三跨變截面連續(xù)梁橋1鋼束布置后作用效應(yīng)組合計(jì)算1400字

三跨變截面連續(xù)梁橋1鋼束布置后作用效應(yīng)組合計(jì)算綜述永久作用效應(yīng)由Midas導(dǎo)出，結(jié)果如下。表7-1預(yù)加力引起的內(nèi)力表節(jié)點(diǎn)號(hào)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(yīng)的預(yù)加力次內(nèi)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(yù)加力次內(nèi)力分布表7-2收縮徐變引起的次內(nèi)力表 節(jié)點(diǎn)號(hào)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(nèi)力分布表7-3基礎(chǔ)沉降引起的次內(nèi)力表節(jié)點(diǎn)號(hào)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(nèi)力分布a）彎矩（單位：kN·m）；b）剪力（單位：kN）另為短暫狀態(tài)構(gòu)件應(yīng)力計(jì)算與驗(yàn)算中應(yīng)用，下表7-2給出施工階段末作用效應(yīng)，包括一、二期恒載和預(yù)加鋼筋的次內(nèi)力作用。節(jié)點(diǎn)號(hào)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(yīng)表可變作用效應(yīng)計(jì)算可變作用效應(yīng)中包含了移動(dòng)荷載作用和溫度作用。作用效應(yīng)組合在配置了預(yù)應(yīng)力鋼束之后再次荷載作用效應(yīng)組合[18]。承載能力極限狀態(tài)作用效應(yīng)組合由Midas導(dǎo)出數(shù)據(jù)，結(jié)果如下：表7-5承載能力極限狀態(tài)作用效應(yīng)組合節(jié)點(diǎn)號(hào)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(yīng)組合內(nèi)力包絡(luò)圖承載能力極限狀態(tài)作用效應(yīng)組合(1)正常使用極限狀態(tài)作用短期效應(yīng)組合由Midas導(dǎo)出數(shù)據(jù)，結(jié)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(yīng)組合節(jié)點(diǎn)號(hào)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(yīng)組合內(nèi)力包絡(luò)圖(2)正常使用極限狀態(tài)作用長(zhǎng)期效應(yīng)組合由Midas導(dǎo)出數(shù)據(jù)，結(jié)果如下表：表7-7持久狀況正常使用極限狀態(tài)作用長(zhǎng)期效應(yīng)組合節(jié)點(diǎn)號(hào)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