sizing, a fineness of 3300 tex, 50 K and a single filament diameter of 7 µm.

2.1.3. Concrete

The composition of the concrete used for evaluating bond performance between impregnated carbon yarn and concrete is given in Table 1. The binder “Dyckerhoff NANODURÒ compound 5941” is commercially available [27] and composed of Portland cement clinker, ground granulated blast-furnace slag and quartz powder. The aggregates were added in two portions as natural quartz sand 0/2 mm and crushed granite 2/5 mm. The workability of fresh concrete was adjusted by adding a superplasticizer to a spread of 260 mm (small cone flow table without strokes, EN 1015-3). Therefore, the concrete was suitable for casting processes. The concrete exhibited fast hardening, high compressive strength (95 MPa after 7 days, 100 MPa after 28 days), enhanced durability and moderate shrinkage (0.57 mm/m). The hardening of concrete occurred under defined climate conditions (1 day in formwork, after storage in air at 20˚C and 65% RH).

2.2. Thermal Analysis

The Tg was determined by differential scanning calorimetry (DSC) Q2000 from TA Instruments (New Castle, USA) under a nitrogen atmosphere with a heating rate of 5 K/min. The polymers were investigated as polymer films. Next to this reference, samples stored in tap water, aqueous NaOH solution as well as in alkaline solution were investigated.

2.3. Determination of Surface Energy

All investigated polymer suspensions were dried at 40˚C for 24 h followed by conditioning and curing at either 120˚C for 19 min or 150˚C for 5 min in a PTFE mold on a microscope slide. The contact angles were determined by a Drop Shape Analyzer DSA 100 (Krüss GmbH, Germany). The testing solvent were distilled water (72.8 mN/m), diiodomethane CH2I2 (>99%, Sigma-Aldrich Chemie GmbH, Germany, 50.8 mN/m), ethylene glycol/C2H6O2 (Sigma-Aldrich Chemie GmbH, USA, 47.7 mN/m) and glycerine/C3H8O3 (>98% water-free, 63.4 mN/m). At least ten individual drops were measured for each sample and solvent.

Table 1. Concrete composition based on Dyckerhoff NANODURÒ compound 5941.

Calculation of the total surface energy and the polar and disperse portions was then determined according to the method developed by Owens, Wendt, Rabel and Kaelble [28] [29] [30] :

γ l ( 1 + cos θ ) 2 γ l d = γ s p ( γ l p γ l d ) + γ s d (1)

where, superscript p and d represent polar and disperse portions of the surface energies γ, while l and s represent the liquid and solid phases, i.e. testing solvent and polymer film surface. At least two different testing fluids should be used, which differ significantly in their polar and disperse properties.

2.4. Long-Term Stability

2.4.1. Aqueous Solution

Three different solutions were used to investigate the swelling performance of the polymer films: tap water, NaOH and filtrate of binder suspension―all as model liquids of concrete pore solution. For NaOH (Merck Chemicals GmbH, Darmstadt/Germany), a 1 M solution with pH of 14 was made. The cementitious solution was prepared by mixing 6.5 L water with 1 kg CEM I 42.5 R (Schwenk Zement KG, Ulm/Germany) [31] and 0.25 kg microsilica slurry from ElkemÒ 500 SE (Elkem AS in Oslo/Norway) [32]. The suspension was stored for at least 30 h without air contact and occasionally stirred. Finally, the suspension was filtered and used for durability tests [33]. The prepared cementitious solution exhibited a pH of 12.5. The cementitious solution shall represent the concrete pore liquid which is abbreviated from hereon as CemS.

2.4.2. Storage

To investigate long-term behaviour, disk-shaped polymer films with a diameter of 20 mm were incubated for 1 d, 3 d, 7 d, 14 d, 21 d, and 28 d in different aqueous solutions at room temperature (RT) without renewal of the medium and an initial liquid volume of 50 mL. A double determination of mass was performed and the mean value was calculated. Initial mass of the single disk-shaped polymer films was determined in the dry state and compared with the wet and swollen samples during and after storage. The samples were rinsed with distilled water and gently dried with a lint-free tissue before measuring their weight. After 28 d, all samples were dried overnight at 40˚C and weighed to determine their mass degradation. These values are indicated as 29 d, dry.

