25m简支小箱梁计算书

五、模型建立与分析本桥整体模型采用空间有限元程序MIDASCIVIL2012计算，并以《公路桥涵设计通用规范》（JTGD60-2004）和《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62-2004）为标准，按A类预应力混凝土结构进行验算。主桥采用梁格法建立模型进行分析。采用梁单元建模时，对于简支小箱梁、端横梁以及中横梁采用梁单元进行模拟，其截面特性按照实际设计截面定义。采用虚拟横梁模拟小箱梁之间的横向联系，其截面特性取顶板厚度及虚拟横梁之间的宽度进行定义，不考虑虚拟横梁的自重。梁单元整体模型如下图所示：5.SEQ图表\*ARABIC1计算模型图在Midas模型中按照实际的施工顺序模拟施工。在施工过程中，结构的安装与拆除、荷载的加载与卸载、边界条件的改变等均通过相应组的激活与钝化实现。六、持久状况承载能力极限状态验算结果6.1截面受压区高度表SEQ表格\*ARABIC6.1截面受压区高度相对界限受压区高度ξb钢筋种类C50及以下C55/C60C65/C70C75/C80R2350.620.600.58-HRB3350.560.540.52-HRB400/KL4000.530.510.49-钢绞线、钢丝0.400.380.360.35精轧螺纹钢筋0.400.380.36-6.2正截面抗弯承载能力验算图6.1正截面抗弯承载能力验算结果图形结论：按照《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62-2004）第5.1.5条EQγos≤R验算，结构重要性系数x作用效应的组合设计最大值均小于等于构件承载力设计值，满足规范要求。6.3支反力计算表6.2支反力计算结果表格节点FX(kN)FY(kN)FZ(kN)MX(kN·m)MY(kN·m)MZ(kN·m)226-11.0105.9651041.9430.0000.0000.00022711.1056.001986.2540.0000.0000.000228-11.1074.7361214.8240.0000.0000.00022911.2334.5421249.5980.0000.0000.000230-11.1583.2751431.0510.0000.0000.00023111.2403.0301445.7450.0000.0000.000232-11.1821.7441558.9910.0000.0000.00023311.2211.4821559.9950.0000.0000.000234-11.202-0.3341347.5020.0000.0000.00023511.199-0.4261324.4700.0000.0000.000236-11.223-1.4821042.4180.0000.0000.00023711.180-1.7441007.0970.0000.0000.000238-11.220-3.035949.3000.0000.0000.00023911.156-3.274933.8020.0000.0000.000240-11.236-4.543999.0300.0000.0000.00024111.105-4.734985.6630.0000.0000.000242-11.108-6.0021065.0770.0000.0000.00024311.006-5.9621125.9140.0000.0000.000七、持久状况正常使用极限状态验算结果7.1结构正截面抗裂验算对于部分预应力A类构件，在作用（荷载）短期效应组合下，应符合下列条件：EQσst－σpc≤0.7ftk但在荷载长期效应组合下：EQσlt－σpc≤0图7.1结构正截面抗裂验算短期效应组合结果图形图7.2结构正截面抗裂验算长期效应组合结果图形结论：按照《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62-2004）第6.3.1-1条验算:短期效应组合EQσst－σpc=1.94MPa≤0.7ftk=0.00MPa，满足规范要求。长期效应组合EQσst－σpc=1.94MPa≤0.7ftk=0.00MPa，满足规范要求。7.2结构斜截面抗裂验算对于A类和B类部分预应力混凝土构件，在作用（荷载）短期效应组合下，应符合下列条件：预制构件：EQσtp≤0.7ftk现场浇筑（包括预制拼装）构件：EQσtp≤0.5ftk图7.3结构斜截面抗裂验算结果图形结论：按照《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62-2004）第6.3.1-2条验算:EQσtp=-0.26MPa≤0.7ftk=-1.86MPa，满足规范要求。八、持久状况构件应力验算结果8.1正截面混凝土法向压应力验算按《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62-2004）第7.1.5-1条，荷载取其标准值，汽车荷载考虑冲击系数。受压区混凝土的最大压应力：未开裂构件：EQσkc＋σpt≤0.5fck允许开裂构件：EQσcc≤0.5fck图8.1正截面混凝土法向压应力验算结果图形结论：按照《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62-2004）第7.1.5条验算:EQσkc＋σpt=10.80MPa≤0.5fck=16.20MPa，满足规范要求。