纤维缠绕GFRP管约束混凝土的轴压性能与设计模型

叶晗晖; 徐声亮; 茅鸣; 布占宇

纤维缠绕GFRP管约束混凝土的轴压性能与设计模型

1.
宁波大学　土木工程与地理环境学院, 宁波 315211
2.
宁波市政工程建设集团股份有限公司, 宁波 315012
3.
宁波建工建乐工程有限公司, 宁波 315020

基金项目: 宁波市交通运输科技计划(202207)；浙江省基础公益研究计划(LGG22E080007)；国家自然科学基金(51878606)

详细信息

通讯作者:
布占宇，博士，教授，博士生导师，研究方向为桥梁设计理论　E-mail: buzhanyu@nbu.edu.cn

中图分类号: TB332
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- HTML全文浏览量: 55
- 被引次数: 0
出版历程
- 收稿日期: 2023-10-30
- 修回日期: 2023-12-21
- 录用日期: 2023-12-30
- 网络出版日期: 2024-01-30

Axial compressive performance and design model of fiber wound GFRP tube confined concrete

1.
School of Civil and Environmental Engineering and Geography Science, Ningbo University, Ningbo 315211, China
2.
Ningbo Municipal Engineering Construction Group Co., Ltd., Ningbo 315012, China
3.
Ningbo Jiangong Jianle Engineering Co., Ltd., Ningbo 315020, China

Funds: Transportation Science and Technology Project of Ningbo City (202207); Zhejiang Province Basic Public Welfare Research Project (LGG22E080007); National Natural Science Foundation of China (51878606)

摘要

摘要: 设计制作了18组54个纤维缠绕GFRP管约束混凝土圆柱试件，参数包括纤维层数(6、10)、纤维角度($ \pm 45^\circ $、$ \pm 60^\circ $、$ \pm 80^\circ $)、长细比(2、4)和受压截面(全截面、核心混凝土)，基于轴心受压试验结果，提出了依据纤维角度的面向设计的峰值应力预测模型。研究结果表明：GFRP管可有效提高约束试件的强度和延性。试件的峰值强度随着纤维角度和层数的增大而增大，长细比大的试件峰值强度的提升幅度更大，全截面受压会对约束试件的环向性能造成不利的影响。约束模式主要由纤维角度决定，其中$ \pm 60^\circ $和$ \pm 80^\circ $角度的试件为强约束，呈脆性破坏，$ \pm 45^\circ $角度的试件为弱约束，呈延性破坏。通过研究峰值强度与有效约束强度之间的数学关系，所得到的面向设计的简化模型，对于求解不同纤维角度试件的峰值强度具有足够的精度，可为相关的工程实际应用提供参考。
- GFRP管 /
- 约束混凝土 /
- 纤维角度 /
- 轴压性能 /
- 约束模式 /
- 设计模型
Abstract: 54 fiber-wound GFRP tube confined concrete cylindrical specimens classified in eighteen groups were designed and manufactured, and the parameters included the number of fiber layers (6, 10), fiber angle ($ \pm 45^\circ $, $ \pm 60^\circ $, $ \pm 80^\circ $), slenderness ratio (2, 4) and compression section (full section, core concrete). Based on the axial compression test results, a design-oriented peak stress prediction model in terms of fiber angle was proposed. The results show that GFRP tube can effectively improve the strength and ductility of confined specimens. The peak strength of the specimen increases with the increase of fiber angle and layer number, and the increase of the peak strength of the specimen with large slenderness ratio is larger. The full section compression will adversely affect the circumferential properties of the confined specimen. The confined pattern is mainly determined by the fiber angle. The specimens with ±60° and ±80° angles are strong confinement, and reveal brittle failure mode. The specimens with ±45° angle are weak confinement, and reveal ductile failure mode. By studying the mathematical relationship between the peak strength and the effective confinement strength, the simplified design-oriented model was derived, which has sufficient precision for solving the peak strength of specimens with different fiber angles, and can provide reference for relevant engineering applications.
- GFRP tube /
- confined concrete /
- fiber angle /
- axial compressive performance /
- confine pattern /
- design model

