HK CP

The density of normal weight concrete is assumed to be 2400 kg/m³.

The design strength is given in Figure 6.1 by

$$f_{cd}=0.67f_c/ \gamma \\$$

The tensile strength is given in 12.3.8.4 as

$$f_{ct}=0.36 \sqrt{f_c} \\$$

but 7.3.6 implies a value of 1MPa should be used at the position of tensile reinforcement.

The elastic modulus is defined in 3.1.5

$$E=3.46 \sqrt{f_c+3.21} \\$$

The strains are defined as:

	$\varepsilon_{cu}$	$\varepsilon_{ax}$	$\varepsilon_{plas}$	$\varepsilon_{max}$	$\varepsilon_{peak}$
Parabola-rectangle	$\varepsilon_{u}$	$\varepsilon_{cu}$	$\varepsilon_{RP}$
Rectangle	$\varepsilon_{u}$	$\varepsilon_{cu}$	$\varepsilon_{\beta}$
Bilinear
Linear				$\varepsilon_{u}$	$\varepsilon_{u}$
Non-linear				$\varepsilon_{u}$	0.0022
Popovics
EC2 Confined
AISC filled tube
Explicit	$\varepsilon_{u}$	$\varepsilon_{cu}$		$\varepsilon_{u}$

$$\varepsilon_u=0.0035-0.00006 \times \sqrt{f_c-60} \space \space \space \space \space \space \space f_c>60MPa \\$$

$$E_d=3.46 \sqrt{\frac{f_c}{\gamma}} +3.21GPa \\$$

$$\varepsilon_{RP}=1.34 \frac{f_c/ \gamma}{E_d}$$

See also the Theory section on Concrete material models.