掛籃計算書示例

.z.計算書計算依據(jù)"鋼構造設計規(guī)"(GB50017-2003)"公路橋涵通用設計規(guī)"〔JTGD60-2004〕"公路橋涵鋼構造及木構造設計規(guī)""公路橋涵施工技術規(guī)"〔JTJ041-2004〕計算參數(shù)1、荷載系數(shù)：根據(jù)"公路橋涵施工技術規(guī)"〔JTJ041-2004〕，荷載系數(shù)取值如下：①、考慮箱梁砼澆注時脹膜等因素的超載系數(shù)取1.05；②、澆注砼時的動力系數(shù)取1.2；③、掛籃空載行走時沖擊系數(shù)取1.3；④、澆筑砼和掛籃行走系數(shù)時抗傾覆穩(wěn)定系數(shù)取2.0。⑤、掛籃正常使用時采用的平安系數(shù)為1.2。2、作用于掛籃的荷載：①、箱梁砼荷載：澆注箱梁時最大澆注重量為1100KN；②、施工機具及人群荷載1.5KN/m2；③、掛籃自重:500KN；④、風荷載:地區(qū)設計根本風速V10＝m/s；("公路橋涵通用設計規(guī)"〔JTGD60-2004〕)。各節(jié)段情況節(jié)段號節(jié)段長度〔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84.5084.403533.825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)澆段掛籃主要構造材料表序號構造名稱材料長度〔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2.788，一個掛籃重5.577t4后下橫梁槽40b12265.2041564.905前下橫梁槽30b12239.173940.156底?？v梁工3662448.66998.40可以選擇30槽鋼7外導梁槽40b12465.2043129.792根3.380t8導梁槽30b12439.1731880.302根重1.995t9橫聯(lián)槽105.8920.5710.007205.8410吊掛系統(tǒng)ф32精扎螺紋一個掛籃吊桿剛材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186363、荷載組合：荷載組合Ⅰ：砼重量+動力附加荷載+掛籃自重+人群和施工機具重+超載；荷載組合Ⅱ：砼重量+掛籃自重+風載+超載；荷載組合Ⅲ：砼重量+掛籃自重+人群和施工機具重；荷載組合Ⅳ：掛籃自重+沖擊附加荷載+風載；荷載組合I～Ⅱ用于掛籃主桁承重系統(tǒng)強度和穩(wěn)定性計算；荷載組合Ⅲ用于剛度計算，荷載組合Ⅳ用于掛籃行走驗算。荷載計算根據(jù)設計圖紙，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，施工荷載取2.5KN/m2噸。T1=1050×1.05+500+12.5×5×2.5=1665〔KN〕3

T2:風荷載根據(jù)"公路橋涵通用設計規(guī)"〔JTGD60-2004〕)，結合工程實際地形有：掛籃計算外導梁1〕、左側翼板重：0.877*25*4.5=98.66KN側板重5.446*10=54.46KN外模導梁受力=98.66*1.05+54.46+4.5*2.681*2.5=188.2KN/4.5=41.83KN/m計算模型剪力圖彎矩圖力計算桿端力值(乘子=1)桿端1桿端2單元碼軸力剪力彎矩軸力剪力彎矩10.000000000.000000000.000000000.000000000.000000000.0000000020.0000000088.21080470.000000000.0000000088.210804784.594161730.0000000088.210804784.59416170.00000000-100.02419558.014033240.00000000-100.02419558.01403320.00000000-100.0241950.0000000050.000000000.000000000.000000000.000000000.000000000.00000000反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩20.0000000088.21080470.0000000088.210804790.00000000.0000000050.00000000100.0241950.00000000100.02419590.00000000.00000000受力：前吊點88.21KN后吊點100.02KN=177.19KN·M=100.02KN2〕、右側翼板重：0.911*25*4.5=102.49KN側板重5.446*10=54.46KN外模導梁受力=102.49*1.05+54.46+4.5*2.681*2.5=192.2KN/4.5=42.72KN/m計算模型剪力圖彎矩圖力計算桿端力值(乘子=1)桿端1桿端2單元碼軸力剪力彎矩軸力剪力彎矩10.000000000.000000000.000000000.000000000.000000000.0000000020.0000000090.08763040.000000000.0000000090.087630486.394037530.0000000090.087630486.39403750.00000000-102.15236959.248374340.00000000-102.15236959.24837430.00000000-102.1523690.0000000050.000000000.000000000.000000000.000000000.000000000.00000000反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩20.0000000090.08763040.0000000090.087630490.00000000.0000000050.00000000102.1523690.00000000102.15236990.00000000.00000000結論：受力：前吊點90.09KN后吊點102.15KN=180.96KN·M=102.15KNФ32精扎螺紋鋼抗拉標準強度fpk=785Mpa，公稱截面面積S=804.2mm2可承受極限拉力F=0.785*804.2=631.3KN>102.15KN吊桿采用Ф32精扎螺紋鋼可以滿足抗拉要求。外模導梁采用雙槽40b可滿足要求。