bijlage 2.12 Q22-00427 Uitvoer SCIA 20230123 pdf
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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 1. Table of contents 1. Table of contents 2. Algemeen
1 2
2.1. Model algemeen 2.2. Draadmodel 2.3. Stapeling units / Galerij
2 3 4
3. Onderdelen
5
3.1. Layers 3.2. Cross-sections 3.3. Materials
5 5 21
4. Belastingen
22
4.1. Load cases 4.2. Permanent niet-gemodelleerd 4.3. Vloerlast Klasse A BL1 (2,25) 4.4. Klasse H Dak (1,0) 4.5. Regenwater (1,13-0,45) 4.6. Sneeuw Dak (0,56) 4.7. Perm niet-gemodelleerd gallerij (3,0) 4.8. Klasse A Gallerij (3,0) 4.9. Horz. Belasting op galerij 4.10. Wind X+ 4.11. Wind X+ / Zuiging dakvlak 4.12. Wind Y+ / Zuiging dakvlak 4.13. Wind Y+ 4.14. Load groups 4.15. Combinations 4.16. Result classes
22 23 23 24 24 25 25 26 26 27 27 28 28 29 29 30
5. Resultaten
31
5.1. EC-EN 1993 Steel check ULS (beknopt) 5.2. Verplaatsing van knopen - U_total 5.3. Displacement of nodes 5.4. EC-EN 1993 Steel check - Buitengewoon/Brand 5.5. EC-EN 1993 Steel check ULS (uitgebreid)
31 33 33 36 37
De constructie is op hoofdlijnen gecontroleerd. Er is geen aanleiding tot het maken van opmerkingen 28-02-2023
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Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023
OPL Modelering 2. Algemeen 2.1. Model algemeen
Z Y
X
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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
OPL Modelering 2.2. Draadmodel
Z Y
X
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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
OPL Modelering 2.3. Stapeling units / Galerij
Z Y
X
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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 3. Onderdelen 3.1. Layers Structural model only
Name Vloer Frame Vloer Tussenliggers Vloer Modelering Schijf Vloer Dichting Kolommen Dak Frame Dak Tussenliggers Dak Dichting Koppelstukken Funderingen Tekst
Colour
û û û û û û û û û û û
3.2. Cross-sections 1. OPL Vloer Kopbalk - C278/98/29/3 S350 GD + Z275 Doorsnede
Type Detailed Formcode Shape type Item material Fabrication Colour Flexural buckling y-y, Flexural buckling z-z A [m 2] A y [m 2], A z [m 2] A L [m 2/m], A D [m 2/m] c Y.UCS [mm], c Z.UCS [mm] α [deg]
Cold formed C section 278; 98; 3; 6; 29 114 - Cold formed C section Thin-walled S350GD+Z cold formed b
b 1,5207e-03 5,9119e-04 1,0201e+00 28 0,00
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8,6926e-04 1,0201e+00 139
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 Iy [m 4], Iz [m 4] iy [mm], iz [mm] W el.y [m 3], W el.z [m 3] W pl.y [m 3], W pl.z [m 3] M pl.y.+ [Nm], M pl.y.- [Nm] M pl.z.+ [Nm], M pl.z.- [Nm] d y [mm], d z [mm] It [m 4], Iw [m 6] β y [mm], β z [mm] 2. OPL Vloer Langsbalk - C280/95/30/4 S390 GD + Z275 Doorsnede
Type Detailed Formcode Shape type Item material Fabrication Colour Flexural buckling y-y, Flexural buckling z-z A [m 2] A y [m 2], A z [m 2] A L [m 2/m], A D [m 2/m] c Y.UCS [mm], c Z.UCS [mm] α [deg] Iy [m 4], Iz [m 4] iy [mm], iz [mm] W el.y [m 3], W el.z [m 3] W pl.y [m 3], W pl.z [m 3] M pl.y.+ [Nm], M pl.y.- [Nm] M pl.z.+ [Nm], M pl.z.- [Nm] d y [mm], d z [mm] It [m 4], Iw [m 6] β y [mm], β z [mm]
1,7759e-05 108 1,2776e-04 1,5006e-04 5,25e+04 1,43e+04 -71 4,6800e-09 0
1,9244e-06 36 2,7643e-05 4,0999e-05 5,25e+04 1,43e+04 0 3,1637e-08 298
Cold formed C section 280; 95; 4; 8; 30 114 - Cold formed C section Thin-walled S390GD+Z cold formed b
b 1,9861e-03 7,5721e-04 1,0015e+00 27 0,00 2,2975e-05 108 1,6411e-04 1,9467e-04 7,59e+04 1,97e+04 -68 1,0965e-08 0
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1,1540e-03 1,0015e+00 140 2,2933e-06 34 3,3894e-05 5,0584e-05 7,59e+04 1,97e+04 0 3,9015e-08 298
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 3. OPL Vloer Tussenbalk - C200/60/25/3 S350 GD + Z275 Doorsnede
Type Cold formed C section Detailed 200; 60; 3; 6; 25 Formcode 114 - Cold formed C section Shape type Thin-walled Item material S350GD+Z Fabrication cold formed Colour Flexural buckling y-y, Flexural buckling b z-z A [m 2] A y [m 2], A z [m 2] A L [m 2/m], A D [m 2/m] c Y.UCS [mm], c Z.UCS [mm] α [deg] Iy [m 4], Iz [m 4] iy [mm], iz [mm] W el.y [m 3], W el.z [m 3] W pl.y [m 3], W pl.z [m 3] M pl.y.+ [Nm], M pl.y.- [Nm] M pl.z.+ [Nm], M pl.z.- [Nm] d y [mm], d z [mm] It [m 4], Iw [m 6] β y [mm], β z [mm] 4A. OPG Kolom - QRO100x5 S355NH
b 1,0347e-03 3,5735e-04 6,9613e-01 18 0,00 5,9081e-06 76 5,9081e-05 7,1111e-05 2,49e+04 5,88e+03 -44 3,2220e-09 0
7/78
6,1417e-04 6,9613e-01 100 4,9465e-07 22 1,1668e-05 1,6799e-05 2,49e+04 5,88e+03 0 4,5359e-09 207
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 Doorsnede
Type QRO100X5 Formcode 2 - Rectangular hollow section Shape type Thin-walled Item material S 355 NH (EN 10219-1) Fabrication rolled Colour Flexural buckling y-y, Flexural buckling a z-z A [m 2] A y [m 2], A z [m 2] A L [m 2/m], A D [m 2/m] c Y.UCS [mm], c Z.UCS [mm] α [deg] Iy [m 4], Iz [m 4] iy [mm], iz [mm] W el.y [m 3], W el.z [m 3] W pl.y [m 3], W pl.z [m 3] M pl.y.+ [Nm], M pl.y.- [Nm] M pl.z.+ [Nm], M pl.z.- [Nm] d y [mm], d z [mm] It [m 4], Iw [m 6] β y [mm], β z [mm] 4B. OPG Kolom - QRO100x10 S355NH
a 1,8800e-03 9,3907e-04 3,9100e-01 50 0,00 2,8100e-06 39 5,6300e-05 6,6700e-05 2,37e+04 2,37e+04 0 4,3300e-06 0
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9,3907e-04 7,5137e-01 50 2,8100e-06 39 5,6300e-05 6,6700e-05 2,37e+04 2,37e+04 0 4,1667e-09 0
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 Doorsnede
Type QRO100X10 Formcode 2 - Rectangular hollow section Shape type Thin-walled Item material S 355 NH (EN 10219-1) Fabrication rolled Colour Flexural buckling y-y, Flexural buckling a z-z A [m 2] A y [m 2], A z [m 2] A L [m 2/m], A D [m 2/m] c Y.UCS [mm], c Z.UCS [mm] α [deg] Iy [m 4], Iz [m 4] iy [mm], iz [mm] W el.y [m 3], W el.z [m 3] W pl.y [m 3], W pl.z [m 3] M pl.y.+ [Nm], M pl.y.- [Nm] M pl.z.+ [Nm], M pl.z.- [Nm] d y [mm], d z [mm] It [m 4], Iw [m 6] β y [mm], β z [mm] 5. OPL Dak Kopbalk - C250/100/30/2,5 S350 GD + Z275
