支撑、系杆计算

材料表型号截面面积(cm2)ix0(cm4)iy0(cm4)56x36x32.74单角钢56x33.342.201.1063x44.982.461.2670x45.572.741.4175x57.412.921.5080x57.913.131.6090x610.643.511.80100x611.933.912.00110x715.204.302.20125x819.754.882.50不等肢角钢56x36x32.741.801.0363x40x44.062.021.1470x45x44.552.251.2975x50x56.132.391.4480x50x56.382.571.4290x56x57.212.901.59100x63x69.623.211.79100x80x610.643.172.40110x70x610.643.542.00125x80x714.104.022.30双角钢2L56x36.691.752.292L63x49.961.962.592L70x411.142.182.862L75x514.732.333.102L80x515.842.483.282L90x621.272.793.712L100x623.863.104.092L110x730.393.414.522L125x839.503.885.14不等肢角钢长并2L56x36x35.491.801.3163x4#N/A2L63x40x48.122.021.462L70x45x49.092.281.642L75x50x512.252.391.852L80x50x512.752.571.822L90x56x514.422.902.032L100x63x619.233.212.29#N/A2L100x80x621.273.173.112L110x70x621.273.542.552L125x80x728.194.022.92不等肢角钢短并2L56x36x35.491.032.532L63x40x48.121.142.872L70x45x49.091.293.182L75x50x512.251.443.382L80x50x512.751.413.652L90x56x514.421.594.102L100x63x619.231.794.562L100x80x621.272.404.332L110x70x621.272.015.002L125x80x728.192.305.68#N/A56x33.342.201.10125x819.7563x44.982.461.2670x45.572.741.4175x57.412.921.5080x57.913.131.6090x610.643.511.80100x611.933.912.00110x715.204.302.20125x819.754.882.50支撑、隅撑受压构件长细比限值：支撑、隅撑受拉构件长细比限值：kN/m2一、工程概况场地类别：II类2204000.25工程地点：云南昆明风荷载体型系数按《建筑结构荷载规范》GB50009-2001取值抗震设防烈度：6度,设计基本地震加速度值为0.05g12.3米：ωk2=μsμz3ω0=X6.50XP3=0.246.503.5=14.75X1.417.621.4kNX0.50kNX1.4+X+0.25+X1.67XXP2=0.24XP1=0.24X3.505.005.00=kN=1.413.51=+7.0kN0.26X1.4XX1.4XX6.5X0.25X5.00P4=0.24X7.002.30X6.50X0.30X=0.24=X0.251.10=0.260.30X6.51.13地面粗糙度:kN/m2基本风压：类B0.80kN/m20.801.屋面水平支撑计算(屋面水平荷载由第一道屋面水平支撑承担)二、厂房支撑、系杆计算简图风荷载标准值ωk=μsμzω00.30[λ1]=[λ2]=钢材采用Q235钢，X1.40.30X1.051.4X0.80XX（50年一遇）10.5米:ωk2=μsμz2ω0=10米以下:ωk1=μsμz1ω0=X5.00支撑、系杆计算kN/m21.00N/mm2215[σ]=fy=第4页[σ]=Aa杆长mmmm做上柱支撑，mmmm==[σ]=215纵向水平荷载mmmm则λx=0.9L/ix0=mmmm==4.78*b/t*(1+loy2*t2/13.5*b4)=查表得φx=[σ]=N/mm2纵向水平荷载L=220220mmmm角钢做中柱支撑，N/mm2kNNcosα=(R1-P1)4斜杆所受力N=所以斜杆所受力N=RB/2cosβ=21.78满足要求!40.9副柱间支撑共同承担长肢相连4.302.2B/F轴中柱支撑4号杆计算6.26则RA=7880≤21.780.789kNmm2215N=(R1-P1)/cosα=8.85=选用φ182542.柱间支撑、系杆计算故可知传至柱间支撑的荷载R1+R1'=13.62在风压力作用下传至柱间支撑的荷载R1=0.80.5=X计算可得支座反力：R1=21.78kNR3=1.414.75kNXX6.51.4+0.25kNP5=0.24X6.50X5.00XX1.4=1.4X0.503.5X6.51.671.13选用ix=kNX5.00X9850≤13.510.25P6=0.24XkNR2=43.57=6sinβ=选用ix=2L100x66.50Ab杆长2.1B/F轴上柱支撑2号杆计算kNkNLAa=9000X5.00XX1.4+0.25+XP7=0.24X3.50X6.501.49850LAb=kN35.4076.1/kN(R1+R1')/mmAB杆长419.38=则在风吸力作用下传至柱间支撑的荷载R1'=R1XN/mm2圆钢做水平支撑:Ae=则σ=N/Ae=该力由90009.69=0.9142386A=iy=40.9mm所以斜杆所受力N=RA/sinβ=mmkNkNA==2120b受力最大的斜杆：cosα=bc杆长22.0满足要求!