G--考虑荷载分项系数的基础自重,当组合值由永久荷载控制时,G=1.35Gk,Gk为基础标准自重,G=1.35×120=162kN;M1=2.62/12×[(2×4+0.8)×(14.981+14.981-2×162/24)+(14.981-14.981)×6]=81.609kN·m;M2=(4-0.8)2/48×(2×6+0.8)×(14.981+14.981-2×162/24)=44.953kN·m;4、承台底部配筋计算αs=M/(α1fcbh02)ξ=1-(1-2αs)1/2γs=1-ξ/2As=M/(γsh0fy)式中α1--当混凝土强度不超过C50时,α1取为1.0,当混凝土强度等级为C80时,α1取为0.94,期间按线性内插法,α1=1;1-1截面:αs=|M|/(α1fcbh02)=81.61×106/(1.00×14.30×4.00×103×165.002)=0.052;ξ=1-(1-2×αs)1/2=1-(1-2×0.052)0.5=0.054;γs=1-ξ/2=1-0.054/2=0.973;As=|M|/(γsfyh0)=81.61×106/(0.973×360.00×165.00)=1411.91mm2。2-2截面:αs=|M|/(α1fcbh02)=44.95×106/(1.00×14.30×6.00×103×165.002)=0.019;ξ=1-(1-2×αs)1/2=1-(1-2×0.019)0.5=0.019;γs=1-ξ/2=1-0.019/2=0.990;As=|M|/(γsfyh0)=44.95×106/(0.990×360.00×165.00)=764.21mm2。截面1-1配筋:As1=1922.655mm2>1411.913mm2截面2-2配筋:As2=2827.433mm2>764.213mm2承台配筋满足要求!1#楼区域结构图
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