Effects of Steel Fiber and Specimen Geometric Dimensions on the Mechanical Properties of Ultra-High-Performance Concrete
Abstract
:1. Introduction
2. Experimental Program
2.1. Raw Materials
2.2. Mix Procedure and Specimen Preparation
2.2.1. Mix Procedure
2.2.2. Compressive Specimen Preparation
2.2.3. Tensile Specimen Preparation
2.3. Experimental Setup
2.3.1. Compressive Test
2.3.2. Tensile Test
2.3.3. DIC Technology
3. Results and Discussion
3.1. Workability
3.2. Failure Pattern
3.2.1. Reference Compressive Specimen (ϕ100 × 200 mm2 Cylinder)
3.2.2. Compressive Specimens with Different Geometric Dimensions
3.2.3. Reference Tensile Specimen (Dog-Bone Shaped Specimen)
3.2.4. Tensile Specimens with Different Geometric Dimensions
3.2.5. Results of DIC
3.3. Stress–Strain Relationship
3.3.1. Compressive Stress–Strain Relationship
3.3.2. Tensile Stress–Strain Curve
3.4. Mechanical Properties of Specimens
3.4.1. Elastic Modulus and Poisson’s Ratio
3.4.2. Compressive Strength and Corresponding Stress
3.4.3. Tensile Strength and Corresponding Stress
4. Constitutive Law
4.1. Compressive Constitutive Law
4.2. Tensile Constitutive Law
5. Conclusions
- The increase in steel fiber volume contents led to the reduction in flowability of fresh UHPC. On the contrary, unit weight increased with the incorporation of steel fibers. However, no noticeable variations occurred in the workability of UHPC with different fiber types;
- As for compressive properties, compressive stress and elastic modulus were improved with increasing fiber volume content and curing age, regardless of the fiber types. Poisson’s ratio was insignificantly influenced by fiber volume content and type, and increased slightly with curing age;
- The tensile performance of UHPC was substantially influenced by the increase in the fiber volume content and curing age. In addition, specimens with hooked-end fibers obtained better tensile properties than those with straight fibers.
- Specimens in tensile tests exhibited more a significant geometric dimension effect than those in compressive tests, which was attributed to the different loading procedures of the tensile tests and the random distribution of fibers in the tensile specimens. The compressive strength of the cylinder was closed to 100 mm cube compressive strength. Conversion factors were proposed for the transformation of compressive strengths measured on a 70 or 150 mm cube and cylinder to the strength of 100 mm cube. The results measured from the direct tensile test and the splitting tensile test showed insignificant deviations. However, the mean tensile strength of prisms specimens in the axial tensile test and four-point bending test was about 0.50 and 1.51 times of those obtained from dog-bone-shaped specimens, respectively;
- The compressive stress–strain curves of UHPC with different parameters exhibited a sudden load drop after peak strength, while tensile stress–strain curves were divided into four phases. Based on the existing constitutive laws and comparison with results of those laws, the compressive constitutive law taking into account the effect of fiber content and fiber type was proposed. In addition, a four-stage tensile constitutive law was suggested to describe the tensile behavior of UHPC.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
- Graybeal, B.; Brühwiler, E.; Kim, B.; Toutlemonde, F.; Voo, Y.L.; Zaghi, A. International perspective on UHPC in bridge engineering. J. Bridge Eng. 2020, 25, 4020094. [Google Scholar] [CrossRef]
- Xue, J.; Briseghella, B.; Huang, F.; Nuti, C.; Chen, B. Review of ultra-high performance concrete and its application in bridge engineering. Constr. Build. Mater. 2020, 260, 119844. [Google Scholar] [CrossRef]
- Fang, Z.; Jiang, H.; Chen, G.; Dong, X.; Shao, T. Behavior of grouped stud shear connectors between precast high-strength concrete slabs and steel beams. Steel Compos. Struct. 2020, 34, 837–851. [Google Scholar]
- Fang, Z.; Fang, H.; Li, P.; Jiang, H.; Chen, G. Interfacial shear and flexural performances of steel–precast UHPC composite beams: Full-depth slabs with studs vs. demountable slabs with bolts. Eng. Struct. 2022, 260, 114230. [Google Scholar] [CrossRef]
