钢-AAUHPC组合桥面板疲劳性能研究

刘彬; 姜磊; 元敏; 刘永健; 蒲北辰

doi:10.19818/j.cnki.1671-1637.2025.05.018

钢-AAUHPC组合桥面板疲劳性能研究

doi: 10.19818/j.cnki.1671-1637.2025.05.018

刘彬^{1, 2},
姜磊^1, ,,
元敏¹,
刘永健^{1, 3},
蒲北辰²

1.
长安大学公路学院，陕西西安 710064
2.
中国市政工程西北设计研究院有限公司，甘肃兰州 730030
3.
重庆大学土木工程学院，重庆 400045

基金项目:

国家自然科学基金项目 52478125

中央高校基本科研业务费专项资金项目 300102213207

甘肃省住房和城乡建设厅建设科技项目 JK2023-39

中国市政工程西北设计研究院有限公司科技计划 XBSZKY2207

详细信息

作者简介:
刘彬(1984-)，男，甘肃兰州人，中国市政工程西北设计研究院有限公司高级工程师，工学博士，从事钢混组合结构桥梁研究

通讯作者:
姜磊(1990-)，男，山东潍坊人，长安大学副教授，工学博士

中图分类号: U441.4
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- 文章访问数: 42
- HTML全文浏览量: 28
- PDF下载量: 3
- 被引次数: 0
出版历程
- 收稿日期: 2024-12-11
- 录用日期: 2025-08-22
- 修回日期: 2025-06-30
- 刊出日期: 2025-10-28

Study on fatigue performance of steel-AAUHPC composite bridge deck

LIU Bin^{1, 2},
JIANG Lei^{1
, ,},
YUAN Min¹,
LIU Yong-jian^{1, 3},
PU Bei-chen²

1.
School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China
2.
CSCEC AECOM Consultants Co., Ltd., Lanzhou 730030, Gansu, China
3.
School of Civil Engineering, Chongqing University, Chongqing 400045, China

Funds:

National Natural Science Foundation of China 52478125

Fundamental Research Funds for the Central Universities 300102213207

Construction Science and Technology Project of Department of Housing and Urban-rural Development of Gansu Province JK2023-39

Science and Technology Program of CSCEC AECOM Consultants Co., Ltd. XBSZKY2207

More Information

Corresponding author: JIANG Lei (1990-), male, associate professor, PhD, jiangleichd@chd.edu.cn

Article Text (Baidu Translation)