a 3,5100e-03 1,7563e-03 3,8300e-01 50 0,00 4,7200e-06 37 9,4500e-05 1,1800e-04 4,18e+04 4,18e+04 0 7,4300e-06 0
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1,7563e-03 7,0275e-01 50 4,7200e-06 37 9,4500e-05 1,1800e-04 4,18e+04 4,18e+04 0 8,3333e-09 0
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 Doorsnede
Type Cold formed C section Detailed 250; 100; 3; 5; 30 Formcode 114 - Cold formed C section Shape type Thin-walled Item material S350GD+Z Fabrication cold formed Colour b Flexural buckling y-y, Flexural buckling z-z A [m 2] A y [m 2], A z [m 2] A L [m 2/m], A D [m 2/m] c Y.UCS [mm], c Z.UCS [mm] α [deg] Iy [m 4], Iz [m 4] iy [mm], iz [mm] W el.y [m 3], W el.z [m 3] W pl.y [m 3], W pl.z [m 3] M pl.y.+ [Nm], M pl.y.- [Nm] M pl.z.+ [Nm], M pl.z.- [Nm] d y [mm], d z [mm] It [m 4], Iw [m 6] β y [mm], β z [mm] 6. OPL Dak Langsbalk - C250/100/30/2,5 S350 GD + Z275
b 1,2227e-03 4,8918e-04 9,8344e-01 31 0,00 1,1930e-05 99 9,5440e-05 1,1093e-04 3,88e+04 1,27e+04 -77 2,6042e-09 0
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6,6496e-04 9,8344e-01 125 1,6931e-06 37 2,4559e-05 3,6426e-05 3,88e+04 1,27e+04 0 2,3085e-08 275
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 Doorsnede
Type Cold formed C section Detailed 250; 100; 3; 5; 30 Formcode 114 - Cold formed C section Shape type Thin-walled Item material S350GD+Z Fabrication cold formed Colour b Flexural buckling y-y, Flexural buckling z-z A [m 2] A y [m 2], A z [m 2] A L [m 2/m], A D [m 2/m] c Y.UCS [mm], c Z.UCS [mm] α [deg] Iy [m 4], Iz [m 4] iy [mm], iz [mm] W el.y [m 3], W el.z [m 3] W pl.y [m 3], W pl.z [m 3] M pl.y.+ [Nm], M pl.y.- [Nm] M pl.z.+ [Nm], M pl.z.- [Nm] d y [mm], d z [mm] It [m 4], Iw [m 6] β y [mm], β z [mm] 7. OPL Dak Tussenligger - C110/60/15/2,5 S350 GD + Z275
b 1,2227e-03 4,8918e-04 9,8344e-01 31 0,00 1,1930e-05 99 9,5440e-05 1,1093e-04 3,88e+04 1,27e+04 -77 2,6042e-09 0
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6,6496e-04 9,8344e-01 125 1,6931e-06 37 2,4559e-05 3,6426e-05 3,88e+04 1,27e+04 0 2,3085e-08 275
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 Doorsnede
Type Detailed Formcode Shape type Item material Fabrication Colour Flexural buckling y-y, Flexural buckling z-z A [m 2] A y [m 2], A z [m 2] A L [m 2/m], A D [m 2/m] c Y.UCS [mm], c Z.UCS [mm] α [deg] Iy [m 4], Iz [m 4] iy [mm], iz [mm] W el.y [m 3], W el.z [m 3] W pl.y [m 3], W pl.z [m 3] M pl.y.+ [Nm], M pl.y.- [Nm] M pl.z.+ [Nm], M pl.z.- [Nm] d y [mm], d z [mm] It [m 4], Iw [m 6] β y [mm], β z [mm] X. OPG Schijf - Modelering
Cold formed C section 110; 60; 3; 5; 15 114 - Cold formed C section Thin-walled S350GD+Z cold formed b
b 5,9768e-04 2,9369e-04 4,8344e-01 20 0,00 1,1604e-06 44 2,1098e-05 2,4407e-05 8,54e+03 3,86e+03 -48 1,3021e-09 0
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2,9193e-04 4,8344e-01 55 2,7920e-07 22 7,0468e-06 1,1028e-05 8,54e+03 3,86e+03 0 7,6484e-10 138
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 Doorsnede
Type Detailed Formcode Shape type Item material Fabrication Colour Flexural buckling y-y, Flexural buckling z-z A [m 2] A y [m 2], A z [m 2] A L [m 2/m], A D [m 2/m] c Y.UCS [mm], c Z.UCS [mm] α [deg] Iy [m 4], Iz [m 4] iy [mm], iz [mm] W el.y [m 3], W el.z [m 3] W pl.y [m 3], W pl.z [m 3] M pl.y.+ [Nm], M pl.y.- [Nm] M pl.z.+ [Nm], M pl.z.- [Nm] d y [mm], d z [mm] It [m 4], Iw [m 6] β y [mm], β z [mm] X. OPG Koppelstuk - Modelering
CHS 50; 10 3 - Circular hollow section Thin-walled Gewicthloos, Uitzetloos, Extreem Hoge Sterkte Staal (Fictief Voor rolled a
a 1,2566e-03 8,0000e-04 1,5707e-01 25 0,00 2,6704e-07 15 1,0681e-05 1,6333e-05 1,31e+04 1,31e+04 0 5,0265e-07 0
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8,0000e-04 2,5131e-01 25 2,6704e-07 15 1,0681e-05 1,6333e-05 1,31e+04 1,31e+04 0 1,0833e-43 0
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 Doorsnede
Type Volledig rechthoekig Detailed 5; 102 Formcode 7 - Full rectangular section Shape type Thin-walled Item material S 355 JR (EN 10025-2) Fabrication rolled Colour c Flexural buckling y-y, Flexural buckling z-z A [m 2] A y [m 2], A z [m 2] A L [m 2/m], A D [m 2/m] c Y.UCS [mm], c Z.UCS [mm] α [deg] Iy [m 4], Iz [m 4] iy [mm], iz [mm] W el.y [m 3], W el.z [m 3] W pl.y [m 3], W pl.z [m 3] M pl.y.+ [Nm], M pl.y.- [Nm] M pl.z.+ [Nm], M pl.z.- [Nm] d y [mm], d z [mm] It [m 4], Iw [m 6] β y [mm], β z [mm] X. OPG Koppelstuk Fundering - Modelering
c 5,1000e-04 4,2500e-04 2,1400e-01 51 0,00 1,0625e-09 1 4,2500e-07 6,3750e-07 2,26e+02 4,62e+03 0 4,1188e-09 0
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4,2500e-04 2,1400e-01 3 4,4217e-07 29 8,6700e-06 1,3005e-05 2,26e+02 4,62e+03 0 0,0000e+00 0
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 Doorsnede
Type HEM120 Formcode 1 - I section Shape type Thin-walled Item material Gewicthloos, Uitzetloos, Extreem Hoge Sterkte Staal (Fictief Voor Fabrication rolled Colour Flexural buckling y-y, Flexural buckling b c z-z A [m 2] 6,6410e-03 A y [m 2], A z [m 2] 5,2934e-03 7,3800e-01 A L [m 2/m], A D [m 2/m] c Y.UCS [mm], c Z.UCS [mm] 63 0,00 α [deg] Iy [m 4], Iz [m 4] 2,0200e-05 iy [mm], iz [mm] 55 2,8820e-04 W el.y [m 3], W el.z [m 3] W pl.y [m 3], W pl.z [m 3] 3,5060e-04 2,81e+05 M pl.y.+ [Nm], M pl.y.- [Nm] M pl.z.+ [Nm], M pl.z.- [Nm] 1,37e+05 d y [mm], d z [mm] 0 It [m 4], Iw [m 6] 9,1660e-07 β y [mm], β z [mm] 0 X. OPG Koppelstuk Fundering Kolom - Modelering
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1,8685e-03 7,3830e-01 70 7,0300e-06 33 1,1160e-04 1,7160e-04 2,81e+05 1,37e+05 0 2,4786e-08 0
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 Doorsnede
Type Detailed Formcode Shape type Item material Fabrication Colour Flexural buckling y-y, Flexural buckling z-z A [m 2] A y [m 2], A z [m 2] A L [m 2/m], A D [m 2/m] c Y.UCS [mm], c Z.UCS [mm] α [deg] Iy [m 4], Iz [m 4] iy [mm], iz [mm] W el.y [m 3], W el.z [m 3] W pl.y [m 3], W pl.z [m 3] M pl.y.+ [Nm], M pl.y.- [Nm] M pl.z.+ [Nm], M pl.z.- [Nm] d y [mm], d z [mm] It [m 4], Iw [m 6] β y [mm], β z [mm] Schetsplaat - Flat 250/12
