吉林大学学报(工学版) ›› 2023, Vol. 53 ›› Issue (6): 1621-1637.doi: 10.13229/j.cnki.jdxbgxb.20221428

• 交通运输工程·土木工程 • 上一篇    

多损伤钢-混组合梁桥力学性能有限元分析方法

卜建清1(),郭至博2,张吉仁3,荀敬川4,黄晓明5   

  1. 1.石家庄铁道大学 交通运输学院，石家庄 050043
    2.石家庄铁道大学 土木工程学院，石家庄 050043
    3.湖南大学 土木工程学院，长沙 410082
    4.中建路桥集团有限公司，石家庄 050043
    5.东南大学 交通运输学院，南京 210096
  • 收稿日期:2022-11-11 出版日期:2023-06-01 发布日期:2023-07-23
  • 作者简介:卜建清（1968-），男，教授，博士.研究方向：桥梁结构力学行为分析.E-mail：bujq2004@163.com
  • 基金资助:
    国家重点研发计划项目(2021YFB2600600);河北省重点研发计划项目(19275405D);2023年河北省硕士在读研究生创新能力培养项目(CXZZSS2023078)

Finite element analysis method for mechanical properties of steel⁃concrete composite beam bridges with multiple damages

Jian-qing BU1(),Zhi-bo GUO2,Ji-ren ZHANG3,Jing-chuan XUN4,Xiao-ming HUANG5   

  1. 1.School of Traffic and Transportation，Shijiazhuang Tiedao University，Shijiazhuang 050043，China
    2.School of Civil Engineering，Shijiazhuang Tiedao University，Shijiazhuang 050043，China
    3.School of Civil Engineering，Hunan University，Changsha 410082，China
    4.CSCEC Road and Bridge Group Co. ，Ltd. ，Shijiazhuang 050043，China
    5.School of Traffic and Transportation，Southeast University，Nanjing 210096，China
  • Received:2022-11-11 Online:2023-06-01 Published:2023-07-23

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摘要：

为了研究钢-混组合梁桥多损伤状态有限元分析方法，探明不同损伤类型和程度对钢-混组合梁桥力学性能的影响规律，首先，研究了钢-混组合梁桥多损伤组合有限元模拟方法及损伤等级量化评定方法；然后，基于车-桥耦合振动分析了不同车速和不同损伤等级下钢-混组合梁桥跨中动力响应和车体加速度响应；最后，研究了不同损伤等级下钢-混组合梁桥关键截面挠度、板梁间相对滑移与应力的变化规律。结果表明：多损伤组合模拟方法能够有效表征钢-混组合梁桥的多构件损伤交织状态，可实现钢-混组合梁桥多损伤状态的定量描述；随着损伤等级的增加，跨中竖向振动位移和加速度响应峰值增大，车体的竖向、侧倾和俯仰振动加速度也表现出相同的变化规律，与无损伤状态相比，其峰值的最大增幅分别为2.16倍、92.5倍、205倍、565倍和235倍；关键截面的挠度、滑移亦随之增大，钢梁下缘应力变化不明显，混凝土板上缘应力显著增大。

关键词: 桥梁与隧道工程, 钢-混组合梁桥, 多损伤表征, 损伤等级评定, 车-桥耦合

Abstract:

In order to propose the finite element analysis method of steel-concrete composite beam bridges with multiple damages， and find out the influence law of different damage types and degrees on the mechanical properties of steel-concrete composite beam bridge， firstly， the finite element simulation method of multi-damage combination of steel-concrete composite beam bridge and the quantitative assessment method of damage grade were studied. Then， based on the vehicle-bridge coupling vibration， the dynamic response of the steel-concrete composite beam bridge midspan and the acceleration response of the vehicle body under different vehicle speeds and different damage grades were analyzed； At last， the key section deflection， relative slip between slabs and beams and stress variation of steel-concrete composite beam bridge under different damage grades were studied. The results show that the multi-damage combination simulation method can effectively characterize the multi-component damage intertwined state of steel-concrete composite beam bridges and achieve the quantitative description of the multi-damage state of steel-concrete composite beam bridges. With the increase of the damage grade， the mid-span vertical vibration displacement and acceleration response peaks increased， and the vertical， lateral and pitch vibration acceleration of the vehicle body also showed the same change pattern， compared with the undamaged state， the maximum increase of its peak value is 2.16 times， 92.5 times， 205 times， 565 times and 235 times respectively. The deflection and slip of the key section also increased， and the stress at the lower edge of the steel beam did not change significantly， while the stress at the upper edge of the concrete slab increased significantly.

Key words: bridge and tunnel engineering, steel-concrete composite beam bridges, multi-damage characterization, damage grade assessment, vehicle-bridge coupling

中图分类号: 

  • U447

图1

混凝土裂缝模型"

图2

单元几何"

表1

桥面破损等级"

桥面等级桥面平度系数
下限几何平均上限
A81632
B3264128
C128256512
D51210242048
E204840968192

表2

钢-混组合梁桥损伤评定标准"

BCI≥9081~9071~8061~70<60
损伤等级ⅠⅡⅢⅣⅤ

表3

桥梁结构损伤指标权重值"

一级指标

一级

权重

二级指标模拟方法二级权重
桥面系0.2桥面破损修改桥面平整度1
上部结构0.4混凝土板裂缝刚度折减0.2
横隔板损伤刚度折减0.2
剪力钉断裂删除单元0.2
钢板梁微裂缝刚度折减0.2
支座损伤删除单元0.2
下部结构0.4下部结构混凝土剥落删除单元1

