CAN/CSA-S originally consisted of pages (x preliminary and text), each dated. May It now consists of the following pages. 1 Scope. General This Standard. CAN/CSA-A/A Concrete Materials and Methods of Concrete .. CAN/CSA-C (R) Performance Standard for Dusk-to-Dawn Luminaires .. Canadian Standards Association > Standards > CAN/CSA-S 12 – Design. Preface This is the second edition of CSA S, Design and construction of building structures with fibre-reinforced polymers. It supersedes the first edition.
|Genre:||Health and Food|
|Published (Last):||14 September 2006|
|PDF File Size:||20.75 Mb|
|ePub File Size:||18.47 Mb|
|Price:||Free* [*Free Regsitration Required]|
csa s 02 pdf to jpg
Author s Youssef, Tarik A. Show full document record.
The program, consisting of four phases, studies the creep performance css FRP bars as well as the overall long-term behaviour of FRP reinforced concrete beams. Phase 1 deals with the creep performance of two types of GFRP bars subjected to different levels of sustained axial load; causing creep rupture at higher levels.
In Phase 2, s86-02 different types of GFRP bars are tested under two levels of allowable service load, according to the currently available North American standards.
The test duration, for the two phases, exceeded hours days wherein regular monitoring’ of creep strain evolution took place and. Residual tensile tests and microstructural analysis followed the long-term testing period.
csa s806 02 pdf to jpg
Microstructural analysis shows that the increase in creep strain, after the hour period, is negligible for GFRP bars under allowable service load. The dimensions of which are mm x mm x mm, installed under third-point sustained load, for a period exceeding one year. Theoretical predictions for immediate deflection were calculated, using three methods ACI The long-term to immediate deflection ratio.
Results showed that the North American standards are conservative as regards long-term deflection prediction. Immediate crack width results were compared to the prediction equations adopted by ACI Satisfactory results were found when the k b bond-coefficient factor is taken as 1. From the obtained data, the time-dependent kt multiplier, accounting for crack width increase after one year, was deduced as 1.
Phase 4 deals with four full-scale GFRP reinforced concrete beams, of dimensions mm x mm x mmsubjected to uniform distributed load for a period of six months.
Numerical modelling took place using a computer program Fortran based on the age-adjusted effective modulus method, to predict the long-term deflection of the beams.
Standards Council of Canada
The theoretical curves were in very good agreement with the measured values. Furthermore, the empirical models available in ACI These predictions showed that both models can serve as upper bound and lower bound limits for the measured long-term deflection curves, respectively.
As regards crack width prediction, the equations adopted by ACI For both equations the time-dependent kt css is deduced as 1.