多损伤钢-混组合梁桥力学性能有限元分析方法

doi:10.13229/j.cnki.jdxbgxb.20221428

Abstract

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

CLC Number:

U447

Jian-qing BU,Zhi-bo GUO,Ji-ren ZHANG,Jing-chuan XUN,Xiao-ming HUANG. Finite element analysis method for mechanical properties of steel⁃concrete composite beam bridges with multiple damages[J].Journal of Jilin University(Engineering and Technology Edition), 2023, 53(6): 1621-1637.

Figures/Tables 24

Fig.1

Fig.2

Table 1

Table 2

Table 3

Table 4

Fig.3

Table 5

Table 6

Space two axle vehicle model parameters"

参数	数值
总质量/t	27.71
车体质量M₁/t	24.81
俯仰转动惯量 $I z x 1$ /（kg·m²）	172 160
侧翻转动惯量 $I z y 1$ /（kg·m²）	31 496
1轴悬挂质量 $m 1$ $/ t$	0.73
上（下）部弹簧刚度 $K u 1 (K l 1)$ /（kN·m^-1）	727.81（1 972.90）
上（下）部阻尼系数 $C u 1 (C l 1)$ /（kN·s·m^-1）	2.19（0）
几何间距 $L 1$ （ $L 2$ ）/m	4.56（1.69）
几何间距b/m	1.10

Table 6

Fig.4

Fig.5

Fig.6

Fig.7

Table 7

Fig.8

Fig.9

Table 8

Fig.10

Fig.11

Table 9

Fig.12

Table 10

Fig.13

Fig.14

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桥面等级	桥面平度系数
桥面等级	下限	几何平均	上限
A	8	16	32
B	32	64	128
C	128	256	512
D	512	1024	2048
E	2048	4096	8192

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

损伤指标	扣分值
损伤指标	10	11~20	21~34	34~50	>50
桥面破损等级	A	B	C	D	E
混凝土板刚度退化/%	<10	10~20	21~30	31~40	>40
横隔板刚度退化/%	<10	10~20	21~30	31~40	>40
剪力钉断裂比例/%	<10	10~20	21~30	31~40	>40
钢板梁刚度退化/%	<10	10~20	21~30	31~40	>40
支座损伤比例/%	<20	21~40	41~60	61~80	>80
下部结构混凝土剥落/m3	<0.03	0.03~0.06	0.061~0.09	0.091~0.12	>0.12

参数	工况1	工况2	工况3	工况4	工况5	工况6
BCI	100	90	84	75	64	54
损伤等级	无损伤	Ⅰ	Ⅱ	Ⅲ	Ⅳ	Ⅴ
桥面破损等级	-	A	B	C	D	E
混凝土刚度退化/%	-	10	15	20	25	30
横隔板刚度退化/%	-	10	15	20	25	30
剪力钉断裂数/个	-	120	180	240	300	360
钢板梁刚度退化/%	-	5	10	15	20	25
支座脱空	-	A	A、B	A、B、C	A、B、C、D	A、B、C、D
1号桥台破损体积/m3	-	0.03	0.05	0.07	0.09	0.11

损伤等级	车速/（km·h^-1）				A_max/%
损伤等级	20	40	60	80	A_max/%
A_max/%	185	196	201	216
无损伤	2.83	2.88	2.92	2.95	4.2
I	4.92	4.96	5.04	5.05	2.6
II	5.34	5.52	5.47	5.58	4.5
III	6.07	6.25	6.50	6.63	9.2
IV	7.17	7.23	7.64	8.03	12
V	8.21	8.52	8.78	9.31	13.4

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

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桥梁位置		无损伤	Ⅰ	Ⅱ	Ⅲ	Ⅳ	Ⅴ
0	C	1.00	1.70	1.90	2.90	3.50	4.10
0	S	0.91	1.00	1.10	1.23	1.30	1.49
L/8	C	0.96	1.00	1.10	2.10	2.80	3.50
L/8	S	0.90	0.92	0.98	0.99	1.10	1.30
L/4	C	0.71	0.74	0.79	0.85	0.98	1.08
L/4	S	0.68	0.70	0.72	0.77	0.88	0.95
L/2	C	0.43	0.57	0.59	0.61	0.69	0.70
L/2	S	0.42	0.54	0.56	0.58	0.64	0.65

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[2]	Guo-jun YANG,Qi-wei TIAN,Ming-hang LYU,Yong-feng DU,Guang-wu TANG,Zong-jian HAN,Yi-duo FU. Review of mechanic characteristics of tunnel⁃type anchorage of long⁃span suspension bridge [J]. Journal of Jilin University(Engineering and Technology Edition), 2022, 52(6): 1245-1263.
[3]	Zhi-yuan YUANZHOU,Bo-hai JI,Jun-yuan XIA,Tong SUN. Pneumatic impact test on rib⁃to⁃diaphragm fatigue crack of steel box girder [J]. Journal of Jilin University(Engineering and Technology Edition), 2022, 52(12): 2883-2891.
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损伤等级	车速/（km·h^-1）				A_max/%
损伤等级	20	40	60	80	A_max/%
A_max/%	9250	6829	4279	4060
无损伤	0.02	0.07	0.14	0.16	7
I	0.14	0.69	1.20	1.71	1121
II	0.17	1.03	2.41	2.78	1535
III	0.36	1.46	2.82	3.85	969
IV	0.87	3.68	5.99	6.90	693
V	1.87	4.85	6.13	7.52	302

损伤等级		车速/（km·h^-1）				A_max/%
损伤等级		20	40	60	80	A_max/%
无损伤	Y_a	0.02	0.06	0.10	0.15	650
	X_a	0.006	0.013	0.018	0.024	300
	Z_a	0.008	0.02	0.046	0.076	850
Ⅰ	Y_a	0.30	0.38	0.42	0.52	73
	X_a	0.12	1.65	2.43	3.27	2 625
	Z_a	0.12	0.14	0.32	0.37	208
Ⅱ	Y_a	0.50	0.75	0.84	0.91	82
	X_a	0.78	1.52	2.64	2.99	283
	Z_a	0.23	0.31	0.58	0.84	265
Ⅲ	Y_a	1.02	1.47	1.80	1.83	79
	X_a	1.64	3.55	4.73	5.19	216
	Z_a	0.60	0.61	1.06	1.36	127
Ⅳ	Y_a	1.18	2.80	3.00	4.00	121
	X_a	3.04	5.93	6.14	8.81	190
	Z_a	1.05	1.19	2.74	2.94	180
Ⅴ	Y_a	4.12	4.85	6.25	6.81	57
	X_a	3.18	7.36	8.35	11.22	278
	Z_a	1.89	2.35	4.61	6.67	253
A_max/%	Y_a	20 500	7 983	6 450	4 200
	X_a	49 400	56 515	46 289	46 650
	Z_a	23 525	11 650	9 922	8 676