挂篮计算书示例

1、第一章计算书一、计算依据钢结构设计规范(GB50017-2003)公路桥涵通用设计规范(JTGD60-2004公路桥涵钢结构及木结构设计规范公路桥涵施工技术规范(JTJ041-2004)二、计算参数1、荷载系数：根据公路桥涵施工技术规范(JTJ041-2004)，荷载系数取值如下: 、考虑箱梁砼浇注时胀膜等因素的超载系数取1.05 ； 、浇注砼时的动力系数取1.2 ； 、挂篮空载行走时冲击系数取 1.3 ； 、浇筑砼和挂篮行走系数时抗倾覆稳定系数取2.0。 、挂篮正常使用时采用的安全系数为 1.2。2、作用于挂篮的荷载： 、箱梁砼荷载：浇注箱梁时最大浇注重量为1100KN 、施工机具及人群荷载

2、1.5KN/m2; 、挂篮自重:500KN; 、风荷载：地区设计基本风速m/s；(公路桥涵通用设计规范(JTG D60-2004)。各节段情况节段号节段长 度(m)重(t)腹板厚度(cm)底板厚度(m)顶板厚度(cm)施工方法备注05.30270.65601.2525现浇桥面宽度11.25 ,箱底宽度6.25m,桥横坡4%14.35137.80606025现浇24.35104.706054.225挂篮34.3596.305049.925挂篮44.3587.785046.125挂篮54.3582.905042.725挂篮64.50100.935039.725挂篮74.5092.003536.42

3、5挂篮84.5084.403533.825挂篮94.5081.753531.925挂篮104.5080.233530.625挂篮112.0053.13353025合拢段126.38128.00353025现浇段挂篮主要结构材料表序 号结构名称材料长度(m)数量单重(kg)总重(kg)备注1主纵梁工5510.98289.81972.01轻型工字钢，单根主梁 重2.534t , 一个挂篮重 5.07t2前上横梁槽40b12265.2041564.90前上横梁钢材总量1.711t3斜拉塔架槽36b4.844239.173379.51单斜拉塔钢材重2.788，一个挂篮重5.577t4后下横梁槽40b1

4、2265.2041564.905前下横梁槽30b12239.173940.156底模纵梁工3662448.66998.40可以选择30槽钢7外导梁槽40b12465.2043129.79 :!根 3.380t8内导梁槽30b12439.1731880.30 :!根重 1.995t9横联槽105.8920.5710.007205.8410吊挂系统e 32精扎 螺纹一个挂篮吊杆刚材3.71t11滑道总重2.36t12垫座总重0.88213支座后支座0.114t , 前支座0.221t 总重 0.67t合计186363、荷载组合：荷载组合I:砼重量+动力附加荷载+挂篮自重+人群和施工机具重+超载;荷

5、载组合U:砼重量+挂篮自重+风载+超载；荷载组合川：砼重量+挂篮自重+人群和施工机具重；荷载组合W:挂篮自重+冲击附加荷载+风载；荷载组合IU用于挂篮主桁承重系统强度和稳定性计算；荷载组合川用于刚度计算，荷载组合W用于挂篮行走验算。三、荷载计算根据设计图纸，各梁段控制砼重综合考虑，取最大梁段荷载节段重量，即1050KN挂篮自重按50吨计，施工荷载取 2.5KN/m2吨。T仁 1050X 1.05+500+12.5 X 5X 2.5=1665 ( KN3T2:风荷载根据公路桥涵通用设计规范 (JTG D60-2004)，结合工程实际地 形有：*un主眾盂帀临尺坛素歪Ill-rr"1Z3

6、- r-i1/2 1-1IJ'li四、挂篮计算1、外导梁1）、左侧0.877翼板重：0.877*25*4.5=98.66KN侧板重 5.446*10=54.46KN外模导梁受力=98.66*1.05+54.46+4.5*2.681*2.5=188.2KN/4.5=41.83KN/m(D2)3(3)计算模型剪力图X弯矩图内力计算杆端内力值（乘子=1）杆端1杆端2X弯矩单元码轴力剪力弯矩轴力剪力1 0.000000000.000000000.000000000.000000000.000000000.000000002 0.0000000088.21080470.000000000.000

