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bijlage 2.12 Q22-00427 Uitvoer SCIA 20230123 pdf

Oordeelsvormende vergadering 11 april 2023, gemeente Hoeksche WaardBij agendapunt: Realiseren van van 40 tijdelijke woningen in Numansdorp30.080 woorden

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σ2 [kN/m 2 ] 2,660e+05 3,429e+05 -3,062e+05 -3,183e+05 -3,136e+05

kσ [-] 0,50 4,04 21,08

p,red

[-] 0,79 0,98 -0,89

[-] 0,65 0,80 0,91

[-] 0,58 0,71

hw [mm] 247

kf [-] 0,00

K [kN/m 2] 4,072e+02

[-] 1,00 0,98 0,96

be [mm] 27 92 124

b e1 [mm]

b e2 [mm]

42 49

46 74

Stiffener calculation According to EN 1993-1-3 article 5.5.3 Id 1

As [m 2 ] 1,8480e-04

Is [m 4] 1,4035e-08

b1 [mm] 82

b2 [mm] 62

σcr [kN/m 2] 3,749e+05

[-] 0,97

[-] 0,77

Effective section MzEffective width calculation According to EN 1993-1-3 article 5.5.2, 5.5.3 & EN 1993-1-5 article 4.4 Id 1 3 5 7 9

Type UO I I I UO

bp [mm] 27 94 244 94 27

σ1 [kN/m 2 ] -3,500e+05 2,504e+05 2,619e+05 2,504e+05 -3,500e+05

σ2 [kN/m 2 ] -3,500e+05 -3,385e+05 2,619e+05 -3,385e+05 -3,500e+05

[-]

kσ [-]

[-]

be [mm]

b e1 [mm]

b e2 [mm]

-1,35 1,00 -1,35

33,07 4,00 33,07

0,28 2,10 0,28

1,00 0,43 1,00

40 104 40

16 52 16

24 52 24

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A s,red [m 2 ] 1,4256e-04

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

OPL Modelering Effective properties Effective area A eff Effective second Ieff,y moment of area W eff,y Effective section modulus e N,y Shift of the centroid

7,4478e-04 1,1036e-05

m2 m4

Ieff,z

1,2593e-06

8,3538e-05

W eff,z

2,2087e-05

e N,z

Tension check According to EN 1993-1-3 article 6.1.2 and formula (6.1) Gross section area Net section resistance Tension resistance Unity check

Ag F n,Rd N t,Rd

m2 kN kN -

1,2227e-03 410,82 410,82 0,04

Bending moment check for M y According to EN 1993-1-3 article 6.1.4 and formula (6.4) Effective section modulus Bending moment resistance Unity check

W eff,y M c,y,Rd

8,3538e-05 29,24 0,37

m3 kNm -

Bending moment check for M z According to EN 1993-1-3 article 6.1.4 and formula (6.4) Effective section modulus Bending moment resistance Unity check

W eff,z M c,z,Rd

2,2087e-05 7,73 0,01

m3 kNm -

Biaxial bending moment check According to EN 1993-1-3 article 6.1.4 and formula (6.7) Bending moment resistance Bending moment resistance

M c,y,Rd M c,z,Rd

29,24 7,73

kNm kNm

Unity check (6.7) = 0,37 + 0,01 = 0,38 Shear check for V y According to EN 1993-1-3 article 6.1.5 and formula (6.8) Stiffening at the support. Element ID 3 5 7

lc [mm] 97 247 97

α [deg] 0,00 90,00 0,00

Shear verification V b,Rd,y Shear resistance Unity check

sw [mm] 94 244 94

98,96 0,00

[-] 0,53 1,38 0,53

fbv [MPa] 203,0 121,9 203,0

V b,Rd,y,i [kN] 49,48 0,00 49,48

kN -

Shear check for V z According to EN 1993-1-3 article 6.1.5 and formula (6.8) Stiffening at the support. Element ID 3 5 7

lc [mm] 97 247 97

α [deg] 0,00 90,00 0,00

Shear verification V b,Rd,z Shear resistance Unity check

sw [mm] 94 244 94

75,45 0,06

[-] 0,53 1,38 0,53

fbv [MPa] 203,0 121,9 203,0

V b,Rd,z,i [kN] 0,00 75,45 0,00

kN -

Torsional moment check According to EN 1993-1-3 article 6.1.6 and formula (6.11a), (6.11b), (6.11c) Effective properties Cross-section effective area Effective section modulus Effective section modulus

A eff W eff,y W eff,z

1,2227e-03 8,3538e-05 2,2087e-05

m2 m3 m3

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National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Elastic verification Index of fibre Direct stress due to N Ed Direct stress due to M y,Ed Direct stress due to M z,Ed Total direct stress Shear stress due to V y,Ed Shear stress due to V z,Ed Shear stress due to uniform (St. Venant) torsion Total shear stress Summation of von Mises stress Unity check (direct stress) Unity check (shear stress) Unity check (von Mises stress)

Fibre σ N,Ed σ My,Ed σ Mz,Ed σ tot,Ed τ Vy,Ed τ Vz,Ed τ t,Ed

28 -14,2 -114,6 -3,9 -132,6 0,6 1,5 1,4

MPa MPa MPa MPa MPa MPa MPa

τ tot,Ed σ von Mises,Ed

3,5 132,8 0,38 0,02 0,34

MPa MPa -

Note: The Local Transverse Forces Check has been ignored due to user input. Combined Tension and Bending Check According to article EN 1993-1-3: 6.1.8 and formula (6.23), (6.24). N t,Rd M cy,Rd,ten M cz,Rd,ten M cy,Rd,com M cz,Rd,com

410,82 32,61 7,73 29,36 10,26

kN kNm kNm kNm kNm

Unity check (6.23) 0,04 + 0,33 + 0,01 = 0,38 Unity check (6.24) 0,36 + 0,01 - 0,04 = 0,33 The member satisfies the section check. ...::STABILITY CHECK::... Lateral Torsional Buckling Check According to article EN 1993-1-3: 6.2.4 According to article EN 1993-1-1: 6.3.2 and formula (6.55) LTB Parameters Method for LTB Curve W eff,y Elastic critical moment M cr Relative slenderness rel,LT Limit slenderness rel,LT,0 M cr Parameters LTB length 0,199 k 1,00 kw 1,00 1,05 C1 C2 0,00 1,00 C3

art. 6.3.2.2 8,3538e-05 10830,27 0,05 0,20

m3 kNm

The slenderness or bending moment is such that Lateral Torsional Buckling effects may be ignored according to EN 1993-1-1 article 6.3.2.2(4) Bending and Axial Tension Check According to article EN 1993-1-3: 6.3. N t,Rd M b,y,Rd M c,z,Rd,com

410,82 29,36 10,26

kN kNm kNm

Unity check: 0,36+0,01-0,04 = 0,33 The member satisfies the stability check. EN 1993-1-1 Code Check National annex: Nederlandse NEN-EN NA Member S607

0,000 / 0,202 m

Volledig rechthoekig (5; 102)

S 355 JR (EN 10025-2)

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Alle UGT

0,16 -

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Combination key Alle UGT / 1.20*Perm Staal. + 1.20*Perm Overig. + 0.60*Klassa A (2,25) + 1.50*Wind X+ + 0.60*Klasse A Gallerij (3,0) Partial safety factors M0 for resistance of cross-sections M1 for resistance to instability M2 for resistance of net sections Material Yield strength Ultimate strength Fabrication

fy fu

355,0 470,0 Rolled

1,00 1,00 1,25

MPa MPa

...::SECTION CHECK::... The critical check is on position 0,000 m Axis definition : - principal y- axis in this code check is referring to the principal z axis in SCIA Engineer - principal z- axis in this code check is referring to the principal y axis in SCIA Engineer Internal forces Normal force Shear force Shear force Torsion Bending moment Bending moment

