屋面檩条计算-C型檩条

屋面檩条计算-C型檩条-简支梁,,,,,,,,,,,,O.K.,2002/2/25,Rev.1

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A.,基本数据：,,,,,,,,,,,,,

,H-建筑物高度=,,,,,,,8.60,m,,,,,

,α-屋面坡度=,,,,,,,5.70,°,,,,,

,ω0-项目所在地基本风压=,,,,,,,0.30,kN/m2,,,,,

,L-檩条跨度=,,,,,,,3.00,m,,,,,

,d-檩条间距=,,,,,,,1.50,m,,,,,

,m-檩条自重=,,C16020,,,,,4.76,kg/m,,,,,

,Ix-檩条截面惯性矩对x轴=,,,,,,,2.870,106mm4,,,,,

,Iy-檩条截面惯性矩对y轴=,,,,,,,0.320,106mm4,,,,,

,Wx-檩条截面模量对x轴=,,,,,,,29.800,103mm3,,,,,

,Wy-檩条截面模量对y轴=,,,,,,,16.200,103mm3,,,,,

,檩条跨中设,1,道拉撑杆,,,,,,,,,,,

,,,,,,,,,,,,,,,

B.,荷载类型：,,,,,,,,,,,,,

,P1-屋面恒载=,,,,,,,0.133,kN/m2,,,,,

,"P2-活荷载Max(P2a,P2b,P2c)=",,,,,,,0.50,kN/m2,,,,,

,*,P2a-屋面活载=,,,0.50,kN/m2,,,,,,,,

,*,P2b-雪荷载=μr*S0=,,,0.50,kN/m2,,,,,,,,

,,,μr=,1.0,,,,,,,,,,

,,,S0=,0.50,kN/m2,,,,,,,,,

,*,P2c-施工荷载=,,,0.44,kN/m2,,,,,,,,

,,,,施工集中荷载=,1.0,kN,,,,,,,,

,P3-吸风荷载=1.0*μs*μz*ω0=,,,,,,,0,kN/m2,,,,,

,,μs=,0,,采用上海市标准<<轻型钢结构设计规程>>中体型系数,,,,,,,,,

,,μz=,0,,,,,,,,,,,

,P4-风压力=1.0*μs*μz*ω0=,,,,,,,-0.01332,kN/m2,,,,,

,,μs=,-0.06,,,,,,,,,,,

,,μz=,0.74,,,,,,,,,,,

,P5-附加永久荷载=,,,,,,,0.00,kN/m2,,,,,

,P6-附加可变荷载=,,,,,,,0.00,kN/m2,,,,,

,,,,,,,,,,,,,,,

C.,荷载组合：,,,,,,,,,,,,,

,组合方式,-Case1:,恒载+活载,,,,,,,,,,,

,,-Case2:,恒载+活载+风压力,,,,,,,,,,,

,,-Case3:,恒载+吸风荷载,,,,,,,,,,,

,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,

,,,,,,,,,,,,,,,

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,qx-垂直于x轴的荷载设计值,,,,,,,,,,,,,

,,Case1:,qx1=1.2*((P1+P5)*d+m/100)*cosα+1.4*(P2+P6)*d*cosα=,,,,,,,1.339862195,kN/m,,,

,,Case2:,qx2=1.2*((P1+P5)*d+m/100)*cosα+0.85*1.4*((P2+P6)*cosα+P4)*d=,,,,,,,1.159364746,kN/m,,,

,,Case3:,qx3=1.0*((P1+P5)*d+m/100)*cosα+1.4*P3*d=,,,,,,,0.245878226,kN/m,,,

,,,,,,,,,,,,,,,

,qy-垂直于y轴的荷载设计值,,,,,,,,,,,,,

,,Case1:,qy1=1.2*((P1+P5)*d+m/100)*sinα+1.4*(P2+P6)*d*sinα=,,,,,,,0.133736341,kN/m,,,

,,Case2:,qy2=1.2*((P1+P5)*d+m/100)*sinα+0.85*1.4*(P2+P6)*sinα*d=,,,,,,,0.118093444,kN/m,,,

,,Case3:,qy3=1.0*((P1+P5)*d+m/100)*sinα=,,,,,,,0.024541967,kN/m,,,

,,,,,,,,,,,,,,,

,"qkx-垂直于x轴的荷载标准值=Max(qkx1,qkx2,/qkx3/)=",,,,,,0.99,kN/m,,,,,,

,,Case1:,qkx1=((P1+P5)*d+m/100+(P2+P6)*d)*cosα=,,,,,,,0.992169886,kN/m,,,

,,Case2:,qkx2=((P1+P5)*d+m/100)*cosα+0.85*((P2+P6)*cosα+P4)*d=,,,,,,,0.863243137,kN/m,,,

,,Case3:,qkx3=((P1+P5)*d+m/100)*cosα+P3*d=,,,,,,,0.245878226,kN/m,,,

D.,强度验算：,,,,,,,,,,,,,

,,,,,,,,,,,,,,,

,,,σ=Mx/Wx+My/Wy≤f,,,,,,,,,,,

,,,,,,,,,,,,,,,

,Case1:,Mx=qxL2/8=,,1.507344969,kN-m,,,,,,,,,

,,My=qyL^2/32=,,0.037613346,kN-m,,,,,,,,,

,,σ1=,,52.90385743,Mpa,<,f=215Mpa,,OK!,,,,,

,Case2:,Mx=qxL2/8=,,1.30428534,kN-m,,,,,,,,,

,,My=qyL^2/32=,,0.033213781,kN-m,,,,,,,,,

,,σ2=,,45.81819782,Mpa,<,f=215Mpa,,OK!,,,,,

,Case3:,Mx=qxL2/8=,,0.276613004,kN-m,,,,,,,,,

,,My=qyL^2/32=,,0.006902428,kN-m,,,,,,,,,

,,σ3=,,9.708391387,Mpa,<,f=215Mpa,,OK!,,,,,

E.,挠度验算：,,,,,,,,,,,,,

,,,,,,,,,,,,,,,

,,,υx=5qkxL4/384EIx≤[υ],,,,,,,,,,,

,,,,,,,,,,,,,,,

,,υx=,1.77,mm,<,L/200=,15.00,mm