论文总字数：51055字

摘 要

本文提出了一种采用自攻螺钉连接的薄壁六边形蜂窝Z型钢檩条，该檩条结合了蜂窝梁的结构优势和冷弯薄壁型钢的材料优势。但薄壁蜂窝檩条由于钢板薄，其受力性能与普通蜂窝钢梁有很大的区别；由于腹板开孔，其受力性能与实腹薄壁檩条有很大的区别，目前未见有对薄壁蜂窝型钢的研究。

采用ABAQUS软件对构建的薄壁六边形蜂窝Z型钢檩条进行了静力有限元分析，用connector单元模拟蜂窝檩条的自攻螺钉连接，用节点耦合方法不考虑螺钉连接滑移。分析表明用connector单元考虑螺钉连接滑移的试件刚度比用节点耦合方法得到的要小，承载力相差不大。

采用ABAQUS对薄壁蜂窝Z型钢檩条的受力性能进行了参数分析，研究了自攻螺钉数量、孔距、扩高比、附加钢板高度等因素对蜂窝檩条受力性能的影响。分析结果表明：蜂窝檩条的自攻螺钉数量越多，刚度和承载力越高，自攻螺钉数量过少时，蜂窝檩条会出现靠支座端的螺钉被剪坏，承载力明显下降；孔距越大，刚度和承载力越低，孔距过大时则会导致支座端出现剪切破坏；扩高比越大，蜂窝檩条的承载力和刚度越大，但是当扩高比过大时，支座端会出现剪切破坏，承载力下降。附加钢板的高度越大，蜂窝檩条的承载力和刚度越大，但过大时，支座端的腹板会出现局部屈曲现象。附加钢板方法得到的蜂窝檩条刚度小于直接搭接檩条，但承载力略高于直接搭接檩条。

关键词：蜂窝Z型钢檩条 冷弯薄壁型钢 自攻螺钉连接 非线性有限元分析 受力性能

Investigation Of Cold Formed Z Section Castellated Purlin With Hexagonal Openings Under Static Load

Abstract

A new Z section castellated purlin with hexagonal openings which is assembled by cold formed steel and connected by self-screws is put forward. This new purlin combine the material advantages of cold-formed steel and structural advantages of castellated beam. However, the thickness of castellated purlin is so small that its mechanical behavior is very different from normal castellated beam. Besides, its mechanical behavior is different from full-web purlin due to its openings on the web. The study of cold-formed castellated purlin is absent at present.

ABAQUS was utilized to conduct finite element analysis of Z section castellated purlin with hexagonal openings, Connector element was used to simulate the connection of self-screw while the method of node coupling leaves out the slip of self-screw. The analysis shows that the stiffness attained by the method of connector element is smaller than the method of node coupling, the bearing capacity attained by both have little difference.

ABAQUS was used to analyze for mechanical properties of cold formed Z section castellated purlin with hexagonal openings with different parameter. The influence of the number of self-screws, the space of hole, the height distensible times and the height of added plate on mechanical behaviors were studied. The results show that the more number of self-screws, the higher stiffness and bearing capacity the castellated purlin achieved. When the number of self-screw is too small, the self-screw near the support would be cut off and the bearing capacity of purlin reduce. The larger space of hole, the lower stiffness and bearing capacity the castellated purlin achieved and shear failure may occur at support when the space of hole is too large. The larger height distensible times, the higher stiffness and bearing capacity of castellated purlin. However, the shear failure would occur and reduce the bearing capacity when the height distensible times is too high. The higher the added steel plate is, the larger bearing capacity and stiffness are. However it may lead to local buckling at web of support as the added plate is too high. Besides, the stiffness of purlin will decrease and the bearing capacity will increase a little by adding steel plate compared with the way of direct lapping.

Key words: Z section castellated purlin; Cold formed steel; self-screws joint; Non-linear finite element analysis; mechanical behavior

目录

摘 要 I

Abstract II

第一章 绪论 1

1.1 研究背景 1

1.2 研究现状 2

1.2.1 蜂窝梁研究现状 2

1.2.2 腹板开孔冷弯薄壁型钢研究现状 5

1.2.3 自攻螺钉抗剪性能综述 7

1.3 本文主要研究内容 11

第二章 薄壁六边形蜂窝Z型钢檩条构成方法 13

2.1 传统六边形蜂窝梁构成方法 13

2.2蜂窝梁的相关术语及开孔参数 14

2.3薄壁六边形蜂窝Z型钢檩条的构成方法 14

2.3.1连接方式选择 14

2.3.2 构成方式 15

2.4 本章小结 19

第三章 非线性有限元分析模型验证 20

3.1 引言 20

3.2 腹板开孔有限元模型的建立 20

3.2.1 试验概况 20

3.2.2 单元类型 21

3.2.3 材料属性 21

3.2.4 边界条件和荷载条件设置 22

3.2.5 网格划分 22

3.2.6 非线性问题 23

3.3 有限元模型有效性验证 24

3.4 本章小结 25

第四章 薄壁六边形蜂窝Z型钢檩条有限元分析 26

4.1 蜂窝檩条有限元模型建立 26

4.1.1试件设计 26

4.1.2 材料参数 27

4.1.3 网格划分 27

4.1.4 边界条件和荷载条件的设置 28

4.2 采用节点耦合模拟螺钉连接分析 28

4.2.1 节点耦合建模过程 28

4.2.2 结果分析 29

4.3 采用Connector单元模拟螺钉连接 30

4.3.1自攻螺钉连接的模拟方法 30

4.3.2 关于自攻螺钉建模的假设 30

4.3.3 Connector单元简介 31

4.3.4 螺钉本构模型 31

4.3.5虚拟螺钉的建立 32

4.3.6结果分析 33

4.5 两种方法的对比分析 34

4.6 本章小结 35

第五章 薄壁六边形蜂窝Z型钢檩条有限元参数分析 37

5.1 模型构件命名规则 37

5.2 自攻螺钉数量影响 38

5.2.1 荷载-位移曲线 39

5.2.2 刚度、延性分析 40

5.2.3承载力分析 41

5.2.4 自攻螺钉受力分析 42

5.2.5破坏模式 44

5.3蜂窝檩条孔距的影响 45

5.3.1 荷载--位移曲线 46

5.3.2 刚度、延性分析 47

5.3.3 承载力分析 48

5.3.4 破坏模式 49

5.4 蜂窝檩条扩高比的影响 51

5.4.1 荷载位移曲线 53

5.4.2 刚度、延性分析 53

5.4.3 承载力分析 54

5.4.4 破坏模式 55

5.5附加钢板高度的影响 57

5.5.1 荷载-跨中位移曲线 58

5.5.2 刚度、延性分析 59

5.5.3 承载力分析 60

5.5.4 破坏模式 61

5.5.5 与搭接式的蜂窝檩条的结果对比 62

5.6 本章小结 63

第六章 结论与展望 65

6.1 结论 65

6.2 展望 66

参考文献 67

1. 绪论
   1. 研究背景

蜂窝钢梁是在 H 型钢或普通工字钢腹板上按一定的折线进行切割后变换位置重新焊接组合而成的空腹构件，如图1.1。蜂窝梁构件具有以下优点：

1）由于扩张后增大了截面惯性矩和强度，在梁本身自重减轻的情况下梁能承受更大荷载。与实腹梁相比，在承载力基本相同的情况下，使用蜂窝梁可节约钢材25%-50%，降低结构自重，节省防护涂料和运输安装费用1/3-1/6，有很大的经济价值^[1]。

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