07_Eurocodes_Steel_Workshop_WEYNAND.pdf

Design of Structural Steel Joints

Dr. Klaus Weynand Feldmann + Weynand GmbH, Aachen, Germany

Prof. Jean-Pierre Jaspart University Univer sity of Liège, Belgium

Design of Structural Steel Joints •

•

Introduction Integration of joints into structural design process

•

Moment resistant joints

•

Simple joints

•

Design tools

Design of Structural Steel Joints • •

Introduction Integration of joints into structural design process

•

Moment resistant joints

•

Simple joints

•

Design tools

Eurocodes Euroco des - Design of steel buildings with worked examples

EN 1993 Part 1.8 Chapter 1 – Introduction Chapter 2 – Basis of design Chapter 3 – Connectio Connections ns made with bolts, rivets or pins Chapter 4 – Welded connections Chapter 5 – Analysis, classification and modelling Chapter 6 – Structural joints connecting H or I sections Chapter 7 – Hollow section joints

Brussels, 16 - 17 October 2014

Eurocodes Euroco des - Design of steel buildings with worked examples

Design of simple joints ECCS Publication No 126 (EN)

• Background information • Design guidelines

Brussels, 16 - 17 October 2014

Eurocodes Euroco des - Design of steel buildings with worked examples

2  – Basis of design

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Partial safety coefficien coefficients ts

Eurocodes Euroco des - Design of steel buildings with worked examples

3  – Connections made mechanical fasteners

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Eurocodes Euroco des - Design of steel buildings with worked examples

4  – Welded connections

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Design of Structural Steel Joints •

•

Introduction

Integration of joints into structural structur al design process

•

Moment resistant joints

•

Simple joints

•

Design tools

Eurocodes Euroco des - Design of steel buildings with worked examples

Actual joint response

Brussels, 16 - 17 October 2014

Eurocodes Euroco des - Design of steel buildings with worked examples

Brussels, 16 - 17 October 2014

Actual joint response

M M Rd S  j,ini

cd



Eurocodes Euroco des - Design of steel buildings with worked examples

Influence on the structural response • Displacements • Internal forces • Failure mode and failure load

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Eurocodes Euroco des - Design of steel buildings with worked examples

Brussels, 16 - 17 October 2014

Four successive steps for structural integration M

?

?

M

? 

 Characterization

Classification M

 Modelling

Idealization

Eurocodes Euroco des - Design of steel buildings with worked examples

Brussels, 16 - 17 October 2014

Characterization Search for a unified approach whatever the material

M

?

?

? 

Eurocodes Euroco des - Design of steel buildings with worked examples

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Various configurations (1) Continuity

Beam-to-beam

Colum Col umn n ba base sess

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Various configurations (2) Joints in portal frames

Eurocodes Euroco des - Design of steel buildings with worked examples

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Various configurations (3) Connections and joints in composite construction

Eurocodes Euroco des - Design of steel buildings with worked examples

Various cross-section shapes (1) Hot-rolled and cold-formed

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Eurocodes Euroco des - Design of steel buildings with worked examples

Various cross-section shapes (2) Built-up profiles

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Eurocodes Euroco des - Design of steel buildings with worked examples

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Various connection elements End plates

Cleats

Splices

Eurocodes Euroco des - Design of steel buildings with worked examples

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Economy Reduced fabrication, transportation and erection costs





Eurocodes Euroco des - Design of steel buildings with worked examples

Specific design criteria Robustness  Joints as key elements

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Eurocodes Euroco des - Design of steel buildings with worked examples

Brussels, 16 - 17 October 2014

Characterization Character ization (1) Search for a unified approach

M

?

?

? 

