吴淞江大桥主墩挂篮设计计算书（修改）

本文格式为Word版，下载可任意编辑——吴淞江大桥主墩挂篮设计计算书（修改）吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司

吴淞江大桥主墩挂篮设计

挂蓝的一般构造图如下图所示。

1205005040045030首先以1#块主梁进行受力计算：作用力示意图如下所示：985.92KN908.96KN2得到两端的支点反力：F2=1053.85KN（前横梁），F1=1788.48KN（后横梁）。然后以7#块主梁进行受力计算：1995.59KN1392.14KN683.22KN619.32KN683.22KN619.32KN2得到两端的支点反力：-1-吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司F1=1695.05KN（前横梁），F2=1386.95KN（后横梁）。比较上面两种工况拟定以7#块主梁进行挂篮的受力计算，然后以1#块主梁进行挂篮后横梁的受力验算。一、底蓝纵梁计算为考虑减轻挂蓝结构自重，挂蓝底蓝尽量采用桁架结构。7#块前端断面高度为300cm，后端高度为304.9cm；边腹板前后端厚离均为50cm；中间四块腹板的厚度均为40cm；底板厚度前端为25cm，后端厚度为25.9cm；前端有横隔板结构。主梁的横断面示意图如下所示：3300第一室其次室第三室2540第四室第五室1、第一、五室底板下纵梁计算初步取80cm宽度作为一根纵梁的承受重量。3荷载取值：振捣荷载取2.0KPa，施工人员、机具荷载取1.5KPa；砼容重取26KN/m，涨模系数取1.05。则底板荷载计算：q前=1.05×0.8×0.25×26+0.8×0.5=5.86KN/m；q后=1.05×0.8×0.259×26+0.8×0.5=6.06KN/m；横隔板位置隔板自重：q1=0.8×2.36×1.05×26=51.54KN/m；模板自重：q2=2×1.5×2.36×0.8÷0.3=18.88KN/m；顶板重量：等厚段：q3=0.8×1.05×0.25×26=5.46KN/m；加厚段：q4=0.8×1.05×0.55×26=12.01KN/m；则顶板平均荷载为q5=q3+（q4－q3）×2.0÷2÷4.3=5.46+（12.01－5.46）×2.0÷2×1.0÷4.3=6.98KN/m顶板模板：q6=0.8×1.2=0.96KN/m，取1KN/m；可得：等厚段底板总作用平均荷载为q7=13.94KN/m，考虑施工荷载后取平均值为17KN/m进行计算；横隔板总作用荷载为q8=51.54+18.88=70.42KN/m，取71KN/m计算。计算图示如下：4.8m881772材料：采用I36a工钢。-2-吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司

a、强度验算.纵梁截面特性如下：

I=18800cm4A=71.12Ccm2q=55.8kg/mw=942cm3弯矩图如下：

最大弯矩为：65065.80N·m

σmax=M/W=65065.80÷942cm3=69.07Mpa吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司最大弯矩为：46743.75N·mσmax=M/W=46743.75÷942cm3=49.62Mpa吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司

最大弯矩为：114776N·m

σmax=M/W=114776/3820cm3=30.05Mpa吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司

290.00000.13568E-020.16663E-03300.00000.13818E-02-0.16812E-14310.00000.13568E-02-0.16663E-03320.00000.11560E-02-0.50401E-03330.00000.97896E-03-0.67682E-03340.00000.83187E-03-0.79442E-03350.00000.66102E-03-0.91452E-03360.00000.63882E-04-0.12612E-02370.00000.0000-0.12941E-02380.0000-0.11352E-02-0.17057E-02390.0000-0.26177E-02-0.19721E-02400.0000-0.42477E-02-0.20777E-02410.0000-0.59039E-02-0.20405E-02420.0000-0.87999E-02-0.16290E-02430.0000-0.91178E-02-0.15489E-02440.0000-0.99041E-02-0.13049E-02450.0000-0.10789E-01-0.89812E-03460.0000-0.11329E-01-0.44618E-03470.0000-0.11496E-010.33082E-04480.0000-0.11274E-010.52177E-03490.0000-0.10663E-010.10020E-02500.0000-0.10024E-010.13179E-02510.0000-0.96775E-020.14556E-02520.0000-0.92968E-020.15885E-02530.0000-0.89688E-020.16908E-02540.0000-0.52209E-020.24114E-02550.00000.00000.27114E-02MAXIMUMABSOLUTEVALUESNODE04755VALUE0.0000-0.11496E-010.27114E-02最大挠度为：fmax=11.5mm（二）、底篮前横梁计算1、底篮前横梁在块段浇注时的计算①前横梁初步布景图如下所示：304050180202525558080808080552023558080808080552023306060603020235580808080805520235580808080805525252023050P12P2P3P4P5P645678P79P810P912P14P15P10P11P13P16P1713141516171819P1820P2023P2123P24P26P22P23P25P272425262728293132333435363738404142434445464748505152535455565830402202332511565214103041039565493255722059②强度验算初步选定材料为2片H500×200（窄翼缘H钢），纵梁截面特性如下：I=95600cm4A=228.4cm2q=179.2kg/mw=3820cm3弯矩图如下：-16-吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司