Volledig rechthoekig 100; 100 7 - Full rectangular section Thin-walled Gewicthloos, Uitzetloos, Extreem Hoge Sterkte Staal (Fictief Voor rolled c
c 1,0000e-02 8,3333e-03 4,0000e-01 50 0,00 8,3333e-06 29 1,6667e-04 2,5000e-04 2,00e+05 2,00e+05 0 1,4073e-05 0
16/78
8,3333e-03 4,0000e-01 50 8,3333e-06 29 1,6667e-04 2,5000e-04 2,00e+05 2,00e+05 0 0,0000e+00 0
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 Doorsnede
Type Formcode Shape type Item material Fabrication Colour Flexural buckling y-y, Flexural buckling z-z A [m 2] A y [m 2], A z [m 2] A L [m 2/m], A D [m 2/m] c Y.UCS [mm], c Z.UCS [mm] α [deg] Iy [m 4], Iz [m 4] iy [mm], iz [mm] W el.y [m 3], W el.z [m 3] W pl.y [m 3], W pl.z [m 3] M pl.y.+ [Nm], M pl.y.- [Nm] M pl.z.+ [Nm], M pl.z.- [Nm] d y [mm], d z [mm] It [m 4], Iw [m 6] β y [mm], β z [mm] Galerij - HEA 140
FLB250/12 7 - Full rectangular section Thin-walled S 355 rolled c
c 3,0000e-03 2,5000e-03 5,2400e-01 125 0,00 3,6000e-08 3 6,0000e-06 9,0000e-06 3,20e+03 6,66e+04 0 1,4400e-07 0
17/78
2,5000e-03 5,2400e-01 6 1,5625e-05 72 1,2500e-04 1,8750e-04 3,20e+03 6,66e+04 0 0,0000e+00 0
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 Doorsnede
Type Formcode Shape type Item material Fabrication Colour Flexural buckling y-y, Flexural buckling z-z A [m 2] A y [m 2], A z [m 2] A L [m 2/m], A D [m 2/m] c Y.UCS [mm], c Z.UCS [mm] α [deg] Iy [m 4], Iz [m 4] iy [mm], iz [mm] W el.y [m 3], W el.z [m 3] W pl.y [m 3], W pl.z [m 3] M pl.y.+ [Nm], M pl.y.- [Nm] M pl.z.+ [Nm], M pl.z.- [Nm] d y [mm], d z [mm] It [m 4], Iw [m 6] β y [mm], β z [mm] Galerij - UNP140
HEA140 1 - I section Thin-walled S 235 rolled b
c 3,1400e-03 2,2882e-03 7,9400e-01 70 0,00 1,0300e-05 57 1,5500e-04 1,7333e-04 4,08e+04 1,99e+04 0 8,1300e-08 0
18/78
7,8192e-04 7,9430e-01 66 3,8900e-06 35 5,5600e-05 8,5000e-05 4,08e+04 1,99e+04 0 1,5064e-08 0
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 Doorsnede
Type Formcode Shape type Item material Fabrication Colour Flexural buckling y-y, Flexural buckling z-z A [m 2] A y [m 2], A z [m 2] A L [m 2/m], A D [m 2/m] c Y.UCS [mm], c Z.UCS [mm] α [deg] Iy [m 4], Iz [m 4] iy [mm], iz [mm] W el.y [m 3], W el.z [m 3] W pl.y [m 3], W pl.z [m 3] M pl.y.+ [Nm], M pl.y.- [Nm] M pl.z.+ [Nm], M pl.z.- [Nm] d y [mm], d z [mm] It [m 4], Iw [m 6] β y [mm], β z [mm] Wvb Galerij
UNP140 5 - Channel section Thin-walled S 235 rolled c
c 2,0400e-03 1,1529e-03 4,8900e-01 18 0,00 6,0500e-06 54 8,6400e-05 1,0280e-04 2,42e+04 6,65e+03 -38 5,7200e-08 0
19/78
9,8472e-04 4,8713e-01 70 6,2700e-07 18 1,4800e-05 2,8300e-05 2,42e+04 6,65e+03 0 2,0764e-09 152
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 Doorsnede
Type Formcode Shape type Item material Fabrication Colour Flexural buckling y-y, Flexural buckling z-z A [m 2] A y [m 2], A z [m 2] A L [m 2/m], A D [m 2/m] c Y.UCS [mm], c Z.UCS [mm] α [deg] Iy [m 4], Iz [m 4] iy [mm], iz [mm] W el.y [m 3], W el.z [m 3] W pl.y [m 3], W pl.z [m 3] M pl.y.+ [Nm], M pl.y.- [Nm] M pl.z.+ [Nm], M pl.z.- [Nm] d y [mm], d z [mm] It [m 4], Iw [m 6] β y [mm], β z [mm]
FLA50/5 7 - Full rectangular section Thin-walled S 235 rolled c
Explanations of symbols s - Thickness Formcode r - Inner radius b - Flange width h - Height c - Lip Area A Ay Shear Area in principal y-direction Shear Area in principal z-direction Az AL Circumference per unit length
c 2,5000e-04 2,0833e-04 1,1000e-01 25 0,00 5,2083e-10 1 2,0833e-07 3,1250e-07 7,34e+01 7,34e+02 0 2,0833e-09 0 Explanations of symbols Drying surface per unit length AD cY.UCS Centroid coordinate in Y-direction of Input axis system cZ.UCS Centroid coordinate in Z-direction of Input axis system Second moment of area about the IY.LCS YLCS axis Second moment of area about the IZ.LCS ZLCS axis
20/78
2,0833e-04 1,1000e-01 2 5,2083e-08 14 2,0833e-06 3,1250e-06 7,34e+01 7,34e+02 0 0,0000e+00 0
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 Explanations of symbols IYZ.LCS Product moment of area in the LCS system α Rotation angle of the principal axis system Iy Second moment of area about the principal y-axis Iz Second moment of area about the principal z-axis Radius of gyration about the iy principal y-axis Radius of gyration about the iz principal z-axis W el.y Elastic section modulus about the principal y-axis W el.z Elastic section modulus about the principal z-axis W pl.y Plastic section modulus about the principal y-axis W pl.z Plastic section modulus about the principal z-axis
Explanations of symbols M pl.y.+ Plastic moment about the principal y-axis for a positive My moment M pl.y.Plastic moment about the principal y-axis for a negative My moment M pl.z.+ Plastic moment about the principal z-axis for a positive Mz moment M pl.z.Plastic moment about the principal z-axis for a negative Mz moment Shear center coordinate in principal dy y-direction measured from the centroid dz Shear center coordinate in principal z-direction measured from the centroid It Torsional constant Iw Warping constant βy Mono-symmetry constant about the principal y-axis βz Mono-symmetry constant about the principal z-axis
3.3. Materials Steel EC3 Steel EC3 Name [kg/m 3]
S 235
7850,0
S 355
7850,0
S 355 JR (EN
7850,0
S 355 NH (EN
7850,0
S350GD+Z
7850,0
S390GD+Z
7850,0
Gewicthloos,
0,0
E mod [MPa] G mod [MPa] 2,1000e+05 8,0769e+04 2,1000e+05 8,0769e+04 2,1000e+05 8,0769e+04
2,1000e+05 8,0769e+04 2,1000e+05 8,0769e+04 2,1000e+05 8,0769e+04 2,1000e+05 8,0769e+04
μ
Onderlimiet [mm]
Bovenlimiet [mm]
Fy [MPa]
Fu [MPa]
0 40 0 40 0 3 16 40 63 80 100 150 200 0 16 0
40 80 40 80 3 16 40 63 80 100 150 200 250 16 40 100
235,0 215,0 355,0 335,0 355,0 355,0 345,0 335,0 325,0 315,0 295,0 285,0 275,0 355,0 345,0 350,0
360,0 360,0 490,0 470,0 510,0 470,0 470,0 470,0 470,0 470,0 450,0 450,0 450,0 470,0 470,0 420,0
0
100
390,0
460,0
0
1000
800,0
900,0
α [m/mK] 0.3 0,00 0.3 0,00 0.3 0,00
0.3 0,00 0.3 0,00 0.3 0,00 0.3 0,00
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Colour
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 4. Belastingen 4.1. Load cases Name
Perm Staal.
Perm Overig.
