2014规范盖梁计算

混凝土：C40钢筋：Q左2014公路新荷载规范盖梁计算（中国市政工程东北设计研究总院王大千）（一）、设计资料预应力混凝土简支箱梁，跨境20.0m，梁长19.92m，计算跨境19.1m。五梁式五孔桥面连续。桥宽0.5m+15.25m+0.5m。（二）、盖梁内力计算1、盖梁自重及内力计算盖梁尺寸截面图见CAD截面编号自重Q（KN）弯矩（KN·m）剪力（KN）2-23-34-45-542.5243.2380.001、上部结构2、汽车荷载公路-Ⅰ级3、上部恒载各个梁支点反力（KN）边梁中梁6205494、主要材料主筋与箍筋均为HRB400-19.81对称布置用杠杆法，非对称布置用偏心受压法。a、单列公路-Ⅰ级车道荷载对称布置79.17207.231-1-42.52-85.75-165.75207.230.00-67.35-224.5480.77416.281/2个盖梁自重2、活载计算根据JTGD60-2004.4.3，桥梁结构的整体计算采用车道荷载。第6款规定车道荷载的横向分布系数应按设计车道数布置车辆荷载进行计算。①活载横向分配KNQ15.45223.20717.7900.8023.4352.42051KK139.032389002142KK722.0323890032382213Kn=5e=6226mmb、双列公路-Ⅰ级车道荷载对称布置c、三列公路-Ⅰ级车道荷载对称布置d、单列公路-Ⅰ级车道荷载非对称布置051KK479.0323824506502142KK043.1323825887882213K092.032387622178.051KK672.03238900220024762178.042KK813.032382338103822178.03KniiiiaaKen1211048464402323864762212niia585.010484644064766226511K392.01048464403238622651K2200.01048464400622651K3008.01048464403238622651K4n=5e=4676mmn=5e=3126mme、双列公路-Ⅰ级车道荷载非对称布置f、三列公路-Ⅰ级车道荷载非对称布置185.01048464406476622651K5978.010484644064764676512K1689.010484644032384676512K2400.010484644004676512K3111.010484644032384676512K4178.010484644064764676512K5920.0104846440647631265178.03K1694.0104846440323831265178.03K2468.0104846440031265178.03K3242.0104846440323831265178.03K4016.0104846440647631265178.03K5双孔单列公路-Ⅰ级车道荷载计算示意图见CAD。计算荷载分配系数B方法布置（Ki）（KN）KiRi（KN）KiRi（KN）C50：④、汽车冲击系数计算车队荷载单列车队双列车队80.120.000.0000.479276.100.00416.161.043601.190.0000.000.0000.000.1390.7220.1390.00080.120.479276.100.585337.190.978563.72K1K2K3576.40576.40576.40576.40576.40576.40576.40576.40576.40576.400.392225.950.689397.140.200115.280.400230.56-102.600.0084.610.11163.98当计算跨境≤5.0m时，P=270KN当计算跨境≥50.0m时，P=360KN则当计算跨境19.1m时，P=298.2KNB=10.5×19.55×1.0236+298.2×1.2×1.0236=576.4（KN）②、公路-Ⅰ级车道荷载作用下反力计算根据《公路工程技术标准》（JTG•B01-2014）7.0.3条，车道荷载标准值的集中力要乘以1.2的系数。K4K5-0.185-106.63-0.178③、活载横向分配后各梁支点反力（此处反力为纵向两片梁产生的）横向分配情况杠杆法计算车队荷载偏心受压法计算K1K2K3K4K5016.0104846440647631265178.03K5KRiiBmSmNgGc2233101092.281.91018.126mIc41848.0mENc2101045.3HzmIElfccc36.692.21848.045.321415926.3210101.193102211+μ=1.31⑦、弯矩计算G1（KN）2887.00377.54903.14计入冲击系数的反力表⑥、双柱反力计算荷载上部恒载单列车队（对称）单列车队（非对称）613.88353.381098.00545.17151.02787.55302.03R3（KN）3号梁2号梁R2（KN）1098.00104.96295.99361.69520.25507.42524.03上部恒载单列车队（对称）单列车队（非对称）双列车队（对称）双列车队（非对称）三列车队（对称）三列车队（非对称）1.5Hz≤f1≤14Hz⑤、恒载与活载反力汇总荷载情况69.47694.68R1（KN）1号梁1240.000.00441.720.00738.47HzmIElfccc36.692.21848.045.321415