2.5. Microscopic Study

All polymer films were investigated by scanning electron microscopy before and after their incubation in aqueous solution. The samples were set on a specimen holder with a carbon pad. For the investigation of the interface between the coated fibre and inorganic matrix, the tested specimens were split along the fibre direction. No further surface functionalisation for conductibility was done. A Quanta 250 FEG ESEMTM from FEI was used at 14.00 kV and 200 Pa.

2.6. Yarn Preparation

The solid’ content of the polymer dispersions was set to 30% by the addition of water. The CF yarns were impregnated by a padder bath with subsequent heating in an industrial oven including three different heating zones Δθ1 ~120˚C, Δθ2 ~130˚C and Δθ2 ~175˚C with a length of 3 m each. The process is illustrated in Figure 1. The process parameters of the padder bath were 1 bar contact pressure at a velocity of 2 m/min. After drying, the final coating material content of the impregnated CF was approximately 15% by mass.

2.7. Evaluation of the Bond between Yarn and Concrete

2.7.1. Setup

The bond performance of impregnated carbon yarns to the concrete matrix was characterized by means of a single-side yarn pull-out test, illustrated in Figure 2. The test geometry to determine the bond performance is a concrete block (dimensions: width 80 mm, depth 80 mm, height 50 mm) with a centrally positioned carbon yarn and exposed bond length of 50 mm. As an opposite bearing to the yarn, a second concrete block with a height of 90 mm was used.

During pull-out tests an increasing relative displacement s (slip) between embedded yarn and concrete along the yarns axis was measured with a relative displacement rate of 1 mm/min. The slip was recorded by two laser distance sensors positioned close to a point adjacent to the upper specimen holder, where the yarn enters the concrete block. The laser beams scanned the surface of a small aluminium clip fixed to the yarn by a small spring, which was scanned on both sides of the yarn in order to consider rotations during pull-out tests. As a result of the imposed displacement, pull-out force F is introduced into the test geometry and is counteracted at the protruding end of the carbon yarn. In order to avoid sample damage as a consequence of handling prior to testing, the lower and upper blocks were rigidly linked by a removable stainless steel frame. The frame was attached to the specimen during concrete casting and unscrewed and removed only immediately before pull-out tests. The pull-out samples were tested at different content and temperature moisture states (see Table 2). Since the upper concrete block featured a relatively high mass and compact geometry and thus a high thermal capacity as well as the overall duration of the pull-out test procedure being less than 5 min, the pre-conditioned samples were tested at standard lab conditions.

Figure 1. Coating procedure of carbon fibres, (1) CF bobbin, (2) bath coating via padder, (3)-(5) heating zones Δθ1, Δθ2 and Δθ3, and (6) wind-up onto aluminium coil.

Figure 2. Schematic representation of the pull out test.

Table 2. Conditions for sample curing pull-out tests, day 7 measurements.

2.7.2. Sample Production and Curing

The pull-out specimens were produced by casting. Before casting fresh concrete into the moulds for the upper and lower concrete block, the impregnated carbon yarn was placed centrically and stretched in the form work. For this purpose, the yarn was threaded through openings in the front sides of both moulds and fixed by rubber fittings. After complete filling of the form works, the removable stainless steel frame, in particular its fixing to the concrete, was embedded into the blocks surface.

After casting, the concrete surface was sealed under a plastic foil. The specimens were demoulded after one day and stored at various conditions for six more days until testing (see Table 2).

2.7.3. Analysis of Results

During pull-out tests, vs. force displacement curves were recorded. In order to exclude the effect of differing yarn circumferences (and therefore, of varying the bonding surfaces) on results, the measured force and displacement were transformed to shear stress vs. slip curves. Since the majority of tested yarns featured flat, elliptical cross-sections (with varying radii of their semiaxis) the dimensions of yarns were determined at the upper and lower sides of the test block. Thus, a hypothetical circumference u of a corresponding ellipse was calculated. The diameter or the shape of the yarn cross-scetion has to be chosen carefully due to the resulting contact area for further calculations. The shear stress τ was obtained by division of the pull-out force F by the contact area yielding from the hypothetical circumference, times the embedment length l of the yarn (Equation (2)).

