belastingen EC 9494-011 - middendrenthe.nl
Transcript of belastingen EC 9494-011 - middendrenthe.nl
Onderdeel : staalconstructie
Opdrachtgever :
Asserweg 5
9414 TA Hooghalen
Ontwerp :
Nijkerkerweg 6
3853 NW Ermelo
Project naam : Vergroten kalverenstal
Locatie : Asserweg 5
Hooghalen
Constructeur :
dd :
Gecontroleerd :
dd :
Kloeze bv
Industrieweg 3
7921 JP Zuidwolde
Werknummer : Tel : 0528-374374
Fax : 0528-370909
Mail : [email protected]
Internet : www.kloeze-bv.nl
datum :
22-03-16
22-03-16
Statische berekening
22-03-16
Arch. H. Bakker
9494-011
P. Coelingh
A. de Jong
Dhr. A.F. Timmerman
INHOUDSOPGAVE pagina
1 Algemeen
1.0 Overzichten staalconstructie tek. nrs.
dd :
1.1 Inleiding
1.2 Algemene kwaliteiten, factoren en eisen
1.3 Belastingcombinaties
1.4 Normen
1.5 Algemene gebouw informatie
1.6 Prestatiekenmerken
2 Belastingen
2.1 Blijvende belastingen
2.2 Opgelegde belastingen
2.3 Sneeuw belastingen
2.4 Wind belastingen
3 Bijlagen
3.1 Verbindingen
( momenten zie blz 28 ,10.1 grafische computeruitvoer )
3.2 Gordingen
10 Berekening staalconstructie sheet no
10.1 Grafische computerinvoer
-3D staalconstructie
-profilering
-knopen, rotaties, trek- en drukstaven
-belastingen
-randvoorwaarden als knik- en kiplengten etc.
Grafische computeruitvoer
-momentenlijnen
-dwarskrachtenlijnen
-unity checks
-verplaatsingen
10.2 Nummerieke computerinvoer
-knopen
-staven
-profielen
-belastingen
-belastingcombinaties
Nummerieke computeruitvoer
-staafcontroles ( selectie van belangrijke staven )
-maximale staafkrachten per profiel type
-unity checks
-reacties
22-03-16
5
12
t/m
30
6
13
27
t/m 28
12
27
26
5
3
7
1
010
t/m
t/m
6
t/m
t/m
20
t/m
t/m
1
2
6
4
8
11
11
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t/m
25
1
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t/m
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56
27
t/m
23
24
29
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t/m
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t/m
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1
t/m
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t/m
13
31
22
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t/m
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1 Algemeen
Taal :
Toelichting berekening :
Globaal is de berekening opgebouwd uit 3 delen.
-Deel één met hierin aangegeven de algemene zaken zoals normen, opbouw van de belastingen en detailberekeningen.
-Deel twee (��.�) met de grafische in- en uitvoer waarin de belastinginvoer in beeld is gebracht en momentenlijnen,
dwarskrachtenlijnen en verplaatsingen terug te vinden zijn.
-Deel drie (��.�) met hierin nummerieke in- en uitvoer waarin het voornamelijk van belang is te zien waaruit de
belastingcombinaties samengesteld zijn en wat de resultaten van de staafcontroles zijn.
Hierin is dus tevens terug te vinden hoe de belastingen van de maatgevende reacties opgebouwd zijn.
De reactiekrachten zelf zijn helemaal achterin de berekening terug te vinden. blz 24 t/m 25
Onder de reactiekracht staat vermeld wat het maatgevende belastinggeval is en de opbouw van dit belastingeval is dus
in deel ��.� bij de belastingcombinaties terug te vinden blz 6 t/m 13
1.1 Inleiding
Het betreft hier een agrarisch (stal, loods) gebouw , categorie E , CC1
In de gevels en het dak windverband om de constructie in langsrichting te schoren.
In de andere richting wordt de stabiliteit verzorgd door een ongeschoord portaal.
Tijdens de montage zogdragen voor voldoende stabiliteit van de gemonteerde onderdelen dmv het aanbrengen
van (tijdelijke) schoren.
Bij windverbanden met UC>1 geldt dat deze bepaald zijn op een geringe druk in de staaf.
Op blz 12 van de bijlagen is de exacte uitwerking van deze betreffende staaf (staven) terug te vinden.
1.2 Algemene kwaliteiten, factoren en eisen
Staalkwaliteit : ( breuktaaiheid zie blz 5 )
Boutkwaliteit : 8.8 t.a.v.
Ankerkwaliteit : 4.6 t.a.v.
Potentiële factoren :
(Q�,��) sneeuwbelasting :
(Q�,�) windbelasting :
Partiële veilgheids factoren UGT :(verg. 6.10�) γ=(verg. 6.10) γ=
γ�=
ξ=
Partiële veilgheids factoren BGT : γ=
γ�=
Partiële factoren γ� EN-1993-1-1: γ�₀=γ�₁=γ�₂=
Betrouwbaarheidsdifferentiatie K��-factor :
Ontwerplevensduur :
δ�� δ������Verplaatsingen : verticaal : dak ≤ 0,004 Lrep ≤ 0,004 Lrep
Verplaatsingen : horizontaal : gevel- (��.= 34,20 mm) ( indicatief)
ogu gu
1,20
Nederlands
0,20
1,00
0,89
1,00
15 jr
H/100
0,90
0,20
1,00
0,90
1
1,00
0,00 0,00
0,00
S235
0,90
ψ ₀
1,25
1,50
1,35
ψ ₁
0,00
ψ ₂
1.3 Belastingcombinaties
Zie ook deel ��.� nummerieke computerinvoer blz 6 t/m 13
Veranderlijke belastingen : sneeuw + wind
UGT
fundamentele combinatie :
6.10�K�� . ( γ . G�‚�� + γ . G�‚�₊� + γ� . ψ₀ . q�‚�� + γ� . ψ₀ . q�‚�� )0,9 . ( 1,35 . G�‚�� + 1,35 . G�‚�₊� + 1,5 . 0 . q�‚�� + 1,5 . 0 . q�‚�� )
6.10K�� . ( γ . G�‚�� + γ . G�‚�₊� + γ� . q�‚�� + γ� . ψ₀ . q�‚�� )0,9 . ( 1,2 . G�‚�� + 1,2 . G�‚�₊� + 1,5 . q�‚�� + 1,5 . 0 . q�‚�� )
6.10K�� . ( γ . G�‚�� + γ . G�‚�₊� + γ� . ψ₀ . q�‚�� + γ� . q�‚�� )0,9 . ( 1,2 . G�‚�� + 1,2 . G�‚�₊� + 1,5 . 0 . q�‚�� + 1,5 . q�‚�� )
6.10γ . G�‚�� + γ . G�‚�₊� + K�� . ( γ� . ψ₀ . q�‚�� + γ� . q�‚�� )0,9 . G�‚�� + 0,9 . G�‚�₊� + 0,9 . ( 1,5 . 0 . q�‚�� + 1,5 . q�‚�� )
BGT
karakteristieke combinatie :
* γ . G�‚�� + γ . G�‚�₊� + γ� . q�‚�� + γ� . ψ₀ . q�‚�� ( 1 . G�‚�� + 1 . G�‚�₊� + 1 . q�‚�� + 1 . 0 . q�‚�� )
* γ . G�‚�� + γ . G�‚�₊� + γ� . ψ₀ . q�‚�� + γ� . q�‚�� ( 1 . G�‚�� + 1 . G�‚�₊� + 1 . 0 . q�‚�� + 1 . q�‚�� )
2
1.4 Normen
Gehanteerde normen voor de constructie :
NEN-EN 1090 (nl)
Eurocode - Vervaardigen van staalconstructies augustus 2011
NEN-EN 1990 (nl) + NB
Eurocode - Grondslagen van het constructief ontwerp december 2011
NEN-EN 1991 (nl) + NB
Eurocode 1 - Belastingen op constructies , algemene belastingen
1-1 Volumieke gewichten, eigengewicht en opgelegde belastingen voor gebouwen december 2011
1-3 Sneeuwbelasting december 2011
1-4 Windbelasting december 2011
NEN-EN 1993-1-1 (nl) + NB
Eurocode 3 - Ontwerp en berekening van staalconstructies
1-1 Algemene regels en regels voor gebouwen juni 2014
NEN-EN 1993-1-8 (nl) + NB
Eurocode 3 - Ontwerp en berekening van staalconstructies
1-8 Ontwerp en berekening van verbindingen december 2011
Programmatuur : Belastingen+factoren Excel, Kloeze spreadsheet
Hoofdberekening 3-D eindige elementen programma STAAD Pro.
De doorsnede- en stabiliteitscontrole van de staven wordt binnen het
programma uitgevoerd volgens EUROCODE NEN-EN 1993-1-1
Eerste-orde elastische berekening
Detailberekening COP
csJoint
Excel, Kloeze spreadsheets
3
1.5 Algemene gebouw informatie
Gebouw lokatie :
Land :
Plaats :
Aardbevings gebied :
Gebouw kenmerken :
bouw situatie :
soort bouwwerk :
schoorsysteem :
classificatie bouwwerk : ( α��= 18,80 ≥ 10 ) non-sway
omstandigheden staalconstructie :
ontwerplevensduur :
categorie :
gevolgklasse :
gebruiks-categorie : ( statisch )
productie-categorie : ( staalkwaliteit ≤ S275 )
uitvoeringsklasse :
afmetingen van het gebouw : l= ( lengte )
b= ( breedte )
h₍�₎= ( hoogste punt )
langsgevels :
h"= (hoogte hoge zijgevel)
h#= (hoogte lage gevel)
vorm van het dak : α₁= ° ( hoge gevel )
α₂= ° ( lage gevel )
oppervlak gevel : ( rimpels, ribben, kronkelingen )
oppervlak dak : ( rimpels, ribben, kronkelingen )
vloer :
kraan :
brandwerendheidseis constructie:
hemelwater afvoer :
dakplaat als kipsteun :
houten delen :
E
15 jr
30,50 m
2,23 m
PC1
SC1
Hooghalen
3,42 m
22,00
EXC1
4
22,00
ongelijke hoogten
Nederland
CC1
17,18 m
6,40 m
geografische ligging
1.6 Prestatiekenmerken
Constructief :
Methode van verklaren : ( MPCS )
Ontwerpkeuze : Eurocode 3: ontwerp en berekening van staalconstructies NEN-EN 1993
Materiaal :
Materiaal keuze :
Duurzaamheid :
Voorbewerking :
Finishing :
Finishniveau :
Graad van voorbewerking : P1
Kenmerken :
Algemeen :
toleranties op geometrische gegevens : NEN-EN 1090-2
Lasbaarheid : Constructiekoolstofstaal conform EN-10025-x en EN 10219-1( zie onderdeelspecificaties voor details )
Breuktaaiheid balkstaal : JR ( 27J bij 20 °C ) maximale elementdikte t=
Breuktaaiheid stripstaal : JR ( 27J bij 20 °C ) maximale elementdikte t=
Breuktaaiheid kokers : JR ( 27J bij 20 °C ) maximale elementdikte t=
Reactie op brand : klasse A1
Vrijkomen van cadmium : NPD
Radioactieve starling : NPD
Duurzaamheid : Oppervlaktebehandeling verzinken ( ISO 1461 )
Constructieve kenmerken :
Draagvermogen : Constructief ontwerp conform Eurocode 3: ontwerp en berekening van
staalconstructies NEN-EN 1993 vlgs. de NB van Nederland
Vervorming in bruikbaarheidsgrenstoestand : NPD
Vermoeiingssterkte : NPD
Brandweerstand : NPD
Fabrikage :
producten geleverd : vlgs. onderdelenspecificatie, EN 1090-2, conform EXC1
37,5 mm
37,2 mm
37,5 mm
5
2 Belastingen
De belastingen zijn handmatig ingevoerd in Staad, ter verduidelijking een voorbeeld van iedere belasting.
