钢结构课程设计计算书设计资料：某车间跨度l=24m，长度84米，柱距6米。屋面坡度i=1/12。房屋内无吊车。不需抗震设防。采用1.5m×6m预应力混凝土大型屋面板，100mm厚泡沫混凝土保护层和卷材屋面。当地雪荷载0.5kN/m2，屋面积灰荷载0.75kN/m2。屋架两端与混凝土铰接，混凝土强度等级C25。钢材选用Q235-B。焊条选用E43型，手工焊。屋架尺寸与布置：屋面材料为大型屋面板，故采用平坡梯形屋架。屋架计算跨度l=l—0200=23700mm。设端部高度H=2000mm，中部高度H=3000，屋架高跨比0H/L=3000/23700=1/7.9。屋架跨中拱起50mm，屋架几何尺寸如图所示：1.荷载计算与组合（1）荷载标准值（屋面坡度较小，故对所有荷载均按水平投影面计算）①永久荷载高分子防水卷材上铺小石子0.35kN/㎡20mm厚水泥沙浆找平层0.40kN/㎡冷底子油、热沥青各一道0.05kN/㎡100mm厚泡沫混凝土保温层0.60kN/㎡预应力混凝土大型屋面板和灌封1.40kN/㎡屋架和支撑自重0.12+0.011l=0.12+0.011×24=0.38kN/㎡吊顶+0.40kN/㎡3.58kN/㎡②可变荷载屋面活荷载0.50kN/㎡屋面积灰荷载+0.75kN/㎡1.25kN/㎡（2）荷载组合设计屋架时应考虑以下三种荷载组合：①全跨永久荷载+全跨可变荷载屋架上弦节点荷载（端点荷载取半）：P=（3.58×1.2+1.25×1.4）×1.5×6=54.41kN②全跨永久荷载+半跨可变荷载有可变荷载作用屋架上弦节点处的荷载：P=3.58×1.2×1.5×6=38.66kN1无可变荷载作用屋架上弦节点处的荷载：P=1.25×1.2×1.5×6=15.75kN2③全跨屋架与支撑+半跨屋面板+半跨屋面活荷载全跨屋架和支撑自重产生的节点荷载：取屋面可能出现的活荷载P=（1.4×1.2+0.5×1.4）×1.5×6=21.42kN4以上①，②为使用阶段荷载组合，③为施工阶段荷载组合。2.内力计算经计算P=1作用于全跨、左半跨和右半跨，屋架杆件内力系数，然后求出以上三种荷载组合下的杆件内力，列于表1所示，选取最大的杆件内力进行杆件设计。杆件内力计算表全跨屋架支撑+全跨永久荷载+半跨屋面板+半杆内力系数全跨永久半跨可变荷载跨可变荷载荷载+全跨P1=38.66kN杆件P3=4.1kN计算内力可变荷载P2=15.75kN名称P4=21.42kN/kNP=54.41kNN左=P1×＋P=1N左=P3×＋N=P×③P2×N右左半右半P4×N右全跨=P1×＋P2×跨跨=P3×＋P4×AB0000000上BC/CD-6.33-2.54-8.87-482.62-442.61-382.92-171.96-90.77-482.62弦DE/EF-9.33-4.70-14.03-763.37-689.35-616.42-257.37-158.20-763.37杆FG/GH-9.75-6.52-16.27-885.25-782.56-731.69-275.55-206.37-885.25HK-7.95-7.25-15.20-827.03-712.84-701.82-232.61-217.62-827.03ac3.501.274.77259.54239.53204.4194.5346.76259.54下ce8.193.6711.86645.30587.50516.31224.06127.24645.30弦eg9.695.6115.30832.50744.12679.86270.29182.90832.50杆gk9.306.4115.71854.78753.82708.31263.62201.71854.78aB-6.52-2.37-8.89-483.70-446.38-381.01-176.11-87.21-483.70Bc4.872.197.06384.13349.64307.43133.2675.86384.13cD-3.52-2.12-5.64-306.87-273.48-251.43-98.52-68.53-306.87De2.041.913.95214.92184.84182.7959.8957.11214.92斜eF-0.83-1.86-2.69-146.36-117.07-133.29-28.81-50.87-146.36腹Fg0.140.840.9853.3210.0951.127.0222.0153.32杆22