外包钢套加固震损双层高架桥框架式桥墩抗震性能评估与参数分析

许成祥; 吴永康; 王理

doi:10.11899/zzfy20230416

外包钢套加固震损双层高架桥框架式桥墩抗震性能评估与参数分析

doi: 10.11899/zzfy20230416

武汉科技大学，城市建设学院, 武汉 430065

基金项目: 湖北省自然科学基金（创新群体）（2015CFA029）

详细信息

作者简介:
许成祥，男，生于1965年。教授。主要从事钢-混凝土组合结构抗震性能、工程结构损伤识别与修复研究。E-mail：cx_xu@sina.com

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出版历程
- 收稿日期: 2022-02-10
- 刊出日期: 2023-12-01

Parameter Analysis and Evaluation on Seismic Performance of Seismic-damaged Frame Piers of Double-deck Viaduct Strengthened by Steel Jacket

School of Urban Construction, Wuhan University of Science and Technology, Wuhan 430065, China

摘要

摘要: 基于《公路桥梁抗震设计规范》“两阶段”设防原则，采用SAP2000有限元软件建立震损加固桥墩数值模型，通过构建与设防水准地震相匹配的结构性能水准，选取基底剪力和墩顶位移作为结构性能评价指标，建立基于能力需求比的双层高架桥墩抗震性能评估流程，从抗震性能和损伤修复效果角度，对外包钢套含钢量和强度的影响进行分析。研究结果表明，中度损伤试件经外包钢套加固后基底剪力和墩顶位移能力需求比分别提高了76.72%、62.93%，重度损伤试件经外包钢套加固后基底剪力和墩顶位移能力需求比分别提高了62.98%、51.94%；当外包钢套含钢量ρ<0.98%时，重度损伤加固试件基底剪力能力需求比呈负向增长，承载能力修复效果不理想；当外包钢套含钢量ρ>2.08%时，中度损伤及重度损伤加固试件墩顶位移能力需求比提高率大于基底剪力，此时变形能力修复效果优于承载能力；提高外包钢套强度显著增强了中度损伤和重度损伤加固试件承载能力，但变形能力基本不提高。
- 双层框架式桥墩 /
- 地震损伤 /
- 外包钢套加固 /
- 抗震性能 /
- 参数分析
Abstract: Based on the “ two-stage ” fortification principle of bridge specification, SAP2000 finite element software was used to establish the numerical model of seismic damage reinforced piers. By constructing the structural performance level matched with the fortification level earthquake, the base shear force and the displacement of pier top were selected as the structural performance evaluation indexes, and the seismic performance evaluation process of double-layer viaduct pier based on the capacity-demand ratio was established. From the perspective of seismic performance and damage repair effect, the parametric influence analysis on the content of outsourcing steel and the strength of outsourcing steel sleeve was completed. The results show that the base shear and pier top displacement capacity requirements of the moderate damage reinforced specimens are increased by 76.72 % and 62.93 % respectively, and the severe damage reinforced specimens are increased by 62.98 % and 51.94 % respectively. When the outsourcing steel content ρ < 0.98 %, the base shear capacity demand ratio of severe damage reinforced specimens increases negatively, and the bearing capacity repair effect is not ideal. When ρ > 2.08 %, the increase rate of displacement capacity demand ratio of moderate damage and severe damage reinforced specimens is greater than that of base shear, and the repair effect of deformation capacity is better than that of bearing capacity. The bearing capacity of the strengthened specimens with moderate and severe damage is significantly enhanced by increasing the strength of the wrapped steel sleeve, but the deformation capacity is basically not improved.
- Double-deck viaduct /
- Earthquake damage /
- Outsourcing steel sleeve reinforcement /
- Seismic performance /
- Parameter analysis