Description Spec Eigen gewicht
Eigen Gewicht Niet-gemodeleerde Onderdelen
Klassa A (2,25) Standard Klasse A Gallerij (3,0) Standard Klasse H Dak (1,0) Standard Regenwater Standard Sneeuw Dak (0,56) Sneeuw Dak Ophoping X
Sneeuw Dak Ophoping Y
Standard Bijkomende Sneeuwlast in de X-richting Standard Bijkomende Sneeuwlast in de Y-richting Standard
Wind X+ Standard Wind Y+ Standard
Action type Load type Permanent Self weight Permanent
Standard Variable Static Variable Static Variable Static Variable Static Variable Static Variable
Static Variable
Static Variable Static Variable Static
Load group
Direction
Duration
Master load case
Permanente Last
-Z
Klasse A
Medium
None
Klasse A
Medium
None
Klasse H
Medium
None
Regen
Medium
None
Sneeuw
Medium
None
Sneeuw
Medium
None
Sneeuw
Medium
None
Wind
Medium
None
Wind
Medium
None
Permanente Last
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OPL Modelering 4.2. Permanent niet-gemodelleerd
Z X
Y
4.3. Vloerlast Klasse A BL1 (2,25)
Z Y
X
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OPL Modelering 4.4. Klasse H Dak (1,0)
Z X
Y
4.5. Regenwater (1,13-0,45)
Z Y
X
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Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023
OPL Modelering 4.6. Sneeuw Dak (0,56)
Z X
Y
4.7. Perm niet-gemodelleerd gallerij (3,0)
Z Y
X
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Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023
OPL Modelering 4.8. Klasse A Gallerij (3,0)
Z X
Y
4.9. Horz. Belasting op galerij
Z X
Y
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Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023
OPL Modelering 4.10. Wind X+
ZY X
4.11. Wind X+ / Zuiging dakvlak
Z Y
X
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Part Q22-00437-HW Wonen Author T.Knoop Date 24-01-2023
OPL Modelering 4.12. Wind Y+ / Zuiging dakvlak
Z X
Y
4.13. Wind Y+
Z Y X
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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 4.14. Load groups Name Permanente Last Klasse A Klasse B Klasse C Klasse D Klasse E Klasse F Klasse G Klasse H Sneeuw Wind Regen
Load Permanent Variable Variable Variable Variable Variable Variable Variable Variable Variable Variable Variable
Relation
Type
Standard Standard Standard Standard Standard Standard Standard Standard Together Exclusive Exclusive
Cat A : Domestic Cat B : Offices Cat C : Congregation Cat D : Shopping Cat E : Storage Cat F : Vehicle <30kN Cat G : Vehicle >30kN Cat H : Roofs Snow Wind Rain water
4.15. Combinations Name UGT-Set B (automatisch)
BGT-kar (automatisch)
BGT-freq (automatisch)
Description
Type
Load cases
EN-ULS (STR/GEO) Set B
Perm Staal. - Eigen gewicht Perm Overig. - Eigen Gewicht Niet-gemodeleerde Onderdelen Klassa A (2,25) Klasse H Dak (1,0) Sneeuw Dak (0,56) Wind X+ Wind Y+ Regenwater Sneeuw Dak Ophoping X Bijkomende Sneeuwlast in de X-richting Sneeuw Dak Ophoping Y Bijkomende Sneeuwlast in de Y-richting Klasse A Gallerij (3,0) Perm Staal. - Eigen gewicht Perm Overig. - Eigen Gewicht Niet-gemodeleerde Onderdelen Klassa A (2,25) Klasse H Dak (1,0) Sneeuw Dak (0,56) Wind X+ Wind Y+ Regenwater Sneeuw Dak Ophoping X Bijkomende Sneeuwlast in de X-richting Sneeuw Dak Ophoping Y Bijkomende Sneeuwlast in de Y-richting Klasse A Gallerij (3,0) Perm Staal. - Eigen gewicht Perm Overig. - Eigen Gewicht Niet-gemodeleerde Onderdelen Klassa A (2,25) Klasse A Gallerij (3,0) Klasse H Dak (1,0) Regenwater Sneeuw Dak (0,56) Sneeuw Dak Ophoping X Bijkomende Sneeuwlast in de X-richting Sneeuw Dak Ophoping Y Bijkomende Sneeuwlast in de
EN-SLS Characteristic
EN-SLS Frequent
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Coeff. [-] 1,00 1,00
1,00 1,00 1,00 1,00 1,00 1,00 1,00
1,00
1,00 1,00 1,00
1,00 1,00 1,00 1,00 1,00 1,00 1,00
1,00
1,00 1,00 1,00
1,00 1,00 1,00 1,00 1,00 1,00
1,00
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 Description
Name
Brand-buitengewoon
Type
EN-Accidental 1
Load cases Y-richting Wind X+ Wind Y+ Perm Staal. - Eigen gewicht Perm Overig. - Eigen Gewicht Niet-gemodeleerde Onderdelen Klassa A (2,25) Klasse A Gallerij (3,0) Klasse H Dak (1,0) Regenwater Sneeuw Dak (0,56) Sneeuw Dak Ophoping X Bijkomende Sneeuwlast in de X-richting Sneeuw Dak Ophoping Y Bijkomende Sneeuwlast in de Y-richting Wind X+ Wind Y+
4.16. Result classes Name Alle UGT Alle BGT Alle UGT+BGT
List UGT-Set B (automatisch) - EN-ULS (STR/GEO) Set B BGT-kar (automatisch) - EN-SLS Characteristic UGT-Set B (automatisch) - EN-ULS (STR/GEO) Set B BGT-kar (automatisch) - EN-SLS Characteristic
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Coeff. [-] 1,00 1,00 1,00 1,00
1,00 1,00 1,00 1,00 1,00 1,00
1,00
1,00 1,00
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 5. Resultaten 5.1. EC-EN 1993 Steel check ULS (beknopt) Linear calculation Class: Alle UGT Coordinate system: Principal Extreme 1D: Cross-section Selection: All Overall Unity Check Name S280
dx [m] 0,000
Case
S1146
1,474-
UGT-Set B (automatisch)/2
S573
5,899+
UGT-Set B (automatisch)/3
S890
0,916-
UGT-Set B (automatisch)/2
S580
0,000
UGT-Set B (automatisch)/4
S583
0,000
UGT-Set B (automatisch)/5
S1159
1,474-
UGT-Set B (automatisch)/6
S880
0,000
UGT-Set B (automatisch)/7
S607
0,000
UGT-Set B (automatisch)/4
UGT-Set B (automatisch)/1
Cross-section
Material
4B. OPG Kolom QRO100x10 S355NH QRO100X10 1. OPL Vloer Kopbalk C278/98/29/3 S350 GD + Z275 Cold formed C section (278; 98; 3; 6; 29) 2. OPL Vloer Langsbalk C280/95/30/4 S390 GD + Z275 Cold formed C section (280; 95; 4; 8; 30) 3. OPL Vloer Tussenbalk C200/60/25/3 S350 GD + Z275 Cold formed C section (200; 60; 3; 6; 25) 5. OPL Dak Kopbalk C250/100/30/2,5 S350 GD + Z275 Cold formed C section (250; 100; 3; 5; 30) 6. OPL Dak Langsbalk C250/100/30/2,5 S350 GD + Z275 Cold formed C section (250; 100; 3; 5; 30) 7. OPL Dak Tussenligger C110/60/15/2,5 S350 GD + Z275 Cold formed C section (110; 60; 3; 5; 15) X. OPG Schijf Modelering - CHS (50; 10)
S 355 NH (EN 10219-1)
X. OPG Koppelstuk Modelering Volledig
UC Overall [-] 0,32
UC Sec [-] 0,32
UC Stab [-] 0,16
S350GD+Z
0,10
0,10
0,10
S390GD+Z
0,52
0,28
0,52
S350GD+Z
0,38
0,38
0,00
S350GD+Z
0,09
0,09
0,00
S350GD+Z
0,38
0,38
0,33
S350GD+Z
0,37
0,15
0,37
Gewicthloos, Uitzetloos, Extreem Hoge Sterkte Staal (Fictief Voor Modelering) S 355 JR (EN 10025-2)
0,13
0,00
0,13
0,16
0,04
0,16
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OPL Modelering Name
dx [m]
Case
S652
0,000
UGT-Set B (automatisch)/2
S814
0,000
UGT-Set B (automatisch)/2
S1194
0,000
UGT-Set B (automatisch)/2
S1225
0,810
S1237
1,694
S1248
3,412
UGT-Set B (automatisch)/2 UGT-Set B (automatisch)/8 UGT-Set B (automatisch)/9
S1261
2,143
UGT-Set B (automatisch)/10
Name UGT-Set B (automatisch)/1 UGT-Set B (automatisch)/2 UGT-Set B (automatisch)/3 UGT-Set B (automatisch)/4 UGT-Set B (automatisch)/5 UGT-Set B (automatisch)/6 UGT-Set B (automatisch)/7 UGT-Set B (automatisch)/8 UGT-Set B (automatisch)/9 UGT-Set B (automatisch)/10
Cross-section rechthoekig (5; 102) X. OPG Koppelstuk Fundering Kolom - Modelering Volledig rechthoekig (100; 100) X. OPG Koppelstuk Fundering Modelering HEM120 Schetsplaat - Flat 250/12 FLB250/12 Galerij - HEA 140 - HEA140 Galerij - UNP140 UNP140 4A. OPG Kolom QRO100x5 S355NH QRO100X5 Wvb Galerij FLA50/5
Material
UC Overall [-]
UC Sec [-]
UC Stab [-]
Gewicthloos, Uitzetloos, Extreem Hoge Sterkte Staal (Fictief Voor Modelering)
0,02
0,01
0,02
Gewicthloos, Uitzetloos, Extreem Hoge Sterkte Staal (Fictief Voor Modelering) S 355
0,06
0,06
0,00
0,07
0,07
0,06
S 235
0,22
0,22
0,20
S 235
0,18
0,06
0,18
S 355 NH (EN 10219-1)
0,09
0,05
0,09
S 235
0,66
0,66
0,00
Combination key 1.20*Perm Staal. + 1.20*Perm Overig. + 0.60*Klassa A (2,25) + 1.50*Wind Y+ + 0.60*Klasse A Gallerij (3,0) 1.20*Perm Staal. + 1.20*Perm Overig. + 1.50*Klassa A (2,25) + 1.50*Klasse A Gallerij (3,0) 1.20*Perm Staal. + 1.20*Perm Overig. + 1.50*Klassa A (2,25) 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) 1.20*Perm Staal. + 1.20*Perm Overig. + 0.60*Klassa A (2,25) + 1.50*Wind Y+ 0.90*Perm Staal. + 0.90*Perm Overig. + 0.60*Klassa A (2,25) + 1.50*Wind Y+ 1.20*Perm Staal. + 1.20*Perm Overig. + 1.50*Wind X+ + 0.60*Klasse A Gallerij (3,0) 1.35*Perm Staal. + 1.35*Perm Overig. + 0.60*Klassa A (2,25) + 0.60*Klasse A Gallerij (3,0) 1.20*Perm Staal. + 1.20*Perm Overig. + 1.50*Klasse A Gallerij (3,0) 1.35*Perm Staal. + 1.35*Perm Overig.
