Tubular Structures.pdf

ADVANCED DESIGN OF STEEL AND COMPOSITE STRUCTURES

Luís Simões da Silva Module B: 20-21/2/2014 European Erasmus Mundus Master Course

Sustainable Constructions under Natural Hazards and Catastrophic Events

European Erasmus Mundus Master Course

COURSE CONTENTS


MODULE B – Design of Tubular Structures 1 – Overview ! Structural solutions. Materials and products 2 – Design of tubular members 3 – Design of joints ! I-beam to tubular column joints • fin-plate • end-plate • reverse channel


REFERENCES


Simões da Silva, L, Rimões, R and Gervásio, H “Design of Steel Structures” , Ernst & Sohn and ECCS Press, Brussels, 2010. Simões da Silva, L., Santiago, A., Lopes, F., Veljkovic, M., Heistermann, T., Iqbal, N., Wald, F., Janá, T., Davison, B., Burgess, I., Huang, S-S., Dong, G., Wang, Y., Mandal, P., Hu, Y., Jafarian, M., Koutlas, G. (2013). COMPFIRE: Design of composite joints for improved fire robustness. robustness. Final Report No. 4, Research Fund for Coal and Steel, Grant agreement n.º RFSRCT-2009-00021, European Commission, Brussels.


REFERENCES


Jaspart, J-P., Pietrapertosa, C., Weynand, K., Busse, E., and Klinkhammer, R. (2005). Development of a full consistent design approach for bolted and welded joints in building frames and trusses between steel members made of hollow and/or open sections. Application of the component method . Draft final report – Volume 1: Practical design guide, Research Project 5BP, CIDECT. Wardenier, J., Packer, J. A., Zhao, X.L. and van der Vegte, G.J., (2010). Hollow Sections in Structural Applications, CIDECT, Geneva, Switzerland.


REFERENCES


•

Lima, L., Andrade, S., Vellasco, P., and Simões da Silva, L., “Experimental and Numerical Assessment of Minor Axis Beam-toColumn Semi-Rigid Joints", International Journal of Mechanical Science, 44(6), 1047-1065 (2002). http://dx.doi.org/10.1016/S0020-7403(02)00013-9

•

Simões da Silva, L., Costa Neves, L. and Teixeira Gomes, F., “Rotational stiffness of RHS joints", Journal of Structural Engineering 129(4), 487-494 (2003). http://dx.doi.org/10.1061/(ASCE)0733-9445(2003)129:4(487)

•

Lopes, F.C., Santiago, A., Simões da Silva, L., Heistermann, T., Veljkovic, M. and da Silva, J.G, “Experimental behaviour of the reverse channel joint component at elevated temperatures”, International Journal of Steel Structures, 13(3), pp. 1-14 (2013). http://dx.doi.org/10.1007/s13296-


REFERENCES


•

Heisterman, T., Iqbal, N., Veljkovic, M., Lopes, F., Santiago, A., Simões da Silva, L., “Finite Element Modelling of the Reverse Channel Joint Component at Ambient and Elevated Temperatures”, Journal of Constructional Steel Research, (submitted 2013).

•

Lopes, F., Santiago, A., Simões da Silva, L., Iqbal, N., Veljkovic, M. and da Silva, J.G.S., “Sub-frames with reverse channel connections to CFT composite columns - experimental evaluation”, Journal of Constructional Steel Research (submitted 2014). Neves, L., Simões da Silva, L. and Vellasco, P., “A model for predicting the stiffness of beam to concrete filled column and minor axis joints under static monotonic loading”, in Hoffmeister, B. and Hechler, O. (eds.), Eurosteel 2005 – 4th European Conference on Steel and Composite Structures – Research – Eurocodes – Practice, Druck und Verlagshaus Mainz GmbH, Aachen, vol. C, pp. 4.10.131-138 (2005).

•



SOFTWARE FERPINTA Member Calculator - “ Design of tubular columns, beams and beam-columns to EC3-1-1”, Simões da Silva et al , cmm, 2014. http://www.cmm.pt

SemiComp Member Design – Design resistance of prismatic beam-columns” , Greiner et al, RFCS, 2011. http://www.steelconstruct.com

ECCS Steel Member Calculator – Design of columns, beams and beam-columns to EC3-1-1”, Simões da Silva et al , ECCS, 2011. http:// www.steelconstruct.com www.steelconstruct.com www.cmm.pt



SOFTWARE FERPINTA Connections Calculator - “ Design of Ibeam to tubular column steel joints to EC3-1-8”, Simões da Silva et al , cmm, October 2014. http:// www.cmm.pt

ECCS Steel Connections Calculator – Design of steel joints to EC3-1-8”, Simões da Silva et al, cmm, October 2014. http://www.steelconstruct.com


REFERENCES


STANDARDS CEN. EN 1993-1-8:2005 – Eurocode 3: Design of Steel Structures, Part 1.8: Design of Joints, European Committee for Standardization, Brussels, 2005.


