基于ABAQUS的带加劲肋的顶底角钢连接节点性能研究Behavio

来源:建筑界编辑:黄子俊发布时间:2020-03-24 15:20:40

[摘要] 基于ABAQUS的带加劲肋的顶底角钢连接节点性能研究Behavior Research

基于ABAQUS的带加劲肋的顶底角钢连接节点性能研究Behavior Research Of Stiffened Flange Angle Connection Base On Abaqus
 

摘要


1994年美国Northbridge地震后,后经过调查研究,发现很多钢结构建筑在节点处发生断裂。1995年日本阪神地震后,在钢结构焊接连接节点处同样出现类似的断裂情况。经研究发现断裂起源于梁柱刚性连接翼缘焊接处,经历两次地震,使研究人员意识到,要避免连接节点处焊接的脆性破坏,有必要改变节点连接形式,要使节点具备一定的转动能力,保证节点延性,同时不降低连接节点的极限承载力。

在钢结构设计中,顶底角钢连接通常被认为是一种铰接节点,而本文对带加劲肋的顶底角钢连接节点进行研究后,表明该节点有较典型的半刚性。

通过有限元分析与实验校核后,顶角钢加劲肋与底角钢加劲的初始刚度对比发现,底角钢加劲肋对节点初始刚度的增加较大,原因在于节点的转动中心下移。

通过分析发现无论是加劲肋顶底角钢还是不带加劲肋的顶底角钢连接,在不同预应力情况下,预应力的大小对节点角钢屈服后的刚度几乎没有影响,但是对节点的初始刚度有较大的影响,螺栓预应力越小,节点的初始刚度也越小,且会出现滑移。当预应力增大到一定程度,预应力的影响将会变小,随着摩擦力增加,节点转动时不再出现滑移。

螺纹孔间隙在螺栓低预应力情况下,对顶底角钢连接节点的影响较大,分析结果表明带有螺栓间隙的节点强度与初始刚度普遍大于没有螺栓间隙的节点。

根据带加劲肋顶底角钢的受力特性,提出了其有效宽度计算公式,最终通过组件法给出了节点的初始刚度计算公式。

通过滞回性能的分析得出,带加劲肋节点的滞回性能优于无加劲肋的节点,但是加劲肋的厚度对节点的滞回性能影响不大。为了提高分析效率提出了简化螺栓壳模型、简化加劲肋模型。

关键词:半刚节点,有限元,顶底角钢,加劲肋 
 

ABSTRACT


After investigation and research of America Northbridge earthquake in 1994 found that a lot of steel structure building fracture at connection. After the Kobe earthquake in Japan in 1995, it also occur the similar problem in the connection of steel structure welding part. The study found that the fracture originated from the beam column connection flange weld, , the researchers realized that, to avoid the welding connection of the brittle failure after experienced two earthquakes, it is necessary to change the connection pattern, to make the connection has a rotation ability, guarantee the connection ductility, but does not reduce the ultimate connection bearing capacity. 

In the steel structure design, top and seat angle connections is often consideredasasimple joint, and this paper with stiffened rib of top and seat angle connection for research, the connection has a typical semi-rigid behavior. 

After the verification of finite element analysis and experiment, comparison of  initial stiffness of top angle stiffened with the seat angle stiffened found that seat angle with stiffeners  increases joint stiffness greatly, the reason lies in the center of rotation shift down.

Through  analysis of the results, we found that both the top and seat angle with stiffener or without stiffener angle connections in different pre-stress case, pre-stress has almost no effect on connection post yield stiffness, but have great influence on initial connection stiffness, when bolt preload is small, the initial stiffness is small, also can appear slip. When a certain degree of pre-stress of pre-stressed increases, the influence of pre-stress will be small, with the increase of joint surface friction when there is no slip. Screw hole spacing in pre-stressed bolt low case, top bottom effect of angle steel connections is larger, results show that the strength and the initial stiffness with the bolt clearance stiffness is larger than the bolt without gap. Through the analysis of the hysteretic behavior of that joint with stiffener hysteretic performance is better than no node of stiffening rib, but stiffener thickness on the hysteretic behavior of the joints have little effect.

According to the  characteristics of stiffened top and seat angle, this thesis puts  forward the calculation formula of effective width, finally through the component method calculation formula of joint initial stiffness are given.

