FRP布加固混凝土框架子结构抗连续倒塌的精细有限元分析

张雨笛; 程小卫; 李易; 孙海林

doi:10.6052/j.issn.1000-4750.2021.07.0549

FRP布加固混凝土框架子结构抗连续倒塌的精细有限元分析

doi: 10.6052/j.issn.1000-4750.2021.07.0549

张雨笛^1,,
程小卫^1,,
李易^1, ,,
孙海林^2,

1.
北京工业大学工程抗震与结构诊治北京市重点实验室，北京 100124
2.
中国建筑设计研究院有限公司，北京 100044

基金项目: 国家重点研发计划项目(2019YFC1511000)；国家自然科学基金项目(52178094)；高等学校学科创新引智计划项目(D21001)

详细信息

作者简介:
张雨笛(1997−)，女，湖北荆门人，硕士生，主要从事混凝土结构倒塌模拟研究 (E-mail: 18821799447@163.com)

程小卫(1991−)，男，甘肃天水人，助理研究员，博士，主要从事混凝土结构抗震性能研究 (E-mail: chengxw@bjut.edu.cn)

孙海林(1978−)，男，山东诸城人，教授级高工，博士，副总工，主要从事复杂结构设计及非线性分析 (E-mail:sunhailin@cadg.cn)

通讯作者:
李　易(1981−)，男，湖北襄阳人，教授，博士，主要从事工程结构防灾减灾研究 (E-mail: yili@bjut.edu.cn)

中图分类号: TU375.4
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- 被引次数: 0
出版历程
- 收稿日期: 2021-07-17
- 修回日期: 2021-09-20
- 网络出版日期: 2021-09-30
- 刊出日期: 2022-12-01

A DETAILED NUMERICAL ANALYSIS FOR THE PROGRESSIVE COLLAPSE OF CONCRETE FRAME SUBSTRUCTURES STRENGTHENED WITH FRP STRIPS

ZHANG Yu-di^1
,,
CHENG Xiao-wei^1
,,
LI Yi^{1
, ,},
SUN Hai-lin^2
,

1.
Beijing Key Laboratory of Earthquake Engineering and Structural Retrofit, Beijing University of Technology, Beijing 100124, China
2.
China Architecture Design & Research Group, Beijing 100044, China

摘要

摘要: 外贴FRP布加固是一种有效提高既有建筑抗连续倒塌性能的手段，但现有FRP布加固方式存在降低结构抗震性能、加固施工不便等缺点。该文采用数值模拟方法分析了FRP布加固方式对现浇和装配式混凝土框架子结构抗连续倒塌与抗震性能的影响，并开展了优化方案研究。基于通用有限元软件LS-DYNA建立了FRP布加固混凝土框架子结构的连续倒塌精细数值模型，其中混凝土、钢筋与FRP布分别采用实体、梁与壳单元进行模拟，考虑了FRP布和钢筋的滑移、新旧混凝土界面的粘结失效和机械套筒处的钢筋截面损失。试验验证表明该方法可准确模拟试验试件的破坏模式和承载力发展。分析试验试件的不同粘贴方案结果发现：对现浇混凝土子结构，梁底与梁侧中性轴粘贴纵向FRP布并在梁端塑性铰区粘贴U形横向FRP布后，小变形下的结构倒塌抗力提升有限(最大仅2.6%)、基本不影响结构抗震性能，而对大变形下的结构倒塌抗力提升幅度可达49.5%；对于装配式混凝土子结构，在梁底、梁顶与梁侧底部外贴纵向布并在梁端塑性铰区粘贴U形横向FRP布可将小变形和大变形下的结构抗力最大提升24.2%和48.1%，使得装配式子结构在小变形下受力等同现浇结构，提升了原装配式子结构的抗震性能。对上述最优方案进一步的分析表明：保持FRP布用量不变而将塑性铰区内U形横向FRP布的分布范围和条数增加可提高大变形下的结构倒塌抗力，而不影响小变形下的加固效果。
- 混凝土框架子结构 /
- 连续倒塌 /
- FRP布加固 /
- 精细有限元模型 /
- 加固方式优化
Abstract: Externally bonded FRP strips can effectively improve the progressive collapse-resisting performance of existing structures, but the seismic performance of structures and the ease of construction were not taken into consideration in existing FRP strengthening schemes. Numerical simulation was performed to study the influences of strengthening schemes using FRP strips on the seismic and progressive collapse-resisting behavior of cast-in-site and precast concrete frame substructures, by which the strengthening schemes were consequently optimized. The detailed numerical models of concrete frame substructures strengthened with FRP strips were established using the general finite element (FE) software LS-DYNA, in which the concrete, steel reinforcement and FRP strips were simulated by solid, beam and shell elements, respectively. The bond-slip of steel bars and FRP strips, the bond failure between precast and cast-in-site concrete and the loss of cross-sectional areas of bars at the mechanical sleeves were considered in the numerical models. The numerical models were validated by experimental results, which showed that the failure modes and the strengths of the substructures in the experiment were well captured by the numerical models. The results of the different strengthening schemes suggested that the bonding of the longitudinal FRP strips at the beam bottoms and the neutral axes of beam sides and U-shaped transverse FRP strips in the plastic hinge regions of the beams hardly improved the structural collapse resistances under small deformations for cast-in-site concrete substructures (the maximum percentage increase was only 2.6%). Such a strengthening scheme had almost no effect on the seismic performance of the substructures, while the progressive collapse resistance under large deformations was increased by at most 49.5%. For precast concrete substructures, applying longitudinal FRP strips at the beam tops, beam bottoms and bottoms of the beam sides and U-shaped transverse FRP strips in the plastic hinge regions would improve their maximum resistance under small and large deformations by at most 24.2% and 48.1%, respectively. Under small deformations, their collapse resistance was increased to the same level as cast-in-place ones, which was advantageous for improving the seismic performance of precast concrete substructures. A further analysis of the aforementioned optimal schemes shows that keeping the amount of FRP unchanged and at the same time increasing the covering length and the number of U-shaped transverse FRP strips applied in the plastic hinge regions of the beams could improve the structural collapse resistance under large deformation, while the effect of FRP strengthening on the collapse resistances under small deformation remained unchanged.
- concrete frame substructures /
- progressive collapse /
- FRP strip reinforcement /
- detailed finite element model /
- strengthening method optimization

