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This study aims to determine the effect of antifreeze admixture used in the concretes subjected to frost action on the concrete compressive strength. Three groups of concrete samples of C30 class were prepared with antifreeze admixtures by using the mixture of 30% calcium nitrate and 5% hydroxy ethoxy amin (A), calcium nitrate (B), Polyhydroxy amin...
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The effect of sodium sulphate Na2SO4 and calcium nitrate Ca(NO3)2 (CN) on the strength development up to 28 days of fly ash blended cement (OPC-FA) at low temperature (5oC) was investigated. The addition of Na2SO4 increased the compressive strength at all ages, particularly at early ages. The presence of CN in the system also increased the strength...
Effect of three types of setting accelerators such as calcium nitrous, calcium nitrate and C-S-H micro crystal dispersion on early strength enhancement of mortar with blast furnace slag cement were investigated. As a result, it was confirmed that compressive strength of mortar at early age had been enhanced by each accelerator, among them, the acce...
Fly ash is a common supplementary cementitious material, often used to improve the environmental impact of concrete. One of the aspects of fly ash is the retarding effect on setting and strength development of concrete. Furthermore according to literature calcium nitrate does not seem to act as setting accelerator for fly ash cement in a linear man...
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Citations
... surface. Excess water bleeding will impair the strength and frost resistance of concrete of the surface leading to durability issues like surface scaling(ACI 306R, 2016; Korhonen et al., 1990). To accept CWAS in practice, the modified concrete mixtures must attain almost the same performance as their normal concrete counterpart(Barna et al., 2011).Arslan et al. (2011) concluded that concrete workability increases when increasing different antifreeze admixture dosages (polyhydroxy amine, calcium nitrate, and calcium nitrate + hydroxy ethoxy amine). Similarly, Karagöl et al. (2013) reported that using 6% by wt. of cement calcium nitrate increased concrete slump from 40 to 60 mm. This conclusion was att ...
... Accepted manuscript doi: 10.1680/jcoma.23.00062 (Arslan et al., 2011;Kukko and Koshinen, 1988;Mironov, 1977;Mironov et al., 1976;Darrington, 1967;Blenkinsop, 1963;Rapp, 1935) NaCI 5.7 -5 80 (Arslan et al., 2011;Kukko and Koshinen, 1988;Mironov et al., 1976;Darrington, 1967) NaNO 2 6 -5 70 (Kivekäs et al., 1985;Mironov et al., 1976) Ca ( Ca(NO 3 ) 2 +Ca(NO 2 ) 2 5 5/-5 106 (Yasien et al., 2022a; -5 80 (Yasien and Bassuoni, 2022;Yasien et al., 2019) NaCl+CaCl 2 7.7 -20 85 (Mironov, 1977;Goncharova and Ivanov, 1975) NaNO 2 +CaCl 2 9 -20 42 (Kukko and Koshinen, 1988;Kivekäs et al., 1985;Goncharova and Ivanov, 1975) Ca(NO 2 ) 2 + CO(NH 2 ) 2 9.5 -5 80 (Karagöl et al., 2015) -10 55 (Karagöl et al., 2015;Kukko and Koshinen, 1988;Goluboy et al., 1974) 11 -15 35 (Kukko andKoshinen, 1988;Goncharova and Ivanov, 1975;Goluboy et al., 1974) ...
... Accepted manuscript doi: 10.1680/jcoma.23.00062 (Arslan et al., 2011;Kukko and Koshinen, 1988;Mironov, 1977;Mironov et al., 1976;Darrington, 1967;Blenkinsop, 1963;Rapp, 1935) NaCI 5.7 -5 80 (Arslan et al., 2011;Kukko and Koshinen, 1988;Mironov et al., 1976;Darrington, 1967) NaNO 2 6 -5 70 (Kivekäs et al., 1985;Mironov et al., 1976) Ca ( Ca(NO 3 ) 2 +Ca(NO 2 ) 2 5 5/-5 106 (Yasien et al., 2022a; -5 80 (Yasien and Bassuoni, 2022;Yasien et al., 2019) NaCl+CaCl 2 7.7 -20 85 (Mironov, 1977;Goncharova and Ivanov, 1975) NaNO 2 +CaCl 2 9 -20 42 (Kukko and Koshinen, 1988;Kivekäs et al., 1985;Goncharova and Ivanov, 1975) Ca(NO 2 ) 2 + CO(NH 2 ) 2 9.5 -5 80 (Karagöl et al., 2015) -10 55 (Karagöl et al., 2015;Kukko and Koshinen, 1988;Goluboy et al., 1974) 11 -15 35 (Kukko andKoshinen, 1988;Goncharova and Ivanov, 1975;Goluboy et al., 1974) ...