導梁模頂板重：1.755*25*4.5=197.44KN板重：1.089*10=10.89KN導梁受力：197.44*1.05+10.89+4.5*5*2.5=274.45KN/4.5/2=30.49KN/m計算模型剪力圖彎矩圖力計算桿端力值(乘子=1)桿端1桿端2單元碼軸力剪力彎矩軸力剪力彎矩10.000000000.000000000.000000000.000000000.000000000.0000000020.0000000064.30001970.000000000.0000000064.300019761.663718830.0000000064.300019761.66371880.00000000-72.935470342.229637340.00000000-72.935470342.22963730.00000000-72.93547030.0000000050.000000000.000000000.000000000.000000000.000000000.00000000反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩20.0000000064.30001970.0000000064.300019790.00000000.0000000050.0000000072.93547030.0000000072.935470390.00000000.00000000結論：受力：前吊點：64.3KN后吊點：72.94KN=129.16KN·M=72.94KNФ32精扎螺紋鋼抗拉標準強度fpk=785Mpa，公稱截面面積S=804.2mm2可承受極限拉力F=0.785*804.2=631.3KN>72.94KN吊桿采用Ф32精扎螺紋鋼可以滿足抗拉要求。導梁采用雙槽32b可滿足要求。底?？v梁底?？v梁擬按上圖進展排列，共設11列雙組工字鋼。按工字鋼承受荷載劃分區(qū)域如下列圖所示。圖示中產(chǎn)生最大荷載的為左起第二個區(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力計算桿端力值(乘子=1)桿端1桿端2單元碼軸力剪力彎矩軸力剪力彎矩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反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩10.01648345108.0861760.00000000108.08617889.99126220.0000000040.00000000101.9743830.00000000101.97438390.00000000.00000000結論：=170.43KN·m=107.9KN對后下橫梁作用力F2-后=107.9KN,對前下橫梁作用力F2-前=101.8KN底?？v梁采用雙工I32a可滿足要求。后下橫梁對施加在后下橫梁上的各區(qū)段作用力分別進展計算?！沧笃鸬诙^(qū)段已計算，不重復計算〕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剪力圖對后下橫梁作用力F1-后=79.54KN,對前下橫梁作用力F1-前=75.04KN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剪力圖對后下橫梁作用力F3-后=38.83KN,對前下橫梁作用力F3-前=36.63KN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：〔0.407*25*4.5*1.05+7.67+4.5*0.683*2.5*2〕/4.5=15.8KN/m剪力圖對后下橫梁作用力F4-后=36.58KN,對前下橫梁作用力F4-前=34.52KN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剪力圖對后下橫梁作用力F6-后=24.36KN,對前下橫梁作用力F6-前=22.98KN第十區(qū)段：底模縱梁受力：〔1.646*25*4.5*1.05+2.32+4.5*0.37*2.5〕/4.5=44.6KN/m剪力圖對后下橫梁作用力F6-后=103.27KN,對前下橫梁作用力F6-前=97.43KN第十一區(qū)段：底?？v梁受力：〔1.208*25*4.5*1.05+1.7+4.5*0.264*2.5〕/4.5=32.75KN/m剪力圖對后下橫梁作用力F6-后=75.83KN,對前下橫梁作用力F6-前=71.54KN對后下橫梁建立力學模型如下：受力模型彎矩圖剪力圖力計算桿端力值(乘子=1)桿端1桿端2單元碼軸力剪力彎矩軸力剪力彎矩10.000000000.000000000.000000000.000000000.000000000.0000000020.00000000112.7762730.000000000.00000000112.77627359.545872630.0000000033.236273859.54587260.0000000033.236273869.915590040.00000000-74.663726169.91559000.00000000-74.663726128.103903450.00000000-113.49372628.10390340.00000000-113.493726-38.857395060.0000000084.2402292-38.85739500.0000000084.2402292-25.378958370.0000000047.6602292-25.37895830.0000000047.660229210.366213680.0000000011.080229210.36621360.0000000011.080229217.291356990.00000000-13.279770717.29135690.00000000-13.27977078.99150023100.00000000-49.85977078.991500230.00000000-49.8597707-28.4033278110.00000000-86.4397707-28.40332780.00000000-86.4397707-42.2336911120.00000000140.853719-42.23369110.00000000140.85371940.8700031130.0000000061.313719140.87000310.0000000061.313719175.2