Research on Structural Performance of Hybrid Ferro Fiber Reinforced Concrete Slabs
Abstract
:1. Introduction
2. Materials and Methods
2.1. Cement
2.2. Fine Aggregate
2.3. Coarse Aggregate
2.4. Water
2.5. Silica Fume (SF)
2.6. Polypropylene Fibers
2.7. Steel Reinforcing Mesh
2.8. Steel Reinforcement
2.9. Specimen Preparation
2.10. Experimental Procedure and Testing of Flexural Specimens
3. Results and Discussions
3.1. Compressive Strength of Mortar Cubes
3.2. First Cracking and Ultimate Failure Load of Slab Specimens
3.3. Ductility Ratio
3.4. Load Deflection Response
3.5. Stress-Strain Response
3.6. Energy Absorbed
3.7. Crack Pattern
4. Conclusions
- Replacement of cement with 10% SF and adding PPF in cubes enhanced the compressive strength, with the maximum percentage recorded as 37.11% with 0.50% polypropylene fibers. SF improved the dispersion of PPF and increased the compressive strength through an improved bond between cement paste and aggregates.
- First cracking and ultimate loads depended on the number of wire mesh layers in ferrocement slabs.
- Higher numbers of wire meshes and their uniform distribution along the thickness of ferro cement slabs resulted in more ductility. This resulted in more cracks with reduced width.
- A comparative study of the first cracking load showed that adding PPF and reinforcement optimization in ferrocement slabs (four meshes, 0.50% PPF and 10% of SF) resulted in 15.25% higher values than the control slab.
- Increasing strain at peak stress and extended length of descending branch for the stress-strain curve was observed with an increased percentage of polypropylene fibers in the mixture.
- A similar increasing trend of 24.33% was observed for the energy absorption capacity of ferrocement slabs (four meshes, 0.30% PPF and 10% SF), proving enhanced ductile behavior and superiority in crack control for ferrocement slabs.
- A comparative study of deflection behavior showed that ferrocement slabs (four meshes, 0.30% PPF and 10% of SF) experienced a maximum of 13.56% more deflection than the control slab, exhibiting good ductility. Similarly, the percentage increase in strain observed with ferrocement slabs was 21.05% more than that of the control slab.
- The ductility ratio for ferrocement slabs showed the highest value of 1.77 in the case of F4MB1PPF-S and the least value of 1.16 for F1MC1PPF-S. The increasing trend was due to the increased % Vr of reinforcement mesh.
- Further research can be done to study the influence of mesh opening, mortar layer thickness and section depth on the flexural behavior of ferrocement slabs.
- More experimental work is required to study the flexural behavior of reinforced ferrocement slabs with other mesh types. The most economical type of mesh optimization study can then be carried out. Moreover, the durability aspects of selecting a curing technique and its optimum duration must be explored.
- Further experimental works are needed to explore the feasibility of using recycled aggregates instead of natural coarse aggregate concrete.
- SEM studies need to be conducted to better understand the binary action of SF and PPF on the concrete internal pores filling mechanism.
- Finite element analysis (FEA) and parametric study for investigating the effects of concrete strength and cover on the load carrying capacity and ductility performance of hybrid ferro fiber reinforced concrete slabs.
