活荷载内力计算(屋面布雪荷载).pdf

毕业设计精品五活荷载内力计算（屋面布雪荷载）（一）活荷载计算1．屋面框架梁线荷载标准值q=0.65×3.9=2.54kN/m5ABq=0.65×3.0=1.95kN/m5BC2．楼面框架梁线荷载标准值q=2.0×3.9=7.8kN/mABq=2.5×3.0=7.5kN/mBC3．屋面框架节点集中荷载标准值边节点：纵向框架梁传来的雪荷载3.92×0.65/2=4.94kN次梁传来的雪荷载(1-2×0.272+0.273)×0.65×3.9×7.2/2=7.98kN则Q=12.92kN5A中节点：纵向框架梁传来的雪荷载4.94+(1-2×0.192+0.193)×0.65×7.8×3/2=12.05kN则Q=12.05+7.98=20.03kN5B4．楼面框架节点集中荷载标准值边节点：纵向框架梁传来的活荷载3.92×2.0/2=15.21kN次梁传来的活荷载(1-2×0.272+0.273)×2.0×3.9×7.2/2=24.54kN则Q=39.75kNA中节点：纵向框架梁传来的雪荷载15.21+(1-2×0.192+0.193)×2.0×7.8×3/2=42.55kN则Q=42.55+24.54=67.09kN5B（二）活荷载作用下内力计算1．计算简图见下页2．荷载等效3.90.27127.2优秀毕业设计毕业设计精品qQ5ABQqQQ5A5B5BC5C5DqqABQ5BCQQQCABD计算简图顶层边跨q'(120.2720.273)2.542.22kN/m5边5顶层中跨q'1.951.22kN/m5中8中间层边跨q'(120.2720.273)7.86.82kN/m5边5中间层中跨q'7.54.69kN/m5中8荷载等效后的计算简图如下：q'5边q'5中q'q'边中优秀毕业设计毕业设计精品3．固端弯矩计算1顶层边跨M2.227.229.59kNm5AB121顶层中跨M1.221.520.92kNm5BC31中间层边跨M6.827.2229.46kNmAB121中间层中跨M4.691.523.52kNm5BC34．分层计算弯矩1）顶层内力计算过程如下（单位：kN∙m）1-41-22-12-52-30.4310.5690.4420.3350.223-9.599.59-0.924.135.46→2.73-2.52←-5.04-3.82-2.541.091.43→0.72-0.32-0.24-0.165.22-5.227.68-4.06-3.62M图如下（单位：kN∙m）7.685.223.625.22(3)(1)(2)4.06(4)1.741.35(5)2）中间层优秀毕业设计毕业设计精品内力计算过程见下页（单位：kN∙m）3-63-13-44-34-24-74-50.3010.3010.3980.3310.2510.2510.167-29.4629.46-3.528.878.8711.72→5.86-5.27←-10.53-7.98-7.98-5.311.581.582.11→1.06-0.35-0.27-0.27-0.1710.4510.45-20.9025.5-8.25-8.25-9M图如下（单位：kN∙m）3.48(1)(2)2.7525.520.99.0(3)(4)10.45(5)10.458.258.25(6)3.482.75(7)3）底层内力计算过程如下（单位：kN∙m）3-63-13-44-34-24-74-50.320.3070.3730.3280.2480.2590.165-29.4629.46-3.529.439.0410.99→5.50-5.16←-10.31-7.80-8.14-5.191.651.581.93→0.97-0.32-0.24-0.25-0.1611.0810.62-21.7025.3-8.04-8.39-8.87优秀毕业设计毕业设计精品M图如下（单位：kN∙m）3.54(1)(2)2.6825.3021.708.87(3)(4)11.08(5)10.628.048.39(6)5.544.20(7)5．不平衡弯矩分配计算过程如下（单位：kN∙m），方框内为原不平衡弯矩左梁上柱下柱右梁1.221.983.48-1.98-1.83-2.750.611.740.171.36-1.35-0.321.913.48-2.08-1.72-2.750.683.481.391.82-2.75-1.371.393.48-2.78-1.37-2.750.923.481.371.80-2.75-1.391.433.54-2.8-1.32-2.680.913.482.410.90-2.75-2.07-1.11-1.300.710.46优秀毕