056859140.00000000-41.956280875.20568590.00000000-41.956280862.0733700150.00000000-117.78628062.07337000.00000000-117.7862800.00000000160.000000000.000000000.000000000.000000000.000000000.00000000反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩20.00000000112.7762730.00000000112.77627390.00000000.0000000060.00000000197.7339550.00000000197.73395590.00000000.00000000120.00000000227.2934890.00000000227.29348990.00000000.00000000160.00000000117.7862800.00000000117.78628090.00000000.00000000結論：=75.21KN·m=140.85KN吊點最大受力：227.3KN后下橫梁采用雙槽28b可滿足要求。Ф32精扎螺紋鋼抗拉標準強度fpk=785Mpa，公稱截面面積S=804.2mm2可承受極限拉力F=0.785*804.2=631.3KN>227.3KN吊桿采用Ф32精扎螺紋鋼可以滿足抗拉要求。前下橫梁根據(jù)前局部底?？v梁作用在前下橫梁的作用力，可建立前下橫梁的力學模型如下：受力模型彎矩圖剪力圖力計算桿端力值(乘子=1)桿端1桿端2單元碼軸力剪力彎矩軸力剪力彎矩10.000000000.000000000.000000000.000000000.000000000.0000000020.00000000106.3955630.000000000.00000000106.39556356.176857530.0000000031.355563556.17685750.0000000031.355563565.959793340.00000000-70.444436465.95979330.00000000-70.444436426.510908950.00000000-107.07443626.51090890.00000000-107.074436-36.663008560.0000000079.4924046-36.66300850.0000000079.4924046-23.944223770.0000000044.9724046-23.94422370.0000000044.97240469.7850797180.0000000010.45240469.785079710.0000000010.452404616.317832690.00000000-12.527595316.31783260.00000000-12.52759538.48808553100.00000000-47.04759538.488085530.00000000-47.0475953-26.7976109110.00000000-81.5675953-26.79761090.00000000-81.5675953-39.8484262120.00000000132.888043-39.84842620.00000000132.88804338.5555193130.0000000057.848043338.55551930.0000000057.848043370.9504236140.00000000-39.581956670.95042360.00000000-39.581956658.5612711150.00000000-111.12195658.56127110.00000000-111.1219560.00000000160.000000000.000000000.000000000.000000000.000000000.00000000反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩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結論：=70.95KN·m=132.89KN吊點受力：106.4KN；186.6KN；214.5KN；111.1KN。前下橫梁采用雙槽28b可滿足要求。Ф32精扎螺紋鋼抗拉標準強度fpk=785Mpa，公稱截面面積S=804.2mm2可承受極限拉力F=0.785*804.2=631.3KN>214.5KN吊桿采用Ф32精扎螺紋鋼可以滿足抗拉要求。前上橫梁根據(jù)前局部計算外導梁、導梁、前下橫梁對前上橫梁的作用力，建立前上橫梁力學模型如下：受力模型彎矩圖剪力圖力計算桿端力值(乘子=1)桿端1桿端2單元碼軸力剪力彎矩軸力剪力彎矩10.000000000.000000000.000000000.000000000.000000000.0000000020.00000000-100.0200000.000000000.00000000-100.020000-56.411280030.00000000-212.800000-56.41128000.00000000-212.800000-184.09128040.00000000274.262569-184.0912800.00000000274.26256962.745032350.0000000076.532569262.74503230.0000000076.5325692112.49120260.000000003.59256923112.4912020.000000003.59256923122.37076770.00000000-69.3474307122.3707670.00000000-69.347430777.294937680.00000000-296.63743077.29493760.00000000-296.637430-189.67875090.00000000219.940000-189.6787500.00000000219.940000-57.7147500100.00000000102.150000-57.71475000.00000000102.1500000.00000000110.000000000.000000000.000000000.000000000.000000000.00000000反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩40.00000000487.0625690.00000000487.06256990.00000000.0000000090.00000000516.5774300.00000000516.57743090.00000000.00000000結論：=189.68KN·m=296.64KN對主桁作用力：487.06KN；516.58KN。