Eurocodes Euroco des - Design of steel buildings with worked examples

Brussels, 16 - 17 October 2014

Characterization Character ization (2) Eurocode 3

 –

Part 1-8

• Beam-to-beam joints, splices, beam-to-column joints and column bases: 

welded connections



bolted connections (anchors for column bases)

Background:

COMPONENT METHOD

Eurocodes Euroco des - Design of steel buildings with worked examples

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Charact Cha racteriz erization ation (3) - comp compone onent nt method method column web in shear 

Three steps

column web in compression

column web in tension

F

F

First step Identification of the active components F

Second step: Response of the components

E k1



M

“Assembly” of the components

E k3

E k2



Third step:

F3,Rd

F2,Rd

F1,Rd

 M  j ,Rd

M j,Rd



 min  Fi ,Rd    z 

S  j ,ini S j,ini

cd

 E  z 2  1 k i



Eurocodes Euroco des - Design of steel buildings with worked examples

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Charact Cha racteriz erization ation (4) - comp compone onent nt method method EC3 Part 1-8 provides therefore:

• a library of components • rules for the evaluation of the properties of the components (stiffness, resistance, deformation capacity) • rules for the evaluation of the possible component interactions • « as asse semb mbly ly » rule rules s for for comp compon onen ents ts Applicable for simple joint and moment resistant joint

Eurocodes Euroco des - Design of steel buildings with worked examples

Characterization Character ization (4)  – Hollow section joints Different approach for lattice girder joints For many types of joint configuration configurations: s:

• Joints considered as a whole • Check of relevant failure modes • Scope of application to be checked

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Eurocodes Euroco des - Design of steel buildings with worked examples

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Four successive steps for structural integration M

?

?

M

? 

 Characterization

Classification M

 Modelling

Idealization

Eurocodes Euroco des - Design of steel buildings with worked examples

Classification (1)

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M

Rigid Rigid

Stiffness

Semi-rigid Semi-rigid S j,ini Pinned Pinned 

Classification Boundaries forboundaries stiffness Initialinitial joint stiffness stiffness Joint

Eurocodes Euroco des - Design of steel buildings with worked examples

Classification (2)

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M j

Full resistance Full-strength

Resistance

M j,Rd Partial-strength Partial resistance

Pinned Pinned

 Boundaries for strength Classification boundaries Joint Jointresistance strength

Eurocodes Euroco des - Design of steel buildings with worked examples

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Classification (3) Ductility

• Brittle •  “Semi-ductile”  • Ductile

M j



Eurocodes Euroco des - Design of steel buildings with worked examples

Brussels, 16 - 17 October 2014

Four successive steps for structural integration M

?

?

M

? 

 Characterization

Classification M

 Modelling

Idealization

Eurocodes Euroco des - Design of steel buildings with worked examples

Brussels, 16 - 17 October 2014

Modelling JOINT MODELLING

SIMPLE

SEMICONTINUOUS

CONTINUOUS

BEAM-TO-COLUMN JOINTS MAJOR AXIS BENDING

BEAM SPLICES

COLUMN BASES

Eurocodes Euroco des - Design of steel buildings with worked examples

Brussels, 16 - 17 October 2014

Four successive steps for structural integration M

?

?

M

? 

 Characterization

Classification M

 Modelling

Idealization

Design of Structural Steel Joints •

•

Introduction Integration of joints into structural design process

•

Moment resistant joints

•

Simple joints

•

Design tools

Eurocodes Euroco des - Design of steel buildings with worked examples

Brussels, 16 - 17 October 2014

Example Single sided beam-to-colu beam-to-column mn joint configuration configuration,, bolted end-plate connection 4 M16 8.8 w= 30 80 30 =60

+

+

V

u=10 240

120 60

+ 140

15   M 0   M 1

3

M

 PE220

+ 10

 EB140 Material: S 235

To be evaluated:

Design moment resistance , initial stiffness

5

 1, 0  1, 0

Eurocodes Euroco des - Design of steel buildings with worked examples

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General data

Equivalent T-stub in tension Ft

Column hwc  hc  2t fc  2rc 140 212  212 92 92mm  Avc  Ac  2bc t fc   twc  2r c   4295, 6  2 14 140 12 12   7  2 12 12 12 1307, 6 mm 2

m

e

w  t  fc 2

 0, 8 rc 

bc  w 140  80 2



m pl , fc  0, 25

2 t fc2 f yc   M 0

80  7 2

 0, 812  26, 9mm

 30mm

 0, 25

122  235 1, 0

8460 Nmm / mm

m l eff 

e

Eurocodes Euroco des - Design of steel buildings with worked examples

Brussels, 16 - 17 October 2014

General data Beam

4 M16 8.8 w= 30 80 30 =60

+

+

u=10 3 240

120 60

 z  hb  u 

+

+

 IPE220 10 5

140

Lever arm t  fb 2

 p  220  10 

 M c ,Rd  (classe 1 section) 