- Habel, K.; Viviani, M.; Denarié, E.; Brühwiler, E. Development of the mechanical properties of an Ultra-High Performance Fiber Reinforced Concrete (UHPFRC). Cem. Concr. Res. 2006, 36, 1362–1370. [Google Scholar] [CrossRef]
- Fang, Z.; Jiang, H.; Xiao, J.; Dong, X.; Shao, T. in Shear performance of UHPC-filled pocket connection between precast UHPC girders and full-depth precast concrete slabs. Structures 2021, 29, 328–338. [Google Scholar] [CrossRef]
- Kazemi, S.; Lubell, A.S. Influence of Specimen Size and Fiber Content on Mechanical Properties of Ultra-High-Performance Fiber-Reinforced Concrete. ACI Mater. J. 2012, 6, 675–687. [Google Scholar]
- Fang, Z.; Fang, H.; Huang, J.; Jiang, H.; Chen, G. Static behavior of grouped stud shear connectors in steel–precast UHPC composite structures containing thin full-depth slabs. Eng. Struct. 2022, 252, 113484. [Google Scholar] [CrossRef]
- Yoo, D.Y.; Lee, J.H.; Yoon, Y.S. Effect of fiber content on mechanical and fracture properties of ultra high performance fiber reinforced cementitious composites. Compos. Struct. 2013, 106, 742–753. [Google Scholar] [CrossRef]
- Wu, Z.; Shi, C.; He, W.; Wang, D. Uniaxial Compression Behavior of Ultra-High Performance Concrete with Hybrid Steel Fiber. J. Mater. Civil Eng. 2016, 28, 6016017. [Google Scholar] [CrossRef]
- Fang, Z.; Liang, W.; Fang, H.; Haibo, J.; Wang, S. Experimental investigation on shear behavior of high-strength friction-grip bolt shear connectors in steel-precast UHPC composite structures subjected to static loading. Eng. Struct. 2021, 244, 112777. [Google Scholar] [CrossRef]
- An, L.H.; Fehling, E. Influence of steel fiber content and aspect ratio on the uniaxial tensile and compressive behavior of ultra high performance concrete. Constr. Build. Mater. 2017, 153, 790–806. [Google Scholar]
- Fladr, J.; Bily, P. Specimen size effect on compressive and flexural strength of high-strength fibre-reinforced concrete containing coarse aggregate. Compos. Part B Eng. 2017, 138, 77–86. [Google Scholar]
- Huang, H.; Gao, X.; Khayat, K.H. Influence of fiber alignment and length on flexural properties of UHPC. Constr. Build. Mater. 2021, 290, 122863. [Google Scholar]
- Yoo, D.Y.; Banthia, N. Mechanical properties of ultra-high-performance fiber-reinforced concrete: A review. Cem. Concr. Compos. 2016, 73, 267–280. [Google Scholar] [CrossRef]
- Wille, K.; El-Tawil, S.; Naaman, A.E. Properties of Strain Hardening Ultra High Performance Fiber Reinforced Concrete (UHP-FRC) under Direct Tensile Loading. Cem. Concr. Compos. 2014, 48, 53–66. [Google Scholar] [CrossRef]
- AFGC/SETRA. Ultra High Performance Fibre-Reinforced Concretes, Interim Recommendations; SETRA: Bagneux, France, 2002. [Google Scholar]
- Graybeal, B.A. Compressive Behavior of Ultra-High-Performance Fiber-Reinforced Concrete. ACI Mater. J. 2007, 104, 146–152. [Google Scholar]
- Nielsen, C.V. Ultra High-Strength Steel Fibre Reinforced Concrete; Part 1. Basic StrengthProperties of Compresit Matrix (with Review on Properties of Fibre Reinforced and High-Strength Concrete); Technical University of Denmark: Lyngby, Denmark, 1995. [Google Scholar]
- Yang, J.; Fang, Z. Research on stress-strain relation of ultra high performance concrete. Concrete 2008, 7, 5. (In Chinese) [Google Scholar]
- Zhang, Z.; Shao, X.; Li, W.; Zhu, P.; Chen, H. Axial Tensile Behavior Test of Ultra High Performance Concrete. China J. Highw. Transp. 2015, 28, 50–58. [Google Scholar]
- Li, L.; Zheng, W.-Z.; Lu, S.-S. Experimental study on mechanical properties of reactive powder concrete. J. Harbin Inst. Technol. 2010, 17, 795–800. [Google Scholar]
- Liao, W.C.; Chao, S.H.; Park, S.Y.; Naaman, A.E. Self-Consolidating High Performance Fiber Reinforced Concrete: SCHPFRC; Report; University of Michigan: Ann Arbor, MI, USA, 2006. [Google Scholar]
- Tsioulou, O. Experimental and Numerical Investigation on the Size Effect of Ultrahigh-Performance Fibre-Reinforced Concrete (UHFRC). Materials 2021, 14, 5714. [Google Scholar]
- GB 31387-2015; Reactive Powder Concrete. Ministry of Transport of the People’s Republic of China: Beijing, China, 2015. (In Chinese)
- ASTM C1856/C1856M-17; Standard Practice for Fabricating and Testing Specimens of Ultra-High Performance Concrete. ASTM International: West Conshohocken, PA, USA, 2017.
