掛籃計(jì)算書(shū)示例

1、第一章計(jì)算書(shū)一、計(jì)算依據(jù)鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范(GB50017-2003)公路橋涵通用設(shè)計(jì)規(guī)范(JTGD60-2004公路橋涵鋼結(jié)構(gòu)及木結(jié)構(gòu)設(shè)計(jì)規(guī)范公路橋涵施工技術(shù)規(guī)范(JTJ041-2004)二、計(jì)算參數(shù)1、荷載系數(shù)：根據(jù)公路橋涵施工技術(shù)規(guī)范(JTJ041-2004)，荷載系數(shù)取值如下: 、考慮箱梁砼澆注時(shí)脹膜等因素的超載系數(shù)取1.05 ； 、澆注砼時(shí)的動(dòng)力系數(shù)取1.2 ； 、掛籃空載行走時(shí)沖擊系數(shù)取 1.3 ； 、澆筑砼和掛籃行走系數(shù)時(shí)抗傾覆穩(wěn)定系數(shù)取2.0。 、掛籃正常使用時(shí)采用的安全系數(shù)為 1.2。2、作用于掛籃的荷載： 、箱梁砼荷載：澆注箱梁時(shí)最大澆注重量為1100KN 、施工機(jī)具及人群荷載

2、1.5KN/m2; 、掛籃自重:500KN; 、風(fēng)荷載：地區(qū)設(shè)計(jì)基本風(fēng)速m/s；(公路橋涵通用設(shè)計(jì)規(guī)范(JTG D60-2004)。各節(jié)段情況節(jié)段號(hào)節(jié)段長(zhǎng) 度(m)重(t)腹板厚度(cm)底板厚度(m)頂板厚度(cm)施工方法備注05.30270.65601.2525現(xiàn)澆橋面寬度11.25 ,箱底寬度6.25m,橋橫坡4%14.35137.80606025現(xiàn)澆24.35104.706054.225掛籃34.3596.305049.925掛籃44.3587.785046.125掛籃54.3582.905042.725掛籃64.50100.935039.725掛籃74.5092.003536.42

3、5掛籃84.5084.403533.825掛籃94.5081.753531.925掛籃104.5080.233530.625掛籃112.0053.13353025合攏段126.38128.00353025現(xiàn)澆段掛籃主要結(jié)構(gòu)材料表序 號(hào)結(jié)構(gòu)名稱(chēng)材料長(zhǎng)度(m)數(shù)量單重(kg)總重(kg)備注1主縱梁工5510.98289.81972.01輕型工字鋼，單根主梁 重2.534t , 一個(gè)掛籃重 5.07t2前上橫梁槽40b12265.2041564.90前上橫梁鋼材總量1.711t3斜拉塔架槽36b4.844239.173379.51單斜拉塔鋼材重2.788，一個(gè)掛籃重5.577t4后下橫梁槽40b1

4、2265.2041564.905前下橫梁槽30b12239.173940.156底模縱梁工3662448.66998.40可以選擇30槽鋼7外導(dǎo)梁槽40b12465.2043129.792 根 3.380t8內(nèi)導(dǎo)梁槽30b12439.1731880.302 根重 1.995t9橫聯(lián)槽105.8920.5710.007205.8410吊掛系統(tǒng)e 32精扎 螺紋一個(gè)掛籃吊桿剛材3.71t11滑道總重2.36t12墊座總重0.88213支座后支座0.114t , 前支座0.221t 總重 0.67t合計(jì)186363、荷載組合：荷載組合I:砼重量+動(dòng)力附加荷載+掛籃自重+人群和施工機(jī)具重+超載;荷載組

