桥梁用Q345钢高温蠕变-疲劳时序耦合性能试验

辛灏辉; 黄旭; 赵乾宇; 刘高; 倪雅; 殷如阳

doi:10.19818/j.cnki.1671-1637.2026.314

桥梁用Q345钢高温蠕变-疲劳时序耦合性能试验

doi: 10.19818/j.cnki.1671-1637.2026.314

辛灏辉^{1, 2,},
黄旭¹,
赵乾宇¹,
刘高^{1, 2, ,},
倪雅³,
殷如阳^{1, 2}

1.
东南大学土木工程学院，江苏南京 211189
2.
长大桥梁安全长寿与健康运维全国重点实验室，江苏南京 211112
3.
江苏智桥科技有限公司，江苏南京 210019

基金项目:

国家自然科学基金项目 52578177

国家自然科学基金重大项目 52595691

国家重点研发计划 2024YFB2605700

详细信息

作者简介:
辛灏辉(1991-)，男，甘肃陇南人，教授，博士生导师，工学博士，E-mail: xinhaohui@seu.edu.cn

通讯作者:
刘高(1970-)，男，河北唐山人，教授，博士生导师，工学博士，E-mail: liugao77@seu.edu.cn

中图分类号: U441.4
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- 文章访问数: 16
- HTML全文浏览量: 10
- PDF下载量: 4
- 被引次数: 0
出版历程
- 收稿日期: 2026-01-05
- 录用日期: 2026-05-27
- 修回日期: 2026-02-27
- 刊出日期: 2026-06-28

Experimental study on high-temperature creep-fatigue sequential coupling performance of Q345 steel for bridge

XIN Hao-hui^{1, 2
,},
HUANG Xu¹,
ZHAO Qian-yu¹,
LIU Gao^{1, 2
, ,},
NI Ya³,
YIN Ru-yang^{1, 2}

1.
School of Civil Engineering, Southeast University, Nanjing 211189, Jiangsu, China
2.
State Key Laboratory of Safety, Durability and Healthy Operation of Long Span Bridges, Nanjing 211112, Jiangsu, China
3.
Jiangsu Zhiqiao Technology Co., Ltd., Nanjing 210019, Jiangsu, China

Funds:

National Natural Science Foundation of China 52578177

Major Program of National Natural Science Foundation of China 52595691

National Key R&D Program of China 2024YFB2605700

More Information

Corresponding author: LIU Gao, professor, PhD, E-mail: liugao77@seu.edu.cn

Article Text (Baidu Translation)

摘要

摘要: 针对火灾后桥梁钢结构疲劳性能评估的实际需求，以桥梁工程广泛应用的Q345低碳合金钢为研究对象，设计了4类7组共15个圆棒标准狗骨状试件，系统探究了持力状态下不同蠕变损伤时间对钢材冷却后残余变形及疲劳性能的影响规律。研究结果表明：随着高温蠕变时间由0增加至0.7倍蠕变断裂时间，高温蠕变-疲劳时序耦合试件的平均疲劳寿命减少，从32.2万次降低至11.5万次，降低了64.4%；高温蠕变-疲劳耦合作用使断口转为杯锥状并缩小疲劳扩展区，这主要源于氧化脱碳与蠕变损伤导致的材料承载能力下降，从而加速了疲劳破坏；不同高温蠕变时间对试件的疲劳动态弹性模量影响较小，弹性模量软化比接近1.0，初始动态弹性模量最大仅减少了8.7%；临界累积塑性应变随着蠕变时间增加而显著降低，最大降幅达55.6%，而塑性应变累积速率基本不变。随着蠕变时间的增加，高温蠕变损伤降低了时序疲劳的累积塑性变形容限，使材料在更小的塑性应变水平下加速软化与失效。本研究可为火灾受损桥梁钢结构的疲劳性能评估与剩余寿命预测提供试验依据与理论参考。
- 桥梁工程 /
- 剩余疲劳性能 /
- 时序耦合 /
- 高温蠕变-疲劳试验 /
- Q345低碳合金钢
Abstract: To meet the practical demand for fatigue performance assessment of bridge steel structures after fire, Q345 low-carbon alloy steel, which is widely used in bridge engineering, was selected as the research object. A total of 15 standard cylindrical dog-bone specimens were designed in 4 categories and 7 groups. The influence law of different creep damage durations under sustained loading on the residual deformation and fatigue performance of the steel after cooling was systematically investigated. The results show that as the high-temperature creep time increases from 0 to 0.7 times the creep rupture time, the average fatigue life of the sequential creep-fatigue coupling specimens decreases from 3.22×10⁵ cycles to 1.15×10⁵ cycles, representing a reduction of 64.4%. The sequential creep-fatigue coupling effect transforms the fracture morphology into a cup-and-cone shape and shrinks the fatigue propagation zone. This is mainly due to the reduction in material load-bearing capacity caused by oxidation decarburization and creep damage, which accelerates fatigue failure. Different high-temperature creep times have little effect on the dynamic elastic modulus of the specimens. The softening ratio of the elastic modulus is close to 1.0, and the initial dynamic elastic modulus decreases by only 8.7% at maximum. The critical cumulative plastic strain decreases significantly with increasing creep time, with a maximum reduction of 55.6%, while the plastic strain accumulation rate remains basically unchanged. As the creep time increases, the high-temperature creep damage reduces the cumulative plastic deformation tolerance of the sequential fatigue process, causing the material to accelerate softening and fail at lower plastic strain levels. This study can provide an experimental basis and theoretical reference for the fatigue performance assessment and residual life prediction of fire-damaged bridge steel structures.
- bridge engineering /
- residual fatigue performance /
- sequential coupling /
- high-temperature creep-fatigue test /
- Q345 low-carbon alloy steel