前上橫梁采用雙槽40b可滿足要求。Ф32精扎螺紋鋼抗拉標準強度fpk=785Mpa，公稱截面面積S=804.2mm2可承受極限拉力F=0.785*804.2=631.3KN>227.3KN吊桿采用Ф32精扎螺紋鋼可以滿足抗拉要求。主桁架由前局部計算知，前上橫梁對主桁架最大作用力為516.58KN，建立力學模型如下：受力模型彎矩圖剪力圖軸力圖結論：力計算桿端力值(乘子=1)桿端1桿端2單元碼軸力剪力彎矩軸力剪力彎矩10.000000000.000000000.000000000.000000000.000000000.0000000020.000000000.000000000.000000000.000000000.000000000.0000000030.000000000.000000000.000000000.000000000.000000000.000000004-476.395036-96.11484410.00000000-476.395036-96.1148441-372.9255955-455.12140934.8652217-487.760630-455.12140934.8652217-309.94800060.00000000516.580000-309.9480000.00000000516.5800000.0000000070.000000000.000000000.000000000.000000000.000000000.000000008-1144.49323-21.2736264114.835035-1144.49323-21.27362640.000000009816.2276090.000000000.00000000816.2276090.000000000.0000000010662.7100610.000000000.00000000662.7100610.000000000.00000000反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩40.00000000-758.8932980.00000000758.893298-90.00000000.0000000050.000000001275.473290.000000001275.4732990.00000000.00000000=487.76KN·m=516.58KN后錨Ф32精扎螺紋鋼抗拉標準強度fpk=785Mpa，公稱截面面積S=804.2mm2可承受極限拉力F=0.785*804.2=631.3KN擬設置6根Ф32精扎螺紋鋼作為后錨，承受最大拉力為：631.3*6=3787.8>1517.8*2=3035.6KN掛籃前移掛籃前移時主要對底部滑行軌道進展驗算，荷載考慮模、外模及掛籃自重，建立力學模型并計算。彎矩圖反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩40.00000000-323.1224220.00000000323.122422-90.00000000.0000000050.00000000543.0724220.00000000543.07242290.00000000.00000000由反力計算可知，滑行軌道承受的最大拉力為323.1KN，最大壓力為543.1KN。掛籃對滑行軌道的作用點設立2組錨固，作用點的中點增設1組錨固。考慮最不利荷載的情況，對滑行軌道建立力學模型并計算。彎矩圖剪力圖力計算桿端力值(乘子=1)桿端1桿端2單元碼軸力剪力彎矩軸力剪力彎矩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反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩10.00000000-161.5500000.00000000161.550000-90.00000000.0000000030.00000000-161.5500000.00000000161.550000-90.00000000.00000000Ф32精扎螺紋鋼抗拉標準強度fpk=785Mpa，公稱截面面積S=804.2mm2可承受極限拉力F=0.785*804.2=631.3KN擬設置2根Ф32精扎螺紋鋼作為滑行軌道錨固系統(tǒng)，承受最大拉力為：631.3*2=1262.6>323.1KN=177.06KN·m=161.55KN擬采用雙槽28b鋼作為掛籃移動滑行軌道。0*、1*段支架計算0*、1*段縱梁0*、1*段橫梁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剪力圖反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩20.0000000074.73300000.0000000074.733000090.00000000.0000000030.0000000074.73300000.0000000074.733000090.00000000.00000000對橫梁作用力F=74.73KN。2〕第二區(qū)段：底?？v梁受力：〔1.721*25*4.35*1.05+1.7+4.35*0.37*2.5〕/4.35=46.49KN/m剪力圖反力計算約束反力值(乘子=1)結點約束反力合力支座結點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對橫梁作用力F=101.12KN。3〕第三區(qū)段：底模縱梁受力：〔0.826*25*4.35*1.05+1.7+4.35*0.75*2.5〕/4.35=23.95KN/m反力計算約束反力值(乘子=1)結點約束反力合力支座結點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反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩20.0000000042.60825000.0000000042.608250090.00000000.0000000030.0000000042.60825000.0000000042.608250090.00000000.00000000對橫梁作用力F=42.61KN。