CFRP约束地质聚合物混凝土轴向应力-应变关系

周华飞; 洪恒达; 谢子令; 董鑫熠

doi:10.13801/j.cnki.fhclxb.20230522.001

CFRP约束地质聚合物混凝土轴向应力-应变关系

doi: 10.13801/j.cnki.fhclxb.20230522.001

周华飞^{1, 2},
洪恒达¹,
谢子令^{3, 4, ,},
董鑫熠¹

1.
浙江工业大学　土木工程学院，杭州 310023
2.
浙江省工程结构与防灾减灾技术研究重点实验室(浙江工业大学)，杭州 310023
3.
温州大学　建筑工程学院，温州 325035
4.
浙江省软弱土地基与海涂围垦工程技术重点实验室(温州大学)，温州 325035

基金项目: 国家自然科学基金(52278320)；浙江省自然科学基金(LGF21E080010)

详细信息

通讯作者:
谢子令，博士，副教授，硕士生导师，研究方向为新型建筑材料的组织与性能　E-mail: xiezl@wzu.edu.cn

中图分类号: TU528.41；TB332
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出版历程
- 收稿日期: 2023-03-29
- 修回日期: 2023-05-04
- 录用日期: 2023-05-15
- 网络出版日期: 2023-05-23
- 刊出日期: 2024-01-01

Axial stress-strain behavior of CFRP-confined geopolymer concrete

ZHOU Huafei^{1, 2},
HONG Hengda¹,
XIE Ziling^{3, 4
, ,},
DONG Xinyi¹

1.
College of Civil Engineering, Zhejiang University of Technology, Hangzhou 310023, China
2.
Zhejiang Key Laboratory of Civil Engineering Structures & Disaster Prevention and Mitigation Technology (Zhejiang University of Technology), Hangzhou 310023, China
3.
College of Civil Engineering and Architecture, Wenzhou University, Wenzhou 325035, China
4.
Key Laboratory of Engineering and Technology for Soft Soil Foundation and Tideland Reclamation of Zhejiang Province (Wenzhou University), Wenzhou 325035, China

Funds: National Natural Science Foundation of China (52278320); Zhejiang Provincial Natural Science Foundation of China (LGF21E080010)

摘要

摘要: 为了探究地质聚合物混凝土(GPC)在多轴应力状态下的应力-应变关系，开展了碳纤维增强树脂复合材料(CFRP)约束GPC圆柱的轴压试验，揭示了GPC在不同约束条件下的应力-应变曲线特征，据此建立了完整的轴向应力-应变模型、抗压强度模型和极限轴向压应变模型，特别是针对CFRP约束普通强度GPC，提出了新的模型参数表达式，并利用文献试验结果予以验证。结果表明：抗压强度模型具有良好的预测能力，预测值的平均绝对误差为3.55%；极限轴向压应变模型也能较精准地对其他研究的试验结果做出预测，预测值的平均绝对误差为17.03%。新的轴向应力-应变模型参数表达式不仅适用于CFRP约束高强GPC也适用于CFRP约束普通强度GPC。
- 地质聚合物混凝土 /
- 纤维增强复合材料 /
- 应力-应变模型 /
- 极限状态 /
- 被动约束
Abstract: To investigate the stress-strain behavior of geopolymer concrete (GPC) under multi-axial stress states, axial compression tests were conducted on GPC columns with and without carbon fiber reinforced polymer (CFRP) confinement. The characteristics of stress-strain curves for GPC under various confinement conditions were examined, and models for axial stress-strain, compressive strength, and ultimate axial compressive strain were established. Specifically, novel expressions for model parameters were proposed for CFRP-confined normal strength GPC, and the model was validated using experimental results from other studies. The results demonstrate that the compressive strength model has good predictive capability, with an average absolute error of 3.55%. Additionally, the ultimate axial compressive strain model accurately predicts experimental results from other studies, with an average absolute error of 17.03%. The newly proposed parameter expressions for the axial stress-strain model are applicable not only to CFRP-confined high-strength GPC but also to CFRP-confined normal strength GPC.
- geopolymer concrete /
- fiber-reinforced polymer /
- stress-strain model /
- ultimate condition /
- passive confinement