7、0000088.210804784.594161730.0000000088.210804784.59416170.00000000-100.02419558.014033240.00000000 -100.02419558.01403320.00000000-100.0241950.0000000050.000000000.000000000.000000000.000000000.000000000.00000000反力计算约束反力值（乘子=1）结点约束反力合力支座结点水平竖直力矩大小角度2 0.0000000088.21080470.0000000088.210804790.000000

8、00.0000000050.00000000100.0241950.00000000100.02419590.00000000.00000000力矩受力：前吊点88.21KN 后吊点100.02KNMmax =177.19KN M Qmax =100.02KN2）、右侧0.911翼板重：0.911*25*4.5=102.49KN侧板重 5.446*10=54.46KN外模导梁受力=102.49*1.05+54.46+4.5*2.681*2.5=192.2KN/4.5=42.72KN/m1 1 V 1 1 1 INF 1 1 V U1（ 1）八（2 b（ 3 ）4血（5 6计算模型.I11 (

9、1 ) 909)筑 56)-102.255剪力图180.96弯矩图内力计算x杆端内力值（乘子=1）杆端1杆端2单元码轴力X剪力弯矩轴力剪力10.000000000.000000000.000000000.000000000.000000000.0000000020.0000000090.08763040.000000000.0000000090.087630486.394037530.0000000090.087630486.39403750.00000000-102.15236959.248374340.00000000-102.15236959.24837430.00000000-102.

10、1523690.0000000050.000000000.000000000.000000000.000000000.000000000.00000000弯矩反力计算约束反力值（乘子=1）支座结点约束反力合力结点水平竖直力矩大小角度力矩20.0000000090.08763040.0000000090.087630490.00000000.0000000050.00000000102.1523690.00000000102.15236990.00000000.00000000结论:受力：前吊点90.09KN 后吊点102.15KNMmax =180.96KN M Qmax =102.15KN3

11、2精扎螺纹钢抗拉标准强度fpk=785Mpa,公称截面面积S=804.2mrm 可承受极限拉力 F=0.785*804.2=631.3KN>102.15KN吊杆采用32精扎螺纹钢可以满足抗拉要求。双槽40b的截面几何特性为：432I=18640X 2=37280cm W=932 X 2=1864cm A=83 X2=166cmcmax= Mmax /W=180.9X106/1864 X 103=97.08N/mr1<145 N/mrm3222Tmax= Qmax /A=102.1X 10/166 X 10=6.15N/ mm <85 N/mm 外模导梁采用双槽40b可满足要求

12、。2、内导梁0+ 3820.1880.1250.374X内模顶板重：1.755*25*4.5=197.44KN内板重：1.089*10=10.89KN内导梁受力：197.44*1.05+10.89+4.5*5*2.5=274.45KN/4.5/2=30.49KN/munuumuuuu（2）3(3)TJI5 677计算模型剪力图129.16弯矩图内力计算杆端1杆端2单元码轴力剪力弯矩轴力剪力10.000000000.000000000.000000000.000000000.000000000.0000000020.0000000064.30001970.000000000.0000000064

13、.300019761.663718830.0000000064.300019761.66371880.00000000-72.935470342.229637340.00000000 -72.935470342.22963730.00000000-72.93547030.0000000050.000000000.000000000.000000000.000000000.000000000.00000000杆端内力值（乘子=1）弯矩反力计算约束反力值（乘子=1）结点约束反力合力支座结点水平竖直力矩大小角度20.0000000064.30001970.0000000064.300019790.0

14、0000000.0000000050.0000000072.93547030.0000000072.935470390.00000000.00000000力矩结论：受力：前吊点：64.3KN后吊点：72.94KNMmax =129.16KN M Qmax =72.94KN32精扎螺纹钢抗拉标准强度fpk=785Mpa,公称截面面积S=804.2mrm可承受极限拉力 F=0.785*804.2=631.3KN>72.94KN吊杆采用32精扎螺纹钢可以满足抗拉要求。双槽32b的截面几何特性为：432I=8144X 2=37280cm W=509X2=1018cm A=55.1 X 2=110