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OPL Modelering 5.2. Verplaatsing van knopen - U_total
Y Z
X
5.3. Displacement of nodes Linear calculation Class: Alle BGT Extreme: Node Selection: Named selection - nodes top Name K912 K912 K912 K912 K912 K912 K912 K912 K915 K915 K915 K915 K915
Case BGT-kar (automatisch)/1 BGT-kar (automatisch)/2 BGT-kar (automatisch)/3 BGT-kar (automatisch)/4 BGT-kar (automatisch)/5 BGT-kar (automatisch)/6 BGT-kar (automatisch)/7 BGT-kar (automatisch)/8 BGT-kar (automatisch)/9 BGT-kar (automatisch)/1 BGT-kar (automatisch)/3 BGT-kar (automatisch)/10 BGT-kar
Ux [mm] -0,1
Uy [mm] 0,4
Uz [mm] -0,3
Φx [ mrad ] -1,8
Φy [mrad ] 0,0
Φz [mrad ] -0,1
U total [mm] 0,5
2,0
-0,2
0,0
1,0
0,1
-0,1
2,0
0,0
0,4
-0,3
-2,2
0,1
0,0
0,5
2,0
-0,3
0,0
1,4
0,1
-0,1
2,0
-0,3
11,0
-0,1
0,8
-0,1
0,0
11,0
0,1
0,3
-0,2
-1,8
0,1
0,0
0,4
1,9
-0,3
-0,1
1,4
0,0
-0,1
2,0
-0,2
11,1
-0,1
0,4
-0,1
0,0
11,1
0,1
-0,5
-0,2
1,9
0,1
0,0
0,6
0,0
-0,4
-0,2
1,7
0,1
0,0
0,4
0,1
-0,5
-0,2
2,1
0,1
0,0
0,5
-0,2
11,5
0,0
-1,5
0,0
0,0
11,5
-0,1
0,0
-0,1
-0,5
0,0
0,0
0,2
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OPL Modelering Name
K915 K1080 K1080 K1080 K1080 K1080 K1080 K1080 K1083 K1083 K1083 K1083 K1083 K1083 K1165 K1165 K1165 K1165 K1165 K1165 K1165 K1166 K1166 K1166 K1166 K1166 K1166 K1166 K1333 K1333 K1333 K1333 K1333
Case (automatisch)/11 BGT-kar (automatisch)/2 BGT-kar (automatisch)/1 BGT-kar (automatisch)/3 BGT-kar (automatisch)/10 BGT-kar (automatisch)/5 BGT-kar (automatisch)/2 BGT-kar (automatisch)/11 BGT-kar (automatisch)/8 BGT-kar (automatisch)/9 BGT-kar (automatisch)/1 BGT-kar (automatisch)/8 BGT-kar (automatisch)/10 BGT-kar (automatisch)/3 BGT-kar (automatisch)/12 BGT-kar (automatisch)/11 BGT-kar (automatisch)/1 BGT-kar (automatisch)/3 BGT-kar (automatisch)/10 BGT-kar (automatisch)/6 BGT-kar (automatisch)/7 BGT-kar (automatisch)/8 BGT-kar (automatisch)/9 BGT-kar (automatisch)/1 BGT-kar (automatisch)/8 BGT-kar (automatisch)/10 BGT-kar (automatisch)/3 BGT-kar (automatisch)/7 BGT-kar (automatisch)/12 BGT-kar (automatisch)/7 BGT-kar (automatisch)/11 BGT-kar (automatisch)/1 BGT-kar (automatisch)/3 BGT-kar
Ux [mm]
Uy [mm]
Uz [mm]
Φx [ mrad ]
Φy [mrad ]
Φz [mrad ]
U total [mm]
2,1
0,1
0,0
-1,0
0,1
0,0
2,1
0,0
0,3
-0,3
-1,8
0,0
0,0
0,4
0,0
0,3
-0,3
-2,2
0,0
0,0
0,4
-0,1
11,1
-0,1
0,6
-0,1
0,0
11,1
-0,1
11,0
-0,1
0,6
-0,1
0,0
11,0
1,8
-0,1
-0,1
-0,2
0,1
0,0
1,8
-0,1
-0,4
-0,2
0,6
-0,1
-0,1
0,4
0,0
11,2
-0,1
0,2
-0,1
0,0
11,2
0,0
-0,6
-0,2
1,9
0,1
0,0
0,6
0,0
-0,5
-0,2
1,7
0,0
0,0
0,6
0,0
11,4
0,0
-1,0
0,0
0,0
11,4
0,0
11,4
0,0
-1,4
-0,1
0,0
11,4
0,0
-0,6
-0,2
2,1
0,0
0,0
0,6
1,8
-0,3
-0,1
0,2
0,1
0,0
1,8
0,1
-0,4
-0,2
0,6
0,1
0,1
0,4
0,0
0,3
-0,3
-1,8
0,0
0,0
0,4
0,0
0,3
-0,3
-2,2
0,0
0,0
0,4
0,1
11,1
-0,1
0,6
0,1
0,0
11,1
0,0
0,2
-0,2
-1,8
-0,1
0,0
0,3
1,8
-0,2
-0,1
0,3
0,1
0,0
1,8
0,0
11,2
-0,1
0,2
0,1
0,0
11,2
0,0
-0,6
-0,2
1,9
-0,1
0,0
0,6
0,0
-0,5
-0,2
1,7
0,0
0,0
0,6
0,0
11,4
0,0
-1,0
0,0
0,0
11,4
0,0
11,4
0,0
-1,4
0,1
0,0
11,4
0,0
-0,6
-0,2
2,1
0,0
0,0
0,6
1,8
-0,2
-0,1
-0,2
0,1
0,0
1,8
1,8
-0,2
-0,1
0,2
0,1
0,0
1,8
2,1
-0,1
-0,1
0,3
0,1
0,0
2,1
0,2
-0,1
-0,2
0,6
0,0
0,1
0,3
0,1
0,4
-0,3
-1,8
0,0
0,1
0,5
0,0
0,4
-0,3
-2,2
-0,1
0,0
0,5
0,2
11,1
-0,1
0,8
0,1
0,0
11,1
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OPL Modelering Name
K1333 K1333 K1333 K1333 K1334 K1334 K1334 K1334 K1334 K1334 K1397 K1397 K1397 K1397 K1397 K1397 K1400 K1400 K1400 K1400 K1400 K1400 K1406 K1406 K1406 K1406 K1412 K1412 K1412
Case (automatisch)/10 BGT-kar (automatisch)/6 BGT-kar (automatisch)/5 BGT-kar (automatisch)/2 BGT-kar (automatisch)/8 BGT-kar (automatisch)/1 BGT-kar (automatisch)/10 BGT-kar (automatisch)/3 BGT-kar (automatisch)/9 BGT-kar (automatisch)/8 BGT-kar (automatisch)/7 BGT-kar (automatisch)/13 BGT-kar (automatisch)/10 BGT-kar (automatisch)/6 BGT-kar (automatisch)/11 BGT-kar (automatisch)/8 BGT-kar (automatisch)/5 BGT-kar (automatisch)/6 BGT-kar (automatisch)/13 BGT-kar (automatisch)/10 BGT-kar (automatisch)/11 BGT-kar (automatisch)/2 BGT-kar (automatisch)/5 BGT-kar (automatisch)/13 BGT-kar (automatisch)/10 BGT-kar (automatisch)/2 BGT-kar (automatisch)/11 BGT-kar (automatisch)/13 BGT-kar (automatisch)/10 BGT-kar (automatisch)/7
Name BGT-kar (automatisch)/1 BGT-kar (automatisch)/2 BGT-kar (automatisch)/3
Ux [mm]
Uy [mm]
Uz [mm]
Φx [ mrad ]
Φy [mrad ]
Φz [mrad ]
U total [mm]
-0,1
0,3
-0,2
-1,8
-0,1
0,0
0,4
0,3
11,0
-0,1
0,8
0,1
0,0
11,0
2,0
0,0
-0,1
-0,2
0,1
0,0
2,0
0,2
11,1
-0,1
0,4
0,1
0,0
11,1
0,0
-0,4
-0,2
1,7
-0,1
0,0
0,4
0,2
11,5
0,0
-1,5
0,0
0,0
11,5
-0,1
-0,5
-0,2
2,1
-0,1
0,0
0,5
-0,1
-0,5
-0,2
1,9
-0,1
0,0
0,6
0,1
11,4
0,0
-1,1
0,0
0,0
11,4
2,0
-0,1
-0,1
-0,2
0,1
0,0
2,0
1,7
0,1
-0,1
0,0
0,3
0,0
1,7
1,6
8,8
0,0
-2,5
0,4
0,0
8,9
1,6
0,1
0,0
0,0
0,3
0,0
1,6
1,7
0,3
-0,1
0,0
0,6
0,0
1,7
1,6
8,7
0,0
-2,5
0,3
0,0
8,9
1,6
8,8
-0,1
-2,5
0,4
0,0
8,9
1,0
0,1
-0,1
0,0
-0,3
0,0
1,0
1,0
0,1
-0,1
0,0
-0,3
0,0
1,1
1,0
8,8
-0,1
-2,5
-0,4
0,0
8,8
1,0
0,3
-0,1
0,0
-0,6
0,0
1,1
1,0
0,1
-0,1
0,0
-0,3
0,0
1,0
1,0
8,8
-0,1
-2,5
-0,4
0,0
8,8
1,3
0,0
-0,1
0,0
0,0
0,0
1,4
1,3
8,7
-0,1
-2,5
0,0
0,0
8,7
1,3
0,0
-0,1
0,0
0,0
0,0
1,3
1,3
0,0
-0,1
0,0
0,0
0,0
1,4
1,2
0,0
-0,1
0,0
0,0
0,0
1,2
1,1
8,7
-0,1
-2,5
0,0
0,0
8,7
1,1
0,0
-0,1
0,0
0,0
0,0
1,1
