1、第一章計(jì)算書1、 計(jì)算依據(jù)鋼結(jié)構(gòu)設(shè)計(jì)規(guī)(GB50017-2003)公路橋涵通用設(shè)計(jì)規(guī)(JTGD60-2004公路橋涵鋼結(jié)構(gòu)及木結(jié)構(gòu)設(shè)計(jì)規(guī)公路橋涵施工技術(shù)規(guī)(JTJ041-2004)2、 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)(JTJ041-2004),荷載系數(shù)取值如下:、考慮箱梁碎澆注時(shí)脹膜等因素的超載系數(shù)取1.05;、澆注碎時(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;、澆筑碎和掛籃行走系數(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：、箱梁碎荷載：澆注箱梁時(shí)最大澆注重量為1100KN、施工機(jī)具及人群荷載1.5KN/m2;、掛籃自重

2、：500KN;、風(fēng)荷載：地區(qū)設(shè)計(jì)基本風(fēng)速M(fèi)o=m/s；(公路橋涵通用設(shè)計(jì)規(guī)(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74.5092.003536.425掛籃84.5084.

3、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)名稱材料長(zhǎng)度 (m)數(shù)量(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40b12265.20415

4、64.905前卜橫梁槽30b12239.173940.156底模縱梁工3662448.66998.40可以選擇30槽鋼7夕卜導(dǎo)梁槽40b12465.2043129.792 根 3.380t8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)6 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 :碎重量+動(dòng)力附加荷載 講籃自重+人群和施工機(jī)具重+超載;荷載組合H:碎重量+掛籃自

5、重+風(fēng)載+超載；荷載組合田：碎重量+掛籃自重+人群和施工機(jī)具重；荷載組合IV:掛籃自重+沖擊附加荷載+風(fēng)載；荷載組合IR用于掛籃主桁承重系統(tǒng)強(qiáng)度和穩(wěn)定性計(jì)算；荷載組合田用于剛度計(jì)算，荷載組合IV用于掛籃行走驗(yàn)算。三、荷載計(jì)算根據(jù)設(shè)計(jì)圖紙，各梁段控制碎重綜合考慮，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。T1=1050X 1.05+500+12.5 X 5X2.5=1665 (KN3 T2:風(fēng)荷載根據(jù)公路橋涵通用設(shè)計(jì)規(guī)(JTG D60-2004),結(jié)合工程實(shí)際地 形有：1、 外導(dǎo)梁1）、左側(cè)0.877翼板重：0.877*25*4.5=98.66KN

6、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/mF 冷2 )3 兩 罩 )6計(jì)算模型剪力圖彎矩圖力計(jì)算桿端力值（乘子=1）桿端1桿端2X 彎矩單元碼 軸力剪力彎矩軸力剪力10.000000000.000000000.000000000.000000000.000000000.0000000020.0000000088.21080470.000000000.0000000088.210804784.594161730.0000000088.210804784.59416170.00000

7、000-100.02419558.014033240.00000000-100.02419558.01403320.00000000-100.0241950.0000000050.000000000.000000000.000000000.000000000.000000000.00000000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 力矩結(jié)點(diǎn) 水平豎直力矩大小角度2 0.00000000 88.2108047 0.0000000088.2108047 90.0000000 0.000000005 0.00000000 100.024195 0.00000000100.024195

8、 90.0000000 0.00000000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=102.49KN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 )2( 2 )3( 3 )計(jì)算模型口 19009一.%3UJ4I 卻 56-10212515剪力圖咒mw磅180.96彎矩圖力計(jì)算x桿端1桿端2單元碼軸5x x剪力彎矩軸力剪力10.000000000.0

9、00000000.000000000.000000000.000000000.0000000020.0000000090.08763040.000000000.0000000090.087630486.394037530.0000000090.087630486.39403750.00000000-102.15236959.248374340.00000000-102.15236959.24837430.00000000-102.1523690.0000000050.000000000.000000000.000000000.000000000.000000000.00000000桿端力值（乘

10、子=1）反力計(jì)算彎矩約束反力值（乘子=1）吉 17fc.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20.0000000090.0876304 0.0000000090.087630490.00000000.0000000050.00000000102.152369 0.00000000102.15236990.00000000.00000000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fpk=785Mpa,公稱截面面積S=804.2mrmi可承受極限拉力 F=0.785*804.2=631.