最大弯矩为：218183N·m

σmax=M/W=218183/3820cm3=57.116Mpa吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司取1#块段（3m长块段）验算底篮承载力1#块前端断面高度为411.9cm，后端高度为449.8cm；边腹板前后端厚离均为70cm；中间四块腹板的厚度均为60cm；底板厚度前端为44.5cm，后端厚度为51.2cm；无横隔板结构。1、第一、五室底板下纵梁计算同7#块段取80cm宽度作为一根纵梁的承受重量。3荷载取值：振捣荷载取2.0KPa，施工人员、机具荷载取1.5KPa；砼容重取26KN/m，涨模系数取1.05。q前=1.05×0.8×0.445×26+0.8×0.5=10.12KN/m；q后=1.05×0.8×0.512×26+0.8×0.5=11.58KN/m；顶板计算等厚段：q1=0.8×1.05×0.25×26=5.46KN/m；顶板模板：q9=0.8×1.2=0.96KN/m，取1KN/m；考虑施工荷载后取平均值为20KN/m进行计算，计算图示如下：4.80m202材料：采用I36a工钢。a、强度验算纵梁截面特性如下：I=18800cm4A=71.12Ccm2q=55.8kg/mw=942cm3弯矩图如下：最大弯矩为：51743.75N·mσmax=M/W=51743.75/942cm3=54.93Mpa吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司b、刚度验算变形图如下：最大挠度为：fmax=4.9mm。7、翼缘板下底篮纵梁计算由于翼缘板截面为等界面，只是其长度随块段长度变化而变化，因此其计算荷载值参考7#块的计算结果。（1）对于G1部分取线性荷载集度为22KN/m，其布置图示如下：5.00m222材料：采用I36a工钢。a、强度验算纵梁截面特性如下：I=18800cm4A=71.12Ccm2q=55.8kg/mw=942cm3弯矩图如下：最大弯矩为：56743.75N·mσmax=M/W=56743.75/942cm3=60.24Mpa吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司580.0000-0.72185E-03-0.65476E-03590.0000-0.84691E-03-0.59390E-03600.0000-0.12394E-020.23122E-03610.00000.00000.81537E-03MAXIMUMABSOLUTEVALUESNODE06061VALUE0.0000-0.12394E-020.81537E-03最大挠度为：fmax=1.2mm。2、底篮在行走时需要卸除后锚带，只靠两边侧吊带和箱梁底两根滑杆支撑，其示意图如下：202380202525409580808095402023409580808090452023306060603020234095808080805520235580808080805525252023020233456789101112131415161718192023232425262728293031323335363738394041424344454647484950515253114502122023034145054底篮行走时考虑到荷载主要为：底篮前后横梁、底篮纵梁、底篮模板。①通过ANSYS有限元分析软件计算：弯矩图如下：最大弯矩为：132440N·mσmax=M/W=132440/3820cm3=34.67Mpa吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司

各节点位移数据:

