钢筋结构课程设计梯形钢屋架计算书

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1、....－、设计资料1、某工厂车间，采用梯形钢屋架无檩屋盖方案，厂房跨度取27m，长度为102m，柱距6m。采用1.5m×6m预应力钢筋混凝土大型屋面板，保温层、找平层及防水层自重标准值为1.3kN/m2。屋面活荷载标准值为0.5kN/m2，雪荷载标准值0.5kN/m2，积灰荷载标准值为0.6kN/m2，轴线处屋架端高为1.90m，屋面坡度为i=1/12，屋架铰接支承在钢筋混凝土柱上，上柱截面400mm×400mm，混凝土标号为C25。钢材采用Q235B级，焊条采用E43型。2、屋架计算跨度：Lo=27m－2×0.15m=26.7m3、跨中及端部高度：端部高度：h′=1900mm（

2、端部轴线处），h=1915mm（端部计算处）。屋架中间高度h=3025mm。二、结构形式与布置屋架形式及几何尺寸如图一所示:2、荷载组合设计桁架时，应考虑以下三种组合：①全跨永久荷载+全跨可变荷载(按永久荷载为主控制的组合)：全跨节点荷载设计值：F=(1.35×3.12+1.4×0.7×0.5+1.4×0.9×0.6)×1.5×6=49.122kN图三桁架计算简图本设计采用程序计算结构在单位节点力作用下各杆件的内力系数，见表一。杆件名称内力系数（F=1）第一种组合F×①第二种组合第三种组合计算杆件全跨①左半跨②右半跨③F1×①+F2×②F1×①+F2×③F3×①+F4×②F3×①+

3、F4×③内力（KN)上弦AB000000000BC，CD-10.82-8.15-2.67-531.50-551.36-456.42-227.16-109.78-551.36DE，EF-17.85-12.87-4.98-876.83-899.63-762.94-362.43-193.42-899.63专注专业....FG，GH-21.55-14.66-6.89-1058.58-1070.90-936.29-418.75-252.32-1070.90HJ-22.72-14.23-8.49-1116.05-1107.80-1008.36-415.23-292.28-1116.05IJ，J

4、K-23.2-14.72-8.48-1139.63-1134.49-1026.38-428.05-294.39-1139.63下弦ab5.994.591.4294.24306.59251.32127.4359.10306.59bc14.7710.893.88725.53748.57627.12305.05154.89748.57cd19.9914.035.96981.951000.85861.04397.67224.811000.85de22.3414.647.71097.391100.50980.27422.16273.511100.50ef21.8612.049.821073.

5、811037.26998.80364.14316.581073.81斜腹杆aB-11.23-8.6-2.63-551.64-574.70-471.27-238.79-110.91-574.7Bb8.996.622.37441.61455.48381.85185.4994.46455.48bD-7.71-5.37-2.34-378.73-385.31-332.81-152.50-87.59-385.31Dc5.853.742.11287.36286.56258.32108.5473.63287.36cF-4.59-2.52-2.07-225.47-217.66-209.86-76.2

6、9-66.65-225.47Fd3.11.211.89152.28138.48150.2640.9855.55152.28dH-1.92-0.07-1.85-94.31-74.00-104.83-10.83-48.96-104.83He0.67-1.021.6932.917.7354.68-18.5939.4654.68-18.59eg1.183.22-2.0457.96100.529.3974.71-37.96100.52-37.96gK1.913.95-2.0493.82140.8437.0693.89-34.41140.84-34.41gI0.670.67032.9137.0

7、125.4017.613.2637.01竖杆Aa-0.5-0.50-24.56-27.62-18.95-13.14-2.43-27.62CbEc-1-10-49.12-55.23-37.91-26.28-4.86-55.23Gd-1-10-49.12-55.23-37.91-26.28-4.86-55.23Jg-1-10-49.12-55.23-37.91-26.28-4.86-55.23Ie-1.5-1.50-73.68-82.85-56.86-39.42-7.29