Combination key Perm Staal. + Perm Overig. + 0.40*Klassa A (2,25) + Klasse H Dak (1,0) + 0.40*Klasse A Gallerij (3,0) Perm Staal. + Perm Overig. + Wind X+ Perm Staal. + Perm Overig. + Klasse H Dak (1,0) + 0.40*Klasse A Gallerij (3,0)
35/78
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 Name BGT-kar (automatisch)/4 BGT-kar (automatisch)/5 BGT-kar (automatisch)/6 BGT-kar (automatisch)/7 BGT-kar (automatisch)/8 BGT-kar (automatisch)/9
BGT-kar (automatisch)/10 BGT-kar (automatisch)/11 BGT-kar (automatisch)/12 BGT-kar (automatisch)/13
Combination key Perm Staal. + Perm Overig. + 0.40*Klassa A (2,25) + Wind X+ Perm Staal. + Perm Overig. + 0.40*Klassa A (2,25) + Wind Y+ + 0.40*Klasse A Gallerij (3,0) Perm Staal. + Perm Overig. + Sneeuw Dak (0,56) + Sneeuw Dak Ophoping X + Sneeuw Dak Ophoping Y Perm Staal. + Perm Overig. + 0.40*Klassa A (2,25) + Wind X+ + 0.40*Klasse A Gallerij (3,0) Perm Staal. + Perm Overig. + Wind Y+ Perm Staal. + Perm Overig. + Sneeuw Dak (0,56) + Sneeuw Dak Ophoping X + Sneeuw Dak Ophoping Y + 0.40*Klasse A Gallerij (3,0) Perm Staal. + Perm Overig. + 0.40*Klassa A (2,25) + Wind Y+ Perm Staal. + Perm Overig. + Klassa A (2,25) + Klasse A Gallerij (3,0) Perm Staal. + Perm Overig. + Wind X+ + 0.40*Klasse A Gallerij (3,0) Perm Staal. + Perm Overig. + Klasse A Gallerij (3,0)
5.4. EC-EN 1993 Steel check - Buitengewoon/Brand Linear calculation Combination: Brand-buitengewoon Coordinate system: Principal Extreme 1D: Global Selection: All Filter: Layer = Kolommen EN 1993-1-1 Code Check National annex: Nederlandse NEN-EN NA Member S280
0,000 / 3,023 m
Beam data Fabrication Buckling group
Rolled Default
QRO100X10
S 355 NH (EN 10219-1)
Brand-buitengewoon
Combination key Brand-buitengewoon / Perm Staal. + Perm Overig. + 0.50*Klassa A (2,25) + 0.50*Klasse A Gallerij (3,0) N Ed [kN] -22,30
V y,Ed [kN] -2,69
V z,Ed [kN] -0,20
T Ed [kNm] 0,00
M y,Ed [kNm] 0,39
M z,Ed [kNm] 6,40
Section check Section classification Compression check Bending moment check for M y Bending moment check for M z Shear check for V y Shear check for V z Torsion check Combined bending, axial force and shear force check Conclusion - section check Buckling axis
k
y-y z-z LTB
1,15 0,59 1,00
L [m] 3,246 1,678 2,828
N cr [kN] 928,65 3474,86
Stability Check Stability classification Bending and axial compression check Conclusion - stability check
M cr [kNm]
1951,63
1 0,02 0,01 0,15 0,01 0,00 0,00 0,04 0,15 rel
1,16 0,60 0,15
1,00 1,00 1,00
1 0,10 0,10 -
36/78
0,15 -
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 5.5. EC-EN 1993 Steel check ULS (uitgebreid) Linear calculation Class: Alle UGT Coordinate system: Principal Extreme 1D: Cross-section Selection: All EN 1993-1-1 Code Check National annex: Nederlandse NEN-EN NA Member S280
0,000 / 3,023 m
QRO100X10
S 355 NH (EN 10219-1)
Alle UGT
0,32 -
Combination key Alle UGT / 1.20*Perm Staal. + 1.20*Perm Overig. + 0.60*Klassa A (2,25) + 1.50*Wind Y+ + 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 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 -26,24 -7,02 -0,26 -0,01 0,51 13,47
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 ]
70 70 70 70
10 10 10 10
-9,720e+04 1,320e+05 1,121e+05 -1,171e+05
1,024e+05 1,396e+05 -8,746e+04 -1,246e+05
[-]
kσ [-]
-0,95 0,95 -0,78
α [-]
c/t [-]
0,51 1,00 0,56
7,00 7,00 7,00
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
3,5100e-03 1246,05 0,02
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
1,1800e-04 41,89 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)
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Class 1 Limit [-] 56,28 22,78 49,05
Class 2 Limit [-] 65,09 27,66 57,32
Class 3 Limit [-] 95,54 31,51 80,86
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 Plastic section modulus Plastic bending moment Unity check
W pl,z M pl,z,Rd
1,1800e-04 41,89 0,32
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 1,7550e-03 359,70 0,02
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 1,7550e-03 359,70 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 0,0 205,0 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. 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
41,89
kNm
α M N,z,Rd
1,66 41,89
kNm
β
1,66
Unity check (6.41) = 0,00 + 0,15 = 0,15 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
1 3 5 7
Type
I I I I
c [mm]
t [mm]
σ1 [kN/m 2 ]
σ2 [kN/m 2 ]
70 70 70 70
10 10 10 10
-9,720e+04 1,320e+05 1,121e+05 -1,171e+05
1,024e+05 1,396e+05 -8,746e+04 -1,246e+05
[-] -0,95 0,95 -0,78
kσ [-]
α [-]
c/t [-]
0,51 1,00 0,56
7,00 7,00 7,00
Class 1 Limit [-] 56,28 22,78 49,05
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)
38/78
Class 2 Limit [-] 65,09 27,66 57,32
Class 3 Limit [-] 95,54 31,51 80,86
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 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 2,828 1,15 3,246 928,65 88,51 1,16 0,20
zz non-sway 2,828 0,59 1,678 3474,86 45,76 0,60 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: The cross-section concerns a RHS section which is not susceptible to Torsional(-Flexural) Buckling. Lateral Torsional Buckling check According to EN 1993-1-1 article 6.3.2.1 Note: The cross-section concerns an RHS section with 'h / b < 10 / This section is thus not susceptible to Lateral Torsional Buckling.