Voorbeeld veldbreedte dak : b=
₂.₁ G�‚�� -eigengewicht staal
₂.₁ G�‚�₊� -blijvende belasting dak + wand
₂.₃ q�‚�� -sneeuwbelasting
₂.₄ q�‚�� -windbelasting
2.1 Blijvende belastingen
staalconstructie : behandeling- verzinken, factor EG staal Y-1,08
dakopbouw : ( Gk,d )
gewichten :
ecopaneel
isolatie d=
gording
aditioneel
G�‚� totaal :( voorbeeld ) q�‚�=
gevelopbouw : ( Gk,w )gewichten :
sandwichpaneel
isolatie d=
wandregel
aditioneel
G�‚� totaal :
( voorbeeld ) q�‚�=
eventuele vorstrand : ( Gk,w )
2.2 Opgelegde belastingen ( n.v.t. )
staal
40 mm
0,000 kN/m² +
0,78 kN/m
PUR
staal
0,170 kN/m²
0,075 kN/m²
0,045 kN/m²
0,87 kN/m
0,050 kN/m² +
6
leidingen + licht
PUR
0,153 kN/m²
0,045 kN/m²
5,10 m
0,108 kN/m²
40,00
2.3 Sneeuw belastingen
Sneeuw belastingen NEN-EN 1991 (nl) + NB december 2011
3 Ontwerpsituaties
klimaatgebied : zone :
omstandigheden :
ontwerpsituatie :
sneeuwbelasting aanpassen aan ontwerplevensduur : ontwerplevensduur V=
volumiek gewicht van sneeuw (γ) :
4 Sneeuwbelasting op de grond
4.1 karakteristiek waarden
karakteristieke waarde sneeuwbelasting op de grond S�&'= S�15=S�=
4.3 uitzonderlijke sneeuwbelasting op de grond n.v.t.
5 Sneeuwbelasting op daken
5.1 aard van de belasting
a) de vorm van het dak : zadeldak
5.2 belastingschikkingen
b) warmtecoëfficiënt ; C�=d) blootstellingscoëfficiënt ; C�=
5.3 sneeuwbelastingcoëfficiënten α₁= 22° µ₁=α₂= 22° µ₁=
e) aangrenzende daken ;
6 Lokale effecten
6.2 sneeuwophoping
obstakel ;
Sneeuwbelastingen : ( grondvlak )
zadeldak
(α₁) S₁= ( verdeeld geval (i) ) S₁= ( herverdeeld geval (ii+iii) )
(α₂) S₂= ( verdeeld geval (i) ) S₂= ( herverdeeld geval (ii+iii) )
( voorbeeld ) S₁= q��= ( dakvlak )
0,76 S�&'
0,42 kN/m²
0,42 kN/m²
0,70 kN/m²
7
S=µ� C� C� S�
( 0,394 kN/m² )
1,0
S=µ� C� C� S�
0,80
1,0
0,53 kN/m²
2,00 kN/m³
15 jr.
0,21 kN/m²
2,01 kN/m
0,80
0,8
0,42 kN/m²
0,21 kN/m²
2.4 Wind belastingen
Wind belasting NEN-EN 1991-1-4 (nl) december 2011
ψ-factoren :
luifel :
algemeen:
ontwerplevensduur :
windgebied : K=
n=
terreincategorie : onbebouwd Z0=
Zmin=
windbelasting aanpassen aan ontwerplevensduur :
afstand tot grens overgangsgebied ≥
4 Windsnelheid en stuwdruk
4.2 basiswaarden Vb= C��� . C������ . C(�� . V,' C���=Vb= C������=
C(��=
V,'=
4.3 gemiddelde wind
4.3.1 variatie met hoogte V�(Z)= C�(Z) . C�(Z) . V Z 0,II=
Zmax=
Z=
4.3.2 terreinruwheid K�= C�(Z�)=4.3.3 terreinorografie Φ=
parameters niet van toepassing
orografieeffecten hoeven niet meegenomen te worden (4.3.3)
C�(Z)=
gemiddelde windsnelheid V�(Z�)=
4.3.4 grote en beduidend hogere naburige gebouwen
naburig gebouw minstens twee keer zo hoog als gemiddelde bebouwing
parameters niet van toepassing
4.3.5 bebouwingsdichtheid h���=
0,200 m
0,209 0,73
8
16,3 m/s
1,000
ψ 2
15 jr.
0,05 m
4 m
( Zmin > 4 m )
0,000
1,0
1,0
(standaard)
0,917
ψ 1
0,200,00
ψ 0
6,4 m
24,5 m/s
0,5
0 m
0,281
200 m
22,5 m/s
5,00 km
(standaard)
0,00
default waarden
orografie parameters
bebouwings parameters
ruwheidslengten
4.4 windturbulentie
opm. 1 standaard afwijking van de turbulentie σv
σ)=
opm. 2 bepaling Lv(Z) Z=
L)(z�)=
4.5 extreme stuwdruk
opm. 1
basisstuwdruk q=blootstellingsfactor C�(Z)=
5 Windbelastingen
5.2 winddruk op de buitenzijde en binnenwanden
buitenzijde W�= q((Z�) . C(� ( drukcoëfficiënten zie blz 10 )
binnenwanden W�= q((Z�) . C(� ( drukcoëfficiënten zie blz 11 )
5.3 windkrachten A��*=F�= C�C� . q((Z�) . C* . AQ�= C�C� . q( . C* . b
6 Bouwwerkfactor CsCd H ≤ 15 m gedetaileerde procedure :
aangepaste C� :6.3 gedetaileerde procedure
6.3.1 Bouwwerkfactor C�C� bijlage B normatief, (Kp, B en R vlgs bijlage C) NEN-EN 1991-1-4
constructietype : verticale constructies zoals gebouwen
constructietype :
δ�=B² aanpassen :
B²;l= 0,379 B²;b= 0,510
Cs,l= Cs,b=
Cd,l;A= Cd,b;C=
Cd,l;B= Cd,b;D=
CsCd ,l;A = (0,730 x 1,000 = 0,73 < 0,85)CsCd ,l;B = (0,730 x 1,000 = 0,73 < 0,85)CsCd ,b;C = (0,799 x 1,000 = 0,80 < 0,85)CsCd ,b;D = (0,799 x 1,000 = 0,80 < 0,85)
Extreme stuwdruk : referentieperiode 15 jr , h= 6,4m, windgebied III, terreincategorie II
q((6,4)= ( q((+)=0,596 kN/m² ;C(��=0,917 )
Winddruk :
wind op b 0° (gevel A+B) Z�;,;�= Q-,�;"=
Q-,�;#=
wind op d 90° (gevel C+D) Z�;,;�= Q-,;.=
Q-,;/=
0,501 kN/m²
0,850
0,850
1,000
1,59
1,000
( h<50m en h/b<5 )
9
10,0 m²
0,426 . C**** . b
0,730
0,2885
4,70
0,850
ja
6,4 m
0,426 . C**** . b
0,426 . C**** . b
0,799
1,000
1,000
n.v.t.
