Bolts, welds,
column base
František Wald
Czech Technical University in Prague
Eurocodes - Design of steel buildings with worked examples
Motivation
To present
o Content/principles
o Selected particularities
o Questions
To offer
o Worked examples
for design according to EN1993-1-8: 2005 of
Bolts
Welds
Column bases
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Scope of the lecture
Bolts
o General
o Design resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
o Design model
o Design example
o Welding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
oGeneral
oDesign resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked examples
o Summary
Welds
o General
o Fillet weld
o Design model
o Design example
o Welding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Connections made with bolts, rivets or pins
in EN1993-1-8: 2005
3.1 Bolts, nuts and washers
3.1.1
3.1.2
pg.
General
Preloaded bolts
3.2 Rivets
3.3 Anchor bolts
3.4 Categories of bolted connections
3.4.1
3.4.2
Shear connections
Tension connections
3.5 Positioning of holes for bolts and rivets
3.6 Design resistance of individual fasteners
3.6.1
3.6.2
Bolts and rivets
Injection bolts
3.7 Group of fasteners
3.8 Long joints
3.9 Slip resistant connections using 8.8 or 10.9 bolts
3.9.1
3.9.2
3.9.3
3.10
3.10.1
3.10.2
3.10.3
3.10.4
3.11
3.12
3.13
3.13.1
3.13.2
20
20
20
20
21
21
21
21
23
24
24
28
29
29
30
Design Slip resistance
Combined tension and shear
Hybrid connections
30
31
31
Deductions for fastener holes
31
General
Design for block tearing
Angles connected by one leg and other unsymmetrically connected members in tension
Lug angles
31
32
33
34
Prying forces
Distribution of forces between fasteners at the ultimate limit state
Connections made with pins
34
34
35
General
Design of pins
35
35
Eurocodes - Design of steel buildings with worked examples
Bolt standards
EN 15048
Non-preloaded structural bolting assemblies
o Part 1: General requirements
o Part 2: Suitability test
EN 14399
High-strength structural bolting for preloading
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
High-strength structural bolting for preloading
EN 14399
Part 1: General requirements
Part 2: Suitability test for preloading
Part 3: System HR — Hexagon bolt and nut assemblies
Part 4: System HV — Hexagon bolt and nut assemblies
Part 5: Plain washers
Part 6: Plain chamfered washers
Part 7: System HR – Countersunk head bolt and nut assemblies
Part 8 : System HV – Hexagon fit bolt and nut assemblies
Eurocodes - Design of steel buildings with worked examples
Part 3: System HR —
Hexagon bolt and nut assemblies
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Part 4: System HV —
Hexagon bolt and nut assemblies
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Mechanical properties
EN ISO 898-1, Mechanical properties of fasteners made of carbon steel and alloy
steel — Part 1: Bolts, screws and studs (ISO 898-1:1999)
EN 20898-2, Mechanical properties of fasteners — Part 2: Nuts with specified
proof load values — Coarse thread (ISO 898-2:1992)
EN ISO 3506-1, Mechanical properties of corrosion-resistant stainless-steel fasteners —
Part 1: Bolts, screws and studs (ISO 3506-1:1997)
EN ISO 3506-2, Mechanical properties of corrosion-resistant stainless-steel
fasteners — Part 2: Nut (ISO 3506-2:1997)
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Material
Bolts made of carbon steel and alloy steel:
4.6, 4.8, 5.6, 5.8, 6.8, 8.8, 10.9
Nuts made of carbon steel and alloy steel:
Bolts made of austenitic stainless steel:
4, 5, 6, 8, 10, 12
50, 70, 80
Nuts made of austenitic stainless steel:
50, 70, 80
Washers (if appropriate) according to
hardness class HV 100 or HV 200
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
EN 1993-1-8
Material Properties
Nominal values for bolts
fyb is yield strength
fub is ultimate tensile strength
Bolt class
4.6
4.8
5.6
5.8
6.8
8.8
10.9
fyb
(N/mm2)
240
320
300
400
480
640
900
fub
(N/mm2)
400
400
500
500
600
800
1000
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Holes
o Normal
+1 mm for M 12
+2 mm for M 16 up M 24
+3 mm for M 27 and bigger
o Oversized with 3 mm (M12) up 8 mm (M27)
o Slotted (elongated)
o Close fitting – flushed bolts
for bolt M20 must be the clearance d < 0,3 mm
EN 1090-2 Execution of steel structures and aluminium structures –
Part 2: Technical requirements for steel structures
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
oGeneral
oDesign resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
o Design model
o Design example
o Welding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Resistance in shear in one shear plane
Fv, Rd 
 v A fub
 M2
where the shear plane
passes through the unthreaded portion of the bolt
v = 0,6
A
fub
γM2
is the gross cross section of the bolt
is ultimate tensile strength for bolt
s partial safety factors for resistance of bolts
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Resistance in shear in one shear plane
 v A fub
 M2
where the shear plane
passes through the threaded portion of the bolt
Fv, Rd 
- for classes 4.6, 5.6 and 8.8:
v = 0,6
- for classes 4.8, 5.8, 6.8 and 10.9
v = 0,5
A
fub
γM2
is the tensile stress area of the bolt As
is ultimate tensile strength for bolt
s partial safety factors for resistance of bolts
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Resistance in bearing
Fb,Rd 
d0
k1 ab d t fu
 M2
where b is the smallest of d, fub or 1,0
fu
d
e1
p1
In the direction of load transfer
p1
1
e1



