bijlage 2.12 Q22-00427 Uitvoer SCIA 20230123 pdf
Tekst van het document
1,00 1,00 1,25
72/78
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 Material Yield strength Ultimate strength Fabrication
fy fu
235,0 360,0 Rolled
MPa MPa
...::SECTION CHECK::... The critical check is on position 1,694 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 -22,28 0,00 -0,04 0,00 0,24 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 5
Type
UO I UO
c [mm]
t [mm]
σ1 [kN/m 2 ]
σ2 [kN/m 2 ]
[-]
43 100 43
10 7 10
8,153e+03 8,728e+03 1,323e+04
8,187e+03 1,263e+04 1,326e+04
1,00 0,69 1,00
kσ [-]
α [-]
c/t [-]
0,43
1,00 1,00 1,00
4,30 14,29 4,30
0,43
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
2,0400e-03 479,40 0,05
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
1,0280e-04 24,16 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
2,8300e-05 6,65 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 1,2000e-03 162,81 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 1,0100e-03 137,03 0,00
m2 kN -
Combined bending, axial force and shear force check According to EN 1993-1-1 article 6.2.1 and formula (6.2) Plastic tension resistance Plastic bending moment Plastic bending moment
Npl,Rd M pl,y,Rd M pl,z,Rd
479,40 24,16 6,65
kN kNm kNm
73/78
Class 1 Limit [-] 9,00 28,00 9,00
Class 2 Limit [-] 10,00 34,00 10,00
Class 3 Limit [-] 13,78 42,57 13,77
Class
1 1 1
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 Unity check (6.2) = 0,05 + 0,01 + 0,00 = 0,06 Note: No specific interaction formulae according to EN 1993-1-1 article 6.2.9.1 apply. Therefore the plastic linear summation according to EN 1993-1-1 article 6.2.1(7) is verified. 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: 1,694 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 5
Type
UO I UO
c [mm]
t [mm]
σ1 [kN/m 2 ]
σ2 [kN/m 2 ]
[-]
43 100 43
10 7 10
8,153e+03 8,728e+03 1,323e+04
8,187e+03 1,263e+04 1,326e+04
1,00 0,69 1,00
kσ [-]
α [-]
c/t [-]
0,43
1,00 1,00 1,00
4,30 14,29 4,30
0,43
Class 1 Limit [-] 9,00 28,00 9,00
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
L k lcr N cr rel rel,0
α N b,Rd
yy sway 3,049 1,00 3,049 1348,84 55,99 0,60 0,20 c 0,49 0,79 377,60
Flexural Buckling verification Cross-section area A 2,0400e-03 Buckling resistance N b,Rd 131,34 0,17 Unity check
zz non-sway 3,049 0,88 2,695 178,87 153,75 1,64 0,20 c 0,49 0,27 131,34
m m kN
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 Elastic critical load Relative slenderness Limit slenderness Buckling curve Imperfection Reduction factor Cross-section area Buckling resistance Unity check
lcr N cr,T N cr,TF rel,T rel,0
α A N b,Rd
3,049 1078,96 178,87 1,64 0,20 c 0,49 0,27 2,0400e-03 131,34 0,17
m kN kN
m2 kN -
Lateral Torsional Buckling check According to EN 1993-1-1 article 6.3.2.1 & 6.3.2.2 and formula (6.54)
74/78
Class 2 Limit [-] 10,00 34,00 10,00
Class 3 Limit [-] 13,78 42,57 13,77
Class
1 1 1
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 LTB parameters Method for LTB curve Plastic section modulus Elastic critical moment Relative slenderness Relative slenderness Relative slenderness Limit slenderness
W pl,y M cr rel,LT rel,T rel,EXTRA rel,LT,0
General case 1,0280e-04 30,04 0,90 0,17 1,07 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). Note: rel,EXTRA is determined according to "Design rule for lateral torsional buckling of channel sections, 2007". 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
3,049 no influence 1,00 1,00 1,13 0,45 0,53 0 0 0 0
m
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 2,0400e-03 Plastic section modulus W pl,y 1,0280e-04 Plastic section modulus W pl,z 2,8300e-05 Design compression force N Ed 22,28 Design bending moment M y,Ed 0,24 (maximum) Design bending moment M z,Ed 0,00 (maximum) Characteristic compression N Rk 479,40 resistance M y,Rk 24,16 Characteristic moment resistance Characteristic moment resistance M z,Rk 6,65 Reduction factor 0,79 y 0,27 Reduction factor z Reduction factor 1,00 LT kyy 0,92 Interaction factor Interaction factor kyz 0,45 Interaction factor kzy 0,98 kzz 0,74 Interaction factor