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图 4 装配式混凝土试件

Figure 4. PC substructure

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图 1 FRP加固试件有限元模型　/mm

Figure 1. FE model of FRP strengthened substructure

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图 2 FRP加固试件破坏模式

Figure 2. Failure mode of FRP strengthened substructure

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图 3 力-位移曲线 (RC1和FRP)

Figure 3. Load-displacement curves (RC1 and FRP)

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图 5 装配式试件破坏模式

Figure 5. Failure mode of PC substructure

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图 6 力-位移曲线 (RC2和PCWC)

Figure 6. Load-displacement curves (RC2 and PCWC)

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图 7 加固方式示意图 (现浇子结构)　/mm

Figure 7. Diagrams of strengthening methods (RC substructures)

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图 8 加固试件力-位移曲线 (现浇子结构)

Figure 8. Load-displacement curves of strengthened substructures (RC substructures)

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图 9 FRP布应变 (现浇子结构)

Figure 9. Strains of FRP strips (RC substructures)

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图 10 钢筋应变 (现浇子结构)

Figure 10. Strains of reinforcements (RC substructures)

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图 11 PCWC-DI2加固方式示意图　/mm

Figure 11. Diagrams of strengthening method for PCWC-DI2

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图 12 加固试件力-位移曲线 (装配式子结构)

Figure 12. Load-displacement curves of strengthened substructures (PC substructure)

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图 13 钢筋应变 (装配式子结构)

Figure 13. Strains of reinforcements (PC substructure)

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图 14 FRP布应变 (装配式子结构)

Figure 14. Strains of FRP strips (PC substructure)

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图 15 横向FRP加固方式

Figure 15. Transverse FRP strengthening schemes

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图 16 力-位移曲线 (参数优化)

Figure 16. Load-displacement curves (parameter optimization)

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图 17 FRP布应变 (参数优化)

Figure 17. Strains of FRP strips (parameter optimization)

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表 1 试件材料信息 (RC1和FRP)

Table 1. Material details of substructures (RC1 and FRP)

混凝土等级	加密区			非加密区
混凝土等级	上侧纵筋	下侧纵筋	箍筋	上侧纵筋	下侧纵筋	箍筋
C30	3 8	2 8	6@50	2 8	2 8	6@120

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表 2 试件材料信息 (RC2和PCWC)

Table 2. Material details of substructures (RC2 and PCWC)

加密区		非加密区
上侧/下侧纵筋	箍筋	上侧/下侧纵筋	箍筋
3 14/3 14	6@50	2 14/3 14	6@100

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表 3 FRP加固方式(现浇子结构)

Table 3. FRP strengthening methods (RC substructures)

加固方式	纵向FRP布	横向FRP布
方式1 (SI1)	梁底+梁侧中性轴	间隔100 mm，环形封闭
方式2 (SI2)		梁端塑性铰区，环形封闭
方式3 (SI3)		间隔100 mm，U形不封闭
方式4 (SI4)		梁端塑性铰区，U形不封闭

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表 4 承载力对比 (现浇子结构)

Table 4. Comparison of structural strengths (RC substructures)