HTML全文

图 1 试件几何构造与尺寸(单位：mm)

Figure 1. Specimen geometry and dimensions (unit: mm)

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图 2 试验加载、测量仪器与破坏形态

Figure 2. Test loading, measuring instrument and failure mode

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图 3 基本力学性能试验曲线

Figure 3. Basic mechanical properties test curves

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图 4 高温蠕变-疲劳时序耦合试验流程

Figure 4. High-temperature creep-fatigue sequential coupling test process

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图 5 高温蠕变-疲劳时序耦合试验系统和测点布置

Figure 5. System and measurement points layout of high-temperature creep-fatigue sequential coupling test

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图 6 高温蠕变-疲劳时序耦合试件破坏模式

Figure 6. Failure pattern of high-temperature creep-fatigue sequential coupling specimens

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图 7 高温蠕变-疲劳时序耦合试件冷却残余变形

Figure 7. Cooling residual deformation of high-temperature creep-fatigue sequential coupling specimens

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图 8 动态模量退化与指标

Figure 8. Cyclic stiffness degradation and indicators

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图 9 应变幅值指标变化

Figure 9. Strain amplitude response and indicator change

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图 10 累积塑性应变响应

Figure 10. Cumulative plastic strain response

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表 1 Q345低碳合金钢主要化学成分质量分数和碳当量

Table 1. Mass fraction of main chemical elements and CEV in Q345 low-carbon alloy steel

化学成分质量分数/%	C	Si	Mn	P	S	Ni	Als	Cr	Cu	CEV
化学成分质量分数/%	0.160	0.330	1.480	0.015	0.006	0.010	0.032	0.060	0.020	0.420

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表 2 基本力学性能试验结果

Table 2. Test results for basic mechanical properties

试件编号	力学性能			试件编号	高温蠕变性能	试件编号	疲劳性能
	屈服强度/MPa	极限强度/MPa	弹性模量/MPa		蠕变断裂时间/s		疲劳寿命/次
JZ-1	346.27	516.83	213 636	RB-1	1 769.52	PL-1	169 872
JZ-2	344.37	507.09	213 840	RB-2	1 544.02	PL-2	138 340
平均值	345.32	511.96	213 738	平均值	1 656.77	PL-3	196 686
						平均值	168 299

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表 3 时序耦合试验类型与参数设计

Table 3. Sequential coupling test categories and parameter design

试件编号	疲劳上限/MPa	疲劳应力比	疲劳频率/Hz	蠕变持荷应力/MPa	蠕变时间	试件数量/个
OH-0	460	0.1	10	144.9	0t_R	2
OH-0.1					0.1t_R	2
OH-0.4					0.4t_R	2
OH-0.7					0.7t_R	2

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表 4 试验主要结果

Table 4. Results of the test

试件编号	δ/mm	ε_a(0.5N_f)/10^-2	E_N(0.5N_f)/MPa	R_ε	R_E	N_i/次	N_f/次
PL(平均)	-	0.235 0	177 981.09	1.012 9	0.988 9	167 440	168 299
OH-0-1	0.059 1	0.222 4	179 908.33	1.008 0	0.988 0	311 000	318 323
OH-0-2	0.066 6	0.221 6	180 466.93	1.003 4	0.991 2	318 200	325 020
OH-0.1-1	0.223 4	0.244 3	167 939.90	1.005 5	0.983 5	241 700	243 420
OH-0.1-2	0.213 1	0.244 8	167 525.80	1.007 2	0.979 0	267 900	269 674
OH-0.4-1	1.104 6	0.245 2	164 004.21	1.007 2	0.993 9	185 800	191 472
OH-0.4-2	1.153 1	0.245 6	165 925.84	1.009 9	0.985 8	175 154	175 766
OH-0.7-1	2.274 6	0.230 4	165 963.38	1.010 1	0.998 0	129 500	134 066
OH-0.7-2	2.714 8	0.231 3	164 081.33	1.015 6	0.987 2	91 800	95 166

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