缘计算宽度取三者较小值,即=1.92m=[11.9×1920×80×(415-80/2)=685×N·㎜=685kN·m71.49kN·m所以属于第一类T形截面支座与跨中间截面钢筋均按一排钢筋考虑,故均取=450-35=514㎜表1-2次梁正截面承载力计算截面1B2M/(kN·m)71.49-89.3722.34==0.0184=0.218=0.0057=0.01840.249=0.350.0057==582=820=180选用钢筋316320216实用钢筋面积/603942402表1-3次梁斜截面承载力计算截面AV/kN60.8291.2377.710.250.25×1.0×11.9×200×415=246925608202469252469250.70.7×1.27×200×415=737876082073787<V73787<V箍筋肢书、直径双肢双肢=n575757s/㎜=按构造要求配箍=356=1583实配箍筋间距/㎜190190190=max{02.%,0.45}=max{0.2%,0.45×1.27/300}=0.2%=bh=(0.2%×200×450)=180经判断,均满足最小配筋率要求。验算配筋率:==0.15%=0.24=0.24×=0.145%满足要求4、主梁的截面和配筋计算(按弹性理论计算)①荷载设计值恒载:次梁传来的恒载(8.83×6)kN=52.98kN主梁的自重[1.2×0.25×(0.65-0.08)×2×25]kN=8.55kN梁侧的抹灰[1.2×2×(0.65-0.08)×2×0.015×17]kN=0.70kNG=62.23kN活载:Q=(18.2×6)kN=109.2kN总荷载:G+Q=62.23+109.2=171.43kN②计算跨度边跨=+a/2+b/2=[(6-0.25-0.35/2)+0.37/2+0.35/2]m=5.935m
全文预览