连续檩条计算VIP免费

4b95e650-4122-4c66-a21d-6adb35e35d2e.xls第1页，共6页一，设计资料：12.000(m)31.500(m)150.000(kg/m2)HXY-47540.000(kg/m2)6.50(kg/m2)-1.1500.00(kg/m2)1.2502.00(kg/m2)5%α=2.86二，截面选择：hbatZ300x80x20x2.530080202.5A(mm2)g(kg/m)展开宽度1198.139.4111.89479.3Ix1(cm4)ix1(mm)Wx1(cm3)ƒy=2051528.46112.95101.90σu=375Iy1(cm4)iy1(mm)Wy1(cm3)125.6132.3815.70Ix(cm4)ix(mm)Wx1(cm3)Wx2(cm3)1593.52115.33109.2298.67Iy(cm4)iy(mm)Wy1(cm3)Wy2(cm3)60.5522.4820.6013.27Ix1y1(cm4)It(cm4)Iω(cm6)k(m-1)309.030.2521922.002.09hbatZ300x80x20x330080203.0A(mm2)g(kg/m)展开宽度1425.3011.1911.76475.1Ix1(cm4)ix1(mm)Wx1(cm3)ƒy=2051803.03112.47120.20σu=375Iy1(cm4)iy1(mm)Wy1(cm3)145.2931.9318.16Ix(cm4)ix(mm)Wx1(cm3)Wx2(cm3)1878.17114.79128.83116.63Iy(cm4)iy(mm)Wy1(cm3)Wy2(cm3)70.1522.1824.3815.38Ix1y1(cm4)It(cm4)Iω(cm6)k(m-1)360.850.4325658.742.5312米Z型连续檩条计算檩条跨度L=跨中设竖向拉条数n=檩距d=屋面板层数:活载(q活)屋面板规格为:基本风压ω0=自重为g1:体型系数μs=吊挂荷载q:高度系数μz=其它自重(不含檩条)g2:坡度i=(度)1,初选中跨檩条截面：截面特性角θ材质(N/mm2)2,初选边跨檩条截面：截面特性角θ材质(N/mm2)4b95e650-4122-4c66-a21d-6adb35e35d2e.xls第2页，共6页三，荷载计算：=0.34(kN/m)=1.26(kN/m)=-1.59(kN/m)=0.054(kN/m)=0.340(kN/m)=0.198(kN/m)=1.244(kN/m)θ-αθα1,作用于檩条上的均布荷载有：竖向恒载p=1.2*((g1+g2+q)*d+g)竖向活载q=1.4*q活*d风载q=1.4μz*μs*D*ω0*1.1四，中跨檩条内力计算及截面分析(按无限跨)：1,内力计算q恒x=p*SIN(θ-α)q恒y=p*COS(θ-α)q活x=q*SIN(θ-α)q活y=q*COS(θ-α)4b95e650-4122-4c66-a21d-6adb35e35d2e.xls第3页，共6页=-0.250(kN/m)=-1.574(kN/m)=0.020(kN•m)=2.059(kN•m)=0.148(kN•m)=14.873(kN•m)=-0.095(kN•m)=-10.427(kN•m)故：0.17(kN•m)-0.07(kN•m)16.93(kN•m)-8.37(kN•m)=0.038(kN•m)=3.873(kN•m)=0.071(kN•m)=7.526(kN•m)故：0.11(kN•m)11.40(kN•m)σi=Mx/Wx+My/Wyσ1=Mx/Wx1-My/Wy1σ1=Mx/Wx1-My/Wy1=146.87(N/mm2)=-73.02(N/mm2)σ2=Mx/Wx2+My/Wy2σ2=Mx/Wx2+My/Wy2=184.26(N/mm2)=-90.39(N/mm2)σ3=σ3==-146.87(N/mm2)=73.02(N/mm2)σ4=σ4==-184.26(N/mm2)=90.39(N/mm2)σ1=-92.98(N/mm2)σ2=-90.61(N/mm2)σ3=83.99(N/mm2)σ4=104.87(N/mm2)σ1=146.87(N/mm2)σ2=184.26(N/mm2)σ3=-146.87(N/mm2)σ4=-184.26(N/mm2)ƒy'=(1+η(12γ-10)·t·Σ(θi/2π)/ι))•ƒy1.00γ=1.58t=2.50ι=479.31.05•ƒy=215.25(N/mm2)σmax=184.26(N/mm2)q风x=q*SIN(θ-α)q风y=q*COS(θ-α)2,跨中弯距M恒x=0.042*q恒x*(L/(n+1))^2M恒y=0.042*q恒y*L^2M活x=0.083*q活x*(L/(n+1))^2M活y=0.083*q活y*L^2M风x=0.042*q风x*(L/(n+1))^2M风y=0.046*q风x*L^2M恒活x=M恒风x=M恒活y=M恒风y=3,支座弯距M恒x=0.079*q恒x*(L/(n+1))^2M恒y=0.079*q恒y*L^2M活x=0.042*q活x*(L/(n+1))^2M活y=0.042*q活y*L^2M恒活x=M恒活y=4,应力分析跨中(恒活):风荷载引起的应力(-Mx/Wx1+My/Wy1)(-Mx/Wx1+My/Wy1)(-Mx/Wx2-My/Wy2)(-Mx/Wx2-My/Wy2)支座:故：起控制应力分别为:(支座处考虑双截面，能满足要求，这里可不与验算)5,计算考虑冷弯效应的强度设计值fy'其中:η=故ƒy'=6,有效截面计算：(1)上翼缘板(1-2)系一非均匀受压的一边支承一边卷边板件4b95e650-4122-4c66-a21d-6adb35e35d2e.xls第4页，共6页σmin=146.87(N/mm2)α=(σmax-σmin)/σmax=0.20b/t=32.00[b/t]=100SQRT(ξ/σmax)又因14.00(N/mm2)[b/t]=27.56