Calculated -6,68 0,00 0,00 0,00 0,00 0,00

N Ed V y,Ed V z,Ed T Ed M y,Ed M z,Ed

Unit kN kN kN kNm kNm kNm

Classification for cross-section design Classification according to EN 1993-1-1 article 5.5.2 Classification of Internal and Outstand parts according to EN 1993-1-1 Table 5.2 Sheet 1 & 2 Id

Type

c [mm]

t [mm]

σ1 [kN/m 2 ]

σ2 [kN/m 2 ]

[-]

102

1,311e+04

1,00

kσ [-]

α [-]

c/t [-]

1,00

20,40

Class 1 Limit [-] 22,78

Class 2 Limit [-] 27,66

Note: The Classification limits have been set according to Semi-Comp+. The cross-section is classified as Class 1 Compression check According to EN 1993-1-1 article 6.2.4 and formula (6.9) Cross-section area Compression resistance Unity check

A Nc,Rd

5,1000e-04 181,05 0,04

m2 kN -

Shear check for V y According to EN 1993-1-1 article 6.2.6 and formula (6.17) Shear correction factor Shear area Plastic shear resistance for V y Unity check

Av V pl,y,Rd

1,20 5,1000e-04 104,53 0,00

m2 kN -

Torsion check According to EN 1993-1-1 article 6.2.7 and formula (6.23) Index of fibre Total torsional moment Elastic shear resistance Unity check

Fibre τEd τRd

1 0,4 205,0 0,00

MPa MPa -

Note: The unity check for torsion is lower than the limit value of 0,05. Therefore torsion is considered as insignificant and is ignored in the combined checks. The member satisfies the section check. ...::STABILITY CHECK::... Classification for member buckling design Decisive position for stability classification: 0,000 m Classification according to EN 1993-1-1 article 5.5.2

50/78

Class 3 Limit [-] 30,92

Class

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Classification of Internal and Outstand parts according to EN 1993-1-1 Table 5.2 Sheet 1 & 2 Id

Type

c [mm]

t [mm]

σ1 [kN/m 2 ]

σ2 [kN/m 2 ]

[-]

kσ [-]

102

1,311e+04

1,00

α [-]

c/t [-]

1,00

20,40

Class 1 Limit [-] 22,78

Class 2 Limit [-] 27,66

Note: The Classification limits have been set according to Semi-Comp+. The cross-section is classified as Class 1 Note: The stability classification is based on the maximum section classification along the member. Flexural Buckling check According to EN 1993-1-1 article 6.3.1.1 and formula (6.46) Buckling parameters Sway type System length Buckling factor Buckling length Critical Euler load Slenderness Relative slenderness Limit slenderness Buckling curve Imperfection Reduction factor Buckling resistance

yy non-sway 0,202 1,00 0,202 22460,91 6,86 0,09 0,20 c 0,49 1,00 181,05

L k lcr N cr rel rel,0

α N b,Rd

Flexural Buckling verification Cross-section area A 5,1000e-04 Buckling resistance N b,Rd 41,24 Unity check 0,16

zz sway 0,202 1,00 0,202 53,97 139,95 1,83 0,20 c 0,49 0,23 41,24

m m kN

m2 kN -

Torsional(-Flexural) Buckling check According to EN 1993-1-1 article 6.3.1.1 and formula (6.46) Torsional buckling length Elastic critical load Relative slenderness Limit slenderness

lcr N cr,T

0,202 382,78 0,69 0,20

rel,T rel,0

m kN

Note: The slenderness or compression force is such that Torsional(-Flexural) Buckling effects may be ignored according to EN 1993-1-1 article 6.3.1.2(4). The member satisfies the stability check. EN 1993-1-1 Code Check National annex: Nederlandse NEN-EN NA Member S652

0,000 / 0,197 m

Volledig rechthoekig (100; 100)

Gewicthloos, Uitzetloos, Extreem Hoge Sterkte Staal (Fictief Voor Modelering)

Combination key Alle UGT / 1.20*Perm Staal. + 1.20*Perm Overig. + 1.50*Klassa A (2,25) + 1.50*Klasse A Gallerij (3,0) Partial safety factors M0 for resistance of cross-sections M1 for resistance to instability M2 for resistance of net sections Material Yield strength Ultimate strength Fabrication

fy fu

800,0 900,0 Rolled

1,00 1,00 1,25

MPa MPa

...::SECTION CHECK::... The critical check is on position 0,000 m

51/78

Alle UGT

0,02 -

Class 3 Limit [-] 30,92

Class

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Internal forces Normal force Shear force Shear force Torsion Bending moment Bending moment

Calculated -76,45 -3,96 -5,37 0,00 1,06 0,78

N Ed V y,Ed V z,Ed T Ed M y,Ed M z,Ed

Unit kN kN kN kNm kNm kNm

Classification for cross-section design Classification according to EN 1993-1-1 article 5.5.2 Classification of Internal and Outstand parts according to EN 1993-1-1 Table 5.2 Sheet 1 & 2 Id

Type

c [mm]

t [mm]

σ1 [kN/m 2 ]

σ2 [kN/m 2 ]

[-]

100

2,966e+03

1,232e+04

0,24

kσ [-]

α [-]

c/t [-]

1,00

Class 1 Limit [-] 15,18

Class 2 Limit [-] 18,43

A Nc,Rd

1,0000e-02 8000,00 0,01

m2 kN -

Bending moment check for M y According to EN 1993-1-1 article 6.2.5 and formula (6.12),(6.13) Plastic section modulus Plastic bending moment Unity check

W pl,y M pl,y,Rd

2,5000e-04 200,00 0,01

m3 kNm -

Bending moment check for M z According to EN 1993-1-1 article 6.2.5 and formula (6.12),(6.13) Plastic section modulus Plastic bending moment Unity check

W pl,z M pl,z,Rd

2,5000e-04 200,00 0,00

m3 kNm -

Shear check for V y According to EN 1993-1-1 article 6.2.6 and formula (6.17) Shear correction factor Shear area Plastic shear resistance for V y Unity check

Av V pl,y,Rd

1,20 1,0000e-02 4618,80 0,00

m2 kN -

Shear check for V z According to EN 1993-1-1 article 6.2.6 and formula (6.17) Shear correction factor Shear area Plastic shear resistance for V z Unity check

Av V pl,z,Rd

1,20 1,0000e-02 4618,80 0,00

m2 kN -

Combined bending, axial force and shear force check According to EN 1993-1-1 article 6.2.9.1 and formula (6.41) Design plastic moment resistance reduced due to N Ed Exponent of bending ratio y Design plastic moment resistance reduced due to N Ed Exponent of bending ratio z

M N,y,Rd

199,98

kNm

α M N,z,Rd

1,00 199,98

kNm

1,00

Unity check (6.41) = 0,01 + 0,00 = 0,01 Note: Since the shear forces are less than half the plastic shear resistances their effect on the moment resistances is neglected. The member satisfies the section check.