//165loy=522031.7≤168mm≤22.080t=b2=/1500选用31.138.5sinθ=0.287RC=15002L100x80x6则λy=L/iy=5220≤mm2＞0.54loy/b35220iy=mm231mmλyz=31.7mm0.4871500/b==56t18.675220=σ=N/(φxA)=N/mm2满足要求!16.67cosβ=/400[λ2]=mm/loy=186≤loy4000LAB=31.0则λy=0.8LAb/iy=则λx=L/ix==b/t=7880193mm则λx=0.5LAb/ix=159≤4925/31.0=RB=/8.85≤1908/则λy=0.9L/iy0=1908t=LBC=≤4.06b=100t=6λyzλy(1+0.475*b4/(loy2*t2)σ=N/A=mmkN[λ2]=40021204号杆长ix0==19086.54kNA=2127mmiy0=[λ1]=≤6号杆长87181732202.3B/F轴下柱支撑6号杆计算L=334mm2mm11.0220220=400≤5220[λ1]=[λ1]=[λ2]=[λ1]=[λ1]==≤kN2151110.708/11.046=0.58loy/bN/mm2N/mm256x3=第5页==≤[σ]=N/mm2焊管做系杆，A=[σ]=N/mm2mm220220mmmm==λy220[σ]=N/mm2mm220220mmmm==220[σ]=N/mm2mmmm做上柱支撑，mmmm==≤N/mm22.4B/F轴屋顶系杆1号杆计算43.3kN查表得φx=0.19mm21.06λyz==208≤/t/43.3t=69000σ=N/(φxA)=则λy=L/iy=2.02N/mm2b24=16.67该力由≤=100在风压力作用下传至柱间支撑的荷载R2=/满足要求!kN=9000mm1250.570.80kN(R2+R2')/loy24.0≤43.57=0.8208390.48loy/b2≤196=短肢相连mm=/43.3≤208≤/24.0=≤125σ=N/(φxA)=38.8N/mm2则λx=L/ix=3000Bb杆受拉力选用2L100x80x6215选用φ16.67故可知传至柱间支撑的荷载R2+R2'=Ee杆长LEe=9000EF杆长付柱间支撑共同承担则λx=L/ix=3000则λ=L/i=则λy=0.8LAb/iy=8568/40.985682L100X6tb1=σ=N/Aφx=11.7≤≤λyz/t13.339000/46.0满足要求!0.48loy/b2mm2b217.70kN0.186查表得φx=27.2341225查表得φx==则在风吸力作用下传至柱间支撑的荷载R2'=R2X8.85kN则λx=0.5LAb/ix=RB=A=满足要求!46.0系杆Aa受力i=5355查表得φx=0.262λy(1+1.09*b24/(loy2*t2)=1652202127iy=则λy=L/iy=133X39000≤0.48loy/b2mm2kN则RE=2.7D轴上柱支撑8号杆计算mm22L100X80X6b=≤=ix=31.0选用=σ=N/(φxA)=208Rc=λyz=Cc系杆受力A=2386≤mm4.30/24.0kNix=2127mm20.19b1=100t=69000mmloyb2/2.6B/F轴中间系杆5号杆计算选用215100[σ]=t=6≤0.58loy/bloy=16.6750400≤b/tσ=N/A=8.8/31.0=173λyz=λy(1+0.475*b4/(loy2*t2)=202sinβ'=9000/10710=0.84010710mm所以斜杆所受力N=RE/sinβ'=5800Ef杆长LEf=[λ2]=[λ2]=N/mm2RA=A=31iy=2.5B/F轴中间系杆3号计算43.3短肢相连ix=8.85400LEF==209≤215λy=21.9N/mm2≤[λ1]=[λ1]=21524.0kN220[λ1]=≤39≤[λ1]=[λ1]=mm400iy=40.9[λ2]=mm[λ1]=[λ1]=[λ1]=215第6页纵向水平荷载mm做中柱支撑，mm则λx=0.9L/ix0=mmmm==4.78*b/t*(1+loy2*t2/13.5*b4)=[λ1]=[σ]=N/mm2纵向水平荷载L=220220mmmm==≤[σ]=N/mm2屋顶系杆受力kN133X3A=[σ]=N/mm2mm220220mmmm=λy[σ]=N/mm2mm2200.192.9D轴下柱支撑12号杆计算满足要求!17.70σ=N/(φxA)=N/mm2≤2084号杆长=220≤则λx=L/ix=3000b243.8λyz=2.8D轴中柱支撑10号杆计算t16.67Gg系杆受力RG=6.20kN2.11D轴中间系杆9号杆计算/45.8[λ1]=[λ1]=满足要求!2201252201225mm2查表得φx=2.10D轴屋顶系杆7号杆计算kN24.0N/mm2[λ1]==0.48loy/b2=208mm/24.0/选用≤=满足要求!b1=100则λy=L/iy=σ=N/(φxA)=43.3≤39t=37.3/90006loy则λx=L/ix=30002L100X80X6Ff杆受力则λ=L/i=选用φRF=17.70RE=43.3查表得φx=≤iy=24.0≤1316000/45.8=RG=焊管做系杆，A=21272120mm20.38717.70短肢相连ix=mm≤5220t=σ=N/(φxA)=38.7N/mm2≤λyz=λy(1+1.09*b24/(loy2*t2)=165查表得φx=0.26231[λ1]=≤0.48loy/b2则λy=L/iy=b2/tloy=13.33b2=8065220mm≤iy=长肢相连/31.1=168mm2则λx=L/ix=5220/31.7=165A=则