三跨變截面連續(xù)梁橋1鋼束布置后作用效應組合計算1400字

三跨變截面連續(xù)梁橋1鋼束布置后作用效應組合計算綜述永久作用效應由Midas導出，結果如下。表7-1預加力引起的內力表節(jié)點號彎矩（kN·m）剪力（kN）10.000.0028.25-790.0431904.35-782.6744252.59-782.6756600.56-782.6768948.28-782.67711291.59-782.67813631.76-782.67915970.66-782.671018314.59-782.671120662.62-782.671223010.65-782.671325358.67-782.671427706.70-782.671529585.13-782.671630054.734.831730051.844.831830040.254.831930025.784.832030011.294.832129996.814.832229982.714.832329967.544.832429952.334.832529937.514.832629922.824.832729909.204.832829907.754.83相應的預加力次內力分布如圖7-1所示。彎矩（單位：kN·m）b）剪力（單位：kN）圖7-1預加力次內力分布表7-2收縮徐變引起的次內力表 節(jié)點號彎矩（kN·m）剪力（kN）10.000.00210.81-515.4831247.96-505.8142765.65-505.8154283.00-505.8165800.03-505.8177311.28-505.8188818.39-505.81910323.87-505.811011835.93-505.811113353.37-505.811214870.79-505.811316388.22-505.811417905.66-505.811519119.58-505.811619423.07145.811719335.59145.811818985.65145.811918548.22145.812018110.79145.812117673.37145.812217226.24145.812316806.69145.812416388.08145.812515959.50145.812615527.50145.812715148.78145.812815105.05145.81a）彎矩（單位：kN·m）b）剪力（單位：kN）圖7-2收縮徐變次內力分布表7-3基礎沉降引起的次內力表節(jié)點號彎矩（kN·m）剪力（kN）10.000.002-80.39-3419.5536695.17-2226.44411131.55-729.00511051.13786.4966384.022330.577-2971.883914.048-17151.295548.049-36322.707243.9310-60689.069013.4311-90489.0710868.5212-125998.0212821.4613-167528.1714884.7814-215430.0117071.3815-258599.0118917.9116-270091.66-18486.0717-259141.91-18013.1218-218136.90-16175.9519-172874.45-14024.5720-133845.58-12017.0421-100647.14-10134.5422-72930.90-8358.7923-50405.91-6672.0524-32829.32-5057.0625-20010.31-3497.1326-11808.58-1976.0727-8297.62-627.5828-8131.72-95.99a）b）圖7-3支座沉降次內力分布a）彎矩（單位：kN·m）；b）剪力（單位：kN）另為短暫狀態(tài)構件應力計算與驗算中應用，下表7-2給出施工階段末作用效應，包括一、二期恒載和預加鋼筋的次內力作用。節(jié)點號彎矩（kN·m）剪力（kN）10.000.002-80.39-3419.5536695.17-2226.44411131.55-729.00511051.13786.4966384.022330.577-2971.883914.048-17151.295548.049-36322.707243.9310-60689.069013.4311-90489.0710868.5212-125998.0212821.4613-167528.1714884.7814-215430.0117071.3815-258599.0118917.9116-270091.66-18486.0717-259141.91-18013.1218-218136.90-16175.9519-172874.45-14024.5720-133845.58-12017.0421-100647.14-10134.5422-72930.90-8358.7923-50405.91-6672.0524-32829.32-5057.0625-20010.31-3497.1326-11808.58-1976.0727-8297.62-627.5828-8131.72-95.99表7-4施工階段末作用效應表可變作用效應計算可變作用效應中包含了移動荷載作用和溫度作用。作用效應組合在配置了預應力鋼束之后再次荷載作用效應組合[18]。