- Afnor, N.F. P18–710, Specific Rules for Ultra-High Performance Fiber-Reinforced Concrete (UHPFRC); European Committee for Standardization: Brussels, Belgium, 2016. [Google Scholar]
- JSCE. JSCE Recommendations for Design and Construction of High Performance Fiber Reinforced Cement Composite with Multiple Fine Cracks; Japan Society of Civil Engineers: Tokyo, Japan, 2008. [Google Scholar]
- ASTM C496/C496M-11; Standard Test Method for Splitting Tensile Strength of Cylindrical Concrete Specimens. ASTM International: West Conshohocken, PA, USA, 2016.
- Li, M.; Hao, H.; Shi, Y.; Hao, Y. Specimen shape and size effects on the concrete compressive strength under static and dynamic tests. Constr. Build. Mater. 2018, 161, 84–93. [Google Scholar] [CrossRef]
- Graybeal, B.; Davis, M. Cylinder or Cube: Strength Testing of 80 to 200 MPa (11.6 to 29 ksi) Ultra-High-Performance Fiber-Reinforced Concrete. ACI Mater. J. 2008, 105, 603–609. [Google Scholar]
- GB 175-2007; Chinese Cement: Common Portland Cemen. State General Administration of the People’s Republic of China for Quality Supervision and Inspection and Quarantine: Beijing, China, 2007. (In Chinese)
- ASTM C1437−15; Standard Test Method for Flow of Hydraulic Cement Mortar. ASTM International: West Conshohocken, PA, USA, 2015.
- Hassan, A.M.T.; Jones, S.W.; Mahmud, G.H. Experimental test methods to determine the uniaxial tensile and compressive behaviour of ultra high performance fibre reinforced concrete (UHPFRC). Constr. Build. Mater. 2012, 37, 874–882. [Google Scholar] [CrossRef]
- Abbassi, F.; Ahmad, F. Behavior Analysis of Concrete with Recycled Tire Rubber as Aggregate Using 3D-Digital Image Correlation. J. Clean. Prod. 2020, 274, 123074. [Google Scholar] [CrossRef]
- Martinie, L.; Rossi, P.; Roussel, N. Rheology of fiber reinforced cementitious materials: Classification and prediction. Cem. Concr. Res. 2010, 40, 226–234. [Google Scholar] [CrossRef]
- Niu, Y.; Wei, J.; Jiao, C. Crack propagation behavior of ultra-high-performance concrete (UHPC) reinforced with hybrid steel fibers under flexural loading. Constr. Build. Mater. 2021, 294, 123510. [Google Scholar] [CrossRef]
- Wille, K.; Naaman, A.E.; El-Tawil, S.; Parra-Montesinos, G.J. Ultra-high performance concrete and fiber reinforced concrete: Achieving strength and ductility without heat curing. Mater. Struct. 2012, 45, 309–324. [Google Scholar] [CrossRef]
- Naaman, A.E. Tensile Strain-Hardening FRC Composites: Historical Evolution Since the 1960; Springer: Berlin/Heidelberg, Germany, 2007. [Google Scholar]
- Yang, J.; Chen, B.; Nuti, C. Influence of steel fiber on compressive properties of ultra-high performance fiber-reinforced concrete. Constr. Build. Mater. 2021, 302, 124104. [Google Scholar] [CrossRef]
