Using the default EN

Using the default EN

Using the default EN

When choosing the “German DIN-EN NA method” the values of partial factors for materials for ultimate limit states are given in the National Annex:

Partial factors for fatigue are not supported in SCIA Engineer

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

C_max = C100/115

When choosing the “German DIN-EN NA method” the value of 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 “German DIN-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

Condition according clause 8.4.2(2) is not implemented

When choosing the “German DIN-EN NA method” the upper limit of yield strength of reinforcement is given in the National Annex:

f_yk = 500 MPa

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

ε_ud = 2.5 %

Using the default EN

Using the default EN

Special diagram is not implemented

When choosing the “German DIN-EN NA method” the values of minimum cover for pre-tensioned tendons are given in the National Annex:

for strand or plain wire: 2.5 x diameter

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

Tables 4.3DE, 4.4DE and 4.5DE are used as modification to default EN tables

Table 4.3N is modified by 4.3DE:

Table 4.4N is modified by 4.4DE – basic structural class S3

Table 4.5N is modified by 4.5DE – basic structural class S3

When choosing the “German DIN-EN NA method” the value of concrete cover increasing by additive safety element Δc_dur,γ is given in the National Annex:

Additive safe ty element according table 4.4DE is used:

for XD1 or XS1: Δc_dur,γ = +10 mm

for XD2 or XS2: Δc_dur,γ = +5 mm

Using the default EN

When choosing the “German DIN-EN NA method” the value of concrete cover reduction by additional protection (coating) Δc_dur,add is given in the National Annex:

Cover reduction according table 4.5DE is used:

for X0, XC, XS: Δc_dur,add = 0 mm

for XD: Δc_dur,add = 10 mm

Using the default EN

Using the default EN

When choosing the “German DIN-EN NA method” the values for decreasing the deviations for increasing of nominal concrete cover are given in the National Annex:

If the extra quality management during planning, fabrication and construction is assured:

Δc_dev - 5 mm

When choosing the “German DIN-EN NA method” the values of minimum cover for concrete cast against prepared ground and concrete cast directly against soil are given in the National Annex:

k₁ = 20 mm

k₂ = 50 mm

When choosing the “German DIN-EN NA method” the value of basic imperfection represented by an inclination is given in the National Annex:

θ₀ = min(1 / (100 ∙ √l) ∙ 1 / α_h; 1 / 200 ∙ 1 / α_h)

When choosing the “German DIN-EN NA method” the values of coefficients to calculated the distributed moment are given in the National Annex:

k₁ = 0.64

k₂ = 0.8

k₃ = 0.72

k₄ = 0.8

k₅ = 0.7 for f_ck ≤ 50 MPa and k₅ = 0.8 for f_ck > 50 MPa

k₆ = 0.85 for f_ck ≤ 50 MPa and k₆ = 1.0 for f_ck > 50 MPa

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

λ_lim = 25 for |n| ≥ 0.41

λ_lim = 16 / √n for |n| < 0.41

where: n = N_Ed / (A_c ∙ f_cd)

When choosing the “German DIN-EN NA method” the value of factor to calculate the force to the tendon during tensioning is given in the National Annex:

k₁ = 0.8 ∙ k_µ

k₂ = 0.9 ∙ k_µ

where: k_µ = e^{-µ∙γ(κ-1)}

Using the default EN

Value for concrete bridges is not implemented

Using the default EN

Using the default EN

Using the default EN

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

c_Rd,c = 0.15 / γ_C

k₁ = 0.12

For d ≤ 600 mm: ν_min = (0.0525 / γ_C) ∙ k^3/2 ∙ f_ck^1/2

For d > 800 mm: ν_min = (0.0375 / γ_C) ∙ k^3/2 ∙ f_ck^1/2

For intermediate values of d is used linear interpolation.

When choosing the “German DIN-EN NA method” the value for strength reduction factor for concrete cracked in shear is given in the National Annex:

For shear force: ν = 0.675

For torsion force: ν = 0.525

Shear check in joint:

• very smooth joint: ν = 0

• smooth joint: ν = 0.20

• rough joint: ν = 0.50

• toothed joint: ν = 0.70

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

θ_min = 18.43 ° (cotg = 3.0)

For pure bending and bending with pressure: θ_max = 39.80 ° (cotg = 1.2)

For bending with tension: θ_max = 45.0 ° (cotg = 1.0)

Equations (NA.6.7a) and (NA.6.7b) are not implemented

When choosing the “German DIN-EN NA method” the values for calculation of shear resistance of members with vertical shear reinforcement are given in the National Annex:

For ≤ C50/60: ν₁ = 0.75

For ≥ C55/67: ν₁ = 0.75 ∙ (1.1 – f_ck / 500)

α_cw = 1.0

When choosing the “German DIN-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 = 39.84 ° (cotg = 1.2)

θ_min,t = 45.0 ° (cotg = 1)

θ_max = 59.89 ° (cotg = 0.58)

Calculation according 6.2.3 (2) is not implemented. Simplification values are implemented.

