土木工程专业钢结构课程设计钢结构课程设计－、设计资料1、已知条件：梯形钢屋架跨度33m，长度120m，柱距6m。屋架铰接于混凝土柱上，屋面采用单层彩色钢板波形瓦，屋面坡度i＝1/10。屋面活荷载标准值为0.7kN/m2，屋架铰支在钢筋混凝土柱上，上柱截面为400mm×400mm，混凝土标号为C20。钢材采用Q345B级，焊条采用E50型。2、屋架计算跨度：Lo=33－2×0.15=32.7m，3、跨中及端部高度：端部高度：h`=1900mm（轴线处），h=1915mm（计算跨度处）。屋架的中间高度h=3400mm，屋架跨中起拱按Lo/500考虑，取60mm。二、结构形式与布置屋架形式及几何尺寸见图1所示，支撑布置见图2所示。图1屋架形式及几何尺寸1土木工程专业钢结构课程设计符号说明：GWJ-（钢屋架）；SC-（上弦支撑）：XC-（下弦支撑）；CC-（垂直支撑）；GG-（刚性系杆）；LG-（柔性系杆）图2屋架支撑布置图三、荷载与内力计算1.荷载计算荷载与雪荷载不会同时出现，故取两者较大的活荷载计算。永久荷载标准值钢屋架和支撑自重0.12+0.011×30=0.45kN/㎡单层彩色钢板波形瓦0.12kN/㎡总计0.57kN/㎡`可变荷载标准值屋面活荷载0.70kN/㎡总计0.7kN/㎡永久荷载设计值1.2×0.57=0.684kN/㎡可变荷载设计值1.4×0.7=0.98kN/㎡2.荷载组合设计屋架时，应考虑以下三种组合：①全跨永久荷载+全跨可变荷载全跨节点永久荷载及可变荷载：F=(0.684+0.98)×1.5×6=14.97kN②全跨永久荷载+半跨可变荷载全跨节点永久荷载：F1=0.684×1.5×6=6.156kN半跨节点可变荷载：F2=0.98×1.5×6=8.82kN③全跨屋架及支撑自重+屋面板重+半跨屋面活荷载2土木工程专业钢结构课程设计全跨节点屋架及支撑自重：F3=0.45×1.2×1.5×6=4.86kN半跨大型屋面板重及活荷载：F4=(1.4×0.12+0.7×1.4)×1.5×6=10.33kN3.内力计算本设计采用程序计算杆件在单位节点力作用下各杆件的内力系数，见表1。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内力（KN)全跨①左半跨①右半跨②F1*①+F2*②F1*①+F2*③F3*①+F4*②F3*①+F4*③上弦AB00-0.010.000.00-0.160.00-0.26-0.26BCCD-11.35-8.49-3.45-631.39-584.54-501.99-281.38-151.20-631.39DEEF-18.19-13.08-6.25-1011.89-928.19-816.31-437.36-260.94-1011.89FGGH-21.53-14.62-8.46-1197.69-1084.51-983.61-495.40-336.29-1197.69HJ-22.36-13.98-10.25-1243.86-1106.60-1045.50-483.41-387.07-1243.86IJJK-22.73-14.3910.2-1264.45-1127.84-725.05-496.03139.13-1264.45下弦ab6.334.941.83352.13329.36278.42162.2381.89352.63bc15.3611.34.98854.46787.96684.44375.90212.65854.46cd20.2114.147.431124.261024.84914.93475.78302.471124.26de22.1214.449.391230.511104.721022.00493.98363.541230.51ef21.2311.6811.681181.001024.571024.57417.82417.821181.00斜腹杆aB-11.34-8.66-3.27-630.83-586.93-498.65-285.72-146.49-630.83Bb8.816.472.87490.09451.76392.79215.31122.32490.09bD-7.55-5.23-2.84-420.00-382.00-342.85-176.39-114.66-420.00Dc5.393.392.44299.84267.08251.52117.0592.51299.84cF-4.23-2.25-2.43-235.31-202.88-205.83-81.26-85.91-235.31Fd2.620.882.13145.75117.25137.7237.0669.35145.75dH-1.510.22-2.12-84.00-55.66-93.99-2.58-63.02-93.99He0.29-1.251.8916.13-9.0942.34-30.7050.4150.41-27.55eg1.533.4-2.2885.11115.7422.7096.19-50.25115.74-50.52gK2.164.07-2.32120.16151.4446.78116.94-48.11151.44-48.11gI0.490.54-0.0627.2628.0818.2516.631.1328.08竖杆Aa-0.55-0.540-30.60-30.43-21.59-16.96-3.01-30.60CbEc-1-0.990-55.63-55.47-39.25-31.04-5.47-55.63Gd-0.98-0.980-54.52-54.52-38.46-30.67-5.36-54.52Jg-0.85-0.90-47.28-48.10-33.36-27.90-4.65-48.103土木工程专业钢结构课程设计Ie-1.42-1.430-78.99-79.16-55.73-44.70-7.77-79.16Kf0.02001.110.780.780.110.111.12四、杆件截面设计腹杆最大内力，N=-630.83KN，由屋架节点板厚度参考可知：支座节点板刚度取14mm；其余节点板与垫板厚度取12mm。1.上弦杆整个上弦杆采用相同一截面，按最大内力计算，N=-1264.4...