8.2斜截面混凝土的主压应力验算按《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62-2004）第7.1.6条，混凝土的主压应力应符合下式规定：EQσcp≤0.6fck图8.2斜截面混凝土的主压应力验算结果图形结论：按照《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62-2004）第7.1.6条验算：EQσcp=10.80MPa≤0.6fck=19.44MPa，满足规范要求。九、详细计算表格说明：表格中轴力和剪力单位kN，弯矩和扭矩单位kN·m，应力单位MPa。表9.1正截面抗弯承载能力验算详细计算表格单元位置最大/最小组合名称类型验算rMuMn2I最大cLCB15MY-MAXOK76.184799.932I最小cLCB34MY-MINOK-6.282694.642J最大cLCB15MY-MAXOK1651.876170.482J最小cLCB34MY-MINOK1253.716170.483I最大cLCB15MY-MAXOK1651.876170.483I最小cLCB34MY-MINOK1253.726170.483J最大cLCB15MY-MAXOK2474.976587.213J最小cLCB34MY-MINOK1865.156587.214I最大cLCB15MY-MAXOK2534.166587.214I最小cLCB34MY-MINOK1863.246587.214J最大cLCB16MY-MAXOK5747.778130.694J最小cLCB33MY-MINOK4178.198130.695I最大cLCB16MY-MAXOK5826.268130.695I最小cLCB23-OK4182.588130.695J最大cLCB16MY-MAXOK7041.188233.815J最小cLCB23-OK4998.948233.816I最大cLCB16MY-MAXOK7068.118233.816I最小cLCB23-OK4993.148233.816J最大cLCB16MY-MAXOK6073.128133.266J最小cLCB23-OK4283.858133.267I最大cLCB16MY-MAXOK6023.608133.267I最小cLCB23-OK4275.488133.267J最大cLCB16MY-MAXOK2755.116597.647J最小cLCB33MY-MINOK1927.036597.648I最大cLCB16MY-MAXOK2658.816597.648I最小cLCB29MY-MINOK1935.526597.648J最大cLCB15MY-MAXOK1805.706182.068J最小cLCB30MY-MINOK1306.776182.069I最大cLCB15MY-MAXOK1805.706182.069I最小cLCB30MY-MINOK1306.776182.069J最大cLCB15MY-MAXOK95.614799.319J最小cLCB34MY-MINOK19.454799.3126I最大cLCB15MY-MAXOK99.784764.8826I最小cLCB34MY-MINOK-58.902694.3026J最大cLCB15MY-MAXOK1812.706134.8626J最小cLCB34MY-MINOK1219.556134.8627I最大cLCB15MY-MAXOK1812.706134.8627I最小cLCB34MY-MINOK1219.556134.8627J最大cLCB15MY-MAXOK2745.496551.5927J最小cLCB34MY-MINOK1810.436551.5928I最大cLCB15MY-MAXOK2766.656551.5928I最小cLCB24-OK1770.886551.5928J最大cLCB15MY-MAXOK6167.308095.0728J最小cLCB24-OK4072.528095.0729I最大cLCB15MY-MAXOK6212.948095.0729I最小cLCB24-OK4045.498095.0729J最大cLCB15MY-MAXOK7312.318198.1929J最小cLCB24-OK4821.668198.1930I最大cLCB15MY-MAXOK7400.248198.1930I最小cLCB24-OK4829.148198.1930J最大cLCB15MY-MAXOK6244.328097.6430J最小cLCB24-OK4077.438097.6431I最大cLCB15MY-MAXOK6351.208097.6431I最小cLCB24-OK4113.408097.6431J最大cLCB15MY-MAXOK2865.566562.0231J最小cLCB24-OK1811.796562.0232I最大cLCB15MY-MAXOK2908.346562.0232I最小cLCB34MY-MINOK1835.076562.0232J最大cLCB15MY-MAXOK1976.716146.4432J最小cLCB34MY-MINOK1237.886146.4433I最大cLCB15MY-MAXOK1976.716146.4433I最小cLCB34MY-MINOK1237.886146.4433J最大cLCB11MY-MAXOK147.944764.4133J最小cLCB34MY-MINOK18.644764.41表9.2结构正截面抗裂验算详细计算表格单元位置组合名称短/长类型验算Sig_TSig_BSig_MAXSig_ALW2IcLCB54短期MY-MINOK0.899.110.85-1.862