15、.2cm(T max= Mmax /W=129.1X 106/1018 X 103=126.88N/mii<145 N/mmt max= Qmax /A=72.9X 103/110.2 X102=6.62N/ mni <85 N/mni内导梁采用双槽32b可满足要求3、底模纵梁底模纵梁拟按上图进行排列，共设11列双组工字钢。按工字钢承受荷载划分 区域如下图所示。图示中产生最大荷载的为左起第二个区段。腹板混凝土：1.721*25*4.5=193.6KN底模纵梁受力:(193.6*1.05+2.32+4.5*0.37*2.5)/4.5=46.6KN/m受力模型弯矩图剪力图内力计算x杆端

16、1杆端2单元码轴力剪力弯矩轴力剪力1-6.43878795107.8942250.00000000-6.43878795107.89422545.39578212-6.34662670107.89968545.39578215.97222842-101.79934859.145142135.96756403-101.79962159.14514215.96756403-101.7996210.00000000反力计算约束反力值（ 乘子=1）结点约束反力合力支座-结点水平竖直力矩大小角度10.01648345108.0861760.00000000108.08617889.99126220.00

17、00000040.00000000101.9743830.00000000101.97438390.00000000.00000000杆端内力值（乘子=1）x弯矩力矩结论：Mmax =170.43KN m Qmax =107.9KN对后下横梁作用力F2- 后=107.9KN,对前下横梁作用力F2-前=101.8KN双工132a的截面几何特性为：432l=11080X 2=22160cm W=692 X 2=1384cm A=67 X2=134cm（T max= Mmax /W=170.4X 106/1384 X 103=123.1N/mri<145 N/mrmt max= Qmax /A

18、=107.X 103/134 X 102=8.05N/ mnl <85 N/mni底模纵梁采用双工I32a可满足要求4、后下横梁对施加在后下横梁上的各区段作用力分别进行计算。（左起第二区段已计算,不重复计算）1/第一区段:底模纵梁受力：（1.269*25*4.5*1.05+1.7+4.5*0.264*2.5/ /4.5=34.35KN/m剪力图对后下横梁作用力Fi-后=79.54KN,对前下横梁作用力Fi-前=75.04KN2）第三区段、第九区段：底模纵梁受力：（0.444*25*4.5*1.05+7.67+4.5*0.683*2.5*2） /4.5=16.77KN/m-36.163剪力

19、图对后下横梁作用力F3-后=38.83KN,对前下横梁作用力F3-前=36.63KN3）第四区段、第五区段、第七区段、第八区段：底模纵梁受力：（0.407*25*4.5*1.05+7.67+4.5*0.683*2.5*2/ /4.5=15.8KN/m剪力图对后下横梁作用力F4-后=36.58KN,对前下横梁作用力F4-前=34.52KN4）第六区段：底模纵梁受力：（0.271*25*4.5*1.05+5.1+4.5*0.455*2.5*2/ /4.5=10.52KN/m剪力图对后下横梁作用力5）第十区段:底模纵梁受力：（1.646*25*4.5*1.05+2.32+4.5*0.37*2.5)/

20、4.5=44.6KN/m1( 12剪力图胛4对后下横梁作用力F6-后=103.27KN,对前下横梁作用力F6-前=97.43KN6）第十一区段:底模纵梁受力：（1.208*25*4.5*1.05+1.7+4.5*0.264*2.5)/4.5=32.75KN/m剪力图F6-后=24.36KN,对前下横梁作用力 F6-前=22.98KNx对后下横梁作用力F6-后=75.83KN,对前下横梁作用力F6-前=71.54KN对后下横梁建立力学模型如下:x)(16) 171( 1)2 23 4556 78)觀90他醐碗(1 )56<92S9.92受力模型-38.16)( 16 )17吃8.1040.