承載能力極限狀態(tài)作用效應組合由Midas導出數(shù)據(jù)，結果如下：表7-5承載能力極限狀態(tài)作用效應組合節(jié)點號Mmax（kN·m）Mmin（kN·m）Qmax（kN）Qmin（kN）10.000.000.00-0.032-63.24-1053.72-3408.83-7478.41315105.596764.05-2191.99-5954.09428530.4411395.13-666.91-4081.46535854.3011425.191065.20-2214.69637068.626859.962870.83-345.14732142.63-2411.534723.941536.88821035.27-16521.646633.363442.0193676.48-35635.208608.685381.9510-20031.93-59942.2810660.327369.2711-50247.43-89684.0412799.469417.2712-87179.81-125146.6815037.9511539.9113-130371.55-167353.0217388.2113751.5314-179532.60-217246.2719863.1916066.8515-221091.77-262996.0621941.5817931.6816-232019.89-275276.59-18216.66-25637.7517-220643.08-261201.50-17732.36-22073.3618-180060.08-213190.06-15889.19-20019.3219-133081.00-160246.37-13725.25-17618.6220-91633.30-115379.58-11683.52-15360.1821-55804.15-78689.60-9687.34-13225.1122-25283.53-48394.68-7779.60-11195.3823221.56-24185.24-5941.45-9254.032420981.09-5932.63-4155.28-7385.262536163.267513.72-2404.88-5574.522645841.1416331.94-675.56-3808.412749910.3820398.94873.62-2246.992850090.9220624.841428.88-1691.60（a）彎矩（單位：kN·m）b）剪力（單位：kN）圖7-4承載能力極限狀態(tài)作用效應組合內力包絡圖承載能力極限狀態(tài)作用效應組合(1)正常使用極限狀態(tài)作用短期效應組合由Midas導出數(shù)據(jù)，結果如下表：表7-6持久狀況正常使用極限狀態(tài)作用短期效應組合節(jié)點號Mmax（kN·m）Mmin（kN·m）Qmax（kN）Qmin（kN）10.000.000.00-0.012-51.20-563.70-2982.99236.49310506.58-547.51-1969.02-5185.15419516.535952.10-703.85-4017.48523908.455952.10672.85-4003.00623654.7710139.992097.76-2549.60718702.3310139.993561.40-2549.6088986.7210519.035071.79-1095.079-5581.6710518.896637.45-1095.0710-25114.187068.468267.33368.4911-49770.087068.329970.96368.5012-79749.59-306.9211758.211849.6013-114854.02-304.9313639.421849.6014-154993.49-11720.2715625.253357.4115-189779.10-11710.9317296.323357.4116-198969.66-27292.56-15450.124901.6617-189462.74-27286.70-15048.914901.6618-155057.20-47192.93-13513.576492.6719-115892.54-47189.49-11712.286492.6720-81538.41-71620.44-10019.408141.2021-51904.36-71620.44-8390.258141.2122-26722.92-100818.34-6840.079858.4323-5734.13-100818.34-5353.409858.432411276.45-135473.11-3915.6011655.832523850.04-135473.11-2512.8811655.832632069.26-176235.24-1132.4113545.142735807.25-176235.24100.6613545.142836008.30-213483.57556.7815094.60彎矩（單位：kN·m）剪力（單位：kN）圖7-5承載能力極限狀態(tài)作用短期效應組合內力包絡圖(2)正常使用極限狀態(tài)作用長期效應組合由Midas導出數(shù)據(jù)，結果如下表：表7-7持久狀況正常使用極限狀態(tài)作用長期效應組合節(jié)點號Mmax（kN·m）Mmin（kN·m）Qmax（kN）Qmin（kN）10.000.000.00-0.012-51.20-334.44-3212.66-4414.7738960.496486.91-2200.51-3311.38416389.2011303.07-942.69-1950.86519582.6812326.47384.65-582.57618500.179520.401749.13801.75713071.362791.643149.232210.8083212.25-7969.874593.523653.779-11187.08-22901.156090.995140.2710-30257.64-42159.467651.006680.3211-54176.64-65945.909283.288284.3212-83160.42-94498.7610997.949963.0313-117232.12-128299.0412805.3711727.4414-156486.55-167823.0414716.3213588