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**Harvard**

Gylltoft, K., Tepfers, R., Tamuzs, V., Valdmanis, V., Vilks, U., Sparins, E., Zile, E. och Ladnova, O. (2006) *Tests to determine the modulus of elasticity for CFRP confined concrete columns in stage above the bearing capacity of unconfined concrete*. Göteborg : Chalmers University of Technology (Report - Department of Civil and Environmental Engineering, Chalmers University of Technology, nr: 2006:6 ).

** BibTeX **

@techreport{

Gylltoft2006,

author={Gylltoft, Kent and Tepfers, Ralejs and Tamuzs, Vitauts and Valdmanis, Vilis and Vilks, Uldis and Sparins, Edgars and Zile, Edmunds and Ladnova, Olga},

title={Tests to determine the modulus of elasticity for CFRP confined concrete columns in stage above the bearing capacity of unconfined concrete},

abstract={This study covered investigations into the compressive behaviors of concretes strengthened by CFRP of various qualities. Concrete of three strengths were used - 20, 40 and 60MPa in cubic strength. The confined specimens had the size of diameter: 150, 250, 350mm keeping the shape ratio of height to diameter = 3 unchanged. The wrapping was 3, 5 and 7 layers for small size specimens (150mm x 450mm) and 5 layers for medium size (250mm x 750mm). The results were that no scale effect was observed between two dimension ratios of concrete samples. It was shown that the loading paths in the normalized stress space merge to the single master curve determined by the line of the concrete strength as function of the lateral pressure. From this observation follows, that in the nonlinear region the tangent modulus of the confined concrete E2 and differential Poisson ratio a can be expressed a simple formulae. The non-dimensional parameter is a function of only non-dimensional parameter , where the lateral modulus El = Ej h/R ( - radius of specimen, - thickness of carbon confinement, - modulus of confinement). The confined column breaks when the stress in the composite jacket reaches its critical level.
},

publisher={Chalmers University of Technology},

place={Göteborg},

year={2006},

series={Report - Department of Civil and Environmental Engineering, Chalmers University of Technology, no: 2006:6 },

keywords={Concrete; Carbon fiber reinforcement CFRP; Confinement; Columns},

note={53},

}

** RefWorks **

RT Report

SR Print

ID 21690

A1 Gylltoft, Kent

A1 Tepfers, Ralejs

A1 Tamuzs, Vitauts

A1 Valdmanis, Vilis

A1 Vilks, Uldis

A1 Sparins, Edgars

A1 Zile, Edmunds

A1 Ladnova, Olga

T1 Tests to determine the modulus of elasticity for CFRP confined concrete columns in stage above the bearing capacity of unconfined concrete

YR 2006

AB This study covered investigations into the compressive behaviors of concretes strengthened by CFRP of various qualities. Concrete of three strengths were used - 20, 40 and 60MPa in cubic strength. The confined specimens had the size of diameter: 150, 250, 350mm keeping the shape ratio of height to diameter = 3 unchanged. The wrapping was 3, 5 and 7 layers for small size specimens (150mm x 450mm) and 5 layers for medium size (250mm x 750mm). The results were that no scale effect was observed between two dimension ratios of concrete samples. It was shown that the loading paths in the normalized stress space merge to the single master curve determined by the line of the concrete strength as function of the lateral pressure. From this observation follows, that in the nonlinear region the tangent modulus of the confined concrete E2 and differential Poisson ratio a can be expressed a simple formulae. The non-dimensional parameter is a function of only non-dimensional parameter , where the lateral modulus El = Ej h/R ( - radius of specimen, - thickness of carbon confinement, - modulus of confinement). The confined column breaks when the stress in the composite jacket reaches its critical level.

PB Chalmers University of Technology

T3 Report - Department of Civil and Environmental Engineering, Chalmers University of Technology, no: 2006:6

LA eng

OL 30