926.3210101.1931022131.00157.036.6ln1767.020011237447577131095189501543211RRRRRG011M751.0122RM001.2133RM237.1238.31144GRM377.54461.42377.54461.420.00-441.720.00-441.720.00-441.72梁反力R1（KN）1240.003-34-4Left(KN)Right(KN)Left(KN)Right(KN)Left(KN)Right(KN)Left(KN)00104.96295.990.00-441.72-1240.001647.001647.001-12-20-1240.00-1240.00-1240.00R3（KN）1098.00545.17151.020.00441.72R2（KN）1098.000.00467.021349.65墩柱反力G1（KN）2887.00377.54903.14弯矩计算⑧、相应最大弯矩时的剪力计算荷载情况上部恒载单列车队对称非对称各截面弯矩1-1（KN•m）2-2（KN•m）3-3（KN•m）4-4（KN•m）5-5（KN•m）单列车队377.54903.140.00104.96545.17441.72295.99151.020.00-931.24-2481.24-443.901333.760.00-331.73-883.89-313.12222.520.000.00荷载情况墩柱反力梁反力G1（KN）R1（KN）R2（KN）R3（KN）上部恒载2887.001240.001098.001098.00对称非对称475.4238.3476.612155GRRM0.001-15-52-23-34-42-24-4-5847.26作用长期效应组合作用效应基本组合1+2+4-19.81-19.81-998.59-1294.94-2705.78-3495.38136.22-639.542930.721916.82-26.15-26.15-3571.633-3作用效应基本组合1+2+31+2+41+2+31+2+41+2+31+2+41+2+31+2+41+2+31+2+41+2+31+2+41+2+33-34-45-5作用短期效应组合1-11-12-2272.59165.42截面号1-12-23-34-45-5上部恒载盖梁自重双列车队对称-67.350.000.00-931.24-2481.24-443.901333.76416.282209.55-224.540.00经过以上计算，活载产生的最大正弯矩（5-5）与最大负弯矩（3-3）均发生在双车队。80.77934.51-19.81123⑨、弯矩组合计算项目弯矩组合单位KN•m-272.5914.41549.00272.59165.424-45-5Right(KN)Left(KN)Right(KN)-549.00549.00sdSldS注：1/(1+μ)=0.7631、作用短期效应组合：2、作用长期效应组合：3、作用效应基本组合：短期与长期组合属于正常使用极限状态，不计入冲击力。结构重要性系数1.1。5712.772790.72作用效应基本组合1+2+31+2+45-5作用效应基本组合⑩、剪力组合计算上部恒载单列车队对称项目盖梁自重21-1Left(KN)Right(KN)1+2+31+2+4截面号-42.52-42.52组合方式作用效应基本组合132-2Left(KN)Right(KN)1-1Left(KN)00Right(KN)-1240.000.002-2Left(KN)-1240.000.00Right(KN)-1240.000.00-85.75-85.753-3Left(KN)-1240.000.00Right(KN)1647.00377.54-165.75286.404-4Left(KN)1647.00377.54Right(KN)549.00272.59207.23207.235-5Left(KN)549.00272.59Right(KN)-549.00-272.590.000.00-56.13-56.13-1692.93-2373.18-1749.99-2430.25-1749.99-2430.25剪力组合单位KNudS0udS0QjkGiksdSSS7.0QjkGikldSSS4.0QlkGikudSSS4.12.10注：项目asfcdfsdLEsfcuag数值6018.4330895020000040615.8单位mmMpaMpammMpaMpamm²Lc8950注：Ln7990其中：根数AsΦ28mm²作用效应基本组合5-5Left(KN)Right(KN)3029.003158.163-3Left(KN)Right(KN)4-4Left(KN)Right(KN)-1144.46-702.493、作用效应基本组合：（三）、正截面抗弯承载力计算1418.001252.981144.46979.433133.503262.67-1855.59-2535.850.70910.8686基本数据根据《公路钢筋混凝土及预应力混凝土桥涵设计规范》（JTGD62-2004）8.2.3，取Lc与1.15Ln中交小者。对HRB400钢筋：截面号1-12-23-3h0160016000.505616004-4正4-4负5-5实际配筋情况P×100%16284028283498531724224632172421520mmmm15201493当l/h≥5时，比值取5。本桥盖梁取5。配筋验算①