τ = F u l (2)

For each curve, five discretionary values were determined in order to characterise the pull-out behaviour of the different yarn coatings (see Figure 3):

• Maximum shear stress: τmax

• Shear stress at slip of 0.5 mm: τ0.5 mm

• Shear stress at slip of 1.0 mm: τ1.0 mm

• Specific pull out work at slip of 0.5 mm: W0.5

• Bond modulus as secant to the curve between τ0.2 = 0.2 τmax and τ0.7 = 0.7 τmax

2.8. Statistics

All measurements were performed at least in triplicate, except for Tg measrements, which were in duplicate. The values are provided as mean ± standard deviation. Two-way analysis of variance (ANOVA) with a Tukey correction

Figure 3. Scheme of stress-slip curve obtained from yarn pull-out tests.

comparison single-step procedure was applied for statistical evaluation, and p values > 0.05 were considered significant; they are indicated by an asterisk (*).

3. Results and Discussion

3.1. Polymer

The determined glass-transition temperature (Tg) for dried specimen was not affected by the applied conditions in different aqueous and alkaline solutions (Table 3). The determination of Tg was performed at least by two heating cycles (HC).

All polymers differ in their polar and total surface energy, due to their chemical composition, while their disperse surface energies are quite comparable, being in the range of 23 mN/m to 35 mN/m (see Table 4). The highest polar surface energy was measured for SBR3, with 29 mN/m, followed by acrylate (Ac1) at 22.0 mN/m, and poly-urethane (PU) with 21.6 mN/m. These polymers also exhibited the highest total surface energy. For these coatings, the contact angles of water were <45˚. The least polar surface energy was observed for Ac2 and SBR1, which exhibited the highest water contact angles with more than 70˚. Nevertheless, all polymers can be classified as hydrophobic.

Table 3. Tg of all polymers under investigation determined by DSC of polymer films by multiple heating cycles (HC).

Table 4. Contact angles (CA) and polar and disperse parts of surface energy γ of the polymer films made of Ac1, Ac2, PU, SBR1, SBR2, SBR3 and SBR4.

3.2. Long-Term Stability

The long-term stability of the polymer was investigated by placing polymer film samples in three different aqueous solutions. The mass increased over the storage duration of 28 d for all conditions as in the case of static placement in water (Figure 4), NaOH (Figure 5), and cementitious solution (Figure 6). Surface topography was characterised by SEM-imaging, before and after incubation (Figure 7). All polymer films initially exhibited a smooth and clean surface, which is shown as an example for SBR3 in Figure 7(A). Generally, two different tendencies can be described: a pronounced increase in mass over the 28 days and a nearly constant mass level. This could be observed for all aqueous solutions.

For the exposure to water, swelling of the polymer film was determined by continuous increase in mass for SBR1. For the other polymers, the swelling level did not change significantly in comparison to the state attained during the first day of placement in water. This indicates an equilibrium between the elastic portions of the polymer network (restoring forces) and water (osmotic pressure), which diffuses into the rubber gaps of the investigated polymers [34] [35]. After incubation and drying (day 29, dry), a decrease in mass compared to the initial weight was observed for all samples (see Table 5). This mass loss does not seem to be related to the previous swelling procedure. SBR2 exhibits the highest decrease in mass with 11.5%, compared to its initial mass, which was not expected when taking into account its inconspicuous swelling behaviour. Ac1 and SBR4 demonstrate the lowest loss in mass after incubation in water. The detected losses in mass can be explained by washing out components of the polymer films, such as plasticisers. Furthermore, the subsequent SEM investigation did not show any significant changes in surface morphology of the polymer films. A reference material (SBR3 was used as an example) does not show initial precipitates

Figure 4. Mass increase resulting from the incubation of polymers in water.

Figure 5. Mass increase resulting from the incubation of polymers in aqueous NaOH.

Figure 6. Mass increase resulting from the incubation of polymers in cementitious aqueous solution.

on its surface (Figure 7(A)), but may exhibit some roughening after incubation (this is the case for SBR2, SBR3, PU, Ac1) and dehydration cracks (SBR1, SBR4). Corresponding images are not shown.

For incubation in NaOH, the results are shown in Figure 5. Here, SBR4 as well as Ac2 exhibit a steady swelling over 28 days, while all other polymer films reach a constant mass increase of less than 20%. The increase in mass by 163% for SBR4 and 130% for Ac2 represents a combination of water absorption and precipitation of NaOH. Later ones (29 d) are identified by their increase in mass

Figure 7. Scanning electron micrographs of polymer films after static incubation in the cement solution; (A) reference for SBR3 and polymer films after incubation: (B) Ac1, (C) Ac2, (D) PU, (E) SBR1, (F) SBR2, (G) SBR3, and (H) SBR4.