9,2 9, 2 2

 60 165, 4 mm

W pl , yb f yb   M 0



15

285. 285.40 406 6  235 235 106 1, 0

 67, 07 kNm

Eurocodes Euroco des - Design of steel buildings with worked examples

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General data End plate m p 

m p2

w  t wb 2

 0, 8 2aw 

80  5,9 2

 0, 8 2  3 33, 66mm

m p 2  p  u  t fb  0, 8 2a f  60 10 9, 2 0, 8 2 5 35,14 mm

e p 

b p  w 140 80 2



m pl , p  0, 25

2

t p2 f yp   M 0

 30mm

 0, 25

152  235 1, 0

13.218Nmm / mm

m p

Eurocodes Euroco des - Design of steel buildings with worked examples

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General data End plate

Alpha factor for effective lengths

 1 

 2 

m p m p  e p m p 2 m p  e p





33,66 33,66 33,66  30 35,14 33,66 33,66  30

 0,53

 0,55

   5,5 5, 5

Eurocodes Euroco des - Design of steel buildings with worked examples

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General data Bolts

 Ft ,Rd  

0,9 0, 9 f ub As   Mb



0,9 800 157 10 3 1,25

 Fv ,Rd  (shear plane in thread) 

 90,43kN 

0,6 0, 6 f ub As   Mb

 Lb  t fc  t p  0, 5  hbolt  hnut   12 15 



1 2

0,6 800 157 10 3 1.25

 60,3kN 

10 14, 8   2  4  47, 4mm

Eurocodes Euroco des - Design of steel buildings with worked examples

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Component No 1  – Column web in shear Resistance Vwc,Rd  

F Vwp

3   M 0

0,9 1307 1307,6 ,6  235 235  103



3 1, 0

Transformation parameter

M



 1 Assumption :    

z Vwp

0,9 0, 9 Avc f  y ,cw

 F Rd ,1 

V wc,Rd  159,7   



1

159,7 kN 

F Stiffness Stiff ness coeff coefficien icientt k1 

0,38 Avc    h



0,381307 1307,6 ,6 1165,4

 3,004mm

159,7 kN 

Eurocodes Euroco des - Design of steel buildings with worked examples

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Component No 2  – Column web in compression Resistance beff ,c ,wc

 min t fb  2 a f 2  2t p  5  t fc  s ; t fb  a f 2  tp  u  5  tfc  s   min 9, 2  2  5  2  2 15  5  12 12 1 2 ; 9, 2  5  2 15 10 1 0  5 12 12 1 2   161, 27 27 mm

Reduction factors to account for compression stresses and instability Assumption : kwc  min 1, 0 ; 1, 7   com ,Ed / f  y ,wc  1, 0  p  0, 932

   1 

beff ,c ,wc dc f  y ,wc 2

 E t  wc

 0, 932

1 1 1, 3  beff ,c,wc tw c / Avc 

2

161,27  92  235  0, 543  0, 673 210 000  7  7



1 11,3 161 161, 27  7 1307 1307,, 6 

2



   1, 0

 0,713

 F Rd ,2  kwc   beff ,c ,wc twc f y ,wc /  M 1 1 0, 0, 71 713 1161, 27 27 7  23510 3 1, 0 18 189,1kN 

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Component No 2  – Column web in compression

Stiffness Stiff ness coeff coefficien icientt

k2 

0,7 0, 7 beff ,c ,wc t wc hwc



0,7 161 161,27  7  8,589 mm 92

F



 Fi  ki E   i

Eurocodes Euroco des - Design of steel buildings with worked examples

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Component No 3  – Column web in tension Resistance beff ,t ,wc  min  2 m ; 4m 1, 25 25e   min  2 26, 9; 9; 4 26, 9 1, 1, 25 25 30  145,10 mm