0,426 . C**** . b
6,4 m
0,32 kN/m²
> 0,85
6,4 m
0,850
in
7 Druk- en krachtcoëfficiënten ( belastingen bepalen vlgs 7.2.9 NEN-EN 1991-1-4 )
7.2 Drukcoëfficiënten voor gebouwen ( zadeldak, lengte 30,5m, breedte 17,18m, hoogte 6,4m )
Gevels
7.2.2 verticale gevels van gebouwen met rechthoekige plattegrond
Opmerking gebrek aan correlatie tussen vlakken D en E in rekening brengen:
h/l= correlatiefactor=
h/b= correlatiefactor=
Ze(h)=
-windwrijving Cfr= ( gevels )
-winddruk, windzuiging ( gevels )
wind (θ=0°) Q-,�=e=
d=
Zone C(�A=
B=
C=
( + correlatiefactor ) D= ( +0,80 x 0,850 = +0,680 ) ( voorbeeld ) q-,�;/=
( + correlatiefactor ) E= ( -0,50 x 0,850 = -0,425 ) ( voorbeeld ) q-,�;0=
wind (θ=90°) Q-,=
e=
d=
Zone C(�A=
B=
C=
( + correlatiefactor ) D= ( +0,80 x 0,850 = +0,680 )
( + correlatiefactor ) E= ( -0,50 x 0,850 = -0,425 )
17,18 m
4,38 m
10
-0,92 kN/m
12,80 m
0,37 0,850
0,426 . Cf . b
-1,20
-0,50
-0,50
+0,80
17,18 m
12,80 m
30,50 m
0,850
-0,50
0,426 . Cf . b
30,50 m
+0,8030,50 m 1,48 kN/m
10,24 m
0,04
17,18 m
-1,20
2,56 m
6,4 m
0,21
-0,80
17,70 m
10,24 m
2,56 m
-0,80
-0,50
Daken
7.2.5 zadeldak α₁= °
α₂= °
-windwrijving Cfr=
-winddruk, windzuiging ( - =zuiging, + =druk )
wind (θ=0°) l (e/4) b (e/10) C(�+
F=
Q-,�= G=
H=
I=
J=
wind (θ=180°) l (e/4) C(�-
F=
Q-,�= G=
H=
I=
J=
Cpe- (22°)
wind (θ=90°) F=
G=
Q-,= H=
I=
( voorbeeld ) C(�= Q-,�=
7.2.9 inwendige druk (7.3) rekening houden met dominate zijde :
( + = overdruk, - = onderdruk ) gevels af te sluiten :
-overdruk C(�=-onderdruk C(�=
b (e/10)
+0,43
5,12
7,68
+0,00
24,10
1,28
1,28
3,45
-1,35
-0,40
-0,69
+0,43
1,38
-1,21
24,10
30,50
+0,29
+0,29
+0,00
1,38 +0,00
-1,21
-0,30
+0,43
-0,711,38
C(�-
-0,77
+0,20
3,20
-0,69
-0,66
4,22
Cpe- (22°)
6,30
9,47
-0,71
0,04
30,50
3,20
-0,66
-0,66
11
7,68
-0,50
C(�+
-0,50
-0,25
-1,35
9,47
0,426 . Cf . b
+0,00
l (e/4)
30,50
0,426 . Cf . b
1,38
-0,25
0,426 . Cf . b
+0,43
30,50
1,38
-0,77
30,50
6,30
22,00
b (e/10)
1,38
-1,43 kN/m
-0,40
22,0
24,10
30,50
3.1 verbindingen NEN-EN 1993-1-8
Algemeen : Tenzij anders aangegeven in de voetplaatberekening geldt voor verankeringen voetplaten / beton
2x M16 4.6, instortdiepte 400mm met haak 50mm met een randafstand >65mm
Voetplaatdikte ≥10mm
12
Joint documentation
kolom ligger
Model: 9494
Design standard: Eurocode
Used national annex: EN Dutch NA
Type of frame: unstiffened
Joint configuration: Beam-to-column joint (upper joint)
22.03.2016. csJoint 9.0.007
Joint documentation
Contents
1. Tables of load 15
1.1 1. Load case 15
1.2 2. Load case 15
2. Right flange: Moment end-plate connection 16
2.1 Joint geometry 16
2.2 Results 17
2.2.1 Dominant load case 17
2.2.1.1 1. Load case 17
2.2.1.2 Summary 17
22.03.2016. 14 page
Joint documentation
1. Tables of load
1.1 1. Load case
Name of element N [kN] Vy [kN] Vz [kN] Mx [kNm] My [kNm] Mz [kNm]
Right flange 0,00 0,00 26,00 0,00 82,00 0,00
Column above 0,00 0,00 0,00 0,00 0,00 0,00
Column below 0,00 0,00 0,00 0,00 82,00 0,00
1.2 2. Load case
Name of element N [kN] Vy [kN] Vz [kN] Mx [kNm] My [kNm] Mz [kNm]
Right flange 0,00 0,00 7,00 0,00 -17,00 0,00
Column above 0,00 0,00 0,00 0,00 0,00 0,00
Column below 0,00 0,00 0,00 0,00 -17,00 0,00
22.03.2016. 15 page
Joint documentation
2. Right flange: Moment end-plate connection
2.1 Joint geometry
General data:
Beam: IPE 270
S 235 EN 10025-2
Lb= 6000 mm
Position of the beam: Lx= 0 mm
Ly= 0 mm
a= 22,00 deg
b= 0,00 deg
Column: IPE 270
S 235 EN 10025-2
Type of member: Uniform cross-section
Position of the column: Lc= 2500 mm
Lsr= 0 mm
Components:
End-plate: bp= 140,0 mm
hp= 580,0 mm
tp= 15,0 mm
S 235 EN 10025-2
ep= 7,0 mm
Bolts: M20 (ISO 7412)
8.8
w1= 30 mm
bolt head is on the plate side
use washer on bolt head
use washer on nut
Welds: fillet weld around
aw.fu= 4 mm
aw.w= 4 mm
aw.fl= 4 mm
Lower haunch haunch with flange
Lw= 1317 mm
hw= 270 mm
tw= 6 mm
aw.w= 4 mm
bf= 135 mm
tf= 10 mm
aw.f= 4 mm
Upper web stiffener: ts= 10 mm
aw= 4 mm
Flange stiffener stiffening plate
ts= 10 mm
aw= 4 mm
a1= 570 mm
hs= 200 mm
22.03.2016. 16 page
Joint documentation
2.2 Results
2.2.1 Dominant load case
2.2.1.1 1. Load case
Name of element N [kN] Vy [kN] Vz [kN] Mx [kNm] My [kNm] Mz [kNm]
Right flange 0,00 0,00 26,00 0,00 82,00 0,00
Column above 0,00 0,00 0,00 0,00 0,00 0,00
Column below 0,00 0,00 0,00 0,00 82,00 0,00
2.2.1.2 SummaryMoment resistance: Mj,Rd= 126,17 kNm
Moment utilization: 65 % Adequate
Axial design resistance: Nj,Rd= 404,46 kN
Shear resistance: Vj,Rd= 846,71 kN
Shear utilization: 3 % Adequate
Dominant weld component: Web weld
Dominant weld utilization: 43 % Adequate
Initial stiffness: Sj,ini= 38854,02 kNm/rad
Secant stiffness for applied moment: Sj,sec= 38854,02 kNm/rad
Stiffness class: Semi-rigid (76,7%)
Class of strength: Full strength
Dominant compression component:
Column web panel in shear (6.2.6.1): Vwp,Rd= 270,33 kN
Dominant tension component:
Bolt row 1
Column flange in bending: Ft1,Rd= 179,93 kN
Mode 2: Bolt failure with yielding of the flange
22.03.2016. 17 page
Joint documentation
ligger ligger
Model: 9494
Design standard: Eurocode
Used national annex: EN Dutch NA
Type of frame: unstiffened
Joint configuration: Beam splice joint
22.03.2016. csJoint 9.0.007
Joint documentation
Contents
1. Tables of load 20
1.1 1. Load case 20
2. Left beam: Moment end-plate connection 21
2.1 Joint geometry 21
2.2 Results 22
2.2.1 Dominant load case 22
2.2.1.1 Joint load 22
2.2.1.2 Summary 22
3. Right beam: Moment end-plate connection 23
3.1 Joint geometry 23
3.2 Results 24
3.2.1 Dominant load case 24
3.2.1.1 Joint load 24
3.2.1.2 Summary 24
22.03.2016. 19 page
Joint documentation
1. Tables of load
1.1 1. Load case
Name of element N [kN] Vy [kN] Vz [kN] Mx [kNm] My [kNm] Mz [kNm]
Left flange 0,00 0,00 0,00 0,00 10,00 0,00
Right flange 0,00 0,00 0,00 0,00 10,00 0,00
22.03.2016. 20 page
Joint documentation
2. Left beam: Moment end-plate connection
2.1 Joint geometry
General data:
Beam: IPE 270
S 235 EN 10025-2
Lb= 6000 mm
Position of the beam: Lx= 0 mm
a= -22,00 deg
b= 0,00 deg
Components:
End-plate: bp= 140,0 mm
hp= 276,0 mm
tp= 15,0 mm
S 235 EN 10025-2
ep= 7,5 mm
Bolts: M20 (ISO 7412)
8.8
w1= 30 mm
bolt head is on the plate side
use washer on bolt head
use washer on nut
Welds: fillet weld around
aw.fu= 4 mm
aw.w= 4 mm
aw.fl= 4 mm
22.03.2016. 21 page
Joint documentation
2.2 Results
2.2.1 Dominant load case
2.2.1.1 Joint load
Name of element N [kN] Vy [kN] Vz [kN] Mx [kNm] My [kNm] Mz [kNm]
Left flange 0,00 0,00 0,00 0,00 10,00 0,00
Right flange 0,00 0,00 0,00 0,00 10,00 0,00
2.2.1.2 SummaryMoment resistance: Mj,Rd= 73,77 kNm
Moment utilization: 14 % Adequate
Axial design resistance: Nj,Rd= 555,36 kN
Shear resistance: Vj,Rd= 397,75 kN
Shear utilization: 0 % Adequate
Dominant weld component: Web weld
Dominant weld utilization: 22 % Adequate
Initial stiffness: Sj,ini= 70177,55 kNm/rad
Secant stiffness for applied moment: Sj,sec= 70177,55 kNm/rad
Stiffness class: Rigid
Class of strength: Partial strength
Dominant compression component:
Beam flange and web in compression (6.2.6.7): Fc,fb,Rd= 405,92 kN
Dominant tension component:
Bolt row 1
End-plate in bending Ft1,Rd= 209,38 kN
Mode 2: Bolt failure with yielding of the flange
22.03.2016. 22 page
Joint documentation
3. Right beam: Moment end-plate connection
3.1 Joint geometry
General data:
Beam: IPE 270
S 235 EN 10025-2
Lb= 6000 mm
Position of the beam: Lx= 0 mm
a= -22,00 deg
b= 0,00 deg
Components:
End-plate: bp= 140,0 mm
hp= 276,0 mm
tp= 15,0 mm
S 235 EN 10025-2
ep= 7,5 mm
Bolts: M20 (ISO 7412)
8.8
w1= 30 mm
nut is on the plate side
use washer on bolt head
use washer on nut
Welds: fillet weld around
aw.fu= 4 mm
aw.w= 4 mm
aw.fl= 4 mm
22.03.2016. 23 page
Joint documentation
3.2 Results
3.2.1 Dominant load case
3.2.1.1 Joint load
Name of element N [kN] Vy [kN] Vz [kN] Mx [kNm] My [kNm] Mz [kNm]
Left flange 0,00 0,00 0,00 0,00 10,00 0,00
Right flange 0,00 0,00 0,00 0,00 10,00 0,00
3.2.1.2 SummaryMoment resistance: Mj,Rd= 73,77 kNm
Moment utilization: 14 % Adequate
Axial design resistance: Nj,Rd= 555,36 kN
Shear resistance: Vj,Rd= 397,75 kN
Shear utilization: 0 % Adequate
Dominant weld component: Web weld
Dominant weld utilization: 22 % Adequate
Initial stiffness: Sj,ini= 70177,55 kNm/rad
Secant stiffness for applied moment: Sj,sec= 70177,55 kNm/rad
Stiffness class: Rigid
Class of strength: Partial strength
Dominant compression component:
Beam flange and web in compression (6.2.6.7): Fc,fb,Rd= 405,92 kN
Dominant tension component:
Bolt row 1
End-plate in bending Ft1,Rd= 209,38 kN
Mode 2: Bolt failure with yielding of the flange
22.03.2016. 24 page
Voetplaten NEN-EN 1993-1-8 + NEN-EN 1992-1-1 + CUR/BmS-rapport 10
INVOER : kolom as : algemeen
kolom profiel :
staalkwaliteit : f1=
f2=
A=
t*�=
t��=
h=
b=
r=
voetplaat :
staalkwaliteit : S235 f1=
f2=
t(=
b(=
h(=
voetplaat verdeling :
b(₁= b(₂=h(₁= h(₂=
ankers :
afschuifvlak :
kwaliteit :
ankerverdeling : horizontaal ba=
verticaal ha=
randafstand b₁= b₂=randafstand h₁= h₂=
Ankercapaciteiten :
F₂,),3�=
F,3�=
F�,3�=
B(,3�=
opstorting of balk :betonkwaliteit : f��,�2�=
afmetingen : a*=b*=h*=
positie kolom op beton :
afstand hart kolom tot rand beton : a= b=
voetplaatverdeling : a�₁= a�₂=b�₁= b�₂=A�₀= k�=
A�₁= f��=f��=
grout :
f��>
voegdikte =
krachten :
N�,0�= ( drukkracht in de kolom )F0,�= ( trekkracht in de kolom )
V0,�₁= ( afschuifkracht door windverband )
V0,�₂= ( afschuifkracht door spatkracht of wind op de kolom )
M0,�= ( moment in de kolom )
e;���.=
5 mm
0,0 kN
30 mm
-5 mm
6,6 mm
135,0 mm
300 mm
100 mm
18,5 kN
67500 mm²
op peil
-3 mm
8,6 kN
M16
125 mm
2 st
gerolde draad
4595 mm²
60 mm
130 mm
95 mm
235 N/mm²
360 N/mm²
235 N/mm²
15,0 mm
-5 mm
250 mm
12,56 N/mm²
4,00 N/mm²
60 mm
33800 mm²
260 mm
70 mm2 st
butenkant kolom= buitenkant poer of balk
25,2 kN
≤ 26 mm
270,0 mm
225,6 kN
65 mm
10,2 mm
135 mm
S235
15 mm
-3 mm
360 N/mm²
13,33 N/mm²
( maximaal optredende excentriciteit )
30 mm
45,2 kN
25
25 N/mm²
35 mm
400 mm
IPE270
0,0 kNm
0 mm
1,41
door de draad
4.6
C20/25
30 mm
96,0 kN
42,0 kN
UITVOER :
controle kolom : kolom as : algemeen
σ��= N0�;���*=N0�;*����=
controle voetplaat :
voetplaat t(= c=
staalkwaliteit :A(����;���*= N �,3�;���*= ≥ N0�;���* ( accoord )
A(����;)���(����= N �,3�= ≥ N0,� ( accoord )
N0� / A(����= ≤ 13,33 N/mm² ( splijtspanningen hoeven niet beschouwd te worden )
N0� / A�₁= ≤ 4,00 N/mm² ( splijtspanningen hoeven niet beschouwd te worden )
controle ankers :
trek in de kolom op het moment van V0,� : N�,0�=
F*;3�=
resultaten per anker :
F�;0�= F�,3� / F�;0�= (trek) voetplaat maatgevend
V0,�= F),3� / V0,�= (afschuiving)
F,3� / V0,�= (stuik)
verankeringslengte :
type anker :
uitsteeklengte =
insteeklengte =
haaklengte na de bocht ≥
min. betondekking tot anker = α₁=
σ��=
l,�4�=
Lassen : a*= F0�;*����=a�= V0�;*����=
F0�;���*=γM2= V0�;���*=
σ0�;*=σ0�;�=
τ0�;*����=τ0�;���*=β�=
a*≥ ≤ 4 mm
a�≥ ≤ 4 mm
0,80
0,18 mm
0,07
(0,07)
26
339 mm
(0,13)318,2 kN
0,05
9,14 N/mm²
13,69 N/mm²
0,70
0,0 kN
14240 mm²
4,00 mm
4,00 mm
2,2 kN/ank
1,25
0,62 N/mm²
100 mm
ja
25331 mm²
9,14 N/mm²
8,6 kN
70 mm
14,4 kN
0,0 kN
13,2 kN
350 mm
50 mm
0,34
9,14 N/mm²
37,5 mm
S235178,9 kN
1,66 N/mm²
15 mm
14,4 kN
6,3 kN/ank
haakanker glad
17,39 N/mm²
0,00 N/mm²
0,30 mm
13,2 kN
25,2 kN
3.2 Stalen gording NEN-EN 1993-1-3 + NEN-EN 1993-1-5
INVOER : gebruiksfunctie :
plaatsing :
overspanning :
aantal kipsteunen per veld : l�=
h.o.h. afstand gordingen : ( nokgordingen aan elkaar doorverbinden )
