400×1000梁模板计算

规范》公式5.2.5-14,荷载设计值q1有所不同:Р 1)面板验算Р q1=0.9×[1.2×(0.1+(24+1.5)×1)+0.9×1.4×2]×1=29.92kN/mР 2)小梁验算Р q1=max{1.61+(0.3-0.1)×0.4/3+0.9×[1.2×(0.5+(24+1.1)×0.14)+0.9×1.4×1]×max[0.45-0.4/2,(0.9-0.45)-0.4/2]/2×1,4.42+(0.3-0.1)×0.4/3}=4.44kN/mР 同上四~六计算过程,可得:Р R1=0.88kN,R2=13.31kN,R3=0.88kNР 立柱最大受力Nw=max[R1+N边1,R2,R3+N边2]+Mw/lb=max[0.88+0.9×[1.2×(0.75+(24+1.1)×0.14)+0.9×1.4×1]×(0.9+0.45-0.4/2)/2×0.9,13.31,0.88+0.9×[1.2×(0.75+(24+1.1)×0.14)+0.9×1.4×1]×(0.9+0.9-0.45-0.4/2)/2×0.9]+0.04/0.9=13.41kNР f=N/(φA)+Mw/W=13406.82/(0.67×450)+0.04×106/4730=53.01N/mm2≤[f]=205N/mm2Р 满足要求!Р八、可调托座验算Р可调托座承载力容许值[N](kN)Р30Р 由"主梁验算"一节计算可知可调托座最大受力N=max[R1,R2,R3]×1=14.43kN≤[N]=30kNР 满足要求!Р九、立柱地基基础计算Р地基土类型Р素填土Р地基承载力设计值fak(kPa)Р70Р立柱垫木地基土承载力折减系数mfР1Р垫板底面面积A(m2)Р0.3Р 立柱底垫板的底面平均压力p=N/(mfA)=13.41/(1×0.3)=44.69kPa≤fak=70kPaР 满足要求!