5、合U:砼重量+掛籃自重+風(fēng)載+超載；荷載組合川：砼重量+掛籃自重+人群和施工機(jī)具重；荷載組合W:掛籃自重+沖擊附加荷載+風(fēng)載；荷載組合IU用于掛籃主桁承重系統(tǒng)強(qiáng)度和穩(wěn)定性計(jì)算；荷載組合川用于剛度計(jì)算，荷載組合W用于掛籃行走驗(yàn)算。三、荷載計(jì)算根據(jù)設(shè)計(jì)圖紙，各梁段控制砼重綜合考慮，取最大梁段荷載節(jié)段重量，即1050KN掛籃自重按50噸計(jì)，施工荷載取 2.5KN/m2噸。T仁 1050X 1.05+500+12.5 X 5X 2.5=1665 ( KN3T2:風(fēng)荷載根據(jù)公路橋涵通用設(shè)計(jì)規(guī)范(JTG D60-2004)，結(jié)合工程實(shí)際地形有：主聲隹曲幾長(zhǎng)Mt潅!I Jt丫JI W H tt rr!nr

6、h * h u 評(píng) xhHtfi- T3 3. eSA： ir ajri zkjEHFT；a hjSjlTSjS? vi.4It!SEI sSTrtTi FT-xTxt r肝廠r：lt r-TT rIMh"MF!H |rL-|<蔚*ISS|vBII 34I 14 IIth1/2 1-1IJ'li四、掛籃計(jì)算1、 外導(dǎo)梁1）、左側(cè)0.877翼板重：0.877*25*4.5=98.66KN側(cè)板重 5.446*10=54.46KN外模導(dǎo)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)計(jì)算模型剪力圖

7、X彎矩圖桿端2剪力彎矩內(nèi)力計(jì)算桿端內(nèi)力值（乘子=1）桿端1X單元碼軸力剪力彎矩軸力1 0.000000000.000000000.000000000.000000000.000000000.000000002 0.0000000088.21080470.000000000.0000000088.210804784.594161730.0000000088.210804784.59416170.00000000-100.02419558.014033240.00000000 -100.02419558.01403320.00000000-100.0241950.0000000050.000000

8、000.000000000.000000000.000000000.000000000.00000000反力計(jì)算約束反力值（乘子=1）結(jié)點(diǎn)約束反力合力支座結(jié)點(diǎn)水平豎直力矩大小角度2 0.0000000088.21080470.0000000088.210804790.00000000.0000000050.00000000100.0241950.00000000100.02419590.00000000.00000000力矩受力：前吊點(diǎn)88.21KN 后吊點(diǎn)100.02KNMmax =177.19KN M Qmax =100.02KN2）、右側(cè)0.911翼板重：0.911*25*4.5=102

9、.49KN側(cè)板重 5.446*10=54.46KN外模導(dǎo)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計(jì)算模型.I11 ( 1 ) 909)筑 56)-102.255剪力圖180.96彎矩圖內(nèi)力計(jì)算x桿端內(nèi)力值( 乘子=1)桿端1桿端2單元碼軸力X剪力彎矩軸力剪力彎矩1 0.00000000 0.000000000.000000000.000000000.000000000.0000000020.0000000090.08763040.00

10、0000000.0000000090.087630486.394037530.0000000090.087630486.39403750.00000000-102.15236959.248374340.00000000 -102.15236959.24837430.00000000-102.1523690.0000000050.000000000.000000000.000000000.000000000.000000000.00000000反力計(jì)算約束反力值（乘子=1）支座結(jié)點(diǎn)約束反力合力結(jié)點(diǎn)水平豎直力矩大小角度力矩20.0000000090.08763040.0000000090.0876

11、30490.00000000.0000000050.00000000102.1523690.00000000102.15236990.00000000.00000000結(jié)論:受力：前吊點(diǎn)90.09KN 后吊點(diǎn)102.15KNMmax =180.96KN M Qmax =102.15KN32精扎螺紋鋼抗拉標(biāo)準(zhǔn)強(qiáng)度f(wàn)pk=785Mpa,公稱(chēng)截面面積S=804.2mrm 可承受極限拉力 F=0.785*804.2=631.3KN>102.15KN吊桿采用32精扎螺紋鋼可以滿(mǎn)足抗拉要求。雙槽40b的截面幾何特性為：432I=18640X 2=37280cm W=932 X 2=1864cm A=