,
for
inner
bolts
d
- for end bolts:  d 
3 d0 4
3 d0
Perpendicular to the direction of load transfer
e2
 1,7 or 2,5
d0
e
- for inner bolts k1 is the smallest of 1,4 2  1,7 or 2,5
d0
- for edge bolts k1 is the smallest of 2,8
Fb.Sd
Eurocodes - Design of steel buildings with worked examples
Bearing of Plate and Bolt
Inner bolt
Outer bolt
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Resistance in Bearing
Load on a bolt not parallel to the edge
the bearing resistance may be verified separately
for the bolt load components parallel and normal to the edge
R 10
20
30
e1 40
p 1 60
e1 40
tw
5,6
IPE 200
P 10 - 140 x 100
M 20 - 5.6
L 140
tp
10
10
50
10
in oversized holes reduce bearing by 0,8
4
4
VSd = 110
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Influence of distances to force
Fb ,Rd 
k1  b d t fu
 M2
Prallel to acting force
e1




3 d0




p
1

 0 ,25 
3 d

 b  min  0



fub


fu






1


e1 p1 p1 e1
e2
e
p2
a
p2
e2
F
a
e
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Perpendicular to acting force
Fb ,Rd 
k1  b d t fu

2 ,8



k1  min 1,4




 M2
e2

 1,7 
d0


p2

 1,7 
d0



2 ,5

e1 p1 p1 e1
e2
e2
p2
a2
p2
e2
F
a2
e2
WE
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
e1 p1 e1
Influence of distances
e1 =
p1 =
e2 =
p2 =
e2
p2
e2
Nomimal transversal distances:
e1 = 1,2 d0
p1 = 2,2 d0
e2 = 1,2 d0
p2 = 2,4 d0

2 ,8



k1  min 1,4




e2

 1,7 
d0


p2

 1,7   min
d0



2 ,5

End bolts  b  e1  1,2 d 0  0 ,400
Fb ,Rd 
Internal bolts
Fb ,Rd 
3 d0
3 d0
2 ,2 d 0
p
 b  1  0 ,25 
 0 ,25  0 ,483
3 d0
3 d0
F
1,2 d 0


2
,
8

1
,
7


d0




2 ,4 d 0


 1,7   min
1,4
d0






2 ,5


k1 ab d t fu
 M2
k1 ab d t fu
 M2


1,66  0 ,400 d t fu
 M2
1,66  0 ,483 d t fu
 M2
1,66






1,66  1,66




 2 ,5 


 0 ,664
 0 ,802
d t fu
 M2
d t fu
 M2
WE
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
e1 p1 e1
Sum
e2
p2
e2
F
e1 = 1,2 d0
p1 = 3,0 d0
e2 = 1,5 d0
p2 = 3,0 d0
Sum of resistances
Fb,Rd  2  1,875
Minimal resistance
Fb,Rd  4  1,0
d t fu
 M2
d t fu
 M2
 2  1,00
 4 ,0
d t fu
 M2
d t fu
 M2
 5,75
d t fu
 M2
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Pitch distances
Min
p1 = 2,2 d0
p2 = 2,4 d0
optimum e1 from 1,2 d0 to 1,45 d0
e2 = 1,2 d0
Fb ,Rd 
Large
p1 = 3,75 d0
p2 = 3,0 d0
e1 = 3,0 d0
e2 = 1,5 d0
k1 ab d t fu
 M2
Fb ,Rd 

