167/2=0.9165;As=|M|/(γsfyh0)=1110.77×106/(0.9165×360×975)=3452.9mm2。实际配筋:6378.13mm2>3452.9mm2,满足要求!梁所受最大剪力:Q=p/2+ql/2=198.56/2+133.81×8/2=634.52kNAsv1=((Q-0.7ftbh0)/(1.25fyvh0))×s/n=((634.52×103-0.7×1.43×400×975)/(1.25×360×975))×200/4=27.82mm2;As1=(l/s+1)×Asv1×n=(8000/100+1)×27.82×4=9013.68mm2配箍率:Psvmin=0.24×ft/fyv=0.24×1.43/360=0.095%As2=Psvmin×b×l=0.095%×400×8000=3050.67mm2实配As=25120mm2>9013.68mm2;梁配筋满足要求!4)、梁板下钢管结构验算:设梁板下Ф48×3.0mm钢管@500mm×500mm(支模未拆除)支承上部施工升降机荷重,混凝土结构自重由结构自身承担,则:施工升降机1.2×76.96=92.352kN/m2活载1.4×3=4.2kN/m292.352+4.2=96.552kN/m296.552×0.5×0.5=24.138kN钢管支模架步高1.2mh/la=1200/500=2.4h/lb=1200/500=2.4经查表,μ的取值为:1.272计算长度:L01=k×μ×h=1.155×1.272×1.2=1.763mL02=h+2a=1.2+2×0.3=1.8m取:L0=1.8mλ=L0/i=1800/15.9=113.2由此得:φ=0.496[N]=φ×A×f=0.496×424.115mm2×360N/mm2=75.73kN≥24.138kN梁板下的钢管结构满足要求
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