Abstract
The disposal of waste tire rubber has gained more attention from the viewpoint of green, environmental protection, and sustainability. Numerous attempts have been stated on the properties of crumb rubber concrete (CRC) and observed that there is a large reduction of compressive strength and elastic modulus of CRC with the increase of the rubber substitution rate. Based on the CRC with the crumb rubber volume content of 5%, the steel fibers and nanosilica were added to CRC to make steel fiber‐and‐nanosilica‐reinforced crumb rubber concrete (SFNS‐CRC) in this paper. The effects of the steel fiber volume content and nanosilica content on the compressive properties of SFNS‐CRC were studied, including compressive strength, elastic modulus, peak strain, compression toughness, and failure pattern. The test results indicated that the modulus of elasticity and compressive strength of SFNS‐CRC have the increasing tendency with the addition of steel fibers and nanosilica. Moreover, the peak strains have a significant increase with the increase of the steel fiber content and nanosilica replacement ratio. The compressive stress‐strain curves of SFNS‐CRC gradually plump with the increase of the steel fibers and nanosilica. Finally, the prediction formulas for the compressive strength, elastic modulus, and peak strain of SFNS‐CRC were set up. A simple predicted model of the stress‐strain curve for SFNS‐CRC was proposed, which considers the effect of steel fibers and nanosilica.
Highlights
In order to probe the coupling effect of crumb rubber, steel fibers, and nanosilica on the properties of concrete, this paper mainly investigated the compressive strength, elastic modulus, compression toughness, and stress-strain curve of steel fiberand-nanosilica-reinforced crumb rubber concrete (SFNSCRC) through the uniaxial compression test and presented a stress-strain model of SFNS-CRC subjected to uniaxial compression
Test Results and Discussion e test results of the slump, cube compressive strength, prism compressive strength, modulus of elasticity (Ec), peak deformation corresponding to the peak load, and peak strain εc corresponding to the peak stress of SFNSCRC are listed in Table 5, in which each value is an average of the test results from three specimens
Conclusions e mechanical characteristics of CRC with different nanosilica replacement ratios and steel fiber volume contents have been experimentally studied through the uniaxial compressive tests on prism specimens
Summary
1.5% (117 kg/m3), the mixing times were extended until the mixture was dispersed to reduce the possibility of fiber balling due to uneven stirring. en, the crumb rubbers and cement were added and mixed for another 2 minutes. 1.5% (117 kg/m3), the mixing times were extended until the mixture was dispersed to reduce the possibility of fiber balling due to uneven stirring. En, the crumb rubbers and cement were added and mixed for another 2 minutes. For the mix proportion including nanosilica, the nanosilica was added to water in advance and stirred (a)
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