12、83 X2=166cm cmax= Mmax /W=180.9X106/1864 X 103=97.08N/mr1<145 N/mrm3222t max= Qmax /A=102.1X 10/166 X 10=6.15N/ mm<85 N/mm外模導(dǎo)梁采用雙槽40b可滿(mǎn)足要求。2、內(nèi)導(dǎo)梁內(nèi)模頂板重：1.755*25*4.5=197.44KN內(nèi)板重：1.089*10=10.89KN內(nèi)導(dǎo)梁受力：197.44*1.05+10.89+4.5*5*2.5=274.45KN/4.5/2=30.49KN/munuumuuuu計(jì)算模型430嚴(yán)切-772994剪力圖彎矩圖129.16內(nèi)力計(jì)算桿端 1

13、桿端 2單元碼軸力剪力彎矩軸力剪力10.000000000.000000000.000000000.000000000.000000000.0000000020.0000000064.30001970.000000000.0000000064.300019761.663718830.0000000064.300019761.66371880.00000000-72.935470342.229637340.00000000-72.935470342.22963730.00000000-72.93547030.0000000050.000000000.000000000.000000000.000

14、000000.000000000.00000000桿端內(nèi)力值 （ 乘子 = 1）彎矩約束反力值 （ 乘子 = 1）結(jié)點(diǎn)約束反力合力支 座 結(jié) 點(diǎn) 水平 豎直力矩大小角度2 0.00000000 64.3000197 0.0000000064.300019790.00000000.000000005 0.00000000 72.9354703 0.0000000072.935470390.00000000.00000000反力計(jì)算力矩結(jié)論：受力：前吊點(diǎn)： 64.3KN 后吊點(diǎn)： 72.94KNMmax =129.16KN M Qmax =72.94KN32精扎螺紋鋼抗拉標(biāo)準(zhǔn)強(qiáng)度f(wàn)pk=785Mp

15、a,公稱(chēng)截面面積S=804.2mrm可承受極限拉力 F=0.785*804.2=631.3KN>72.94KN吊桿采用32精扎螺紋鋼可以滿(mǎn)足抗拉要求。雙槽32b的截面幾何特性為：432I=8144X 2=37280cm W=509X2=1018cm A=55.1 X 2=110.2cm(T max= Mmax /W=129.1X 106/1018 X 103=126.88N/miT<145 N/mmt max= Qmax /A=72.9X 103/110.2 X 102=6.62N/ mni <85 N/mni內(nèi)導(dǎo)梁采用雙槽32b可滿(mǎn)足要求3、底模縱梁底模縱梁擬按上圖進(jìn)行排列

16、，共設(shè)11列雙組工字鋼。按工字鋼承受荷載劃分 區(qū)域如下圖所示。圖示中產(chǎn)生最大荷載的為左起第二個(gè)區(qū)段。腹板混凝土：1.721*25*4.5=193.6KN底?？v梁受力:(193.6*1.05+2.32+4.5*0.37*2.5)/4.5=46.6KN/m受力模型彎矩圖剪力圖內(nèi)力計(jì)算x桿端1桿端2單元碼軸力剪力彎矩軸力剪力1-6.43878795107.8942250.00000000-6.43878795107.89422545.39578212-6.34662670107.89968545.39578215.97222842-101.79934859.145142135.96756403-10

17、1.79962159.14514215.96756403-101.7996210.00000000桿端內(nèi)力值（乘子=1）x反力計(jì)算彎矩支座結(jié)點(diǎn)結(jié)點(diǎn)約束反力合力角度水平豎直力矩大小10.01648345108.0861760.00000000108.08617889.99126220.0000000040.00000000101.9743830.00000000101.97438390.00000000.00000000約束反力值（乘子=1）力矩結(jié)論:Mmax =170.43KN m Qmax =107.9KN對(duì)后下橫梁作用力F2- 后=107.9KN,對(duì)前下橫梁作用力F2-前=101.8KN

18、雙工132a的截面幾何特性為：432l=11080X 2=22160cm W=692 X 2=1384cm A=67 X2=134cm(rmax= Mmax /W=170.4X 106/1384 X 103=123.1N/mri<145 N/mrm t max= Qmax /A=107.X 103/134 X 1d=8.05N/ mnl <85 N/mni底?？v梁采用雙工I32a可滿(mǎn)足要求4、后下橫梁對(duì)施加在后下橫梁上的各區(qū)段作用力分別進(jìn)行計(jì)算。（左起第二區(qū)段已計(jì)算，不重復(fù)計(jì)算）1/第一區(qū)段：底?？v梁受力：（1.269*25*4.5*1.05+1.7+4.5*0.264*2.5/