Table 5. Changes in polymer mass due to incubation for 28 d and drying at 29 d.

after drying (29 d, dry) compared to the original state, supplemented via SEM investigations (images are not shown in this article). For both polymer films, a complete covering with crystalline precipitates was observed. These NaOH crystallite stacks exhibited a length around 20 - 25 µm and a width of approximately 10 µm for SBR4 and Ac2. In contrast to this, SBR1 showed smaller crystalline, finely dispersed, needle-shaped NaOH structures (in the range of 4.8 ± 0.8 µm and thickness of 0.3 µm up to 0.7 µm) comparable to those shown in the literature [36] [37]. Interestingly, NaOH crystals also developed inside of dehydration cracks of the polymer film of SBR1, without causing a measurable increase in mass when measured after drying (Table 5). The other polymer films did not show any changes in surface morphology and had a smooth surface apart from some dehydration cracks.

Incubation in the cementitious solution yielded a considerable initial increase in mass by 5% to 20% in the wet state for all polymer films except SBR1 (Figure 6). Only for the acrylates, Ac1 and Ac2, there was a comparably small increase over 28 days. Also, SBR3 with 7.3% and PU with 12.0% exhibited the lowest final level of increase. These two polymer films got washed out, which resulted in a final decrease in mass after drying of −0.8% for SBR3, and −0.3% for PU. The other polymer films exhibited an increase in mass after incubation in the cementitious solution and subsequent drying of between 1.9% for SBR1 and 3.6% for Ac1 (Table 5).

Additionally, incubation in the cementitious solution caused the most recognisable changes in surface morphology as visualised by SEM (Figures 7(B)-(H)). Different types of characteristic calcium silicate hydrate phases are visible: For the polymer films with the highest increase in mass over time (SBR1, Ac1, Ac2), a dense layer of crystals can be seen. Depending on the surface functionality and the swelling behaviour in the solution, the precipitated crystals differ in size and shape. The mineral on SBR1, which formed an almost closed surface layer, is presumably calcite (Figure 7(E)). The observed dumbbell-shaped crystals are comparable to those reported in the literature [38] [39]. In comparison to the other polymer films, the degree of coverage is comparatively low. Caused by the swelling, the SBR1 polymer film exhibits a high number of dehydration cracks. The surface of PU films, incubated in the cementitious solution, is characterised by crystals of two different shapes. There are dumbbell-shaped crystals of different sizes built from needle-like crystals and spherulitic sponge-like crystals (Figure 7(H)). Compared to this, no dumbbell-shaped formations could be observed for Ac2. Instead, only needle-shaped and various elongated calcite crystals were found (Figure 7(C)). According to its low surface energy (Table 4), the low coverage by precipitates of the Ac2 polymer film led to the assumption of a low association of crystals to the surface. Only for SBR4 are there additional fine crystalline particles besides calcite (bottom crystals, needles, dumbbells), such as portlandite with its hexagonally shaped crystals [40], shown in Figure 7(D).

From the presented results, it can be concluded that swelling of the polymers causes an initial increase in mass between 5% and 25%. The swelling degree does not show correlation to the polymers’ contact angle to water and even high ionic strength liquids (NaOH, cementitious solution) do not significantly alter the swelling properties. In addition to swelling, the observed increase in mass is caused by mineral precipitates, which again do not relate to the polymer film surface chemistry nor to the surrounding liquids. Those mineral precipitates may influence the bonding interface between CF coating and concrete.

3.3. Evaluation of Yarn-Concrete Bond

Figure 8 describes the distinct dependence of the maximum shear stress τmax and the applied conditions for sample curing and testing (see Table 2). Depending on the temperature and the humidity of concrete curing, two trends are visible. Firstly, with increasing temperature, the maximum shear stress decreases significantly. Secondly, with increasing humidity, the impact of temperature on maximum shear stress is markedly increased. A comparable trend was also observed for shear stress at a slip deformation of 1.0 mm τ1.0 mm (data not shown).

The climate conditions during concrete curing and sample testing are a strengthening influence on bond behaviour of the chemistry of CF coating and its Tg, since only few significant differences between the coatings have been identified. The influence of temperature will be discussed as a function of the present Tg of the coatings under investigation. As presented in Table 3, the coatings SBR4 and Ac2 exhibit the highest Tg of 32˚C and 39˚C, respectively. The other coatings show lower Tg values which let expect a lower mechanical resistance by these polymers, as they already passed out of the glassily condition.