摘要

摘要: 为改善正交异性钢桥面板疲劳性能，提高钢-混组合桥面板的综合性能，在正交异性钢桥面板上铺设具有绿色低碳优势的碱激发超高性能混凝土(AAUHPC)，形成钢-AAUHPC组合桥面板；设计开口T肋和闭口U肋2种加劲肋形式的钢-AAUHPC组合桥面板；利用有限元软件ABAQUS建立2种组合桥面板节段模型，分析组合桥面板疲劳性能；研究不同弹性模量、不同加劲肋形式、不同铺装层厚度、不同钢顶板厚度对五类常见的疲劳构造细节疲劳性能的影响；利用S-N曲线法对组合桥面板进行疲劳性能评估。分析结果表明：两类钢-AAUHPC组合桥面板较正交异性钢桥面板疲劳性能均有较大程度改善，在开口T肋组合桥面板中，疲劳应力降幅最大的是疲劳构造细节①，降幅为75.66%，疲劳应力降幅最小的是疲劳构造细节③，降幅为42.88%；在闭口U肋组合桥面板中，疲劳应力降幅最大的是疲劳构造细节④，降幅为68.49%，疲劳应力降幅最小的是疲劳构造细节⑤，降幅为26.92%；AAUHPC层厚度在30 mm的基础上加厚10 mm后，各疲劳构造细节最不利应力均有降低，且基本呈线性关系递减；当钢顶板厚度从18 mm分别减小到16、14 mm后，2种组合桥面板各疲劳构造细节最不利应力均增大，在闭口U肋组合桥面板中，疲劳构造细节②处应力增幅最大，分别为4.30、9.20 MPa，但在疲劳构造细节③、④、⑤处的最不利应力增幅基本可忽略不计；在开口T肋组合桥面板中，疲劳构造细节①处最不利应力增幅最大，分别为3.13、4.08 MPa；采用热点应力对组合桥面板的疲劳性能进行评估，各疲劳构造细节处的应力幅均小于其对应的疲劳截止限。
- 桥梁工程 /
- 钢-AAUHPC组合桥面板 /
- S-N曲线 /
- 疲劳构造细节 /
- 疲劳性能评估 /
- 热点应力法
Abstract: To improve the fatigue performance of orthotropic steel bridge decks and enhance the overall performance of steel-concrete composite bridge decks, alkali-activated ultra-high performance concrete (AAUHPC)—a material with green and low-carbon advantages, was applied over an orthotropic steel bridge deck to form a steel-AAUHPC composite bridge deck. Two types of stiffening ribs for the steel-AAUHPC composite bridge deck were designed: open T-ribs and closed U-ribs. Segment models of the two composite bridge decks were established using the finite element software ABAQUS to analyze their fatigue performance. The influence of different elastic moduli, different stiffening rib forms, different paving layer thicknesses, and different steel top plate thicknesses on the fatigue performance of five common types of structural details was studied. The fatigue performance of the composite bridge decks was evaluated using the S-N curve method. Analysis results show that both types of steel-AAUHPC composite bridge decks exhibit significantly improved fatigue performance compared to the conventional orthotropic steel bridge deck. In the deck with open T-ribs, the maximum stress reduction occurs at fatigue structural detail ①, with a magnitude of 75.66%, while the minimum reduction occurs at fatigue structural detail ③, with a magnitude of 42.88%. In the deck with closed U-ribs, the maximum reduction occurs at fatigue structural detail ④, with an amplitude of 68.49%, and the minimum reduction occurs at fatigue structural detail ⑤, with an amplitude of 26.92%. Increasing the AAUHPC layer thickness by 10 mm from the base 30 mm reduces the most unfavorable stress at each fatigue structural detail, following an approximately linear trend. When the steel top plate thickness is reduced from 18 to 16 and 14 mm, the most unfavorable stress of each fatigue increases at the structural detail in both types of composite bridge decks. In the closed U-rib composite bridge deck, the stress increase at fatigue structural detail ② is the largest, with values of 4.30 MPa and 9.20 MPa, respectively, while increases in the most unfavorable stresses at fatigue structural details ③, ④, and ⑤ are negligible. In the open T-rib composite bridge deck, the increase in the most unfavorable stress at fatigue structural detail ① is the largest, with values of 3.13 MPa and 4.08 MPa, respectively. Fatigue performance evaluation using the hot spot stress method shows that the stress amplitudes at each fatigue structural detail are below the corresponding fatigue cutoff limits.
- bridge engineering /
- steel-AAUHPC composite bridge deck /
- S-N curve /
- fatigue structural detail /
- fatigue performance evaluation /
- hot spot stress method

HTML全文

图 1 AAUHPC和UHPC综合性能评价雷达图

Figure 1. Radar map of comprehensive performance evaluation of AAUHPC and UHPC

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图 2 钢-AAUHPC组合桥面板示意图(单位: mm)

Figure 2. Schematic diagrams of steel-AAUHPC composite bridge deck (unit: mm)

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图 3 疲劳构造细节

Figure 3. Fatigue structural details

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图 4 钢-AAUHPC组合桥面板有限元模型(单位: mm)

Figure 4. Finite element model of steel-AAUHPC composite bridge deck (unit: mm)

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图 5 标准疲劳车模型Ⅲ

Figure 5. Standard fatigue vehicle model Ⅲ

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图 6 荷载工况(单位: mm)

Figure 6. Load conditions (unit: mm)

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图 7 焊趾应力分布

Figure 7. Stress distribution at weld toe

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图 8 开口T肋各疲劳构造细节处最不利热点应力历程

Figure 8. Most unfavorable hot spot stress history of each fatigue structural detail with open T-rib stiffeners

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图 9 闭口U肋各疲劳构造细节最不利热点应力历程

Figure 9. Most unfavorable hot spot stress history of each fatigue structural detail with closed U-rib stiffeners

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图 10 两种加劲肋各疲劳构造细节最不利应力对比

Figure 10. Comparison of the most unfavorable stress of fatigue structural details of two stiffeners

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图 11 不同铺装层厚度下各疲劳构造细节最不利应力幅变化