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图 1 纤维缠绕GFRP管

Figure 1. Fiber wound GFRP tubes

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图 2 纤维缠绕GFRP管约束混凝土轴心受压加载示意图

Figure 2. Axial compression loading diagram of fiber wound GFRP tube confined concrete

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图 3 纤维缠绕GFRP管约束混凝土试验加载现场图

Figure 3. Test loading site diagram of fiber wound GFRP tube confined concrete

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图 4 纤维缠绕GFRP管约束混凝土试件表面应变片布置

Figure 4. Strain gauge arrangement on specimen surface of fiber wound GFRP tube confined concrete

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图 5 纤维缠绕GFRP管约束混凝土试件破坏形态

Figure 5. Failure patterns of fiber wound GFRP tube confined concrete

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图 6 纤维缠绕GFRP管约束混凝土峰值强度

Figure 6. Peak strength of fiber wound GFRP tube confined concrete

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图 7 纤维缠绕GFRP管约束混凝土归一化峰值强度和有效约束强度

Figure 7. Normalized peak strength and effective confinement strength of fiber wound GFRP tube confined concrete

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图 8 纤维缠绕GFRP管约束混凝土归一化轴向应力-轴向应变及轴向应力-环向应变曲线

Figure 8. Normalized axial stress-axial strain and axial stress- hoop strain curve of fiber wound GFRP tube confined concrete

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图 9 纤维缠绕GFRP管约束混凝土轴向-环向应变关系

Figure 9. Axial-hoop strain relationship of fiber wound GFRP tube confined concrete

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图 10 纤维缠绕GFRP管约束混凝土约束模式

Figure 10. Confinement pattern of fiber wound GFRP tube confined concrete

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图 11 不同纤维角度的纤维缠绕GFRP管约束混凝土的回归结果

Figure 11. Regression results of fiber wound GFRP tube confined concrete with different fiber angles

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图 12 纤维缠绕GFRP管约束混凝土的回归公式验证

Figure 12. Regression formula verification of fiber wound GFRP tube confined concrete

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表 1 纤维缠绕GFRP管约束混凝土试件参数

Table 1. Specimen parameters of fiber wound GFRP tube confined concrete

Group	Diameter× High/mm	Compr-ession section	Specimen number	θ/(°)	n
F	150$ \times $300	Full section	G45 F6-1,2,3	$ \pm 45 $	6
			G45 F10-1,2,3	$ \pm 45 $	10
			G60 F6-1,2,3	$ \pm 60 $	6
			G60 F10-1,2,3	$ \pm 60 $	10
			G80 F6-1,2,3	$ \pm 80 $	6
			G80 F10-1,2,3	$ \pm 80 $	10
L	150$ \times $600	Full section	G45 L6-1,2,3	$ \pm 45 $	6
			G45 L10-1,2,3	$ \pm 45 $	10
			G60 L6-1,2,3	$ \pm 60 $	6
			G60 L10-1,2,3	$ \pm 60 $	10
			G80 L6-1,2,3	$ \pm 80 $	6
			G80 L10-1,2,3	$ \pm 80 $	10
C	150$ \times $300	Core concrete	G45 C6-1,2,3	$ \pm 45 $	6
			G45 C10-1,2,3	$ \pm 45 $	10
			G60 C6-1,2,3	$ \pm 60 $	6
			G60 C10-1,2,3	$ \pm 60 $	10
			G80 C6-1,2,3	$ \pm 80 $	6
			G80 C10-1,2,3	$ \pm 80 $	10
Notes：In the specimen number, G represents GFRP specimen; 45, 60 and 80 represent fiber wound angle $ \theta $; F, L and C represent the corresponding specimen size and compression section; 6 and 10 represent the number of fiber wound layers $ n $; −1,2,3 represents the three identical specimens.