1,66  0 ,483 d t fu
k1 ab d t fu
 M2
 M2

2 ,5 1,0 d t fu
 M2
 0 ,802
 2 ,5
d t fu
 M2
d t fu
 M2
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Steel S690
Experiment bolts M12 10.9 minimal and maximal pitch
B1
B3
B2
B1
B3
B3
B2
B3
B2
B1
B2
Last-Verformungskurve
Versuch VL-100-220-385
Last-Verfromungskurve
Versuch VL-240-320-385
350
500
Fu = 297kN
B1
 = 27%
250
400
Fb,R,max = 426
Fb,R = 234kN
200
Kraft Fx [kN]
Kraft Fx [kN]
Fu,test =
432kN
Fv ,R = 438
300
150
300
200
100
100
50
0
0
e1 = 1,0 d0 < min. e1 = 1,2 d0
Comparison to EN
2
4
6
8
Verformung ux [mm]
e1 and p1 min.
e1 and p1 max.
10
0
12
0
e1 = 2,4d0 and p1 = 3,2 d0
Fu/FEN3 = 1,27
Fu/FEN3  1,02
2
4
6
8
10
Verschiebung ux [mm]
University of Dortmund,
Institute of Steel Structures
12
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Numerical model
•
Good agreement
•
Diffference D=5,5%
Comparison of simulation VL-100-220-385
University of Dortmund,
Institute of Steel Structures
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
oGeneral
oDesign resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
o Design model
o Design example
o Welding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Bearing resistance in slotted holes
Loaded perpendicular
to the long direction of the slot
60% of resistance in circular holes
22
18
18
40 40 8 16 8
40 40 8 16 8
M 16
M 16
10
35
50
25
10
35
50
25
110
110
Force, F, kN
200
180
Circular holes, (test 1c-16-1-d+2)
160
140
120
100
Slotted holes, (test 5c-16-1-d+2,5)
80
60
40
20
0
Displacement , mm
0
5
10
15
20
25
30
35
40
45
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
oGeneral
oDesign resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
o Design model
o Design example
o Welding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Block tearing
Failure in shear at the row of bolts
along the shear face of the hole group
accompanied by
Tensile rupture
along the line of bolt holes
on the tension face of the bolt group
N Ed
N Ed
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Test
Orbison J.G., Wagner M. E., Fritz W.P. 1999, Tension plane behavior in single-row bolted
connections subject to block shear, Journal of Constructional Steel Research, 49,
225 – 239
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
FE model
Rupture
Topkaya C., 2004, A finite element parametric study on block shear failure of steel
tension members, Journal of Constructional Steel Research, 60, 1615 – 1635,
ISSN 0143-974X.
Eurocodes - Design of steel buildings with worked examples
Design model
Symmetric bolt group subject to concentric loading
Veff,1,Rd = fu Ant / M2 + (1/√3) fy Anv / M0
Ant net area subjected to tension
Anv net area subjected to shear
Eccentric loading
Veff,2,Rd = 0,5 fu Ant / M2 + (1/√3) fy Anv / M0
Brussels, 16 - 17 October 2014
WE
Worked Example – Angle connected by one leg
P10; 1.4401
Eurocodes - Design of steel buildings with worked examples
70
40
35
25
Brussels, 16 - 17 October
35 2014
240
Worked Example - Angle100
70
L - 100 x 100 10
materiál 1.4401
30 + 7 x 30 +30
8 x M16; 70
60
240
In plate (staggered rows)
Veff,1,Rd 
fu A nt 1
A

fy nv
γM2
3 γM0
2  240  7  18  1  9  10
0,5  530  35  2  9   10 1


220

 36  362  397 kN
3
3
1,25  10
1,0  10
3
In angle (staggered rows)
0,5 fu,p A nt 1
A
Veff,2,Rd 

fy,p nv
γM2
γM0
3


240  4  18 10
0,5  530  60  18  9   10 1


220

 70  175  245 kN
3
3
1,25  10
1,0  10
3
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Worked example –
Fin plate connection
3 x M20, 8.8
P10 - 230 x 110
meteriál S235
35
IPE 300
S235
10
45
70
230
70
VSd = 100 kN
45
5
50 50
60
HEA 200
S235
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Worked Example – Fin Plate connection
Shear Resistance
80
45
70
70
230
70
70
45
50
50
VRd,11 
0,5 fu,b1 Ant
 M2

A
1
fy,b1 nv  0,5  360  50  11  7,1  1  235  220  2  22  11  7,1
 M0
3
1,25  103
1,0  103
3
 39,9  159 kN  199 kN
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Worked example – Fin plate,
Tying resistance
45
70
70
70
70
45
50
In beam web
NRd,u,6 
fu,b1 Ant
 M,u
50
360  7,1140  2  22 1
2  7,150  11
Anv
1


 235 

fy,b1
1,1
1,0
 M0
3
3
 223  75.1  298 kN
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
oGeneral
oDesign resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
o Design model
o Design example
o Welding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Bolted connection of double angle bar
N Ed
45
e 2 =35
2× L80 × 6
40 70
e1
70
p1
70
70 40
6
6
8
Bolts M20 class 5.6 fully treated
Loading NEd = 400 kN
Angle net section
Nu,Rd 
0,9 Anet fu
 M2

0,9  2  935  22  6   360
 416,3 kN  NEd  400 kN
1,25
Satisfactory
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Bolted connection of double angle bar
N Ed
45
e 2 =35
2× L80 × 6
40 70
e1
70
p1
70
70 40
6
6
8
Bolts in shear
Two shear planes
Shear in bolt thread
Resistance for one bolt
Fv.Rd  2
 v As fub
0,6  245  500
 2
 117,6 kN
 M2
1,25
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Bolted connection of double angle bar
N Ed
45
e 2 =35
2× L80 × 6
40 70
e1
70
p1
70
6
70 40
6
8
Bearing of end bolt


e
35


k1  min 2,8 2  1,7; 2,5   min 2,8 
 1,7; 2,5   min2,75; 2,5 
d0
22




 e1 
 40 
0,606
3 d 
 3 22 


0






 fub 
 500 

 b  min
  min
  min1,389   0,606
f
360
u












 1,0 
 1,0 
 1,0 




Fb,Rd 
k1  d t fu 2,5  0,606  20  8  360

 87,3 kN

1,25
k1  2,5
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Bolted connection of double angle bar
N Ed
45
e 2 =35
2× L80 × 6
40 70
e1
70
p1
70
70 40
6
6
8
Bearing of internal bolt