For SBR4 and Ac2, the Tg is not reached at room temperature, thus they do show the highest maximum pull out force at +20˚C and 65% relative humidity (Figure 8). Below the Tg, the mechanical properties of a polymer can be seen as

Figure 8. Shear strength τmax for various climatic conditions, such as 65% relative humidity (RH) and submersion in water; standard deviations are given.

constant. Therefore, for the coatings SBR4 and Ac2 with high Tg (>20˚C), the τmax is on the same level for both +20˚C and −20˚C at 65% relative humidity. In comparison to this and caused by its relatively high Tg of 33˚C, SBR4 continues to exhibit a good performance in the pull-out testing of wet samples at room temperature. However, τmax decreases by 78% in comparison to the specimens stored in the standard lab environment (+20˚C, 65\,\% RH). This could be explained by intense swelling of SBR4 in water caused by the destabilisation of the polymer network through water. The maximum shear stress of Ac2 decreased to 69% of the initial value as a result of the composite incubation in water. For this polymer as well, a high increase in mass of the film in NaOH was observed due to crystal formation on the polymer coating. For the room temperature with water storage and storage at 65% relative humidity, the lowest change of the maximum shear stress could be observed for SBR3 which exhibits the lowest increase in mass or swelling over 28 days in all incubation media (water, NaOH as well as cementitious solution). For various polymer systems, a relationship between the decrease in the glass transition temperature and the increase in humidity as well as swelling was found [41] [42]. With respect to the mechanical performance of the coating polymers after incubation in water, a reduction of τmax was observed and obviously driven by the Tg and affected by polymer swelling.

In contrast to the specimens stored at 65% RH, the maximum shear stress decreases pronouncedly as a result of incubation in hot water (95˚C with water incubation). These effects are clearly driven by the presence of water and its aggregate states. Therefore, for the water incubated samples, a freeze effect at −20˚C can be reasonably assumed due to the ice crystal formation of free water in the composite. The ice crystals were also formed in the interphase between concrete and impregnated yarn which intensified the bond between these components. Thus, a reinforcing effect is provided on the interfaces of multi-component systems, whereas the τmax was at least doubled, except for SBR4 with an increase of only 27%. For the associated pull-out work at −20˚C/wet, a significant effect of ice formation was recognised. It can be assumed that the ice crystal formation increases the rigidity and reduces the (fracture) toughness of yarn-concrete interphase. Thus, a more brittle/less viscous failure of bond mechanisms during pull-out occurs, accompanied by higher maximum shear stresses (see Figure 8).

For the determined bond modulus and therefore to describe the elastic properties of the composite, neither an influence of the Tg of the polymers nor of the polar surface energy could be inferred. To further characterise the bond behaviour, the specific pull-out work at slip deformation of 0.5 mm W0.5 between coated carbon yarn and concrete was calculated. At 95˚C, the values reached a minimum for both types of submersion, i.e. at 65% relative humidity and in water. It can be assumed that at this temperature, since Tg is passed, a viscous slip deformation of polymer molecules occurs between carbon fibre and concrete. The described, significant effect could be especially observed for all polymers (Ac1, SBR2, SBR3, and PU), whose Tg was already exceeded at room temperature conditions. In this case, a decreased specific pull-out work was calculated at +20˚C/65% RH (data not shown). Thus, as Ac2 exhibits a high Tg but a low polar surface energy (Table 4), it can be assumed that a high influence of the Tg onto the specific pull-out work exists. This is consistent with the comparably high pull-out work of SBR4 at +20˚C/65% RH, which has the second highest Tg. Here, a good impregnation by the coating as well as a good association of inorganic matrix onto the impregnated yarn could be observed. SBR4 serves as an example (Figure 9).

Furthermore, it has to be taken in account that a constant swelling of a polymer causes a reduction of water in the interface region between yarn coating and surrounding inorganic matrix material which is present during the hardening process of the concrete. Here, a lack of water is potentially weakening this interface by less hardened concrete, resulting in a decrease of the maximum shear stress, as shown for SBR1, SBR2 and SBR3. In this case, the glass-transition temperature is already passed and only the swelling effects have to be considered for the bond strength.