JcLCB54短期MX-MAXOK1.949.441.34-1.862IcLCB62长期MY-MINOK1.849.341.790.002JcLCB62长期MX-MAXOK2.879.692.310.003IcLCB54短期FX-MINOK1.989.391.35-1.863JcLCB54短期FX-MINOK2.428.661.40-1.863IcLCB62长期FX-MINOK2.889.652.300.003JcLCB62长期FX-MINOK3.318.932.370.004IcLCB50短期MZ-MAXOK2.488.572.12-1.864JcLCB50短期FY-MINOK3.956.253.83-1.864IcLCB61长期MZ-MAXOK3.328.883.080.004JcLCB61长期FY-MINOK4.846.504.720.005IcLCB54短期FX-MAXOK4.016.253.89-1.865JcLCB56短期MY-MAXOK6.163.173.15-1.865IcLCB62长期FX-MAXOK4.906.494.800.005JcLCB62长期MY-MAXOK6.683.943.920.006IcLCB56短期MY-MAXOK6.183.153.15-1.866JcLCB54短期FX-MAXOK4.215.964.07-1.866IcLCB62长期MY-MAXOK6.693.933.930.006JcLCB62长期FX-MAXOK5.106.214.960.007IcLCB58短期FX-MINOK4.145.964.09-1.867JcLCB54短期MY-MINOK2.458.562.13-1.867IcLCB63长期FX-MINOK5.036.214.980.007JcLCB62长期MY-MINOK3.348.803.050.008IcLCB54短期MX-MINOK2.408.531.39-1.868JcLCB54短期MX-MINOK1.949.281.32-1.868IcLCB62长期MX-MINOK3.308.792.290.008JcLCB62长期MX-MINOK2.859.532.230.009IcLCB54短期MX-MINOK1.939.291.31-1.869JcLCB54短期MX-MINOK0.849.000.78-1.869IcLCB62长期MX-MINOK2.869.552.240.009JcLCB62长期MX-MINOK1.789.261.720.0026IcLCB54短期MY-MINOK1.159.071.07-1.8626JcLCB54短期MX-MAXOK2.289.401.97-1.8626IcLCB62长期MY-MINOK2.059.291.960.0026JcLCB62长期MX-MAXOK3.149.662.860.0027IcLCB54短期MX-MAXOK2.299.391.98-1.8627JcLCB54短期MX-MAXOK2.718.742.16-1.8627IcLCB62长期MX-MAXOK3.129.642.850.0027JcLCB62长期MX-MAXOK3.548.993.050.0028IcLCB54短期MX-MAXOK2.558.772.34-1.8628JcLCB50短期MY-MINOK4.236.344.21-1.8628IcLCB62长期MX-MAXOK3.419.013.230.0028JcLCB61长期MY-MINOK5.096.575.080.0029IcLCB54短期MY-MINOK4.136.404.02-1.8629JcLCB56短期MY-MAXOK6.662.792.74-1.8629IcLCB62长期MY-MINOK5.016.624.910.0029JcLCB62长期MY-MAXOK7.013.813.780.0030IcLCB56短期MY-MAXOK6.742.672.64-1.8630JcLCB54短期MY-MINOK4.206.334.08-1.8630IcLCB62长期MY-MAXOK7.063.743.720.0030JcLCB62长期MY-MINOK5.076.554.970.0031IcLCB58短期FY-MAXOK4.326.254.30-1.8631JcLCB54短期MY-MINOK2.608.742.46-1.8631IcLCB63长期FY-MAXOK5.186.495.160.0031JcLCB62长期MY-MINOK3.468.973.360.0032IcLCB54短期MX-MINOK2.698.682.16-1.8632JcLCB54短期MY-MINOK2.269.351.97-1.8632IcLCB62长期MX-MINOK3.528.933.080.0032JcLCB62长期MY-MINOK3.109.602.860.0033IcLCB54短期MY-MINOK2.259.361.95-1.8633JcLCB54短期MY-MINOK1.178.911.07-1.8633IcLCB62长期MY-MINOK3.119.622.860.0033JcLCB62长期MY-MINOK2.049.181.940.00表9.3结构斜截面抗裂验算详细计算表格单元位置组合名称最大/最小Sig_P2Sig_P3Sig_P7Sig_P10Sig_MAXSig_AP2IcLCB87OK4.0810.063.7210.0110.1019.442JcLCB87OK5.6510.604.0110.5510.6019.443IcLCB87OK5.6010.544.0110.5410.5419.443JcLCB87