52/78

Class 3 Limit [-] 27,96

Class

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering ...::STABILITY CHECK::... Classification for member buckling design Decisive position for stability classification: 0,000 m Classification according to EN 1993-1-1 article 5.5.2 Classification of Internal and Outstand parts according to EN 1993-1-1 Table 5.2 Sheet 1 & 2 Id

Type

c [mm]

t [mm]

σ1 [kN/m 2 ]

σ2 [kN/m 2 ]

[-]

100

2,966e+03

1,232e+04

0,24

kσ [-]

α [-]

c/t [-]

1,00

Class 1 Limit [-] 15,18

Class 2 Limit [-] 18,43

Class 3 Limit [-] 27,96

Class

L k lcr N cr rel rel,0

yy sway 0,197 4,14 0,815 26005,19 28,23 0,55 0,20

zz non-sway 0,197 0,94 0,185 505235,63 6,40 0,13 0,20

m m kN

lcr N cr,T rel,T rel,0

0,197 682005,74 0,11 0,20

m kN

Note: The slenderness or compression force is such that Torsional(-Flexural) Buckling effects may be ignored according to EN 1993-1-1 article 6.3.1.2(4). Lateral Torsional Buckling check According to EN 1993-1-1 article 6.3.2.1 & 6.3.2.2 and formula (6.54) LTB parameters Method for LTB curve Plastic section modulus Elastic critical moment Relative slenderness Limit slenderness

W pl,y M cr rel,LT rel,LT,0

General case 2,5000e-04 39810,20 0,07 0,20

m3 kNm

Note: The slenderness or bending moment is such that Lateral Torsional Buckling effects may be ignored according to EN 1993-1-1 article 6.3.2.2(4). Mcr parameters LTB length Influence of load position Correction factor Correction factor LTB moment factor LTB moment factor LTB moment factor Shear centre distance Distance of load application Mono-symmetry constant Mono-symmetry constant

lLT k kw C1 C2 C3 dz zg βy zj

0,197 no influence 1,00 1,00 1,77 0,00 1,00 0 0 0 0

mm mm mm mm

53/78

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Bending and axial compression check parameters Interaction method alternative method 2 Cross-section area A 1,0000e-02 Plastic section modulus W pl,y 2,5000e-04 W pl,z 2,5000e-04 Plastic section modulus Design compression force N Ed 76,45 M y,Ed 1,06 Design bending moment (maximum) Design bending moment M z,Ed 0,78 (maximum) Characteristic compression 8000,00 N Rk resistance Characteristic moment resistance M y,Rk 200,00 Characteristic moment resistance M z,Rk 200,00 Reduction factor 1,00 y Reduction factor 1,00 z Reduction factor 1,00 LT Interaction factor kyy 0,90 Interaction factor kyz 0,36 Interaction factor kzy 0,73 Interaction factor kzz 0,60

m2 m3 m3 kN kNm kNm kN kNm kNm

Maximum moment M y,Ed is derived from beam S652 position 0,000 m. Maximum moment M z,Ed is derived from beam S652 position 0,000 m. Interaction method 2 parameters Method for interaction factors Sway type y Equivalent moment factor C my Resulting load type z Ratio of end moments z Equivalent moment factor C mz Resulting load type LT Ratio of end moments LT Equivalent moment factor C mLT

Table B.2 sway 0,90 linear moment M 0,00 0,60 linear moment M 0,00 0,60

Unity check (6.61) = 0,01 + 0,00 + 0,00 = 0,02 Unity check (6.62) = 0,01 + 0,00 + 0,00 = 0,02 The member satisfies the stability check. EN 1993-1-1 Code Check National annex: Nederlandse NEN-EN NA Member S814

0,000 / 0,143 m

HEM120

Gewicthloos, Uitzetloos, Extreem Hoge Sterkte Staal (Fictief Voor Modelering)

fy fu

800,0 900,0 Rolled

1,00 1,00 1,25

MPa MPa

...::SECTION CHECK::... The critical check is on position 0,000 m

54/78

Alle UGT

0,06 -

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Internal forces Normal force Shear force Shear force Torsion Bending moment Bending moment

Calculated 3,88 0,26 -57,91 -0,04 1,67 -0,03

N Ed V y,Ed V z,Ed T Ed M y,Ed M z,Ed

Unit kN kN kN kNm kNm kNm

Classification for cross-section design Classification according to EN 1993-1-1 article 5.5.2 Classification of Internal and Outstand parts according to EN 1993-1-1 Table 5.2 Sheet 1 & 2 Id

1 3 4 5 7

Type

SO SO I SO SO

c [mm]

t [mm]

σ1 [kN/m 2 ]

σ2 [kN/m 2 ]

kσ [-]

α [-]

c/t [-]

Class 1 Limit [-]

Class 2 Limit [-]

Class 3 Limit [-]

Class

[-]

45 45 74 45 45

21 21 13 21 21

-5,429e+03 -5,561e+03 -3,638e+03 4,260e+03 4,392e+03

-5,267e+03 -5,722e+03 2,469e+03 4,099e+03 4,554e+03

-1,47 0,96 0,96

0,44 0,43

0,50 1,00 1,00

5,92 2,13 2,13

39,23 4,88 4,88

45,22 5,42 5,42

100,88 7,58 7,49

1 1 1

Note: The Classification limits have been set according to Semi-Comp+. The cross-section is classified as Class 1 Tension check According to EN 1993-1-1 article 6.2.3 and formula (6.5) Cross-section area Plastic tension resistance Ultimate tension resistance Tension resistance Unity check

A N pl,Rd N u,Rd N t,Rd

6,6410e-03 5312,80 4303,37 4303,37 0,00

m2 kN kN kN -

Bending moment check for M y According to EN 1993-1-1 article 6.2.5 and formula (6.12),(6.13) Plastic section modulus Plastic bending moment Unity check

W pl,y M pl,y,Rd

3,5060e-04 280,48 0,01

m3 kNm -

Bending moment check for M z According to EN 1993-1-1 article 6.2.5 and formula (6.12),(6.13) Plastic section modulus Plastic bending moment Unity check

W pl,z M pl,z,Rd

1,7160e-04 137,28 0,00

m3 kNm -

Shear check for V y According to EN 1993-1-1 article 6.2.6 and formula (6.17) Shear correction factor Shear area Plastic shear resistance for V y Unity check

Av V pl,y,Rd

1,20 5,5983e-03 2585,72 0,00

m2 kN -

Shear check for V z According to EN 1993-1-1 article 6.2.6 and formula (6.17) Shear correction factor Shear area Plastic shear resistance for V z Unity check

Av V pl,z,Rd

1,20 2,1155e-03 977,11 0,06

m2 kN -

Torsion check According to EN 1993-1-1 article 6.2.7 and formula (6.23) Index of fibre Total torsional moment Elastic shear resistance Unity check

Fibre τEd τRd

2 1,0 461,9 0,00

MPa MPa -

Note: The unity check for torsion is lower than the limit value of 0,05. Therefore torsion is considered as insignificant and is ignored in the combined checks.

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Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Combined bending, axial force and shear force check According to EN 1993-1-1 article 6.2.9.1 and formula (6.41) Plastic bending moment Exponent of bending ratio y Plastic bending moment Exponent of bending ratio z

M pl,y,Rd α M pl,z,Rd β

280,48 2,00 137,28 1,00

kNm kNm

Unity check (6.41) = 0,00 + 0,00 = 0,00 Note: Since the shear forces are less than half the plastic shear resistances their effect on the moment resistances is neglected. Note: Since the axial force satisfies both criteria (6.33) and (6.34) of EN 1993-1-1 article 6.2.9.1(4) its effect on the moment resistance about the y-y axis is neglected. Note: Since the axial force satisfies criteria (6.35) of EN 1993-1-1 article 6.2.9.1(4) its effect on the moment resistance about the z-z axis is neglected. The member satisfies the section check. ...::STABILITY CHECK::... Classification for member buckling design Decisive position for stability classification: 0,143 m Classification according to EN 1993-1-1 article 5.5.2 Classification of Internal and Outstand parts according to EN 1993-1-1 Table 5.2 Sheet 1 & 2 Id

1 3 4 5 7

Type

SO SO I SO SO

c [mm]

t [mm]

σ1 [kN/m 2 ]

σ2 [kN/m 2 ]

45 45 74 45 45

21 21 13 21 21

1,887e+04 1,893e+04 1,153e+04 -2,004e+04 -2,010e+04

1,880e+04 1,900e+04 -1,270e+04 -1,997e+04 -2,017e+04

[-] 1,00 1,00 -1,10

kσ [-]

α [-]

c/t [-]

0,43 0,43

1,00 1,00 0,50

2,13 2,13 5,92

Class 1 Limit [-] 4,88 4,88 39,23

Class 2 Limit [-] 5,42 5,42 45,22

Class 3 Limit [-] 7,49 7,47 74,10

Class

1 1 1

Note: The Classification limits have been set according to Semi-Comp+. The cross-section is classified as Class 1 Note: The stability classification is based on the maximum section classification along the member. Lateral Torsional Buckling check According to EN 1993-1-1 article 6.3.2.1 & 6.3.2.3 and formula (6.54) LTB parameters Method for LTB curve Plastic section modulus Elastic critical moment Relative slenderness Limit slenderness

