013502009462.8225.5286.6250.589246202462084501163131215031163183840010963.0328.5332.3291.189278002780090501195136815621195228600012463.4131.5382.7335.989318203182010580120013711561120027

12、7800013963.8150/10吨双钩桥式起重机桥架部分计算书文件编号GJS-3.7共25页第8页四分之一跨度处的正应力、功应力计算： 。(=1.1) 。起重量t工作制度跨度mKTmP1计t P2计tAptMpt-mG操kgcmG运KgcmG电管KgcmqAGtMGt-mt-mWX上Cm3ecnb1cm上下hcmcmkgT中级10.53.5821.48 18.8823.8762.71400 290828 156642 5370.4614.5649.573.14691039.8101682.5 0.82665020213.525.2985.3642 6720.4685.4113.371009

13、82050988100 0.82705016916.526.2108642 5550.5186.67419.26129.21356050912100 0.828730179.519.526.82130.7958 185639 6150.5598.03826.905160.31727057.5 25893505115 0.83001016322.5275.28153.60.5779.14234.8951922010065 28923526130 0.83118015025.527.641761023 185664 6120.62810.79846.41227.12462072.5 3289650

14、1145 0.831720136.628.527.921990.64211.96256.93261.72780080 35916516160 0.832650127.531.528.12221.50.67413.44870.71299.33182085 37916518170 0.83368012450/10吨双钩桥式起重机桥架部分计算书文件编号GJS-3.7共25页第9页S处的临界正空力和临界切应力： 注：临或临分别超过比或0.6比时要用临=或修正，修正后仍超过屈或0.6屈时则取临=屈=2400kg/cm2临=0.6屈=1440kg/cm2，临公式中h为所研究区间的短边尺寸。起重量t工作制度

15、跨度mhcmcmEacma1cmb1cmb2cmmm1m2临临上临下临临上临下比屈中级10.582.50.82×106122411.48229312842000240013.510012241122216599216.510019047.51.90216579019.511525050259022.7824002400144088222.513025050281021.792.4524002364144070625.514525050321131.562.2124002314144058828.516025050351251.432.0023252250144049631.51702

16、5050371331.351.8823202207144044650/10吨双钩桥式起重机桥架部分计算书文件编号GJS-3.7共25页第10页稳定性计算（四分之一跨度） 1.梁只有重直加劲板时，稳定性计算 2、梁具有垂直水平加劲板时稳定性计算（1） （1）对于上平板折合应力： （2） 额定稳定性裕度k0的数值，根据计算的 下平板以下、临下代入第一式载荷组合取，对于组合I，k0=1.3。 中求出k下，折下起重量t工作制度跨度mhcmbcm上下临临上临下临临上临下kk上K下折折上折下中级10.562.510551016229312842022.01597013.510010179882165992

17、1691.94592416.51009559122165790179.51.94588219.5115259278935052400240014408821632.5739.284522.5130289569235262400236414407061502.513.5385825.514532922896501240023141440588136.62.63.4983028.516035942916516235222501440496127.52.513.1883431.5170379429165182320220714404461242.472.9583350/10吨双钩桥式起重机桥架部分计

18、算书文件编号GJS-3.7共25页第11页跨度边缘及中章部份稳定性计算： (3) 起重量t工作制度跨度mcmcmcmQcmmcmK上cmkgAGtQpkgQkg临k腹 上下临临上临下k上K下k中级10.58082.50.8661.253.5821480188805.02339203894030513524.43121622931.88513.5801000.8661.5155.963535041310323133348516.5801000.8661.5157.34362604360034113333.91112421651.9219.580106.10.8661.618.83369004573035813263.711113630240024002.163.9722.580106.10.8661.6110.06373404740037113263.581150655240023642.033.6125.580106.10.8