Type and properties of used fibers.
Concretes with PP fibers 12 mm, construction polymer fibers 25 mm, 3D steel fibers 25 mm, and steel microfibers 12 mm were prepared in dosages 0.5 and 1%. The mechanical properties (compressive strength, bending strength, fracture properties, and modulus elasticity) and the frost resistance of these concretes were tested and they are discussed. The behavior of these concretes is also discussed using graphs load vs. deflection. As bad results of frost resistance are sometimes recorded for concrete with fibers, this property is also evaluated. As was expected, mechanical properties are enhanced with the addition of suitable fibers. Frost resistance is usually comparative with concrete without fibers, but in the case of concrete with 1% of steel fibers, it is reduced.
- fiber-reinforced concrete
- high-performance concrete
- frost resistance
Nowadays, fiber-reinforced concrete (FRC) is increasingly used for different applications—pavements, industrial floors, or high-performance concrete applications. The applications in high-performance concrete elements and structures are especially important because structures from HPC are subtle and there is not enough space for flexural reinforcements—stirrups—inside them. The question is which type of fibers and which dosage to apply. Although there has been some good experience with synthetic structural fibers , steel fibers are most widely used in these applications. The effect of the steel fiber is affected especially by the shape of the fibers; a more detailed study was performed, for example, by Pajak and Ponikiewski . Corrugated or hooked fibers show the best effect. The next question is what the correct testing method is for the estimate of the fiber effect. Usually, prisms with the cross-section 150 × 150 mm are recommended . But the subtle constructions have smaller dimensions. Yhang et al.  used 100 × 100 mm prisms for the testing of FRC with microwires. In this paper, prisms with the cross-section 80 × 80 mm are used because they correspond to produced element dimensions [1, 5]. In Ref. , a four-point bending test is recommended on an unnotched prism whose volume is nearly 16 L. In this paper, notched prisms 80 × 80 × 480 mm (volume 3.1 L) are used with the central notch and they are tested in a three-point bending. As expected, the results are different from that of Ref.  and not objective from the point of view of concrete properties, but they are more similar to a practical situation from the point of view of the arrangement of fibers.
There are different kinds of fibers for different purposes. For example, steel wires or structural synthetic fibers are designed for similar purposes, but it is clear that their performance will be different. The possibility to substitute different types of fibers with other ones and optimize their dosage was the main purpose of this paper.
2. Experimental procedure
The concrete was designed as a high-performance concrete for class C70/85 XF1 (see EN 206). Ordinary Portland cement CEM I 42.5 R produced in cement plant Mokra was used. Metakaolin was added for enhancing the workability of the mixture and also for enhancing strengths. Commercial polycarboxylether superplasticizer, drinkable water, and commonly produced aggregates—sand 0/4 and crushed granite (Litice nad Orlici quarry)—were also used. Water to binder ratio
Different types of fibers were used—polypropylene 12 mm long fibers in dosage 0.5%vol, so-called structural synthetic polymer 25 mm long fibers—0.5 and 1.0%vol, 3D steel fibers 30 mm long 0.5, and 1.0%vol and steel microfibers 13 mm long 0.25 and 0.5%vol. Properties of these fibers are presented in Table 1.
|Designation in this paper||Length||Diameter||Tensile strength||Modulus of elasticity|
|PP micro fibers||PP||12||0.09||460||3.5|
|Steel 3D fibers||D||30||0.54||1200|
Concretes were mixed in a laboratory mixer; the volume of each batch was 30 L. Workability was measured using reverse Abrams cone. After mixing the concrete was placed into steel molds. After demolding at the age of 22–24 hours, specimens were stored in water
Cubes 100 mm were used for compressive strengths tests at the age of 28 days. Prisms 80 × 80 × 480 mm were made for the testing of fracture properties and for the testing of frost resistance. A notch to depth cca 28 mm (1/3 of high) was cut into the beams 220 mm from the one end of the beam at the age of 28 days. Fracture tests in accordance with the Karihaloo and Nallathambi effective crack model  were performed on the notched beam (span 400 mm). The fracture toughness
3. Results and discussion
3.1. Mechanical properties
The recorded results are shown in Table 2. The first property is workability. It is evident that the concrete which was obtained with the cone flow cca 350 mm was completely different from the originally very flowable, self-compacting concrete with the cone flow 850 mm. This was the case of PP fibers, but the dosage of these fibers was five times higher than normally recommended. This experiment was performed for the comparison and the information about the impact on workability in concretes with enhanced fire resistance, thanks to PP application. In all these cases, the workability can be regulated with a higher dosage of superplasticizers but this method was not used in this case.
|ref.||PP 0.5||S 0.5||S 1.0||D 0.5||D 1.0||M 0.25||M 0.5|
The compressive strength
The flexural strengths
The values of the modulus of elasticity are nearly the same—with respect to the standard deviation. Also fracture toughness
3.2. Frost resistance
The indexes of frost resistance are shown in Figure 4. The first columns are the indexes in terms of flexural strength
The best values are recorded for the concrete without fibers. All FRC fulfill the requirements of CSN 73 1322 −
From the above-mentioned results, some general conclusions can be drawn:
Fire-reinforced concretes show similar or higher compressive strength in comparison with reference concrete.
All fibers enhance flexural strength, and the most conspicuous increase is recorded for steel fibers.
All fibers affect the postpeak course of the load-deflection diagram. Only steel fibers make it possible to reach a higher load after the first peak. But in this case, the microcracks are developed and bridged with fibers. These fibers are not protected by concrete and they can be destroyed by the attack of some aggressive media. Durability of the concrete can be a problem.
The frost resistance of concretes with steel fibers can be reduced—probably thanks to the penetration of water along the fibers. This is especially important for the subtle cross-sections. This can also be one of the reasons why to perform tests using small size specimens, too.
On the basis of the published results, the concrete with 0.5 of D-fibers was selected as the best possibility for the production of subtle concrete elements. Tests in a 1:1 scale confirmed rightness of this choice .
This investigation is being continued with the target to compare the results recorded in small size specimens with those of preliminary norm requirements .
This outcome has been achieved with the financial support of the project GACR No. 16-08937S, “State of stress and strain of fiber reinforced composites in interaction with the soil environment.”