5〕第五區(qū)段：底?？v梁受力：〔0.595*25*4.35*1.05+1.7+4.35*0.75*2.5〕/4.35=17.88KN/m反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩20.0000000038.88900000.0000000038.889000090.00000000.0000000030.0000000038.88900000.0000000038.889000090.00000000.00000000對橫梁作用力F=38.89KN。6〕第六區(qū)段：底?？v梁受力：〔0.396*25*4.35*1.05+1.7+4.35*0.5*2.5〕/4.35=12.03KN/m反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩20.0000000026.16525000.0000000026.165250090.00000000.0000000030.0000000026.16525000.0000000026.165250090.00000000.00000000對橫梁作用力F=26.17KN。對橫梁建立力學模型如下：力計算桿端力值(乘子=1)桿端1桿端2單元碼軸力剪力彎矩軸力剪力彎矩10.000000000.000000000.000000000.000000000.000000000.0000000020.00000000-74.73000000.000000000.00000000-74.7300000-3.1386600030.00000000-3.12609503-3.138660000.00000000-3.12609503-3.7795094840.0000000063.7674776-3.779509480.0000000063.76747760.3653765650.00000000-37.35252240.365376560.00000000-37.3525224-4.4904513560.0000000037.9749437-4.490451350.0000000037.974943711.838774470.00000000-14.115056211.83877440.00000000-14.11505621.2524823280.00000000-56.72505621.252482320.00000000-56.7250562-5.1574490390.0000000023.3468296-5.157449030.0000000023.34682969.71448146100.00000000-15.54317039.714481460.00000000-15.54317030.00000000反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩30.0000000071.60390490.0000000071.603904990.00000000.0000000040.0000000066.89357260.0000000066.893572690.00000000.0000000060.0000000075.32746610.0000000075.327466190.00000000.0000000090.0000000080.07188580.0000000080.071885890.00000000.00000000110.0000000015.54317030.0000000015.543170390.00000000.00000000可知橫梁對托架的最大作用力為80KN。托架力學模型彎矩圖剪力圖力計算桿端力值(乘子=1)桿端1桿端2單元碼軸力剪力彎矩軸力剪力彎矩144.1371107-22.543252413.618864344.1371107-22.5432524-81.0627960260.3138903115.862889-81.062796060.3138903115.86288911.6275153328.449473321.2196670-42.995910528.449473321.219667015.358173940.000000000.000000000.000000000.000000000.000000000.000000005-72.6435834-17.5715595-13.6188643-72.6435834-17.5715595-61.93466256-63.257483916.2169911-59.9493707-63.257483916.2169911-15.3581739726.7000000-22.734885554.623425826.7000000-22.73488551.98529179反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩2-82.8571428160.0000000.00000000180.181314117.3777020.00000000182.85714280.000000000.0000000082.85714280.000000000.00000000Mma*=81.06KN·mQma*=115.86KN擬采用雙槽32b鋼作為托架?，F(xiàn)澆段支架計算現(xiàn)澆段縱梁底?？v梁擬按上圖進展排列，共設15列雙組槽鋼。按工字鋼承受荷載劃分區(qū)域如下列圖所示。圖示中產(chǎn)生最大荷載的為左起第三個區(qū)段。腹板混凝土：0.952*25*5.14=122.3KN底模縱梁受力：〔122.3*1.05+1.5+5.14*0.35*2.5〕/5.14=26.2KN/m建立力學模型如下：力學模型彎矩圖剪力圖力計算桿端力值(乘子=1)桿端1桿端2單元碼軸力剪力彎矩軸力剪力彎矩10.000000000.000000000.000000000.00000000-27.5100000-14.442750020.0000000040.9135469-14.44275000.00000000-40.0444530-13.100000030.0000000026.2000000-13.10000000.000000000.000000000.0000000040.000000000.000000000.000000000.000000000.000000000.00000000反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩20.0000000068.42354690.0000000068.423546990.00000000.0000000030.0000000066.24445300.0000000066.244453090.00000000.00000000Mma*=17.5KN·mQma*=40.91KN對橫梁前端及后端的作用力分別為68.4KN、66.2KN。