NODEUXUYROTZ

10.0000-0.15034E-020.79031E-0320.0000-0.11083E-020.79012E-0330.00000.00000.37466E-0340.00000.35123E-040.32896E-0350.00000.93270E-040.25647E-0360.00000.14899E-030.19352E-0370.00000.19167E-030.15028E-0380.00000.25334E-030.75681E-0490.00000.26315E-03-0.64165E-04100.00000.11846E-03-0.32481E-03110.00000.0000-0.47074E-03120.0000-0.28984E-03-0.66150E-03130.0000-0.84464E-03-0.67014E-03140.0000-0.12849E-02-0.38930E-03150.0000-0.14162E-02-0.76827E-04160.0000-0.14189E-020.50429E-04170.0000-0.13962E-020.17627E-03180.0000-0.12142E-020.47031E-03190.0000-0.73212E-030.68622E-03200.0000-0.20547E-030.56749E-03210.00000.00000.32137E-03220.00000.73321E-040.10987E-03230.00000.41611E-04-0.13912E-03240.0000-0.80627E-04-0.13069E-03250.0000-0.12568E-03-0.24111E-04260.0000-0.12565E-030.24447E-04270.0000-0.12124E-030.20889E-04280.0000-0.86134E-040.11859E-03290.0000-0.15014E-040.88958E-04300.00000.00000.17971E-05310.0000-0.13940E-04-0.85408E-04320.0000-0.83019E-04-0.11540E-03330.0000-0.11164E-03-0.70034E-04340.0000-0.12130E-03-0.25363E-04350.0000-0.12155E-030.22969E-04360.0000-0.77253E-040.12909E-03370.00000.43567E-040.13726E-03380.00000.73848E-04-0.11150E-03390.00000.0000-0.32274E-03400.0000-0.20601E-03-0.56849E-03410.0000-0.73322E-03-0.68667E-03420.0000-0.12155E-02-0.47033E-03430.0000-0.13974E-02-0.17608E-03

-36-

吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司

440.0000-0.14201E-02-0.50168E-04450.0000-0.14174E-020.77144E-04460.0000-0.12858E-020.38973E-03470.0000-0.84519E-030.67062E-03480.0000-0.29002E-030.66191E-03490.00000.00000.47104E-03500.00000.11854E-030.32503E-03510.00000.26333E-030.64212E-04520.00000.25351E-03-0.75753E-04530.00000.19178E-03-0.15040E-03540.00000.14907E-03-0.19366E-03550.00000.93314E-04-0.25662E-03560.00000.35138E-04-0.32911E-03570.00000.0000-0.37481E-03580.0000-0.11085E-02-0.79027E-03590.0000-0.15037E-02-0.79046E-03MAXIMUMABSOLUTEVALUES

NODE05959VALUE0.0000-0.15037E-02-0.79046E-03

最大挠度为：fmax=1.5mm

2、底篮前横梁在挂篮空载行走时的计算弯矩图如下：

最大弯矩为：26943N·m

σmax=M/W=26943/3820cm3=7.05Mpa吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司对于2—5吊带σ满足要求。2—3=25.301E+4÷0.000804=314.69Mpa＜[σ]=750Mpa；四、上横梁计算（一）、上前横梁计算1、上前横梁的控制荷载计算上前横梁布置图示如下：249055270282.5282.52701401F123F245F367F489F51011F6121F7141516171819202322190270295270275275270295270上前横梁在悬浇主梁7#块时为最大荷载状况，通过底篮前横梁计算出吊带作用力F1=F7=216.7KN，F2=F6=342.2KN，F3=F5=450.02KN，F4=374.4KN。初步选取上前横梁桁架上弦杆材料为2[36a，A=121.7822cm，斜撑和下弦杆材料为2[16a，A=43.9cm，均为热轧普通槽钢材料，竖杆均为2根16Mn钢材质的2钢板带，板带截面为15×3cm，其截面积为90cm。①计算得出节点位移数据资料如下：NODEUXUYROTZ10.00000.17901E-040.18665E-0320.00000.0000-0.47108E-033-0.19229E-03-0.53207E-02-0.17550E-024-0.58861E-03-0.67251E-02-0.23266E-055-0.91975E-03-0.53398E-020.17395E-026-0.84476E-030.00000.53984E-037-0.65254E-03-0.25233E-030.12207E-068-0.46033E-030.0000-0.54032E-039-0.38501E-03-0.53458E-02-0.17437E-0210-0.71578E-03-0.67376E-020.64762E-0511-0.11123E-02-0.53116E-020.17588E-0212-0.13046E-020.00000.46413E-0313-0.13046E-020.14078E-04-0.19360E-0314-0.24116E-02-0.27348E-0215-0.13120E-02-0.61964E-02160.11005E-02-0.27302E-0217-0.21278E-03-0.61322E-02180.51263E-03-0.26450E-0219-0.65373E-03-0.55045E-0420-0.18212E-02-0.26479E-0221-0.10965E-02-0.61411E-02220.35949E-04-0.61529E-02MAXIMUMABSOLUTEVALUES

