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1、梯形钢屋架课程设计计算1设计资料：1、 车间柱网布置：长度 90m ；柱距 6m ；跨度 24m2、 屋面坡度：1：103、 屋面材料：预应力大型屋面板4、 荷载1) 静载：屋架及支撑自重0.45KN/m2;屋面防水层0.4KN/m2；找平层0.4KN/m2 ;大 型屋面板自重(包括灌缝)1.4KN/m2。2) 活载：屋面雪荷载0.3KN/m2；屋面检修荷载0.5KN/m25、材质 Q235B钢，焊条E43XX系列，手工焊。2 . 结构形式与选型屋架形式及几何尺寸如图所示侯7根据厂房长度(90m60m)、跨度及荷载情况，设置上弦横向水平支撑3道，下弦由于跨度为 18m 故不设下弦支撑。梯形钢屋
2、架支撑布置如图所示：3 . 荷载计算屋面活荷载0.7KN/m2进行计算。荷载计算表荷载名称标准值（KN/m2）设计值（KN/m2）预应力混凝土大型屋面板自重1.41.4X1.35 = 1.89屋架及支撑自重0.450.15X1.35 = 0.608屋面防水层0.40.4X1.35 = 0.54找平层0.40.4X1.35 = 0.54永久荷载总和2.653.578屋面检修荷载0.50.5X1.4=0.7可变荷载总和0.50.7荷载组合方法：1、全跨永久荷载F +全跨可变荷载F122、全跨永久荷载F +半跨可变荷载F123、全跨屋架（包括支撑）自重F +半跨屋面板自重F +半跨屋面活荷载F342
3、4. 内力计算计算简图如下220952FLGff.F 2F 1F2FF2F比/2FFf2/2Jf JfF B/24-4|F/2 JF J 33_ AF/2 F2 /JFF”4f Jf Jf A 丿f 上丿f Jf J/(If4J i(c)屋架构件内力组合表杆 件 名 称杆 件 编 号单位荷载F=1静载作用（KN/m2）活载（KN/m?） 0.7杆件内力计算内力在左在右全跨全部恒载3.578屋架支撑0.608大型屋面板1.89在左在右全部组合组合组合在左在右全部上弦杆AB0.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00BC-
4、4.69-2.16-6.23-22.28-3.79-8.86-4.09-11.77-3.28-1.51-4.36-143.84-138.02-86.01-143.84CD-4.68-2.16-6.22-22.25-3.78-8.85-4.08-11.75-3.28-1.51-4.35-143.63-137.83-85.89-143.63DE-6.21-3.93-9.00-32.19-5.47-11.73-7.42-17.01-4.34-2.75-6.30-207.85-197.30-116.34-207.85EF-6.20-3.92-8.99-32.17-5.47-11.72-7.42-16.
5、99-4.34-2.75-6.29-207.70-197.15-116.26-207.70FG-5.32-5.32-9.10-32.57-5.54-10.06-10.06-17.21-3.73-3.73-6.37-210.32-196.02-104.32-210.32下弦杆ab-1.21-2.82-3.49-12.49-2.12-2.29-5.34-6.60-0.85-1.98-2.44-80.62-72.00-28.38-80.62be1.87-0.831.013.600.613.53-1.571.901.31-0.580.7023.2526.5129.4429.44cd2.070.722.
6、318.261.403.911.364.361.450.511.6253.3352.4336.5253.33斜腹杆aB-5.06-2.05-6.51-23.31-3.96-9.56-3.87-12.31-3.54-1.43-4.56-150.49-144.99-92.14-150.49Bb3.381.834.6816.762.856.393.468.852.371.283.28108.19103.2862.69108.19bD-2.15-1.79-3.42-12.25-2.08-4.06-3.39-6.47-1.51-1.25-2.40-79.09-74.28-41.31-79.09De0.7
7、31.551.836.551.111.382.933.460.511.081.2842.2738.1116.2142.27Cf0.38-1.54-0.71-2.54-0.430.72-2.90-1.340.27-1.07-0.50-16.41-12.292.99-16.41Fd-1.451.36-0.48-1.73-0.29-2.732.56-0.91-1.010.95-0.34-11.16-14.81-21.82-21.82竖杆Aa-0.500.00-0.50-1.79-0.30-0.950.00-0.95-0.350.00-0.35-11.55-11.55-8.63-11.55Cb-0.9
8、30.03-0.91-3.27-0.56-1.770.06-1.73-0.650.02-0.64-21.10-21.18-16.07-21.18Ee-0.950.03-0.93-3.34-0.57-1.800.05-1.77-0.670.02-0.65-21.58-21.66-16.42-21.66Gd0.080.080.853.030.520.150.151.600.060.060.5919.5816.683.9019.585. 杆件设计1、上弦杆整个上弦采用等截面，按FG杆件的最大设计内力设计，即N=210.32KN 上弦杆计算长度：在屋架平面内：1 = 1 = 1.508m , l =
9、2 x 1.508 = 3.016m0x 0 0y 上弦截面选用两个不等肢角钢，短肢相并。腹杆最大内力N= 115.16 KN，中间节点板厚度选用6mm,支座节点板厚度选用 8mmN210.32 x103设入=60,=0.807，截面积为A 二二=1327.4mm2f 0.807 x 215ix需要回转半径：iy1.50860m=25.1mml 3.0160y 入 60m-50.3mm查表选用2-|厂110X70X6y6上弦截面验算l 15080X i 20.1m-75.0mml3016=-0 -i35.4m-85.2mm满足长细比要求，入 入查表yx0.655N 210.32 x103FA
10、0.655 x 2120151.5M Pa 215M Pa满足要求其余计算结果见下表 屋架杆件截面选择表杆 件 名 称杆 件 编 号内力(KN)计算长度cm截面规格截面 面积(cm2)回转半径(cm)长细比容许长细比入稳定系数计算应力N Ay(N/mm)l0xl0yixiy入x入yXy上弦FG-210.32150.830.162厂 110X70X621.22.013.5475.085.2150.000.7200.655151.55下弦ab-80.623008852厂 100X80X1034.402.534.63118.58191.14150.000.4470.204-114.88斜腹aB-15
11、0.492532532厂 100X63X1031.001.744.86145.4052.06150.000.3220.847-150.76Bb108.19209.04261.32厂 90X56X514.421.594.32131.4760.49350.000.3830.807195.89bD-79.09229.12286.42厂 90X56X514.421.594.32144.1066.30150.000.3290.774-166.71De42.27229.12286.42厂 70X45X511.221.283.14179.0091.21350.000.2270.614165.96Cf-16.41249.92312.42厂 100X63X619.241.794.78139.6265.36150.000.3490.780-24.44Fd-21.82249.92312.42厂 100X63X619.241.794.78139.6265.36150.000.3490.780-32.50竖杆Aa-11.55159.21992厂63X40X58.121.143.09139.6564.40150.000.3490.786-40.76