e
35


k1  min 2,8 2  1,7; 2,5   min 2,8 
 1,7; 2,5   min2,75; 2,5 
d0
22




1
1
 p1
 70
0,811
3 d  4 
 3 22  4 


0






 fub 
 500 

 b  min
  min
  min1,389  0,811
fu


 360 








 1,0 
 1,0 
 1,0 




Fb,Rd 
2,5  0,811 20  8  360
 93,4 kN
1,25
k1  2,5
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Bolted connection of double angle bar
Check of bolts
Shear resistance
Bearing resistance – end bolt
Bearing resistance – internal bolt
117,6 kN
87,3 kN
93,4 kN
Shear is not guiding the resistance, e.g. bearing as sum
For connection with five bolts
87,3  3  94 ,3  87,3  457,5 kN  400 kN  NEd
Satisfactory
Conservatively elastic (minimal) resistance
Lower resistance from bearings
5  87,3  436,5 kN  400 kN  NEd
Unsatisfactory
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
oGeneral
oDesign resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
o Design model
o Design example
o Welding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Summary for bolted connections
o Connections made with bolts, rivets or pins
in Chapter 3 of EN 1993-1-8
o Non-preloaded bolts
o Preloaded bolts
preload (0,7 fub)
o Injection bolts
replacement of rivets; bolts 8.8 and 10.9
o Pins
including serviceability
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Future?
Advanced models
of bolted connections
o FEM research models
o Validated on experiments
o FEM design models
o Verified against
analytical and numerical models
o Bars and springs model
o In tension – stiffness, resistance
o In shear - contact
Fan model
of bolts
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
o General
o Design resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
oDesign model
oDesign example
oWelding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Welded connections in EN1993-1-8: 2005
4.1 General
4.2 Welding consumables
4.3 Geometry and dimensions
4.3.1
4.3.2
4.3.3
4.3.4
4.3.5
4.3.6
Type of weld
Fillet welds
Fillet welds all round
Butt welds
Plug welds
Flare groove welds
4.4 Welds with packings
4.5 Design resistance of a fillet weld
4.5.1 Length of welds
4.5.2 Effective throat thickness
4.5.3 Design Resistance of fillet welds
4.6 Design resistance of fillet welds all round
4.7 Design resistance of butt welds
4.7.1 Full penetration butt welds
4.7.2 Partial penetration butt welds
4.7.3 T butt joints
4.8 Design resistance of plug welds
4.9 Distribution of forces
4.10
4.11
4.12
4.13
4.14
Connections to unstiffened flanges
Long joints
Eccentrically loaded single fillet or single sided partial penetration butt welds
Angles connected by one leg
Welding in cold-formed zones
38
38
38
38
38
40
40
41
41
41
42
42
42
42
44
45
45
45
45
45
46
46
48
48
48
49
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Electrode classification
EN 499 classification of carbon and low alloy steel electrodes
Covered electrode / manual metal arc welding
Strength & elongation
Impact properties (47J at 0oC)
Type of electrode covering (rutile-cellulosic)
Recovery and type of current
Welding position (all positions)
E 38 0 RC 1 1
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
o General
o Design resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
oDesign model
oDesign example
oWelding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Fillet welds –
Definition of effective throat thickness a
The effective throat thickness
of a fillet weld
should not be less than 3 mm
Eurocodes - Design of steel buildings with worked examples
Design Model of Fillet Welds
a
effective throat thickness of the fillet weld
┴
║
┴
║
normal stresses perpendicular to the throat
normal stresses parallel to the axis of weld (omitted)
shear stresses perpendicular to the axis of weld
shear stresses parallel to the axis of weld
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Plane Stresses
Huber-Mises-Henckey condition of plasticity (HMH)
o Triaxial state of stress (needed exceptionally only)
z
o Plane state of stress (needed very often)
x2 + z2 - x2 z2 + 32 ≤ (fy / M) 2
x
o Uniaxial state of stress (from the material tests)
 ≤ fy / M0
 ≤ fy / (M0 √3)
53
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Design Resistance of Filet Weld

 2^  3  2^   2II

^
fu
 f u b w  Mw 
 f u  Mw
Ultimate tensile strength of connected material
bw Correlation factor
γ Mw Partial safety factor for material of welds
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Correlation factor bw for fillet welds
Standard and steel grade
EN 10025
EN 10210
EN 10219
Correlation factor
βw
S 235
S 235 W
S 235 H
S 235 H
0,80
S 275
S 275 N/NL
S 275 M/ML
S 275 H
S 275 NH/NLH
S 275 H
S 275 NH/NLH
S 275 MH/MLH
0,85
S 355
S 355 N/NL
S 355 M/ML
S 355 W
S 355 H
S 355 NH/NLH
S 355 H
S 355 NH/NLH
S 355 MH/MLH
0,90
S 420 MH/MLH
1,00
S 460 NH/NLH
S 460 MH/MLH
1,00
S 420 N/NL
S 420 M/ML
S 460 N/NL
S 460 M/ML
S 460 Q/QL/QL1
S 460 NH/NLH
55
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
o General
o Design resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
oDesign model
oDesign example
oWelding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Two fillet welds in parallel shear
  F 2a l
From plane stress analysis is
F 2a l  fu
Throat
thickness, not
leg length
b

w Mw
3

WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Fillet weld in normal shear
 II  0
^   ^   R
2
Ignored parallel fillet
weld
Has to be satisfied
2^  3 2^  f u b w  Mw 
After substitution

