某厂房单向板设计

4)0(116.80)-0.133-13.70-0.133(-1.000)-13.70(-103.00)1.000(0.133)103.00(13.70)0.68970.97-1.311(-0.778)-135.03(-80.13)1.222(0.089)125.87(9.17)-0.089-9.17-0.089(-1.222)-9.17(-125.87)0.778(1.311)80.13(135.03)最不利荷载组合+141.24-206.76(-71.00)71.00(206.76)+38.34-103.66(-174)174.00(103.66)+123.01-224.99(-151.13)196.87(99.13)+42.87-99.13(-196.87)151.13(224.99)4、主梁截面承载力计算主梁跨内截面按T形截面计算,其翼缘计算宽度为:并取判别T型截面类型:>M=283.49,故各跨内截面均属于第一类T形截面。支座截面按矩形截面计算,取,(因支座弯矩较大考虑布置两排众筋,并布置在次梁主筋下面)。跨内截面在负弯矩作用下按矩形截面计算,取。主梁正截面及斜截面承载力计算分别见表5-3与表5-4。表5-3主梁正截面承载力计算截面边跨跨内中间支座中间跨跨内M/()283.49-306.45152.14-53.6526.1-438.710.0310.2900.0170.0520.0310.3520.0170.053/mm215121990829310选配钢筋422622320220实配钢筋面积/mm215202281942628表5-4主梁斜截面承载力计算截面端支座内侧离端第二支座外侧离端第二支座内侧V/kN141.24224.99196.87457410>V423940>V423940>V136680<V126680<V126680<V选用箍筋101101101