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Design of Structural
Steel Joints
Dr. Klaus WeynandFeldmann + Weynand GmbH, Aachen, Germany
Prof. Jean-Pierre JaspartUniversity of Lige, Belgium
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Design of Structural
Steel Joints Introduction
Integration of joints into
structural design process Moment resistant joints
Simple joints
Design tools
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Design of Structural
Steel Joints
Introduction Integration of joints into
structural design process
Moment resistant joints
Simple joints
Design tools
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Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
EN 1993 Part 1.8
Chapter 1 Introduction
Chapter 2 Basis of design
Chapter 3 Connections made with bolts, rivets or pinsChapter 4 Welded connections
Chapter 5 Analysis, classification and modelling
Chapter 6 Structural joints connecting H or I sections
Chapter 7 Hollow section joints
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Design of simple joints
ECCS Publication No 126 (EN)
Background information Design guidelines
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2 Basis of design Partial safety coefficients
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3 Connections made mechanical fasteners
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4 Welded connections
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Design of Structural
Steel Joints Introduction
Integration of joints into
structural design process Moment resistant joints
Simple joints
Design tools
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Actual joint response
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Actual joint response
M
M Rd
S j,inicd
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Influence on the structural response
Displacements
Internal forces
Failure mode and failure load
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M
M
?
?
?
M
Characterization
Modelling
Classification
Idealization
Four successive steps for structural integration
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Characterization
Search for a unified approach whatever the material
M
?
?
?
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Various configurations (1)Continuity
Beam-to-beam
Column bases
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Various configurations (2)
Joints in portal frames
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Various configurations (3)
Connections and joints in
composite construction
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Various cross-section shapes (1)
Hot-rolled and
cold-formed
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Various cross-section shapes (2)
Built-up profiles
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Various connection elements
Splices
Cleats
End plates
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Economy
Reduced fabrication, transportation and erection costs
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Specific design criteria
Robustness
Joints as key elements
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Characterization (1)
Search for a unified approach
M
?
?
?
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Characterization (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
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Three steps
First step
Identification of theactive components
Second step:
Response of the
components
Third step:
Assembly of the
components
F F F
E k1 E k2 E k3
F1,RdF2,Rd
F3,Rd
column webin shear
column webin tension
column webin compression
M
Sj,ini
Mj,Rd
cd
, ,minj Rd i RdM F z 2
, 1j ini
i
E zS
k
Characterization (3) - component method
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Characterization (4) - component 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
assembly rules for components
Applicable for simple joint and moment resistant joint
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Characterization (4)
Hollow section joints
Different approach for lattice girder joints
For many types of joint configurations:
Joints considered as a whole
Check of relevant failure modes Scope of application to be checked
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M
M
?
?
?
M
Characterization
Modelling
Classification
Idealization
Four successive steps for structural integration
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Classification (1)
Stiffness
Sj,ini
Pinned
Semi-rigid
RigidM
Boundaries for stiffness
Joint initial stiffness
Semi-rigid
Rigid
Pinned
Classification boundariesInitial joint stiffness
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Classification (2)
Resistance
Mj,Rd
Partial-strength
Full-strength
Pinned
Mj
Boundaries for strength
Joint strength
Full resistance
Partial resistance
Pinned
Classification boundariesJoint resistance
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Classification (3)
Ductility
Brittle
Semi-ductile Ductile
Mj
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M
M
?
?
?
M
Characterization
Modelling
Classification
Idealization
Four successive steps for structural integration
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Modelling
JOINTMODELLING
BEAM-TO-COLUMN JOINTSMAJOR AXIS BENDING
BEAMSPLICES
COLUMNBASES
SIMPLE
SEMI-
CONTINUOUS
CONTINUOUS
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M
M
?
?
?