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图 1 轴压试验的装置与设置

Figure 1. Experiment setup and instrumentation for axial compression test

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图 2 无约束试件和碳纤维增强树脂复合材料(CFRP)约束GPC试件的轴向应力-应变曲线

Figure 2. Axial stress-strain curves of unconfined and carbon fiber reinforced polymer (CFRP)-confined GPC specimens

Labels of the specimens are as follows: The letter such as "GA" denotes the mixture of GPC; The first number such as "0" denotes the number of CFRP layers; The second number such as "2" differentiates the two nominally identical specimens. For example, "GC0-2" stands for the second specimen of the two nominally identical specimens of mix GC unconfined GPC; "GA1-1" stands for the first specimen of the two nominally identical specimens of 1 layer CFRP-confined GPC specimens

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图 3 CFRP约束GPC的轴向应力-环向应变曲线

Figure 3. Axial stress-hoop strain curves of CFRP-confined GPC specimens

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图 4 极限状态下的CFRP约束GPC试件

Figure 4. CFRP-confined GPC specimens in ultimate condition

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图 5 CFRP约束GPC的抗压强度对比

Figure 5. Comparison of compressive strength of CFRP-confined GPC

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图 6 CFRP约束GPC的极限轴向应变对比

Figure 6. Comparison of ultimate axial strains of CFRP-confined GPC

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图 7 CFRP约束GPC的实测、最优拟合及预测应力-应变曲线对比

Figure 7. Comparison of measured, best fit and predicted stress-strain curves of CFRP-confined GPC

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图 8 CFRP约束GPC轴向应力-应变模型参数$ \lambda $的预测曲线

Figure 8. Reproduced curves of the axial stress-strain model parameter $ \lambda $ for CFRP-confined GPC

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图 9 CFRP约束GPC的实测与预测应力-应变曲线对比

Figure 9. Comparison of measured and predicted stress-strain curves of CFRP-confined GPC

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表 1 地质聚合物混凝土(GPC)配合比

Table 1. Mix proportions of geopolymer concrete (GPC)

Mixture	Coarse aggregate/(kg·m⁻³)	Fine aggregate/(kg·m⁻³)	Fly ash/(kg·m⁻³)	Silica fume/(kg·m⁻³)	Alkaline activators/(kg·m⁻³)
GA	1150	415	480	120	250
GB	1150	415	420	180	230
GC	1150	415	330	270	220
Note: GA, GB, GC—Three kinds of strength of GPC specimen.

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表 2 粉煤灰和硅灰化学成分的X 射线荧光光谱(XRF)分析

Table 2. Chemical compositions of fly ash and silica fume obtained from X-ray fluorescence (XRF) analysis

	SiO₂/ wt%	Al₂O₃/ wt%	CaO/ wt%	Fe₂O₃/ wt%	TiO₂/ wt%	K₂O/ wt%	SO₃/ wt%	MgO/ wt%	P₂O₅/ wt%	Na₂O/ wt%	SrO/ wt%	ZrO₂/ wt%	ZnO/ wt%	LOI/ wt%
Fly ash	49.10	36.70	4.96	3.67	1.39	0.94	0.49	0.37	0.26	0.20	0.18	0.12	0.02	2.08
Silica fume	84.69	0.39	1.37	3.77	—	1.25	0.42	3.73	0.16	1.05	0.01	—	1.18	1.30
Note：LOI—Loss of weight after ignition

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表 3 无约束GPC的弹性模量

Table 3. Elasticity modulus of unconfined GPC

Specimen	$ {E_{\text{c}}} $/GPa
Specimen	Measured	Proposed
GA0-1	14.88	15.79
GA0-2	16.54	16.05
GB0-1	18.82	19.01
GB0-2	17.93	18.62
GC0-1	21.49	21.59
GC0-2	22.61	20.88
Note: $ {E_{\text{c}}} $—Elasticity modulus of unconfined GPC.

