支座按布置一排纵筋考虑,h0=415mm,连续次梁正截面及斜截面承载力计算分别见表4与表5。连续次梁正截面承载力计算截面b弯矩设计值(KN·m)实际配筋()1195841511.963.530.0150.016300519.902B20As=628B20039011.9-81.170.2240.257300796.203C20As=9422195841511.937.090.0090.0010300324.932B16As=402C20039011.9-67.050.1850.190300588.632B20As=6283195841511.940.120.0100.011300357.422B16As=402表5连续次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支座内侧中间支座外侧、内侧V51.8776.5769.3064.21/332.475﹥V314.600﹥V314.600﹥V332.475﹥V/93.093﹥V88.088﹥V88.088﹥V93.093﹥V选用箍筋2φ82φ82φ82φ8/(mm2)101101101101/(mm)按构造按构造按构造按构造实配箍筋间距S/(mm)200200200200表6次梁配筋示意图见图7。图7次梁配筋示意图2.2.3.主梁计算(按弹性理论计算)柱高H=3.90m,柱截面尺寸350mm×350mm,主梁有关尺寸及支撑情况见图8。图8主梁尺寸荷载恒载设计值由次梁传来10.54KN/m×6.0m=63.24KN主梁自重(折合为集中荷载)1.2×25KN/m3×0.25m×(0.7m-0.08m)×2.4m=11.16KN梁侧抹灰(折合为集中荷载)1.2×17KN/m3×0.015m×(0.7m-0.08m)×2.4m×2=0.92KNG=75.32KN活载设计值由次梁传来Q=10.78KN/m×6.00m=64.68KN
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