R
 
2


2
2 +3 R
R  f u b w  Mw 2

2
2 2R  f u b w  Mw 
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Connection of cantilever
Shear force
V
Sd
= FSd.
Transferred by web II = FSd 2 a h
fillets
M Sd = F Sd e
Bending moment
Transferred by the shape of .weld
Centre of gravity, Iwe and cross section modulus W we
For weld at lower flange cross section modulus W we,1 and stress is
(
 ^1 =  ^1 = M Sd
)
2 W we ,1
For upper weld on flange is
(
 ^ 2 =  ^ 2 = M Sd
)
2 W we , 2
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Flange - web weld
Welds are loaded by longitudinal shear force
Vl
V l = V Sd S I
where VSd shear force
S
I
VSd
static moment of flange to neutral axis
moment of inertia
This longitudinal force is carried by two welds effective thickness a
Shear stress
 II = V l 2 a  f u b w  Mw 3
Maximum stress is at the point of maximum shear force
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
o General
o Design resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
oDesign model
oDesign example
oWelding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Welds to flexible plate
Effective width
of unstiffened column flanges
t fb
EN 1993-1-8 Chapter 4.10
beff  t wc  2 s  7 t fc
 t fc 2   fyc 


beff  t wc  2 s  7 


 t fb   fyb 
twc
tfc
tfb
s
thickness of column web
thickness of column flange
thickness of beam flange
equal to fillet radius rc
for hot rolled column sections
rc
t fc
t wc
beff
σ
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Effective Width
Unstiffened column flanges
In EN1993-1-8 Clause 6.2.4.4
Ft,fc,Rd  t wc  2 s  7 k t fc 
 fyc t fc 
k  min 
; 1
f t

yb
fb


twc
tfc
tfb
s
t fb fyb
 M0
is thickness of column web
thickness of column flange
thickness of beam flange
is equal to fillet radius rc for hot rolled column sections
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
o General
o Design resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
oDesign model
oDesign example
oWelding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Summary
o Chapter 4 in EN1993-1-8: 2005
o Rules for connection of open sections
o Chapter 7 in EN1993-1-8: 2005
o Rules for connection of hollow sections
o New rules for high strength steels
o Size of welds
o Weld design for full resistance
Brussels, 16 - 17 October 2014
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Weld design for full resistance
Loading by normal by connecting member
Not directly in code
t
a  0,7
fu /  Mw
σ = FSd / (t h)
FSd is the acting design force
fu is plate design strength
t is the thinness of connecting plate
b is width of connecting plate
^
^
w

FSd
t
Full capacity of a plate the thickness for steel S235
a  0,7
( fy /  M0 ) t
fu /  Mw
(235 / 1,0) t
 0,7
 0,47 t  0,5 t
360 / 1,25
66
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Weld design for full resistance
Loading by shear force by connecting member

 = VSd / (t h)
VSd
is the design shear force in weld

VSd
h
t
For full capacity of a plate thickness S235
fy /( 3  M 0 ) t
t
235 /(1,0 3 ) t
a  0,85
 0,85
 0,85
 0,33 t  0,3 t
fw /  Mw
fu /  Mw
360 / 1,25
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Weld Design
or Full Resistance of Connecting Members
Loading by normal force
 0,5 t
Loading by shear force
 0,3 t
Compare to AISC is less economical design
AISC – LRFD – matching with SMAW
fy
(N/mm2)
EN1993-1-8: 2005
fEXX
a
Steel grade
fw.u.side
(N/mm2)
a
235
60 – 414
70 – 483
0,37 t
0,33 t
S235
208
0,37 t
355
70 – 483
0,49 t
S355
262
0,45 t
420
80 – 552
0,51 t
S420 M
S420 N
230
240
0,61 t
0,58 t
485
90 – 621
0,52 t
S460 M
S460 N
245
254
0,63 t
0,61 t
(ksi – N/mm2)
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
o General
o Design resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
o Design model
o Design example
o Welding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Column bases in chap. 6 of EN 1993-1-8: 2005
Unfortunately in 6 clauses
o Resistance in cl. 6.2.8, cl. 6.2.5(7)
o Stiffness in cl. 6.3.1(4)
o Classification in cl. 5.2.2.5
o Component concrete block in compression
and base plate in bending in cl. 6.7(2)
o Component anchor bolt in tension
and base plate in bendingin cl. 6.2.6.11(2)
o Component anchor bolt in shear cl. 6.2.2(6)
70
Eurocodes - Design of steel buildings with worked examples
Component method
cl. 6.2.8
Brussels, 16 - 17 October 2014
Anchor bolts in tension
and base plate in bending
Concrete block in compression
and base plate in bending
Components
o Concrete block in compression
and base plate in bending
o Anchor bolt in tension
and base plate in bending
Anchor bolts in shear
o Component anchor bolt in shear
o Column web and flange in compression
Column web in shear
71
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Background materials
Wald F., Sokol Z., Steenhuis M. and Jaspart, J.P.,
Component Method for Steel Column Bases,
Heron. 2008, vol. 53, no. 1/2, 3-20, ISSN 0046-7316
Steenhuis M., Wald F., Sokol Z. and Stark J.W.B.,
Concrete in Compression and Base Plate in Bending,
Heron. 2008, vol. 53, no. 1/2, 51-68, ISSN 0046-7316.
Wald F., Sokol Z. and Jaspart J.P.,
Base Plate in Bending and Anchor Bolts in Tension,
Heron, 2008, vol. 53, no. 1/2, 21-50, ISSN 0046-7316.
Gresnight N., Romeijn A., Wald F., and Steenhuis M.,
Column Bases in Shear and Normal Force,
Heron, 2008, vol. 53, no. 1/2, 87-108, ISSN 0046-7316.
EN 1992-4 Eurocode 2:
Design of concrete structures — Part 4: Design of Fastenings for Use in Concrete
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
o General
o Design resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
o Design model
o Design example
o Welding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Component
Concrete in compression and base plate in bending
Design principles
Column flange
FSd
• 3D behaviour od concrete D
• Design bearing strength of the joint fjd
• Flexible base plate on concrete block
• Effective rigid area under the flexible plate Aeff
t
L
• Deformation of concrete block
Base plate
• Stiffness coefficient for concrete deformation under the flexible plate kc
Wald F., Sokol Z., Steenhuis M. and Jaspart, J.P.,
Component Method for Steel Column Bases, Heron 53 (2008) 3-20.
74
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
3D behaviour
Concentrated force for at concrete resistance FRd,u
o Design bearing strength of joint cl. 6.2.5(7)
o Area of crushing of the concrete Ac0
o According to cl. 6.7(2) in EN 1992-1-1
FRd,u  Ac0 fcd
Ac1
 3,0 Ac0 fcd
Ac0
Load axes
Ac0 = b1 d1
Ac1 = b2 d2
h  b2 – b1; h  d2 – d1
3  b1  b2 a 3  d1  d2
h
75
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Cursing of the concrete
cl. 6.7(2) in EN 1992-1-1
Area
Homogenous forces on
area Ac0
Load axes
Area
h
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Concrete design strength in joint
f jd 
b j FRdu
bef lef
b j Ac0 fcd