Luís Simões da Silva Module B: 20/2/2014 OVERVIEW Structural solutions. Materials and products



BUILDINGS



BUILDINGS



HOLLOW STRUCTURAL SECTION APPLICATIONS http://www.tatasteeleurope.com/en/ products_and_services/products/ construction_products_and_systems/structuralsteel/hollow_sections/ http://www.atlastube.com/hss/hss-hollowstructural-sections



HOLLOW STRUCTURAL SECTION APPLICATIONS

http://www.sbp.de/en/build/sheet/905 Airport_Stuttgart_Terminal_3.pdf http://www.dailymail.co.uk/travel/article-2114782/ Kings-Cross-station-overhaul-Vest-structureunveiled-London-railway-station-500moverhaul.html



HOLLOW STRUCTURAL SECTION APPLICATIONS



TRUSS STRUCTURES



BRACING IN INDUSTRIAL BUILDINGS



Friends Arena (Hilong report) http://www.sbp.de/en/ build/sheet/1066Tower at the Fair of Rostock.pdf

LONG SPAN ROOFS


STAYED COLUMNS


HILONG – High Strength Long Span Structures Funding: 1.6 M !

Jul 2012 – Jul 2015


FOOTBRIDGES


http://www.arup.com/~/media/Images/Projects/H/Helix_bridge/


BRIDGES


http://www.lera.com/pimg/ mihomuseumbridge/3295149_large.jpg


STADIA


http://www.sbp.de/en/build/sheet/1524Moses_Mabhida_Stadium.pdf


AMUSEMENT PARKS


http:// www.geograph. org.uk/photo/ 1826891

http:// lewebpedagogiq ue.com/ goossensphilipp e1/london-eye/ london_eye/ http://anozer.deviantart.com/art/ LONDON-EYE-tubes-213329953


WIND TOWERS


http://www.martifer.pt/pt/grupo/institucional/ areas-de-negocio/martifer-renewables/


JOINTS


http://tboake.com/SSEF1/bolt.shtml http://architectureau.com/articles/ architecturally-exposed-structural-steel/ #img=3


JOINTS


http://cms.esi.info/Media/documents/ Linda_Cavityfixing_ML.pdf


JOINTS


http://www.steelconstruction.info/Expressed_connections


JOINTS


http://architectureau.com/articles/ architecturally-exposed-structural-steel/ #img=3

http://www.designboom.com/architecture/ jakob-macfarlane-la-ville-intelligente/


JOINTS


http://www.microstran.com.au/ lmc_gallery_base.htm



CASE STUDY 1: GAS EXAUST CHIMNEY (CELBI)



























CASE STUDY 2: PAPER PULP WAREHOUSE (CELBI)

Expansion of a paper pulp warehouse in the industrial facilities of CELBI - Celulose Beira Industrial, Leirosa, Figueira da Foz, Portugal.

REQUIREMENTS: - pavilhão para armazenamento da pasta de papel que fosse amplo para permitir o acesso e a fácil manobragem dos camiões para transporte da pasta. - execução faseada da obra de forma a mão diminuir a capacidade de armazenamento da pasta de papel no armazém adjacente. A primeira fase que correspondia a ampliar a área de armazenamento em cerca de 1680m2 não implicava qualquer demolição do pavilhão existente, apenas sendo necessário eliminar os paramentos exteriores de forma a garantir a circulação para a nova zona de armazenamento. A segunda fase envolve uma área de 3360 m2 e a terceira fase uma área de 2688 m2




Phased construction: total expansion divided in modules. PHASE 1: 1 module. PHASE 2 and PHASE 3: 2 modules each. 1st module was offset by 1m in order to safeguard the existing warehouse. Structural layout of 28 x 60 m, with 1 span in the smaller side and 2 spans of 30 m each in the other direction.






































