Austria

2.4.2.1 (1)

Using the default EN

2.4.2.2 (1)

Using the default EN

2.4.2.2 (2)

Using the default EN

2.4.2.4 (1)

Using the default EN

3.1.2 (2)P

Using the default EN

3.1.6 (1)P

Using the default EN

3.1.6 (2)P

Using the default EN

3.2.2 (3)P

Using the default EN

3.2.7 (2)

Using the default EN

3.3.4 (5)

Using the default EN

3.3.6 (7)

Using the default EN

4.4.1.2 (3)

Using the default EN

4.4.1.2 (5)

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

For non-prestress concrete

		Exposure class
Criteria		XC1	XC2/XC3/XC4	XD1/XD2	XD3
c_min,dur	[mm]	15	25	30	40

For prestress concrete

		Exposure class
Criteria		XC1	XC2/XC3/XC4	XD1/XD2	XD3
c_min,dur	[mm]	25	35	40	50

Design working life of 100 year or greater:c_min,dur + 5 mm

Prefabricated or Special quality is assured: c_min,dur - 5 mm

When concrete class is same or greater than is in next table: c_min,dur - 5 mm

	Exposure class
Criteria	XC1	XC2	XC3/XD1/XD2	XC4	XD3
Concrete class	C25/30	C30/37	C35/45	C40/50	C45/55

minimal value of c_min,dur is 15 mm

4.4.1.2 (6)

Using the default EN

4.4.1.2 (7)

Using the default EN

4.4.1.2 (8)

Using the default EN

4.4.1.2 (13)

Using the default EN

4.4.1.3 (1)P

When choosing the “Austrian ÖNORM-EN NA method” the value of increasing of nominal concrete cover due deviation is given in the National Annex:

Δc_dev = 5 mm

4.4.1.3 (3)

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

Δc_dev reduction is set to 0 mm

4.4.1.3 (4)

Using the default EN

5.2 (5)

Using the default EN

5.5 (4)

Using the default EN

5.8.3.1 (1)

Using the default EN

5.10.2.1 (1)P

Using the default EN

5.10.2.1 (2)

When choosing the “Austrian ÖNORM-EN NA method” the value of factor to calculate the maximum stress applied to the tendon during tensioning is given in the National Annex:

k₃ = 0.92

5.10.2.2 (5)

Using the default EN

5.10.3 (2)

When choosing the “Austrian ÖNORM-EN NA method” the values of factors to calculate the maximum stress in prestressing reinforcement after anchoring are given in the National Annex:

k₇ = 0.70

k₈ = 0.80

5.10.9 (1)P

When choosing the “Austrian ÖNORM-EN NA method” the values of factors to consider the possible upper and lower variation in the prestress in pre-tension or unbonded tendons are given in the National Annex:

The values for pre-tension r_sup = r_inf = 1.0

The values of factors to consider the possible upper and lower variation in the prestress in post-tension or bonded tendons are using the default EN

NCI to 6.1(4)

When choosing the “Austrian ÖNORM-EN NA method” the usage of minimal value of eccentricity is given in the National Annex:

e = max(e₀ + e_i + e₂; e_min)

where:

e₀ … 1^st order eccentricity

e_i … eccentricity from imperfections

e₂ … 2^nd order eccentricity

e_min … minimal value of eccentricity according clause 6.1(4)

6.2.2 (1)

Using the default EN

6.2.2 (6)

Using the default EN

6.2.3 (2)

When choosing the “Austrian ÖNORM-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:

θ_min = 30.96° (tan = 0.6)

The values of maximum angle are using the default EN

6.2.3 (3)

Using the default EN

6.2.4 (4)

Using the default EN

6.2.4 (6)

Using the default EN

6.4.3 (6)

Using the default EN

6.4.4 (1)

Using the default EN

6.4.5 (3)

When choosing the “Austrian ÖNORM-EN NA method” the expression for maximal punching shear resistance is given in the National Annex:

ν_Rd,max = min(0.4 ∙ ν ∙ f_cd; κ ∙ v_Rd,c ∙ u₁ / u₀)

where:

For d ≤ 200 mm: κ = 1.40

For d ≥ 700 mm: κ = 1.65

Intermediate values of κ are linearly interpolated according d

6.5.2 (2)

Using the default EN

6.5.4 (4)

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

k₁ = 1.25

k₂ = 0.90

7.2 (2)

Using the default EN

7.2 (3)

Using the default EN

7.2 (5)

Using the default EN

7.3.1 (5)

Using the default EN

7.3.4 (3)

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

k₃ = 0

k₄ = 1 / (3.6 ∙ k₁∙k₂) ≤ (ρ_p,eff ∙ σ_s) / (3.6 ∙ k₁ ∙ k₂ ∙ f_ct,eff)

NCI to 7.3.4 (3)

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

After inputting k₃ = 0 and k₄ into equation 7.11, the equation is simplified to

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

8.2 (2)

When choosing the “Austrian ÖNORM-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 = 1.4

k₂ = 0 mm for one layer of reinforcement at checked edge

k₂ = 10 mm for more layers of reinforcement at checked edge

8.3 (2)

Using the default EN

9.2.1.1 (1)

Using the default EN

9.2.1.1 (3)

Using the default EN

9.2.1.2 (1)

Using the default EN

9.2.2 (5)

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

ρ_w,min = 0.15 ∙ f_ctm / f_yd

9.2.2 (6)

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

s_l,max = 0.75 ∙ d ∙ (1 + cot α) ≤ 250 mm

9.2.2 (8)

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

s_t,max = 0.75 ∙ d ≤ 800 mm

9.3.1.1(3)

When choosing the “Austrian ÖNORM-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: s_max,slab = 1.5 ∙ h ≤ 250 mm

for secondary reinforcement: s_max,slab = 3.0 ∙ h ≤ 350 mm

9.5.2 (1)

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

for h ≥ 200 mm: ϕ_min = 12 mm

in other cases: ϕ_min = 10 mm

9.5.2 (2)

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

A_s,min = 0.13 ∙ N_Ed / f_yd ≥ 0.0026 ∙ A_c

9.5.2 (3)

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

for in-situ concrete members: A_s,max = 0.08 ∙ A_c

for prefabricated members: A_s,max = 0.09 ∙ A_c

NCI to 9.5.2 (4)

When choosing the “Austrian ÖNORM-EN NA method” the value of minimal number of longitudinal bars in circular columns is given in the National Annex:

n_l,min = 6

9.5.3 (3)

When choosing the “Austrian ÖNORM-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; 250 mm)

where:

ϕ_l is minimum diameter of the longitudinal bars

b_min is the lesser dimension of the column

9.6.2 (1)

Using the default EN

9.6.3 (1)

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

A_s,hmin = 0.001 ∙ A_c

9.7 (1)

Using the default EN

12.3.1 (1)

Using the default EN

12.6.3 (2)

Using the default EN