OK6.469.993.769.989.9919.444IcLCB87OK5.509.644.169.639.6419.444JcLCB89OK8.205.734.225.738.2019.445IcLCB89OK8.475.694.225.698.4719.445JcLCB89OK9.933.314.283.319.9319.446IcLCB89OK9.883.224.333.229.8819.446JcLCB89OK8.845.224.195.228.8419.447IcLCB89OK8.335.104.335.108.5419.447JcLCB87OK5.809.593.999.589.5919.448IcLCB87OK6.669.953.549.959.9519.448JcLCB87OK5.7910.503.8110.5010.5019.449IcLCB87OK5.8610.563.8210.6010.6019.449JcLCB87OK4.049.933.639.9610.0119.4426IcLCB87OK4.0110.113.9110.0610.1919.4426JcLCB87OK5.7110.534.2310.4810.5319.4427IcLCB87OK5.6510.484.2110.4710.4819.4427JcLCB87OK6.369.943.999.949.9419.4428IcLCB87OK5.629.724.309.719.7219.4428JcLCB89OK9.164.734.324.739.1619.4429IcLCB89OK9.224.594.204.599.2219.4429JcLCB89OK10.702.464.282.4610.7019.4430IcLCB89OK10.802.264.292.2710.8019.4430JcLCB89OK9.274.544.234.549.2719.4431IcLCB89OK9.424.354.304.359.4219.4431JcLCB87OK5.689.664.299.659.6619.4432IcLCB87OK6.189.893.959.899.8919.4432JcLCB87OK5.5010.454.1410.4410.4519.4433IcLCB87OK5.5810.514.1810.5510.5519.4433JcLCB87OK4.059.893.819.9310.0119.44表9.4正截面混凝土法向压应力验算详细计算表格单元位置组合名称类型验算Sig_TSig_BSig_MAXSig_ALW2IcLCB87MX-MINOK4.1410.0810.1016.202JcLCB87MY-MINOK5.1910.3910.6016.203IcLCB87MY-MINOK5.1210.3310.5416.203JcLCB87MX-MAXOK5.579.609.9916.204IcLCB87MY-MINOK5.489.639.6416.204JcLCB89MY-MAXOK8.095.688.2016.205IcLCB89MZ-MAXOK8.255.598.4716.205JcLCB89MY-MAXOK9.843.269.9316.206IcLCB89MY-MAXOK9.873.219.8816.206JcLCB89MY-MAXOK8.585.118.8416.207IcLCB89MY-MAXOK8.435.148.5416.207JcLCB87MY-MINOK5.549.489.5916.208IcLCB87MX-MINOK5.559.469.9516.208JcLCB87MX-MINOK5.1010.2010.5016.209IcLCB87MX-MINOK5.1710.2610.5616.209JcLCB87MY-MINOK4.099.959.9716.2026IcLCB87MX-MINOK4.1110.1510.1916.2026JcLCB87MX-MAXOK5.3010.3610.5316.2027IcLCB87MX-MAXOK5.2310.3010.4816.2027JcLCB87MX-MAXOK5.659.659.9416.2028IcLCB87MY-MINOK5.539.689.7216.2028JcLCB89MY-MAXOK8.964.659.1616.2029IcLCB89MY-MAXOK8.994.509.2216.2029JcLCB89MY-MAXOK10.542.3910.7016.2030IcLCB89MY-MAXOK10.662.2010.8016.2030JcLCB89MY-MAXOK9.064.459.2716.2031IcLCB89MY-MAXOK9.224.259.4216.2031JcLCB87MY-MINOK5.609.639.6616.2032IcLCB87MY-MINOK5.589.649.8916.2032JcLCB87MY-MINOK5.1610.3010.4516.2033IcLCB87MY-MINOK5.2310.3710.5116.2033JcLCB87MX-MINOK4.159.939.9716.20表9.5斜截面混凝土的主压应力验算详细计算表格单元位置组合名称最大/最小Sig_P2Sig_P3Sig_P7Sig_P10Sig_MAXSig_AP2IcLCB87OK4.0810.063.7210.0110.1019.442JcLCB87OK5.6510.604.0110.5510.6019.443IcLCB87OK5.6010.544.0110.5410.5419.443J