rel,z '.
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 3,5100e-03 Plastic section modulus W pl,y 1,1800e-04 Plastic section modulus W pl,z 1,1800e-04 Design compression force N Ed 26,24 Design bending moment M y,Ed 0,51 (maximum) Design bending moment M z,Ed 13,47 (maximum) Characteristic compression N Rk 1246,05 resistance Characteristic moment resistance M y,Rk 41,89 Characteristic moment resistance M z,Rk 41,89 Reduction factor 1,00 y Reduction factor 1,00 z Reduction factor 1,00 LT kyy 0,92 Interaction factor Interaction factor kyz 0,25 Interaction factor kzy 0,55 kzz 0,41 Interaction factor
m2 m3 m3 kN kNm kNm kN kNm kNm
Maximum moment M y,Ed is derived from beam S280 position 0,000 m. Maximum moment M z,Ed is derived from beam S280 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 C mLT Equivalent moment factor
Table B.1 sway 0,90 linear moment M -0,48 0,41 linear moment M -0,46 0,42
Unity check (6.61) = 0,02 + 0,01 + 0,08 = 0,11 Unity check (6.62) = 0,02 + 0,01 + 0,13 = 0,16 The member satisfies the stability check. EN 1993-1-3 Cold Formed Code Check National annex: Nederlandse NEN-EN NA Member S573
5,899 / 6,098 m
Cold formed C section (280; 95; 4; 8; 30)
S390GD+Z
39/78
Alle UGT
0,52 -
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. + 1.50*Klassa A (2,25) 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
fyb fu
1,00 1,00 1,25
390,0 460,0 Cold formed
MPa MPa
...::SECTION CHECK::... The critical check is on position 5,899 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 -5,48 -0,70 -26,49 0,02 -5,26 -0,08
Additional moments
Total -5,48 -0,70 -26,49 0,02 -5,26 -0,11
0,00 -0,03
Unit kN kN kN kNm kNm kNm
Effective section NEffective 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] 25 85 270 85 25
σ1 [kN/m 2 ] 3,900e+05 3,900e+05 3,900e+05 3,900e+05 3,900e+05
σ2 [kN/m 2 ] 3,900e+05 3,900e+05 3,900e+05 3,900e+05 3,900e+05
[-] 1,00 1,00 1,00 1,00 1,00
kσ [-] 0,50 4,00 4,00 4,00 0,50
p
p,red
[-] 0,40 0,48 1,53 0,48 0,40
[-] 0,37 0,45
[-] 1,00 1,00 0,56 1,00 1,00
0,45 0,37
be [mm] 25 85 151 85 25
b e1 [mm]
b e2 [mm]
43 76 43
43 76 43
Stiffener calculation According to EN 1993-1-3 article 5.5.3 Id 1 9
As [m 2 ] 2,7675e-04 2,7675e-04
Is [m 4] 2,0422e-08 2,0422e-08
b1 [mm] 76 76
b2 [mm] 76 76
hw [mm] 276 276
kf [-] 1,00 1,00
K [kN/m 2] 1,306e+03 1,306e+03
σcr [kN/m 2] 5,409e+05 5,409e+05
d
d
[-] 0,85 0,85
[-] 0,86 0,86
A s,red [m 2 ] 2,3692e-04 2,3692e-04
Effective section MyEffective 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] 25 85 270 85 25
σ1 [kN/m 2 ] 3,797e+05 3,900e+05 3,819e+05 -3,790e+05 -3,032e+05
σ2 [kN/m 2 ] 3,098e+05 3,879e+05 -3,708e+05 -3,811e+05 -3,730e+05
kσ [-] 0,50 4,01 23,14
p
p,red
[-] 0,82 0,99 -0,97
[-] 0,40 0,48 0,64
[-] 0,38 0,46
hw [mm] 276
kf [-] 0,00
K [kN/m 2] 1,820e+03
[-] 1,00 1,00 1,00
be [mm] 25 85 137
b e1 [mm]
b e2 [mm]
43 55
43 82
Stiffener calculation According to EN 1993-1-3 article 5.5.3 Id 1
As [m 2 ] 2,7698e-04
Is [m 4] 2,0430e-08
b1 [mm] 76
b2 [mm] 60
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
40/78
σcr [kN/m 2] 6,380e+05
d
d
[-] 0,78
[-] 0,90
A s,red [m 2 ] 2,5059e-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 Id 1 3 5 7 9
Type UO I I I UO
bp [mm] 25 85 270 85 25
σ1 [kN/m 2 ] -3,900e+05 2,057e+05 2,255e+05 2,057e+05 -3,900e+05
Effective properties Effective area A eff Ieff,y Effective second moment of area Effective section W eff,y modulus Shift of the e N,y centroid
σ2 [kN/m 2 ] -3,900e+05 -3,702e+05 2,255e+05 -3,702e+05 -3,900e+05
[-]
kσ [-]
[-]
[-]
be [mm]
b e1 [mm]
b e2 [mm]
-1,80 1,00 -1,80
46,86 4,00 46,86
0,14 1,53 0,14
1,00 0,56 1,00
30 151 30
12 76 12
18 76 18
p
1,4309e-03 2,2525e-05
m2 m4
Ieff,z
1,8923e-06
m4
1,5873e-04
m3
W eff,z
3,1720e-05
m3
0
mm
e N,z
6
mm
Compression check According to EN 1993-1-3 article 6.1.3 and formula (6.2) Effective section area Compression resistance Unity check
A eff Nc,Rd
m2 kN -
1,4309e-03 558,05 0,01
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
m3 kNm -
1,5873e-04 61,91 0,09
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
3,1720e-05 12,37 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
61,91 12,37
kNm kNm
Unity check (6.7) = 0,09 + 0,01 = 0,09 Shear check for V y According to EN 1993-1-3 article 6.1.5 and formula (6.8) No stiffening at the support. Element ID 3 5 7
lc [mm] 91 276 91
Shear verification V b,Rd,y Shear resistance Unity check
α [deg] 0,00 90,00 0,00
sw [mm] 85 270 85
164,67 0,00
w
[-] 0,32 1,01 0,32
fbv [MPa] 226,2 185,9 226,2
V b,Rd,y,i [kN] 82,34 0,00 82,34
kN -
Shear check for V z According to EN 1993-1-3 article 6.1.5 and formula (6.8) No stiffening at the support. Element ID 3 5 7
lc [mm] 91 276 91
Shear verification V b,Rd,z Shear resistance Unity check
α [deg] 0,00 90,00 0,00
sw [mm] 85 270 85
205,23 0,13
w
[-] 0,32 1,01 0,32
fbv [MPa] 226,2 185,9 226,2
V b,Rd,z,i [kN] 0,00 205,23 0,00
kN -
41/78
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 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
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)
1,4309e-03 1,5873e-04 3,1720e-05
m2 m3 m3
Fibre σ N,Ed σ My,Ed σ Mz,Ed σ tot,Ed τ Vy,Ed τ Vz,Ed τ t,Ed
16 3,8 0,4 1,8 6,0 0,0 27,8 5,5
MPa MPa MPa MPa MPa MPa MPa
τ tot,Ed σ von Mises,Ed
33,3 58,0 0,02 0,15 0,14
MPa MPa -
Local Transverse Forces Check According to article EN 1993-1-3: 6.1.7.2 and formula (6.15f) Local Transverse Forces parameters Flange condition Stiffened Loading condition End two-flange (ETF) Web rotation Not prevented Inside bend radius r 8 Bearing length s s 10 k 1,71 k1 0,77 k4 0,84 Element 5
lc [mm] 276
φ [deg] 90,00
h w [mm] 276
mm mm
t [mm] 4
k2 0,85
k3 1,00
Local Transverse Forces verification Load/Reaction F Ed 6,21 kN R w,Rd 23,23 kN Unity check 0,27 Combined Compression and Bending Check According to article EN 1993-1-3: 6.1.9 and formula (6.25), (6.26). e Nz z,Ed
N c,Rd M cy,Rd,ten M cz,Rd,ten M cy,Rd,com M cz,Rd,com
6 -0,03 558,05 63,56 12,37 61,96 20,88
mm kNm kN kNm kNm kNm kNm
Unity check (6.25) 0,01 + 0,08 + 0,01 = 0,10 Unity check (6.26) 0,08 + 0,01 - 0,01 = 0,08 Combined Bending Moment and Local Load/Reaction Check According to article EN 1993-1-3: 6.1.11 and formula (6.28c). F Ed M c,Rd R w,Rd Unity check
6,21 61,91 23,23 0,28
kN kNm kN -
