Using the default EN

When choosing the “Norwegian NS-EN NA method” the value partial factor for prestress action - favourable is given in the National Annex:

γ_P,fav = 0.9

When choosing the “Norwegian NS-EN NA method” the value partial factor for prestress action - unfavourable is given in the National Annex:

γ_P,fav = 1.3

Using the default EN

Fatigue is not implemented in SCIA Engineer

When choosing the “Norwegian NS-EN NA method” the value of maximal concrete strength class is given in the National Annex:

For shear strength: C_max = B65 (C60/75)

For other cases: C_max = B95 (C95/110)

When choosing the “Norwegian NS-EN NA method” the coefficient taking account of long term effects on the compressive strength and of unfavourable effects resulting from the way the load is applied is given in the National Annex:

α_cc = 0.85

When choosing the “Norwegian NS-EN NA method” the value of coefficient taking account of long term effects on the tensile strength and of unfavourable effects resulting from the way the load is applied is given in the National Annex:

α_ct = 0.85

Using the default EN

When choosing the “Norwegian NS-EN NA method” the value of characteristic strain limit is given in the National Annex:

ε_ud / ε_uk = 0.4

f_yd conditions are not implemented in SCIA Engineer

Using the default EN

When choosing the “Norwegian NS-EN NA method” the value of characteristic strain limit is given in the National Annex:

ε_ud / ε_uk = 0.4

f_yd conditions are not implemented in SCIA Engineer

When choosing the “Norwegian NS-EN NA method” the values of minimum cover for pre-tensioned tendons may be modified by the National Annex:

if d_g > 32 mm: c_min,b + 5 mm

When choosing the “Norwegian NS-EN NA method” the method for determination of the minimal concrete cover c_min,dur is given in the National Annex:

Table NA.4.4N and NA.4.5N are used:

Using the default EN

Using the default EN

Using the default EN

When choosing the “Norwegian NS-EN NA method” the values coefficients for increasing concrete cover for abrasion classes are given in the National Annex:

k₁ = k₂ = k₃ = 0 mm

Using the default EN

When choosing the “Norwegian NS-EN NA method” the values of accepted deviations for increasing of nominal concrete cover are given in the National Annex:

with special geometric control: Δc_dev = 5 mm

without special geometric control: Δc_dev = 10 mm

Using the default EN

Using the default EN

Using the default EN

When choosing the “Norwegian NS-EN NA method” the slenderness criterion where second order effects may be ignored is given in the National Annex:

λ_n ≤ λ_n,lim

where:

for compression members where the ends are braced and that do not

have transverse load: λ_n,lim = 13 ∙ (2- r_m) ∙ A_φ

for compression members where one end is unbraced and for

compression members that have transverse load: λ_n,lim = 13 ∙ A_φ

where:

r_m = M₀₁ / M₀₂ – ratio between numerically least and greatest first order end moments

if M₀₂ < N_d ∙ h / 20, r_m = 1

r_m is positive when both end moments give tension on same side

A_φ = 1.25 / (1 + 0.2 ∙ φ_ef) ≤ 1

λ_n = λ ∙ (n / (1 + 2 ∙ k_a ∙ ω))^1/2 … normalised slenderness

where:

λ = l₀ / I … see clause 5.8.3.2

k_a = (i_s / i)²

i_s … radius of gyration of the reinforcement

i … radius of gyration of uncracked concrete section

n = N_Ed / f_cd ∙ A_c … relative axial force

ω = f_yd ∙ A_s / f_cd ∙ A_c … mechanical reinforcement ratio

Using the default EN

Using the default EN

Using the default EN

Using the default EN

Using the default EN

When choosing the “Norwegian NS-EN NA method” the values for calculation of shear resistance of members not requiring design shear reinforcement are given in the National Annex:

for d_g < 16 mm:  c_Rd,c = 0.15 / γ_C

for d_g ≥ 16 mm:  c_Rd,c = 0.18 / γ_C

for compression: k₁ = 0.15

for tension: k₁ = 0.30

ν_min = 0.0035 ∙ k^3/2 ∙ f_ck^1/2

Using the default EN

When choosing the “Norwegian NS-EN NA method” the value of minimum angle between the concrete compression strut and the beam axis perpendicular to the shear force for non-compressed members is given in the National Annex:

In standard concrete:

θ_min = 21.80 ° (cotg = 2.5)

In sections with significant axial tension (σ_ct ≥ f_ctk,0,05)