擬采用雙槽28b鋼作為底模縱梁?，F(xiàn)澆段橫梁底?？v梁受力：〔0.4019*25*5.14*1.05+1.5+5.14*1.55*2.5〕/5.14=14.7KN/m剪力圖反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩20.0000000038.39031060.0000000038.390310690.00000000.0000000030.0000000037.16768930.0000000037.167689390.00000000.00000000對橫梁前端及后端的作用力分別為38.4KN、37.2KN。底?？v梁受力：〔0.5214*25*5.14*1.05+1.5+5.14*1.2*2.5〕/5.14=16.98KN/m剪力圖反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩20.0000000044.34472620.0000000044.344726290.00000000.0000000030.0000000042.93247370.0000000042.932473790.00000000.00000000對橫梁前端及后端的作用力分別為44.3KN、42.9KN。底?？v梁受力：〔0.4515*25*5.14*1.05+1.5+5.14*0.55*2.5〕/5.14=13.5KN/m剪力圖反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩20.0000000035.25640770.0000000035.256407790.00000000.0000000030.0000000034.13359220.0000000034.133592290.00000000.00000000對橫梁前端及后端的作用力分別為35.3KN、34.1KN。底?？v梁受力：〔0.4094*25*5.14*1.05+1.5+5.14*0.6*2.5〕/5.14=12.5KN/m剪力圖反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩20.0000000032.64482200.0000000032.644822090.00000000.0000000030.0000000031.60517790.0000000031.605177990.00000000.00000000對橫梁前端及后端的作用力分別為32.6KN、31.6KN。底?？v梁受力：〔0.3403*25*5.14*1.05+1.5+5.14*0.6*2.5〕/5.14=10.72KN/m剪力圖反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩20.0000000027.99619930.0000000027.996199390.00000000.0000000030.0000000027.10460060.0000000027.104600690.00000000.00000000對橫梁前端及后端的作用力分別為28KN、27.1KN。底?？v梁受力：〔0.3333*25*5.14*1.05+1.5+5.14*0.6*2.5〕/5.14=10.54KN/m剪力圖反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩20.0000000027.52611390.0000000027.526113990.00000000.0000000030.0000000026.64948600.0000000026.649486090.00000000.00000000對橫梁前端及后端的作用力分別為27.5KN、26.6KN。底?？v梁受力：〔0.3389*25*5.14*1.05+1.5+5.14*0.6*2.5〕/5.14=10.69KN/m剪力圖反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩20.0000000027.91785170.0000000027.917851790.00000000.0000000030.0000000027.02874820.0000000027.028748290.00000000.00000000對橫梁前端及后端的作用力分別為27.9KN、27.0KN。底?？v梁受力：〔0.3941*25*5.14*1.05+1.5+5.14*0.6*2.5〕/5.14=12.14KN/m剪力圖反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩20.0000000031.70465110.0000000031.704651190.00000000.0000000030.0000000030.69494880.0000000030.694948890.00000000.00000000對橫梁前端及后端的作用力分別為31.7KN、30.7KN。底?？v梁受力：〔0.423*25*5.14*1.05+1.5+5.14*0.55*2.5〕/5.14=12.77KN/m剪力圖反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩20.0000000033.34995010.0000000033.349950190.00000000.0000000030.0000000032.28784980.0000000032.287849890.00000000.00000000對橫梁前端及后端的作用力分別為33.3KN、32.3KN。底?？v梁受力：〔0.863*25*5.14*1.05+1.5+5.14*0.45*2.5〕/5.14=24.07KN/m剪力圖反力計算約束反力值(乘子=1)結點約束反力合力支座結點水平豎直力矩大小角度力矩20.0000000