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表 2 纤维缠绕GFRP管性能参数

Table 2. Performance parameters of fiber wound GFRP tube

	$ \pm 45^\circ $	$ \pm 60^\circ $	$ \pm 80^\circ $
$ {E}_{\mathrm{i}\mathrm{a}} $/GPa	29.0	18.0	16.5
$ {E}_{\mathrm{p}\mathrm{a}} $/GPa	29.0	12.4	9.7
$ {f}_{\mathrm{c}\mathrm{t}}^{\prime} $/MPa	112.3	102.6	94.4
$ {\varepsilon }_{\mathrm{c}\mathrm{t}} $/%	0.39	0.83	0.97
$ {E}_{\mathrm{i}\mathrm{h}} $/GPa	18.0	29.4	35.1
$ {E}_{\mathrm{p}\mathrm{h}} $/GPa	3.7	23.4	35.1
$ {f}_{\mathrm{l}\mathrm{t}} $/MPa	111.8	410.2	578.6
$ {\varepsilon }_{\mathrm{l}\mathrm{t}} $/%	3.01	1.75	1.65
Notes：$ {E}_{\mathrm{i}\mathrm{a}} $ is the initial axial stiffnes; $ {E}_{\mathrm{p}\mathrm{a}} $ is the secant stiffness at peak axial stress;$ {f}_{\mathrm{c}\mathrm{t}}^{\prime} $ is the peak axial stress; $ {\varepsilon }_{\mathrm{c}\mathrm{t}} $ is the peak axial strain; $ {E}_{\mathrm{i}\mathrm{h}} $ is the initial hoop stiffnes; $ {E}_{\mathrm{p}\mathrm{h}} $ is the secant stiffness at peak hoop stress; $ {f}_{\mathrm{l}\mathrm{t}} $ is the peak hoop stress; $ {\varepsilon }_{\mathrm{l}\mathrm{t}} $ is the peak hoop strain.

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表 3 纤维缠绕GFRP管约束混凝土轴压试验结果

Table 3. Axial compression test results of fiber wound GFRP tube confined concrete

Specimen number	$ {f}_{\mathrm{c}\mathrm{c}}^{\prime} $/MPa	$ {f}_{\mathrm{c}\mathrm{c}}^{\prime}/{f}_{\mathrm{c}\mathrm{o}}^{\prime} $	$ {f}_{\mathrm{l}} $/MPa	$ {f}_{\mathrm{l}}/{f}_{\mathrm{c}\mathrm{o}}^{\prime} $	$ {\varepsilon }_{\mathrm{c}\mathrm{c}} $/%	$ {\varepsilon }_{\mathrm{f}\mathrm{e}} $/%
G45 F6-1,2,3	44.1	1.27	5.5	0.16	0.4	/
G45 F10-1,2,3	49.3	1.42	8.9	0.26	0.9	/
G60 F6-1,2,3	102.4	2.94	15.5	0.44	2.6	1.4
G60 F10-1,2,3	124.1	3.57	27.9	0.80	2.7	1.5
G80 F6-1,2,3	127.5	3.66	16.4	0.47	2.2	1.2
G80 F10-1,2,3	157.7	4.53	21.6	0.62	2.5	1.2
G45 L6-1,2,3	39.9	1.72	5.4	0.23	0.5	/
G45 L10-1,2,3	44.2	1.91	9.2	0.40	0.4	/
G60 L6-1,2,3	89.9	3.88	18.5	0.80	1.9	1.7
G60 L10-1,2,3	120.7	5.20	31.4	1.35	2.3	1.7
G80 L6-1,2,3	117.4	5.06	21.6	0.93	2.2	1.5
G80 L10-1,2,3	146.1	6.30	26.7	1.15	2.2	1.5
G45 C6-1,2,3	57.1	1.64	5.6	0.16	0.5	/
G45 C10-1,2,3	64.8	1.86	9.7	0.28	0.5	/
G60 C6-1,2,3	122.8	3.53	17.6	0.50	2.3	1.6
G60 C10-1,2,3	165.8	4.76	29.3	0.84	2.6	1.6
G80 C6-1,2,3	155.3	4.46	19.4	0.56	2.2	1.4
G80 C10-1,2,3	183.5	5.27	25.2	0.72	2.6	1.4
Notes：$ {f}_{\mathrm{c}\mathrm{o}}^{\prime}$ is the compressive strength of unconfined concrete; $ {f}_{\mathrm{c}\mathrm{c}}^{\prime} $ is the peak compressive strength of confined concrete; $ {f}_{\mathrm{l}} $ is the effective restraint strength; $ {\varepsilon }_{\mathrm{c}\mathrm{c}} $ is the peak axial strain; $ {\varepsilon }_{\mathrm{f}\mathrm{e}} $ is the hoop effective confinement strain.

