西安建筑科技大学学报(自然科学版)

兼做屋盖系统托柱支承的大跨度吊车梁构件,会因非同步吊车荷载作用导致横梁两端产生较大相对转角及变形差,进而增加梁端节点焊缝疲劳破坏的风险,若托柱支承节点失效,上部屋盖系统会发生连续倒塌. 本文以某设置大跨度吊车梁托柱节点的厂房为例,采用SAP2000建立了厂房整体结构有限元模型,分析了上柱失效后的屋盖系统竖向变形和梁柱内力重分布情况. 根据整体结构有限元模型分析结果,采用ABAQUS进一步建立了吊车梁托柱节点局部精细化模型,分析了梁托柱节点区域应力、焊缝应力及竖向位移结果,进而提出了避免结构倒塌的处理方法. 分析表明:厂房破坏发生在梁托柱节点,节点破坏后,上柱下沉造成周边屋面主梁及相邻列上柱内力重分布,应力超出一般设计保留的富裕度,梁端转角及吊车往复荷载会大幅增加梁托柱节点焊缝应力及疲劳. 该研究结果可为采用类似节点做法的厂房抗连续倒塌设计提供思路,并指出了吊车梁兼具其余功能时变形面临的问题.

The large-span double beam component, which is also used as the supporting column of the roof system, will cause a large relative rotation angle and deformation difference at both ends of the beam due to the asynchronous crane load, thus increasing the risk of fatigue damage of the beam end weld seam. Therefore, if the supporting point of the supporting column fails, the upper roof system will collapse continuously. In this paper, taking a factory building with large-span crane beam joist joints as an example, the finite element model of the overall structure of the factory building is established using SAP2000, and the vertical deformation of the roof system and the redistribution of the internal forces of the beam and column after the failure of the upper column are analyzed. According to the results of the finite element model analysis of the overall structure, the local refined model of the crane beam joist joints is further established by ABAQUS. The stress, weld stress and vertical displacement results of the beam column joint area are analyzed, and the treatment method to avoid the collapse of the structure is put forward. The analysis shows that the failure of the plant occurs at the beam-column joint. After the joint is damaged, the upper column sinks, causing the internal force redistribution of the surrounding roof main beam and the adjacent column, and the stress exceeds the abundance retained by the general design. The beam end corner and the reciprocating load of the crane will significantly increase the weld stress and fatigue of the beam column joint. The research results in this paper can provide ideas for the anti-continuous collapse design of the workshop with similar joint method, and point out the problems faced by the deformation of the crane beam when it has other functions.

引言
1 案例概述
2 整体结构仿真分析
3 梁托柱节点有限元分析
4 避免结构连续倒塌的处理思路
5 结论

图1 厂房局部平面图<br/>Fig.1 Partial plan of factory

图1 厂房局部平面图
Fig.1 Partial plan of factory

图2 吊车梁间支承横梁及其连接节点图<br/>Fig.2 Diagram of crane girder supporting column and its joint

图2 吊车梁间支承横梁及其连接节点图
Fig.2 Diagram of crane girder supporting column and its joint

图3 B列/25～28轴间设置梁托柱节点的吊车梁全景<br/>Fig.3 Panoramic view of crane girder as a joist at B/25～28 axles

图3 B列/25～28轴间设置梁托柱节点的吊车梁全景
Fig.3 Panoramic view of crane girder as a joist at B/25～28 axles

图4 B列/25～26轴间上柱柱间支撑屈曲变形<br/>Fig.4 Buckling deformation of upper column bracing at B/25～26 axles

图4 B列/25～26轴间上柱柱间支撑屈曲变形
Fig.4 Buckling deformation of upper column bracing at B/25～26 axles

图5 支承横梁节点处焊缝开裂失效<br/>Fig.5 Cracking and failure of welds at supporting beam joints