19、/4.5=34.35KN/m剪力圖對(duì)后下橫梁作用力Fi-后=79.54KN,對(duì)前下橫梁作用力Fi-前=75.04KN2）第三區(qū)段、第九區(qū)段：底?？v梁受力：（0.444*25*4.5*1.05+7.67+4.5*0.683*2.5*2） /4.5=16.77KN/m剪力圖對(duì)后下橫梁作用力F3-后=38.83KN,對(duì)前下橫梁作用力F3-前=36.63KN3）第四區(qū)段、第五區(qū)段、第七區(qū)段、第八區(qū)段:底?？v梁受力:/ /4.5=15.8KN/m(0.407*25*4.5*1.05+7.67+4.5*0.683*2.5*2剪力圖對(duì)后下橫梁作用力F4-后=36.58KN,對(duì)前下橫梁作用力F4-前=34.5

20、2KN4）第六區(qū)段:底?？v梁受力：(0.271*25*4.5*1.05+5.1+4.5*0.455*2.5*2/ /4.5=10.52KN/m剪力圖對(duì)后下橫梁作用力F6-后=24.36KN,對(duì)前下橫梁作用力 F6-前=22.98KN5）第十區(qū)段:底?？v梁受力：（1.646*25*4.5*1.05+2.32+4.5*0.37*2.5)/4.5=44.6KN/m剪力圖對(duì)后下橫梁作用力F6-后=103.27KN,對(duì)前下橫梁作用力F6-前=97.43KN6）第十一區(qū)段:底?？v梁受力：（)/4.5=32.75KN/m對(duì)后下橫梁作用力F6-后=75.83KN,對(duì)前下橫梁作用力F6-前=71.54KN對(duì)后下

21、橫梁建立力學(xué)模型如下:）2 23 4556 78）觀90他醐碗）（16 ）仃受力模型-38.(1 )59.5.5516)( 16 )17虺8.1040.8738.86-42.235.38-42.228.40彎矩圖內(nèi)力計(jì)算桿端內(nèi)力值（乘子=1）單元碼桿端1桿端2彎矩|軸力x；剪力彎矩軸力剪力10.000000000.000000000.000000000.000000000.000000000.0000000020.00000000112.7762730.000000000.00000000112.77627359.545872630.0000000033.236273859.54587260.

22、0000000033.236273869.915590040.00000000-74.663726169.91559000.00000000-74.663726128.103903450.00000000-113.49372628.10390340.00000000-113.493726-38.857395060.0000000084.2402292-38.85739500.0000000084.2402292-25.378958370.0000000047.6602292-25.37895830.0000000047.660229210.366213680.0000000011.080229

23、210.36621360.0000000011.080229217.291356990.00000000-13.279770717.29135690.00000000-13.27977078.99150023100.00000000-49.85977078.991500230.00000000-49.8597707-28.4033278110.00000000-86.4397707-28.40332780.00000000-86.4397707-42.2336911120.00000000140.853719-42.23369110.00000000140.85371940.870003113

24、0.0000000061.313719140.87000310.0000000061.313719175.2056859140.00000000-41.956280875.20568590.00000000-41.956280862.0733700150.00000000-117.78628062.07337000.00000000-117.7862800.00000000160.000000000.000000000.000000000.000000000.000000000.00000000反力計(jì)算約束反力值（乘子=1）支座結(jié)點(diǎn)水平結(jié)點(diǎn)約束反力合力角度力矩豎直力矩大小20.00000000

25、112.7762730.00000000112.77627390.00000000.0000000060.00000000197.7339550.00000000197.73395590.00000000.00000000120.00000000227.2934890.00000000227.29348990.00000000.00000000160.00000000117.7862800.00000000117.78628090.00000000.00000000Qmax =140.85KN結(jié)論:Mmax =75.21KN m吊點(diǎn)最大受力：227.3KN雙槽28b的截面幾何特性為：l=513