21、8762.052.0775.275.2142.238.4038.865.38-42 -2弯矩图内力计算杆端内力值（乘子=1）单元码杆端1杆端2弯矩|轴力x；剪力弯矩轴力剪力10.000000000.000000000.000000000.000000000.000000000.0000000020.00000000112.7762730.000000000.00000000112.77627359.545872630.0000000033.236273859.54587260.0000000033.236273869.915590040.00000000-74.663726169.915590

22、00.00000000-74.663726128.103903450.00000000-113.49372628.10390340.00000000-113.493726-38.857395060.0000000084.2402292-38.85739500.0000000084.2402292-25.378958370.0000000047.6602292-25.37895830.0000000047.660229210.366213680.0000000011.080229210.36621360.0000000011.080229217.291356990.00000000-13.279

23、770717.29135690.00000000-13.27977078.99150023100.00000000-49.85977078.991500230.00000000-49.8597707-28.4033278110.00000000-86.4397707-28.40332780.00000000-86.4397707-42.2336911120.00000000140.853719-42.23369110.00000000140.85371940.8700031130.0000000061.313719140.87000310.0000000061.313719175.205685

24、9140.00000000-41.956280875.20568590.00000000-41.956280862.0733700150.00000000-117.78628062.07337000.00000000-117.7862800.00000000160.000000000.000000000.000000000.000000000.000000000.00000000反力计算约束反力值（乘子=1）支座结点水平结点约束反力合力角度力矩竖直力矩大小20.00000000112.7762730.00000000112.77627390.00000000.0000000060.000000

25、00197.7339550.00000000197.73395590.00000000.00000000120.00000000227.2934890.00000000227.29348990.00000000.00000000160.00000000117.7862800.00000000117.78628090.00000000.00000000结论:Qmax =140.85KNMmax =75.21KN m吊点最大受力：227.3KN双槽28b的截面几何特性为：l=5130X 2=10260cm W=366X 2=732rm A=45.6 X 2=91.2cnn cmax= Mmax /

26、W=75.2X106/732 X 103=102.7N/mrT<145 N/min t max= Qmax /A=140.8X 103/91.2 X l0=15.4N/ mni <85 N/mni后下横梁采用双槽28b可满足要求。32精扎螺纹钢抗拉标准强度fpk=785Mpa,公称截面面积S=804.2mrm 可承受极限拉力 F=0.785*804.2=631.3KN>227.3KN吊杆采用32精扎螺纹钢可以满足抗拉要求。5、前下横梁根据前部分底模纵梁作用在前下横梁的作用力，可建立前下横梁的力学模型 如下：(1 ). £ 越 <)(56)(16 )17丄36.

27、6639.853.94-39.856.80受力模型-36.)(16 )1726.5138.5666.1858巧58.5670.930.95565.965：961 ( 1 )弯矩图内力计算剪力图杆端1杆端2单元码|轴力剪力弯矩轴力剪力10.000000000.000000000.000000000.000000000.000000000.0000000020.00000000106.3955630.000000000.00000000106.39556356.176857530.0000000031.355563556.17685750.0000000031.355563565.95979334

28、0.00000000 -70.444436465.95979330.00000000-70.444436426.510908950.00000000 -107.07443626.51090890.00000000-107.074436-36.663008560.0000000079.4924046-36.66300850.0000000079.4924046-23.944223770.0000000044.9724046-23.94422370.0000000044.97240469.7850797180.0000000010.45240469.785079710.0000000010.452

29、404616.317832690.00000000 -12.527595316.31783260.00000000-12.52759538.48808553100.00000000-47.04759538.488085530.00000000-47.0475953-26.7976109110.00000000-81.5675953-26.79761090.00000000-81.5675953-39.8484262120.00000000132.888043-39.84842620.00000000132.88804338.5555193130.0000000057.848043338.555

30、51930.0000000057.848043370.9504236140.00000000-39.581956670.95042360.00000000-39.581956658.5612711150.00000000-111.12195658.56127110.00000000-111.1219560.00000000160.000000000.000000000.000000000.000000000.000000000.00000000杆端内力值（乘子=1）反力计算弯矩约束反力值（乘子=1）合力支座结点I水平竖直力矩大小角度20.00000000106.3955630.00000000

31、106.39556390.00000000.0000000060.00000000186.5668410.00000000186.56684190.00000000.00000000120.00000000214.4556380.00000000214.45563890.00000000.00000000160.00000000111.1219560.00000000111.12195690.00000000.00000000结点约束反力力矩结论:Mmax =70.95KN m Qmax =132.89KN吊点受力：106.4KN; 186.6KN; 214.5KN; 111.1KN。x双槽2

