目录 作业1 ················································································································· 1 1.基本参数 ················································································································· 1 2. 3D3S电算分析 ······································································································ 1 2.1模型建立 ·········································································································· 1 2.2荷载计算 ·········································································································· 2 2.3强度校核 ·········································································································· 3 2.4挠度校核 ·········································································································· 4 2.5 3D3S计算结果分析 ························································································ 5 3.ANSYS计算分析 ····································································································· 6 3.1模型建立 ·········································································································· 6 3.2应力计算结果 ·································································································· 7 3.3挠度计算结果 ·································································································· 7 3.4 APDL命令流 ··································································································· 8 4.计算结果分析 ········································································································· 8
作业2 ················································································································· 9 1.模型建立 ················································································································· 9 1.1快速建模 ·········································································································· 9 1.2计算参数 ········································································································ 10 2.预应力分布 ··········································································································· 10 3.荷载下的内力及变形 ··························································································· 10 3.1施加荷载 ········································································································ 10 3.2结构内力 ········································································································ 11 3.3结构变形 ········································································································ 11 《玻璃幕墙结构设计》作业 第 1 页 作业1 采用商用有限元软件计算下图所示玻璃面板的应力和挠度，并与例题中规范计算结果进行比较。
1.基本参数 (1) 计算点标高：68m (2) 玻璃面板短边长度：a = 2000 mm (3) 玻璃面板长边长度：b = 2000 mm (4) 玻璃配置：单片玻璃 (5) 玻璃种类：浮法玻璃 (6) 玻璃厚度： t = 12 mm 面板的计算模型为：四边简支；
2. 3D3S电算分析 2.1模型建立
考虑到3D3S玻璃幕墙模块中没有题目中所要求的地区参考信息库，我设置了一个新的地区参考信息，与上海地区不同的是： 地震加速度为0.15 αmax=0.12 《玻璃幕墙结构设计》作业 第 2 页 上述各参数按照题目要求给定。 2.2荷载计算 2.2.1风荷载标准值计算 按《建筑结构荷载规范》（GB5009-2001）第7.3.3条，视玻璃面板为主体结构，体型系数不进行折减，对墙面负压区体型系数取值为1.2，对墙角负压区体型系数为2.0。故此，本工程计算处的体型系数取值为μs = 2 按现行国家标准《玻璃幕墙工程技术规范》(JGJ102-2003)第5.3.2条，玻璃幕墙风荷载标准值按下式计算：并且不小于1.0×10-3 MPa Wk =βgz ·μ z ·μs ·W0= 1.668 × 1.432 × 2 ×0.55 ×10-3= 2.627 ×10-3 Mpa 2.2.2玻璃面板荷载计算 (1) 玻璃面板的自重 GAk：玻璃面板单位面积自重(仅包括玻璃)（MPa） 玻璃面板厚度(mm)，t = 12 mm γg：材料的重力密度，对玻璃取值为：25.6 kN/m3
GAk =γg ·t = 0.0000256 × 12=0.307 ×10-3 Mpa (2)垂直于面板平面的分布水平地震作用 a.垂直于面板平面的分布水平地震作用标准值 《玻璃幕墙结构设计》作业 第 3 页 qEk =βE ·αmax ·GAk= 5.0 ×0.12 × .000307=0.184 ×10-3 MPa b.垂直于玻璃平面的分布水平地震设计值为： qE = γE ·q Ek= 1.3 ×0.184 ×10-3=0.24 ×10-3 MPa (3)作用于玻璃面板的风荷载： a.作用于幕墙上的风荷载标准值 依据上述计算结果，风荷载标准值为： Wk = 2.627×10-3 MPa b.作用于幕墙上的风荷载设计值为： W = γw ·Wk= 1.4 × 2.627 ×10-3 MPa= 3.678 ×10-3 MPa
(4)作用于玻璃面板的风荷载及地震作用荷载组合： 按现行国家标准《玻璃幕墙工程技术规范》(JGJ102-2003)第 5.4.3 条，作用于幕墙上的风荷载和地震作用的组合系数分别如下： 风荷载组合系数：ψw =1 地震作用组合系数：ψe =0.5 a.风荷载和水平地震作用组合标准值为： qk=1× Wk +0.5× qEk= 1 × .002627 +0.5 ×0.000184= 2.719 ×10-3 Mpa b.风荷载和水平地震作用组合设计值为： q =1× W +0.5× qE= 1 ×0.003678 +0.5 ×0.00024= 3.798 ×10-3 Mpa
2.3强度校核 按现行国家标准《玻璃幕墙工程技术规范》(JGJ102-2003)第 6.1.2条,单片玻璃在垂直于玻璃幕墙平面的风荷载和地震作用下，玻璃截面最大应力应满足下列条件：
σ = 6mqa2t2 η ≤ fg
玻璃的强度折减系数 θ = qk a4E t4 = .002719 × 200040.72 × 105 × 124 = 29.14
按现行国家标准《玻璃幕墙工程技术规范》(JGJ102-2003)查表6.1.2-2可得： 折减系数： η =0.88344