Singapore

2.4.2.1 (1)

Using the default EN

2.4.2.2 (1)

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

γ_P,fav = 0.9

2.4.2.2 (2)

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

γ_P,fav = 1.1

2.4.2.4 (1)

Using the default EN

3.1.2 (2)P

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

For shear strength: C_max = C50/60

For other cases: C_max = C90/105

3.1.6 (1)P

When choosing the “Singaporean SS-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 for compression in flexure and axial loading

α_cc = 1.0 for other phenomena

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 “Singaporean SS-EN NA method” the method for determination of the minimal concrete cover c_min,dur is given in the National Annex:

Use SS 544-1:2009, tables A.4 and A.5

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

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)

When choosing the “Singaporean SS-EN NA method” the values of coefficients to calculated the distributed moment when f_ck does not exceed 50 MPa are given in the National Annex:

For reinforcement steel with f_yk ≤ 500 MPa:

k₁ = k₃ = 0.4

k₂ = k₄ = 0.6 + 0.0014 / ε_cu2

k₅ = 0.7

k₆ = 0.8

For reinforcement steel with f_yk > 500 MPa:

This reinforcement is not allowed; therefore

k₁ = k₂ = k₃ = k₄ = k₅ = k₆ = 0

5.8.3.1 (1)

Using the default EN

5.10.2.1 (1)P

Using the default EN

5.10.2.1 (2)

Using the default EN

5.10.2.2 (5)

Using the default EN

5.10.3 (2)

Using the default EN

5.10.9 (1)P

When choosing the “Singaporean SS-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 and post-tension r_sup = r_inf = 1.0

6.2.2 (1)

Using the default EN

6.2.2 (6)

Using the default EN

6.2.3 (2)

When choosing the “Singaporean SS-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 elements in which shear co-exists with externally applied tension

θ_min = 45 ° (cotg = 1.0)

The values of maximum angle are using the default EN

6.2.3 (3)

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

ν₁ = ν

If σ_swd < 0.8 ∙ f_ywk

ν₁ = 0.54 ∙ (1 – 0.5 ∙ cos(α_s)) for f_ck ≤ 60 MPa

ν₁ = max((0.84 – (f_ck / 200)) ∙ (1 – 0.5 ∙ cos (α_s)); 0.5) for f_ck > 60 MPa

The coefficient taking account of the state of the stress in the compression chord α_cw is 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 “Singaporean SS-EN NA method” the additional limitation for maximum shear resistance is given in the National Annex:

v_Rd,max = 0.5 ∙ ν ∙ f_cd ≤ 2.0 ∙ v_Rd,c

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 “Singaporean SS-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, XC1	0.3	0.2
XC2, XC3, XC4	0.3	0.2
XD1, XD2, XS1, XS2, XS3	0.3	0.2 (decompression)

7.3.4 (3)

Using the default EN

8.2 (2)

Using the default EN

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)

When choosing the “Singaporean SS-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

9.2.2 (5)

Using the default EN

9.2.2 (6)

Using the default EN

9.2.2 (8)

Using the default EN

9.3.1.1(3)

Using the default EN

9.5.2 (1)

When choosing the “Singaporean SS-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)

Using the default EN

9.5.2 (3)

Using the default EN

9.5.3 (3)

Using the default EN

Special method for concrete class > C50/60 is not implemented

9.6.2 (1)

Using the default EN

9.6.3 (1)

Using the default EN

9.7 (1)

Using the default EN

12.3.1 (1)

When choosing the “Singaporean SS-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 = 0.60

α_ct,pl = 0.80

12.6.3 (2)

Using the default EN