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表 4 纤维缠绕GFRP管约束混凝土峰值强度预测公式及指标评价

Table 4. Prediction formula and index evaluation of peak strength of fiber wound GFRP tube confined concrete

Prediction formula	$ {f}_{\mathrm{c}\mathrm{c}}^{\prime}/{f}_{\mathrm{c}\mathrm{o}}^{\prime} $	$ \mathrm{I}\mathrm{A}\mathrm{E}/\mathrm{\%} $	$ \mathrm{M}\mathrm{A}\mathrm{P}\mathrm{E}/\mathrm{\%} $
Lam^[8]	$ 1+3.3\left({f}_{\mathrm{l}}/{f}_{\mathrm{c}\mathrm{o}}^{\prime}\right) $	24.0	18.7
Saafi^[9]	$ 1+2.2{\left({f}_{\mathrm{l}}/{f}_{\mathrm{c}\mathrm{o}}^{\prime}\right)}^{0.84} $	49.1	28.1
Karbhari^[10]	$ 1+2.1{\left({f}_{\mathrm{l}}/{f}_{\mathrm{c}\mathrm{o}}^{\prime}\right)}^{0.87} $	53.4	29.4
Wu^[11]	$ 1+2.23{\left({f}_{\mathrm{l}}/{f}_{\mathrm{c}\mathrm{o}}^{\prime}\right)}^{0.96} $	50.8	28.4
Matthys^[12]	$ 1+2.3{\left({f}_{\mathrm{l}}/{f}_{\mathrm{c}\mathrm{o}}^{\prime}\right)}^{0.85} $	46.0	27.0
Youssef^[13]	$ 1+2.25{\left({f}_{\mathrm{l}}/{f}_{\mathrm{c}\mathrm{o}}^{\prime}\right)}^{1.25} $	57.1	31.4
Formula 5	$ 1+1.38{\left({f}_{\mathrm{l}}/{f}_{\mathrm{c}\mathrm{o}}^{\prime}\right)}^{0.39} $	7.9	8.5
Formula 6	$ 1+1.72{\left({f}_{\mathrm{l}}/{f}_{\mathrm{c}\mathrm{o}}^{\prime}\right)}^{0.96} $	9.0	9.1
Formula 7	$ 1+3.65{\left({f}_{\mathrm{l}}/{f}_{\mathrm{c}\mathrm{o}}^{\prime}\right)}^{0.60} $	7.2	7.7
Formula 8	$ 1+4.86{\left({f}_{\mathrm{l}}/{f}_{\mathrm{c}\mathrm{o}}^{\prime}\right)}^{0.68} $	4.9	5.1
Notes: $ {f}_{\mathrm{c}\mathrm{c}}^{\prime}/{f}_{\mathrm{c}\mathrm{o}}^{\prime} $ is normalized peak strength; IAE is integral absolute error; MAPE is mean absolute percentage error.

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