m2 m3 m3 kN kNm kNm kN kNm kNm
Maximum moment M y,Ed is derived from beam S1237 position 1,355 m. Maximum moment M z,Ed is derived from beam S1237 position 3,049 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 C mz Equivalent moment factor Resulting load type LT End moment M h,LT Field moment M s,LT Factor α h,LT Ratio of end moments LT Equivalent moment factor C mLT
Table B.2 sway 0,90 linear moment M 0,00 0,60 line load q 0,00 0,24 0,00 1,00 0,95
kNm kNm
75/78
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 Unity check (6.61) = 0,06 + 0,01 + 0,00 = 0,07 Unity check (6.62) = 0,17 + 0,01 + 0,00 = 0,18 The member satisfies the stability check. EN 1993-1-1 Code Check National annex: Nederlandse NEN-EN NA Member S1248
3,412 / 3,412 m
QRO100X5
S 355 NH (EN 10219-1)
Alle UGT
0,09 -
Combination key Alle UGT / 1.20*Perm Staal. + 1.20*Perm Overig. + 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
355,0 470,0 Rolled
1,00 1,00 1,25
MPa MPa
...::SECTION CHECK::... The critical check is on position 3,412 m Internal forces Normal force Shear force Shear force Torsion Bending moment Bending moment
Calculated -32,23 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
1 3 5 7
Type
I I I I
c [mm]
t [mm]
σ1 [kN/m 2 ]
σ2 [kN/m 2 ]
[-]
85 85 85 85
5 5 5 5
1,716e+04 1,716e+04 1,716e+04 1,716e+04
1,716e+04 1,716e+04 1,716e+04 1,716e+04
1,00 1,00 1,00 1,00
kσ [-]
α [-]
c/t [-]
1,00 1,00 1,00 1,00
17,00 17,00 17,00 17,00
Class 1 Limit [-] 22,78 22,78 22,78 22,78
Class 2 Limit [-] 27,66 27,66 27,66 27,66
Class 3 Limit [-] 30,92 30,92 30,92 30,92
Class
Class 2 Limit [-] 27,66 27,66 27,66 27,66
Class 3 Limit [-] 30,92 30,92 30,92 30,92
Class
1 1 1 1
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
1,8800e-03 667,40 0,05
m2 kN -
The member satisfies the section check. ...::STABILITY CHECK::... Classification for member buckling design Decisive position for stability classification: 3,412 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 5 7
Type
I I I I
c [mm]
t [mm]
σ1 [kN/m 2 ]
σ2 [kN/m 2 ]
[-]
85 85 85 85
5 5 5 5
1,716e+04 1,716e+04 1,716e+04 1,716e+04
1,716e+04 1,716e+04 1,716e+04 1,716e+04
1,00 1,00 1,00 1,00
kσ [-]
α [-]
c/t [-]
1,00 1,00 1,00 1,00
17,00 17,00 17,00 17,00
76/78
Class 1 Limit [-] 22,78 22,78 22,78 22,78
1 1 1 1
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 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 sway 3,412 1,00 3,412 500,27 88,25 1,16 0,20 a 0,21 0,56 373,09
L k lcr N cr rel rel,0
α N b,Rd
zz non-sway 3,412 1,00 3,412 500,30 88,25 1,15 0,20 a 0,21 0,56 373,10
Flexural Buckling verification Cross-section area A 1,8800e-03 Buckling resistance N b,Rd 373,09 Unity check 0,09
m m kN
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 RHS 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 S1261
2,143 / 4,644 m
FLA50/5
S 235
Alle UGT
0,66 -
Combination key Alle UGT / 1.35*Perm Staal. + 1.35*Perm Overig. 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
235,0 360,0 Rolled
1,00 1,00 1,25
MPa MPa
...::SECTION CHECK::... The critical check is on position 2,143 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
N Ed V y,Ed V z,Ed T Ed M y,Ed M z,Ed
Calculated 10,37 0,00 0,00 0,00 0,00 0,05
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
Type
I
c [mm]
t [mm]
σ1 [kN/m 2 ]
σ2 [kN/m 2 ]
50
5
-4,150e+04
-4,150e+04
[-]
kσ [-]
α [-]
77/78
c/t [-]
Class 1 Limit [-]
Class 2 Limit [-]
Class 3 Limit [-]
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 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
2,5000e-04 58,75 64,80 58,75 0,18
m2 kN kN kN -
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
3,1250e-07 0,07 0,64
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 2,5000e-04 33,92 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 (6.31) Design plastic moment resistance reduced due to N Ed Unity check
M N,z,Rd
0,07
kNm
0,66
-
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. Note: Only the section check is executed for this member.
78/78