9.06kN;Р M1=3.022/12×[(2×5+0.45)×(20.33+20.33-2×329.06/32.5)+(20.33-20.33)×6.5]=162.61kN·m;Р M2=(5-0.45)2/48×(2×6.5+0.45)×(20.33+20.33-2×329.06/32.5)=118.38kN·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)=162.61×106/(1.00×14.30×5.00×103×265.002)=0.032;Р ξ=1-(1-2×αs)1/2=1-(1-2×0.032)0.5=0.033;Р γs=1-ξ/2=1-0.033/2=0.984;Р As=|M|/(γsfyh0)=162.61×106/(0.984×300.00×265.00)=2079.71mm2。Р 2-2截面:αs=|M|/(α1fcbh02)=118.38×106/(1.00×14.30×6.50×103×265.002)=0.018;Р ξ=1-(1-2×αs)1/2=1-(1-2×0.018)0.5=0.018;Р γs=1-ξ/2=1-0.018/2=0.991;Р As=|M|/(γsfyh0)=118.38×106/(0.991×300.00×265.00)=1502.81mm2。Р 截面1-1配筋:As1=3845.31 mm2 > 2079.71 mm2Р 截面2-2配筋:As2=4976.28 mm2 > 1502.81 mm2Р 承台配筋满足要求!
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