26、0X 2=10260cm W=366X 2=732rm A=45.6 X 2=91.2cnn(rmax= Mmax /W=75.2X106/732 X 103=102.7N/mrT<145 N/mfrit max= Qmax /A=140.8X 103/91.2 X l0=15.4N/ mni <85 N/mni后下橫梁采用雙槽28b可滿(mǎn)足要求。32精扎螺紋鋼抗拉標(biāo)準(zhǔn)強(qiáng)度f(wàn)pk=785Mpa,公稱(chēng)截面面積S=804.2mrm 可承受極限拉力 F=0.785*804.2=631.3KN>227.3KN吊桿采用32精扎螺紋鋼可以滿(mǎn)足抗拉要求。5、前下橫梁根據(jù)前部分底?？v梁作用在前

27、下橫梁的作用力，可建立前下橫梁的力學(xué)模型 如下：(1 ). £ 越 <)(56)(16 )17丄36.6639.85受力模型-36.(1 )(16 )1726.5138.5666.1858巧58.56565.965：96彎矩圖內(nèi)力計(jì)算剪力圖桿端 1桿端 2單元碼軸力剪力彎矩軸力剪力10.000000000.000000000.000000000.000000000.000000000.0000000020.00000000106.3955630.000000000.00000000106.39556356.176857530.0000000031.355563556.17685

28、750.0000000031.355563565.959793340.00000000-70.444436465.95979330.00000000-70.444436426.510908950.00000000-107.07443626.51090890.00000000-107.074436-36.663008560.0000000079.4924046-36.66300850.0000000079.4924046-23.944223770.0000000044.9724046-23.94422370.0000000044.97240469.7850797180.0000000010.45

29、240469.785079710.0000000010.452404616.317832690.00000000-12.527595316.31783260.00000000-12.52759538.48808553100.00000000-47.04759538.488085530.00000000-47.0475953-26.7976109110.00000000-81.5675953-26.79761090.00000000-81.5675953-39.8484262120.00000000132.888043-39.84842620.00000000132.88804338.55551

30、93130.0000000057.848043338.55551930.0000000057.848043370.9504236140.00000000-39.581956670.95042360.00000000-39.581956658.5612711150.00000000-111.12195658.56127110.00000000-111.1219560.00000000160.000000000.000000000.000000000.000000000.000000000.00000000桿端內(nèi)力值 （ 乘子 = 1）反力計(jì)算彎矩古 IaIa.結(jié)點(diǎn)約束反力合力角度結(jié)點(diǎn)水平豎直力矩

31、大小20.00000000106.3955630.00000000106.39556390.00000000.0000000060.00000000186.5668410.00000000186.56684190.00000000.00000000120.00000000214.4556380.00000000214.45563890.00000000.00000000160.00000000111.1219560.00000000111.12195690.00000000.00000000約束反力值 （ 乘子 = 1）力矩結(jié)論：Mmax =70.95KN m Qmax =132.89KN吊點(diǎn)

32、受力： 106.4KN；186.6KN；214.5KN；111.1KN。雙槽28b的截面幾何特性為：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/mrn3222t max= Qmax /A=132.8X 10/91.2 X 10=14.5N/ mm <85 N/mm前下橫梁采用雙槽28b可滿(mǎn)足要求。32精扎螺紋鋼抗拉標(biāo)準(zhǔn)強(qiáng)度f(wàn)pk=785Mpa,公稱(chēng)截面面積S=804.2mrm 可承受極限拉力 F=0.785*804.2=631.