M
Characterization
Modelling
Classification
Idealization
Four successive steps for structural integration
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Design of Structural
Steel Joints Introduction
Integration of joints into
structural design process
Moment resistant joints
Simple joints
Design tools
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ExampleSingle sided beam-to-column joint configuration, bolted end-plate connection
+ +
+ +
M
V
15
3
PE220
EB140
120
60 10
8030 30
240
4 M16 8.8
140
u=10=60
5
w=
To be evaluated:
Design moment resistance , initial stiffness
0
1
1,01,0
M
M
Material: S 235
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General data
2 2 140 2 12 2 12 92wc c fc ch h t r mm
2
2 2
4295,6 2 140 12 7 2 12 12 1307,6vc c c fc wc cA A b t t r
mm
80 70,8 0,8 12 26,9
2 2
fc
c
w tm r mm
140 8030
2 2
cb we mm
2 2
,
0
12 2350,25 0,25 8460 /
1,0
fc yc
pl fc
M
t fm Nmm mm
Column
Equivalent T-stub in tensionFt
m e
leff
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General data
+ +
+ +
15
3
IPE220120
60 10
8030 30
240
4 M16 8.8
140
u=10=60
5
w=
9,2220 10 60 165,4
2 2
fb
b
tz h u p mm
6,
,
0
285.406 235 10(classe 1 section) 67,07
1,0
pl yb yb
c Rd
M
W fM kNm
Lever arm
Beam
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General data
2 2
,
0
15 2350,25 0,25 13.218 /
1,0
p yp
pl p
M
t fm Nmm mm
mp
mp2
80 5,90,8 2 0,8 2 3 33,66
2 2
wbp w
w tm a mm
2 0,8 2 60 10 9,2 0,8 2 5 35,14p fb fm p u t a mm
140 8030
2 2
p
p
b we mm
End plate
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General data
5,5
1
33,660,53
33,66 30
p
p p
m
m e
22 35,14 0,55
33,66 30p
p p
mm e
Alpha factor for effective lengths
End plate
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General data
3
,0,9 0,9 800 157 10 90,43
1,25
ub st Rd
Mb
f AF kN
3
,
0,6 0,6 800 157 10(shear plane in thread) 60,3
1.25
ub sv Rd
Mb
f AF kN
1
0,5 12 15 10 14,8 2 4 47,42
b fc p bolt nut L t t h h mm
Bolts
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Component No 1
Column web in shear
Vwp
Vwp
F
M
z
F
3
,,
0
0,9 0,9 1307,6 235 10 159,7
3 3 1,0vc y cw
wc Rd
M
A fV kN
Assumption : 1
,
,1
159,7
159,71
wc Rd
Rd
V
F kN
1
0,38 0,38 1307,63,004
1 165,4
vcAk mmh
Resistance
Stiffness coefficient
Transformation parameter
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Component No 2
Column web in compression
, , min 2 2 2 5 ; 2 5
min 9, 2 2 5 2 2 15 5 12 12 ; 9, 2 5 2 15 10 5 12 12 161, 27
eff c wc fb f p fc fb f p fcb t a t t s t a t u t s
mm
, ,Assumption : min 1,0; 1,7 / 1,0wc com Ed y wck f
, , ,
2
161,27 92 2350,932 0,932 0,543 0,673 1,0
210000 7 7
eff c wc c y wc
p
wc
b d f
E t
1 2 2
, ,
1 10,713
1 1,3 161,27 7 1307,61 1,3 /eff c wc w c vcb t A
3
,2 , , , 1/ 1 0,713 1 161,27 7 235 10 1,0 189,1Rd wc eff c wc wc y wc MF k b t f kN
Resistance
Reduction factors to account for compression stresses and instability
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Component No 2
Column web in compression
F
F k Ei i i
, ,
2
0,7 0,7 161,27 78,589
92
eff c wc wc
wc
b tk mm
h
Stiffness coefficient
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Component No 3
Column web in tension
, , min 2 ; 4 1,25 min 2 26,9;4 26,9 1,25 30 145,10eff t wcb m m e mm
1 2 2
, ,
1 10,749
1 1,3 145,1 7 1307,61 1,3 /eff t wc wc vcb t A
3
,3 , , , 0/ 0,749 145,1 7 235 10 1,0 178,7Rd eff t wc wc y wc MF b t f kN
, ,
3
0,7 0,7 145,1 77,728
92
eff t wc wc
wc
b tk mm
h
Resistance
Stiffness coefficient
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Equivalent T-stub in tension
Component No 4
Column flange in bending
Component No 5 End plate in bending
F /4t
Ft
F /4t
F /4t
F /4t
m e
leff
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T-stub
Effective length
Distinction between circular and non-circular yield line patterns
Circular patterns Non-circular patterns
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T-stub
Effective length
Groups effects to consider in addition to the individual response of each bolt-row