The member satisfies the section check. ...::STABILITY CHECK::... Flexural Buckling Strength According to article EN 1993-1-3: 6.2.2 According to article EN 1993-1-1: 6.3.1 and formula (6.46)
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k5 0,94
R w,Rd,i [kN] 23,23
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 L Buckling factor k Buckling length Lcr Critical Euler load N cr Slenderness Relative slenderness rel Limit slenderness rel,0
yy sway 6,098 1,35 8,234 702,35 76,56 0,89 0,20
zz non-sway 0,199 0,94 0,187 136142,39 5,50 0,06 0,20
m m kN
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 article EN 1993-1-3: 6.2.3 According to article EN 1993-1-1: 6.3.1 and formula (6.46) Torsional Buckling length N cr,T N cr,TF Relative slenderness rel,T Limit slenderness rel,0
0,199 118053,87 701,24 0,89 0,20
m kN kN
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 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 C1 1,32 C2 0,00 C3 1,00
art. 6.3.2.2 1,5873e-04 20637,74 0,05 0,20
m3 kNm
m
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 Compression Check According to article EN 1993-1-3: 6.2.5(1) According to article EN 1993-1-1: 6.3.3 and formula (6.61), (6.62). Interaction Method 2 Interaction method 2 parameters 0,91 kyy kyz 0,74 1,00 kzy kzz 0,74 0,00 kNm y,Ed -0,03 kNm z,Ed A 1,4309e-03 m2 1,5873e-04 m3 Wy Wz 3,1720e-05 m3 N Rk 558,05 kN 61,91 kNm M y,Rk M z,Rk 12,37 kNm 30,22 kNm M y,Ed M z,Ed -0,22 kNm Interaction Method 2 0,99 y 0,35 z 0,90 C my C mz 0,74 C mLT 0,80
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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 Unity check Unity check
0,01 + 0,44 + 0,01 = 0,47 0,01 + 0,49 + 0,01 = 0,52
-
The member satisfies the stability check. EN 1993-1-1 Code Check National annex: Nederlandse NEN-EN NA Member S580
0,000 / 2,948 m
Cold formed C section (250; 100; 3; 5; 30)
S350GD+Z
Alle UGT
0,09 -
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. + 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
1,00 1,00 1,25
350,0 420,0 Cold formed
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 4,32 -0,03 1,35 0,00 -2,07 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 3 5 7 9
Type
UO I I I UO
c [mm]
t [mm]
σ1 [kN/m 2 ]
σ2 [kN/m 2 ]
22 85 235 85 22
3 3 3 3 3
1,514e+04 1,721e+04 1,592e+04 -2,578e+04 -2,176e+04
1,905e+04 1,994e+04 -2,489e+04 -2,305e+04 -1,786e+04
[-] 0,79 0,86 -1,56
kσ [-]
α [-]
c/t [-]
0,51
1,00 1,00 0,39
9,00 34,00 94,00
Note: The Classification limits have been set according to Semi-Comp+. The cross-section is classified as Class 4 Section properties 1,2227e-03 m 2 A A y/A 0,40 Iy 1,1930e-05 m 4 9,3174e-21 m 4 Iyz Iw 2,3085e-08 m 6 W el,y 9,5440e-05 m 3 W pl,y 1,1093e-04 m 3 cy 31 mm dy 77 mm
A z/A Iz It
0,54 1,6931e-06 m 4 2,6042e-09 m 4
W el,z W pl,z cz dz
2,4559e-05 m 3 3,6426e-05 m 3 125 mm 0 mm
Effective section MyEffective width calculation According to EN 1993-1-5 article 4.4
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Class 1 Limit [-] 7,37 22,94 75,62
Class 2 Limit [-] 8,19 27,86 87,17
Class 3 Limit [-] 12,28 32,69 162,85
Class
3 4 3
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 Id 1 3 5 7 9
Type UO I I I UO
bp [mm] 27 94 244 94 27
σ1 [kN/m 2 ] 3,379e+05 3,500e+05 3,452e+05 -3,112e+05 -2,416e+05
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
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
kσ [-] 0,50 11,24
p
p,red
[-] 1,00 -0,35
[-] 0,65 0,48
[-] 0,57 0,42
[-] 1,00 1,00
be [mm] 27 69
b e1 [mm]
b e2 [mm]
28
42
-0,35 1,00
11,24 0,50
0,48 0,65
0,42 0,57
1,00 1,00
69 27
28
42
hw [mm] 247 247
kf [-] 1,00 1,00
K [kN/m 2] 2,437e+02 2,437e+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
d
d
[-] 0,97
[-] 0,77
A s,red [m 2 ] 1,4256e-04
Effective section Mz+ 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] 27 94 244 94 27
σ1 [kN/m 2 ] 3,500e+05 3,410e+05 -1,292e+05 3,410e+05 3,500e+05
σ2 [kN/m 2 ] 3,500e+05 -1,202e+05 -1,292e+05 -1,202e+05 3,500e+05
Stiffener calculation According to EN 1993-1-3 article 5.5.3 Id 1 9
As [m 2 ] 1,3909e-04 1,3909e-04
Is [m 4] 1,2092e-08 1,2092e-08
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
b1 [mm] 90 90
b2 [mm] 90 90
7,4478e-04 1,1036e-05
m2 m4
Ieff,z
1,4295e-06
m4
8,3538e-05
m3
W eff,z
1,9726e-05
m3
0
mm
e N,z
6
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
1,2227e-03 427,94 369,74 369,74 0,01
m2 kN kN kN -
Bending moment check for M y According to EN 1993-1-1 article 6.2.5 and formula (6.12),(6.15) Effective section modulus Bending moment Unity check
W eff,y,min M c,y,Rd
8,3538e-05 29,24 0,07
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
1,9726e-05 6,90 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 4,8918e-04 98,85 0,00
m2 kN -
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σcr [kN/m 2] 3,577e+05 3,577e+05
d
d
[-] 0,99 0,99
[-] 0,75 0,75
A s,red [m 2 ] 1,0499e-04 1,0499e-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 6,6496e-04 134,37 0,01
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
21 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 area Effective section modulus Effective section modulus
A W eff,y W eff,z
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
1,2227e-03 8,3538e-05 1,9726e-05
m2 m3 m3
σ N,Ed
3,5
MPa
σ My,Ed
24,8
MPa
σ Mz,Ed
2,8
MPa
σ tot,Ed
31,1 0,09
MPa -
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 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
W eff,y M cr rel,LT rel,LT,0
General case 8,3538e-05 125,36 0,48 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
2,948 no influence 1,00 1,00 2,61 0,12 1,00 0 0 0 0
m
mm mm mm mm
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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 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. The member satisfies the stability check. EN 1993-1-3 Cold Formed Code Check National annex: Nederlandse NEN-EN NA Member S583
0,000 / 6,098 m
Cold formed C section (250; 100; 3; 5; 30)
S350GD+Z
Alle UGT
0,38 -
Combination key Alle UGT / 1.20*Perm Staal. + 1.20*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
fyb fu
1,00 1,00 1,25
350,0 420,0 Cold formed
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 17,31 0,49 4,78 0,00 -10,67 -0,10
Unit kN kN kN kNm kNm kNm
Effective section MyEffective 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 ] 3,379e+05 3,500e+05 3,452e+05 -3,112e+05 -2,416e+05