11、3KN102.15KN吊桿采用32精扎螺紋鋼可以滿足抗拉要求。雙槽40b的截面幾何特性為：I=18640X 2=37280cm W=932X 2=1864cr3i A=83 X2=166cm(rmax= Mmax /W=180.96106/1864 x 103=97.08N/mr2145 N/mrmrmax= Qmax /A=102.15 103/166 x 102=6.15N/ mm2 72.94KN吊桿采用32精扎螺紋鋼可以滿足抗拉要求。雙槽 32b 的截面幾何特性為：I=8144X 2=37280cm W=509X2=1018crm A=55.1 X2=110.2cnn（T max= M

12、max /W=129.便 106/1018 x 103=126.88N/mm145 N/mrmr max= Qmax /A=72.94 103/110.2 X102=6.62N/ mm2 85 N/mrm導(dǎo)梁采用雙槽32b 可滿足要求。3、 底模縱梁底?？v梁擬按上圖進(jìn)行排列，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底模縱梁受力：(193.6*1.05+2.32+4.5*0.37*2.5) /4.5=46.6KN/m受力模型.90-101.80剪力圖彎矩圖力計(jì)算 桿端力值（乘子=1）

13、xx剪力彎矩桿端1桿端21-6.43878795107.8942250.00000000-6.43878795107.89422545.39578212-6.34662670107.89968545.39578215.97222842-101.79934859.145142135.96756403-101.79962159.14514215.96756403-101.7996210.00000000單元碼 軸力剪力彎矩軸力反力計(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力矩10.01648345108.0861760.00000000108.08617889.99

14、126220.0000000040.00000000101.9743830.00000000101.97438390.00000000.00000000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雙工132a的截面幾何特性為：I=11080X 2=22160cim W=692X2=1384crm A=67 X2=134cmi(T max= Mmax /W=170.43106/1384 x 103=123.1N/mm145 N/mrmr max= Qmax /A=107.9 103/134 x

15、 102=8.05N/ mm2 85 N/mn2底?？v梁采用雙工132a可滿足要求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) /4.5=34.35KN/m男力圖對(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：底模縱梁受力：(0.444*25*4.5*1.05+7.67+4.5*0.683*2.5*2) /4.5=16.77KN/mx剪力圖對(duì)后下橫梁作用力F3-后=38.83KN,對(duì)前

16、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：底模縱梁受力：(0.407*25*4.5*1.05+7.67+4.5*0.683*2.5*2) /4.5=15.8KN/mx-34.S2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=34.52KN4)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-22.98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.

17、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/m1.208*25*4.5*1.05+1.7+4.5*0.264*2.5x剪力圖-71.54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)后下橫梁建立力學(xué)模型如下:1 （ 1）2卷3睢（78）到9 0陶喇瞌)(16) 17x受力模型-38.(1 )59.5 .5569.9259.92-42.2338.865.38-42.228.401)6)(

18、16 )17W28.1040.8762弟62.07 75.275.21彎矩圖力計(jì)算桿端力值（乘子=1）160.00000000 117.786280 0.00000000117.786280 90.0000000 0.00000000桿端2彎矩桿端1單元碼 軸4剪力彎矩軸力剪力10.000000000.000000000.000000000.000000000.000000000.0000000020.00000000112.7762730.000000000.00000000112.77627359.545872630.0000000033.236273859.54587260.000000

19、0033.236273869.915590040.00000000-74.663726169.91559000.00000000-74.663726128.103903450.00000000-113.49372628.10390340.00000000-113.493726-38.857395060.0000000084.2402292-38.85739500.0000000084.2402292-25.378958370.0000000047.6602292-25.37895830.0000000047.660229210.366213680.0000000011.080229210.36

