Mechanical Behavior of Reactive Powder Concrete Subjected to Biaxial Loading

Table 4

Strength of RPC specimens under compression-tension.

Applied compression, σ3c (MPa)	Specimen	Stress ratio, α = σ1c/σ3c	σ1c (MPa)			σ1c (predicted) (MPa)
0 (uniaxial tension)	1	∞	6.7	0.08	0	6.6
	2	∞	6.5	0.08
	3	∞	6.6	0.08
	Average	∞	6.6	0.08	0	6.6
	Standard deviation	—	0.1	—	—	—
	Coefficient of variation	—	0.02	—	—	—
–15.9	1	−0.34	5.3	0.07	0.2	5.5
	2	−0.38	6.0	0.07
	3	−0.36	5.8	0.07
	Average	−0.36	5.7	0.07	0.2	5.5
	Standard deviation	—	0.4	—	—	—
	Coefficient of variation	—	0.06	—	—	—
–31.9	1	−0.13	4.2	0.05	0.4	4.5
	2^a	−0.20	6.3	0.08
	3	−0.16	5.2	0.07
	Average	−0.15	4.7	0.06	0.4	4.5
	Standard deviation	—	0.8	—	—	—
	Coefficient of variation	—	0.16	—	—	—
–47.9	1	−0.07	3.2	0.04	0.6	3.4
	2	−0.07	3.5	0.04
	3	−0.08	3.9	0.05
	Average	−0.07	3.5	0.04	0.6	3.4
	Standard deviation	—	0.3	—	—	—
	Coefficient of variation	—	0.09	—	—	—
–63.8	1	−0.06	3.7	0.05	0.8	2.4
	2^a	−0.08	5.4	0.07
	3	−0.05	3.2	0.04
	Average	−0.06	3.4	0.04	0.8	2.4
	Standard deviation	—	0.3	—	—	—
	Coefficient of variation	—	0.10	—	—	—

Note. ^aFracture and failure of these two specimens occurred in the transitional cross section of the specimens, rather than in the C-T loading region. The strength and strain of these two specimens were very different from the average values among other specimens. Therefore, these two data points were omitted.