L8 Tubular Structures

ADVANCED DESIGN OF STEEL AND COMPOSITE STRUCTURES

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

Sustainable Constructions under Natural Hazards and Catastrophic Events

520121-1-2011-1-CZ-ERA MUNDUS-EMMC

MODULE B Design of tubular structures

European Erasmus Mundus Master Course

Sustainable Constructions under Natural Hazards

and Catastrophic Events

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

Simes da Silva, L, Rimes, R and Gervsio, H - Design of Steel Structures, Ernst & Sohn and ECCS Press, Brussels, 2010.

Simes da Silva, L., Santiago, A., Lopes, F., Veljkovic, M., Heistermann, T., Iqbal, N., Wald, F., Jan, 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. Final Report No. 4, Research Fund for Coal and Steel, Grant agreement n. RFSR-CT-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

Simes 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)

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

Lopes, F.C., Santiago, A., Simes 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

Lopes, F., Santiago, A., Simes 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).

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

Neves, L., Simes 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, Simes 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, Simes da Silva et al, ECCS, 2011. http://www.steelconstruct.com www.steelconstruct.com www.cmm.pt





SOFTWARE

FERPINTA Connections Calculator - Design of I-beam to tubular column steel joints to EC3-1-8, Simes da Silva et al, cmm, October 2014. http://www.cmm.pt ECCS Steel Connections Calculator Design of steel joints to EC3-1-8, Simes 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.


Lus Simes da Silva Module B: 20/2/2014

OVERVIEW

Structural solutions. Materials and products





BUILDINGS





HOLLOW STRUCTURAL SECTION APPLICATIONS

http://www.tatasteeleurope.com/en/products_and_services/products/construction_products_and_systems/structural-steel/hollow_sections/

http://www.atlastube.com/hss/hss-hollow-structural-sections






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-structure-unveiled-London-railway-station-500m-overhaul.html





TRUSS STRUCTURES





BRACING IN INDUSTRIAL BUILDINGS





LONG SPAN ROOFS

Friends Arena (Hilong report)

http://www.sbp.de/en/build/sheet/1066- Tower at the Fair of Rostock.pdf





STAYED COLUMNS

Funding: 1.6 M Jul 2012 Jul 2015

HILONG High Strength Long Span Structures





FOOTBRIDGES

http://www.arup.com/~/media/Images/Projects/H/Helix_bridge/helix_900x500_1_darren_soh.ashx?mh=800&mw=1000





BRIDGES

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





STADIA

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





AMUSEMENT PARKS

http://anozer.deviantart.com/art/LONDON-EYE-tubes-213329953

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

http://lewebpedagogique.com/goossensphilippe1/london-eye/london_eye/





WIND TOWERS

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

Modular tower





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

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





JOINTS

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





CASE STUDY 1: GAS EXAUST CHIMNEY (CELBI)





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

A primeira fase que correspondia a ampliar a rea de armazenamento em cerca de 1680m2 no implicava qualquer demolio do pavilho existente, apenas sendo necessrio eliminar os paramentos exteriores de forma a garantir a circulao para a nova zona de armazenamento. A segunda fase envolve uma rea de 3360 m2 e a terceira fase uma rea de 2688 m2.

REQUIREMENTS: - pavilho para armazenamento da pasta de papel que fosse amplo para permitir o acesso e a fcil manobragem dos camies para transporte da pasta. - execuo faseada da obra de forma a mo diminuir a capacidade de armazenamento da pasta de papel no armazm adjacente.

CASE STUDY 2: PAPER PULP WAREHOUSE (CELBI)





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.




DESIGN OF TUBULAR MEMBERS

ECCS Steel Member Calculator / FERPINTA Calculator





The software to be used with the ECCS Book






q HOW TO GET SOFTWARE

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

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

q Download zipped file for Semi-Comp Member Design








q HOW TO GET SOFTWARE

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

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

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

q Download and install the free application FERPINTA Calculator.

q 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)




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

!A

A

F2

F2

L

dm

b

c = dm

M

Section AA

! !

0

10

20

30

40

50

60

0,00 0,03 0,05 0,08 0,10 0,13 0,15 0,18 0,20rot (rad)

Mom

. (kN

.m)

E 2E 1

HEA 220

IPE

200

t=1 5

!





INTRODUCTION

! How to tighten the bolts from the inside?

How to transfer bending moment to the column?





INTRODUCTION

Chapa de Topo

Parafusos correntes Perfil RHS !Flowdrill System

!

Huck Ultra Twist system

1 2

3 4

!Hollobolt System

!Studs welded to the column face





Behaviour of the column web in transverse bending

b1

c1 = dm

L

A A

twc

twc

L

F

b2

c2

b2

h

!

b1

c1 = dm

L

A A

twc

twc

L

F

b2

c2

b2

h

!

Extenses na alma do pilar

0

5

10

15

20

25

30

35

40

45

50

-2000 0 2000 4000 6000 8000 10000 12000 14000extenso ()

Mom

ento

(kN

.m)

Ext 3Ext 9Ext 7Ext 5

Strain ()

Strains in the column web

!