Ac0
Ac1
Ac0
 b j fcd
Ac1 3,0 Ac0 fcd

 3,0 fcd
Ac0
Ac0
bj = 2/3 is joint coefficient
Fcd is concrete compressive strength
Load axes
h
77
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
F
Flexible base plate on concrete
block
Column
FRd
Sd
o Effective rigid plate
o Elastic deformation of plate only
c
tw
c
t
L
Base plate
Elastic bending moment of the base plate per unit length is
1 2 fy
′
M = t
6 γM0
and the bending moment per unit length on the base plate of span c and
loaded by distributed load is
1 2
M′ = fj c
2
where fj is concrete bearing strength
fj
t
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Effective width of flexible plate c
c
c
Effective width c  t
fy
c
3 f jd  M0
where
t is the plate thickness
fy is the base plate yield strength c
fjd is the design bearing strength cof the joint
c
M0 is the partial safety factor for concrete
c
c
Ap
A eq
Effective
area
c
c
c
A
c
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Stiffness
F  ar
0,85 F


Deformation of an elastic hemisphere  r 
E
E c arl L
cfl
x

Stiffness coefficient
Width of effective T stub ar
in elastic stage
E Ip
E c aeq,el L
E c aeq,el L
F
kc 


 E 1,5  0,85 E
1,275 E
aeq,el  t w + 2 ,5 t  aeq,st =
= tw + 2 c = tw + 2 t
fy
3 f jd  M0
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Validation to experiments
Force, kN
1800
F
1600
Calculated strength
1400
t
Experiment
Concrete and grout
Concrete
1200
1000
800
Prediction based on local and global deformation,
600
400
Prediction based on local deformation only
200
0
0
0,1
0,2
0,3
0,4
0,5
0,6
0,7 Deformation, mm
tw
d
L
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Lower nut
Influence of grout
o Grout higher quality than concrete block
b1 = 2/3  1,0
Packings
o Grout lower quality than concrete block
o Model as plate on liquid
bj = 2 / 3
f c.g  0,2 f c
t g  0,2 min (a ; b)
t g  0,2 min (a ; b)
t
tg
tg
tg
h
45
o
tg
45
o
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
o General
o Design resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
o Design model
o Design example
o Welding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Component
Anchor bolts in tension and base plate in bending
o Base plate compare to end plate
Column flange
e m
F
o Base plate is thicker
o Anchor bolt is longer
o In most cases no prying forces
t
l eff
Base plate
Eurocodes - Design of steel buildings with worked examples
Contact of edge of T stub
Brussels, 16 - 17 October 2014
on experiment
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Question of contact
FF1-2
o
End plate – contact or no contact
o
Base plate – no contact
m
n
Q=0
Q=0
e
n
m
FRd.3
Bt.Rd
FRd.1
Bt.Rd
B
Q
a)
Mode 3
b)
Bt.Rd
FRd.2
B t.Rd
B
Q
Mode 1
Q
c)
Q
Mode 2
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Failure Mode 1-2
F /  B T,Rd
1,0
Failure mode 2
Failure mode 3
0,8
Tvar
porušení 1
0,6
Failure mode 1-2
0,4
0,2
4 l eff m pl,Rd /  B T,Rd
0,0
0
0,5
1
1,5
Bt.Rd is bolt tensile resistance
Mpl,Rd is base plate bending resistance of unique length
2
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Free length of anchor bolt embedded in concrete
L bf L
b
L be
o Bolt effective free length Lbe = 8 d
d
o No prying force
o For Q = 0
o Limiting bolt length
Lb .lim
8 ,82m 3 As