Luís Simões da Silva Module B: 20/2/2014 DESIGN OF TUBULAR MEMBERS ECCS Steel Member Calculator / FERPINTA Calculator


DESIGN OF TUBULAR MEMBERS


The software to be used with the ECCS Book




The software to be used with the ECCS Book "

HOW TO GET SOFTWARE "

Download the following free software (Windows) according to the instructions from the course organizers "

Download installation instructions for Semi-Comp Member Design Software (excel based) from www.steelconstruct.com

"

Download zipped file for Semi-Comp Member Design




The software to be used with the ECCS Book "

HOW TO GET SOFTWARE "

From your iPhone or iPad launch the App Store application and search for ECCS.

"

Download and install the free application ECCS EC3 Steel Member Calculator (ECCS EC3).

"

From your iPhone or iPad launch the App Store application and search for FERPINTA.

"

Download and install the free application FERPINTA Calculator.

"

CONGRATULATIONS! YOU ARE SET TO GO!




Beam-column (IPE 360, S355)

Use: - ECCS EC3 Steel Member Calculator (iPhone/iPad) - Semi-Comp Member Design Software (Windows OS)






















Calculation using: - Semi-Comp Member Design (Windows OS)










Calculation using: - Semi-Comp Member Design (Windows OS)























Luís Simões da Silva Module B: 21/2/2014 DESIGN OF JOINTS I-beam to tubular column joints


COURSE CONTENTS


MODULE B – Design of Tubular Structures 1 – Overview ! Structural solutions. Materials and products 2 – Design of tubular members 3 – Design of joints ! I-beam to tubular column joints • (minor-axis) • fin-plate • end-plate • reverse channel


INTRODUCTION


60 50 E2 E1

) 40 m . N k ( 30 . m o M20

t=15

0 0 2 E IP

10 H

0 0,00

0,03

0,05

0,08

0,10

rot (rad)

!

M

0,13

0,15

0,18

0,20


INTRODUCTION


•

How to tighten the bolts from the inside?

•

How to transfer bending moment to the column?


INTRODUCTION


Huck Ultra Twist system Chapa de Topo

Flowdrill System Perfil RHS

Studs welded to the column face

1

2

3

4

Parafusos correntes

Hollobolt System


Behaviour of the column web in transverse bending


t wc

L

3 b2 c 1 = d m

5

t wc

A

h

b1

7

A

9

F

c 2 b2

L

Strains in the Extensões nacolumn alma doweb pilar

50

Ext Ext Ext Ext

45 40

) m . N k ( o t n e m o M

3 9 7 5

35 30

Column web

25 20 15 10 5 0

-2000

0

2000

4000

6000

8000

10000

12000

14000


Behaviour of the column web in transverse bending: initial stiffness


F a

µ

S

b a

!

F

L t wc

=

=

b L

L t wc

c

!

b

!

a

=

1 " #

L

3

S i

=

4 Et wc 2

L

! + (1 " # )tan $ + 6 S

D1

EI 1

EI 2

D2

EI 1

D5 a

D6 D3

b

D4

a

S 2

3

Et wc

% 3S ( 1 " # (1 " # ) '1 + * 3 2 Et (! + (1 " # ) tan$ ) & ) 3

wc

S 1

c L

a = L-b 2

a l eff

!

l eff = c + (L - b) tan !

!




hi

L a

R

3

S i

=

Et wc 2

L

! + (1 " # ) tan$ 16 10,4 ( k 1 " k 2 # ) 3 (1 " # ) + 2

d

µ

L

L

S i , freeflanges

=

(

1,25

µ

! )

230

t c

S i , fixedflanges

"

S i , fixedflanges d m

F

F

2

2




b1

!1 c 1=d m "

l eff

A

F 1

B

F

!2

d m c 2=

h

b2

h1

F 2 M

h

h2 a

" c 3 b3

F 3

C t wc

!3

L

S j ,ini

=

Sh1

" % $ h ! h + h ' + Sh $ ' S + 2 ' $# & 1

1

2

2

3

S

" % $ h ! h + h ' $ ' S + 2 ' $# & 1

2

3

S

2



Behaviour of the column web in transverse bending: plastic resistance Linhas de plastificação

Corte

Linhas de plastificação c/ rect equivalente



Behaviour of the column web in transverse bending: plastic resistance

L

d

0, 4


Behaviour of the column web in transverse bending: plastic resistance


!t

bt c t/2 t/2

F t t

A

c t/2 t/2

M > M pl h

a "

c c c

F c c

C

bc wc t wc

!c L

min { F t ; F c } h



Behaviour of the column web in transverse bending: post-limit stiffness

f 1 = ! 0.24 " ! 0.012 µ + 0.72

f 2

= 0.55 + 1.07 ! +

0.85

F F pl

+0,9 # " & if " ) 1 and F * 1 0, 9 + ( f + f ! 0.9 ) % $ t ( ' t F pl = , F " & " - f + f # * 1 and *1 if % ( $ t ' -. t F pl 1