33、3KN>214.5KN吊桿采用32精扎螺紋鋼可以滿(mǎn)足抗拉要求。6、前上橫梁根據(jù)前部分計(jì)算外導(dǎo)梁、內(nèi)導(dǎo)梁、前下橫梁對(duì)前上橫梁的作用力，建立前上 橫梁力學(xué)模型如下：II1 ( 1 )2 興)45 5$) ( 6 ) 7 碑9 1旳)(11 )2受力模型-184.09-1841-18975189.687.71011)( 11 12(6 )山_曲277.2962.7彎矩圖261( mi4為盤(pán)-212.8011 12-296.64單元碼軸力剪力彎矩軸力剪力彎矩剪力圖內(nèi)力計(jì)算 桿端內(nèi)力值（乘子=1）桿端1桿端210.000000000.000000000.000000000.000000000.00

34、0000000.0000000020.00000000-100.0200000.000000000.00000000-100.020000-56.411280030.00000000-212.800000-56.41128000.00000000-212.800000-184.09128040.00000000274.262569-184.0912800.00000000274.26256962.745032350.0000000076.532569262.74503230.0000000076.5325692112.49120260.000000003.59256923112.4912020

35、.000000003.59256923122.37076770.00000000-69.3474307122.3707670.00000000-69.347430777.294937680.00000000-296.63743077.29493760.00000000-296.637430-189.67875090.00000000219.940000-189.6787500.00000000219.940000-57.7147500100.00000000102.150000-57.71475000.00000000102.1500000.00000000110.000000000.0000

36、00000.000000000.000000000.000000000.00000000反力計(jì)算約束反力值 （ 乘子 = 1）支座結(jié)點(diǎn)約束反力合力結(jié)點(diǎn)水平豎直力矩大小角度力矩40.00000000487.062569 0.00000000487.06256990.00000000.0000000090.00000000516.577430 0.00000000516.57743090.00000000.00000000結(jié)論：Mmax =189.68KN m Qmax =296.64KN對(duì)主桁作用力： 487.06KN；516.58KN。雙槽40b的截面幾何特性為：l=18640X 2=3728

37、0cm W=932 X 2=1864rm A=83 X 2=166crm6322（rmax= Mmax /W=189.6X10/1864 X 10=101.76N/mn<145 N/mm3222t max= Qmax /A=296.6X 10/166X 10=17.9N/ mm<85 N/mm前上橫梁采用雙槽40b可滿(mǎn)足要求。32精扎螺紋鋼抗拉標(biāo)準(zhǔn)強(qiáng)度f(wàn)pk=785Mpa,公稱(chēng)截面面積S=804.2mrm 可承受極限拉力 F=0.785*804.2=631.3KN>227.3KN吊桿采用32精扎螺紋鋼可以滿(mǎn)足抗拉要求。7、主桁架由前部分計(jì)算知，前上橫梁對(duì)主桁架最大作用力為51

38、6.58KN,建立力學(xué)模型如下：114.84彎矩圖x /16.238 )-11660)744.49、3R卩(4 :5(5)6 67)7 )-476.40-455.12軸力圖結(jié)論:內(nèi)力計(jì)算桿端1桿端2單元碼軸力剪力彎矩軸力剪力10.000000000.000000000.000000000.000000000.000000000.0000000020.000000000.000000000.000000000.000000000.000000000.0000000030.000000000.000000000.000000000.000000000.000000000.000000004-476

39、.395036-96.11484410.00000000-476.395036-96.1148441-372.9255955-455.12140934.8652217-487.760630-455.12140934.8652217-309.94800060.00000000516.580000-309.9480000.00000000516.5800000.0000000070.000000000.000000000.000000000.000000000.000000000.000000008-1144.49323-21.2736264114.835035-1144.49323-21.273

40、62640.000000009816.2276090.000000000.00000000816.2276090.000000000.0000000010662.7100610.000000000.00000000662.7100610.000000000.00000000桿端內(nèi)力值（乘子=1）反力計(jì)算彎矩約束反力值（乘子=1）結(jié)點(diǎn)約束反力合力支座力矩結(jié)點(diǎn)水平豎直力矩大小角度4 0.00000000 -758.8932980.00000000758.893298-90.00000000.000000005 0.000000001275.473290.000000001275.4732990.0

41、0000000.00000000Mmax =487.76KN m Qmax =516.58KN雙輕型I55工字鋼的截面幾何特性為:432I=55150X 2=110300cm W=2005.455X2=4010.91m A=114 X2=228cm6322(rmax= Mmax /W=487.7X 10/4010.91 X 10=121.61N/mn<145 N/mm3222t 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軸力作用，Nmax=1144.49KN雙槽36b的截面幾何特性為：432I=12650