gordingsteunen op steunpunten :
gording als kipsteun :
veerstijfheid dakplaat meerekenen : ( ecopaneel ) C/;�=
positionering dakplaat : C/;�=
bevestigings punt :
bevestiging dakplaat :
bevestiging :
gording : h= f1,= γ�₀=b1= E= γ�₁=
λ₁= b2= ν=
α56= c=
λ56,₀= t=
β= r= controle randvoorwaarden :
I�**,1= t= ( 0,45 ≤ t ≤ 8 )
W�**,1,���= h/t= ( ≤ 500 )
W�**,1,���= b/t= ( ≤ 60 )
W*7,���*= c/t= ( ≤ 50 )
W*7,��(= c/b= ( 0,2 ≤ c/b ≤ 0,6 )
"�**= r=
belastingen :
γ=
γ=
γ�=
CC aanpassen :
K��= ( CC1 )
Q�=
normaalkracht :
BB dak : UGT druk :
sneeuw : UGT trek :
wind dak;���� : BGT druk :
wind dak;��2� : BGT trek :
UITVOER : ( puntlast maatgevend )
druk oplegging 1 veld oplegging 2
V-lijn : R= R�=
M-lijn : M)=
vervorming : δ=
trek oplegging 1 veld oplegging 2
V-lijn : R= R�=
M-lijn : M)₁=vervorming : δ=
torsie : k,₀;�= q,,0�;�=
k,₀;�= q,,0�;�=
TOETSING : NEN-EN 1993-1-3 + NEN-EN 1993-1-5
σ���,0�= ≤ 280,0 maatgevend : drukkende belasting, gesteunde bovenflens, druk in flens
v,0�= ≤ v,3�=24,11 kN
δ= ≤ 20,4 mm
3,30 kN
nee
0,540 kN/m¹
( 0,27 kN/m² )
0,34
Z180x1,5
nee
ja
1,50
3,30 kN
ogu
488 mm²
17,7 mm
-1,15 kN
242.10⁴mm⁴
0,213 kN/m
2,00 kN
gu
0,1647
nee
5,10 m
4,00.10³mm³
ring
1,50
14,7
5,10 m
4,27 kNm
28,2.10³mm³
-0,231 kN/m¹
43,7
1,5 mm
1,5 mm
( 0,39 kN/m² )
( 0,30 kN/m² )
-0,451 kN/m¹
0,90
1,5 mm
22,0 mm
-4,0 mm
17,7 mm
1,021 kN/m¹
( r ≤ 0,04 . t . E / f1 ≤ 45 )
gording
topgolf
2 .10⁵ N/mm²
0,0 Nmm/mm
elke golf
0,90
-0,004 kN/m
86,04
0,40
-1,15 kN
164,5 N/mm²
0,90
2,99.10³mm³
25,6.10³mm³ 120,0
180,0 mm
1,20
0,308 kN/m¹ 1,296 kN/m¹
3,30 kN
0,75
( 0,17 kN/m² )
1,35
0,713 kN/m¹
1,00
1,00
0,34
0,0 Nmm/mm
27
-1,47 kNm
0,3
positief
65,5 mm
280 N/mm²
1,81 m
59,5 mm
0,00 kN
1-velds
0 st
-0,0089
0,483 kN/m¹
10.1 - grafische computer in- en uitvoer
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Load
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SE
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X
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IPE
33
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IPE
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IPE270
IPE
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Load
1
X
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8 k
N/m
-0.8
7 k
N/m
-0.8
7 k
N/m
-0.8
7 k
N/m
-0.8
7 k
N/m
-0.8
7 k
N/m
-0.7
8 k
N/m
-0.8
7 k
N/m
Lo
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2: B
B d
ak +
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1 k
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-2.0
1 k
N/m
-2.0
1 k
N/m
-2.0
1 k
N/m
-2.0
1 k
N/m
-2.0
1 k
N/m
Lo
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X
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3: sn
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-1.0
0 k
N/m
-1.0
0 k
N/m
-2.0
1 k
N/m
-2.0
1 k
N/m
-2.0
1 k
N/m
Lo
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X
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4: sn
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-2.0
1 k
N/m
-1.0
0 k
N/m
-1.0
0 k
N/m
-1.0
0 k
N/m
Lo
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X
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16
PC
22
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6 1
3:0
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49
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11
.std
0.9
2 k
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0.8
7 k
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0.8
7 k
N/m
1.6
7 k
N/m
0.5
4 k
N/m
0.5
4 k
N/m
1.4
8 k
N/m
1.4
5 k
N/m
Lo
ad 6
X
Y
Z
BG
6: w
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X1
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Da
te C
hd
File
Da
te/T
ime
9494-0
11
9
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PC
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6 1
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49
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11
.std
0.9
2 k
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0.8
7 k
N/m
0.8
7 k
N/m
1.6
7 k
N/m
-0.6
3 k
N/m
-0.6
3 k
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1.4
8 k
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-0.9
3 k
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Lo
ad 7
X
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Da
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9494-0
11
10
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49
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11
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0.9
2 k
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0.5
4 k
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0.5
4 k
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1.4
8 k
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1.4
5 k
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Lo
ad 8
X
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8: w
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te C
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Da
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9494-0
11
11
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16
PC
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6 1
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49
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11
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0.9
2 k
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3 k
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3 k
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8 k
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te C
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Da
te/T
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9494-0
11
12
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49
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11
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-1.4
8 k
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1.4
5 k
N/m
0.5
4 k
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0.5
4 k
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1.6
7 k
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0.8
7 k
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2 k
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0.8
7 k
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Lo
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0
X
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BG
10
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1
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9494-0
11
13
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8 k
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3 k
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-0.6
3 k
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3 k
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1.6
7 k
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7 k
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2 k
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1
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11
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9494-0
11
14
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12
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9494-0
11
15
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3 k
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13
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9494-0
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16
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1.0
9 k
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1.0
9 k
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1.0
9 k
N/m
1.0
9 k
N/m
1.0
9 k
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1.0
9 k
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-1.0
9 k
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1.0
9 k
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Lo
ad 1
4
X
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BG
14
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te C
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9494-0
11
17
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PC
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6 1
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89
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4-0
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1.7
4 k
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1.4
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1.4
0 k
N/m
1.4
0 k
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1.4
0 k
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1.4
0 k
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4 k
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1.4
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Lo
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5
X
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BG
15
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Da
te/T
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9494-0
11
18
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22
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0.4
3 k
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0.4
3 k
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0.4
3 k
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0.4
3 k
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0.4
3 k
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0.4
3 k
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3 k
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0.4
3 k
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Lo
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6
X
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16
: o
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9494-0
11
19
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PC
22
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6 1
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89
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4-0
11
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-0.6
5 k
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5 k
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-0.6
5 k
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5 k
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-0.6
5 k
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0.6
5 k
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Lo
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7
X
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17
: o
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9494-0
11
20
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17
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Da
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9494-0
11
21
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Da
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9494-0
11
22
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17
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9494-0
11
23
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Da
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9494-0
11
24
Ve
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9494-0
11
25
Ve
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Ad