- Shafieifar, M.; Farzad, M.; Azizinamini, A. Experimental and numerical study on mechanical properties of Ultra High Performance Concrete (UHPC). Constr. Build. Mater. 2017, 156, 402–411. [Google Scholar] [CrossRef]
- Du Béton, F.I. Structural Concrete: Textbook on Behaviour. In Design and Performance-Updated Knowledge of the CEB/FIP Model Code; International Federation for Structural Concrete (FIB): Lausanne, Switzerland, 1990; Volume 1999, pp. 1–3. [Google Scholar]
- Wang, Z.; Nie, X.; Fan, J.; Lu, X.; Ding, R. Experimental and numerical investigation of the interfacial properties of non-steam-cured UHPC-steel composite beams. Constr. Build. Mater. 2019, 195, 323–339. [Google Scholar] [CrossRef]
Type | Diameter df (mm) | Length lf (mm) | Aspect Ratio (lf/df) | Tensile Strength (MPa) | Elastic Modulus (GPa) | Fiber Type |
---|---|---|---|---|---|---|
Type I | 0.22 | 13 | 59.09 | 2600 | 200 | Hooked-end |
Type II | 0.22 | 16 | 72.73 | 2500 | 200 | Hooked-end |
Type III | 0.25 | 16 | 64.00 | 2600 | 200 | Hooked-end |
Type IV | 0.20 | 13 | 65.00 | 2800 | 200 | Straight |
No. | UHPC Mixes Design (kg/m3) | Fiber Volume Content (%) | Fiber Type | Slump Flow (mm) | Unit Weight (kg/m3) | ||||||
---|---|---|---|---|---|---|---|---|---|---|---|
Cement | Silica Fume | Silica Sand | Nano-CaCO3 | Water | Water Reducer | Steel Fiber | |||||
I | 829 | 216 | 1079 | 35 | 194 | 29 | 0 | 0 | - | 225 | 2294 |
II | 78 | 1 | Type I | 222 | 2392 | ||||||
III | 156 | 2 | Type I | 217 | 2429 | ||||||
IV | 234 | 3 | Type I | 212 | 2498 | ||||||
V | 156 | 2 | Type II | 228 | 2441 | ||||||
VI | 156 | 2 | Type III | 232 | 2456 | ||||||
VII | 156 | 2 | Type IV | 220 | 2441 |
Type | Specimen | Specimen Geometry | Fiber Volume Content | Fiber Type | Age |
---|---|---|---|---|---|
Compression | C-0-I-28d | ϕ100 × 200 mm2 cylinders (Reference compressive specimens) | 0 | Type I | 28 d |
C-1-I-28d | 1% | Type I | 28 d | ||
C-2-I-28d | 2% | Type I | 28 d | ||
C-3-I-28d | 3% | Type I | 28 d | ||
C-2-II-28d | 2% | Type II | 28 d | ||
C-2-III-28d | 2% | Type III | 28 d | ||
C-2-IV-28d | 2% | Type IV | 28 d | ||
C-2-I-3d | 2% | Type I | 3 d | ||
C-2-I-7d | 2% | Type I | 7 d | ||
C-Cy150 | ϕ150 × 300 mm2 cylinders | 2% | Type I | 28 d | |
C-Cu70 | 70 × 70 × 70 mm3 cubes | 2% | Type I | 28 d | |
C-Cu100 | 100 × 100 × 100 mm3 cubes | 2% | Type I | 28 d | |
C-Cu150 | 150 × 150 × 150 mm3 cubes | 2% | Type I | 28 d | |
Tension | T-0-I-28d | dog-bone shaped specimens (Reference tensile specimens) | 0 | Type I | 28 d |
T-1-I-28d | 1% | Type I | 28 d | ||
T-2-I-28d | 2% | Type I | 28 d | ||
T-3-I-28d | 3% | Type I | 28 d | ||
T-2-II-28d | 2% | Type II | 28 d | ||
T-2-III-28d | 2% | Type III | 28 d | ||
T-2-IV-28d | 2% | Type IV | 28 d | ||
T-2-I-3d | 2% | Type I | 3 d | ||