In cold regions, concrete practitioners face challenges in achieving the target performance criteria of concrete produced under low temperatures. When concrete temperature drops to −2.8°C, the hydration development of cementitious binders nominally ceases due to the freezing of mixing water, which results in hydraulic and osmotic pressures, that exceed the tensile capacity of concrete, especially at early-age (immature stage). Subsequently, the hardening and strength gain rates of concrete are adversely affected, resulting in insufficient microstructural development and irreversible deterioration, which makes concrete applications challenging under cold weather. Therefore, multiple investigations have been conducted to develop efficient approaches to overcome the challenges of placing concrete under low temperatures. The current paper synthesizes code provisions in North America and Europe and state-of-the-art knowledge on cold weather concreting, in terms of mixtures components as well as new inventions and methods of concrete curing and protection under low temperatures. Hence, it should provide informative guidance for the construction industry in cold regions to improve cold weather concreting practices.
... JGJ/T104 (MOHURD, 2011) stipulates that an average stable outdoor daily temperature below 5°C for 5 consecutive days indicates entering the winter construction period. Concrete curing methods commonly used in winter construction include the warming shed method, the antifreeze doping method (Arslan et al., 2011;Barna et al., 2011;Cullu and Arslan, 2013) and high-temperature steam curing (Duan et al., 2022;Shi et al., 2020Shi et al., , 2021. There is room for improvement in the above methods. ...
The rapid development of the early strength of concrete in cold region is the primary measure to ensure its frost damage resistance. In this context, this paper incorporates 2 wt % of calcium formate into a mortar and electrically cures it by passing an AC at a temperature of –10 °C. During testing, a temperature meter monitors the real-time changes in the internal temperature of the mortar under different energization parameters. The strength of the mortar energized for 1 day is analyzed under different energization parameters. Then, the mortar specimens are moved to a standard box to be cured for 3 and 7 days. XRD, TG-DTG, SEM, and MIP characterize the hydration products, microstructure, and pore structure of the electrically cured mortar specimens. The results show that the initial resistance of the mortar specimen with calcium formate is 25% of that of the mortar without calcium formate. The 3- and 7-days strength of the calcium-formate mortar increases by 59% and 29% respectively, compared to the mortar without calcium formate under the same energization parameters. The combined effect of adding calcium formate and applying electric curing densifies the pore structure of the electrically cured mortar.
... Karagöl [20]. Research conducted by Arslan et al. (2011), justifies the use of 1% calcium nitrate or 1% polyhydroxy amine antifreeze admixtures in an OPC mix at different curing temperatures (0 °C, −5 °C, −10 °C, −15 °C and −20 °C) for a period of 2 days, followed by 26 days of a water curing at room temperature [46]. With the presence of calcium nitrate, the compressive strength developed between 23.24 MPa and 14.8 MPa and between 25.53 MPa and 15.98 MPa for polyhydroxy amine. ...
... Karagöl [20]. Research conducted by Arslan et al. (2011), justifies the use of 1% calcium nitrate or 1% polyhydroxy amine antifreeze admixtures in an OPC mix at different curing temperatures (0 °C, −5 °C, −10 °C, −15 °C and −20 °C) for a period of 2 days, followed by 26 days of a water curing at room temperature [46]. With the presence of calcium nitrate, the compressive strength developed between 23.24 MPa and 14.8 MPa and between 25.53 MPa and 15.98 MPa for polyhydroxy amine. ...
... The formation of caustic alkalis was observed for mixes containing sodium nitrite and potash due to their reaction with Portland cement, thus excluding their application when reactive silica aggregates are used [1,28]. Concretes containing 1 wt% of an antifreeze admixture consisting of 30 wt% of calcium nitrate and 5 wt% of hydroxyethylamine reached a 28-day compressive strength between 28.42 MPa and 17.28 MPa while cured for 48 h at temperatures of 0 °C and −20 °C, respectively, followed by 26 days of water curing at room temperature [46,48]. Despite the favorable strength, the hardened concrete specimens exposed to corrosive environments of H2SO4 or NaCl with a 5% concentration for a period of 90 days at freezing temperatures showed detrimental effects. ...
