CSA S806-02 PDF

CSA S806-02 PDF


October 19, 2020

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.

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The test duration, for the two phases, exceeded hours days wherein regular monitoring’ of creep strain evolution took place and.

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The dimensions of which are mm x mm x mm, installed under third-point sustained load, for a period exceeding one year. Show full document record.

Some features of this site may not work without it. Theoretical predictions for immediate deflection were calculated, using three methods ACI Microstructural analysis shows that the increase in creep strain, after the hour period, is negligible for GFRP bars under allowable service load. The program, consisting of four phases, studies the creep performance of FRP bars as well as the overall long-term behaviour of FRP reinforced concrete beams.


As regards crack width prediction, the equations adopted by ACI JavaScript is disabled for your browser.

Csa s 02 download

The theoretical curves were in very good agreement with the measured values. Results showed that the North American standards are conservative as regards long-term deflection prediction. The long-term to immediate deflection ratio. Phase 1 deals with the creep performance of s8060-2 types of GFRP bars subjected to different levels of sustained axial load; causing creep rupture at higher levels.

csa s 02 pdf – P(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. 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.

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. In Phase 2, six different types of GFRP bars are tested under two levels of allowable service load, according to the currently available North American standards.


For both equations the time-dependent kt multiplier is deduced as 1. These predictions showed that both models can serve as upper bound and lower bound limits for the measured long-term deflection curves, vsa.

Immediate crack width results were compared to the prediction equations adopted by ACI Residual tensile tests and microstructural analysis followed the long-term testing period. Furthermore, the empirical models available in ACI Author s Youssef, Tarik A.