W pl,y M cr rel,LT rel,LT,0

Alternative case 3,5060e-04 88171,32 0,06 0,40

m3 kNm

lLT k kw C1 C2 C3 dz zg βy zj

0,143 no influence 1,00 1,00 2,05 0,00 1,00 0 0 0 0

mm mm mm mm

56/78

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Shear Buckling parameters Buckling field length a 0,143 Web unstiffened Web height hw 98 t 13 Web thickness Material coefficient ε 0,54 1,20 Shear correction factor

m mm mm

Shear Buckling verification Web slenderness hw /t 7,84 32,52 Web slenderness limit Note: The web slenderness is such that Shear Buckling effects may be ignored according to EN 1993-1-5 article 5.1(2). The member satisfies the stability check. EN 1993-1-1 Code Check National annex: Nederlandse NEN-EN NA Member S880

0,000 / 6,773 m

CHS (50; 10)

Gewicthloos, Uitzetloos, Extreem Hoge Sterkte Staal (Fictief Voor Modelering)

Alle UGT

Combination key Alle UGT / 1.20*Perm Staal. + 1.20*Perm Overig. + 1.50*Wind X+ + 0.60*Klasse A Gallerij (3,0) Partial safety factors M0 for resistance of cross-sections M1 for resistance to instability M2 for resistance of net sections Material Yield strength Ultimate strength Fabrication

fy fu

800,0 900,0 Rolled

1,00 1,00 1,25

MPa MPa

...::SECTION CHECK::... The critical check is on position 0,000 m Internal forces Normal force Shear force Shear force Torsion Bending moment Bending moment

N Ed V y,Ed V z,Ed T Ed M y,Ed M z,Ed

Calculated -1,57 0,00 0,00 0,01 0,00 0,00

Unit kN kN kN kNm kNm kNm

Classification for cross-section design Classification according to EN 1993-1-1 article 5.5.2 Classification of Tubular sections according to EN 1993-1-1 Table 5.2 Sheet 3 d [mm] 50

t [mm] 10

d/t [-] 5,00

Class 1 Limit [-] 14,69

Class 2 Limit [-] 20,56

Class 3 Limit [-] 26,44

The cross-section is classified as Class 1 Compression check According to EN 1993-1-1 article 6.2.4 and formula (6.9) Cross-section area Compression resistance Unity check

A Nc,Rd

1,2566e-03 1005,31 0,00

m2 kN -

Torsion check According to EN 1993-1-1 article 6.2.7 and formula (6.23)

57/78

Class 1

0,13 -

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Index of fibre Total torsional moment Elastic shear resistance Unity check

Fibre τEd τRd

1 0,6 461,9 0,00

MPa MPa -

t [mm] 10

d/t [-] 5,00

Class 1 Limit [-] 14,69

Class 2 Limit [-] 20,56

Class 3 Limit [-] 26,44

Class 1

The cross-section is classified as Class 1 Note: The stability classification is based on the maximum section classification along the member. Flexural Buckling check According to EN 1993-1-1 article 6.3.1.1 and formula (6.46) Buckling parameters Sway type System length Buckling factor Buckling length Critical Euler load Slenderness Relative slenderness Limit slenderness Buckling curve Imperfection Reduction factor Buckling resistance

L k lcr N cr rel rel,0

α N b,Rd

yy sway 6,773 1,00 6,773 12,06 464,69 9,13 0,20 a 0,21 0,01 11,79

Flexural Buckling verification Cross-section area A 1,2566e-03 Buckling resistance N b,Rd 11,79 Unity check 0,13

zz non-sway 6,773 1,00 6,773 12,06 464,67 9,13 0,20 a 0,21 0,01 11,79

m m kN

m2 kN -

Torsional(-Flexural) Buckling check According to EN 1993-1-1 article 6.3.1.1 and formula (6.46) Note: The cross-section concerns a CHS section which is not susceptible to Torsional(-Flexural) Buckling. The member satisfies the stability check. EN 1993-1-1 Code Check National annex: Nederlandse NEN-EN NA Member S890

0,916 / 2,948 m

Grafische doorsnede (Grafische doorsnede)

S350GD+Z

Alle UGT

Warning: The cold formed member does not fulfill all conditions. The EN 1993-1-1 check is executed instead of the EN 1993-1-3 check. Combination key Alle UGT / 1.20*Perm Staal. + 1.20*Perm Overig. + 1.50*Klassa A (2,25) + 1.50*Klasse A Gallerij (3,0) Partial safety factors M0 for resistance of cross-sections M1 for resistance to instability M2 for resistance of net sections

1,00 1,00 1,25

58/78

0,38 -

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Material Yield strength Ultimate strength Fabrication

fy fu

350,0 420,0 General

MPa MPa

Warning: Strength reduction in function of the thickness is not supported for this type of cross-section. ...::SECTION CHECK::... The critical check is on position 0,916 m Internal forces Normal force Shear force Shear force Torsion Bending moment Bending moment

Calculated 0,07 0,00 3,99 -0,04 6,95 0,00

N Ed V y,Ed V z,Ed T Ed M y,Ed M z,Ed

Unit kN kN kN kNm kNm kNm

Classification for cross-section design Warning: Classification is not supported for this type of cross-section. The section is checked as elastic, class 3. Section properties A 6,4466e-04 m 2 A y/A 0,41 Iy 5,3588e-06 m 4 Iyz 5,3323e-21 m 4 Iw 4,0124e-09 m 6 W el,y 5,3588e-05 m 3 W pl,y 5,8436e-05 m 3 cy 10 mm dy 0 mm

A z/A Iz It

0,40 3,3202e-07 m 4 1,8301e-09 m 4

W el,z W pl,z cz dz

1,0168e-05 m 3 1,3311e-05 m 3 0 mm 0 mm

Tension check According to EN 1993-1-1 article 6.2.3 and formula (6.5) Cross-section area Plastic tension resistance Ultimate tension resistance Tension resistance Unity check

A N pl,Rd N u,Rd N t,Rd

6,4466e-04 225,63 194,94 194,94 0,00

m2 kN kN kN -

Bending moment check for M y According to EN 1993-1-1 article 6.2.5 and formula (6.12),(6.14) Elastic section modulus Elastic bending moment Unity check

W el,y,min M el,y,Rd

5,3588e-05 18,76 0,37

m3 kNm -

Bending moment check for M z According to EN 1993-1-1 article 6.2.5 and formula (6.12),(6.14) Elastic section modulus Elastic bending moment Unity check

W el,z,min M el,z,Rd

1,0168e-05 3,56 0,00

m3 kNm -

Shear check for V y According to EN 1993-1-1 article 6.2.6 and formula (6.17) Shear correction factor Shear area Plastic shear resistance for V y Unity check

Av V pl,y,Rd

1,20 2,6328e-04 53,20 0,00

m2 kN -

Note: The shear area is taken from the cross-section properties. Shear check for V z According to EN 1993-1-1 article 6.2.6 and formula (6.17) Shear correction factor Shear area Plastic shear resistance for V z Unity check

Av V pl,z,Rd

1,20 2,5609e-04 51,75 0,08

m2 kN -

59/78

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Note: The shear area is taken from the cross-section properties. Torsion check According to EN 1993-1-1 article 6.2.7 and formula (6.23) Index of fibre Total torsional moment Elastic shear resistance Unity check

Fibre τEd τRd

9 35,5 202,1 0,18

MPa MPa -

Combined bending, axial force and shear force check According to EN 1993-1-1 article 6.2.1(5) and formula (6.1) Elastic verification Fibre Normal stress due to the normal force N Normal stress due to the bending moment M y Normal stress due to the bending moment M z Total longitudinal stress Shear stress due to the transverse shear force V y Shear stress due to the transverse shear force V z Shear stress due to uniform (St. Venant) torsion Total shear stress Summation of von Mises stress Unity check

