Formulas (EC-2 simplified):

$f_{\mathrm{yd}}=\frac{f_{\mathrm{yk}}}{{\gamma }_s}$ (${\gamma }_s=1.15$)

$f_{\mathrm{ctd}}=0.3\cdot {f_{\mathrm{ck}}}^{1/2}$ ( simplified)

${\tau }_{\mathrm{bd}}=2.25\cdot {\eta }_1\cdot {\eta }_2\cdot f_{\mathrm{ctd}}$

$l_b=\left(\frac{\Phi }{4}\right)\cdot \left(\frac{f_{\mathrm{yd}}}{{\tau }_{\mathrm{bd}}}\right)$

$l_{b,\min }=\max (\left(0.3\cdot l_b;10\cdot \Phi ;100\mathrm{mm}\right)$)

$l_{b,\mathrm{req}}=\max (\left(l_b;l_{b,\min }\right)$)

Formulas (EC-2):

$l_0={\alpha }_1{\alpha }_2{\alpha }_3{\alpha }_5{\alpha }_6\cdot l_{b,\mathrm{req}}$ (with α₁, α₂, α₃, α₅ = 1.0)

$l_{0,\min }=\mathrm{max(}\left(0.3\cdot {\alpha }_6\cdot l_{b,\mathrm{req}};15\cdot \Phi ;200\mathrm{mm}\right)$)

Se usa $\mathrm{max(}\left(l_0;l_{0,\min }\right)$)

Formulas (EC-2):

For compression: $l_b=0.6\cdot l_b(tension)$

With transversal reinforcement: ${\alpha }_3=1-0.15\cdot \left(\frac{A}{A_{\mathrm{req}}},-,1\right)$

$l_0={\alpha }_1{\alpha }_2{\alpha }_3{\alpha }_5{\alpha }_6\cdot l_{b,\mathrm{req}}$

Formulas (EC-2):

$c_{\min }=\max (c_{\mathrm{min,b}};c_{\mathrm{min,dur}};10\mathrm{mm}$)

$c_{\mathrm{nom}}=c_{\min }+{\Delta }_{\mathrm{c,dev}}$ (${\Delta }_{\mathrm{c,dev}}=10\mathrm{mm}$)

Formulas (EC-2):

$s_{\min }=\max (\left(\Phi ;dg+5;20\mathrm{mm}\right)$)

$s_{\max }=\min (\left(3\cdot c,400\mathrm{mm}\right)$) (for slabs, simplified)

Formulas (EC-2):

$w_k=s_{\mathrm{r,max}}\cdot \left(\frac{{\sigma }_s}{E_s}\right)$)

$s_{\mathrm{r,max}}=3.4\cdot c+0.425\cdot \frac{k}{\Phi }$ (k = 1.0, simplified)

Limit $w_k$ for :

Notes:

Indicative values based on simplified tables of EC-2 Part 1-2 (Tab. 5.5 Beams, 5.8 Slabs, 5.2a Columns) assuming μ_fi=0.7, standard exposure, normal concrete, etc. A detailed analysis is required for specific cases.