Corrigenda: Influence of self-compacting concrete on the lateral pressure on formwork

McCarthy, M. J.; Dhir, R. K.; Caliskan, S.; Ashraf, M. K.

doi:10.1680/stbu.2012.165.6.323

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Corrigendum| June 01 2012

Corrigenda: Influence of self-compacting concrete on the lateral pressure on formwork

M. J. McCarthy;

R. K. Dhir;

S. Caliskan;

M. K. Ashraf

Author & Article Information

Publisher: Emerald Publishing

Online ISSN: 1751-7702

Print ISSN: 0965-0911

Proceedings of the Institution of Civil Engineers - Structures and Buildings (2012) 165 (6): 323.

https://doi.org/10.1680/stbu.2012.165.6.323

Three typographical errors appeared in this paper when it was published in Structures and Buildings 165(3): 127–138, http://dx.doi.org/10.1680/stbu.2012.165.3.127.

The second author's first name should have been given as Ravindra K. Dhir.

Two values in Table 3 were incorrect, the table with corrected values (emboldened) appears below.

Table 3.

Study details and comparison of maximum pressures with respect to hydrostatic pressures for SCCs (selective literature)

Reference	Element no. and type	Pour height: m*	Additions or fillers in SCC	Slump flow: mm	Concrete rate of rise: m/h	Maximum pressure: kN/m²	Maximum pressure/hydrostatic pressure: %
Bernabeu (2000)	8W	2·1–7·5	LS	620–800	6·0–120·0	32·5–111·5	29–100
	5C	2·2–5·0	LS	580–890	10·0–150·0	46·0–114·5	83–100
	3C	5·0	LS	720–890	11·0–60·0	110·5–120·5	96–105
Proske and Graubner (2002)	5C	4·0	FA	550–750	25–60	40·0–90·0	43–97
Billberg (2003)	7W	2·9	LS	650–780	0·8–2·3	12·5–49·5	34–77
Leemann and Hoffmann (2003)	3C	2·6	FA	570–660	8·0	50·5–52·0	87–90
	1W	3·9	FA^‡	700	18·8	97·0	110
Vanhove et al. (2004)	1C	10·4	LS	700	10·3	175·5	74
	1C	10·4	LS	700	24·0	188·5	80
Fedroff and Frosch (2004)	2W	3·4	FA	660–710	1·2	21·0, 26·0	34, 37
Tejeda-Dominguez et al. (2005)	1W	7·9	FA	600–740	1·2	38·5	24
	1C	2·9	FA	600–740	18·3	54·5	79
Assaad and Khayat (2006)	2C	2·8	FA/SF	540, 745	10·0	49·5, 58·0	88, 94
Cauberg and Desmyter (2007)	3C	3·8	NA	685–810	10·0	69·0–85·0	85–97

Reference	Element no. and type	Pour height: m*	Additions or fillers in SCC	Slump flow: mm	Concrete rate of rise: m/h	Maximum pressure: kN/m²	Maximum pressure/hydrostatic pressure: %
Bernabeu (2000)	8W	2·1–7·5	LS	620–800	6·0–120·0	32·5–111·5	29–100
	5C	2·2–5·0	LS	580–890	10·0–150·0	46·0–114·5	83–100
	3C	5·0	LS	720–890	11·0–60·0	110·5–120·5	96–105
Proske and Graubner (2002)	5C	4·0	FA	550–750	25–60	40·0–90·0	43–97
Billberg (2003)	7W	2·9	LS	650–780	0·8–2·3	12·5–49·5	34–77
Leemann and Hoffmann (2003)	3C	2·6	FA	570–660	8·0	50·5–52·0	87–90
	1W	3·9	FA^‡	700	18·8	97·0	110
Vanhove et al. (2004)	1C	10·4	LS	700	10·3	175·5	74
	1C	10·4	LS	700	24·0	188·5	80
Fedroff and Frosch (2004)	2W	3·4	FA	660–710	1·2	21·0, 26·0	34, 37
Tejeda-Dominguez et al. (2005)	1W	7·9	FA	600–740	1·2	38·5	24
	1C	2·9	FA	600–740	18·3	54·5	79
Assaad and Khayat (2006)	2C	2·8	FA/SF	540, 745	10·0	49·5, 58·0	88, 94
Cauberg and Desmyter (2007)	3C	3·8	NA	685–810	10·0	69·0–85·0	85–97

* Height from top of element to lowest pressure measurement point; C: column; W: wall (using CIRIA 108 definition).

^‡ Involved a retarder.

Shaded areas: Pumping from below, except one case (Bernabeu, 2000) when the discharge pipe was kept under SCC level during the pour.

SF: silica fume; NA: information not available.

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