NODE141011VALUE-0.24116E-02-0.67376E-020.17588E-02

最大节点竖向位移为6.7mm。

-41-

吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司

②杆件轴力、轴向应力以及轴应变值如下所示：

STATCURRENTCURRENTCURRENT

ELEMMFORXSAXLEPELAXL10.00000.00000.00002-0.18213E+06-0.14956E+08-0.71218E-043-0.35942E+06-0.29514E+08-0.14054E-034-0.29923E+06-0.24572E+08-0.11701E-03571030.0.58327E+070.27775E-0460.35111E+060.28832E+080.13729E-0370.35111E+060.28832E+080.13729E-03871338.0.58580E+070.27895E-049-0.29890E+06-0.24544E+08-0.11688E-0310-0.35957E+06-0.29526E+08-0.14060E-0311-0.18220E+06-0.14961E+08-0.71243E-04120.00000.00000.0000130.30355E+060.69146E+080.32927E-0314-0.30201E+06-0.68796E+08-0.32760E-0315-6275.0-0.14294E+07-0.68066E-0516-0.30214E+06-0.68825E+08-0.32774E-03178349.60.19020E+070.90569E-0518-86763.-0.19764E+08-0.94113E-041985913.0.19570E+080.93191E-0420-0.53119E+06-0.12100E+09-0.57620E-03210.53330E+060.12148E+090.57847E-032264978.0.14801E+080.70483E-042365569.0.14936E+080.71124E-0424-0.10105E+06-0.23017E+08-0.10961E-03250.53339E+060.12150E+090.57857E-0326-0.53129E+06-0.12102E+09-0.57630E-032785779.0.19540E+080.93046E-0428-86605.-0.19728E+08-0.93942E-04298958.90.20407E+070.97178E-0530-6515.6-0.14842E+07-0.70676E-05310.30366E+060.69171E+080.32939E-03320.36334E+060.82765E+080.39412E-03330.35434E+060.80715E+080.38436E-03340.24769E+060.56421E+080.26867E-0335-0.39101E+06-0.89068E+08-0.42413E-0336-0.39137E+06-0.89150E+08-0.42453E-03370.24743E+060.56363E+080.26840E-03380.35390E+060.80616E+080.38389E-03390.36348E+060.82797E+080.39427E-03MINIMUMVALUES

ELEM262626VALUE-0.53129E+06-0.12102E+09-0.57630E-03

-42-

吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司

MAXIMUMVALUES

ELEM252525VALUE0.53339E+060.12150E+090.57857E-03

杆件最大轴力为53.33t，最大轴向应力为121.5MPa，满足要求。③各支点反力：

NODEFXFYMZ2-0.20373E-090.53207E+0660.68716E+0680.68716+06120.53207E+06TOTALVALUES

VALUE-0.20373E-090.24385E+070.0000

最大支点反力为68.716t，最小支点反力为53.207t。

2、上前横梁在挂篮空载行走时的计算

各支点反力如下：

NODEFXFYMZ30.27831E-0972911.987633.1187639.1772901.TOTALVALUES

VALUE0.27831E-090.32108E+060.0000

最大支点反力为8.76t，按9t计算。通过计算可得出主桁后锚的最大上挠力为10t。

(二)中横梁计算

1、中横梁在行走时强度和变形计算

125300400305400280400305400300161718192023222324251234567891011121314151617220F1F225250150202352.5352.52023401670

底篮空载行走时两边侧吊带的受力为最大，竖向力为3.13t，桁架上弦杆材料取2[32a，A=97.0cm2，斜撑和下弦杆材料均为2[22，A=53.44cm2。①计算得出节点位移数据资料如下：

NODEUXUYROTZ

1-0.76225E-04-0.14703E-020.35095E-032-0.48555E-04-0.48914E-030.36844E-0330.00000.00000.23185E-0340.64740E-040.20276E-030.35281E-0450.13291E-030.27235E-03-0.83713E-0560.16151E-030.12023E-03-0.72441E-0470.14995E-030.0000-0.22023E-04