1

2

2


I-beam to tubular column joints


• fin-plate • end-plate • reverse channel



I-beam to tubular column joints: reverse channel joint ()*+, ./01 "%#

9:;(2"$#<=#<$"

''# 2 °

"# 2 °

"$# 9:;(2&%#<=#<">

&%#

9:;(2"##<=#<$#

D3EFG74,

9:;(2"$#<=#<$"

&$#

2?4 @*)A 2?4 @*)A BCB"'#<% BCB"##<>

%#

$#

!"# #

BH?7*, 2(I '

&#

&'

2)33,+45)3 6)4745)3 .81

"#

"'

$#


I-beam to tubular column joints: reverse channel joint


Component behaviour: Calibration of the model for parametric studies

Connection rotation

Connection rotation

140

500

160

100 ] N k [ e c r o F

600

180

120

80

test FEA

60

] N 140 k [ e 120 c r o 100 F

400

test

80

40

60

20

40

FEA

Test 5: W-C20-10 (P3) 100 Test 5: FEA - 5 mm weld 0

20 0 0

5

10

15

20

25

] N k [ 300 d a o L 200

0

0 0

5

10

Rotation [°]

Rotation [ ] !

15

2

4 6 Displacement [mm]

8

10






!

Characterization of the behaviour of the composite joint components to establish the force-deflection-temperature relationship.

Constant-temperature tests: # Testing reverse channel and CFT column components; #

Testing isolated joints under different combinations of axial and shear forces and bending moments;

#

Testing different reverse channel sections to failure under tension and compression forces on the web; #

4 test temperatures: ! ambient temp.; ! 550ºC; ! 650ºC; ! 750ºC.

Composite column types: o CFT: SHS and CHS sections; o Partially encased H-sections. Joint types: o Reverse channel; o Fin-plate; o Flush endplate.



#

Component tests ! ! !

CFT component Reverse channel in compression Reverse channel in tension (1-2 bolt row)

3 different channel sections: ! Welded plates ! Cut from SHS ! Hot-rolled

Prototypes for tension and compression tests



#


CFT component Reverse channel in compression Reverse channel in tension (1-2 bolt row) Before compression test After test (750ºC)

During test



Tensile test set-up 1

#


CFT component Reverse channel in compression Reverse channel in tension (1-2 bolt row) Tensile test set-up 2



#

Isolated joint tests ! ! !

Reverse channel (CFT and PE columns); Fin-plate (CFT columns); Flush endplate (PE column).

REVERSE CHANNEL JOINT

FIN-PLATE JOINT

Combinations of axial and shear forces and bending moments ENDPLATE JOINT




!

REVERSE CHANNEL JOINT

To develop and validate a component-based model for steel joints, and to extend it to composite joints , for applications under arbitrary fire conditions, including the cooling phase, and mechanical actions throughout the fire event.

Bolt in tension Endplate in bending Column wall

in bending

Component-base model: #

Identification of the active components

#

Unloading of the component

#

Reverse channel in compression Tension zone Shear zone

ENDPLATEJOINT

Assembly of components

Endplate in bending

in bending

`

1

Compression zone Bolt in tension

Column flange

1

Reverse channel in bending

2

Column web in compression




trc

ii) Shear and bending resistance of the reverse channel to the column section:

i) Design checks for vertical shear: tp trc

e1 t2 n1 rows of bolts

hp

brc

zrc tf,rc p3

e1 e2,p

e1

tw,rc

p1

e2,rc

p1

e2,b

p1

VEd

n1 rows

Fed

t2 (n1-1)p1

p3

p1

b

VE tf,rc

iii) Shear and bending resistance of the reverse channel to the end plate:

p3

tw,rc Yield lines

1.5t2,rc

d2

Fed



•

ACKNOWLEDGEMENTS

This lecture was prepared for the Edition 2 of SUSCOS (2013/15) by LUÍS SIMÕES DA SILVA and ALDINA SANTIAGO (UC).

The SUSCOS powerpoints are covered by copyright and are for the exclusive use by the SUSCOS teachers in the framework of this Erasmus Mundus Master. They may be improved by the various teachers throughout the different editions.

Tubular Structures.pdf

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