表4

桥梁结构损伤指标扣分标准"

损伤指标扣分值
1011~2021~3434~50>50
桥面破损等级ABCDE
混凝土板刚度退化/%<1010~2021~3031~40>40
横隔板刚度退化/%<1010~2021~3031~40>40
剪力钉断裂比例/%<1010~2021~3031~40>40
钢板梁刚度退化/%<1010~2021~3031~40>40
支座损伤比例/%<2021~4041~6061~80>80
下部结构混凝土剥落/m3<0.030.03~0.060.061~0.090.091~0.12>0.12

图3

有限元模型"

表5

钢-混组合梁桥多损伤工况"

参数工况1工况2工况3工况4工况5工况6
BCI1009084756454
损伤等级无损伤ⅠⅡⅢⅣⅤ
桥面破损等级-ABCDE
混凝土刚度退化/%-1015202530
横隔板刚度退化/%-1015202530
剪力钉断裂数/个-120180240300360
钢板梁刚度退化/%-510152025
支座脱空-AA、BA、B、CA、B、C、DA、B、C、D
1号桥台破损体积/m3-0.030.050.070.090.11

表6

空间二轴车辆模型参数"

参 数数值
总质量/t27.71
车体质量M1/t24.81
俯仰转动惯量Izx1/（kg·m2）172 160
侧翻转动惯量Izy1/（kg·m2）31 496
1轴悬挂质量m1/t0.73
上（下）部弹簧刚度Ku1(Kl1)/（kN·m-1）727.81（1 972.90）
上（下）部阻尼系数Cu1(Cl1)/（kN·s·m-1）2.19（0）
几何间距L1（L2）/m4.56（1.69）
几何间距b/m1.10

图4

二轴车模型"

图5

车桥耦合程序验证"

图6

不同车速下各损伤等级跨中竖向振动位移响应"

图7

不同车速下各损伤等级跨中竖向振动位移峰值"

表7

跨中竖向振动位移峰值及其最大增幅 (mm)"

损伤等级车速/（km·h-1）Amax/%
20406080
Amax/%185196201216
无损伤2.832.882.922.954.2
I4.924.965.045.052.6
II5.345.525.475.584.5
III6.076.256.506.639.2
IV7.177.237.648.0312
V8.218.528.789.3113.4

图8

不同车速下各损伤等级跨中竖向振动加速度响应"

图9

不同车速下各损伤等级跨中竖向振动加速度峰值"

表8

跨中竖向振动加速度峰值及其最大增幅 (m/s2)"

损伤等级车速/（km·h-1）Amax/%
20406080
Amax/%9250682942794060
无损伤0.020.070.140.167
I0.140.691.201.711121
II0.171.032.412.781535
III0.361.462.823.85969
IV0.873.685.996.90693
V1.874.856.137.52302

图10

不同车速下各损伤等级车体振动加速度"

图11

车体振动加速度峰值"

表9

跨中竖向振动加速度峰值及其最大增幅 (rad/s2)"

损伤等级车速/（km·h-1）Amax/%
20406080
无损伤Ya0.020.060.100.15650
Xa0.0060.0130.0180.024300
Za0.0080.020.0460.076850
ⅠYa0.300.380.420.5273
Xa0.121.652.433.272 625
Za0.120.140.320.37208
ⅡYa0.500.750.840.9182
Xa0.781.522.642.99283
Za0.230.310.580.84265
ⅢYa1.021.471.801.8379
Xa1.643.554.735.19216
Za0.600.611.061.36127
ⅣYa1.182.803.004.00121
Xa3.045.936.148.81190
Za1.051.192.742.94180
ⅤYa4.124.856.256.8157
Xa3.187.368.3511.22278
Za1.892.354.616.67253
Amax/%Ya20 5007 9836 4504 200
Xa49 40056 51546 28946 650
Za23 52511 6509 9228 676

图12

各灾损等级桥梁挠度变化曲线"

表10

钢-混组合界面绝对滑移值 (mm)"

桥梁位置无损伤ⅠⅡⅢⅣⅤ
0C1.001.701.902.903.504.10
S0.911.001.101.231.301.49
L/8C0.961.001.102.102.803.50
S0.900.920.980.991.101.30
L/4C0.710.740.790.850.981.08
S0.680.700.720.770.880.95
L/2C0.430.570.590.610.690.70
S0.420.540.560.580.640.65

图13

钢-混组合界面相对滑移值"

图14

跨中截面抗弯强度"

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[1] 韩智强,谢刚,周勇军,刘世忠,晋民杰. 曲线桥梁车桥耦合振动数值分析方法[J]. 吉林大学学报(工学版), 2023, 53(2): 515-522.
[2] 杨国俊,田骐玮,吕明航,杜永峰,唐光武,韩宗健,伏一多. 大跨度悬索桥隧道式锚碇力学特性研究综述[J]. 吉林大学学报(工学版), 2022, 52(6): 1245-1263.
[3] 袁周致远,吉伯海,夏俊元,孙童. 钢箱梁横隔板-纵肋疲劳裂纹气动冲击维修试验[J]. 吉林大学学报(工学版), 2022, 52(12): 2883-2891.
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[5] 谭国金,刘寒冰,程永春,王龙林,刘斌. 基于车-桥耦合振动的简支梁桥冲击效应[J]. 吉林大学学报(工学版), 2011, 41(01): 62-0067.
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