| 波形钢腹板-钢管混凝土桁式弦杆组合梁桥疲劳性能 |
| |
| 引用本文： | 陈康明,黄汉辉,吴庆雄,陈宝春.波形钢腹板-钢管混凝土桁式弦杆组合梁桥疲劳性能[J].交通运输工程学报,2022,22(5):200-216. |
| |
| 作者姓名： | 陈康明 黄汉辉 吴庆雄 陈宝春 |
| |
| 作者单位： | 1.福州大学 土木工程学院, 福建 福州 3501162.福州大学 工程结构福建省高校重点实验室, 福建 福州 3501163.福州大学 福建省土木工程多灾害防治重点实验室, 福建 福州 350116 |
| |
| 基金项目： | 国家重点研发计划2017YFE0130300国家自然科学基金项目52078137福建省自然科学基金项目2019J06009 |
| |
| 摘 要： | 为研究波形钢腹板-钢管混凝土桁式弦杆组合梁的热点应力分布规律、疲劳性能演化和疲劳破坏形式，开展了波形钢腹板-钢管混凝土(CSW-CFST)桁式弦杆组合梁和波形钢腹板-钢管(CSW-ST)桁式弦杆组合梁疲劳性能试验和有限元分析；研究了CSW-CFST和CSW-ST桁式弦杆组合梁疲劳性能的异同，分析了弦杆内混凝土改善组合梁疲劳性能的本质原因，探讨了CSW-CFST桁式弦杆组合梁疲劳寿命的评价方法，并将采用美国石油协会(API)、国际管结构发展与研究委员会(CIDECT)和挪威船级社(DNV)设计标准所得CSW-CFST桁式弦杆组合的梁疲劳寿命分别与试验结果进行了对比。研究结果表明:采用线性外推方式得到的CSW-CFST桁式弦杆组合梁热点应力为二次外推方式所得的1.036倍，偏安全角度考虑，CSW-CFST桁式弦杆组合梁热点应力宜采用线性外推求解；组合梁斜腹板段热点应力明显大于直腹板段，最大热点应力出现在斜腹板与圆弧过渡段相交处，相较于CSW-ST桁式弦杆组合梁，弦杆内混凝土能使CSW-CFST桁式弦杆组合梁热点应力下降26.8%，但热点应力分布规律不变；建议将疲劳裂缝萌生时刻对应的反复加载次数定义为CSW-CFST桁式弦杆组合梁的疲劳寿命；弦杆内混凝土能够延缓疲劳裂缝沿壁厚和长度方向的扩展速度，可使CSW-CFST桁式弦杆组合梁的疲劳寿命提高61.5%，但不改变组合梁的疲劳破坏模式和疲劳裂缝类型；采用DNV所得CSW-CFST桁式弦杆组合的梁疲劳寿命与试验结果间的误差最小，不超过26.4%，建议采用DNV给出的钢管相贯节点疲劳设计应力(S)-疲劳寿命(N)曲线初步计算CSW-CFST桁式弦杆组合梁的疲劳寿命。
|
| 关 键 词： | 桥梁工程 组合梁 波形钢腹板 钢管混凝土桁式弦杆 疲劳性能试验 热点应力 疲劳破坏模式 评价方法 |
| 收稿时间： | 2022-04-22 |
Fatigue performance of composite girder bridge with corrugated steel webs-concrete filled steel tubular truss chords |
| |
| CHEN Kang-ming,HUANG Han-hui,WU Qing-xiong,CHEN Bao-chun.Fatigue performance of composite girder bridge with corrugated steel webs-concrete filled steel tubular truss chords[J].Journal of Traffic and Transportation Engineering,2022,22(5):200-216. |
| |
| Authors: | CHEN Kang-ming HUANG Han-hui WU Qing-xiong CHEN Bao-chun |
| |
| Affiliation: | 1.School of Civil Engineering, Fuzhou University, Fuzhou 350116, Fujian, China2.Fujian Provincial University Key Laboratory of Engineering Structures, Fuzhou 350116, Fujian, China3.Fujian Provincial Key Laboratory on Multi-Disasters Prevention and Mitigation in Civil Engineering, Fuzhou University, Fuzhou 350116, Fujian, China |
| |
| Abstract: | To study the distribution laws of hot-spot stress, fatigue performance evolution, and fatigue failure mode of the composite girder with corrugated steel webs-concrete filled steel tubular (CSW-CFST) truss chords, the fatigue performance test and finite element analysis on the composite girder with CSW-CFST truss chords and the composite girder with corrugated steel webs-steel tubular (CSW-ST) truss chords were carried out separately. The differences and similarites between the fatigue performance between composite girders with CSW-CFST truss chords and CSW-ST truss chords were explored. The essential reason for the improved fatigue performance of the composite girder with concrete-filled chords was analyzed, and the evaluation method for the fatigue life of the composite girder with CSW-CFST truss chords was discussed. Moreover, the test result was compared with the calculated fatigue life for the composite girder with CSW-CFST truss chords according to the design standards of the American Petroleum Institute (API), Comité International pour le Développement et l'Etude de la Construction Tubulaire (CIDECT), and Det Norske Veritas (DNV) separately. Research results show that the hot-spot stress of the composite girder with CSW-CFST truss chords acquired by the linear extrapolation is 1.036 times that acquired by the quadratic extrapolation. Therefore, For safety, the hot-spot stress of the composite girder with CSW-CFST truss chords shall be acquired by the linear extrapolation. The hot-spot stress is significantly larger in the inclined web segment than that in the straight web segment, and the maximum hot-spot stress is distributed near the intersection of the inclined web and the arc transition segment. Compared with the situation of the composite girder with CSW-ST truss chords, the hot-spot stress of the composite girder with CSW-CFST truss chords can be reduced by 26.8% by concrete-filled chords, but the distribution laws of hot-spot stress remain changed. It is recommended that the repeated loading times at the initial moment of the fatigue crack should be defined as the fatigue life of the composite girder with CSW-CFST truss chords. The concrete-filled chords can delay the fatigue crack propagation rate along the directions of the thickness and length of chords, and can improve the fatigue life of the composite girder with CSW-CFST truss chords by 61.5%, with the fatigue failure mode and fatigue crack type of the composite girder unchanged. The minimum difference between the test result and the calculated fatigue life of the composite girder with CSW-CFST truss chords by DNV is achieved, which is less than 26.4%. Thus, it is recommended that the fatigue design stress (S)-fatigue life (N) curve of steel tubular intersecting joints provided by DNV should be adopted to preliminarily calculate the fatigue life of the composite girder with CSW-CFST truss chords. |
| |
| Keywords: | |
|
| 点击此处可从《交通运输工程学报》浏览原始摘要信息 |
|
点击此处可从《交通运输工程学报》下载全文 |
|
