钢结构屋架课程设计

1、钢结构课程设计陕 西 广 播 电 视 大 学  课程设计  课程名称：钢结构   分校(工作站)：                 专 业： 指 导 老 师： 学 号： 学 生 姓 名： 目 录1、设计资料··················

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31、183;···········································161、设计资料 2.1某车间，长240m，跨度27m，柱距6m，车间内无吊

32、车、无天窗、无振动设备。采用梯形钢屋架， 1.5×6m预应力钢筋混凝土大型屋面板（1.4 kN/m2），二毡三油加绿豆沙防水层（0.4 kN/m2），20mm厚水泥砂浆找平层（0.4 kN/m2），卷材屋面，屋面坡度i=1/10，屋架简支于钢筋混凝土柱上，混凝土强度等级C20，上柱截面400×400mm。钢材选用Q235B，焊条采用E43型。屋面活荷载标准值0.70 kN/m2。 2.2屋架计算跨度 2.3跨中及端部高度：设计为无檩屋盖方案，采用平坡梯形屋架，端部高度中部高度（为）。2 、结构形式与布置 屋架形式及几何尺寸如图所示：图2-1 梯形钢屋架形式和几何尺寸图 根据

33、厂房长度（240m>60m）、跨度及荷载情况，设置五道上、下弦横向水平支撑。因柱网采用封闭结合，厂房两端的横向水平支撑设在第一柱间，该水平支撑的规格与中间柱间支撑的规格有所不同。在所有柱间的上弦平面设置了刚性与柔性系杆，以保证安装时上弦杆的稳定，在各柱间下弦平面的跨中及端部设置了柔性系杆，以传递山墙风荷载。在设置横向水平支撑的柱间，于屋架跨中和两端各设一道垂直支撑。梯形钢屋架支撑布置如图下图所示：图2-2 屋架上弦支撑布置图图2-2 屋架下弦支撑布置图图2-3 屋架垂直支撑布置图3、 荷载计算 3.1 永久荷载设计值 预应力钢筋混凝土大型屋面板： 二毡三油防水层及找平层（20mm）： 支

34、撑重量： 3.2 可变荷载设计值 屋面活荷载： 3.3 荷载组合 永久荷载可变荷载为主要荷载组合，屋架上弦节点荷载为： 4 、内力计算 考虑全跨静荷载和半跨活荷载的组合，在单位力作用下各屋架杆件的内力图如下：图4-1 单位力作用下各屋架杆件的内力图当F=33.336 kN时，各屋架杆件的内力图如下：图4-2 F作用下各屋架杆件的内力图5 、截面选择 腹杆最大内力为，选用节点板厚度为。 5.1 上弦杆截面选择 上弦杆采用相同截面，按最大内力计算：，（取两块屋面板宽度）。 选用两个等肢角钢， ， （b类）双角钢T型截面绕对称轴（y轴）应按弯扭屈曲计算长细比，故由，按b类查表得截面验算：大型屋面板与

35、上弦焊牢，起纵横向水平支撑作用，上弦杆其他节间的长细比和稳定验算均未超过上述值。填板每个节间放一块（满足范围内不少于两块）， 5.2 下弦杆截面选择下弦杆也采用相同截面，按最大内力计算：，选择两个不等肢角钢， 5.3 腹杆截面选择杆件A-a：，选用两个等肢角钢，组成T型截面截面几何特性：，截面验算：杆件B-a：，选用两个不等肢角钢，长肢相并。截面几何特性：，截面验算：杆件B-b：，所需截面:选用两个等肢角钢，组成T形截面截面特性：，杆件C-b：，选用两个等肢角钢，组成T形截面。截面几何特性：，截面验算：杆件D-b：，选用两个等肢角钢，组成T形型截面截面几何特性：，截面验算：杆件D-c：，所需截

36、面：选用两个等肢角钢，组成T型截面截面几何特性：， 杆件E-c：，采用两个等肢角钢，组成T形截面截面几何特性：， ，截面验算：杆件E-f及H-g：内力N小于杆件D-c，杆长同样小于杆件D-c，故采用两个等肢角钢，组成T形截面时，可满足受力要求。杆件F-f及I-g：内力N小于杆件E-c，杆长同样小于杆件E-c，故采用两个等肢角钢，组成T形截面时，可满足受力要求。杆件G-f及f-c：，选用两个等肢角钢，组成T形截面截面特性：，截面验算：杆件J-g及g-d：，所需截面:选用两个等肢角钢，组成T形截面截面特性：， 杆件J-e：选用，中央竖杆采用十字形截面，其斜截面计算长度各杆件截面选择结果列表如下表5

