混杂钢纤维超高性能混凝土轴拉力学性能及本构模型

王秋维; 梁林; 史庆轩

doi:10.13801/j.cnki.fhclxb.20230529.002

混杂钢纤维超高性能混凝土轴拉力学性能及本构模型

doi: 10.13801/j.cnki.fhclxb.20230529.002

西安建筑科技大学　土木工程学院，西安 710055

基金项目: 国家自然科学基金(52178505；51878543)

详细信息

通讯作者:
梁林，博士生，研究方向为超高性能混凝土及其结构　E-mail: lianglin1107@xauat.edu.cn

中图分类号: TU528；TB333
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出版历程
- 收稿日期: 2023-03-21
- 修回日期: 2023-04-26
- 录用日期: 2023-05-18
- 网络出版日期: 2023-05-29
- 刊出日期: 2024-01-01

Mechanical properties and constitutive model of ultra-high performance concrete with hybrid steel fiber under axial tension

School of Civil Engineering, Xi'an University of Architecture and Technology, Xi'an 710055, China

Funds: National Natural Science Foundation of China (52178505; 51878543)

摘要

摘要: 通过单轴受拉试验，研究了平直型(短直、长直)和端钩钢纤维混掺的超高性能混凝土(Ultra-high performance concrete，UHPC)轴心受拉力学性能，基于试验结果分析了钢纤维掺量和混杂配比对UHPC抗拉强度、应变能力、韧性等的影响。结果表明：UHPC轴拉试件发生多缝延性破坏，且宏观主裂缝的倾斜、弯曲程度随端钩纤维的混掺越发明显；混杂短直和端勾钢纤维UHPC的轴拉性能随着端勾纤维掺量的增大而显著提升，而混掺长直和端勾钢纤维UHPC的轴拉性能呈相反变化趋势；混杂钢纤维在UHPC受拉过程中呈现出逐级、分层次、相互作用的阻裂增韧特点，短直和端钩钢纤维掺量均为1.0vol%的UHPC轴拉力学性能最佳，其抗拉强度、应变能力和韧性同比单掺短直纤维试件分别提高28.2%、147%和31.1%。基于实测轴拉应力-应变曲线分析，提出了考虑纤维相互作用和纤维增强因子的混杂钢纤维UHPC轴拉本构模型，与相关试验曲线吻合良好，可用于预测UHPC受拉应力-应变关系。
- UHPC /
- 混杂钢纤维 /
- 应力-应变曲线 /
- 轴拉力学性能 /
- 本构模型
Abstract: The axial tensile mechanical properties of ultra-high performance concrete (UHPC) mixed with straight (short straight, long straight) and end-hooked steel fibers were studied through the uniaxial tensile test. Based on the test results, the effects of steel fiber content and mixed ratio on tensile strength, strain capacity and toughness of UHPC were analyzed. The results show that the multi-crack ductile failure occurs in UHPC specimens under axial tensile, and the inclination and bending degree of macro main cracks become more and more obvious with the mixing of end-hooked fibers. The axial tensile properties of UHPC with hybrid short straight and end-hooked steel fibers increase significantly with the increase of end-hooked fiber content, while the axial tensile properties of UHPC with hybrid long straight and end-hooked steel fibers show an opposite trend. Hybrid steel fibers exhibit the characteristics of staged, layered and interactive crack resistance and toughening during the UHPC tensile process. The UHPC with 1.0vol% short straight and 1.0vol% end-hooked steel fibers has the best axial tensile mechanical properties, and its tensile strength, strain capacity and toughness are improved by 28.2%, 147% and 31.1% respectively compared with the specimens with single short straight fibers. A uniaxial tensile constitutive model of UHPC with hybrid steel fibers considering fiber interaction and fiber reinforcement factor is proposed by analyzing the measured axial tensile stress-strain curves. The proposed model is in good agreement with the relevant test curves and can be used to predict the tensile stress-strain relationship of UHPC.
- UHPC /
- hybrid steel fiber /
- stress-strain curve /
- axial tensile mechanical properties /
- constitutive model

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图 1 钢纤维类型

Figure 1. Types of steel fibers

SS—Short straight steel fiber; LS—Long straight steel fiber; H—End-hooked steel fiber

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图 2 UHPC轴拉试件尺寸(a)及加载装置(b)

Figure 2. UHPC specimen size (a) and loading device (b)

R—Radius

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图 3 混杂钢纤维UHPC典型破坏形态

Figure 3. Typical failure modes of UHPC with hybrid steel fiber

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图 4 钢纤维掺量及类型对UHPC轴拉力学性能的影响

Figure 4. Effect of steel fiber content and type on mechanical properties of UHPC under axial tension

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图 5 典型混杂钢纤维UHPC试件受拉断裂面

Figure 5. Tensile fracture surface of typical UHPC specimens with hybrid steel fiber

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图 6 混杂钢纤维UHPC受拉断裂破坏模型

Figure 6. Tensile fracture failure model of hybrid steel fiber UHPC

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图 7 UHPC轴拉应力-应变曲线

Figure 7. Stress-strain curves of UHPC under axial tension

σ_te—Elastic ultimate tensile stress; σ_tu—Peak tensile stress; ε_te—Elastic ultimate tensile strain; ε_tu—Peak tensile strain