Key Words:semi-rigid connection, finite element, top and seat angle, stiffened rib 
 

目录


摘要I

ABSTRACTII

目录III

第1章引言1

1.1研究的背景与意义1

1.1.1常用梁柱半刚性连接形式2

1.1.2半刚性连接的特点3

1.1.3半刚性连接节点分类5

1.1.4带加劲肋的顶底角钢提出7

1.2国内外研究现状8

1.2.1研究状况回顾8

1.2.2半刚性连接节点弯矩转角分析模型8

1.2.3国内主要研究成果9

1.2.4国外主要研究成果10

1.3本文主要工作安排11

第2章带加劲肋的顶底角钢节点与有限元分析理论基础13

2.1连接节点初始刚度计算理论基础13

2.1.1WF CHEN模型13

2.1.2基于组件法模型15

2.2有限元分析理论基础16

2.2.1有限元分析的优点16

2.2.2连接分析的特点16

2.2.3分析类型和求解器选择17

2.2.4实体单元(solid element)17

2.2.5接触定义19

2.3本章小结20

第3章带加劲肋的顶底角钢有限元校核与参数分析21

3.1有限元模型校核21

3.1.1几何尺寸21

3.1.2材料属性22

3.1.3G0S0 G0S1模型数值结果对比22

3.2ABAQUS模型参数分析24

3.2.1几何尺寸24

3.3本章小结27

第4章带加劲肋顶底角钢连接有限元参数化分析28

4.1预应力以及螺孔间隙对节点弯矩-转角曲线的影响28

4.1.1模型尺寸28

4.1.2预应力对模型的影响28

4.2角钢连接传力机制分析31

4.3带加劲肋框架分析37

4.4本章小结40

第5章带加劲肋顶底角钢连接初始刚度计算41

5.1引言41

5.2初始刚度计算41

5.2.1节点变形来源41

5.2.2柱子腹板抗压刚度42

5.2.3柱腹板抗拉刚度43

5.2.4螺栓受拉刚度44

5.2.5螺栓受剪刚度45

5.2.6孔壁承压刚度45

5.2.7受弯柱翼缘刚度45

5.2.8带加劲肋角钢受弯刚度46

5.3初始刚度计算公式47

5.3.1实验结果对比48

5.4半刚性初始刚度判断48

第6章角钢T型连接滞回性能分析50

6.1引言50

6.2模型建立50

6.2.1模型尺寸50

6.2.2模型简化51

6.2.3边界条件与材料属性52

6.3加载制度52

6.4分析结果53

6.4.1有无加劲的影响54

6.4.2加劲肋厚度的影响54

6.4.3简化模型对比55

6.4.4简化加劲肋模型56

6.5本章小结57

第7章结论与展望58

7.1结论58

7.2不足与展望58

致谢59

参考文献60

 

第1章引言

1.1研究的背景与意义

自20世纪六七十年代,钢框架结构中梁柱之间的连接形式由铆接转变为栓焊连接或者焊接,如图1-1所示。学者普遍认为焊接节点具有较好的强度与抗震性能,然而在1994年发生的美国北岭大地震(里氏6.7级)[ ]与1995年日本阪神大地震(里氏7.2级)[ ]后发现,大范围的焊接连接节点出现了不同程度脆性破坏,在焊缝处产生裂纹向梁端或柱翼缘、柱腹板开展,大大较低了结构的延性,导致连接节点几乎失去了承载能力。研究认为焊接连接节点很难保证现场的施工质量,由于施工难度大,焊接缺陷的产生是不可避免。

 

第7章结论与展望

7.1结论

在钢结构设计中,顶底角钢连接通常被认为是一种铰接节点,而本文对带加劲肋的顶底角钢连接节点进行研究,表明该节点有较典型的半刚性。

通过有限元分析与实验的校核后发现,底角钢加劲肋比顶角钢加劲肋对节点初始刚度的增加较大,原因在于节点的转动中心下移。

通过分析结果发现无论是加劲肋顶底角钢还是不带加劲肋的顶底角钢连接,在不同预应力情况下,预应力的大小对节点角钢屈服后的刚度几乎没有影响,但是对节点的初始刚度有较大的影响,螺栓预应力越小,节点的初始刚度也越小,且会出现滑移。当预应力增大到一定程度,预应力的影响将会变小,随着摩擦力增加,节点转动时不出现滑移。螺栓孔间隙在螺栓低预应力情况下,对顶底角钢连接节点的影响较大,结果都表明带有螺栓间隙的节点的强度和初始刚度普遍大于没有螺栓间隙节点。

根据带加劲肋顶底角钢的受力特性,提出了其有效宽度计算公式,最终通过组件法给出了节点的初始刚度计算公式并和实验结果有较好的吻合,有一定的参考价值。

通过滞回性能的分析得出,带加劲肋节点的滞回性能优于无加劲肋的节点,但是加劲肋的厚度对节点的滞回性能影响不大。为了提高分析效率提出了简化螺栓壳模型、简化加劲肋模型。

 

7.2不足与展望

由于本文只是对该节点进行了有限元实验分析,缺乏实际的实验论证,同时关于带加劲肋顶底角钢的实验也相当少,实验数据也很难得到,也无法准确的观测到实际试验中节点的变形情况。

本文给出了初始刚度的计算,但是未能给出强度的计算准则,有待进一步研究,因此无法给出节点的弯矩-转角本构模型。

 

 

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半刚节点,有限元,顶底角钢,加劲肋

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