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表 4 无约束GPC试件的单轴抗压强度和对应的轴向应变

Table 4. Uniaxial compressive strengths and corresponding axial strains of unconfined GPC specimens

Specimen	$ f_{{\text{co}}}' $/MPa	$ {\varepsilon _{{\text{co}}}} $/%	Average
Specimen	$ f_{{\text{co}}}' $/MPa	$ {\varepsilon _{{\text{co}}}} $/%	$ f_{{\text{co}}}' $/MPa	$ {\varepsilon _{{\text{co}}}} $/%
GA0-1	24.4	0.47	24.3	0.46
GA0-2	24.2	0.45	24.3	0.46
GB0-1	34.1	0.31	34.2	0.32
GB0-2	34.3	0.32	34.2	0.32
GC0-1	43.3	0.27	43.3	0.27
GC0-2	43.2	0.26	43.3	0.27
Note: $ f_{{\text{co}}}' $, $ {\varepsilon _{{\text{co}}}} $—Uniaxial compressive strengths and correspond-ing strains of unconfined GPC specimens.

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表 5 CFRP约束GPC试件的抗压强度和极限轴向应变

Table 5. Compressive strengths and ultimate axial strains of CFRP-confined GPC specimens

Specimen	$ f_{{\text{cc}}}' $/MPa	$ f_{{\text{cc}}}'/f_{{\text{co}}}' $	$ {\varepsilon _{{\text{cu}}}} $/%	$ {\varepsilon _{{\text{cu}}}}/{\varepsilon _{{\text{co}}}} $
GA1-1	40.0	1.65	1.58	3.36
GA1-2	39.8	1.64	1.45	3.09
GA2-1	49.5	2.04	1.83	3.89
GA2-2	48.6	2.00	2.07	4.50
GB1-1	47.7	1.39	0.83	2.59
GB1-2	49.3	1.44	0.79	2.47
GB2-1	64.1	1.87	1.34	4.19
GB2-2	65.7	1.92	1.27	3.97
GC1-1	52.9	1.22	0.59	2.19
GC1-2	52.2	1.21	0.58	2.15
GC2-1	66.1	1.53	0.86	3.19
GC2-2	69.1	1.60	0.99	3.67
Note: $ f_{{\text{cc}}}' $, $ {\varepsilon _{{\text{cu}}}} $—Compressive strengths and ultimate axial strains of CFRP-confined GPC specimens.

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表 6 CFRP约束GPC极限状态模型的误差

Table 6. Reproduction and prediction errors in the ultimate condition model of CFRP-confined GPC

Ultimate condition	$ f_{{\text{cc}}}' $						$ {\varepsilon _{{\text{cu}}}} $
	$ \alpha = 3.334 $			$ \alpha = 2.651 + 0.026 f_{{\text{co}}}^\prime $			$ {\varepsilon _{{\text{cu}}}} $
	A/%	S/%	M	A/%	S/%	M	A/%	S/%	M
Reproduction	6.95	8.94	0.99	6.11	8.10	1.01	7.75	9.95	1.02
Prediction	4.35	4.69	0.97	3.55	4.28	1.02	17.03	4.09	1.17
Notes: α—Strength enhancement coefficient; A—Average absolute error; S—Standard deviation; M—Mean value.

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表 7 CFRP约束GPC的轴向应力-应变模型参数对比

Table 7. Comparison of parameters in axial stress-strain model of CFRP-confined GPC

Specimen	Best fit			Alrshoudi et al^[19]			Proposed
Specimen	$ {f_{{\text{ct}}}} $/MPa	$ {\varepsilon _{{\text{ct}}}} $/%	$ \lambda $	$ {f_{{\text{ct}}}} $/MPa	$ {\varepsilon _{{\text{ct}}}} $/%	$ \lambda $	$ {f_{{\text{ct}}}} $/MPa	$ {\varepsilon _{{\text{ct}}}} $/%	$ \lambda $
GA1-1	26.8	0.49	0.47	28.1	0.72	0.40	29.3	0.53	0.49
GA2-1	31.0	0.53	0.52	31.8	0.97	0.80	33.9	0.55	0.54
GB1-2	41.1	0.45	0.61	38.0	0.44	0.29	39.4	0.37	0.53
GB2-2	45.0	0.47	0.63	41.7	0.56	0.57	44.1	0.40	0.58
GC1-1	46.6	0.31	0.49	47.1	0.35	0.23	48.6	0.32	0.55
GC2-1	50.7	0.40	0.67	50.8	0.43	0.45	53.3	0.35	0.61
Notes: $ {f_{{\text{ct}}}} $ and $ {\varepsilon _{{\text{ct}}}} $—Axial strength and strain of transition point; $ \lambda $—Shape parameter of curve.

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