σ N,Ed

22 -0,1

MPa

σ My,Ed

-126,2

MPa

σ Mz,Ed

-0,1

MPa

σ tot,Ed τ Vy,Ed

-126,4 0,0

MPa MPa

τ Vz,Ed

1,6

MPa

τ t,Ed

21,8

MPa

τ tot,Ed σ von Mises,Ed

23,4 132,7 0,38

MPa MPa -

W el,y M cr rel,LT rel,LT,0

General case 5,3588e-05 782,67 0,15 0,20

m3 kNm

lLT k kw C1 C2 C3 dz zg βy zj

0,328 no influence 1,00 1,00 1,11 0,01 1,00 0 0 0 0

mm mm mm mm

1,474 / 2,948 m

Cold formed C section (278; 98; 3; 6; 29)

S350GD+Z

60/78

Alle UGT

0,10 -

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Warning: The cold formed member does not fulfill all conditions. The EN 1993-1-1 check is executed instead of the EN 1993-1-3 check. Combination key Alle UGT / 1.20*Perm Staal. + 1.20*Perm Overig. + 1.50*Klassa A (2,25) + 1.50*Klasse A Gallerij (3,0) Partial safety factors M0 for resistance of cross-sections M1 for resistance to instability M2 for resistance of net sections Material Yield strength Ultimate strength Fabrication

fy fu

1,00 1,00 1,25

350,0 420,0 Cold formed

MPa MPa

...::SECTION CHECK::... The critical check is on position 1,474 m Internal forces Normal force Shear force Shear force Torsion Bending moment Bending moment

N Ed V y,Ed V z,Ed T Ed M y,Ed M z,Ed

Calculated -4,84 -0,01 -0,28 0,00 3,50 -0,02

Additional moments

Total -4,84 -0,01 -0,28 0,00 3,50 -0,06

0,00 -0,03

Unit kN kN kN kNm kNm kNm

Classification for cross-section design Classification according to EN 1993-1-1 article 5.5.2 Classification of Internal and Outstand parts according to EN 1993-1-1 Table 5.2 Sheet 1 & 2 Id

1 3 5 7 9

Type

UO I I I UO

c [mm]

t [mm]

σ1 [kN/m 2 ]

σ2 [kN/m 2 ]

[-]

20 80 260 80 20

3 3 3 3 3

-1,931e+04 -2,369e+04 -2,212e+04 3,052e+04 2,800e+04

-2,326e+04 -2,465e+04 2,913e+04 2,957e+04 2,406e+04

-0,76 0,97 0,86

kσ [-]

α [-]

c/t [-]

Class 1 Limit [-]

Class 2 Limit [-]

Class 3 Limit [-]

Class

0,48

0,57 1,00 1,00

86,67 26,67 6,67

48,56 22,94 7,37

56,81 27,86 8,19

79,94 31,48 11,95

4 2 1

Note: The Classification limits have been set according to Semi-Comp+. The cross-section is classified as Class 4 Section properties 1,5207e-03 m 2 A A y/A 0,39 Iy 1,7759e-05 m 4 4,2352e-21 m 4 Iyz Iw 3,1637e-08 m 6 W el,y 1,2776e-04 m 3 W pl,y 1,5006e-04 m 3 28 mm cy dy 71 mm

A z/A Iz It

0,57 1,9244e-06 m 4 4,6800e-09 m 4

W el,z W pl,z cz dz

2,7643e-05 m 3 4,0999e-05 m 3 139 mm 0 mm

Effective section NEffective width calculation According to EN 1993-1-5 article 4.4 Id 1 3 5 7 9

Type UO I I I UO

bp [mm] 25 91 271 91 25

σ1 [kN/m 2 ] 3,500e+05 3,500e+05 3,500e+05 3,500e+05 3,500e+05

σ2 [kN/m 2 ] 3,500e+05 3,500e+05 3,500e+05 3,500e+05 3,500e+05

[-] 1,00 1,00 1,00 1,00 1,00

kσ [-] 0,50 4,00 4,00 4,00 0,50

p,red

[-] 0,51 0,65 1,94 0,65 0,51

[-] 0,45 0,57 0,57 0,45

Stiffener calculation According to EN 1993-1-3 article 5.5.3

61/78

[-] 1,00 1,00 0,46 1,00 1,00

be [mm] 25 91 124 91 25

b e1 [mm]

b e2 [mm]

45 62 45

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

hw [mm] 275 275

kf [-] 1,00 1,00

K [kN/m 2] 5,046e+02 5,046e+02

[-] 0,97 0,97

[-] 0,77 0,77

[-]

kσ [-]

[-]

be [mm]

b e1 [mm]

b e2 [mm]

-0,94 0,99 0,82

22,46 4,02 0,50

0,82 0,65 0,51

0,59 0,46

1,00 1,00 1,00

139 91 25

56 45

84 45

hw [mm] 275

kf [-] 0,00

K [kN/m 2] 7,015e+02

[-]

kσ [-]

[-]

be [mm]

b e1 [mm]

b e2 [mm]

-1,54 1,00 -1,54

38,62 4,00 38,62

0,21 1,94 0,21

1,00 0,46 1,00

36 124 36

14 62 14

21 62 21

OPL Modelering Id 1 9

As [m 2 ] 2,1530e-04 2,1530e-04

Is [m 4] 1,4842e-08 1,4842e-08

b1 [mm] 79 79

b2 [mm] 79 79

σcr [kN/m 2] 3,684e+05 3,684e+05

A s,red [m 2 ] 1,6476e-04 1,6476e-04

Effective section My+ Effective width calculation According to EN 1993-1-5 article 4.4 Id 1 3 5 7 9

Type UO I I I UO

bp [mm] 25 91 271 91 25

σ1 [kN/m 2 ] -2,669e+05 -3,309e+05 3,447e+05 3,500e+05 3,405e+05

σ2 [kN/m 2 ] -3,295e+05 -3,349e+05 -3,254e+05 3,460e+05 2,778e+05

p,red

Stiffener calculation According to EN 1993-1-3 article 5.5.3 Id 9

As [m 2 ] 2,1568e-04

Is [m 4] 1,4853e-08

b1 [mm] 79

b2 [mm] 61

σcr [kN/m 2] 4,338e+05

[-] 0,90

[-] 0,82

Effective section MzEffective width calculation According to EN 1993-1-5 article 4.4 Id 1 3 5 7 9

Type UO I I I UO

bp [mm] 25 91 271 91 25

σ1 [kN/m 2 ] -3,500e+05 2,184e+05 2,318e+05 2,184e+05 -3,500e+05

Effective properties Effective area A eff Effective second Ieff,y moment of area Effective section W eff,y modulus Shift of the e N,y centroid

σ2 [kN/m 2 ] -3,500e+05 -3,365e+05 2,318e+05 -3,365e+05 -3,500e+05

9,7963e-04 1,7077e-05

m2 m4

Ieff,z

1,4772e-06

1,1963e-04

W eff,z

2,5187e-05

e N,z

Compression check According to EN 1993-1-1 article 6.2.4 and formula (6.9) Cross-section effective area Compression resistance Unity check

A eff Nc,Rd

9,7963e-04 342,87 0,01

m2 kN -

Bending moment check for M y According to EN 1993-1-1 article 6.2.5 and formula (6.12),(6.15) Effective section modulus Bending moment Unity check

W eff,y,min M c,y,Rd

1,1963e-04 41,87 0,08

m3 kNm -

Bending moment check for M z According to EN 1993-1-1 article 6.2.5 and formula (6.12),(6.15) Effective section modulus Bending moment Unity check

W eff,z,min M c,z,Rd

2,5187e-05 8,82 0,01

m3 kNm -

Shear check for V y According to EN 1993-1-1 article 6.2.6 and formula (6.17) Shear correction factor Shear area Plastic shear resistance for V y Unity check

