Spain

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)

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

Design situations	γ_C for concrete	γ_S for reinforcing steel	γ_S for prestressing steel
Persistent & Transient	1.5	1.15	1.1
Accidental	1.3	1.0	1.0

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

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

f_yk = 500 MPa

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)

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

for strand or plain wire: 2 x diameter

for indented wire: 3 x diameter

4.4.1.2 (5)

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

Table AN/2 is used:

Structural Class
Criterion	Exposure class according to Table 4.1
Criterion	X0/XC1	XC2/XC3	XC4	XD1/XD2/XD3	XS1/XS2/XS3
Reference Working Life 50 years	S4	S4	S4	S4	S4
Design Working Life of 100 years	increase class by 2	increase class by 2	increase class by 2	increase class by 2	increase class by 2
Strength Class ≥ C40/50	reduce class by 1	reduce class by 1	reduce class by 1	no modification	no modification
Adequate cement and life of 100 years	no modification	reduce class by 1	reduce class by 1	reduce class by 4	reduce class by 4
Adequate cement and life of 50 years	no modification	reduce class by 1	reduce class by 2	reduce class by 3	reduce class by 3

Table AN/3 is used:

Environmental Requirement for c_min,dur [mm]
Structural Class	Exposure Class according to Table 4.1
Structural Class	X0/XC1	XC2/XC3	XC4	XD1/XD2/XD3	XS1	XS2/XS3
S1	10	10	15	30	30	30
S2	10	10	20	35	35	35
S3	15	15	20	40	40	35
S4	15	20	25	40	40	35
S5	20	25	30	50	50	45
S6	25	30	35	60	60	60

Note: Exposure classes with same values are grouped into same column

Note: For exposure classes which require special evaluation are used values from the nearest lower exposure class

For pre-stressed reinforcement is used concrete cover defined in Table AN/3

4.4.1.2 (6)

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

Table AN/4 is used:

Concrete cover increasing by additive safety element Δc_dur,γ [mm]
Criterion	Exposure Class according to Table 4.1
Criterion	X0/XC1	XC2/XC3	XC4	XD1/XD2/XD3	XS1	XS2/XS3
Reinforcement with normal cement	0	0	0	+5	+5	0
Reinforcement with adequate cement	0	0	0	-5	-5	0
Prestressed with adequate cement	0	0	0	0	0	+5
Prestressed with normal cement	0	0	0	0	0	0

Note: Exposure classes with same values are grouped into same column

Note: For exposure classes which require special evaluation are used values from the nearest lower exposure class

4.4.1.2 (7)

When choosing the “Spanish UNE-EN NA method” the value of concrete cover reduction due using of stainless steel Δc_dur,st is given in the National Annex:

Table AN/5 is used:

Concrete cover increasing by additive safety element Δc_dur,γ [mm]
Criterion	Exposure Class according to Table 4.1
Criterion	X0/XC1	XC2/XC3	XC4	XD1/XD2/XD3	XS1	XS2/XS3
Normal cement	0	0	0	-25	-25	-25
Adequate cement	0	0	0	-5	-5	-10

Note: Exposure classes with same values are grouped into same column

Note: For exposure classes which require special evaluation are used values from the nearest lower exposure class

4.4.1.2 (8)

When choosing the “Spanish UNE-EN NA method” the value of concrete cover reduction due using of additional protection Δc_dur,add is given in the National Annex:

Table AN/6 is used:

Concrete cover increasing by additive safety element Δc_dur,add[mm]
Criterion	Exposure Class according to Table 4.1
Criterion	X0/XC1	XC2/XC3	XC4	XD1/XD2/XD3	XS1	XS2/XS3
Normal cement	0	0	0	-25	-25	-25
Adequate cement	0	0	0	-5	-5	-10

Note: Exposure classes with same values are grouped into same column

Note: For exposure classes which require special evaluation are used values from the nearest lower exposure class

4.4.1.2 (13)

Using the default EN

4.4.1.3 (1)P

Using the default EN

4.4.1.3 (3)

Using the default EN

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)

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

λ_lim = 35 ∙ [(C / ν) ∙ (1 + 0.24 / (e₂ / h) + 3.4 ∙ (e₁ / e₂ -1)²)]^1/2 ≤ 100

where:

ν = N_Ed / (A_c ∙ f_cd)

e₂ … 1^st order eccentricity in direction of the higher bending moment (M_y or M_z), considered positive

e₁ … 1^st order eccentricity in direction of the lesser bending moment (M_y or M_z), considered positive if bending moment have save sign as bending moment for e₂

h … dimension of the cross section in vertical direction

C … Coefficient based on the arrangements of reinforcement

C = 0.20

other possibilities for C are not implemented

5.10.2.1 (1)P

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

k₁ = 0.70

k₂ = 0.85

5.10.2.1 (2)