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17
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Da
te/T
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9494-0
11
26
Ve
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Load
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X
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Da
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9494-0
11
27
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Ad
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6 1
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Load
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X
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4.0
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So
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Da
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9494-0
11
28
Ve
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Ad
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PC
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0 k
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10
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kN
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x: 1
6.5
4 k
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0 k
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x: -
81
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64
.41
kN
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9.4
5 k
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x: 8
1.2
3 k
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17
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23
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x: -
19
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8.0
4 k
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6 k
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6 k
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1 k
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2 k
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x: -
11
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2 k
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0.9
5 k
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x: 4
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kN
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-13
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2 k
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x: -
21
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kN
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17
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4.6
2 k
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x: 2
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x: -
37
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2 k
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0 k
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.19
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x: -
50
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33
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22
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x: 5
0.3
7 k
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7 k
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kN
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Be
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Da
te C
hd
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Da
te/T
ime
9494-0
11
29
Ve
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Kla
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35
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39
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11
40
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42
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43
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11
44
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11
45
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IPE270
IPE
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10.2 - nummerieke computer in- en uitvoer
Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 1
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
Job Information Engineer Checked Approved
Name: AdJ PC PC
Date: 22-Mar-16 22-Mar-16 22-Mar-16
Project ID
Project Name
Structure Type SPACE FRAME
Number of Nodes 9 Highest Node 9
Number of Elements 8 Highest Beam 8
Number of Basic Load Cases 85
Number of Combination Load Cases 0
Included in this printout are data for:
All The Whole Structure
Included in this printout are results for load cases:
Type L/C Name
Primary 1 EG
Primary 2 BB DAK + WAND
Primary 3 SNEEUW1
Primary 4 SNEEUW2
Primary 5 SNEEUW3
Primary 6 WIND X1
Primary 7 WIND X2
Primary 8 WIND X3
Primary 9 WIND X4
Primary 10 WIND -X1
Primary 11 WIND -X2
Primary 12 WIND -X3
Primary 13 WIND -X4
Primary 14 WIND Z
Primary 15 WIND -Z
Primary 16 OVERDRUK
Primary 17 ONDERDRUK
Primary 20 UGT1
Primary 21 UGT2
Primary 22 UGT3
Primary 23 UGT4
Primary 24 UGT5
Primary 25 UGT6
Primary 26 UGT7
Primary 27 UGT8
Primary 28 UGT9
Primary 29 UGT10
Primary 30 UGT11
Primary 31 UGT12
Primary 32 UGT13
Primary 33 UGT14
Primary 34 UGT15
Primary 35 UGT16
Primary 36 UGT17
Primary 37 UGT18
Primary 38 UGT19
Primary 39 UGT20
Primary 40 UGT21
Primary 41 UGT22
Primary 42 UGT23
Primary 43 UGT24
Primary 44 UGT25
Primary 45 UGT26
Primary 46 UGT27
Primary 47 UGT28
Primary 48 UGT29
Primary 49 UGT30
Primary 50 UGT31
Primary 51 UGT32
Primary 52 UGT33
Primary 53 UGT34
Primary 54 UGT35
Primary 55 UGT36
Primary 56 UGT37
Primary 57 UGT38
Primary 58 UGT39
Primary 59 UGT40
Primary 60 UGT41
Primary 61 UGT42
Primary 62 UGT43
Primary 63 UGT44
Primary 120 BGT1
Primary 121 BGT2
Primary 122 BGT3
Primary 123 BGT4
Primary 124 BGT5
Software licensed to
Job Title
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9494-011 2
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
Job Information Cont...Type L/C Name
Primary 128 BGT9
Primary 129 BGT10
Primary 130 BGT11
Primary 131 BGT12
Primary 132 BGT13
Primary 133 BGT14
Primary 134 BGT15
Primary 135 BGT16
Primary 136 BGT17
Primary 137 BGT18
Primary 138 BGT19
Primary 139 BGT20
Primary 140 BGT21
Primary 141 BGT22
Primary 142 BGT23
Primary 143 BGT24
NodesNode X
(m)
Y
(m)
Z
(m)
1 15.69 0.00 -4.71
2 15.69 3.22 -4.71
3 -1.49 0.00 -4.71
4 -1.49 2.00 -4.71
5 8.62 6.08 -4.71
6 -0.21 2.52 -4.71
7 14.41 3.74 -4.71
8 7.33 5.56 -4.71
9 9.91 5.56 -4.71
Section PropertiesProp Section Area
(cm2)
Iyy
(cm4)
Izz
(cm4)
J
(cm4)
Material
1 IPE270 45.900 420.000 5.79 E +3 12.041 STEEL
2 IPE330 62.600 788.000 11.8 E +3 20.702 STEEL
MaterialsMat Name E
(kN/mm2)
νννν Density
(kg/m3)
αααα
(/°C)
1 STEEL 210.000 0.300 7.95 E +3 12 E -6
2 STAINLESSSTEEL 197.930 0.300 7.83 E +3 18 E -6
3 ALUMINUM 68.948 0.330 2.71 E +3 23 E -6
4 CONCRETE 21.718 0.170 2.4 E +3 10 E -6
SupportsNode X
(kN/mm)
Y
(kN/mm)
Z
(kN/mm)
rX
(kN-m/deg)
rY
(kN-m/deg)
rZ
(kN-m/deg)
1 Fixed Fixed Fixed - 0.001 -
2 - - Fixed - - -
3 Fixed Fixed Fixed - 0.001 -
ReleasesBeam ends not shown in this table are fixed in all directions.
Beam Node x y z rx ry rz
3 4 Fixed Fixed Fixed Fixed Pin Spring
4 2 Fixed Fixed Fixed Fixed Pin Spring
7 5 Fixed Fixed Fixed Spring Spring Spring
8 5 Fixed Fixed Fixed Spring Spring Spring
Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 3
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
Primary Load CasesNumber Name Type
1 EG None
2 BB DAK + WAND None
3 SNEEUW1 None
4 SNEEUW2 None
5 SNEEUW3 None
6 WIND X1 None
7 WIND X2 None
8 WIND X3 None
9 WIND X4 None
10 WIND -X1 None
11 WIND -X2 None
12 WIND -X3 None
13 WIND -X4 None
14 WIND Z None
15 WIND -Z None
16 OVERDRUK None
17 ONDERDRUK None
20 UGT1 None
21 UGT2 None
22 UGT3 None
23 UGT4 None
24 UGT5 None
25 UGT6 None
26 UGT7 None
27 UGT8 None
28 UGT9 None
29 UGT10 None
30 UGT11 None
31 UGT12 None
32 UGT13 None
33 UGT14 None
34 UGT15 None
35 UGT16 None
36 UGT17 None
37 UGT18 None
38 UGT19 None
39 UGT20 None
40 UGT21 None
41 UGT22 None
42 UGT23 None
43 UGT24 None
44 UGT25 None
45 UGT26 None
46 UGT27 None
47 UGT28 None
48 UGT29 None
49 UGT30 None
50 UGT31 None
51 UGT32 None
52 UGT33 None
53 UGT34 None
54 UGT35 None
55 UGT36 None
56 UGT37 None
57 UGT38 None
58 UGT39 None
59 UGT40 None
60 UGT41 None
61 UGT42 None
62 UGT43 None
63 UGT44 None
120 BGT1 None
121 BGT2 None
122 BGT3 None
123 BGT4 None
124 BGT5 None
125 BGT6 None
126 BGT7 None
127 BGT8 None
128 BGT9 None
129 BGT10 None
130 BGT11 None
131 BGT12 None
132 BGT13 None
133 BGT14 None
134 BGT15 None
135 BGT16 None
136 BGT17 None
137 BGT18 None
138 BGT19 None
139 BGT20 None
140 BGT21 None
141 BGT22 None
142 BGT23 None
143 BGT24 None
Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 4
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
1 EG : SelfweightDirection Factor Assigned Geometry
Y -1.080 ALL
2 BB DAK + WAND : Beam LoadsBeam Type Direction Fa Da
(m)
Fb Db Ecc.
(m)
1 UNI kN/m GY -0.780 - - - -
2 UNI kN/m GY -0.780 - - - -
3 UNI kN/m GY -0.870 - - - -
4 UNI kN/m GY -0.870 - - - -
5 UNI kN/m GY -0.870 - - - -
6 UNI kN/m GY -0.870 - - - -
7 UNI kN/m GY -0.870 - - - -
8 UNI kN/m GY -0.870 - - - -
3 SNEEUW1 : Beam LoadsBeam Type Direction Fa Da
(m)
Fb Db Ecc.
(m)
3 UNI kN/m GY -2.010 - - - -
4 UNI kN/m GY -2.010 - - - -
5 UNI kN/m GY -2.010 - - - -
6 UNI kN/m GY -2.010 - - - -
7 UNI kN/m GY -2.010 - - - -
8 UNI kN/m GY -2.010 - - - -
4 SNEEUW2 : Beam LoadsBeam Type Direction Fa Da
(m)
Fb Db Ecc.
(m)
3 UNI kN/m GY -2.010 - - - -
4 UNI kN/m GY -1.000 - - - -
5 UNI kN/m GY -2.010 - - - -
6 UNI kN/m GY -1.000 - - - -
7 UNI kN/m GY -2.010 - - - -
8 UNI kN/m GY -1.000 - - - -
5 SNEEUW3 : Beam LoadsBeam Type Direction Fa Da
(m)
Fb Db Ecc.
(m)
3 UNI kN/m GY -1.000 - - - -
4 UNI kN/m GY -2.010 - - - -
5 UNI kN/m GY -1.000 - - - -
6 UNI kN/m GY -2.010 - - - -
7 UNI kN/m GY -1.000 - - - -
8 UNI kN/m GY -2.010 - - - -
6 WIND X1 : Beam LoadsBeam Type Direction Fa Da
(m)
Fb Db Ecc.
(m)
1 UNI kN/m GX 0.920 - - - -
2 UNI kN/m GX 1.480 - - - -
3 UNI kN/m Y 1.450 - - - -
4 UNI kN/m Y 0.870 - - - -
5 UNI kN/m Y 0.540 - - - -
6 UNI kN/m Y 0.870 - - - -
7 UNI kN/m Y 0.540 - - - -
8 UNI kN/m Y 1.670 - - - -
7 WIND X2 : Beam LoadsBeam Type Direction Fa Da
(m)
Fb Db Ecc.
(m)
1 UNI kN/m GX 0.920 - - - -
2 UNI kN/m GX 1.480 - - - -
3 UNI kN/m Y -0.930 - - - -
4 UNI kN/m Y 0.870 - - - -
5 UNI kN/m Y -0.630 - - - -
6 UNI kN/m Y 0.870 - - - -
7 UNI kN/m Y -0.630 - - - -
8 UNI kN/m Y 1.670 - - - -
8 WIND X3 : Beam LoadsBeam Type Direction Fa Da
(m)
Fb Db Ecc.
(m)
1 UNI kN/m GX 0.920 - - - -
2 UNI kN/m GX 1.480 - - - -
3 UNI kN/m Y 1.450 - - - -
5 UNI kN/m Y 0.540 - - - -
7 UNI kN/m Y 0.540 - - - -
Software licensed to
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Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 5
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
9 WIND X4 : Beam LoadsBeam Type Direction Fa Da
(m)
Fb Db Ecc.
(m)
1 UNI kN/m GX 0.920 - - - -
2 UNI kN/m GX 1.480 - - - -
3 UNI kN/m Y -0.930 - - - -
5 UNI kN/m Y -0.630 - - - -
7 UNI kN/m Y -0.630 - - - -
10 WIND -X1 : Beam LoadsBeam Type Direction Fa Da
(m)
Fb Db Ecc.
(m)
1 UNI kN/m GX -1.480 - - - -
2 UNI kN/m GX -0.920 - - - -
3 UNI kN/m Y 0.870 - - - -
4 UNI kN/m Y 1.450 - - - -
5 UNI kN/m Y 0.870 - - - -
6 UNI kN/m Y 0.540 - - - -
7 UNI kN/m Y 1.670 - - - -
8 UNI kN/m Y 0.540 - - - -
11 WIND -X2 : Beam LoadsBeam Type Direction Fa Da
(m)
Fb Db Ecc.