4. Conclusion

After incubation in water or water-based alkaline solutions, the glass-transition temperature of polymers under investigation does not change. Polymers which exhibit a contact angle for water < 45˚C show a high polar surface energy. After one week of incubation in aqueous solutions, most of the investigated systems reached an equilibrium state of mass increase. For some polymers, however, a further swelling in different solutions was observed, which concurs with residues or crystal growth verified via SEM images. A distinct relationship between the maximum shear stress measured in the yarn pull-out test and the glass-transition temperature and its swelling could be observed. The higher the glass-transition

Figure 9. Scanning electron microscope image of a pull-out test specimen: pulled out SBR4 coated CF yarn with residues of inorganic matrix.

temperature, the higher the bond strength between the investigated polymer coated yarn and concrete matrix that gets reduced by high humidity. Another highly relevant parameter is the specific pull-out work, which together with the obtained complete force-slip curve, makes the single fibre pull-out test a key tool to examine the quality of polymer coatings of carbon yarns with respect to their bond to the concrete matrix in textile reinforced concrete. Based on the results of this study, the thermo-mechanical characteristics are more important than ever for the carbon fibre reinforced concrete. Therefore, pursuing studies will be done in the field of thermo-mechanical properties of coatings on yarns as well as in the field of high-temperature resistant coatings.

Acknowledgements

The Federal Ministry of Education and Research by C3―Carbon Concrete Composite BMBF, 03ZZ0302A is gratefully acknowledged.

Conflicts of Interest

The authors declare no conflicts of interest regarding the publication of this paper.

Cite this paper

Kruppke, I., Butler, M., Schneider, K., Hund, R.-D., Mechtcherine, V. and Cherif, C. (2019) Carbon Fibre Reinforced Concrete: Dependency of Bond Strength on Tg of Yarn Impregnating Polymer. Materials Sciences and Applications, 10, 328-348. https://doi.org/10.4236/msa.2019.104025

References

  1. 1. Mechtcherine, V. (2013) Novel Cement-Based Composites for the Strengthening and Repair of Concrete Structures. Construction and Building Materials, 41, 365-373. https://doi.org/10.1016/j.conbuildmat.2012.11.117

  2. 2. Brameshuber, W. (2006) Report rep036: Textile Reinforced Concrete State-of-the-Art Report of RILEM TC 201-TRC. Springer, Berlin.

  3. 3. Busel, J.P. and Shield, C.K. (2006) Guide for the Design and Construction of Structural Reinforced with FRP Bars. ACI Committee 440.

  4. 4. Dvorkin, D. and Peled, A. (2016) Effect of Reinforcement with Carbon Fabrics Impregnated with Nanoparticles on the Tensile Behavior of Cement-Based Composites. Cement and Concrete Composites, 85, 28-38. https://doi.org/10.1016/j.cemconres.2016.03.008

  5. 5. Lee, C., Bonacci, J.F., Thomas, M.D.A., Maalej, M., Khajehpour, S., Hearn, N., Pantazopoulou, S. and Sheikh, S. (2000) Accelerated Corrosion and Repair of Reinforced Concrete Columns Using Carbon Fibre Reinforced Polymer Sheets. Canadian Journal of Civil Engineering, 27, 941-948. https://doi.org/10.1139/l00-030

  6. 6. Hausding, J., Engler, T., Kleicke, R. and Cherif, C. (2008) High Productivity and Near-Net Shape Manufacture of Textile Reinforcements for Concrete.

  7. 7. Dai, Z., Shi, F., Zhang, B., Li, M. and Zhang, Z. (2011) Effect of Sizing on Carbon Fiber Surface Properties and Fibers/Epoxy Interfacial Adhesion. Applied Surface Science, 257, 6980-6985. https://doi.org/10.1016/j.apsusc.2011.03.047

  8. 8. Tang, L.-G. and Kardos, J.L. (1997) A Review of Methods for Improving the Interferical Adhesion between Carbon Fiber and Polymer Matrix. Polymer Composites, 18, 100-113. https://doi.org/10.1002/pc.10265

  9. 9. Kappler, I., Matthai, P. and Cherif, C. (2014) Adhesion Problematic for Novel Non-Crimp Fabric and Surface Modification of Carbon-Fibres Using Oxy-Fluorination. International Journal of Chemical, Nuclear, Materials and Metallurgical Engineering, 8, 1390-1395.