-43-

吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司

80.14186E-030.29414E-06-0.31340E-1990.13377E-030.00000.22023E-04100.12222E-030.12023E-030.72441E-04110.15082E-030.27235E-030.83713E-05120.21898E-030.20276E-03-0.35281E-04130.28372E-030.0000-0.23185E-03140.33228E-03-0.48914E-03-0.36844E-03150.35995E-03-0.14703E-02-0.35095E-03160.50594E-03-0.10145E-02170.39032E-03-0.67183E-04180.20424E-030.26928E-03190.13179E-030.22141E-03200.12577E-030.19028E-04210.15796E-030.19028E-04220.15193E-030.22141E-03230.79487E-040.26928E-0324-0.10660E-03-0.67183E-0425-0.22222E-03-0.10145E-02MAXIMUMABSOLUTEVALUES

NODE161514VALUE0.50594E-03-0.14703E-02-0.36844E-03

节点最大竖向位移为1.5mm。

②杆件轴力、轴向应力以及轴向应变值如下所示：

STATCURRENTCURRENTCURRENT

ELEMMFORXSAXLEPELAXL119659.0.21130E+0719659.263246.0.67977E+0763246.363246.0.67977E+0763246.437730.0.40553E+0737730.515875.0.17063E+0715875.6-11290.-0.12134E+07-11290.7-11290.-0.12134E+07-11290.8-11290.-0.12134E+07-11290.9-11290.-0.12134E+07-11290.1015875.0.17063E+0715875.1137730.0.40553E+0737730.1263246.0.67977E+0763246.1363246.0.67977E+0763246.1419659.0.21130E+0719659.15-37093.-0.69411E+07-37093.1639319.0.73576E+0739319.17-43251.-0.80933E+07-43251.18-33325.-0.62359E+07-33325.1937698.0.70542E+0737698.20-15610.-0.29210E+07-15610.

-44-

吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司

21-52208.-0.97695E+07-52208.2220474.0.38313E+0720474.23-26655.-0.49878E+07-26655.24-18228.-0.34110E+07-18228.2517816.0.33337E+0717816.26-20239.-0.37536E+07-20239.27-1691.1-0.31644E+06-1691.128-10677.-0.19980E+07-10677.2918358.0.34352E+0718358.30-2812.0-0.52620E+06-2812.03112902.0.24144E+0712902.32-2812.0-0.52620E+06-2812.033-10677.-0.19980E+07-10677.3418358.0.34352E+0718358.35-1691.1-0.31644E+06-1691.136-20239.-0.37536E+07-20239.3717816.0.33337E+0717816.38-26655.-0.49878E+07-26655.39-18228.-0.34110E+07-18228.4020474.0.38313E+0720474.41-52208.-0.97695E+07-52208.42-15610.-0.29210E+07-15610.4337698.0.70542E+0737698.44-33325.-0.62359E+07-33325.45-43251.-0.80933E+07-43251.4639319.0.73576E+0739319.47-37093.-0.69411E+07-37093.MINIMUMVALUES

ELEM414141VALUE-52208.-0.97695E+07-52208.MAXIMUMVALUES

ELEM134613VALUE63246.0.73576E+0763246.