Leff t 3
F


b = p n
Lb
p
m
n
Q=0
Wald F., Sokol Z., Jaspart J.P.,
Base Plate in Bending and Anchor Bolts in Tension, Heron 53 (2008) 21-50.
b
Q=0
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Failure mode 1- 2
Design resistance in collapse 1 -2
FT,12,Rd 
2 Mpl,1,Rd
m
where m is the lever arm of the anchor bolt
Plastic moment resistance
Mpl,1,Rd  0,25 l eff t f 2 /  M0
For the effective length ℓeff the yield line method may be used.
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Length of effective T stub
Bolts inside the flanges
For bolts inside the section
l 1  2  m  4 m  1,25 e 
l2  4  m
In case of prying
l 1  2  m  4 m  1,25 e 
l2  2 m
e m
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
e
Length of effective T stub
w
e
ex
mx
0 ,8
Bolts outside the flanges
2 a
bp
l
Prying case
ℓ1 = 4 α mx + 1,25 ex
ℓ2 = 2 π mx
ℓ3 = 0.5 bp
ℓ4 = 0.5 w + 2 mx + 0.625 ex
ℓ5 = e + 2 mx + 0.625 ex
ℓ6 = π mx + 2 e
ℓ7 = π mx + w
ℓeff,1 = min (ℓ1 ; ℓ2 ; ℓ3 ; ℓ4 ; ℓ5 ; ℓ6 ; ℓ7 )
ℓeff,2 = min (ℓ1 ; ℓ2 ; ℓ3 ; ℓ4 ; ℓ5 )
No prying case
ℓ1 = 4 α mx + 1.25 ex
ℓ2 = 2 π mx
ℓ3 = 0.5 bp
ℓ4 = 0.5 w + 2 mx + 0.625 ex
l5 = e + 2 mx + 0.625 ex
ℓ6 = 2 π mx + 4 e
ℓ7 = 2 (π mx + w )
ℓeff,1 = min (ℓ1 ; ℓ2 ; ℓ3 ; ℓ4 ; ℓ5 ; ℓ6 ; ℓ7 )
ℓeff,2 = min (ℓ1 ; ℓ2 ; ℓ3 ; ℓ4 ; ℓ5 )
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Length of effective T stub for hollow sections
b
b
(a)
m
Leff .1   m
Leff .5   m
a
ac
bc
m
b
2
a

2
Leff .2 
Leff .4
m
eb
m
ea
a  a c 2  b  bc 2
Leff .3 
ea
2
2
2
 eb
8 e a eb
m
2
 e a  eb
2
a  ac 2  b  bc 2
L eff  min ( Leff .1 ; Leff .2 ; Leff .3 ; Leff .4 ; Leff .5 )
Wald F., Bouguin V., Sokol Z., Muzeau J.P., Component Method for Base Plate of RHS, Proceedings of the
Conference Connections in Steel Structures IV: Steel Connections in the New Millenium, Roanoke
2000, IV/8- IV/816.
Heinisuo M., Perttola H., Ronni H., Joints between circular tubes, Steel Construction, 5(2) (2012) 101-107.
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Stiffness coefficients
of component anchor bolts in tension and base plate in bending
For base plate of thickness t
For bolt
0,425 l eff t 3
kp 
m3
kb  2,0
As
Lb
93
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Comparison to experiments
Stiffens and resistance of anchor bolt with header plate
Force, kN
180
40
160
Experiment W13/98
140
Experiment W14/97
120
 24 - 355
Prediction
100
P6 - 40 x 50
80
50
60
10
40
P10 - 95 x 95
315
365
5
40
10
6
5
20
0
0
0,2
0,4
0,6
0,8
1
1,2
1,4
1,6
Deformation, mm
95
95
Model anchor bolts for resistence in CEB documents
Eligehausen R., Mallée R., Silva J. F., Anchorage in Concrete Construction, Ernst and Sohn Verlag,
Darmstadt, 2006, ISBN 978-433-01143-0
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Comparison to experiments
Force, kN
350
300
Simplified prediction
250
Force, kN
300
W97-12
250
Experiment
200
m = 32
Complex calculation
150
200
Complex calculation
150
100
50
W97-02
0
2
m = 67
Simplified prediction
100
50
0
350
Deformation, mm
4
6
8
0
Deformation, mm
0
2
4
6
8
Wald F., Sokol Z., Jaspart J.P.,
Base Plate in Bending and Anchor Bolts in Tension, Heron 53 (2008) 21-50.
95
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
o General
o Design resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
o Design model
o Design example
o Welding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Components in Shear
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
In EN1993-1-8 cl. 6.2.2(6) - Anchor Bolt in Shear
Fh
Tensile resistance
Fh
Reduced tensile resistance
h
Shear and bending resistance
h
0
Simplification by limiting of shear
F2,vb,Rd 
b fub As
 Mb
where fub is bolt design strength (in range 640 MPa  fub  235 N/mm2)
b = 0,44 – 0,0003 fyb
Mb
is safety factor for bolts
Gresnigt N., Romeijn A., Wald F., Steenhuis M.,
Column Bases in Shear and Normal Force, Heron (2008) 87-108.
98
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
o General
o Design resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
o Design model
o Design example
o Welding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Assembling of components for bending resistance
o Plastic design
Activated part
o Force equilibrium
of affective area
MEd NEd zc,r