42、X 2=37280cm W=703X 2=1018cm A=68.1 X2=136.2cm6 2 2 2壓二N/A=1144.4X 10/136.2 X 10=84.03N/mn<145 N/mm采用雙槽36b可以滿(mǎn)足斜拉塔架和立柱的抗壓、抗拉要求。8 后錨由前部分計(jì)算可知，主桁架后錨需承受的最大拉力為758.9KN*2=1517.8KN32精扎螺紋鋼抗拉標(biāo)準(zhǔn)強(qiáng)度f(wàn)pk=785Mpa,公稱(chēng)截面面積S=804.2mrm 可承受極限拉力 F=0.785*804.2=631.3KN擬設(shè)置6根32精扎螺紋鋼作為后錨，承受最大拉力為：631.3*6=3787.8>1517.8*2=3035.

43、6KN9、掛籃前移掛籃前移時(shí)主要對(duì)底部滑行軌道進(jìn)行驗(yàn)算，荷載考慮內(nèi)模、外模及掛籃自重, 建立力學(xué)模型并計(jì)算。反力計(jì)算結(jié)點(diǎn)約束反力合力支座-結(jié)占八、水平豎直力矩大小角度40.00000000 -323.1224220.00000000323.122422-90.00000000.0000000050.00000000543.0724220.00000000543.07242290.00000000.00000000約束反力值（乘子=1）力矩由反力計(jì)算可知，滑行軌道承受的最大拉力為 323.1KN,最大壓力為543.1KN。 掛籃對(duì)滑行軌道的作用點(diǎn)設(shè)立 2組錨固，作用點(diǎn)的中點(diǎn)增設(shè)1組錨固?？紤]最不

44、利荷載的情況，對(duì)滑行軌道建立力學(xué)模型并計(jì)算。約束反力值（乘子=1）支座結(jié)點(diǎn)約束反力合力結(jié)點(diǎn)水平豎直力矩大小角度力矩10.00000000-161.5500000.00000000161.550000-90.00000000.0000000030.00000000-161.5500000.00000000161.550000-90.00000000.00000000內(nèi)力計(jì)算ip11:2(2)3( 3 )4( 4 )-161.55剪力圖x桿端內(nèi)力值（乘子=1）桿端1桿端2單元碼|軸力x剪力彎矩軸力剪力10.00000000 -161.5500000.000000000.00000000-161.5

45、50000-177.05880020.00000000161.550000-177.0588000.00000000161.5500000.0000000030.000000000.000000000.000000000.000000000.000000000.0000000040.000000000.000000000.000000000.000000000.000000000.00000000反力計(jì)算彎矩32精扎螺紋鋼抗拉標(biāo)準(zhǔn)強(qiáng)度f(wàn)pk=785Mpa,公稱(chēng)截面面積S=804.2mrm 可承受極限拉力 F=0.785*804.2=631.3KN擬設(shè)置2根32精扎螺紋鋼作為滑行軌道錨固系統(tǒng)，承

46、受最大拉力為：631.3*2=1262.6>323.1KN擬采用雙槽28b鋼作為掛籃移動(dòng)滑行軌道。雙槽28b鋼的截面幾何特性為：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/mrm3 2 2 2Tmax= Qmax /A=161.5X10/ (91.2*2) x 10=8.86N/ mm <85 N/mm五、0#、1#段支架計(jì)算1、0#、1#段縱梁縱梁同掛籃底?？v梁，此處不再重復(fù)計(jì)算。2、0#、1#段 橫梁對(duì)施加在橫梁上的各區(qū)段作用力分別進(jìn)行計(jì)算。(計(jì)算左側(cè)一半)1) 第一區(qū)段：底模縱梁受力：(1.269*25*4.35*1.05+1.7+4.35*0.264*2.5)/4.35=34.36KN/m剪力圖反力計(jì)算約束反力值(乘子=1)x.支座結(jié)點(diǎn)約束反力合力結(jié)點(diǎn)水平豎直力矩大小角度力矩20.0000000074.73300000.000000