Abstract
AbstractThis study, assessed the interaction between Portland cement type I and polycarboxylate-type superplasticizers. Five systems were analyzed with the cement-superplasticizer pair being selected from the viewpoint of its rheological behavior using the Marsh cone test. The rheological behavior was analyzed using plain and mineral additions of 5, 10 and 15 wt% and 1, 2, and 3 wt% of silica fume (SF) and nanosilica (nS), respectively. Mechanical and rheological validations were carried out in binary-concretes with nS or SF. The results showed that addition of amorphous silica in different particle sizes has very different rheological results. Particularly, in SF-concretes, the samples exhibited higher susceptibility to bleeding and segregation for higher SF amounts. This limited the application of high SP dosages, but this fact induced a premature slump loss even at the early age. In contrast, nS-concretes tended to have less bleeding, increased packing density and enhanced cohesiveness of the cement ma...
Highlights
The Marsh cone test represents a rheological indicator for a particular Portland cement (PC)superplasticizer (SP) combination by studying the resulting paste performance (Aïtcin, 1998)
processes were designed from fewer components (PC-SP) couples (Stage I) The rheological analysis in Table 5 revealed that saturation dosage (SD), flow time (FT) and ΔFT present important variations through the studied systems even though we used the same cement and all five SP used were cataloged as modern polymer technology (Rixom & Mailvaganam, 1999)
Poor compatibility was observed in these PC-SPs couples
Summary
The Marsh cone test represents a rheological indicator for a particular Portland cement (PC)superplasticizer (SP) combination by studying the resulting paste performance (Aïtcin, 1998). It is normally assumed that the Marsh’s methodology reveals the same trend as the yield shear stress as long as the cement paste follows a Bingham model (Agulló, Toralles-Carbonari, Gettu, & Aguado, 1999; Banfill, 1991; De Larrard, 1999; Tattersall, 1991). This becomes relevant when high-performance concrete is the target, since its low water-binder (w/b) ratios (usually w/b ≤ 0.35) require the use of compatible PC-SP systems (Hallal, Kadri, Ezziane, Kadri, & Khelafi, 2010). SD is defined as the point beyond which at 5 min, there is no significant fluidity increase (Agulló et al, 1999; Aïtcin, 1998; Hallal et al, 2010)
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