When choosing the “Spanish UNE-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 = 0.90

5.10.2.2 (5)

When choosing the “Spanish UNE-EN NA method” the value of coefficient for increasing of limit stress in concrete for pretension members is given in the National Annex:

k₆ = 0.60

5.10.3 (2)

Using the default EN

5.10.9 (1)P

Using the default EN

6.2.2 (1)

When choosing the “Spanish UNE-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 = 0.18 / γ_C

ν_min = 0.075 / γ_C ∙ k^3/2 ∙ f_ck^1/2 where f_ck is limited to 60 MPa

k₁ = 0.15

6.2.2 (6)

Using the default EN

6.2.3 (2)

When choosing the “Spanish UNE-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 = 26.56 ° (cotg = 2)

θ_max = 63.43 ° (cotg = 0.5)

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)

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

c_Rd,c = 0.18 / γ_C

ν_min = 0.075 / γ_C ∙ k^3/2 ∙ f_ck^1/2 where f_ck is limited to 60 MPa

k₁ = 0.15

6.4.5 (3)

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

v_Rd,max = 0.5 ∙ ν ∙ f_cd

6.5.2 (2)

Using the default EN

6.5.4 (4)

Using the default EN

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)

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

Exposure class	Reinforced members and prestressed members with unbonded tendons	Prestressed members with bonded tendons
	Quasi-permanent load combination	Frequent load combination
X0	0.4	0.2
XC1, XC2, XC3, XC4, XF1, XF3	0.3	0.2
XS1, XS2, XD1, XD2, XD3, XF2, XF4, XA1	0.2	Decompression
XS3, XA2, XA3	0.1	Decompression

7.3.4 (3)

Using the default EN

8.2 (2)

When choosing the “Spanish UNE-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

k₂ = 0.25 ∙ d_g

8.3 (2)

Using the default EN

Prestressed reinforcement is not implemented and part of Table AN/10 related to reinforcement steel is same as in default EN.

9.2.1.1 (1)

When choosing the “Spanish UNE-EN NA method” the minimum reinforcement area of longitudinal reinforcement in beams is given in the National Annex:

A_s,min = W / z ∙ f_ctm,fl / f_yd

where:

W … elastic modulus of section related to the most tensioned fibres

z … inner level arm

f_ctm,fl … mean flexural tensile strength of concrete

f_yd … design yield strength of longitudinal reinforcement

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 “Spanish UNE-EN NA method” the formula for calculation minimum ratio of shear reinforcement is given in the National Annex:

ρ_w,min = f_ctm / (7.5 ∙ f_yk)

9.2.2 (6)

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

Shear force utilization	s_l,max
_{V_Rd ≤ 1/5 ∙ V_Rd,max}	0.75 ∙ d ∙ (1 + cotg(α_s)) ≤ 600 mm
1/5 ∙ V_Rd,max < V_Rd ≤ 2/3 ∙ V_Rd,max	0.60 ∙ d ∙ (1 + cotg(α_s)) ≤ 450 mm
V_Rd > 2/3 ∙ V_Rd,max	0.30 ∙ d ∙ (1 + cotg(α_s)) ≤ 300 mm

9.2.2 (8)

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

s_t,max = d ≤ 500 mm

9.3.1.1(3)

When choosing the “Spanish UNE-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 = 3.0 ∙ h ≤ 300 mm

for secondary reinforcement: s_max,slab = 3.5 ∙ h ≤ 450 mm

9.5.2 (1)

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

ϕ_min = 12 mm

9.5.2 (2)

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

A_s,min = max(0.004 ∙ A_c / f_yd; 0.1 ∙ N_Ed / f_yd)

9.5.2 (3)

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

A_s,max = 1 ∙ f_cd ∙ A_c / f_yc,d

where:

f_yc,d … f_yd limited to 400 MPa

9.5.3 (3)

When choosing the “Spanish UNE-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; 300 mm)

where:

ϕ_l is minimum diameter of the longitudinal bars

b_min is the lesser dimension of the column

9.6.2 (1)

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

For f_yk = 400 MPa: A_s,vmin = max(0.0012 ∙ A_c; 0.04 ∙ A_c ∙ f_cd / f_yd)

For f_yk = 500 MPa: A_s,vmin = max(0.0009 ∙ A_c; 0.04 ∙ A_c ∙ f_cd / f_yd)

A_s,vmax = 0.04 ∙ A_c

9.6.3 (1)

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

For f_yk = 400 MPa: A_s,hmin = 0.004 ∙ A_c

For f_yk = 500 MPa: A_s,hmin = 0.0032 ∙ 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