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图 8 UHPC塑性上升段曲线拟合

Figure 8. Curve fitting of UHPC plastic ascending sections

R²—Fit goodness

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图 9 UHPC软化下降段曲线拟合

Figure 9. Curve fitting of UHPC softened descending sections

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图 10 UHPC轴拉本构模型验证

Figure 10. Verification of the uniaxial tensile constitutive model of UHPC

SF—Straight steel fiber; HF—End-hooked steel fiber

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表 1 P·O42.5R水泥基本性能

Table 1. Basic properties of P·O42.5R cement

Grade	Fineness/%	Setting time	Flexural strength/MPa		Compressive strength/MPa
42.5	≤3.0	Initial setting≥60 min, final coagulation≤5 h	3 d	28 d	3 d	28 d
42.5	≤3.0	Initial setting≥60 min, final coagulation≤5 h	≥3.5	≥6.5	≥17.0	≥42.5

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表 2 超高性能混凝土(UHPC)基体配合比

Table 2. Mixture proportion of ultra-high performance concrete (UHPC) matrix

Component	Cement	Silica fume	Quartz powder	Quartz sand	Water-binder ratio	Superplasticizer	Defoamer
Mass ratio	1.00	0.25	0.316	1.062	0.16	2.4%	0.25%

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表 3 钢纤维几何和物理性能

Table 3. Geometric and physical properties of steel fiber

Type of fiber	Length /mm	Diameter /mm	Length diameter ratio l/d	Density /(g·cm⁻³)	Elastic modulus /GPa	Tensile strength /MPa
SS	13	0.2	65	7.8	205	≥2 700
LS	18	0.2	90	7.8	205	≥2 700
H	16	0.2	80	7.8	205	≥2 700

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表 4 UHPC试件设计参数

Table 4. Design parameters of UHPC specimens

Specimen	Content of steel fiber/vol%			Total content of fiber/vol%
Specimen	SS	LS	H	Total content of fiber/vol%
1.5%SS/C	1.5	0	0	1.5
1.5%LS/C	0	1.5	0	1.5
2.0%SS/C	2.0	0	0	2.0
2.0%LS/C	0	2.0	0	2.0
1.5%SS-0.5%H/C	1.5	0	0.5	2.0
1.0%SS-1.0%H/C	1.0	0	1.0	2.0
1.5%LS-0.5%H/C	0	1.5	0.5	2.0
1.0%LS-1.0%H/C	0	1.0	1.0	2.0

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表 5 实测UHPC力学性能

Table 5. Measured mechanical properties of UHPC

Specimen	f_cu/MPa	f_c/MPa	f_cu/f_c	E_c/GPa
1.5%SS/C	122.35	102.77	0.84	47.5
1.5%LS/C	134.96	110.67	0.82	46.8
2.0%SS/C	133.05	117.08	0.88	48.3
2.0%LS/C	124.03	100.46	0.81	48.2
1.5%SS-0.5%H/C	128.42	111.73	0.87	48.9
1.0%SS-1.0%H/C	138.97	119.51	0.86	49.0
1.5%LS-0.5%H/C	132.53	107.35	0.81	46.9
1.0%LS-1.0%H/C	133.53	109.49	0.82	47.8
Notes: f_cu—Cubic compressive strength; f_c—Axial compressive strength; E_c—Compressive elastic modulus.

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表 6 UHPC试件轴拉力学性能指标

Table 6. Mechanical performance index of UHPC specimens under axial tension

Specimen	f_te/MPa	ε_te/%	f_tu/MPa	ε_tu/%	E_t0/MPa	f_tu/f_te	W_1.0/J	R_e,1.0
1.5%SS/C	5.82	0.0125	6.20	0.182	46560	1.07	11.91	0.77
1.5%LS/C	6.92	0.0147	8.21	0.294	47075	1.19	17.32	0.84
2.0%SS/C	6.78	0.0144	8.48	0.253	47083	1.25	16.70	0.79
2.0%LS/C	8.11	0.0166	10.32	0.401	48855	1.27	23.19	0.90
1.5%SS-0.5%H/C	8.03	0.0165	10.30	0.324	48667	1.28	18.62	0.72
1.0%SS-1.0%H/C	7.91	0.0163	10.87	0.590	48528	1.37	21.90	0.81
1.5%LS-0.5%H/C	7.39	0.0156	9.58	0.416	47372	1.30	20.65	0.86
1.0%LS-1.0%H/C	7.47	0.0153	8.75	0.269	48824	1.17	17.19	0.79
Notes: f_te—Elastic ultimate tensile strength; f_tu—Tensile strength; ε_te—Elastic ultimate tensile strain; ε_tu—Peak tensile strain; E_t0—Tensile elastic modulus; W_1.0—Tensile work; R_e,1.0—Toughness ratio.

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表 7 UHPC下降段曲线模型参数

Table 7. Model parameters of UHPC descending curves

Specimen	γ	α	β	R²
1.5%SS/C	0.97	0.140	2.604	0.981
1.5%LS/C	1.35	0.251	2.613	0.994
2.0%SS/C	1.30	0.242	2.867	0.996
2.0%LS/C	1.80	0.328	3.051	0.998
1.5%SS-0.5%H/C	1.89	1.198	2.583	0.998
1.0%SS-1.0%H/C	2.49	5.953	2.972	0.998
1.5%LS-0.5%H/C	2.27	0.697	2.898	0.997
1.0%LS-1.0%H/C	2.74	0.306	2.899	0.997
Notes: γ—Fiber reinforcement factor; α and β—Model parameters of softened descending section.

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