Group 1+2 Group 2+3 Group 1+2+3
Row 1
Row 2
Row 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
,3 ,3, ,3, ;( )
Rd Rd indiv Rd groupF min F F
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Bolt rows consideredIn this example: only bolt row 1 is considered for tension forces
+ +
+ +
M
V
15
3
PE220EB140
120
60 10
8030 30
240
4 M16 8.8
140
u=10=60
5
w=
Row 1
Row 2
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Component No 4
Column flange in bending
, , , , 145,1 (see column web in tension)eff t fc eff t wcl b mm
min ;1, 25 ; / 2 min 30;1, 25 26,9;30 30pn e m b w mm
Resistance
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3
, , , , 3, , 2
2 2 2 145,1 8460 2 90,4 10 30 10 138,5
26,9 30eff t fc pl fc t Rd
fc Rd t
l m B nF kN
m n
, , 3 ,2 2 90,43 180,9fc Rd t t RdF B kN
Mode 1 - Complete yielding of the flange
Mode 2 - Bolt failure with yielding of the flange
Mode 3 - Bolt failure
Component No 4
Column flange in bending
, , , 3
, , 1
4 4 145,1 846010 182,5
26,9
eff t fc pl fc
fc Rd t
l mF kN
m
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Component No 4
Column flange in bending
,4 , , 1 , , 2 , , 3min ; ; 138,5Rd fc Rd t fc Rd t fc Rd tF F F F kN
3 3, ,
4 3 3
0,9 0,9 145,1 12
11,5926,9
eff fc t fcl t
k mmm
Resistance
Stiffness coefficient
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Component No 5
End plate in bending
, , min 2 ; min 2 33,66; 5,5 33,66 185eff t p p pl m m mm
min ;1,25 ; min 30;1,25 33,66;30 30p p pn e m e mm
, , , 3
, ,1
4 4 185 13.218Mode 1: 10 291
33,66
eff t p pl p
ep Rd
p
l mF kN
m
3, , , , 3
, ,2
2 2 2 185 13.218 2 90,43 10 30Mode 2: 10 162,1
33,66 30
eff p t pl p t Rd p
ep Rd
p p
l m B nF kN
m n
,5 , ,1 , ,2 , ,3min ; ; 162,1Rd ep Rd ep Rd ep RdF F F F kN
Resistance
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Component No 5
End plate in bending
3 3, ,
5 3 3
0,9 0,9 185,0 1514,73
33,66
eff t p p
p
l tk mm
m
Stiffness coefficient
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Component No 7
Beam flange and web in compression
,7 , 367,07
/ 318,2210,8 10
Rd c Rd b fbF M h t kN
7k
Resistance
Stiffness coefficient
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Component No 8
Beam web in tension
, , , , 185eff t wb eff t pb l mm
3
,8 , , 0/ 185 5,9 235 10 1, 0 256,5Rd eff t wb wb yb MF b t f kN
8k
Resistance
Stiffness coefficient
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Component No 10
Bolts in tension
,10 ,2 2 90,43 180,9Rd t RdF B kN
10
1571,6 1,6 5,30
47,4
s
b
Ak mm
L
Mode 3 in T-stubs for components:
column flange in bending
end plate in bending
Resistance
Stiffness coefficient
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Mj,Rd
Design moment resistance
,min 138,5 (Column flange in bending)Rd Rd iF F kN
3
, 138,5 165,4 10 22,91j Rd RdM F z kNm
, , ,
215,27
3j el Rd j RdM M kNm
Design plastic moment resistance
Relevant component
Design elastic moment resistance
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Stiffness
Sj,ini2 6
2
,
210000 165,4 10/ 1 6234 /
1 1 1 1 1 1
3,004 8,589 7,728 11,59 14,73 5,30
j ini i
i
S E h k kNm rad
, / 2 3117 /j j iniS S kNm rad
Initial stiffness
Secant stiffness
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Design moment-rotation characteristic
M
Sj,ini
Sj,ini
SjS
j= /
Ersatzsteifigkeit:
Mj,Rd
2/3Mj,Rd
Secant stiffness
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Design of Structural
Steel Joints
Introduction
Integration of joints into
structural design process
Moment resistant joints
Simple joints
Design tools
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Nominally pinned joints
Braced frame
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Nominally pinned joints
V 0 M = 0
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Design of simple joints
ECCS Publication No 126 (EN)
Background information
Design guidelines
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Classification and modelling of joints