20、621360.0000000011.080229217.291356990.00000000-13.279770717.29135690.00000000-13.27977078.99150023100.00000000-49.85977078.991500230.00000000-49.8597707-28.4033278110.00000000-86.4397707-28.40332780.00000000-86.4397707-42.2336911120.00000000140.853719-42.23369110.00000000140.85371940.8700031130.0000

21、000061.313719140.87000310.0000000061.313719175.2056859140.00000000-41.956280875.20568590.00000000-41.956280862.0733700150.00000000-117.78628062.07337000.00000000-117.7862800.00000000160.000000000.000000000.000000000.000000000.000000000.00000000反力計(jì)算約束反力值（乘子=1）結(jié)點(diǎn)水平豎直力矩大小角度20.00000000112.7762730.000000

22、00112.77627390.00000000.0000000060.00000000197.7339550.00000000197.73395590.00000000.00000000120.00000000227.2934890.00000000227.29348990.00000000.00000000結(jié)點(diǎn)約束反力合力力矩結(jié)論:Qmax =140.85KNMmax =75.21KN m吊點(diǎn)最大受力：227.3KN雙槽28b的截面幾何特性為：I=5130X2=10260cm W=366X2=732m A=45.6 X2=91.2cn2（rmax= Mmax /W=75.21106/732

23、x 103=102.7N/mr2145 N/mimr max= Qmax /A=140.85 103/91.2 x 102=15.4N/ mm2 227.3KN吊桿采用32精扎螺紋鋼可以滿足抗拉要求。5、 前下橫梁根據(jù)前部分底?？v梁作用在前下橫梁的作用力，可建立前下橫梁的力學(xué)模型 如下：x(1/33 堡(78綁嚶21213451)6)(16 )17受力模型(1)(16 )17彎矩圖10 r怩）（16） 17.89-81.57 -111.12-70.-107.071( 1 ) 347.05 -炎力計(jì)算剪力圖桿端1桿端2單元碼軸力剪力彎矩-軸力剪力10.000000000.000000000.00

24、0000000.000000000.000000000.0000000020.00000000106.3955630.000000000.00000000106.39556356.176857530.0000000031.355563556.17685750.0000000031.355563565.959793340.00000000-70.444436465.95979330.00000000-70.444436426.510908950.00000000-107.07443626.51090890.00000000-107.074436-36.663008560.0000000079.4

25、924046-36.66300850.0000000079.4924046-23.944223770.0000000044.9724046-23.94422370.0000000044.97240469.7850797180.0000000010.45240469.785079710.0000000010.452404616.317832690.00000000-12.527595316.31783260.00000000-12.52759538.48808553100.00000000-47.04759538.488085530.00000000-47.0475953-26.79761091

26、10.00000000-81.5675953-26.79761090.00000000-81.5675953-39.8484262120.00000000132.888043-39.84842620.00000000132.88804338.5555193130.0000000057.848043338.55551930.0000000057.848043370.9504236140.00000000-39.581956670.95042360.00000000-39.581956658.5612711150.00000000-111.12195658.56127110.00000000-11

27、1.1219560.00000000160.000000000.000000000.000000000.000000000.000000000.00000000桿端力值（ 乘子 = 1）反力計(jì)算彎矩結(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20.00000000106.3955630.00000000106.39556390.00000000.0000000060.00000000186.5668410.00000000186.56684190.00000000.00000000120.00000000214.4556380.00000000214.45563890.00000000.00

28、000000160.00000000111.1219560.00000000111.12195690.00000000.00000000約束反力值（ 乘子 = 1）力矩結(jié)論：Mmax =70.95KN m Qmax =132.89KN吊點(diǎn)受力：106.4KN； 186.6KN； 214.5KN； 111.1KN。x雙槽28b的截面幾何特性為:I=5130X2=10260cm W=366X2=732m A=45.6 X2=91.2cn2（rmax= Mmax /W=70.95106/732 義 103=96.9N/mr2145 N/mrmr max= Qmax /A=132.89 103/91.