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图 1 试件配筋设计（单位：mm）

Figure 1. Reinforcement design of specimen （Unit: mm）

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图 2 试件加固设计（单位：mm）

Figure 2. Reinforcement design of specimen （Unit: mm）

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图 3 试验加载装置

Figure 3. Test loading device

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图 4 试验加载制度

Figure 4. Test loading system

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图 5 整体单元布置

Figure 5. Overall unit layout

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图 6 截面纤维划分

Figure 6. Sectional fiber division

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图 7 模拟与试验结果对比

Figure 7. Comparison of simulation and test results

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图 8 塑性铰编号

Figure 8. Plastic hinge number

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图 9 塑性铰区截面弯矩M₃-转角R₃关系曲线

Figure 9. Curve of plastic hinge zone for section bending moment M₃ and rotation angle R₃

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图 10 规范反应谱

Figure 10. Specification response spectrum

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图 11 基于能力需求比的抗震性能评估流程

Figure 11. Seismic performance evaluation process based on capacity-demand ratio

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图 12 不同外包钢套含钢量下能力需求比曲线

Figure 12. Capacity requirements ratio curve

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图 13 不同外包钢套含钢量下能力需求比提高率曲线

Figure 13. Increase rate curve of capability requirement ratio

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图 14 不同外包钢套强度等级下能力需求比曲线

Figure 14. Capacity requirements ratio curve

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图 15 不同外包钢套强度等级下能力需求比提高率曲线

Figure 15. Increase rate curve of capacity requirement ratio

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表 1 试件预损参数

Table 1. Pre-damage parameters of specimens

试件编号	地震损伤程度	预损加载位移/mm	加固状态
FP-0（对比试件）	—	0	—
FP-1	—	0	外包钢套加固
FP-2	中度	36	外包钢套加固
FP-3	重度	63	外包钢套加固

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表 2 钢材力学性能

Table 2. Measured mechanical properties of steel

钢材名称	钢材型号	屈服强度/MPa	极限强度/MPa	弹性模量/ MPa
箍筋	HPB300	279.3	478.6	2.1×10⁵
纵筋	HRB400	377.5	576.8	2.0×10⁵
角钢	L50×5	279.3	478.6	2.1×10⁵
缀板	−40×4	369.8	569.4	2.1×10⁵

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表 3 约束混凝土本构参数

Table 3. Constitutive parameters of confined concrete

加固状态	约束水平	有效约束系数u_e	有效约束应力f_l	抗压强度提高系数γ	峰值应变提高系数β
未加固墩柱	无约束	—	—	—	—
未加固墩柱	箍筋	0.268	0.29	1.08	1.40
加固墩柱	外包钢套	0.478	1.15	1.31	2.55
加固墩柱	外包钢套+箍筋	0.268	1.54	1.40	3.00

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表 4 损伤折减系数

Table 4. Damage reduction coefficient

试件编号	损伤程度	损伤指数D_m	强度折减系数α_F	刚度折减系数α_k
FP-2	中度损伤	0.44	0.88	0.38
FP-3	重度损伤	0.81	0.61	0.23

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表 5 E2水准地震动参数

Table 5. E2 level ground motion parameters

名称	时间间隔/s	有效持续时间/s	有效峰值加速度/g	调幅系数
RG₁	0.010	25.00	0.350	1.00
RG₂	0.010	30.00	0.350	1.00
GM₁	0.005	31.40	0.053	6.60
GM₂	0.010	42.35	0.167	2.09
GM₃	0.010	33.50	0.072	4.86
GM₄	0.020	28.22	0.132	2.65
GM₅	0.005	38.40	0.144	2.43

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表 6 结构性能目标

Table 6. Structural performance objectives

地震设防水准	结构性能水准	结构损伤状态	损伤定性描述	结构性能状态	损伤定量描述
E1	Ⅰ	中等/可修复损伤	表层混凝土发生剥落	稍加修理即可继续使用	表层混凝土达到剥落应变时的截面初始塑性转角R_spall
E2	Ⅱ	局部失效/倒塌机制	核心区混凝土压酥破坏	不出现倒塌，保证生命安全	核心区混凝土达到极限压应变时的截面容许塑性转角R_limit

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表 7 双设防水准下的能力需求比

Table 7. Capacity requirements ratio at double defence levels

试件编号	E1地震设防水准下的基底剪力能力需求比	E2地震设防水准下的墩顶位移能力需求比
FP-0	2.32	3.35
FP-1	5.14	7.56
FP-2	4.10	5.46
FP-3	3.78	5.09

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