图5 支承横梁节点处焊缝开裂失效
Fig.5 Cracking and failure of welds at supporting beam joints

图6 厂房结构三维模型<br/>Fig.6 3D model of factory structure

图6 厂房结构三维模型
Fig.6 3D model of factory structure

图7 B轴/25～28轴间扁担梁及转换柱<br/>Fig.7 Pole beam and transition columns at B/25～26 axles

图7 B轴/25～28轴间扁担梁及转换柱
Fig.7 Pole beam and transition columns at B/25～26 axles

图8 上柱支承完好时竖向位移云图(mm)<br/>Fig.8 Vertical displacement of structure with vertical supported upper columns(mm)

图8 上柱支承完好时竖向位移云图(mm)
Fig.8 Vertical displacement of structure with vertical supported upper columns(mm)

图9 CP-1～3上柱支承全部拆除后竖向位移云图(mm)<br/>Fig.9 Vertical displacement of structure with removal of Cp-1～3 upper columns(mm)

图9 CP-1～3上柱支承全部拆除后竖向位移云图(mm)
Fig.9 Vertical displacement of structure with removal of Cp-1～3 upper columns(mm)

图10 25～28轴间区域梁柱部分应力云图对比(MPa)<br/>Fig.10 Comparison of stress of beams and columns in the area between 25～28 axles

图10 25～28轴间区域梁柱部分应力云图对比(MPa)
Fig.10 Comparison of stress of beams and columns in the area between 25～28 axles

表1 支承横梁梁端剪力最大值/kN<br/>Tab.1 Maximum shear force at the end of supporting beam/kN

表1 支承横梁梁端剪力最大值/kN
Tab.1 Maximum shear force at the end of supporting beam/kN

表2 支承横梁两端竖向变形<br/>Tab.2 Vertical deformations of supporting beam at two ends

表2 支承横梁两端竖向变形
Tab.2 Vertical deformations of supporting beam at two ends

图11 支承横梁三维模型图<br/>Fig.11 3D model of supporting beam

图11 支承横梁三维模型图
Fig.11 3D model of supporting beam

图12 模型施加竖向荷载时应力云图(MPa)<br/>Fig.12 Stress when vertical load is applied to the model

图12 模型施加竖向荷载时应力云图(MPa)
Fig.12 Stress when vertical load is applied to the model

图13 模型单侧吊车梁施加竖向位移云图<br/>Fig.13 Cloud image of vertical displacement applied to a unilateral crane beam of the model

图13 模型单侧吊车梁施加竖向位移云图
Fig.13 Cloud image of vertical displacement applied to a unilateral crane beam of the model

图14 支承横梁端部连接区域应力云图(MPa)<br/>Fig.14 Stress in the connection area at the end of the support beam

图14 支承横梁端部连接区域应力云图(MPa)
Fig.14 Stress in the connection area at the end of the support beam

图15 不同位移步下施加位移侧梁端焊缝应力集中区域<br/>Fig.15 Stress concentration area of side beam end weld under different displacement steps

图15 不同位移步下施加位移侧梁端焊缝应力集中区域
Fig.15 Stress concentration area of side beam end weld under different displacement steps

图16 不同位移步下固定侧梁端焊缝应力集中区域<br/>Fig.16 Stress concentration area of fixed side beam end welds under different displacement steps

图16 不同位移步下固定侧梁端焊缝应力集中区域
Fig.16 Stress concentration area of fixed side beam end welds under different displacement steps

图17 AB跨吊车梁24小时使用频度数据<br/>Fig.17 24-hour service frequency data of AB span crane girder

图17 AB跨吊车梁24小时使用频度数据
Fig.17 24-hour service frequency data of AB span crane girder

图18 BD跨吊车梁24小时使用频度数据<br/>Fig.18 24-hour service frequency data of BD span crane girder

图18 BD跨吊车梁24小时使用频度数据
Fig.18 24-hour service frequency data of BD span crane girder

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备注

引言

1 案例概述

2 整体结构仿真分析

3 梁托柱节点有限元分析

4 避免结构连续倒塌的处理思路

5 结论

期刊信息