Author Contributions
Funding
Institutional Review Board Statement
Informed Consent Statement
Data Availability Statement
Acknowledgments
Conflicts of Interest
References
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Parameters | Numerical Values |
---|---|
Consistency | 29.34% |
Soundness | No expansion is seen. |
28 days compressive strength | 40.88 MPa |
Specific gravity | 3.06 |
Initial setting time | 1 h, 53 min |
Final setting time | 3 h, 56 min |
Parameters | Numerical Values | Chemical Composition | Percentage (%) |
---|---|---|---|
Appearance | Grey powder | SiO2 | 90–95 |
Amorphous | SiO2 > 90% | Al2O3 | 4 |
Specific gravity | 2.2–2.3 | Fe2O3 | 5 |
Specific surface | 15–30 m2/g | MgO | 5 |
Mean particle size | CaO | 3 | |
Dry bulk density (Avg) | 450 Kg/m3 | - | - |
Parameters | Numerical Values |
---|---|
Form | White fibers |
Density | 0.9 0.01 kg/L |
Fiber diameter | 15–30 micron |
Tensile strength | 300–450 MPa |
Softening point | 160 °C |
Alkali resistance | 100% |
Specific surface area | Approx. 200 m2/kg |
Thermal conductivity | Low |
Chop length | 6, 9, 12 & 19 |
Property of SWG MS Mesh | Numerical Values |
---|---|
Diameter | 2.6 mm |
Opening of mesh | 25.4 × 25.4 mm |
Type | Square-spot welded |
Weight | 3.273 kg/m2 |
SWG gauge | 12 |
Volume | 4.549 × 10−4 m3/m2 |
Yield strength | 224 MPa |
Ultimate strength | 294 MPa |
Sr. No | Specimen Designation | Group | No. of Steel Wire Mesh | Area of Steel (%) | Mix Ratio | W/binder ** Ratio | PPF (%) | SF (%) | |
1 | RCC | Control Slab * | -- | 100 | 1:2:4 | 0.50 | -- | -- | |
2 | F1MA1PPF-S | A1 | 1 | 25 | 1:2 | 0.50 | 0.10 | 10 | |
3 | F2MA1PPF-S | 2 | 50 | 1:2 | 0.50 | 0.10 | 10 | ||
4 | F3MA1PPF-S | 3 | 75 | 1:2 | 0.50 | 0.10 | 10 | ||
5 | F4MA1PPF-S | 4 | 100 | 1:2 | 0.50 | 0.10 | 10 | ||
6 | F1MB1PPF-S | B1 | 1 | 25 | 1:2 | 0.50 | 0.30 | 10 | |
7 | F2MB1PPF-S | 2 | 50 | 1:2 | 0.50 | 0.30 | 10 | ||
8 | F3MB1PPF-S | 3 | 75 | 1:2 | 0.50 | 0.30 | 10 | ||
9 | F4MB1PPF-S | 4 | 100 | 1:2 | 0.50 | 0.30 | 10 | ||
10 | F1MC1PPF-S | C1 | 1 | 25 | 1:2 | 0.50 | 0.50 | 10 | |
11 | F2MC1PPF-S | 2 | 50 | 1:2 | 0.50 | 0.50 | 10 | ||
12 | F3MC1PPF-S | 3 | 75 | 1:2 | 0.50 | 0.50 | 10 | ||
13 | F4MC1PPF-S | 4 | 100 | 1:2 | 0.50 | 0.50 | 10 |
Sr. No | Type of Slab | Percentage of PPF (%) | 1st Cracking Load in Flexure (A) | Ultimate Load in Flexure (B) | Ductility Ratio (B/A) |
---|---|---|---|---|---|
1 | Control | NIL | 35.41 | 67.66 | 1.91 |
2 | F1MA1PPF-S | 0.1 | 13.55 | 20.72 | 1.53 |
F1MB1PPF-S | 0.3 | 20.72 | 24.31 | 1.17 | |
F1MC1PPF-S | 0.5 | 22.52 | 26.10 | 1.16 | |
3 | F2MA1PPF-S | 0.1 | 26.10 | 42.22 | 1.62 |
F2MB1PPF-S | 0.3 | 26.10 | 38.64 | 1.48 | |
F2MC1PPF-S | 0.5 | 28.24 | 37.19 | 1.32 | |
4 | F3MA1PPF-S | 0.1 | 28.24 | 47.95 | 1.70 |
F3MB1PPF-S | 0.3 | 26.45 | 41.22 | 1.56 | |
F3MC1PPF-S | 0.5 | 33.62 | 46.15 | 1.37 | |
5 | F4MA1PPF-S | 0.1 | 35.41 | 60.49 | 1.71 |
F4MB1PPF-S | 0.3 | 37.18 | 65.86 | 1.77 | |
F4MC1PPF-S | 0.5 | 40.78 | 56.91 | 1.40 |
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Saeed, H.Z.; Saleem, M.Z.; Chua, Y.S.; Vatin, N.I. Research on Structural Performance of Hybrid Ferro Fiber Reinforced Concrete Slabs. Materials 2022, 15, 6748. https://doi.org/10.3390/ma15196748
Saeed HZ, Saleem MZ, Chua YS, Vatin NI. Research on Structural Performance of Hybrid Ferro Fiber Reinforced Concrete Slabs. Materials. 2022; 15(19):6748. https://doi.org/10.3390/ma15196748
Chicago/Turabian StyleSaeed, Hafiz Zain, Muhammad Zubair Saleem, Yie Sue Chua, and Nikolai Ivanovich Vatin. 2022. "Research on Structural Performance of Hybrid Ferro Fiber Reinforced Concrete Slabs" Materials 15, no. 19: 6748. https://doi.org/10.3390/ma15196748