Using the default EN

Using the default EN

When choosing the “German DIN-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 u₀ / d ≥ 4: C_Rdc = 0.18 / γ_c

For internal columns and u₀ / d < 4: C_Rdc = 0.18 / γ_c ∙ (0.1 ∙ u₀ / d +0.6)

For single fundaments where a ≤ 3: C_Rdc = 0.12 / γ_c ∙ λ^0.4

λ = a_λ / d

k₁ = 0.1

ν_min is according 6.2.2(1)

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

ν_Rd,max = 1,4 ∙ ν_Rd,c

When choosing the “German DIN-EN NA method” the value of strength reduction factor for concrete cracked in shear is given in the National Annex:

ν’ = 1

When choosing the “German DIN-EN NA method” the values of coefficients to calculate the design compressive strength are given in the National Annex:

k₁ = 1.1

k₂ = 0.75

Using the default EN

Using the default EN

When choosing the “German DIN-EN NA method” the factors for maximum stress in reinforcement or prestressing steel are given in the National Annex:

k₃ = 0.8

k₄ = 1.0

k₅ = 0.65

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

When choosing the “German DIN-EN NA method” the conditions for calculation h_c.ef are given in the National Annex:

When (h - x_r) / 3 is greater or equal to concrete cover + 20 mm the depth of effective area of the concrete is calculated by followed formula.

h_c.ef = min(Coeff_hc.ef ∙ (h - d), (h – x_r) / 3, h/2)

When (h - x_r) / 3 is lower than concrete cover + 20 mm the depth of effective area of the concrete is calculated by next formula.

h_c.ef = min(Coeff_hc.ef ∙ (h - d), h/2)

Coeff_hc.ef depends on ratio h / (h – d)

h / (h – d) ≤ 5 : Coeff_hc.ef = 2.5

h / (h – d) > 5 and ≤ 30 : Coeff_hc.ef = linear interpolation between 2.5 and 5

h / (h – d) > 30 : Coeff_hc.ef = 5.0

When choosing the “German DIN-EN NA method” the values of coefficients to calculate maximum final crack spacing are given in the National Annex:

k₁ ∙ k₂ = 1

k₃ = 0

k₄ = 1 / 3.6

When choosing the “German DIN-EN NA method” the equation to calculation maximum crack spacing is given in the National Annex:

Equations (7.11) and (7.14) are limited to

s_r,max ≤ (σ_s ∙ ϕ) / (3.6 ∙ f_ct,eff)

When choosing the “German DIN-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:

k₁ = 1.0

For d_g ≤ 16 mm: k₂ = 0 mm

For d_g > 16 mm: k₂ = 5 mm

When choosing the “German DIN-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

When choosing the “German DIN-EN NA method” the value of maximum area of longitudinal reinforcement is given in the National Annex:

A_s,max = 0.08 ∙ A_c

When choosing the “German DIN-EN NA method” the value of coefficient for minimum ratio of span bending moment to be assumed at support in monolithic construction is given in the National Annex:

β₁ = 0.25

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

For pretension members: ρ_w,min = 0.256 ∙f_ctm / f_yd

For other members: ρ_w,min = 0.16 ∙f_ctm / f_yd

When choosing the “German DIN-EN NA method” the value of maximum spacing between shear assemblies is given in the National Annex:

When choosing the “German DIN-EN NA method” the value of maximum transverse spacing of the legs in series is given in the National Annex:

When choosing the “German DIN-EN NA method” the formulas for calculation maximum spacing of principal and secondary area of reinforcement for 2D members are given in the National Annex:

For principal reinforcement:

For h ≥ 250 mm: s_max,slab = 250 mm

For h < 150 mm: s_max,slab = 150 mm

Intermediate values are linearly interpolated

For secondary reinforcement: s_max,slab = 250 mm

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

ϕ_min = 12 mm

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

A_s,min = max(0.15 ∙ |N_Ed| / f_yd ; 0.0 ∙ A_c)

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

A_s,max = 0.09 ∙ A_c

When choosing the “German DIN-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(12 ∙ ϕ_l; b_min; 300 mm)

where:

ϕ_l is minimum diameter of the longitudinal bars

b_min is the lesser dimension of the column

When choosing the “German DIN-EN NA method” the formula for calculation minimum and maximum area of vertical reinforcement in wall is given in the National Annex:

Generally: A_s,vmin = 0.15 ∙ |N_Ed| / f_yd ≥ 0.0015 ∙ A_c

For thin walls with λ ≥ λ_lim or with |N_Ed| ≥ 0.3 ∙ f_cd ∙ A_c: A_s,vmin = 0.003 ∙ A_c

A_s,vmax = 0.04 ∙ A_c

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

Generally: A_s,hmin = 0.2 ∙ A_s,v

For thin walls with λ ≥ λ_lim or with |N_Ed| ≥ 0.3 ∙ f_cd ∙ A_c: A_{s, hmin} = 0.5 ∙ A_s,v

When choosing the “German DIN-EN NA method” the formula for calculation minimum are of reinforcement in deep beams in each face and each direction is given in the National Annex:

A_s,dbmin = 0.00075 ∙ A_c ≥ 150 mm²/m

When choosing the “German DIN-EN NA method” the coefficients taking account of long term effects on the compressive and tensile strength and of unfavourable effects resulting from the way the load is applied for plain concrete are given in the National Annex:

α_cc,pl = 0.70

α_ct,pl = 0.70