  10. 10. Scheffler, C., Gao, S.L., Plonka, R., Mader, E., Hempel, S., Butler, M. and Mechtcherine, V. (2009) Interphase Modification of Alkali-Resistant Glass Fibres and Carbon Fibres for Textile Reinforced Concrete I: Fibre Properties and Durability. Composite Science and Technology, 69, 531-538. https://doi.org/10.1016/j.compscitech.2008.11.027

  11. 11. Scheffler, C., Gao, S.L., Plonka, R., Mader, E., Hempel, S., Butler, M. and Mechtcherine, V. (2009) Interphase Modification of Alkali-Resistant Glass Fibres and Carbon Fibres for Textile Reinforced Concrete II: Water Adsoption and Composite Interphases. Composite Science and Technology, 69, 905-912. https://doi.org/10.1016/j.compscitech.2008.12.020

  12. 12. Apicella, A., Nicolais, L., Astarita, G. and Drioli, E. (1979) Effect of Thermal History on Water Sorption, Elastic Properties and Glass Transition Temperature of Epoxy Resins. Polymer, 20, 1143-1148. https://doi.org/10.1016/0032-3861(79)90307-0

  13. 13. Boogh, L. and Manson, J.-A.E. (1999) Dendritic Hy-perbranched Polymers as Tougheners for Epoxy Resins. Polymer, 40, 2249-2261. https://doi.org/10.1016/S0032-3861(98)00464-9

  14. 14. Katz, A., Berman, N. and Bank, L.C. (1999) Effect of High Temperature on Bond Strength of FRP Rebars. Journal of Composites for Construction, 3, 73-81. https://doi.org/10.1061/(ASCE)1090-0268(1999)3:2(73)

  15. 15. Alsayed, S., Al-Salloum, Y., Almusallam, T., El-Gamal, S. and Aqel, M. (2012) Performance of Glass Fiber Reinforced Polymer Bars under Elevated Temperatures. Composites: Part B, 43, 2265-2271. https://doi.org/10.1016/j.compositesb.2012.01.034

  16. 16. Kruppke, I., Hund, R.-D. and Cherif, C. (2015) Adhesion Problematics and Curing Kinetics in a Thermosetting Matrix for Stitch-Free Non-Crimp Fabric. Textile Research Journal, 1-12.

  17. 17. Shayed, M.A., Hund, H., Hund, R.-D. and Cherif, C. (2016) Thermal and Oxidation Protection of Carbon Fiber by Continuous Liquid Phase Pre-Ceramic Coatings for High Temperature Application. Fibers and Polymers, 17, 229-240. https://doi.org/10.1007/s12221-016-5689-3

  18. 18. Peled, C.R., Mechtcherine, A., Hempel, V. and Schroefl Nadiv, S. (2017) Micro- and Nanoparticle Mineral Coating for Enhanced Properties of Carbon Multifilament Yarn Cement-Based Composites. Composites Part B, 111, 179-189. https://doi.org/10.1016/j.compositesb.2016.12.005

  19. 19. Schneider, K., Lieboldt, M., Liebscher, M., Frohlich, M., Hempel, S., Butler, M., Schrofl, C. and Mechtcherine, V. (2017) Mineral-Based Coating of Plasma-Treated Carbon Fibre Rovings for Carbon Concrete Composites with Enhanced Mechanical Performance. Materials, 10, 1-17. https://doi.org/10.3390/ma10040360

  20. 20. Textile Glass-Yarns Determination of Breakting Force and Breakting Elongation, ISO 3341:2000-05, DIN Deutsches Institut für Normung e. V., 2000.

  21. 21. E.O. for T.A. Europaische Organisation für Technische Zulassungen (2001) Bekanntmachung der Leitlinie für Aussenseitige Warmedamm-Verbundsysteme, Eidgenassisches Finanzdepartement EFD, Bundesamt für Bauten und Logistik BBL.

  22. 22. Butler, M., Mechtcherine, V. and Hempel, S. (2009) Experimental Investigations on the Durability of Fibre-Matrix Interfaces in Textile-Reinforced Concrete. Cement & Concrete Composites, 31, 221-231. https://doi.org/10.1016/j.cemconcomp.2009.02.005

  23. 23. Lorenz, E., Schütze, E., Schladitz, F. and Curbach, M. (2013) Textilbeton Grundlegende Untersuchungen im überblick. Beton-und Stahlbetonbau, 108, 711-722. https://doi.org/10.1002/best.201300041

  24. 24. L.C. GmbH (2014) Lefasol VL 90/1.