Most of the currently used concretes are based on ordinary Portland cement (OPC) which results in a high carbon dioxide footprint and thus has a negative environmental impact. Replacing OPCs, partially or fully by ecological binders, i.e., supplementary cementitious materials (SCMs) or alternative binders, aims to decrease the carbon dioxide footprint. Both solutions introduced a number of technological problems, including their performance, when exposed to low, subfreezing temperatures during casting operations and the hardening stage. This review indicates that the present knowledge enables the production of OPC-based concretes at temperatures as low as −10 °C, without the need of any additional measures such as, e.g., heating. Conversely, composite cements containing SCMs or alkali-activated binders (AACs) showed mixed performances, ranging from inferior to superior in comparison with OPC. Most concretes based on composite cements require pre/post heat curing or only a short exposure to sub-zero temperatures. At the same time, certain alkali-activated systems performed very well even at −20 °C without the need for additional curing. Chemical admixtures developed for OPC do not always perform well in other binder systems. This review showed that there is only a limited knowledge on how chemical admixtures work in ecological concretes at low temperatures and how to accelerate the hydration rate of composite cements containing high amounts of SCMs or AACs, when these are cured at subfreezing temperatures.
... The antifreeze ratio used for the concrete samples was determined in preliminary work. Basically, the antifreeze amount in the concrete mix was approximately 1% of the total mass of the cement [24]. ...
This study investigates the effects of corrosive conditions on the physical and mechanical properties of concrete produced in cold weather. 30% calcium nitrate and 5% hydroxyethylaminemixture (HEA) were used as additives in antifreeze. Within 15 min of placing the prepared concrete samples in molds, the samples were put in a deep freezer. They were exposed to frost at 0 °C, −5 °C, −10 °C, −15 °C and −20 °C degrees in the deep freezer over two days. The samples were taken out of the freezer and removed from the forms one day later. They were cured in water at room temperature until the 28th day. The samples were then exposed to sulfuric acid of 5% concentration (H2SO4), magnesium sulfate of 7500 mg/L concentration (MgSO4), sodium sulfate of 5% concentration (NaCl), and corrosive cure and water-curing until the 120th day. At the end of the curing period, the permeable pore space volume, water absorption ratio, unit volume weight, capillarity ratio, impermeability, compressive strength, static modulus of elasticity, Poisson’s ratio and tensile strength values of the concrete samples were determined. The results showed that the physical and mechanical properties of the concrete were negatively affected by the corrosive conditions.
... Basically, the antifreeze amount in the concrete mix is approximately 1-2% of the total mass of the cement. The antifreeze ratios are presented in Table 3 [21]. ...
... where l = Poisson's ratio, t2 = transverse strain at midheight of the specimen produced by stress S 2 , t1 = transverse strain at midheight of the specimen produced by stress S 1 , 2 = longitudinal strain produced by stress S 2 [27]. Table 3 Antifreeze ratios to be used in mixtures [21]. ...
Polypropylene fibers are manufactured as an alternative to steel fibers. When steel fibers are exposed to adverse environmental conditions, they can lose their properties by time. Therefore, the physical and mechanical properties of the concrete expected from them are weaken. Polypropylene fibers have superior properties compared with steel fibers in terms of chemical and physical properties. There are two types of polypropylene fibers as an admixture in concrete; macro and micro. This study investigated the effects of macro and micro fibers of polypropylene on compressive strengths of normal and vacuum applied concrete. Parameters of the study were as follows: fiber diameter, 3-different fiber ratios, different fiber length, 3-different concrete strength class (C16/20-C25/30-C35/37 according to EN) and two different application methods (normal and vacuum). Compressive strength tests were performed at the end of 1, 3, 7 and 28 days. Consequently, all the parameters affected the compressive strengths and other properties of the macro and micro polypropylene fiber-reinforced concretes.
Vacuum dewatering method is the process of removing some of mixing water from fresh concrete. Therefore, excess mix water damages are prevented and mechanical strengths increase after concrete takes the shape of the mold. Fiber admixtures are mostly used for increasing the flexural strength of concrete. However, there are also effects on the compressive strength. In this study, the effects of application of the vacuum dewatering on the compressive strength of concrete are examined with addition of steel and polyester fibers. The parameters of the study are fiber types (steel, polyester), fiber ratios (3 different ratios), fiber lengths (long, short) for concrete class (C16/20‐C25/30‐C35/45 according to EN) and two different application methods (normal, vacuum). The compressive strengths of the concrete prepared in accordance with these parameters are determined after 1, 3, 7 and 28 days. Thus, it is investigated that each of the parameters is affected concrete compressive strength.
