G=1.35Gk ,Gk为基础标准自重,G=1.35×126=170.1kN;Р M1=1.652/12×[(2×2+0.6)×(26.5+26.5-2×170.1/8.4)+(26.5-26.5)×4.2]=13.04kN·m;Р M2=(2-0.6)2/48×(2×4.2+0.9)×(26.5+26.5-2×170.1/8.4)=4.74kN·m;Р4、承台底部配筋计算Р αs = M/(α1fcbh02)Р ξ= 1-(1-2αs)1/2Р γs = 1-ξ/2Р As = M/(γsh0fy)Р 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;Р 1-1截面:αs=|M|/(α1fcbh02)=13.04×106/(1.00×9.60×2.00×103×565.002)=0.002;Р ξ=1-(1-2×αs)1/2=1-(1-2×0.002)0.5=0.002;Р γs=1-ξ/2=1-0.002/2=0.999;Р As=|M|/(γsfyh0)=13.04×106/(0.999×300.00×565.00)=76.99mm2。Р 2-2截面:αs=|M|/(α1fcbh02)=4.74×106/(1.00×9.60×4.20×103×565.002)=0.000;Р ξ=1-(1-2×αs)1/2=1-(1-2×0.000)0.5=0.000;Р γs=1-ξ/2=1-0.000/2=1.000;Р As=|M|/(γsfyh0)=4.74×106/(1.000×300.00×565.00)=27.99mm2。Р 截面1-1配筋:As1=1244.07 mm2 > 76.99 mm2Р 截面2-2配筋:As2=2488.14 mm2 > 27.99 mm2Р 承台配筋满足要求!
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