29、2 x 102=14.5N/ mm2 214.5KN吊桿采用32精扎螺紋鋼可以滿足抗拉要求。6、 前上橫梁根據(jù)前部分計(jì)算外導(dǎo)梁、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： i I1 ( 1)2 普)創(chuàng) 55)(6 ) 7 否)9) 9(011pl )( 11 )2受力模型-184.09-1841-189189.687.7179隹硫訶1262.77577297.29112.4912.4922.3722.37彎矩圖1( 1-1蟠4羸3(59 )-魏8嬲5 )(-212.803.59 理一11 12-296.64剪力圖力計(jì)算 桿端力值（乘子=1）桿端1桿端2單元碼軸力剪力彎矩軸力

30、剪力彎矩10.00000000 0.00000000 0.000000000.00000000 0.00000000 0.0000000020.00000000-100.0200000.000000000.00000000-100.020000-56.411280030.00000000-212.800000-56.41128000.00000000-212.800000-184.09128040.00000000274.262569-184.0912800.00000000274.26256962.745032350.0000000076.532569262.74503230.0000000

31、076.5325692112.49120260.000000003.59256923112.4912020.000000003.59256923122.37076770.00000000-69.3474307122.3707670.00000000-69.347430777.294937680.00000000-296.63743077.29493760.00000000-296.637430-189.67875090.00000000219.940000-189.6787500.00000000219.940000-57.7147500100.00000000102.150000-57.71

32、475000.00000000102.1500000.00000000110.000000000.000000000.000000000.000000000.000000000.00000000反力計(jì)算約束反力值（ 乘子 = 1）吉卡.結(jié)點(diǎn)約束反力合力角度力矩結(jié)點(diǎn)水平豎直力矩大小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

33、桁作用力：487.06KN； 516.58KN。雙槽 40b 的截面幾何特性為：I=18640X 2=37280cim W=932X 2=1864rm A=83 X2=166crm（T max= Mmax /W=189.68106/1864 乂 103=101.76N/mm145 N/mrmr max= Qmax /A=296.64 103/166 義 102=17.9N/ mmi 227.3KN吊桿采用32精扎螺紋鋼可以滿足抗拉要求。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516.58KN,建立力學(xué)模型如下：114.84彎矩圖力計(jì)算桿端力值（乘子=1）單元碼軸力剪力彎矩軸力剪

34、力10.000000000.000000000.000000000.000000000.000000000.0000000020.000000000.000000000.000000000.000000000.000000000.0000000030.000000000.000000000.000000000.000000000.000000000.000000004-476.395036-96.11484410.00000000-476.395036-96.1148441-372.9255955-455.12140934.8652217-487.760630-455.12140934.865

35、2217-309.94800060.00000000516.580000-309.9480000.00000000516.5800000.0000000070.000000000.000000000.000000000.000000000.000000000.000000008-1144.49323-21.2736264114.835035-1144.49323-21.27362640.000000009816.2276090.000000000.00000000816.2276090.000000000.0000000010662.7100610.000000000.00000000662.

36、7100610.000000000.00000000桿端1桿端2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 結(jié)點(diǎn) 水平豎直力矩大小角度力矩40.00000000 -758.8932980.00000000758.893298-90.00000000.0000000050.00000000 1275.473290.000000001275.4732990.00000000.00000000Mmax =487.76KN m Qmax =516.58KN雙輕型I55工字鋼的截面幾何特性為：I=55150X 2=110300cm W=2005.455X2=4010.91m A=114 X2

37、=228crm, max= Mmax /W=487.76106/4010.91 義 103=121.61N/mm145 N/mimr max= Qmax /A=516.58 103/228 乂 102=22.66N/ mmi 85 N/mrm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：I=12650X 2=37280cim W=703X 2=1018crm A=68.1 X2=136.2cn26壓=N/A=1144.49 106/136.2 義 102=84.03N/mri1517.8*2=3035.6KN9、 掛籃前移掛籃前移時(shí)主要對(duì)底部滑行軌道進(jìn)行