 1 

1 1  1, 3  beff ,t ,wc twc / Avc 

 2

1 1  1,3 145 145,1 ,1 7 1307 1307,, 6 

749 145,1 7  23 235 10  F Rd ,3   beff ,t ,wc twc f y ,wc /  M  0  0, 74

Stiffness Stiff ness coeff coefficien icientt k3 

0,7 0, 7 beff t  eff ,t , wc wc wc hwc



0,7 145 145,1 7 92

 7,728mm

3

2

 0,749

1, 0  17 178, 7 kN 

Eurocodes Euroco des - Design of steel buildings with worked examples

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Component No 4  – Column flange in bending Component No 5  – End plate in bending Equivalent T-stub in tension Ft Ft /4

Ft /4

Ft /4 Ft /4

m

l eff 

e

Eurocodes Euroco des - Design of steel buildings with worked examples

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T-stub  – Effective length Distinction between circular and non-circul non-circular ar yield line patterns

Circular patterns

Non-circular patterns

Eurocodes Euroco des - Design of steel buildings with worked examples

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T-stub  – Effective length Groups effects to consider in addition to the individual response of each bolt-row

Row 1 Row 2 Row 3

Group 1+2

Group 2+3

Group 1+2+3

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T-stub  – Effective length Groups effects to consider in addition to the individual response of each bolt-row

Row 3

 F Rd ,3  min ( FRd ,3,indiv ; F Rd ,3, group )

Eurocodes Euroco des - Design of steel buildings with worked examples

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Bolt rows considered In this example: only bolt row 1 is considered for tension forces

4 M16 8.8 w= 30 80 30 =60

+

+

60

V

u=10 240

120

+ 140

15

+ 10

3

M

 PE220 5

Row 1 Row 2  EB140

Eurocodes Euroco des - Design of steel buildings with worked examples

Component No 4  – Column flange in bending Resistance leff ,t , fc  beff ,t ,wc 145 145,1mm

(see (see colu colum mn web web in tens tensio ion) n)

n  min  e ;1, 25 25 m ;  b p  w / 2   min 30 ;1, 25 25  26, 9 ; 30   30 mm

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Eurocodes Euroco des - Design of steel buildings with worked examples

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Component No 4  – Column flange in bending

Mode 1 - Com Complet plete e yieldin yielding g of the the flange flange  F fc ,Rd ,t 1 

4leff ,t , fc mpl , fc m



4 145 145,1  8460 8460 10 3 182, 5kN  26,9

Mode 2 - Bolt failure with yielding yielding of the flange 2 leff ,t , fc mpl , fc  2 Bt ,Rd   n 2 145,1 8460  2  90 90,4  10 3  30  F fc ,Rd ,t 2    10  3 26,9 26,9  30 m n

Mode Mo de 3 - Bo Bolt lt fai failu lure re  F fc ,Rd ,t 3  2 Bt ,Rd   2 90, 43 180, 9kN 



138, 5 kN 

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Component No 4  – Column flange in bending Resistance

 F Rd ,4  min  Ffc ,Rd ,t1 ; Ffc , Rd ,t 2 ; Ffc ,Rd ,t 3  138, 5kN 

Stiffness Stiff ness coeff coefficien icientt k4 

0,9 0, 9 leff , fc,t t 3fc m3



0,9 145 145,1123 26,93

11,59mm

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Component No 5  – End plate in bending Resistance leff ,t , p   mi min  2 m p ; m p   min  2  33, 66 ; 5, 5 33, 66  185 mm n p  min  ep ;1, 25 25m p ; e   min  30 ;1 ;1, 25 25 33, 66 66 ;3 ;30  30mm

Mode 1:

Mode 2:

