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In order of the PF potential The relea HF, blend The pozzo try and f pozzolani The examination EDAX has lanic reagenerated ysical and mine ralo ashes (PFA'S) areave a better un dersworkability of fre PFA particles is sulfates and alka cement, and lime -sat activity of PFA lime determinate ion tivity was observed of hydrated blended some interestin n between the PFA cement hydration.gical characte performed.tanding of the sh mortars and measured in diff li oxides from urated solutio was investigate of the mixture after 14 days ded cement by information particles and trization of Belgian favourable concrete, erent condi PFA in watn is discus d by microc. A signif SEM coupled, with concerning the pozzo he calcium hydroxide effect the Zeta tions. er, HCl, sed. Alorimeicant

The effect on the properties of portland cement binders due to the addition of volcanic tuff, calcined clay, fly ash, coarse coal bottom ash and diatomaceous earth, are compared and evaluated for pozzolanic activity. Durability studies carried out for two years on mortars with addition of fly ash, in different aggressive environments, are also reported. Volcanic tuff is a highly reactive pozzolan, fly ash yields compressive strengths higher than the control after 60 days. The calcined clay reactivity is proportional to the calcination temperature. Coarse coal bottom ash has a pozzolanic activity similar to the calcined clay. Diatomaceous earth failed to produce pozzolanic activity.

According to ASTM Standard C 618-84, fly ashes can be classified into two broad categories depending on their chemical composition. If Si02 + A1203 + Fe203 > 70%, the fly ash is said to be Class F; if 50% < Si02 + A1203 + Fe203 < 70%, it is said to be Class C. The physico-chemical properties of three Class F fly ashes - one French, one Canadian and one American - and of four Class C fly ashes - two American and two French - have been investigated. It has been found that fly ashes from one particular class can behave very differently. Two Class F fly ashes have been found to be pure1 Y Paz pozzolanic, whereas three others, one F and two C, were more or less hydrauli c at an early stage of hydration before behaving like a more or less pozzolanic material. One Class C French fly ash has been found to be hydraulic, then "auto-pozzolanic"; that is, in the presence of water, tis dissolution liberates enough lime to react with its own silica and alumina. Another Class C French fly ash was found to be hydraulic but non pozzolanic, its reactivity with the lime being directly associated to the formation of ettringite.these fly ashes has been explained In each case, the reactivity of by analyzing formation mechanisms of the different hydrates.

This paper reports the findings of an on-going study dealing with the properties of 18 pulverised fuel ashes (pfa) produced in British power stations from bituminous coals. The results reported here deal specifically with the variability of chemical and mineralogical compositions of ashes, both within and between sources (power stations). Physical properties such as particle size distribution, specific surface area and particle shape are also analysed. The importance of the variability of these chemical, mineralogical and physical parameters are discussed in relation to the properties of concrete where pulverised fuel ash is used toreplace 30 percent of ordinary Portland cement. A new method for the measurement of the alkali-soluble glass phase of pulverised fuel ashes is presented and evaluated in terms of the long-term strength properties of the pulverised fuel ash concretes studied. Doubts arise about the current specifications for selecting pulverised fuel ash for use in concrete, since the data accumulated during this study show that a much wider range of pulverised fuel ashes can be successfully used as a cement replacement material for the manufacture of concrete.

This paper presents comprehensive data on the shrinkage and creep behavior of concrete made with PFA coarse aggregates and sand and having 28 day strengths of 30-60 N/mm'. Continuously moist cured concrete showed expansion of about 16-21% of the 500 day shrinkage. At one month some 33% of the 500 day shrinkage and 50% of the one year creep occurred regardless of the concrete strength and exposure condition. The shrinkage took about one year to stabilise, whereas creep mostly stabilised in about six months. When unloaded, the fly ash aggregate concrete was able to recover all of its initial elastic strain on loading, but creep recovery was limited to about 10%. The hyperbolic relation can be used to predict satisfactorily both shrinkage and creep, and these values can be used to evaluate the shrinkage and creep effects on reinforced and prestressed members. The paper points out that the shrinkage and creep of fly ash aggregate concrete compare favourably with those of dense concrete.