――钢结构厂房屋架指导教师：班级：学生姓名：学号：设计时间：2011年6月7号浙江理工大学科技与艺术学院建筑系梯形钢屋架课程设计计算书一.设计资料：车间柱网布置：长度60m；柱距6m；跨度24m屋面坡度：1：10屋面材料：预应力大型屋面板荷载静载：屋架及支撑自重KN/m²²；屋面防水层KN/m²；保温vKN/m²；大型屋面板自重（包括灌缝）KN/m²；悬挂管道0.05KN/m²。5KN/m²；施工活荷载标准值为KN/m²；积灰荷载KN/m²。材质Q235B钢，焊条E43系列，手工焊。二.结构形式与选型1.屋架形式及几何尺寸如图所示:根据厂房长度为60m、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24m故不设下弦支撑。2.梯形钢屋架支撑布置如图所示：3.荷载计算²进行计算。荷载计算表荷载名称标准值（KN/m²）设计值（KN/m²）屋架及支撑自重×1.2＝0.4608檩条×1.2＝0.24屋面防水层×1.2＝屋面板×1.2=悬挂管道0.05×1.2=保温层×1.2＝永久荷载总和1.9842.381施工活荷载×1.4积灰荷载×1.4可变荷载总和荷载组合方法：1、全跨永久荷载＋全跨可变荷载2、全跨永久荷载＋半跨可变荷载3、全跨屋架（包括支撑）自重＋半跨屋面板自重＋半跨屋面活荷载4．内力计算计算简图如下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/m²杆件内力计算内力在左在右全跨在左在右全部组合一组合二组合三在左在右全部上弦杆AB0.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.000BC-6.250-2.470-8.720-186.861-36.179-57.375-22.675-80.050-149.625-59.132-208.757-511.847-452.715-243.179-511.847CD-6.250-2.470-8.720-186.861-36.179-57.375-22.675-80.050-149.625-59.132-208.757-511.847-452.715-243.179-511.847DE-9.040-4.490-13.530-289.934-56.136-82.987-41.218-124.205-216.418-107.491-323.908-794.184-686.693-355.541-794.184EF-9.040-4.490-13.530-289.934-56.136-82.987-41.218-124.205-216.418-107.491-323.908-794.184-686.693-355.541-794.184FG-9.170-6.090-15.260-327.007-63.314-84.181-55.906-140.087-219.530-145.795-365.324-895.731-749.937-367.024-895.731GH-9.170-6.090-15.260-327.007-63.314-84.181-55.906-140.087-219.530-145.795-365.324-895.731-749.937-367.024-895.731HI-7.380-7.380-14.710-315.221-61.032-67.748-67.748-135.038-176.677-176.677-352.157-863.448-687.967-305.457-863.448下弦杆ab3.4801.2504.730101.35919.62531.94611.47543.42183.31129.925113.236277.642247.717134.882277.642bc8.0003.53011.530247.07647.83873.44032.405105.845191.52084.508276.028676.788592.280312.798676.788cd9.3405.31014.650313.93560.78385.74148.746134.487223.600127.121350.721859.926732.804370.124859.926de8.4406.73015.170325.07862.94077.47961.781139.261202.054161.116363.170890.449729.332342.473890.449斜腹杆aB-6.530-2.340-8.870-190.075-36.802-59.945-21.481-81.427-1