PBL加劲型矩形钢管混凝土受拉节点热点应力集中系数计算方法

刘永健; 姜磊; 熊治华; 张国靖; AmirFAM

PBL加劲型矩形钢管混凝土受拉节点热点应力集中系数计算方法

刘永健^1,,
姜磊^{1, 2},
熊治华³,
张国靖¹,
AmirFAM²

1.
长安大学公路学院, 陕西西安 710064
2.
安大略女王大学土木工程系, 安大略金斯顿 K7L 3N6
3.
同济大学土木工程学院, 上海 200092

基金项目:

国家自然科学基金项目 51378068

国家重点研发计划项目 2016YFCO701202

中央高校基本科研业务费专项资金项目 310821175015

详细信息

作者简介:
刘永健(1966-), 男, 江西玉山人, 长安大学教授, 工学博士, 从事桥梁工程研究

中图分类号: U441.5
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出版历程
- 收稿日期: 2017-08-12
- 刊出日期: 2017-10-25

Hot spot SCF computation method of concrete-filled and PBL-stiffened rectangular hollow section joint subjected to axial tensions

1.
School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China
2.
Department of Civil Engineering, Queen's University, Kingston K7L 3N6, Ontario, Canada
3.
College of Civil Engineering, Tongji University, Shanghai 200092, China

More Information

Author Bio:
LIU Yong-jian(1966-), male, professor, PhD, lyj.lyj.chd@gmail.com

摘要

摘要: 考虑了PBL加劲型矩形钢管混凝土支管受拉节点支主管宽度比与厚度比和主管宽厚比, 建立了热点应力集中系数有限元模型, 计算了支主管节点热点应力集中系数; 基于最小二乘法对计算结果进行拟合, 给出不同几何参数下节点热点应力集中系数计算公式, 对比了矩形钢管节点和PBL加劲型矩形钢管混凝土节点应力集中系数和荷载幅。计算结果表明: 采用有限元模型计算的热点应力集中系数曲线与静力试验曲线基本一致, 支主管交汇处各位置热点应力集中系数有限元计算结果与CIDECT规范公式计算结果平均比值分别为1.006、1.007、1.013、1.015和0.987, 两者差值小于15%, 因此, 有限元模型可靠; PBL加劲型矩形钢管混凝土支管受拉节点热点应力集中系数变化规律基本一致, 随支主管宽度比呈抛物线变化, 在0.6⁰.8之间达到最大值, 随主管宽厚比和支主管厚度比增大而增大, 与CIDECT规范中矩形钢管节点计算结果一致; 拟合得到的PBL加劲型矩形钢管混凝土节点热点应力集中系数公式计算结果与有限元计算结果的平均比值为1.011, 均方差为0.222, 变异系数为0.219, 说明了拟合公式准确; 采用应力集中系数计算公式, 将PBL加劲型矩形钢管混凝土节点与矩形钢管节点进行对比, PBL加劲型矩形钢管混凝土节点支管热点应力集中系数下降了68%以上, 主管热点应力集中系数下降了61%以上, 在2.0×106循环次数作用下, 容许荷载幅提高到3倍以上。
- 桥梁工程 /
- PBL加劲型矩形钢管混凝土节点 /
- 热点应力集中系数 /
- 有限元分析 /
- 容许荷载幅
Abstract: The width ratio and thickness ratio of brace to chord and the width-to-thickness ratio of chord for concrete-filled and PBL-stiffened rectangular hollow section joint subjected to axial tensions were considered, and the finite element model of hot spot stress concentration factor (SCF) was established.The computation result of hot spot SCF was fitted by the least square method, the SCF computation formulas under different geometric parameters were proposed, andthe hot spot SCFs and load ranges of rectangular hollow section joint and concrete-filled rectangular hollow section joint stiffened with PBLs were compared by using the proposed formulas.Computation result shows that the SCF curve calculated by using the finite element model is almost consistent with the experiment curve obtained by the static test, and the average ratios of finite element calculation results to CIDECT calculation results are 1.006, 1.007, 1.013, 1.015 and 0.987 at the hot spots at the joint of brace and chord, respectively, and the differences are less than 15%, which verifies the reliability of finite element model.The SCFs of concrete-filled and PBL-stiffened rectangular hollow section joint subjected to axial tensions have the similar variation trend and change in parabola shape with the width ratio of brace to chord.The maximum value of SCF appears when the width of brace to chord is between 0.6 and 0.8, and increases when the width-to-thickness ratio of chord and the thickness ratio of brace to chord increase, which is same with the SCF of rectangular hollow section joint calculated by CIDECT.The computation formulas and finite element model of hot spot SCF of concrete-filled and PBLstiffened rectangular hollow section joint subjected to axial tensions are compared, the SCF average ratio is 1.011, the mean variance is 0.222, and the variation coefficient is 0.219, which proves that the fitting formulas are accurate and reliable.Concrete-filled and PBL-stiffened rectangular hollow section joint is compared with rectangular hollow section joint, the SCFs of brace and chord computed by using the proposed formulas decrease by more than 68% and 61%, respectively, and the allowable load ranges increase to more than three times under the action of 2.0×10⁶ cycle times.
- bridge engineering /
- concrete-filled and PBL-stiffened rectangular hollow section joint /
- hot spot stress concentration factor /
- finite element analysis /
- allowable load range

HTML全文

图 1 热点应力和缺口应力组成

Figure 1. Constitutions of hot spot stress and notch stress

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图 2 热点应力可能发生位置

Figure 2. Possible appearing locations of hot spot stress

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图 3 热点应力外推法

Figure 3. Extrapolation methods of hot spot stress

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图 4 焊缝构造

Figure 4. Weld structures

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图 5 节点构造

Figure 5. Joint structure

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图 6 节点有限元模型

Figure 6. Finite element model of joint

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图 7 试件

Figure 7. Specimens

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图 8 有限元结果与静力试验结果对比

Figure 8. Comparison between finite element and static test results

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图 9 线A计算结果对比

Figure 9. Calculated results comparison on line A

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图 10 线B计算结果对比

Figure 10. Calculated results comparison on line B

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图 11 线C计算结果对比

Figure 11. Calculated results comparison on line C

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图 12 线D计算结果对比

Figure 12. Calculated results comparison on line D

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图 13 线E计算结果对比

Figure 13. Calculated results comparison on line E

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图 14 线A热点应力集中系数

Figure 14. Hot spot stress concentration factors on line A

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图 15 线B热点应力集中系数

Figure 15. Hot spot stress concentration factors on line B

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图 16 线C热点应力集中系数

Figure 16. Hot spot stress concentration factors on line C

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图 17 线D热点应力集中系数

Figure 17. Hot spot stress concentration factors on line D

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图 18 线E热点应力集中系数

Figure 18. Hot spot stress concentration factors on line E

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图 19 线F热点应力集中系数

Figure 19. Hot spot stress concentration factors on line F

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图 20 线G热点应力集中系数

Figure 20. Hot spot stress concentration factors on line G

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图 21 有限计算元结果与拟合公式计算结果对比

Figure 21. Calculated results comparison using proposed formulas and finite element models

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图 22 热点应力集中系数对比

Figure 22. Comparison of hot spot stress concentration factors

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表 1 设计参数

Table 1. Design parameters

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表 2 试件参数

Table 2. Specimen parameters

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表 3 热点应力集中系数计算结果

Table 3. Calculated results of hot spot stress concentration factors

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表 4 荷载幅计算结果

Table 4. Calculated results of load range

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