Av V pl,y,Rd

1,20 5,9119e-04 119,46 0,00

m2 kN -

62/78

A s,red [m 2 ] 1,7698e-04

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Note: The shear area is taken from the cross-section properties. Shear check for V z According to EN 1993-1-1 article 6.2.6 and formula (6.17) Shear correction factor Shear area Plastic shear resistance for V z Unity check

Av V pl,z,Rd

1,20 8,6926e-04 175,65 0,00

m2 kN -

Note: The shear area is taken from the cross-section properties. Torsion check According to EN 1993-1-1 article 6.2.7 and formula (6.23) Index of fibre Total torsional moment Elastic shear resistance Unity check

Fibre τEd τRd

18 0,1 202,1 0,00

MPa MPa -

Note: The unity check for torsion is lower than the limit value of 0,05. Therefore torsion is considered as insignificant and is ignored in the combined checks. Combined bending, axial force and shear force check According to EN 1993-1-1 article 6.2.9.3 and formula (6.43) Effective properties Cross-section effective area Shift of the centroid in y direction Shift of the centroid in z direction Effective section modulus Effective section modulus Normal stresses Normal stress due to the normal force N Normal stress due to the bending moment M y Normal stress due to the bending moment M z Total longitudinal stress Unity check

A eff e N,y e N,z W eff,y W eff,z

9,7963e-04 0 7 1,1963e-04 2,5187e-05

σ N,Ed

4,9

MPa

σ My,Ed

29,3

MPa

σ Mz,Ed

2,2

MPa

σ tot,Ed

36,4 0,10

MPa -

m2 mm mm m3 m3

The member satisfies the section check. ...::STABILITY CHECK::... Classification for member buckling design Note: For this section the classification for cross-section design is also used for member buckling design. => Section classified as Class 4 for member buckling design Flexural Buckling check According to EN 1993-1-1 article 6.3.1.1 and formula (6.46) Buckling parameters Sway type System length Buckling factor Buckling length Critical Euler load Slenderness Relative slenderness Limit slenderness

L k lcr N cr rel rel,0

yy sway 2,948 1,40 4,135 2152,54 38,26 0,40 0,20

zz non-sway 2,948 0,78 2,285 763,78 64,24 0,67 0,20

m m kN

Note: The slenderness or compression force is such that Flexural Buckling effects may be ignored according to EN 1993-1-1 article 6.3.1.2(4). Torsional(-Flexural) Buckling check According to EN 1993-1-1 article 6.3.1.1 and formula (6.46) Torsional buckling length Elastic critical load Elastic critical load Relative slenderness Limit slenderness

lcr N cr,T N cr,TF rel,T rel,0

2,948 441,06 413,58 0,91 0,20

m kN kN

63/78

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Note: The slenderness or compression force is such that Torsional(-Flexural) Buckling effects may be ignored according to EN 1993-1-1 article 6.3.1.2(4). Lateral Torsional Buckling check According to EN 1993-1-1 article 6.3.2.1 & 6.3.2.2 and formula (6.54) LTB parameters Method for LTB curve Effective section modulus Elastic critical moment Relative slenderness Limit slenderness

General case 1,1963e-04 4833,99 0,09 0,20

W eff,y M cr rel,LT rel,LT,0

m3 kNm

lLT k kw C1 C2 C3 dz zg βy zj

0,328 no influence 1,00 1,00 1,01 0,01 1,00 0 0 0 0

mm mm mm mm

Warning: Not all conditions of the Dutch NEN-EN NA (Art. NB.NB.1) are fulfilled, therefore the standard EC-EN approach is used. Note: C parameters are determined according to ECCS 119 2006 / Galea 2002. Bending and axial compression check According to EN 1993-1-1 article 6.3.3 and formula (6.61),(6.62) Bending and axial compression check parameters Interaction method alternative method 2 Cross-section effective area A eff 9,7963e-04 Effective section modulus W eff,y 1,1963e-04 Effective section modulus W eff,z 2,5187e-05 Design compression force N Ed 4,84 Design bending moment M y,Ed 3,50 Design bending moment M z,Ed -0,02 Additional moment 0,00 y,Ed Additional moment -0,03 z,Ed N Rk 342,87 Characteristic compression resistance Characteristic moment resistance M y,Rk 41,87 Characteristic moment resistance M z,Rk 8,82 Reduction factor 1,00 y 1,00 Reduction factor z Reduction factor 1,00 LT kyy 0,90 Interaction factor Interaction factor kyz 0,98 kzy 1,00 Interaction factor Interaction factor kzz 0,98

m2 m3 m3 kN kNm kNm kNm kNm kN kNm kNm

Note: Since this member is non-prismatic the actual moments in the section are being used instead of the maximal moments. Interaction method 2 parameters Method for interaction factors Sway type y C my Equivalent moment factor Resulting load type z End moment M h,z M s,z Field moment Factor α h,z Ratio of end moments z Equivalent moment factor C mz Resulting load type LT

Table B.2 sway 0,90 point load F -0,04 -0,06 0,70 0,07 0,97 line load q

kNm kNm

64/78

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Interaction method 2 parameters End moment M h,LT Field moment M s,LT Factor α h,LT Ratio of end moments LT Equivalent moment factor C mLT

3,49 3,50 1,00 0,97 1,00

kNm kNm

Unity check (6.61) = 0,01 + 0,08 + 0,01 = 0,10 Unity check (6.62) = 0,01 + 0,08 + 0,01 = 0,10 The member satisfies the stability check. EN 1993-1-1 Code Check National annex: Nederlandse NEN-EN NA Member S1159

1,474 / 2,948 m

Grafische doorsnede (Grafische doorsnede)

S350GD+Z

Alle UGT

0,37 -

Warning: The cold formed member does not fulfill all conditions. The EN 1993-1-1 check is executed instead of the EN 1993-1-3 check. Combination key Alle UGT / 0.90*Perm Staal. + 0.90*Perm Overig. + 0.60*Klassa A (2,25) + 1.50*Wind Y+ Partial safety factors M0 for resistance of cross-sections M1 for resistance to instability M2 for resistance of net sections Material Yield strength Ultimate strength Fabrication

fy fu

350,0 420,0 General

1,00 1,00 1,25 MPa MPa

Warning: Strength reduction in function of the thickness is not supported for this type of cross-section. ...::SECTION CHECK::... The critical check is on position 1,474 m Internal forces Normal force Shear force Shear force Torsion Bending moment Bending moment

Calculated 0,05 0,00 0,00 0,00 -0,84 -0,03

N Ed V y,Ed V z,Ed T Ed M y,Ed M z,Ed

Unit kN kN kN kNm kNm kNm

Classification for cross-section design Warning: Classification is not supported for this type of cross-section. The section is checked as elastic, class 3. Section properties A 5,4280e-04 m 2 0,06 A y/A Iy 9,8669e-07 m 4 2,5279e-08 m 4 Iyz Iw 2,2922e-10 m 6 W el,y 1,6222e-05 m 3 W pl,y 2,1195e-05 m 3 cy 1 mm 35 mm dy

A z/A Iz It

0,32 2,7254e-07 m 4 1,1003e-09 m 4

W el,z W pl,z cz dz

6,4487e-06 m 3 9,7910e-06 m 3 5 mm 20 mm

Tension check According to EN 1993-1-1 article 6.2.3 and formula (6.5) Cross-section area Plastic tension resistance Ultimate tension resistance Tension resistance Unity check

A N pl,Rd N u,Rd N t,Rd

5,4280e-04 189,98 164,14 164,14 0,00

m2 kN kN kN -

65/78

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Bending moment check for M y According to EN 1993-1-1 article 6.2.5 and formula (6.12),(6.14) Elastic section modulus Elastic bending moment Unity check