Figure 11. Most unfavorable stress range change of each fatigue structural details under different pavement thickness

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图 12 不同顶板厚度下各疲劳构造细节最不利应力变化

Figure 12. Most unfavorable stress changes of fatigue structural details under different roof thicknesses

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图 13 30 mm厚度AAUHPC层不同加劲肋各疲劳构造细节最不利应力变化

Figure 13. Most unfavorable stress changes of fatigue structural details of different stiffeners in AAUHPC layer with 30 mm thickness

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图 14 40 mm厚度AAUHPC层不同加劲肋各疲劳构造细节最不利应力变化

Figure 14. Most unfavorable stress changes of fatigue structural details of different stiffeners in AAUHPC layer with 40 mm thickness

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图 15 50 mm厚度AAUHPC层不同加劲肋各疲劳构造细节最不利应力变化

Figure 15. Most unfavorable stress changes of fatigue structural details of different stiffeners in AAUHPC layer with 50 mm thickness

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图 16 热点应力幅S-N曲线

Figure 16. Hot spot stress rage S-N curve

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表 1 不同混凝土力学性能对比

Table 1. Comparison of mechanical properties of different types of concrete

项目	AAUHPC	UHPC	普通混凝土	UHPC/普通混凝土	AAUHPC/普通混凝土
抗压强度/MPa	65~160	120~230	20~50	约5.0倍	约3倍
抗折强度/MPa		30~60	2~5	约10.0倍
弹性模量/GPa	30.4~32.5	40~60	30~40	约1.2倍	约1倍
劈裂抗拉强度/MPa	7.6~15.4	15	2~5	约4.0倍	约4倍

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表 2 正交异性钢桥面板疲劳构造细节

Table 2. Fatigue structural details of orthotropic steel bridge decks

细节	位置	疲劳构造细节
①	2^#和3^#横隔板中间位置	顶板与纵肋焊缝
②	2^#横隔板位置	顶板与纵肋焊缝
③		顶板与横隔板焊缝
④		纵肋与横隔板焊缝
⑤		纵肋与横隔板底部过焊孔焊缝

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表 3 各疲劳细节最不利应力幅变化

Table 3. Variation of the most unfavorable stress amplitude of each fatigue detail

加劲肋形式	疲劳构造细节	最不利荷载工况	应力方向	正交异性钢桥面板应力幅/MPa	钢-AAUHPC组合桥面板应力幅/MPa	应力幅降幅/%
开口T肋	①	1	横	19.68	4.79	-75.66%
	②	3	横	7.63	3.23	-57.67%
	③	1	垂	7.79	4.45	-42.88%
	④	3	横	5.27	3.00	-43.07%
	⑤	2	横	9.70	5.39	-44.43%
闭口U肋	①	1	横	27.55	11.66	-57.68%
	②	3	横	18.35	9.95	-45.78%
	③	3	纵	8.86	4.69	-47.07%
	④	3	纵	8.22	2.59	-68.49%
	⑤	2	垂	13.30	9.72	-26.92%

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表 4 热点应力幅S-N曲线相关参数

Table 4. Related parameters in hot spot stress range S-N curve

疲劳构造细节类别Δσ_C /MPa	N≤10⁷		N＞10⁷		常幅疲劳极限Δσ_D/MPa	疲劳强度门槛值Δσ_L/MPa
疲劳构造细节类别Δσ_C /MPa	m₁	lg(A₁)	m₂	lg(A₂)	常幅疲劳极限Δσ_D/MPa	疲劳强度门槛值Δσ_L/MPa
90	3.0	12.164	5.0	15.606	52.6	33.2
71	3.0	11.855	5.0	15.091	41.5	28.7

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表 5 各疲劳细节疲劳性能评估结果

Table 5. Fatigue performance evaluation results of each fatigue detail

加劲肋形式	疲劳构造细节	疲劳荷载效应/MPa	疲劳强度门槛值Δσ_L/MPa	疲劳抗力/ MPa
开口T肋	①	11.26	33.2	66.67
	②	5.66
	③	7.11
	④	10.72	28.7	52.59
	⑤	12.39	28.7	52.59
闭口U肋	①	24.31	33.2	66.67
	②	22.35
	③	9.70
	④	6.10	28.7	52.59
	⑤	21.86	28.7	52.59

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