AS

The density of normal weight concrete is taken as 2400 kg/m³ (3.1.3).

The design strength is given in 10.6.2.5(b) by

$$f_{cd}=\alpha_2 f_c \\$$

with

$$\alpha_2=1-0.003 f_c \\$$

and limits of [0.67:0.85].

The tensile strength is given in 3.1.1.3 by

$$f_{ct}=0.6\sqrt{f_c} \\$$

The elastic modulus is given (in MPa) in 3.1.2 as

$$E=\rho^{1.5} \times 0.043 \space \sqrt{f_{cmi}} \space \space \space \space \space \space \space \space \space \space \space \space \space \space f_{cmi} \leq 40 MPa \\ E=\rho^{1.5} \times 0.024 \space \sqrt{f_{cmi}} +0.1 \space \space \space \space \space \space f_{cmi} > 40 MPa \\$$

This is tabulated in Table 3.1.2.

$f_c$ (MPa)	$E$ (GPa)
20	24.0
25	26.7
32	30.1
40	32.8
50	34.8
65	37.4
80	39.6
100	42.2

The strains are defined as:

	$\varepsilon_{cu}$	$\varepsilon_{ax}$	$\varepsilon_{plas}$	$\varepsilon_{max}$	$\varepsilon_{peak}$
Parabola-rectangle
Rectangle	0.003	0.0025	$\varepsilon_{\beta}$	0.003	$\varepsilon_{\beta}$
Bilinear
Linear				0.003	$\varepsilon_{max}$
Non-linear
Popovics				$\varepsilon_{max}$	$\varepsilon_{pop}$
EC2 Confined
AISC filled tube
Explicit	0.003	0.0025		0.003

See also the Theory section on Concrete material models.