IPE

200

IPE 200

Z - Z

stirrups 8//10

reinforcement bar 12

bar 10

plate

isolating coating

Y - Y

Column web

3

579

LEGEND:

- Linear strain gauge (steel)

- Linear strain gauge (concrete)

- Rosette

- Displacement transducer (LVDT)

- LVDT - elevation

- Load cell

!





Behaviour of the column web in transverse bending: initial stiffness

twc

La

b

aleff

F

leff = c + (L - b) tan a = L-b 2

L

F

a

b

a

c

S

!

S1 EI1 EI2 EI1 S2

a b a

D1 D2

D3 D4D5 D6

!

Si =4Etwc3L2

+ (1 ) tan + 6S1 Etwc3

1 ( )3 1+ 3S21

Etwc3 + 1 ( ) tan( )

= L twc = b L = c L






h b

c = dm

L

F2

F2

L

dm

A A

tc

tc

Corte AA

!

d

a

L

d

L

a

hi

R

!Si, freeflanges =

( )1,25230 Si, fixedflanges Si, fixedflanges

Si =Etwc3L2 16

+ 1 ( ) tan1 ( )3 + 10,4 k1 k2( )

2






A

B

F1

F2

C

h2hh1

F3

F

M

a

3

2

1

L

twcb3

h

b1

c3

c1=dm

b2

c2=dm

leff

!Sj ,ini = Sh1 h1

h1 + h2S3S + 2

+ Sh2 h2

h1 + h2S3S + 2





Behaviour of the column web in transverse bending: plastic resistance

Linhas de plastificao Linhas de plastificao c/ rect equivalente

Corte

!






L = d + 0,4r






A Ft

C Fc

a

c

t

M > Mpl

L

twcbc

h

bt

ct/2

ct/2

cc

A

B

F1

F2

C

h2h

h1

Fc

Ma

c

2

1

! min Ft ;Fc{ }h





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

!FFpl

=

0,9 + f1 + f2 0.9( ) t

if

t 1 and

FFpl

1

f1 + f2t

if

t 1 and

FFpl

1

f1 = 0.24 0.012 + 0.72

f2 = 0.55 +1.07 + 0.85





I-beam to tubular column joints

fin-plate end-plate reverse channel





I-beam to tubular column joints: reverse channel joint

-203080

130180230280

0 5 10 15 20 25 30

Force (kN)

Connection Rotation ()

UKPFC 230x90x32UKPFC 180x90x26UKPFC 200x90x30UKPFC 230x90x32

Cut from SHS200x6 Cut from SHS250x8Endplate

550C20C

Square CFT






1515

330

180

SH

S 25

0X25

0X10

IPE 300

U 200x90x10 330 long

250

250250 90

155

25

22.5

22.5

150

20010

2525

26mm holefor M24 bolt

Endplate 330x155x25

200155

35 85 3575

180

75

1515

330

CH

S 24

4.5X

10

IPE 300

200155

35 85 35

244.

5

135

150

155

25

22.5

22.5

8

200

U 200x135x8 330 long

7518

075

26mm holefor M24 bolt

Endplate 330x155x25

180





Component behaviour: Calibration of the model for parametric studies

Connection rotation

0

20

40

60

80

100

120

140

0 5 10 15 20 25

Rotation []

Forc

e [k

N]

test

FEA

0

20

40

60

80

100

120

140

160

180

0 5 10 15

Forc

e [k

N]

Rotation []

Connection rotation

test

FEA

0

100

200

300

400

500

600

0 2 4 6 8 10

Load

[kN]

Displacement [mm]

Test 5: W-C20-10 (P3)

Test 5: FEA - 5 mm weld






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.; 550C; 650C; 750C.

Joint types: o Reverse channel; o Fin-plate; o Flush endplate.

Composite column types: o CFT: SHS and CHS sections; o Partially encased H-sections.





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





Component tests

Before compression test

After test (750C)

During test

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





Component tests

Tensile test set-up 1

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

Tensile test set-up 2





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

Isolated joint tests Combinations of axial and shear forces and bending

moments

REVERSE CHANNEL JOINT FIN-PLATE JOINT ENDPLATE 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.

Component-base model: Identification of the active components Unloading of the component Assembly of components

Column wall in bending

Reverse channel in compression

Endplate in bending

M

Tension zone

Shear zone

Compression zone

Bolt in tension

Reverse channel in bending

Bolt in tension

Endplate in bending

M

Column web in compression

Column flange in bending

Tension zone

Shear zone

Compression zone

Bolt in tension

Endplate in bending

M

Column web in compression

Column flange in bending

Tension zone

Shear zone

Compression zone

REVERSE CHANNEL JOINT

ENDPLATE JOINT

`1 21






i) Design checks for vertical shear:

e2,rc

e2,b

p3

e1

p1

p1

p1

e2,p n1 rows of

e1

VE

trc tp

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

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

Yield lines

p1 (n1-1)p1

t2

p3

Fed

tf,rc

1.5t2,rc

brc

tw,rc d2

t2

p3

Fed

tf,rc

brc

tw,rc

e1

n1 rows of bolts

VEd

trc

hp

zrc






ACKNOWLEDGEMENTS

This lecture was prepared for the Edition 2 of SUSCOS (2013/15) by LUS SIMES 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.

[email protected] Gab. SF 5.11

http://steel.fsv.cvut.cz/suscos

Documents

L8 Tubular Structures