 Fep ,Rd ,1 

 Fep ,Rd ,2 

4leff ,t , p m pl , p m p



4 185 185 13.2 13.218 18 33,66

2 leff , p ,t m pl , p  2 Bt , Rd n p m p  n p



10 3  291kN 

2 18513.218  2 90,43 ,4310 3 30

 F Rd ,5  min  Fep ,Rd ,1 ; Fep ,Rd ,2 ; Fep ,Rd ,3  162,1kN 

33,66 33,66  30

103 162,1kN 

Eurocodes Euroco des - Design of steel buildings with worked examples

Component No 5  – End plate in bending

Stiffness Stiff ness coeff coefficien icientt k5 

0,9 0, 9 leff ,t , p t 3p m p3

0,9 185 185,0 153  14,73mm 33,66 3

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Eurocodes Euroco des - Design of steel buildings with worked examples

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Component No 7  – Beam flange and web in compression Resistance

 F Rd ,7  M c ,Rd /  hb  t fb  

Stiffness Stif fness coeff coefficien icientt k 7  

67,07 210,8 210,810

3

 318, 2kN 

Eurocodes Euroco des - Design of steel buildings with worked examples

Component No 8  – Beam web in tension Resistance beff ,t ,wb  leff ,t , p 185 mm  F Rd ,8  beff ,t , wb twb f yb /  M  0 185  5, 9  235 10 10 3 1, 0  25 256, 5 kN 

Stiffness Stiff ness coeff coefficien icientt k 8  

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Component No 10  – Bolts in tension Resistance  F Rd ,10  2 Bt ,Rd   2  90, 43 180, 9 kN 



Mode 3 in T-stubs for component components: s: “column flange in bending” “end plate in bending” •

•

Stiffness coefficient k10 1, 6

 A s  Lb

1, 6 

157 47,4

 5, 30mm

Eurocodes Euroco des - Design of steel buildings with worked examples

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Design moment resistance Relevant component

M j,Rd

 F Rd  min  FRd ,i  138,5kN  (Column flange in bending)

Design plastic moment resistance  M  j , Rd  FRd  z 138,5  165,4  10

3

,91kNm  22,91

Design elastic moment resistance 2  M  j ,el ,Rd  M j ,Rd  15,27 kNm 3

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Stiffness  Initial stiffness S j ,ini  E h / 2

S j,in  j,inii

1 k  i

i

1 3,00 ,004



2100 210000 00165 165,4 ,4 2 106 1 1 1 1 8,58 ,589

Secant stiffness S j  S j ,ini / 2  3117 kNm / rad  



7,72 ,728



11,59 ,59



14,73



1 5,30 ,30

 6234 kNm / rad

 

Eurocodes Euroco des - Design of steel buildings with worked examples

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Design moment-rotation characteristic M M j,Rd  j,Rd

S j,ini  j,ini

2/3M j,Rd  j,Rd

S j

Ersatzsteifigkeit: Secant stiffness

S j = S j,ini /  j,ini



Design of Structural Steel Joints •

•

Introduction Integration of joints into structural design process

•

Moment resistant joints

•

Simple joints

•

Design tools

Eurocodes Euroco des - Design of steel buildings with worked examples

Nominally pinned joints

Braced frame

Brussels, 16 - 17 October 2014

Eurocodes Euroco des - Design of steel buildings with worked examples

Brussels, 16 - 17 October 2014

Nominally pinned joints

V

0

M=0

Eurocodes Euroco des - Design of steel buildings with worked examples

Design of simple joints ECCS Publication No 126 (EN)

• Background information • Design guidelines

Brussels, 16 - 17 October 2014

Eurocodes Euroco des - Design of steel buildings with worked examples

Brussels, 16 - 17 October 2014

Classification and modelling of joints “Nominally pinned”  joints :

M j

S j,ini 0,5EI b /Lb

Partial strength

M  j,Rd  > 0,25 M full-strength

Nominally pinned

S j,ini  = 0 

Nominally pinned

M  j,Rd  = 0 

Eurocodes Euroco des - Design of steel buildings with worked examples

Brussels, 16 - 17 October 2014

Classification and modelling of joints Yes, …under the reservation the joint has:

• a sufficient rotation capacity = capacity to “rotate”  • a sufficient ductility = capacity to follow the actual loading path in a ductile way

M MRd

Yielding Yielding criterion  Actual loading path Supposed loading path VRd

V

Eurocodes Euroco des - Design of steel buildings with worked examples

Brussels, 16 - 17 October 2014

Supplementary design requirement Sufficient resistance to «catenary effects» so as to provide required structural robustness

Eurocodes Euroco des - Design of steel buildings with worked examples

Example: Partial depth end-plate Components

• • • • • • • • •

Bolts in shear End-plate in bearing End-plate in shear (gross section) End-plate in shear (net section) End-plate in shear block End-plate in bending Beam web in shear Welds in shear Column flange in bearing

Brussels, 16 - 17 October 2014

Eurocodes Euroco des - Design of steel buildings with worked examples

Brussels, 16 - 17 October 2014

Partial depth end-plate Strength requirement

• Use of “component method” for the assessment of VRd

Assessment of the streng strength th of all the constitutive components of the joint + “Assembly” of these components

Eurocodes Euroco des - Design of steel buildings with worked examples

Brussels, 16 - 17 October 2014

Partial depth end-plate Rotation capacity requireme requirement nt Bending moment

Bolts in tension

Bending moment

Contact between supported beam and supporting element

Compression force

 avail

Rotation

Eurocodes Euroco des - Design of steel buildings with worked examples

Brussels, 16 - 17 October 2014

Partial depth end-plate Rotation capacity  requirement requireme nt avail 

d b hb

h p

h p  d b  avail  

he

t  p

t  p he

Eurocodes Euroco des - Design of steel buildings with worked examples

Partial depth end-plate Ductility requirement

• Prevent premature fracture of the bolts • Prevent premature fracture of the welds

under unavoidable bending moment in the joint

Brussels, 16 - 17 October 2014

Eurocodes Euroco des - Design of steel buildings with worked examples

Brussels, 16 - 17 October 2014

Partial depth end-plate Ductility requirements • Prevent premature collapse of the bolts d  t p d  t p

 2,8 2, 8

 2,8 2, 8

 f  yp f  ub  f  ycf   f  ub

for the end-plate

for the supporting column d and f ub : diameter and tensile strength of bolts

Yielding of end-plate prior to tensile fracture of bolts

Design of Structural Steel Joints •

•

Introduction Integration of joints into structural design process

•

Moment resistant joints

•

Simple joints

•

Design tools

Eurocodes Euroco des - Design of steel buildings with worked examples

Practical design tools • Tables of standardized joints

• Dedicated software

Brussels, 16 - 17 October 2014

Eurocodes Euroco des - Design of steel buildings with worked examples

Worked Example

Brussels, 16 - 17 October 2014

Configuration  Beam IPE 500  Column HEA 340  End plate connection Design assumption  Rigid joint Frame analysis  MEd = 220 kNm

CoP software used for this example: example: http://cop. http://cop.fw-ing.com fw-ing.com

Eurocodes Euroco des - Design of steel buildings with worked examples

Design resistance: Classification: Failure mode:

kNm < 220 220 kNm MRd = 196 kNm Semi-rigid Column web in compression

Brussels, 16 - 17 October 2014

Eurocodes Euroco des - Design of steel buildings with worked examples

Failure mode: End plate in bending

Brussels, 16 - 17 October 2014

Eurocodes Euroco des - Design of steel buildings with worked examples

Failure mode: Column web panel in shear

Brussels, 16 - 17 October 2014

Eurocodes Euroco des - Design of steel buildings with worked examples

Failure mode: Column web panel in shear

Brussels, 16 - 17 October 2014

Eurocodes Euroco des - Design of steel buildings with worked examples

Failure mode: Column web panel in shear

Brussels, 16 - 17 October 2014

Design of Structural Steel Joints

Dr. Klaus Weynand Feldmann + Weynand GmbH, Aachen, Germany

Prof. Jean-Pierre Jaspart University Univer sity of Liège, Belgium