杆件最大轴力为6.32t，最大轴向应力为7.36MPa，满足要求。③各支点反力：

NODEFXFYMZ3-0.14552E-0945576.7-14276.9-14276.1345576.TOTALVALUES

VALUE-0.14552E-0962600.0.0000

边主桁的支点反力为4.56t，中主桁的支点反力为－1.43t（负号表示拉力）。

2、中横梁在块段悬浇最不利荷载状况下的变形

主梁1#悬浇时的底篮两边侧吊带受力最大，为5.98t，计算此时中横梁的受力变形如下：

-45-

吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司

①节点位移数据如下：

NODEUXUYROTZ

1-0.14563E-03-0.28090E-020.67050E-032-0.92766E-04-0.93452E-030.70392E-0330.00000.00000.44296E-0340.12369E-030.38738E-030.67406E-0450.25393E-030.52033E-03-0.15994E-0460.30857E-030.22965E-03-0.13840E-0370.28649E-030.0000-0.42073E-0480.27103E-030.56197E-06-0.59292E-1990.25558E-030.00000.42073E-04100.23350E-030.22965E-030.13840E-03110.28814E-030.52033E-030.15994E-04120.41838E-030.38738E-03-0.67406E-04130.54207E-030.0000-0.44296E-03140.63483E-03-0.93452E-03-0.70392E-03150.68770E-03-0.28090E-02-0.67050E-03160.96662E-03-0.19382E-02170.74572E-03-0.12836E-03180.39020E-030.51447E-03190.25180E-030.42302E-03200.24028E-030.36354E-04210.30178E-030.36354E-04220.29027E-030.42302E-03230.15186E-030.51447E-0324-0.20366E-03-0.12836E-0325-0.42455E-03-0.19382E-02MAXIMUMABSOLUTEVALUES

NODE161514VALUE0.96662E-03-0.28090E-02-0.70392E-03

最大节点竖向位移为2.8mm，为边侧吊带的受力点。②杆件轴力、轴向应力以及轴向应变值如下所示：

STATCURRENTCURRENTCURRENT

ELEMMFORXSAXLEPELAXL137560.0.40370E+070.19224E-0420.12083E+060.12987E+080.61844E-0430.12083E+060.12987E+080.61844E-04472085.0.77478E+070.36894E-04530330.0.32599E+070.15523E-046-21570.-0.23183E+07-0.11040E-047-21570.-0.23183E+07-0.11040E-048-21570.-0.23183E+07-0.11040E-049-21570.-0.23183E+07-0.11040E-041030330.0.32599E+070.15523E-041172085.0.77478E+070.36894E-04

-46-

吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司

120.12083E+060.12987E+080.61844E-04130.12083E+060.12987E+080.61844E-041437560.0.40370E+070.19224E-0415-70869.-0.13261E+08-0.63149E-041675120.0.14057E+080.66938E-0417-82633.-0.15463E+08-0.73632E-0418-63668.-0.11914E+08-0.56733E-041972023.0.13477E+080.64178E-0420-29823.-0.55806E+07-0.26574E-0421-99746.-0.18665E+08-0.88881E-042239117.0.73199E+070.34856E-0423-50925.-0.95295E+07-0.45378E-0424-34826.-0.65168E+07-0.31032E-042534037.0.63693E+070.30330E-0426-38324.-0.71714E+07-0.34150E-0427-3230.9-0.60458E+06-0.28790E-0528-20399.-0.38172E+07-0.18177E-042935073.0.65631E+070.31253E-0430-5372.5-0.10053E+07-0.47873E-053124650.0.46127E+070.21965E-0432-5372.5-0.10053E+07-0.47873E-0533-20399.-0.38172E+07-0.18177E-043435073.0.65631E+070.31253E-0435-3230.9-0.60458E+06-0.28790E-0536-38324.-0.71714E+07-0.34150E-043734037.0.63693E+070.30330E-0438-50925.-0.95295E+07-0.45378E-0439-34826.-0.65168E+07-0.31032E-044039117.0.73199E+070.34856E-0441-99746.-0.18665E+08-0.88881E-0442-29823.-0.55806E+07-0.26574E-044372023.0.13477E+080.64178E-0444-63668.-0.11914E+08-0.56733E-0445-82633.-0.15463E+08-0.73632E-044675120.0.14057E+080.66938E-0447-70869.-0.13261E+08-0.63149E-04MINIMUMVALUES

ELEM414141VALUE-99746.-0.18665E+08-0.88881E-04MAXIMUMVALUES

ELEM134646VALUE0.12083E+060.14057E+080.66938E-04

杆件最大轴力为12.08t，最大轴向应力为14.06MPa，满足要求。③各支点反力：

NODEFXFYMZ

-47-

吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司

3-0.30559E-0987074.7-27274.9-27274.1387074.TOTALVALUES

VALUE-0.30559E-090.11960E+060.0000

最大支点反力为8.71t（为边主桁位置），中主桁位置为拉力，数值大小为2.73t。

-48-

吴淞江大桥主梁挂篮设计计算书路桥华南工程有限公司五、主桁计算（一）中主桁计算50021704501400230F1324杆件选取：初步确定选取用2[40a（热轧普通槽钢），A=150.08cm，并作加劲处理，加劲板带在槽钢背侧，板带尺寸为36×1.2cm，总截面积为193.28cm2。对主桁的外作用力为F