钢结构屋架课程设计

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：钢结构课程设计学生姓名：钢结构课程设计目录1、设计资料··········································································································12、结构形式及布置································································································13、荷载计算·········································································································33.1永久荷载设计值·····························································································33.2可变荷载设计值·····························································································33.3荷载组合········································································································34、内力计算········································································································35、截面选择········································································································钢结构课程设计45.1上弦杆截面选择·····························································································45.2下弦杆截面选择·····························································································45.3腹杆截面选择·································································································56、节点设计········································································································96.1下弦节点设计·································································································96.2上弦节点设计·······························································································147、附图········································································································16钢结构课程设计-1-1、设计资料2.1某车间，长240m，跨度27m，柱距6m，车间内无吊车、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（1.4kN/m2），二毡三油加绿豆沙防水层（0.4kN/m2），20mm厚水泥砂浆找平层（0.4kN/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0.70kN/m2。2.2屋架计算跨度0270.326.7()lm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01990hmm中部高度3325hmm（为0/8.0l）。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厂房长度（240m60m）、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：钢结构课程设计-2-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钢结构课程设计-3-3、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：21.21.41.68/kNm二毡三油防水层及找平层（20mm）：21.20.41.20.40.96/kNm支撑重量：21.20.070.084/kNm3.2可变荷载设计值屋面活荷载：21.40.70.98/kNm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：(1.680.960.084)0.981.5633.336FkN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=33.336kN时，各屋架杆件的内力图如下：图4-2F作用下各屋架杆件的内力图钢结构课程设计-4-5、截面选择腹杆最大内力为251.4kN，选用节点板厚度为8tmm。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：max387.4NkN，0150.8xlcm，0300.0ylcm（1l取两块屋面板宽度）。选用两个等肢角钢21008，231.28Acm，3.08,4.41xyicmicm150.850.0=1503.08oxxxli0.866x30068.0=1504.41oyyyli0.780y（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yz00.58100.5830012.517.40.810ylbtb，44222200.4750.47510=168.0173.63000.8yzyyyblt故由max73.6yz，按b类查表得0.729y截面验算：3222387.410169.89/215/0.72931.2810NNmmfNmmA大型屋面板与上弦焊牢，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1l范围内不少于两块），75.440403.08123.2alcmicm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：max383.4NkN，0300xlcm，0450ylcm选择两个不等肢角钢2908，227.88Acm，2.76xicm，4.02yicm钢结构课程设计-5-300108.7=3502.76oxxxli450111.9=3504.02oyyyli3222383.410137.5/215/27.8810NNmmNmmA5.3腹杆截面选择①杆件A-a：16.67NkN，cmlloyox199选用两个等肢角钢2635，组成T型截面截面几何特性：212.29Acm，cmix94.1，cmiy89.215010294.1199x，542.0x1509.6889.2199y，758.0y截面验算：3222min16.671025.03/215/0.54212.2910NNmmfNmmA②杆件B-a：251.4NkN，251.8oxoyllcm选用两个不等肢角钢2100637，长肢相并。截面几何特性：222.22Acm，cmix20.3，cmiy58.2251.879.11503.2x，693.0x，251.898.11502.58y，567.0y截面验算：3222min251.410199.5/215/0.56722.2210NNmmNmmA③杆件B-b：182.3NkN，0.80.8260.1208.1oxllcm，260.1oylcm所需截面:2182.38.48215nNAcmf选用两个等肢角钢2505，组成T形截面钢结构课程设计-6-截面特性：229.618.48nAcmcm，cmix53.1，cmiy38.2208.1136.63501.53x，260.1109.83502.38y④杆件C-b：33.3NkN，.0.80.8227.5182oxllcm，227.5oylcm选用两个等肢角钢2505，组成T形截面。截面几何特性：29.61Acm，cmix53.1，cmiy38.2182=119.71501.53x，438.0x227.596.21502.38y，580.0y截面验算：3222min33.31079.1/215/0.4389.6110NNmmNmmA⑤杆件D-b：139.0NkN，0.80.8285.1228.1oxllcm，285.1oylcm选用两个等肢角钢2705，组成T形型截面截面几何特性：214.82Acm，2.32xicm，3.36yicm228.198.31502.32x，566.0x285.185.21503.36y，652.0y截面验算：3222min139.010165.7/215/0.56614.8210NNmmfNmmA⑥杆件D-c：86.0NkN，0.80.8285.1228.1oxllcm，285.1oylcm所需截面：286.0400215nNAmmf选用两个等肢角钢2505，组成T型截面截面几何特性：229.64Acmcm，cmix94.1，cmiy89.2228.1117.63501.94x，285.198.73502.89y⑦杆件E-c：50NkN，0.80.8257.5206oxllcm，257.5oylcm钢结构课程设计-7-采用两个等肢角钢2505，组成T形截面截面几何特性：29.61Acm，cmix53.1，cmiy38.2206134.61501.53x，364.0x257.5108.81502.38y，501.0y截面验算：3222min50.010142.9/215/0.3649.6110NNmmfNmmA⑧杆件E-f及H-g：内力N小于杆件D-c，杆长l同样小于杆件D-c，故采用两个等肢角钢2505，组成T形截面时，可满足受力要求。杆件F-f及I-g：内力N