屋面檁條計算-C型檁條-簡支梁

屋面檁條計算-C型檁條-簡支梁,,,,,,,,,,,,O.K.,2002/2/25,Rev.1

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A.,基本數(shù)據(jù)：,,,,,,,,,,,,,

,H-建筑物高度=,,,,,,,8.60,m,,,,,

,α-屋面坡度=,,,,,,,3.00,°,,,,,

,ω0-項目所在地基本風壓=,,,,,,,0.55,kN/m2,,,,,

,L-檁條跨度=,,,,,,,6.00,m,,,,,

,d-檁條間距=,,,,,,,1.50,m,,,,,

,m-檁條自重=,,C16020,,,,,4.76,kg/m,,,,,

,Ix-檁條截面慣性矩對x軸=,,,,,,,2.870,106mm4,,,,,

,Iy-檁條截面慣性矩對y軸=,,,,,,,0.320,106mm4,,,,,

,Wx-檁條截面模量對x軸=,,,,,,,29.800,103mm3,,,,,

,Wy-檁條截面模量對y軸=,,,,,,,16.200,103mm3,,,,,

,檁條跨中設,1,道拉撐桿,,,,,,,,,,,

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

B.,荷載類型：,,,,,,,,,,,,,

,P1-屋面恒載=,,,,,,,0.10,kN/m2,,,,,

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

,*,P2a-屋面活載=,,,0.50,kN/m2,,,,,,,,

,*,P2b-雪荷載=μr*S0=,,,0.20,kN/m2,,,,,,,,

,,,μr=,1.0,,,,,,,,,,

,,,S0=,0.20,kN/m2,,,,,,,,,

,*,P2c-施工荷載=,,,0.22,kN/m2,,,,,,,,

,,,,施工集中荷載=,1.0,kN,,,,,,,,

,P3-吸風荷載=1.0*μs*μz*ω0=,,,,,,,-0.55,kN/m2,,,,,

,,μs=,-1.0,,采用上海市標準<<輕型鋼結構設計規(guī)程>>中體型系數(shù),,,,,,,,,

,,μz=,1.0,,,,,,,,,,,

,P4-風壓力=1.0*μs*μz*ω0=,,,,,,,0.00,kN/m2,,,,,

,,μs=,0.0,,,,,,,,,,,

,,μz=,1.0,,,,,,,,,,,

,P5-附加永久荷載=,,,,,,,0.00,kN/m2,,,,,

,P6-附加可變荷載=,,,,,,,0.00,kN/m2,,,,,

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

C.,荷載組合：,,,,,,,,,,,,,

,組合方式,-Case1:,恒載+活載,,,,,,,,,,,

,,-Case2:,恒載+活載+風壓力,,,,,,,,,,,

,,-Case3:,恒載+吸風荷載,,,,,,,,,,,

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,qx-垂直于x軸的荷載設計值,,,,,,,,,,,,,

,,Case1:,qx1=1.2*((P1+P5)*d+m/100)*cosα+1.4*(P2+P6)*d*cosα=,,,,,,,1.29,kN/m,,,

,,Case2:,qx2=1.2*((P1+P5)*d+m/100)*cosα+0.85*1.4*((P2+P6)*cosα+P4)*d=,,,,,,,1.13,kN/m,,,

,,Case3:,qx3=1.0*((P1+P5)*d+m/100)*cosα+1.4*P3*d=,,,,,,,-0.96,kN/m,,,

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

,qy-垂直于y軸的荷載設計值,,,,,,,,,,,,,

,,Case1:,qy1=1.2*((P1+P5)*d+m/100)*sinα+1.4*(P2+P6)*d*sinα=,,,,,,,0.07,kN/m,,,

,,Case2:,qy2=1.2*((P1+P5)*d+m/100)*sinα+0.85*1.4*(P2+P6)*sinα*d=,,,,,,,0.06,kN/m,,,

,,Case3:,qy3=1.0*((P1+P5)*d+m/100)*sinα=,,,,,,,0.01,kN/m,,,

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

,"qkx-垂直于x軸的荷載標準值=Max(qkx1,qkx2,/qkx3/)=",,,,,,0.95,kN/m,,,,,,

,,Case1:,qkx1=((P1+P5)*d+m/100+(P2+P6)*d)*cosα=,,,,,,,0.95,kN/m,,,

,,Case2:,qkx2=((P1+P5)*d+m/100)*cosα+0.85*((P2+P6)*cosα+P4)*d=,,,,,,,0.83,kN/m,,,

,,Case3:,qkx3=((P1+P5)*d+m/100)*cosα+P3*d=,,,,,,,-0.63,kN/m,,,

D.,強度驗算：,,,,,,,,,,,,,

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,,,σ=Mx/Wx+My/Wy≤f,,,,,,,,,,,

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

,Case1:,Mx=qxL2/8=,,5.78,kN-m,,,,,,,,,

,,My=qyL^2/32=,,0.08,kN-m,,,,,,,,,

,,σ1=,,198.78,Mpa,<,f=215Mpa,,OK!,,,,,

,Case2:,Mx=qxL2/8=,,5.08,kN-m,,,,,,,,,

,,My=qyL^2/32=,,0.07,kN-m,,,,,,,,,

,,σ2=,,174.45,Mpa,<,f=215Mpa,,OK!,,,,,

,Case3:,Mx=qxL2/8=,,-4.31,kN-m,,,,,,,,,

,,My=qyL^2/32=,,0.01,kN-m,,,,,,,,,

,,σ3=,,145.33,Mpa,<,f=215Mpa,,OK!,,,,,

E.,撓度驗算：,,,,,,,,,,,,,

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

,,,υx=5qkxL4/384EIx≤[υ],,,,,,,,,,,

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

,,υx=,27.01,mm,<,L/200=,30.00,mm,OK