37、-1：表5-1 屋架杆件截面选择表杆件名称杆件号内力设计值N（kN）计算长度（cm）所选截面截面面积（cm2）长细比容许长细比计算应力（N/mm2）l0xl0yxy 上弦杆H-I-387.4150.83002100×831.285073.6150169.9下弦杆c-d383.4300450290×827.88108.7111.9350137.5腹杆A-a-16.67199199263×512.291026915025B-a-251.4251.8251.82100×63×722.2279.198.1150199.5B-b182.3208.1260

38、.1250×59.61136.6109.8350189.7 C-b-33.3182227.5250×59.61119.796.215079.1D-b-139228.1285.1275×514.8298.385.2150165.7D-c86228.1285.1250×59.61117.698.735089.5E-c-50206257.5250×59.61134.6108.8150142.9E-f24.3150.6188.3250×59.6198.479.135025.3H-g23162.1202.6250×59.61105.9

39、85.135023.9F-f-33.3103128.8250×59.6167.351.115054.7I-g-33.3121151.3250×59.6179.154.115069.4G-f-33.3207.8207.8250×59.61135.887.315080.36f-c-6.3207.8207.8250×59.61135.887.315016.07J-g129.7223.9223.9263×512.29115.477.5350105.5g-d105223.9223.9263×512.2996.948.635085.4J-e029

40、9.3263×512.29171.4115.135006 、节点设计 各节点的节点板厚一律取8mm，各杆内力如图4-2所示。 6.1 下弦节点设计（图6-1） 6.1.1 下弦节点b设计 首先，计算腹杆与节点板连接焊缝尺寸，然后按比例绘出节点板形状和尺寸，最后验算下弦与节点板的连接焊缝。已知焊缝的抗拉、抗压和抗剪的强度设计值：设杆B-b的肢背和肢尖焊缝分别是和，则所需焊缝长度为：肢背：，取110mm肢尖：，取80mm设杆D-b和肢尖焊缝分别是和，则所需焊缝长度为肢背： 取100mm肢尖： 取80mmC-b杆内力较小，焊缝按构造采用。根据上述腹杆焊缝长度，并考虑杆件之间应留有间隙，按比

41、例绘出节点大样图。图6-1 下弦节点图从而确定节点板尺寸为。其次验算下弦杆与节点板连接焊缝，内力差。实际节点板长度是31.5 cm，下弦与节点板连接的角焊缝计算长度采用，肢背焊缝应力为：焊缝强度满足要求。 6.1.2 下弦节点c的设计设节点所有焊缝为，所需焊缝长度如下：杆D-c内力肢背：肢尖：杆E-c内力肢背： 肢尖：杆f-c内力肢背： 肢尖：所有焊缝均按构造（节点板尺寸）确定，焊缝长度均需大于60mm。下弦与节点板连接的焊缝长度为32cm，焊缝所受的力为左右两下弦杆内力差下弦与节点板连接的角焊缝计算长度采用，所受较大的肢背处焊缝应力为：焊缝强度满足要求。 6.1.3 下弦节点d的设计设节点所有焊缝为，所需焊缝长度如下：杆g-d内力肢背：肢尖：杆H-d内力肢背： 肢尖：杆G-d内力肢背： 肢尖：除g-d杆肢背外，所有焊缝均按构造（节点板尺寸）确定，焊缝长度均需大于60mm。下弦与节点板连接的焊缝长度为32cm，焊缝所受的力为左右两下弦杆内力差下弦与节点板连接的角焊缝计算长度采用，所受较大的肢背处焊缝应力为：焊缝强度满足要求。 6.1.4 下弦节点e的设计下弦杆一般都采用同号角钢进行拼接，为使拼接角钢与弦杆之间能够密合，并便于施焊，需将拼接角钢的尖角削除，且截去垂直肢的一部分宽度（一般），拼接角钢这部分削弱，可以靠节点板来补偿。接头一边的焊缝长度按弦杆内力计算。设焊