  25. 25. L.C. GmbH (2013) Lefasol VP 4-5 LF.

  26. 26. L.C. GmbH (2015) Lefasol BT 83003-3.

  27. 27. D. GmbH (2017) Dyckerhoff NANODUR® Compound 5941, zur einfachen Herstellung von UHPC.

  28. 28. Kaelble, D.H. and Uy, K.C. (1970) A Reinterpretation of Organic Liquid-Polytetrafluoroethylene Surface Interactions. The Journal of Adhesion, 2, 50-60. https://doi.org/10.1080/0021846708544579

  29. 29. Owens, D.K. and Wendt, R.C. (1969) Estimation of the Surface Free Energy of Polymers. Journal of Applied Polymer Science, 13, 1741-1747. https://doi.org/10.1002/app.1969.070130815

  30. 30. Rabel, W. (1977) Liquid Interfaces in Theory and Applied Technology. Physikalische Blatter, 33, 151-156. https://doi.org/10.1002/phbl.19770330402

  31. 31. S.Z. KG (2012) Technisches Merkbatt, CEM I 42,5 R, Portlandzement. Schwenk Zement KG.

  32. 32. E.M. Inc. (2013) Safty Data Sheet, Elkem Microsilika Textsuperscript®. Elkem Materials Inc.

  33. 33. Butler, M. (2009) Dauerhaftigkeit von Verbundwerkstoffen aus Zementgebundenen Martices und AR-Glas-Multifilamentgarnen. Schriftenreihe des Institutes für Baustoffe Heft 2009/1.

  34. 34. Candau, S., Bastide, J. and Delsanti, M. (2005) Structural, Elastic, and Dynamic Properties of Swollen Polymer Networks. Polymer Networks. Advances in Polymer Science, 48, 27-71.

  35. 35. Mostafa, A., Aboudel-Kasem, A., Bayoumi, M.R. and El-Sebaie, M.G. (2009) Effect of Carbon Black Loading on the Swelling and Compression Set Behavior of SBR and NBR Rubber Compounds. Materials and Design, 30, 1561-1568. https://doi.org/10.1016/j.matdes.2008.07.043

  36. 36. Mootz, D. and Seidel, R. (1990) Zum System Natriumhy-droxid—Wasser Die Kristallstruktur der metastabilen Phase Beta-NaOH·4H2O. Journal of Inorganic and General Chemistry, 582, 162-168.

  37. 37. Stehr, H. (1967) Neubestimmung der Kristallstrukturen des dimorphen Natriumhydroxids, NaOH, bei verschie-denen Temperaturen mit Rontgenstrahl und Neutronenbeugung. Zeitschrift für Kristallographie Crystalline Materials, 125, 332-359. https://doi.org/10.1524/zkri.1967.125.125.332

  38. 38. Buczynski, C. and Chafetz, H.S. (1990) Habit of Bacterially Induced Precipitates of Calcium Carbon and the Influence of Medium Viscosity on Mineralogy. Journal of Sedimentary Petrology, 61, 226-233. https://doi.org/10.1306/D42676DB-2B26-11D7-8648000102C1865D

  39. 39. Meldrum, F.A. and Hyde, S.T. (2001) Morphological Influence of Magnesium and Organic Additives on the Precipitation of Calcite. Journal of Crystal Growth, 231, 544-558. https://doi.org/10.1016/S0022-0248(01)01519-6

  40. 40. Kumar, S., Kumar, R., et al. (2008) Mechanical Activation of Granulated Blast Furnace Slag and Its Effect on the Properties and Structure of Portland Slag Cement. Cement & Concrete Composites, 30, 679-685. https://doi.org/10.1016/j.cemconcomp.2008.05.005

  41. 41. Kelley, F.N. and Bueche, F. (1961) Viscosity and Glass Transition Relations for Polymer-Diluent Systems. Journal of Polymer Science, 50, 549-556. https://doi.org/10.1002/pol.1961.1205015421

  42. 42. Mackague, E.L., Reynolds, J.D. and Halkias, J.E. (1978) Swelling and Glass Transition Relations for Epoxy Matrix Material in Humid Environments. Journal of Applied Polymer Science, 22, 1643-1654. https://doi.org/10.1002/app.1978.070220615

Journal Menu >>