W el,y,min M el,y,Rd

1,6222e-05 5,68 0,15

m3 kNm -

Bending moment check for M z According to EN 1993-1-1 article 6.2.5 and formula (6.12),(6.14) Elastic section modulus Elastic bending moment Unity check

W el,z,min M el,z,Rd

6,4487e-06 2,26 0,01

m3 kNm -

Torsion check According to EN 1993-1-1 article 6.2.7 and formula (6.23) Index of fibre Total torsional moment Elastic shear resistance Unity check

Fibre τEd τRd

1 0,0 202,1 0,00

MPa MPa -

Note: The unity check for torsion is lower than the limit value of 0,05. Therefore torsion is considered as insignificant and is ignored in the combined checks. Combined bending, axial force and shear force check According to EN 1993-1-1 article 6.2.9.2 and formula (6.42) Normal stresses Index of fibre Normal stress due to the normal force N Normal stress due to the bending moment M y Normal stress due to the bending moment M z Total longitudinal stress Unity check

Fibre σ N,Ed

9 -0,1

MPa

σ My,Ed

-50,3

MPa

σ Mz,Ed

-3,8

MPa

σ tot,Ed

-54,2 0,15

MPa -

The member satisfies the section check. ...::STABILITY CHECK::... Lateral Torsional Buckling check According to EN 1993-1-1 article 6.3.2.1 & 6.3.2.2 and formula (6.54) LTB parameters Method for LTB curve Elastic section modulus Elastic critical moment Relative slenderness Limit slenderness LTB curve Imperfection Reduction factor Design buckling resistance Unity check Mcr parameters LTB length Influence of load position Correction factor Correction factor LTB moment factor LTB moment factor LTB moment factor Shear centre distance Distance of load application Mono-symmetry constant Mono-symmetry constant

W el,y M cr rel,LT rel,LT,0

α LT LT

M b,Rd

lLT k kw C1 C2 C3 dz zg βy zj

General case 1,6222e-05 4,47 1,13 0,20 d 0,76 0,41 2,31 0,36 2,948 no influence 1,00 1,00 1,13 0,45 0,53 -20 0 47 24

m3 kNm

kNm -

mm mm mm mm

66/78

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Bending and axial tension check According to EN 1993-1-3 article 6.3 Normal force Bending moment Bending moment Tension resistance Bending resistance Fibre Elastic section modulus Bending resistance

N Ed M y,Ed M z,Ed N t,Rd M b,y,Rd

0,05 -0,84 -0,03 164,14 2,31 17 1,2935e-05 4,53

W el,z,com M c,z,Rd,com

kN kNm kNm kN kNm m3 kNm

Unity check = 0,36 + 0,01 - 0,00 = 0,37 The member satisfies the stability check. EN 1993-1-1 Code Check National annex: Nederlandse NEN-EN NA Member S1194

0,000 / 0,180 m

FLB250/12

S 355

Alle UGT

0,07 -

fy fu

355,0 490,0 Rolled

1,00 1,00 1,25

MPa MPa

N Ed V y,Ed V z,Ed T Ed M y,Ed M z,Ed

Calculated -0,17 0,89 11,04 0,05 -1,98 -0,12

Unit kN kN kN kNm kNm kNm

Classification for cross-section design Classification according to EN 1993-1-1 article 5.5.2 Classification of Internal and Outstand parts according to EN 1993-1-1 Table 5.2 Sheet 1 & 2 Id

Type

c [mm]

t [mm]

σ1 [kN/m 2 ]

σ2 [kN/m 2 ]

[-]

250

1,592e+04

-1,581e+04

-0,99

kσ [-]

α [-]

c/t [-]

0,50

20,83

A Nc,Rd

3,0000e-03 1065,00 0,00

m2 kN -

Bending moment check for M y According to EN 1993-1-1 article 6.2.5 and formula (6.12),(6.13) Plastic section modulus Plastic bending moment Unity check

W pl,y M pl,y,Rd

1,8750e-04 66,56 0,03

m3 kNm -

67/78

Class 1 Limit [-] 58,25

Class 2 Limit [-] 67,18

Class 3 Limit [-] 100,21

Class

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Bending moment check for M z According to EN 1993-1-1 article 6.2.5 and formula (6.12),(6.13) Plastic section modulus Plastic bending moment Unity check

W pl,z M pl,z,Rd

9,0000e-06 3,20 0,04

m3 kNm -

Shear check for V y According to EN 1993-1-1 article 6.2.6 and formula (6.17) Shear correction factor Shear area Plastic shear resistance for V y Unity check

Av V pl,y,Rd

1,20 3,0000e-03 614,88 0,00

m2 kN -

Shear check for V z According to EN 1993-1-1 article 6.2.6 and formula (6.17) Shear correction factor Shear area Plastic shear resistance for V z Unity check

Av V pl,z,Rd

1,20 3,0000e-03 614,88 0,02

m2 kN -

Torsion check According to EN 1993-1-1 article 6.2.7 and formula (6.23) Index of fibre Total torsional moment Elastic shear resistance Unity check

Fibre τEd τRd

1 4,2 205,0 0,02

MPa MPa -

M N,y,Rd

66,56

kNm

α M N,z,Rd

1,00 3,19

kNm

1,00

Unity check (6.41) = 0,03 + 0,04 = 0,07 Note: Since the shear forces are less than half the plastic shear resistances their effect on the moment resistances is neglected. The member satisfies the section check. ...::STABILITY CHECK::... Classification for member buckling design Decisive position for stability classification: 0,000 m Classification according to EN 1993-1-1 article 5.5.2 Classification of Internal and Outstand parts according to EN 1993-1-1 Table 5.2 Sheet 1 & 2 Id

Type

c [mm]

t [mm]

σ1 [kN/m 2 ]

σ2 [kN/m 2 ]

[-]

250

1,592e+04

-1,581e+04

-0,99

kσ [-]

α [-]

c/t [-]

0,50

20,83

Class 1 Limit [-] 58,25

68/78

Class 2 Limit [-] 67,18

Class 3 Limit [-] 100,21

Class

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Buckling parameters Sway type System length Buckling factor Buckling length Critical Euler load Slenderness Relative slenderness Limit slenderness

L k lcr N cr rel rel,0

yy non-sway 0,180 1,00 0,180 1000654,52 2,49 0,03 0,20

zz sway 0,180 1,88 0,338 653,41 97,55 1,28 0,20

m m kN

lcr N cr,T rel,T rel,0

0,180 2227,97 0,69 0,20

m kN

W pl,y M cr rel,LT rel,LT,0

General case 1,8750e-04 289,64 0,48 0,20

m3 kNm

lLT k kw C1 C2 C3 dz zg βy zj

0,180 no influence 1,00 1,00 1,77 0,00 1,00 0 0 0 0

mm mm mm mm

Warning: Not all conditions of the Dutch NEN-EN NA (Art. NB.NB.1) are fulfilled, therefore the standard EC-EN approach is used. Note: C parameters are determined according to ECCS 119 2006 / Galea 2002. Bending and axial compression check According to EN 1993-1-1 article 6.3.3 and formula (6.61),(6.62) Bending and axial compression check parameters Interaction method alternative method 2 A 3,0000e-03 Cross-section area Plastic section modulus W pl,y 1,8750e-04 W pl,z 9,0000e-06 Plastic section modulus Design compression force N Ed 0,17 Design bending moment M y,Ed -1,98 (maximum) Design bending moment M z,Ed -0,12 (maximum) Characteristic compression N Rk 1065,00 resistance Characteristic moment resistance M y,Rk 66,56 Characteristic moment resistance M z,Rk 3,20 1,00 Reduction factor y Reduction factor 1,00 z

m2 m3 m3 kN kNm kNm kN kNm kNm

69/78

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Bending and axial compression check parameters Reduction factor 1,00 LT Interaction factor kyy 0,60 Interaction factor kyz 0,54 kzy 1,00 Interaction factor Interaction factor kzz 0,90 Maximum moment M y,Ed is derived from beam S1194 position 0,000 m. Maximum moment M z,Ed is derived from beam S1194 position 0,000 m. Interaction method 2 parameters Method for interaction factors Resulting load type y Ratio of end moments y Equivalent moment factor C my Sway type z Equivalent moment factor C mz Resulting load type LT Ratio of end moments LT Equivalent moment factor C mLT