θ_min = 38.66 ° (cotg = 1.25)

The values of maximum angle are using the default EN

Using the default EN

When choosing the “Norwegian NS-EN NA method” the values for calculation to prevent crushing of the compression struts in the flange are given in the National Annex:

θ_min,c = 21.80 ° (cotg = 2.5)

The values of minimum angle in tension and maximum angles are using the default EN

Using the default EN

Using the default EN

When choosing the “Norwegian NS-EN NA method” the values for calculation punching shear resistance of slabs and column bases without shear resistance are given in the National Annex:

for d_g < 16 mm:  c_Rd,c = 0.15 / γ_C

for d_g ≥ 16 mm:  c_Rd,c = 0.18 / γ_C

for compression: k₁ = 0.10

for tension: k₁ = 0.30

ν_min = 0.0035 ∙ k^3/2 ∙ f_ck^1/2

When choosing the “Norwegian NS-EN NA method” the limitation for maximum shear resistance is given in the National Annex:

v_Rd,max = 0.4 ∙ ν ∙ f_cd ≤ 1.6 ∙ v_Rd,c ∙ u₁ / (β ∙ u₀)

where v_Rd,c is without contribution of axial stress (i.e. k₁σ_cp = 0)

Using the default EN

Using the default EN

Using the default EN

Using the default EN

Using the default EN

When choosing the “Norwegian NS-EN NA method” the values of maximal calculated crack width are given in the National Annex:

Table NA.7.1N is used

where:

k_c = c_nom / c_min,dur ≤ 1.3

Using the default EN

When choosing the “Norwegian NS-EN NA method” the value of coefficient for calculation minimum clear bar distance and value of minimal clear bar distance are given in the National Annex:

For bars in same layer: k₁ = 2.0

For bars in different layer: k₁ = 1.5

k₂ = 5 mm

When choosing the “Norwegian NS-EN NA method” the values of minimum mandrel diameter of bars and wires for bends, hooks and loops are given in the National Annex:

Other values from table NA.8.1 are not implemented

Using the default EN

Using the default EN

Using the default EN

When choosing the “Norwegian NS-EN NA method” the formula for calculation minimum ratio of shear reinforcement is given in the National Annex:

ρ_w,min = (0.1 ∙ √f_ck) / f_yk

When choosing the “Norwegian NS-EN NA method” the formula for calculation maximum spacing between shear assemblies is given in the National Annex:

s_l,max = 0.60 ∙ h’ ∙ (1 + cot α)

where:

h’ is the distance of the centre of gravity of the tension and the compression reinforcement

When choosing the “Norwegian NS-EN NA method” the formula for calculation maximum transverse spacing of the legs in series is given in the National Annex:

s_t,max = h’ ≤ 600 mm

where:

h’ is the distance of the centre of gravity of the tension and the compression reinforcement

Using the default EN

When choosing the “Norwegian NS-EN NA method” the value of minimum diameter of longitudinal reinforcement bar in column is given in the National Annex:

ϕ_min = 10 mm

When choosing the “Norwegian NS-EN NA method” the formula for calculation minimum area of longitudinal reinforcement in column is given in the National Annex:

A_s,min = 0.2 ∙ A_c ∙ f_cd / f_yd ≤ 0.5 ∙ N_Ed / f_yd ≤ 0.01 ∙ A_c

When choosing the “Norwegian NS-EN NA method” the formula for calculation maximum area of longitudinal reinforcement in column is given in the National Annex:

A_s,max = 0.08 ∙ A_c

When choosing the “Norwegian NS-EN NA method” the method for calculation maximum spacing of the transverse reinforcement along the column is given in the National Annex:

s_cl,tmax = min(15 ∙ ϕ_l; b_min; 400 mm)

where:

ϕ_l is minimum diameter of the longitudinal bars

b_min is the lesser dimension of the column

if A_sl > 0.04 ∙ A_c or concrete strength class is B55 or greater:

s_cl,tmax is multiplied by factor 0.6

Using the default EN

When choosing the “Norwegian NS-EN NA method” the formula for calculation minimum area of horizontal reinforcement in wall is given in the National Annex:

for exterior walls:

A_s,hmin = max(0.25 ∙ A_s,v; 0.30 ∙ A_c ∙ f_ctm / f_yk)

for interior walls:

A_s,hmin = max(0.25 ∙ A_s,v; 0.15 ∙ A_c ∙ f_ctm / f_yk)

Using the default EN

Using the default EN