试件	小变形		大变形
试件	峰值/kN	提升率/(%)	峰值/kN	提升率/(%)	极限变形/mm
FRP	37.8	20.7	38.3	5.2	379.6
RC1-SI1	34.5	10.2	61.3	68.3	534.3
RC1-SI2	31.7	1.3	54.7	50.3	513.1
RC1-SI3	33.4	6.7	55.6	52.7	525.7
RC1-SI4	31.6	0.9	54.4	49.5	500.0
RC2-SI1	60.4	10.8	104.0	23.8	814.0
RC2-SI2	56.6	3.8	99.0	17.9	792.2
RC2-SI3	56.3	3.3	97.2	15.7	738.0
RC2-SI4	55.9	2.6	94.6	12.6	728.1

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表 5 FRP承载力贡献 (现浇子结构)

Table 5. Contribution of FRP to structural strengths (RC substructures) /kN

试件	小变形峰值			大变形峰值
试件	梁侧	梁底	总计	梁侧	梁底	总计
RC1-SI1	1.1	1.3	2.4	9.1	6.7	15.8
RC1-SI2	0.5	0.6	1.1	6.5	8.1	14.6
RC1-SI3	0.5	0.7	1.2	6.8	7.5	14.3
RC1-SI4	0.4	0.5	0.9	5.9	7.8	13.7
RC2-SI1	0.9	4.5	5.4	9.9	9.5	19.4
RC2-SI2	1.0	2.6	3.6	8.0	5.2	13.2
RC2-SI3	0.3	2.9	3.2	8.3	4.6	12.9
RC2-SI4	0.5	0.7	1.2	5.4	6.0	11.4

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表 6 FRP加固方式 (装配式子结构)

Table 6. FRP strengthening methods (PC substructure)

加固方式	梁侧纵向FRP布	横向FRP布
方式1 (DI1)	距离梁底100 mm~200 mm	梁端塑性铰区 U形不封闭
方式2 (DI2)	距离梁底0 mm~100 mm
方式3 (DI3)	距离梁底0 mm~200 mm

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表 7 承载力对比 (装配式子结构)

Table 7. Comparisons of structural strengths (PC substructure)

试件	小变形		大变形
试件	峰值/kN	提升率/(%)	峰值/kN	提升率
PCWC	45.9	−	58.0	−
RC2	54.6	−	84.0	−
PCWC-DI1	49.7	8.3	66.6	5.7
PCWC-DI2	53.8	17.2	83.0	43.1
PCWC-DI3	57.0	24.2	85.9	48.1

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表 8 FRP承载力贡献 (装配式子结构)

Table 8. Contribution of FRP to structural strengths (PC substructure) /kN

试件	小变形峰值			大变形峰值
试件	梁侧	梁顶底	总计	梁侧	梁顶底	总计
PCWC-DI1	0.6	1.5	2.1	0.8	10.1	10.9
PCWC-DI2	4.8	1.1	5.9	8.4	20.1	28.5
PCWC-DI3	9.0	1.5	10.5	8.9	19.8	28.7

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表 9 横向U形FRP布参数

Table 9. Parameters of U-shaped transverse FRP strips

名称	约束范围	条数(宽度)	梁侧长度
	H	1(H/4)
取值	5H/4		H−L/30
	2H	2(H/8)
注：H与L分别代表梁高与梁跨度。

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表 10 承载力对比 (参数优化)

Table 10. Comparison of structural strengths (parameter optimization)

加固方式	RC1		RC2		PCWC
加固方式	峰值/kN	提升率/(%)	峰值/kN	提升率/(%)	峰值/kN	提升率/(%)
1 (2H2)	54.7	50.3	104.3	24.3	86.6	49.3
2 (2H1)	53.7	47.6	103.7	23.6	85.0	46.6
3 (5/4H2)	50.3	38.2	96.0	14.4	81.7	40.9
4 (5/4H1)	46.8	28.6	94.6	12.8	81.2	40.0
5 (1H2)	49.3	35.4	96.3	14.8	79.6	37.2
6 (1H1)	46.3	27.2	89.0	6.1	79.7	37.4
注：方式简称的第1、2个数字分别代表分布范围与梁高之比、FRP条数。如，2H2代表梁端2倍梁高范围内粘贴2条横向FRP。

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表 11 FRP峰值贡献 (参数优化)

Table 11. Contribution of FRP to peak loads (parameter optimization) /kN

加固方式	RC1		RC2		PCWC
加固方式	梁侧/底	总计	梁侧/底	总计	梁侧/顶底	总计
2H2	7.3/6.8	14.1	11.1/7.4	18.5	4.9/25.0	29.9
2H1	7.1/5.2	13.3	9.3/7.7	18.0	6.3/22.8	29.1
5/4H2	5.2/4.8	10.0	8.8/7.9	16.7	5.9/22.3	28.2
5/4H1	5.1/3.9	9.0	7.1/3.9	11.0	6.7/20.7	27.4
1H2	5.7/4.0	9.7	7.5/5.0	12.5	4.2/18.6	22.8
1H1	4.6/2.9	7.5	5.3/2.2	7.5	4.7/19.2	23.9

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