32、8b的截面几何特性为：l=5130X 2=10260cm W=366X 2=732rm A=45.6 X 2=91.2cnncmax= Mmax /W=70.9X106/732 X 103=96.9N/mr2<145 N/mm3222t max= Qmax /A=132.8X 10/91.2 X 10=14.5N/ mm <85 N/mm前下横梁采用双槽28b可满足要求。32精扎螺纹钢抗拉标准强度fpk=785Mpa,公称截面面积S=804.2mrm 可承受极限拉力 F=0.785*804.2=631.3KN>214.5KN吊杆采用32精扎螺纹钢可以满足抗拉要求。6、前上横梁

33、根据前部分计算外导梁、内导梁、前下横梁对前上横梁的作用力，建立前上 横梁力学模型如下：1 ( 1 )2 興)4) 5$) ( 6 ) 7 电(为 1旳)(11 )2受力模型-184(84.09-189.189.68礙7脑)(11 1277.291751 ( 1-1(75.56)蛊)-69-21乏803.59-296.64iffl11 127.7162.7112.4912.4922.3722.37弯矩图单元码轴力剪力弯矩轴力剪力弯矩剪力图内力计算 杆端内力值（乘子=1）杆端1杆端210.000000000.000000000.000000000.000000000.000000000.00000

34、00020.00000000-100.0200000.000000000.00000000-100.020000-56.411280030.00000000-212.800000-56.41128000.00000000-212.800000-184.09128040.00000000274.262569-184.0912800.00000000274.26256962.745032350.0000000076.532569262.74503230.0000000076.5325692112.49120260.000000003.59256923112.4912020.000000003.59

35、256923122.37076770.00000000-69.3474307122.3707670.00000000-69.347430777.294937680.00000000-296.63743077.29493760.00000000-296.637430-189.67875090.00000000219.940000-189.6787500.00000000219.940000-57.7147500100.00000000102.150000-57.71475000.00000000102.1500000.00000000110.000000000.000000000.0000000

36、00.000000000.000000000.00000000反力计算约束反力值（乘子=1）支座结点约束反力合力结点水平竖直力矩大小角度力矩40.00000000487.0625690.00000000487.06256990.00000000.0000000090.00000000516.5774300.00000000516.57743090.00000000.00000000结论：Mmax =189.68KN m Qmax =296.64KN对主桁作用力：487.06KN; 516.58KN。双槽40b的截面几何特性为：I=18640X 2=37280cm W=932 X 2=1864r

37、m A=83 X 2=166crm6322(T max= Mmax /W=189.6X 10/1864 X 10=101.76N/mn<145 N/mm3222t max= Qmax /A=296.6X 10/166X 10=17.9N/ mm<85 N/mm前上横梁采用双槽40b可满足要求。32精扎螺纹钢抗拉标准强度fpk=785Mpa,公称截面面积S=804.2mrm可承受极限拉力 F=0.785*804.2=631.3KN>227.3KN吊杆采用32精扎螺纹钢可以满足抗拉要求7、主桁架由前部分计算知，前上横梁对主桁架最大作用力为516.58KN,建立力学模型如下:结论:

38、弯矩图内力计算杆端1杆端2单元码轴力剪力弯矩轴力剪力10.000000000.000000000.000000000.000000000.000000000.0000000020.000000000.000000000.000000000.000000000.000000000.0000000030.000000000.000000000.000000000.000000000.000000000.000000004-476.395036-96.11484410.00000000-476.395036-96.1148441-372.9255955-455.12140934.8652217-48

39、7.760630-455.12140934.8652217-309.94800060.00000000516.580000-309.9480000.00000000516.5800000.0000000070.000000000.000000000.000000000.000000000.000000000.000000008-1144.49323-21.2736264114.835035-1144.49323-21.27362640.000000009816.2276090.000000000.00000000816.2276090.000000000.0000000010662.71006

40、10.000000000.00000000662.7100610.000000000.00000000杆端内力值（乘子=1）弯矩反力计算 约束反力值（乘子=1）结点约束反力合力支座力矩结点水平竖直力矩大小角度4 0.00000000 -758.8932980.00000000758.893298-90.00000000.000000005 0.000000001275.473290.000000001275.4732990.00000000.00000000Mmax =487.76KN m Qmax =516.58KN双轻型I55工字钢的截面几何特性为：432I=55150X 2=110300

