Early-age thermal crack control in concrete by T A Harrison; Construction Industry Research and

By T A Harrison; Construction Industry Research and Information Association

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Being able to compare achieved concrete properties and thermal histories with the design assumptions may help with a basis for resolution as the design assumption are conservative it is likely that in many situation the practice will be less severe. Some advantage of this may be taken during the construction process. For example, a limestone aggregate with low thermal expansion may be available, resulting in lower than estimated thermal strain and hence a greater acceptable temperature rise and differentials.

EN1992-1-1 assumes quartzite aggregate as the basis for estimating design values of Ecm and the value for concrete using quartzite aggregate should be used when no information is available on the aggregate type. 63 + (fck,cube/100). 3 Minimum reinforcement area As,min It is normal practice to design the reinforcement to meet nominal code requirements and for structural loading and then to check that the steel ratio is adequate to control early-age and long-term cracking. 1 General equation To control the crack spacing and hence the crack widths, there should be sufficient steel such that when a crack occurs the reinforcement will not yield.

5(c+ϕ /2). Ac,eff used to estimate the steel ratio ρ p,eff for controlling crack width differs from Act which is used to estimate As,min . 425 are NDPs. 1 The requirements of EN1992-3 With regard to the calculation of crack width, EN1992-3 considers two specific conditions: 1 A long wall restrained along one edge. 2 Restraint of a member at its ends. These conditions differ in the way in which cracks are formed and the influence of the cracks on the distribution of stresses within the element (see Appendix A8).

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