东三屋面斜板模板(扣件式)计算书

993kN;Р 2、抗弯验算Р 计算简图如下:Р 主梁弯矩图(kN·m)Р Mmax=0.608kN·mР σ=Mmax/W=0.608×106/4490=135.501N/mm2≤[f]=205N/mm2Р 满足要求!Р 3、抗剪验算Р 主梁剪力图(kN)Р Vmax=4.114kNР τmax=2Vmax/A=2×4.114×1000/424=19.408N/mm2≤[τ]=125N/mm2Р 满足要求!Р 4、挠度验算Р 主梁变形图(mm)Р νmax=0.965mmР 跨中νmax=0.965mm≤[ν]=1000/250=4mmР 悬挑段νmax=0.534mm≤[ν]=150/250=0.6mmР 满足要求!Р 七、立柱验算Р钢管类型РФ48×3Р立柱截面面积A(mm2)Р424Р立柱截面回转半径i(mm)Р15.9Р立柱截面抵抗矩W(cm3)Р4.49Р抗压强度设计值[f](N/mm2)Р205Р λ=h/i=1800/15.9=114≤[λ]=150Р 满足要求!Р 查表得,φ=0.496Р Mw=0.92×1.4ωklah2/10=0.92×1.4×0.23×1×1.82/10=0.083kN·mР Nw=0.9[1.2ΣNGik+0.9×1.4Σ(NQik+Mw/lb)]=0.9×[1.2×(0.75+(24+1.1)×0.1)+0.9×1.4×1]×1×1+0.92×1.4×0.083/1=4.749kNР f= Nw/(φA)+ Mw/W=4749.463/(0.496×424)+0.083×106/4490=41.176N/mm2≤[f]=205N/mm2Р 满足要求!Р 八、扣件抗滑移验算Р荷载传递至立杆方式Р单扣件Р扣件抗滑移折减系数kcР0.9Р 按上节计算可知,扣件受力N=4.749kN≤Rc=kc×8=0.9×8=7.2kNР 满足要求!