41、cm W=2005.455X2=4010.91m A=114 X2=228cm6322cmax= Mmax /W=487.7X10/4010.91 X 10=121.61N/mn<145 N/m|i3222t max= Qmax /A=516.5X 10/228 X 10=22.66N/ mm<85 N/mm斜拉塔架及立柱主要受轴力作用，Nmax=1144.49KN双槽36b的截面几何特性为：432I=12650X 2=37280cm W=703X 2=1018cm A=68.1 X2=136.2cm6 2 2 2压二N/A=1144.4X 10/136.2 X 10=84.03N

42、/mn<145 N/mm采用双槽36b可以满足斜拉塔架和立柱的抗压、抗拉要求。8 后锚由前部分计算可知，主桁架后锚需承受的最大拉力为758.9KN*2=1517.8KN32精扎螺纹钢抗拉标准强度fpk=785Mpa,公称截面面积S=804.2mrm 可承受极限拉力 F=0.785*804.2=631.3KN拟设置6根32精扎螺纹钢作为后锚，承受最大拉力为：631.3*6=3787.8>1517.8*2=3035.6KN9、挂篮前移挂篮前移时主要对底部滑行轨道进行验算，荷载考虑内模、外模及挂篮自重, 建立力学模型并计算。反力计算 约束反力值（乘子=1）结点约束反力合力支座力矩结点水平

43、竖直力矩大小角度4 0.00000000 -323.122422 0.00000000323.122422 -90.0000000 0.000000005 0.00000000 543.072422 0.00000000543.072422 90.0000000 0.00000000由反力计算可知，滑行轨道承受的最大拉力为 323.1KN,最大压力为543.1KN。 挂篮对滑行轨道的作用点设立 2组锚固，作用点的中点增设1组锚固。考虑最不利荷载的情况，对滑行轨道建立力学模型并计算。ip1；51:2（2）3（ 3 ）4（ 4 ）5-161.55剪力图内力计算杆端内力值（乘子=xi）杆端1杆端2单

44、元码|轴力x剪力弯矩轴力剪力弯矩10.00000000 -161.5500000.000000000.00000000-161.550000-177.05880020.00000000161.550000-177.0588000.00000000161.5500000.0000000030.000000000.000000000.000000000.000000000.000000000.0000000040.000000000.000000000.000000000.000000000.000000000.00000000反力计算约束反力值（乘子=1）支座结点约束反力合力结点水平竖直力矩大小

45、角度力矩10.00000000-161.5500000.00000000161.550000-90.00000000.0000000030.00000000-161.5500000.00000000161.550000-90.00000000.00000000232精扎螺纹钢抗拉标准强度fpk=785Mpa,公称截面面积S=804.2mm可承受极限拉力 F=0.785*804.2=631.3KN拟设置2根32精扎螺纹钢作为滑行轨道锚固系统，承受最大拉力为:631.3*2=1262.6>323.1KNMmax =177.06KN mQmax =161.55KN拟采用双槽28b钢作为挂篮移动

46、滑行轨道。双槽28b钢的截面几何特性为：432I=5130X 2=10260cm W=366X2=732m A=45.6*2=91.2cmcmax= Mmax /W=177.0X106/ (732*2)x 103=120.9N/mii<145 N/mrm3222t max= Qmax /A=161.5X 10/ (91.2*2) x 10=8.86N/ mm <85 N/mm五、0#、1#段支架计算1、0#、1#段纵梁纵梁同挂篮底模纵梁，此处不再重复计算。2、0#、1#段 横梁对施加在横梁上的各区段作用力分别进行计算。(计算左侧一半)1) 第一区段：底模纵梁受力：(1.269*25*4.35*1.05+1.7+4.35*0.264*2.5)/4.35=34.36KN/m剪力图反力计算约束反力值(乘子=1)支座结点约束反力合力结点水平竖直力矩大小角度力矩20.0000000074.73300000.0000000074.733000090.00000000.0000000030.0000000074.73300000.0000000074.733000090.00000000.00000000对横梁作用力