(m)
1 UNI kN/m GX -1.480 - - - -
2 UNI kN/m GX -0.920 - - - -
3 UNI kN/m Y 0.870 - - - -
4 UNI kN/m Y -0.930 - - - -
5 UNI kN/m Y 0.870 - - - -
6 UNI kN/m Y -0.630 - - - -
7 UNI kN/m Y 1.670 - - - -
8 UNI kN/m Y -0.630 - - - -
12 WIND -X3 : Beam LoadsBeam Type Direction Fa Da
(m)
Fb Db Ecc.
(m)
1 UNI kN/m GX -1.480 - - - -
2 UNI kN/m GX -0.920 - - - -
4 UNI kN/m Y 1.450 - - - -
6 UNI kN/m Y 0.540 - - - -
8 UNI kN/m Y 0.540 - - - -
13 WIND -X4 : Beam LoadsBeam Type Direction Fa Da
(m)
Fb Db Ecc.
(m)
1 UNI kN/m GX -1.480 - - - -
2 UNI kN/m GX -0.920 - - - -
4 UNI kN/m Y -0.930 - - - -
6 UNI kN/m Y -0.630 - - - -
8 UNI kN/m Y -0.630 - - - -
14 WIND Z : Beam LoadsBeam Type Direction Fa Da
(m)
Fb Db Ecc.
(m)
1 UNI kN/m GX 1.090 - - - -
2 UNI kN/m GX -1.090 - - - -
3 UNI kN/m Y 1.090 - - - -
4 UNI kN/m Y 1.090 - - - -
5 UNI kN/m Y 1.090 - - - -
6 UNI kN/m Y 1.090 - - - -
7 UNI kN/m Y 1.090 - - - -
8 UNI kN/m Y 1.090 - - - -
15 WIND -Z : Beam LoadsBeam Type Direction Fa Da
(m)
Fb Db Ecc.
(m)
1 UNI kN/m GX 1.740 - - - -
2 UNI kN/m GX -1.740 - - - -
3 UNI kN/m Y 1.400 - - - -
4 UNI kN/m Y 1.400 - - - -
5 UNI kN/m Y 1.400 - - - -
6 UNI kN/m Y 1.400 - - - -
7 UNI kN/m Y 1.400 - - - -
8 UNI kN/m Y 1.400 - - - -
Software licensed to
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Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 6
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
16 OVERDRUK : Beam LoadsBeam Type Direction Fa Da
(m)
Fb Db Ecc.
(m)
1 UNI kN/m GX 0.430 - - - -
2 UNI kN/m GX -0.430 - - - -
3 UNI kN/m Y 0.430 - - - -
4 UNI kN/m Y 0.430 - - - -
5 UNI kN/m Y 0.430 - - - -
6 UNI kN/m Y 0.430 - - - -
7 UNI kN/m Y 0.430 - - - -
8 UNI kN/m Y 0.430 - - - -
17 ONDERDRUK : Beam LoadsBeam Type Direction Fa Da
(m)
Fb Db Ecc.
(m)
1 UNI kN/m GX -0.650 - - - -
2 UNI kN/m GX 0.650 - - - -
3 UNI kN/m Y -0.650 - - - -
4 UNI kN/m Y -0.650 - - - -
5 UNI kN/m Y -0.650 - - - -
6 UNI kN/m Y -0.650 - - - -
7 UNI kN/m Y -0.650 - - - -
8 UNI kN/m Y -0.650 - - - -
20 UGT1 : Repeat LoadsRef Name Factor
1 EG 1.220
2 BB DAK + WAND 1.220
21 UGT2 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
3 SNEEUW1 1.350
22 UGT3 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
4 SNEEUW2 1.350
23 UGT4 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
5 SNEEUW3 1.350
24 UGT5 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
6 WIND X1 1.350
16 OVERDRUK 1.350
25 UGT6 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
6 WIND X1 1.350
17 ONDERDRUK 1.350
26 UGT7 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
7 WIND X2 1.350
16 OVERDRUK 1.350
Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 7
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
27 UGT8 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
7 WIND X2 1.350
17 ONDERDRUK 1.350
28 UGT9 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
8 WIND X3 1.350
16 OVERDRUK 1.350
29 UGT10 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
8 WIND X3 1.350
17 ONDERDRUK 1.350
30 UGT11 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
9 WIND X4 1.350
16 OVERDRUK 1.350
31 UGT12 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
9 WIND X4 1.350
17 ONDERDRUK 1.350
32 UGT13 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
10 WIND -X1 1.350
16 OVERDRUK 1.350
33 UGT14 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
10 WIND -X1 1.350
17 ONDERDRUK 1.350
34 UGT15 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
11 WIND -X2 1.350
16 OVERDRUK 1.350
35 UGT16 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
11 WIND -X2 1.350
17 ONDERDRUK 1.350
Software licensed to
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Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 8
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
36 UGT17 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
12 WIND -X3 1.350
16 OVERDRUK 1.350
37 UGT18 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
12 WIND -X3 1.350
17 ONDERDRUK 1.350
38 UGT19 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
13 WIND -X4 1.350
16 OVERDRUK 1.350
39 UGT20 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
13 WIND -X4 1.350
17 ONDERDRUK 1.350
40 UGT21 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
14 WIND Z 1.350
16 OVERDRUK 1.350
41 UGT22 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
14 WIND Z 1.350
17 ONDERDRUK 1.350
42 UGT23 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
15 WIND -Z 1.350
16 OVERDRUK 1.350
43 UGT24 : Repeat LoadsRef Name Factor
1 EG 1.080
2 BB DAK + WAND 1.080
15 WIND -Z 1.350
17 ONDERDRUK 1.350
44 UGT25 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
6 WIND X1 1.350
16 OVERDRUK 1.350
Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 9
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
45 UGT26 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
6 WIND X1 1.350
17 ONDERDRUK 1.350
46 UGT27 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
7 WIND X2 1.350
16 OVERDRUK 1.350
47 UGT28 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
7 WIND X2 1.350
17 ONDERDRUK 1.350
48 UGT29 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
8 WIND X3 1.350
16 OVERDRUK 1.350
49 UGT30 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
8 WIND X3 1.350
17 ONDERDRUK 1.350
50 UGT31 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
9 WIND X4 1.350
16 OVERDRUK 1.350
51 UGT32 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
9 WIND X4 1.350
17 ONDERDRUK 1.350
52 UGT33 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
10 WIND -X1 1.350
16 OVERDRUK 1.350
53 UGT34 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
10 WIND -X1 1.350
17 ONDERDRUK 1.350
Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 10
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
54 UGT35 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
11 WIND -X2 1.350
16 OVERDRUK 1.350
55 UGT36 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
11 WIND -X2 1.350
17 ONDERDRUK 1.350
56 UGT37 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
12 WIND -X3 1.350
16 OVERDRUK 1.350
57 UGT38 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
12 WIND -X3 1.350
17 ONDERDRUK 1.350
58 UGT39 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
13 WIND -X4 1.350
16 OVERDRUK 1.350
59 UGT40 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
13 WIND -X4 1.350
17 ONDERDRUK 1.350
60 UGT41 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
14 WIND Z 1.350
16 OVERDRUK 1.350
61 UGT42 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
14 WIND Z 1.350
17 ONDERDRUK 1.350
62 UGT43 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
15 WIND -Z 1.350
16 OVERDRUK 1.350
Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 11
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
63 UGT44 : Repeat LoadsRef Name Factor
1 EG 0.900
2 BB DAK + WAND 0.900
15 WIND -Z 1.350
17 ONDERDRUK 1.350
120 BGT1 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
121 BGT2 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
3 SNEEUW1 1.000
122 BGT3 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
4 SNEEUW2 1.000
123 BGT4 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
5 SNEEUW3 1.000
124 BGT5 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
6 WIND X1 1.000
16 OVERDRUK 1.000
125 BGT6 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
6 WIND X1 1.000
17 ONDERDRUK 1.000
126 BGT7 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
7 WIND X2 1.000
16 OVERDRUK 1.000
127 BGT8 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
7 WIND X2 1.000
17 ONDERDRUK 1.000
128 BGT9 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
8 WIND X3 1.000
16 OVERDRUK 1.000
Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 12
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
129 BGT10 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
8 WIND X3 1.000
17 ONDERDRUK 1.000
130 BGT11 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
9 WIND X4 1.000
16 OVERDRUK 1.000
131 BGT12 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
9 WIND X4 1.000
17 ONDERDRUK 1.000
132 BGT13 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
10 WIND -X1 1.000
16 OVERDRUK 1.000
133 BGT14 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
10 WIND -X1 1.000
17 ONDERDRUK 1.000
134 BGT15 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
11 WIND -X2 1.000
16 OVERDRUK 1.000
135 BGT16 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
11 WIND -X2 1.000
17 ONDERDRUK 1.000
136 BGT17 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
12 WIND -X3 1.000
16 OVERDRUK 1.000
137 BGT18 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
12 WIND -X3 1.000
17 ONDERDRUK 1.000
Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 13
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
138 BGT19 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
13 WIND -X4 1.000
16 OVERDRUK 1.000
139 BGT20 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
13 WIND -X4 1.000
17 ONDERDRUK 1.000
140 BGT21 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
14 WIND Z 1.000
16 OVERDRUK 1.000
141 BGT22 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
14 WIND Z 1.000
17 ONDERDRUK 1.000
142 BGT23 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
15 WIND -Z 1.000
16 OVERDRUK 1.000
143 BGT24 : Repeat LoadsRef Name Factor
1 EG 1.000
2 BB DAK + WAND 1.000
15 WIND -Z 1.000
17 ONDERDRUK 1.000
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Software licensed to
Job Title
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Job No Sheet No Rev
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By Date Chd
File Date/Time
9494-011 15
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
Steel Design (Track 2) Beam 1 Check 1
ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
1 ST IPE270 (DUTCH SECTIONS)
PASS EC-6.3.3-662 0.909 21
37.92 C -0.00 81.23 3.22
=======================================================================
MATERIAL DATA
Grade of steel = S 235
Modulus of elasticity = 210 kN/mm2
Design Strength (py) = 235 N/mm2
SECTION PROPERTIES (units - cm)
Member Length = 322.50
Gross Area = 45.90 Net Area = 45.90
z-axis y-axis
Moment of inertia : 5790.001 420.000
Plastic modulus : 484.000 97.000
Elastic modulus : 428.889 62.222
Shear Area : 18.360 22.093
Radius of gyration : 11.231 3.025
Effective Length : 895.000 311.000
DESIGN DATA (units - kN,m) EUROCODE NO.3 /2005
Section Class : CLASS 1
Squash Load : 1078.65
Axial force/Squash load : 0.035
GM0 : 1.00 GM1 : 1.00 GM2 : 1.25
z-axis y-axis
Slenderness ratio (KL/r) : 79.7 102.8
Compression Capacity : 827.1 580.6
Tension Capacity : 1078.7 1078.7
Moment Capacity : 113.7 22.8
Reduced Moment Capacity : 113.7 22.8
Shear Capacity : 249.1 299.8
BUCKLING CALCULATIONS (units - kN,m)
Lateral Torsional Buckling Moment MB = 94.5
co-efficients C1 & K : C1 =1.770 K =1.0, Effective Length= 3.225
CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m):
CLAUSE RATIO LOAD FX VY VZ MZ MY
EC-6.2.3 (T) 0.011 15 -12.0 -3.9 -0.0 -0.0 0.0
EC-6.3.1.1 0.072 21 42.0 25.2 0.0 -0.0 0.0
EC-6.2.9.1 0.714 21 37.9 -25.2 -0.0 81.2 -0.0
EC-6.3.3-661 0.577 21 37.9 -25.2 -0.0 81.2 -0.0
EC-6.3.3-662 0.909 21 37.9 -25.2 -0.0 81.2 -0.0
EC-6.2.5 0.046 56 0.0 -3.9 0.0 5.3 0.0
EC-6.2.6-(Y) 0.084 21 42.0 25.2 0.0 -0.0 0.0
EC-6.3.2 LTB 0.859 21 37.9 -25.2 -0.0 81.2 -0.0
Torsion and deflections have not been considered in the design.
Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 16
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
Steel Design (Track 2) Beam 2 Check 1
ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
2 ST IPE270 (DUTCH SECTIONS)
PASS EC-6.3.3-662 0.510 21
37.92 C -0.00 50.37 2.00
=======================================================================
MATERIAL DATA
Grade of steel = S 235
Modulus of elasticity = 210 kN/mm2
Design Strength (py) = 235 N/mm2
SECTION PROPERTIES (units - cm)
Member Length = 200.00
Gross Area = 45.90 Net Area = 45.90
z-axis y-axis
Moment of inertia : 5790.001 420.000
Plastic modulus : 484.000 97.000
Elastic modulus : 428.889 62.222
Shear Area : 18.360 22.093
Radius of gyration : 11.231 3.025
Effective Length : 710.000 193.000
DESIGN DATA (units - kN,m) EUROCODE NO.3 /2005
Section Class : CLASS 1
Squash Load : 1078.65
Axial force/Squash load : 0.035
GM0 : 1.00 GM1 : 1.00 GM2 : 1.25
z-axis y-axis
Slenderness ratio (KL/r) : 63.2 63.8
Compression Capacity : 927.6 857.7
Tension Capacity : 1078.7 1078.7
Moment Capacity : 113.7 22.8
Reduced Moment Capacity : 113.7 22.8
Shear Capacity : 249.1 299.8
BUCKLING CALCULATIONS (units - kN,m)
Lateral Torsional Buckling Moment MB = 107.3
co-efficients C1 & K : C1 =1.770 K =1.0, Effective Length= 2.000
CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m):
CLAUSE RATIO LOAD FX VY VZ MZ MY
EC-6.2.3 (T) 0.011 15 -12.1 -4.3 -0.0 -0.0 -0.0
EC-6.3.1.1 0.047 21 40.4 25.2 0.0 -0.0 0.0
EC-6.2.9.1 0.443 21 37.9 -25.2 -0.0 50.4 -0.0
EC-6.3.3-661 0.328 21 37.9 -25.2 -0.0 50.4 -0.0
EC-6.3.3-662 0.510 21 37.9 -25.2 -0.0 50.4 -0.0
EC-6.2.5 0.063 32 0.0 2.2 0.0 -7.1 0.0
EC-6.2.6-(Y) 0.084 21 40.4 25.2 0.0 -0.0 0.0
EC-6.3.2 LTB 0.469 21 37.9 -25.2 -0.0 50.4 -0.0
Torsion and deflections have not been considered in the design.
Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 17
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
Steel Design (Track 2) Beam 3 Check 1
ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
3 ST IPE330 (DUTCH SECTIONS)
PASS EC-6.3.3-662 0.477 21
37.56 C 0.00 50.37 0.00
=======================================================================
MATERIAL DATA
Grade of steel = S 235
Modulus of elasticity = 210 kN/mm2
Design Strength (py) = 235 N/mm2
SECTION PROPERTIES (units - cm)
Member Length = 138.00
Gross Area = 62.60 Net Area = 62.60
z-axis y-axis
Moment of inertia : 11770.002 788.000
Plastic modulus : 804.000 154.000
Elastic modulus : 713.333 98.500
Shear Area : 24.533 30.803
Radius of gyration : 13.712 3.548
Effective Length : 1880.000 400.000
DESIGN DATA (units - kN,m) EUROCODE NO.3 /2005
Section Class : CLASS 1
Squash Load : 1471.10
Axial force/Squash load : 0.026
GM0 : 1.00 GM1 : 1.00 GM2 : 1.25
z-axis y-axis
Slenderness ratio (KL/r) : 137.1 112.7
Compression Capacity : 573.4 702.8
Tension Capacity : 1471.1 1471.1
Moment Capacity : 188.9 36.2
Reduced Moment Capacity : 188.9 36.2
Shear Capacity : 332.9 417.9
BUCKLING CALCULATIONS (units - kN,m)
Lateral Torsional Buckling Moment MB = 117.7
co-efficients C1 & K : C1 =1.132 K =1.0, Effective Length= 4.000
CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m):
CLAUSE RATIO LOAD FX VY VZ MZ MY
EC-6.2.3 (T) 0.008 15 -11.7 -8.3 0.0 -12.0 0.0
EC-6.3.1.1 0.066 21 37.6 25.7 0.0 50.4 0.0
EC-6.2.9.1 0.267 21 37.6 25.7 0.0 50.4 0.0
EC-6.3.3-661 0.395 21 37.6 25.7 0.0 50.4 0.0
EC-6.3.3-662 0.477 21 37.6 25.7 0.0 50.4 0.0
EC-6.2.6-(Y) 0.062 21 37.6 25.7 0.0 50.4 0.0
EC-6.3.2 LTB 0.428 21 37.6 25.7 0.0 50.4 0.0
Torsion and deflections have not been considered in the design.
Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 18
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
Steel Design (Track 2) Beam 4 Check 1
ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
4 ST IPE330 (DUTCH SECTIONS)
PASS EC-6.3.3-662 0.737 21
37.56 C 0.00 81.23 0.00
=======================================================================
MATERIAL DATA
Grade of steel = S 235
Modulus of elasticity = 210 kN/mm2
Design Strength (py) = 235 N/mm2
SECTION PROPERTIES (units - cm)
Member Length = 138.00
Gross Area = 62.60 Net Area = 62.60
z-axis y-axis
Moment of inertia : 11770.002 788.000
Plastic modulus : 804.000 154.000
Elastic modulus : 713.333 98.500
Shear Area : 24.533 30.803
Radius of gyration : 13.712 3.548
Effective Length : 1160.000 400.000
DESIGN DATA (units - kN,m) EUROCODE NO.3 /2005
Section Class : CLASS 1
Squash Load : 1471.10
Axial force/Squash load : 0.026
GM0 : 1.00 GM1 : 1.00 GM2 : 1.25
z-axis y-axis
Slenderness ratio (KL/r) : 84.6 112.7
Compression Capacity : 1078.8 702.8
Tension Capacity : 1471.1 1471.1
Moment Capacity : 188.9 36.2
Reduced Moment Capacity : 188.9 36.2
Shear Capacity : 332.9 417.9
BUCKLING CALCULATIONS (units - kN,m)
Lateral Torsional Buckling Moment MB = 117.7
co-efficients C1 & K : C1 =1.132 K =1.0, Effective Length= 4.000
CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m):
CLAUSE RATIO LOAD FX VY VZ MZ MY
EC-6.2.3 (T) 0.009 62 -13.5 4.3 -0.0 8.5 -0.0
EC-6.3.1.1 0.053 21 37.6 25.7 -0.0 81.2 0.0
EC-6.2.9.1 0.430 21 37.6 25.7 -0.0 81.2 0.0
EC-6.3.3-661 0.624 21 37.6 25.7 -0.0 81.2 0.0
EC-6.3.3-662 0.737 21 37.6 25.7 -0.0 81.2 0.0
EC-6.2.5 0.027 63 0.1 -1.7 -0.0 -5.1 -0.0
EC-6.2.6-(Y) 0.062 21 37.6 25.7 -0.0 81.2 0.0
EC-6.3.2 LTB 0.690 21 37.6 25.7 -0.0 81.2 0.0
Torsion and deflections have not been considered in the design.
Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 19
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
Steel Design (Track 2) Beam 5 Check 1
ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
5 ST IPE270 (DUTCH SECTIONS)
PASS EC-6.3.3-661 0.628 21
27.96 C 0.00 -36.12 5.42
=======================================================================
MATERIAL DATA
Grade of steel = S 235
Modulus of elasticity = 210 kN/mm2
Design Strength (py) = 235 N/mm2
SECTION PROPERTIES (units - cm)
Member Length = 813.00
Gross Area = 45.90 Net Area = 45.90
z-axis y-axis
Moment of inertia : 5790.001 420.000
Plastic modulus : 484.000 97.000
Elastic modulus : 428.889 62.222
Shear Area : 18.360 22.093
Radius of gyration : 11.231 3.025
Effective Length : 1880.000 400.000
DESIGN DATA (units - kN,m) EUROCODE NO.3 /2005
Section Class : CLASS 1
Squash Load : 1078.65
Axial force/Squash load : 0.026
GM0 : 1.00 GM1 : 1.00 GM2 : 1.25
z-axis y-axis
Slenderness ratio (KL/r) : 167.4 132.2
Compression Capacity : 296.6 408.0
Tension Capacity : 1078.7 1078.7
Moment Capacity : 113.7 22.8
Reduced Moment Capacity : 113.7 22.8
Shear Capacity : 249.1 299.8
BUCKLING CALCULATIONS (units - kN,m)
Lateral Torsional Buckling Moment MB = 71.6
co-efficients C1 & K : C1 =1.132 K =1.0, Effective Length= 4.000
CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m):
CLAUSE RATIO LOAD FX VY VZ MZ MY
EC-6.2.3 (T) 0.013 62 -14.2 -5.9 -0.0 -0.4 -0.0
EC-6.3.1.1 0.119 21 35.4 20.3 0.0 18.6 0.0
EC-6.2.9.1 0.327 22 24.2 -0.9 0.0 -37.2 0.0
EC-6.3.3-661 0.628 21 28.0 -0.1 0.0 -36.1 0.0
EC-6.3.3-662 0.575 22 24.2 -0.9 0.0 -37.2 0.0
EC-6.2.5 0.196 46 0.1 0.3 -0.0 -22.3 -0.0
EC-6.2.6-(Y) 0.068 21 35.4 20.3 0.0 18.6 0.0
EC-6.3.2 LTB 0.520 22 24.2 -0.9 0.0 -37.2 0.0
Torsion and deflections have not been considered in the design.
Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 20
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
Steel Design (Track 2) Beam 6 Check 1
ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
6 ST IPE270 (DUTCH SECTIONS)
PASS EC-6.3.3-662 0.737 21
35.38 C -0.00 49.45 0.00
=======================================================================
MATERIAL DATA
Grade of steel = S 235
Modulus of elasticity = 210 kN/mm2
Design Strength (py) = 235 N/mm2
SECTION PROPERTIES (units - cm)
Member Length = 486.00
Gross Area = 45.90 Net Area = 45.90
z-axis y-axis
Moment of inertia : 5790.001 420.000
Plastic modulus : 484.000 97.000
Elastic modulus : 428.889 62.222
Shear Area : 18.360 22.093
Radius of gyration : 11.231 3.025
Effective Length : 1160.000 400.000
DESIGN DATA (units - kN,m) EUROCODE NO.3 /2005
Section Class : CLASS 1
Squash Load : 1078.65
Axial force/Squash load : 0.033
GM0 : 1.00 GM1 : 1.00 GM2 : 1.25
z-axis y-axis
Slenderness ratio (KL/r) : 103.3 132.2
Compression Capacity : 642.9 408.0
Tension Capacity : 1078.7 1078.7
Moment Capacity : 113.7 22.8
Reduced Moment Capacity : 113.7 22.8
Shear Capacity : 249.1 299.8
BUCKLING CALCULATIONS (units - kN,m)
Lateral Torsional Buckling Moment MB = 71.6
co-efficients C1 & K : C1 =1.132 K =1.0, Effective Length= 4.000
CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m):
CLAUSE RATIO LOAD FX VY VZ MZ MY
EC-6.2.3 (T) 0.014 62 -15.5 -2.6 -0.0 4.2 -0.0
EC-6.3.1.1 0.087 21 35.4 20.3 -0.0 49.5 -0.0
EC-6.2.9.1 0.435 21 35.4 20.3 -0.0 49.5 -0.0
EC-6.3.3-661 0.427 27 21.4 8.9 -0.0 42.5 -0.0
EC-6.3.3-662 0.737 21 35.4 20.3 -0.0 49.5 -0.0
EC-6.2.5 0.045 28 0.0 0.7 -0.0 -5.1 -0.0
EC-6.2.6-(Y) 0.068 21 35.4 20.3 -0.0 49.5 -0.0
EC-6.3.2 LTB 0.691 21 35.4 20.3 -0.0 49.5 -0.0
Torsion and deflections have not been considered in the design.
Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 21
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
Steel Design (Track 2) Beam 7 Check 1
ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
7 ST IPE270 (DUTCH SECTIONS)
PASS EC-6.3.3-662 0.358 21
22.98 C 0.00 -21.90 0.00
=======================================================================
MATERIAL DATA
Grade of steel = S 235
Modulus of elasticity = 210 kN/mm2
Design Strength (py) = 235 N/mm2
SECTION PROPERTIES (units - cm)
Member Length = 138.97
Gross Area = 45.90 Net Area = 45.90
z-axis y-axis
Moment of inertia : 5790.001 420.000
Plastic modulus : 484.000 97.000
Elastic modulus : 428.889 62.222
Shear Area : 18.360 22.093
Radius of gyration : 11.231 3.025
Effective Length : 1880.000 400.000
DESIGN DATA (units - kN,m) EUROCODE NO.3 /2005
Section Class : CLASS 1
Squash Load : 1078.65
Axial force/Squash load : 0.021
GM0 : 1.00 GM1 : 1.00 GM2 : 1.25
z-axis y-axis
Slenderness ratio (KL/r) : 167.4 132.2
Compression Capacity : 296.6 408.0
Tension Capacity : 1078.7 1078.7
Moment Capacity : 113.7 22.8
Reduced Moment Capacity : 113.7 22.8
Shear Capacity : 249.1 299.8
BUCKLING CALCULATIONS (units - kN,m)
Lateral Torsional Buckling Moment MB = 71.6
co-efficients C1 & K : C1 =1.132 K =1.0, Effective Length= 4.000
CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m):
CLAUSE RATIO LOAD FX VY VZ MZ MY
EC-6.2.3 (T) 0.014 62 -14.8 -7.9 -0.0 9.2 -0.0
EC-6.3.1.1 0.077 21 23.0 -10.4 -0.0 -21.9 0.0
EC-6.2.9.1 0.193 21 23.0 -10.4 -0.0 -21.9 0.0
EC-6.3.3-661 0.306 21 23.0 -10.4 -0.0 -21.9 0.0
EC-6.3.3-662 0.358 21 23.0 -10.4 -0.0 -21.9 0.0
EC-6.2.5 0.034 143 0.0 1.1 -0.0 3.9 -0.0
EC-6.2.6-(Y) 0.055 22 17.1 16.4 0.0 1.7 -0.0
EC-6.3.2 LTB 0.306 21 23.0 -10.4 -0.0 -21.9 0.0
Torsion and deflections have not been considered in the design.
Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 22
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
Steel Design (Track 2) Beam 8 Check 1
ALL UNITS ARE - KN METE (UNLESS OTHERWISE NOTED)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
8 ST IPE270 (DUTCH SECTIONS)
PASS EC-6.3.3-662 0.195 27
18.95 C -0.00 10.70 0.00
=======================================================================
MATERIAL DATA
Grade of steel = S 235
Modulus of elasticity = 210 kN/mm2
Design Strength (py) = 235 N/mm2
SECTION PROPERTIES (units - cm)
Member Length = 138.95
Gross Area = 45.90 Net Area = 45.90
z-axis y-axis
Moment of inertia : 5790.001 420.000
Plastic modulus : 484.000 97.000
Elastic modulus : 428.889 62.222
Shear Area : 18.360 22.093
Radius of gyration : 11.231 3.025
Effective Length : 1160.000 400.000
DESIGN DATA (units - kN,m) EUROCODE NO.3 /2005
Section Class : CLASS 1
Squash Load : 1078.65
Axial force/Squash load : 0.018
GM0 : 1.00 GM1 : 1.00 GM2 : 1.25
z-axis y-axis
Slenderness ratio (KL/r) : 103.3 132.2
Compression Capacity : 642.9 408.0
Tension Capacity : 1078.7 1078.7
Moment Capacity : 113.7 22.8
Reduced Moment Capacity : 113.7 22.8
Shear Capacity : 249.1 299.8
BUCKLING CALCULATIONS (units - kN,m)
Lateral Torsional Buckling Moment MB = 71.6
co-efficients C1 & K : C1 =1.132 K =1.0, Effective Length= 4.000
CRITICAL LOADS FOR EACH CLAUSE CHECK (units- kN,m):
CLAUSE RATIO LOAD FX VY VZ MZ MY
EC-6.2.3 (T) 0.015 62 -16.1 -4.6 -0.0 9.2 -0.0
EC-6.3.1.1 0.069 21 28.0 2.0 -0.0 -4.7 -0.0
EC-6.2.9.1 0.101 34 -1.5 -4.5 0.0 -11.5 0.0
EC-6.3.3-661 0.150 47 17.4 4.1 -0.0 11.0 -0.0
EC-6.3.3-662 0.195 27 19.0 4.2 -0.0 10.7 -0.0
EC-6.2.6-(Y) 0.032 35 11.4 9.7 -0.0 -0.7 -0.0
EC-6.3.2 LTB 0.161 34 -1.5 -4.5 0.0 -11.5 0.0
Torsion and deflections have not been considered in the design.
Software licensed to
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
9494-011 23
Vergroten Klaverenstal
Dhr. A.F. Timmerman
Staalconstructie
AdJ 22-Mar-16 PC
22-Mar-2016 13:089494-011.std
Beam Maximum Forces by Section Property
Axial Shear Torsion Bending
Section Max Fx
(kN)
Max Fy
(kN)
Max Fz
(kN)
Max Mx
(kN-m)
Max My
(kN-m)
Max Mz
(kN-m)
IPE270 Max +ve 41.99 25.19 0.00 0.00 0.00 49.45
Max -ve -16.12 -16.39 -0.00 -0.00 -0.00 -81.23
IPE330 Max +ve 37.56 25.73 0.00 0.00 0.00 81.23
Max -ve -13.47 -8.30 -0.00 -0.00 -0.00 -22.13
Utilization RatioBeam Analysis
Property
Design
Property
Actual
Ratio
Allowable
Ratio
Ratio
(Act./Allow.)
Clause L/C Ax
(cm2)
Iz
(cm4)
Iy
(cm4)
Ix
(cm4)
1 IPE270 IPE270 0.909 1.000 0.909 EC-6.3.3-662 21 45.900 5.79 E +3 420.000 15.900
2 IPE270 IPE270 0.510 1.000 0.510 EC-6.3.3-662 21 45.900 5.79 E +3 420.000 15.900
3 IPE330 IPE330 0.477 1.000 0.477 EC-6.3.3-662 21 62.600 11.8 E +3 788.000 28.100
4 IPE330 IPE330 0.737 1.000 0.737 EC-6.3.3-662 21 62.600 11.8 E +3 788.000 28.100
5 IPE270 IPE270 0.628 1.000 0.628 EC-6.3.3-661 21 45.900 5.79 E +3 420.000 15.900
6 IPE270 IPE270 0.737 1.000 0.737 EC-6.3.3-662 21 45.900 5.79 E +3 420.000 15.900
7 IPE270 IPE270 0.358 1.000 0.358 EC-6.3.3-662 21 45.900 5.79 E +3 420.000 15.900
8 IPE270 IPE270 0.195 1.000 0.195 EC-6.3.3-662 27 45.900 5.79 E +3 420.000 15.900
So
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.std
IPE270
IPE
33
0
IPE
27
0
IPE
27
0
IPE
270
IPE27
0
IPE270
IPE33
0
12
7
9
5
8
3
6
4
Lo
ad 1
43
X
Y
Z
kn
oo
pn
um
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rs
Verklaring reactiekrachten :
De in de lijst aangegeven krachten zij de minimale (-ve) en de maximale (+ve) reactiekrachten
in de richtingen (+) of tegengesteld (-) aan de richtingen van de pijlen zoals in het UDS icoon te zien links onder op sheet 24
Op deze pagina staan tevens de knoopnummers voor de reacties vermeld.
De maatgevende belastingcombinatie staat eronder.
Belastingcombinaties zie blz 6 ,deel 10.2 nummerieke computerinvoer
Ontwerpuitgangspunten : 15 jr; CC1; EXC1
INFORMATIEF
nr. dd : ( representatief EG + BB )
BGT1
1 +ve 7.41 41.99 0.00 0.00 15.60
52 UGT33 21 UGT2 25 UGT6 - 120 BGT1
1 -ve -25.19 -7.10 -0.00 -7.79 0.00
21 UGT2 62 UGT43 42 UGT23 120 BGT1 -
2 +ve 0.00 0.00 0.00 0.00 0.00
- - 42 UGT23 - -
2 -ve 0.00 0.00 -0.00 0.00 0.00
- - 25 UGT6 - -
3 +ve 25.19 40.44 0.00 7.79 14.17
21 UGT2 21 UGT2 42 UGT23 120 BGT1 120 BGT1
3 -ve -4.83 -8.55 -0.00 0.00 0.00
44 UGT25 62 UGT43 25 UGT6 - -
25
9494-011 22-03-16