38、驗(yàn)算，荷載考慮模、外模及掛籃自重， 建立力學(xué)模型并計(jì)算。反力計(jì)算 約束反力值（乘子=1）合力角度力矩結(jié)點(diǎn)約束反力支座 結(jié)點(diǎn) 水平豎直力矩大小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]最不利荷載的情況，對(duì)滑行軌道建立力學(xué)模型

39、并計(jì)算。 II161.5511 J1 ：2（ 2）3（3） 4（4 ） 5-161.55剪力圖力計(jì)算桿端1桿端2單元碼軸力x剪力彎矩軸力剪力10.00000000 -161.5500000.000000000.00000000-161.550000-177.05880020.00000000161.550000-177.0588000.00000000161.5500000.0000000030.000000000.000000000.000000000.000000000.000000000.0000000040.000000000.000000000.000000000.000000000

40、.000000000.00000000桿端力值（乘子=lx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 結(jié)點(diǎn) 水平豎直力矩大小角度力矩10.00000000 -161.550000 0.00000000161.550000 -90.0000000 0.000000003 0.00000000 -161.550000 0.00000000161.550000 -90.0000000 0.0000000032精扎螺紋鋼抗拉標(biāo)準(zhǔn)強(qiáng)度fpk=785Mpa,公稱截面面積S=804.2mrmi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)，

41、承受最大拉力為：631.3*2=1262.6323.1KNMmax =177.06KN mQmax =161.55KN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：I=5130X 2=10260cm W=366X2=732rm A=45.6*2=91.2cm 0.0000000074.73300000.0000000074.733000090.00000000.00000000(rmax= Mmax /W=177.06106/ (732*2) x 103=120.9N/mm145 N/mrmrmax= Qmax /A=161.55 103/ (91.2*2) x 102

42、=8.86N/ mmi85 N/mn2五、0#、1#段支架計(jì)算1、 0#、1#段縱梁縱梁同掛籃底模縱梁，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?？v梁受力：(1.269*25*4.35*1.05+1.7+4.35*0.264*2.5)/4.35=34.36KN/m30.0000000074.73300000.0000000074.733000090.00000000.00000000剪力圖反力計(jì)算約束反力值(乘子=1)x合力力矩結(jié)點(diǎn)約束反力支座 結(jié)點(diǎn) 水平豎直力矩大小角度對(duì)橫梁作用力F=74.73KN2）第二區(qū)段：底模縱

43、梁受力：(1.721*25*4.35*1.05+1.7+4.35*0.37*2.5) /4.35=46.49KN/m剪力圖反力計(jì)算 約束反力值（乘子=1）結(jié)點(diǎn)約束反力合力x支座 結(jié)點(diǎn) 水平豎直力矩大小角度力矩20.00000000101.1157500.00000000101.11575090.00000000.0000000030.00000000101.1157500.00000000101.11575090.00000000.00000000對(duì)橫梁作用力F =101.12KN。3)第三區(qū)段：底?？v梁受力：(0.826*25*4.35*1.05+1.7+4.35*0.75*2.5) /4.

44、35=23.95KN/m-32.93反力計(jì)算約束反力值（乘子=1）合力結(jié)點(diǎn)約束反力支座 結(jié)點(diǎn) 水平豎直力矩大小角度力矩20.0000000052.09125000.0000000052.091250090.00000000.0000000030.0000000052.09125000.0000000052.091250090.00000000.00000000對(duì)橫梁作用力F =52.09KN。4)第四區(qū)段：底?？v梁受力：(0.66*25*4.35*1.05+1.7+4.35*0.75*2.5) /4.35=19.59KN/m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力矩x20.0000000042.60825000.0000000042.608250090.00000000.0000000030.000