T-2-I-7d | 2% | Type I | 7 d | ||
T-Cy100 | ϕ100 × 200 mm2 cylinders | 2% | Type I | 28 d | |
T-Cy150 | ϕ150 × 300 mm2 cylinders | 2% | Type I | 28 d | |
T-WL | 100 × 100 × 400 mm3 prisms | 2% | Type I | 28 d | |
T-ZL | 100 × 100 × 500 mm3 prisms | 2% | Type I | 28 d |
Specimen | Compressive Strength (MPa) | Peak Stain (με) | Elastic Modulus (MPa) | Poisson’s Ratio |
---|---|---|---|---|
C-0-I-28d | 129.01 | 3455 | 40,518 | 0.221 |
C-1-I-28d | 131.46 | 3527 | 42,061 | 0.220 |
C-2-I-28d | 135.07 | 3612 | 42,780 | 0.221 |
C-3-I-28d | 138.45 | 3525 | 44,107 | 0.220 |
C-2-II-28d | 135.09 | 3403 | 43,051 | 0.223 |
C-2-III-28d | 134.86 | 3235 | 44,241 | 0.226 |
C-2-IV-28d | 135.74 | 3359 | 42,877 | 0.218 |
C-2-I-3d | 90.46 | 2751 | 39,638 | 0.209 |
C-2-I-7d | 111.77 | 2986 | 42,378 | 0.214 |
ϕ150 × 300 mm2 Cylinders (MPa) | 70 × 70 × 70 mm3 Cubes (MPa) | 100 × 100 × 100 mm3 Cubes (MPa) | 150 × 150 × 150 mm3 Cubes (MPa) | ||||
---|---|---|---|---|---|---|---|
Mean (Pcy150) | 134.99 | Mean (Pcu70) | 146.85 | Mean (Pcu100) | 135.01 | Mean (Pcu150) | 123.53 |
Pcy150/Pc 1 | 1.00 | Pcu70/Pc | 1.09 | Pcu100/Pc | 1.00 | Pcu150/Pc | 0.91 |
Specimen | Tensile Strength (MPa) | Strength Error 1 (%) | Peak Stain (με) | Strain Error 2 (%) |
---|---|---|---|---|
T-0-I-28d | 3.64 | −66 | 58 | −98 |
T-1-I-28d | 7.13 | −34 | 1834 | −29 |
T-2-I-28d | 10.73 | 0 | 2576 | 0 |
T-3-I-28d | 11.66 | 9 | 3357 | 30 |
T-2-II-28d | 10.47 | −2 | 2503 | −3 |
T-2-III-28d | 10.77 | 0 | 2564 | 0 |
T-2-IV-28d | 7.82 | −27 | 698 | −73 |
T-2-I-3d | 8.13 | −24 | 701 | −73 |
T-2-I-7d | 9.19 | −15 | 1130 | −56 |
ϕ100 × 200 mm2 Cylinders (MPa) | ϕ150 × 300 mm2 Cylinders (MPa) | 100 × 100 × 400 mm3 Prisms (MPa) | 100 × 100 × 500 mm3 Prisms (MPa) | ||||
---|---|---|---|---|---|---|---|
Mean (Psp100) | 10.81 | Mean (Psp150) | 10.75 | Mean (PWL) | 16.24 | Mean (PZL) | 5.33 |
Psp100/Pt 1 | 1.01 | Psp150/Pt | 1.00 | PWL/Pt | 1.51 | PZL/Pt | 0.50 |
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Fang, H.; Gu, M.; Zhang, S.; Jiang, H.; Fang, Z.; Hu, J. Effects of Steel Fiber and Specimen Geometric Dimensions on the Mechanical Properties of Ultra-High-Performance Concrete. Materials 2022, 15, 3027. https://doi.org/10.3390/ma15093027
Fang H, Gu M, Zhang S, Jiang H, Fang Z, Hu J. Effects of Steel Fiber and Specimen Geometric Dimensions on the Mechanical Properties of Ultra-High-Performance Concrete. Materials. 2022; 15(9):3027. https://doi.org/10.3390/ma15093027
Chicago/Turabian StyleFang, Haozhen, Mingen Gu, Shufeng Zhang, Haibo Jiang, Zhuangcheng Fang, and Jiaxin Hu. 2022. "Effects of Steel Fiber and Specimen Geometric Dimensions on the Mechanical Properties of Ultra-High-Performance Concrete" Materials 15, no. 9: 3027. https://doi.org/10.3390/ma15093027