Limits for classification of joints by stiffness
Nominally pinned
Semi-rigid
RigidMj
Initial stiffness of the joint
Sj,ini
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Classification and modelling of joints
Sj,ini
Limits for classification of joints by stiffness
Nominally pinned
Semi-rigid
RigidMj
Initial stiffness of the joint
Semi-rigid joints :
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Classification and modelling of joints
As an alternative to a semi-continuous modelling (semi-rigid joints), is it safe to
model the joints as nominally pinned whilst they are actually semi-rigid?
Semi-rigid Sj,ini> 0,5EIb/Lb
Partial strength Mj,Rd> 0,25 Mfull-strength
Nominally pinned Sj,ini= 0
Nominally pinned Mj,Rd= 0??
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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
VRd
V
MYielding criterionMRd
Supposed
loading path
Actual loading
path
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Supplementary design requirement
Sufficient resistance to catenary effects so as to provide required structural
robustness
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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
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Partial depth end-plate
Strength requirement
Use of component method for the assessment of VRd
Assessment of the strength of all the constitutive
components of the joint
+
Assembly of these components
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Partial depth end-plate
Rotation capacity requirement
Bending moment
Rotationavail
Contact between
supported beam and
supporting element
Compression force
Bending
moment
Bolts in tension
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Partial depth end-plate
Rotation capacity requirement
hp
he
tp
hbdb
avail
p bh d
p
availe
t
h
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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
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Partial depth end-plate
Ductility requirements
Prevent premature collapse of the bolts
2,8 yp
p ub
fd
t f
2,8 ycf
p ub
fd
t f for the supporting column
d and fub : diameter and tensile strength of bolts
for the end-plate
Yielding of end-plate prior to tensile fracture of bolts
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Design of Structural
Steel Joints
Introduction
Integration of joints into
structural design process
Moment resistant joints
Simple joints
Design tools
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Practical design tools
Tables of standardized joints
Dedicated software
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Worked Example Configuration Beam IPE 500
Column HEA 340
End plate connection
Design assumption
Rigid joint
Frame analysisMEd = 220 kNm
CoP software used for this example: http://cop.fw-ing.com
8/21/2019 07 Eurocodes Steel Workshop WEYNAND
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Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Design resistance: MRd = 196 kNm < 220 kNm
Classification: Semi-rigid
Failure mode: Column web in compression
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Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Failure mode:
End plate in bending
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Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Failure mode:
Column web panel in shear
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Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Failure mode:
Column web panel in shear
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Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Failure mode:
Column web panel in shear
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Design of Structural
Steel Joints
Dr. Klaus WeynandFeldmann + Weynand GmbH, Aachen, Germany
Prof. Jean-Pierre JaspartUniversity of Lige, Belgium