Table B.2 linear moment M 0,00 0,60 sway 0,90 linear moment M 0,00 0,60

Unity check (6.61) = 0,00 + 0,02 + 0,02 = 0,04 Unity check (6.62) = 0,00 + 0,03 + 0,03 = 0,06 The member satisfies the stability check. EN 1993-1-1 Code Check National annex: Nederlandse NEN-EN NA Member S1225

0,810 / 1,620 m

HEA140

S 235

Alle UGT

0,22 -

fy fu

235,0 360,0 Rolled

1,00 1,00 1,25

MPa MPa

...::SECTION CHECK::... The critical check is on position 0,810 m Internal forces Normal force Shear force Shear force Torsion Bending moment Bending moment

N Ed V y,Ed V z,Ed T Ed M y,Ed M z,Ed

Calculated 0,00 0,00 0,00 0,00 8,89 0,00

Unit kN kN kN kNm kNm kNm

Classification for cross-section design Classification according to EN 1993-1-1 article 5.5.2 Classification of Internal and Outstand parts according to EN 1993-1-1 Table 5.2 Sheet 1 & 2 Id

1 3 4 5 7

Type

SO SO I SO SO

c [mm]

t [mm]

σ1 [kN/m 2 ]

σ2 [kN/m 2 ]

kσ [-]

α [-]

c/t [-]

Class 1 Limit [-]

Class 2 Limit [-]

Class 3 Limit [-]

Class

[-]

55 55 92 55 55

9 9 6 9 9

-5,354e+04 -5,354e+04 -3,956e+04 5,354e+04 5,354e+04

-5,354e+04 -5,354e+04 3,956e+04 5,354e+04 5,354e+04

-1,00 1,00 1,00

0,43 0,43

0,50 1,00 1,00

16,73 6,50 6,50

72,00 9,00 9,00

83,00 10,00 10,00

124,18 14,00 14,00

1 1 1

Note: The Classification limits have been set according to Semi-Comp+. The cross-section is classified as Class 1

70/78

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Compression check According to EN 1993-1-1 article 6.2.4 and formula (6.9) Cross-section area Compression resistance Unity check

A Nc,Rd

3,1400e-03 737,90 0,00

m2 kN -

Bending moment check for M y According to EN 1993-1-1 article 6.2.5 and formula (6.12),(6.13) Plastic section modulus Plastic bending moment Unity check

W pl,y M pl,y,Rd

1,7333e-04 40,73 0,22

m3 kNm -

Combined bending, axial force and shear force check According to EN 1993-1-1 article 6.2.9.1 and formula (6.31) Plastic bending moment Unity check

M pl,y,Rd

40,73 0,22

kNm -

Note: Since the axial force satisfies both criteria (6.33) and (6.34) of EN 1993-1-1 article 6.2.9.1(4) its effect on the moment resistance about the y-y axis is neglected. The member satisfies the section check. ...::STABILITY CHECK::... Classification for member buckling design Decisive position for stability classification: 0,810 m Classification according to EN 1993-1-1 article 5.5.2 Classification of Internal and Outstand parts according to EN 1993-1-1 Table 5.2 Sheet 1 & 2 Id

1 3 4 5 7

Type

SO SO I SO SO

c [mm]

t [mm]

σ1 [kN/m 2 ]

σ2 [kN/m 2 ]

kσ [-]

α [-]

c/t [-]

Class 1 Limit [-]

Class 2 Limit [-]

Class 3 Limit [-]

Class

[-]

55 55 92 55 55

9 9 6 9 9

-5,354e+04 -5,354e+04 -3,956e+04 5,354e+04 5,354e+04

-5,354e+04 -5,354e+04 3,956e+04 5,354e+04 5,354e+04

-1,00 1,00 1,00

0,43 0,43

0,50 1,00 1,00

16,73 6,50 6,50

72,00 9,00 9,00

83,00 10,00 10,00

124,18 14,00 14,00

1 1 1

L k lcr N cr rel rel,0

yy sway 1,620 1,00 1,620 8134,41 28,29 0,30 0,20

zz non-sway 1,620 1,00 1,620 3072,28 46,03 0,49 0,20

m m kN

Note: The slenderness or compression force is such that Flexural Buckling effects may be ignored according to EN 1993-1-1 article 6.3.1.2(4). Torsional(-Flexural) Buckling check According to EN 1993-1-1 article 6.3.1.1 and formula (6.46) Note: For this I-section the Torsional(-Flexural) buckling resistance is higher than the resistance for Flexural buckling. Therefore Torsional(-Flexural) buckling is not printed on the output. Lateral Torsional Buckling check According to EN 1993-1-1 article 6.3.2.1 & 6.3.2.3 and formula (6.54) LTB parameters Method for LTB curve Plastic section modulus Elastic critical moment Relative slenderness Limit slenderness

W pl,y M cr rel,LT rel,LT,0

Alternative case 1,7333e-04 268,41 0,39 0,40

m3 kNm

71/78

Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023

National code EC - EN National annex Nederlandse NEN-EN NA Version SCIA Engineer 21.1.4021

OPL Modelering Note: The slenderness or bending moment is such that Lateral Torsional Buckling effects may be ignored according to EN 1993-1-1 article 6.3.2.2(4). Mcr parameters LTB length Influence of load position Correction factor Correction factor LTB moment factor LTB moment factor LTB moment factor Shear centre distance Distance of load application Mono-symmetry constant Mono-symmetry constant

lLT k kw C1 C2 C3 dz zg βy zj

1,620 no influence 1,00 1,00 1,13 0,45 0,53 0 0 0 0

mm mm mm mm

Warning: Not all conditions of the Dutch NEN-EN NA (Art. NB.NB.1) are fulfilled, therefore the standard EC-EN approach is used. Note: C parameters are determined according to ECCS 119 2006 / Galea 2002. Bending and axial compression check According to EN 1993-1-1 article 6.3.3 and formula (6.61),(6.62) Bending and axial compression check parameters Interaction method alternative method 2 Cross-section area A 3,1400e-03 Plastic section modulus W pl,y 1,7333e-04 Design compression force N Ed 0,00 Design bending moment M y,Ed 8,89 (maximum) Design bending moment M z,Ed 0,00 (maximum) Characteristic compression N Rk 737,90 resistance Characteristic moment resistance M y,Rk 40,73 Reduction factor 1,00 y Reduction factor 1,00 z Modified reduction factor 1,00 LT,mod Interaction factor kyy 0,90 Interaction factor kzy 0,54

m2 m3 kN kNm kNm kN kNm

Maximum moment M y,Ed is derived from beam S1225 position 0,810 m. Maximum moment M z,Ed is derived from beam S1225 position 0,000 m. Interaction method 2 parameters Method for interaction factors Sway type y Equivalent moment factor C my Resulting load type LT End moment M h,LT Field moment M s,LT α h,LT Factor Ratio of end moments LT Equivalent moment factor C mLT

Table B.1 sway 0,90 line load q 0,00 8,89 0,00 1,00 0,95

kNm kNm

Unity check (6.61) = 0,00 + 0,20 + 0,00 = 0,20 Unity check (6.62) = 0,00 + 0,12 + 0,00 = 0,12 The member satisfies the stability check. EN 1993-1-1 Code Check National annex: Nederlandse NEN-EN NA Member S1237

1,694 / 3,049 m

UNP140

S 235

Alle UGT

0,18 -

Combination key Alle UGT / 1.35*Perm Staal. + 1.35*Perm Overig. + 0.60*Klassa A (2,25) + 0.60*Klasse A Gallerij (3,0) Partial safety factors M0 for resistance of cross-sections M1 for resistance to instability M2 for resistance of net sections

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