×70.875=95.681kN;Р M1=1.32/12×[(2×2.7+0.6)×(32.551+32.551-2×95.681/9.45)+(32.551-32.551)×3.5]=37.9kN·m;Р M2=(2.7-0.6)2/48×(2×3.5+0.9)×(32.551+32.551-2×95.681/9.45)=32.555kN·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;Р1-1截面:αs=|M|/(α1fcbh02)=37.90×106/(1.00×14.30×2.70×103×265.002)=0.014;Р ξ=1-(1-αs)1/2=1-(1-2×0.014)0.5=0.014;Р γs=1-ξ/2=1-0.014/2=0.993;Р As=|M|/(γsfyh0)=37.90×106/(0.993×210.00×265.00)=685.88mm2。Р2-2截面:αs=|M|/(α1fcbh02)=32.55×106/(1.00×14.30×3.50×103×265.002)=0.009;Р ξ=1-(1-αs)1/2=1-(1-2×0.009)0.5=0.009;Р γs=1-ξ/2=1-0.009/2=0.995;Р As=|M|/(γsfyh0)=32.55×106/(0.995×210.00×265.00)=587.72mm2。Р截面1-1配筋:As1=5969.026 mm2 > 685.879 mm2Р截面2-2配筋:As2=5654.867 mm2 > 587.723 mm2Р承台配筋满足要求!
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