RC梁构件基于能量的抗震设计方法研究

王玉奎; 刘哲锋; 张丹; 胡张齐

doi:10.6052/j.issn.1000-4750.2022.04.0278

RC梁构件基于能量的抗震设计方法研究

doi: 10.6052/j.issn.1000-4750.2022.04.0278

王玉奎^1,,
刘哲锋^2, ,,
张丹^1,,
胡张齐^1,

1.
湖南城市学院土木工程学院，湖南，益阳 413099
2.
长沙理工大学土木工程学院，湖南，长沙 410004

基金项目: 国家自然科学基金项目(50908022)；湖南省自然科学基金项目(2022JJ40023)；湖南省教育厅科研项目(20C0363，18C0837)

详细信息

作者简介:
王玉奎(1989−)，男，河南人，讲师，博士，主要从事结构抗震研究(E-mail: 1219464373@qq.com)

张　丹(1989−)，女，河北人，讲师，博士，主要从事结构抗震研究(E-mail: 601041777@qq.com)

胡张齐(1986−)，男，湖北人，讲师，博士，主要从事结构抗震研究(E-mail: 279950700@qq.com)

通讯作者:
刘哲锋(1976−)，男，湖南人，副教授，博士，硕导，主要从事结构抗震研究(E-mail: Lzf0072006@163.com)

中图分类号: TU375.1
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出版历程
- 收稿日期: 2022-04-02
- 修回日期: 2022-08-15
- 录用日期: 2023-02-28
- 网络出版日期: 2023-03-11
- 刊出日期: 2023-11-25

RESEARCH ON ENERGY BASED SEISMIC DESIGN METHOD OF RC BEAM MEMBERS

WANG Yu-kui^1
,,
LIU Zhe-feng^{2
, ,},
ZHANG Dan^1
,,
HU Zhang-qi^1
,

1.
School of Civil Engineering, Hu’nan City University, Yiyang, Hu’nan 413099, China
2.
School of Civil Engineering, Changsha University of Science & Technology, Changsha, Hu’nan 410004, China

摘要

摘要: 为研究RC梁构件基于能量的抗震设计方法，需建立一个合理的损伤指数来量化损伤。课题组前期建立了RC梁构件耗能能力与位移幅值、累积耗能和设计参数的量值关系，并提出了RC梁构件基于耗能能力的损伤指数和性能指标限值。该文在既有研究基础上提出RC梁构件基于耗能能力损伤指数的抗震设计方法。研究表明：该抗震设计方法与结构设计参数和地震参数建立了量值联系，从而便于指导结构设计；配箍率的增加可以降低RC梁构件的损伤，减损效果先急后缓；持时的增加可加剧RC梁构件损伤的发展，增加效果先快后慢；配筋率的增加可以从整体上降低RC梁构件的损伤；该抗震设计方法可以弥补现行建筑抗震设计规范中未能考虑持时效应的不足。
- RC梁构件 /
- 耗能能力 /
- 损伤指数 /
- 性能指标限值 /
- 抗震设计
Abstract: In order to study the energy-based seismic design method of RC beam members, it is necessary to establish a reasonable damage index to quantify the structural damage. The research group established the relationship between the energy dissipation capacity of RC beam members and the displacement amplitude, cumulative energy dissipation and design parameters in the early stage, and proposed the damage index of energy dissipation capacity and performance index limits of RC beam members. Referring to existing research, the seismic design method of RC beam members was proposed based on the damage index of energy dissipation capacity. It is found that the seismic design method can establish a quantitative relationship between structural design parameters and seismic parameters, so as to guide the structural design; The increase of stirrup ratio can effectively slow down the damage of RC beam members, but the effect of damage reduction is quick and then slow; The increase of duration can aggravate the damage development of RC beam member, and the increase effect is fast and then slow; The increase of reinforcement ratio can reduce the damage of RC beam members as a whole. This seismic design method can make up for the deficiency of the current building seismic design code that the time lasting effect is not considered.
- RC beam member /
- energy dissipation capacity /
- damage index /
- performance index limits /
- seismic design

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图 1 主要参数示意图

Figure 1. Schematic diagram of main parameters

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图 2 RC梁构件配筋参数和总累积耗能对损伤指数D_k的影响规律

Figure 2. The influence of reinforcement parameters of RC beam members and total cumulative energy dissipation capacity on damage index D_k

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图 3 试件的损伤发展过程

Figure 3. The damage development process of specimen

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图 4 RC梁构件基于损伤指数D_k的抗震设计流程图

Figure 4. The seismic design flow chart of RC beam members based on the damage index D_k

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图 5 单自由度结构体系模型　/mm

Figure 5. Single degree of freedom structural system model

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图 6 结构的目标性能点

Figure 6. Target performance point of the structure

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图 7 基于损伤指数抗震设计方法的配箍率计算结果

Figure 7. Calculation results of stirrup ratio of seismic design method based on the damage index

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图 8 不同延性系数的D_k-ρ_sv-t_d关系图

Figure 8. D_k-ρ_sv-t_d relationship diagram under different ductility coefficients

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表 1 RC梁构件基于损伤指数D_k的性能指标限值

Table 1. The performance index limits of RC beam members based on the damage index D_k

编号	性能指标限值	损伤现象(简述)	损伤阶段	性能
1	(0，0.4]	表面无明显可见裂缝	无损伤阶段	不坏
2	(0.4，0.6]	出现多条裂缝	轻度损伤阶段	可修
3	(0.6，0.7]	前期裂缝发展，呈现四周贯通现象	中度损伤阶段	可修
4	(0.7，0.8]	单向斜裂缝发展为交叉型的双向斜裂缝	重度损伤阶段	不倒
5	(0.8，1]	核心混凝土压碎，纵筋出现屈曲	破坏阶段	倒塌

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表 2 RC梁端的配筋及相关设计参数的计算结果

Table 2. Calculation results of reinforcement of RC beam ends and related design parameters

梁端配筋位置	梁端纵筋配置	梁端箍筋配置ρ_sv/(%)	结构质量 m/kg	自振周期 T/s	屈服弯矩 M_y/(kN·mm)	屈服位移角 θ_y/rad
上端	520	8@100 (0.502)	83 010	0.343	157 000	0.0086
下端	220	8@100 (0.502)	83 010	0.343	157 000	0.0086

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表 3 罕遇地震和设防地震下的延性系数

Table 3. Ductility coefficient of RC members under rare earthquake and fortified earthquake

地震类别	目标性能点处谱位移S_dm/m	屈服位移处谱位移S_dy/m	延性系数μ
罕遇地震	0.030	0.0138	2.17
设防地震	0.018	0.0138	1.30

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表 4 性能指标限值与抗震规范中4个性能水准的延性系数限值对应关系

Table 4. Corresponding relationship between performance index limit and ductility coefficient limit of four performance levels in seismic code

损伤阶段	无损伤	轻度损伤	中度损伤	重度损伤	破坏
性能指标限值	(0，0.4]	(0.4，0.6]	(0.6，0.7]	(07，0.8]	(0.8，1]
规范中延性系数限值	μ<1	μ<1.5	μ≈2	μ≈5	μ>5

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