 Ft,l,Rd
z
z
Affective area
MEd
MEd NEd z T,1

 FC,R,Rd
z
z
Axis of compressed part
NEd
Neutral axis
Ft,pl,Rd
Fc,pl,Rd
zt
zc
z
Wald F., Sokol Z., Steenhuis M. and Jaspart J.P.,
Component Method for Steel Column Bases, Heron 53 (2008) 3-20.
100
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
M - N interaction diagram
M1 , N 1
M
M 2, N 2
M N=0
Compression
Tension
Ft.Rd
0
N
M=0
N
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
o General
o Design resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
o Design model
o Design example
o Welding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Assembling of components for bending stiffness
From the component deformation stiffness for two cases
• Bolts activated
• Bolts not activated
MEd
NEd

 t,l
MEd
NEd

 c,r
zt,l
zc,r
z
c,l
zc,l
zc,r
 c,r
z
Wald F., Sokol Z., Steenhuis M. and Jaspart, J.P.,
Component Method for Steel Column Bases, Heron 53 (2008) 3-20.
103
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Stiffness
Simplified contact area round the axes of compressed flange
MSd / NSd = konst.
xc <N Sd / MSd < 
M Sd / N Sd
E z2
Sj 
1
M Sd / N Sd  

ki
z k z k
 c c t t
kc  kt
   1,5  
c
c
c
c
cc
c
c
2 ,7
r/2
1
M Sd / N Sd
 
r/2
M Rd / N Sd 
M Sd / N Sd


k t


kp
kb
kc
kc
kc
Eurocodes - Design of steel buildings with worked examples
History of loading
Brussels, 16 - 17 October 2014
M Rd
M oment
Non-proportional loading
Proportional loading
o Influence to stiffness
o No influence to resistance
Nonlinear part of the curve
Plastification of one component
Anchor bolts in tension and one flange in compression
e0 NSd
S j.ini
Rotation
0
M oment
0
Non-proportional
loading
Proportional
loading
Column base
resistance
Normal force
105
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Sensitivity study of base plate thickness
400 kN
HE 160 B
M oment, kNm
t = 30 t
25
120
100
80
20
60
15
10
40
20
Rotation, mrad
0
0
5
10
15
20
25
30
M
Rd
M 20 - 10.9
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Validation on experiment
Components
Assembly
Force, kN
200
100
Ekb
Anchor bolt
0
0,5
200 Force, kN
100 E k p
0
200
100
0
Base plate
0,5
E k c Force, kN
0,5 Concrete
Deformation,  , mm
Moment, kNm
80
Experiment
W7-4.20-prop
60
N
40
Prediction
HE 160 B
t = 20
h = 500
20
0
0
10
Rotation, mrad
Wald F., Sokol Z., Jaspart J.P.,
Base Plate in Bending and Anchor Bolts in Tension, Heron 53 (2008) 21-50.
M
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Validation on experiment
Proportional loading, bolt failure
Moment, kNm
80
W7-4.20-prop
60
40
Model
20
Experiment
0
0
2
4
6
8
10
12
Rotation, mrad
Moment, kNm
80
70
HE 160 B- 480
4 M 24 - 4.6- 420 60
P 20- 300 x 220 50
30 x 330 x 250 40
550 x 550 x 550
30
20
10
0
W7-4.20-prop
Normal force, kN
0
500
1000
Nonproportional loading, concrete failure
Moment, kNm
140
120
S220-190
100
Moment, kNm
S220-190
500
1000 Normal force síla, kN
80
80
60
60
40
20
0
HE 220 B - 900
2 M 20 - 10.9 - 320 160
P 20 - 280 x 280
140
30 x 250 x 250 120
1200 x 600 x 600
100
40
Model
Experiment
0
5
10
15
20
20
Rotationí, mrad
0
0
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
o General
o Design resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
o Design model
o Design example
o Welding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Classification
According to stiffness
Asked accuracy of design
5% in resistance
10% in serviceability
Similar to beam-to-column joints
Wald F., Sokol Z., Steenhuis M. and Jaspart, J.P.,
Component Method for Steel Column Bases, Heron 53 (2008) 3-20.
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Non-sway frames by resistance
b =
t = 12 mm
a 1 = b1 = 280 mm
a = b = 500 mm
h = 1000 mm
M 24 -420
S j,ini,pin = 7 100 kNm / rad
t = 40 mm
a 1 = b1 = 420 mm
a = b = 500 mm
h = 1000 mm
M 24 -420
S j,ini,stif = 74 800 kNm / rad
Fcr.pin
Fcr,res
1
0,9
S j,ini,pin
0,8
S j,ini,stif
0,7
0,6
0,0001
_
0,01
1,00
100,0
log S
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Sway frames for serviceability
5 kN
115 kN
HE 200 B
yS / yP
y
4m
HE 200 B
1,0
115 kN
0,8
5m
0,6
S j,ini,pin
0,4
S j,ini,stif
0,2
0
0,0001
0,01
1
100
log S
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Classification based on stiffness
Accuracy - 5% for resistance and 20% for serviceability
M j / M pl,Rd
Rigid
1,0
0,8
S
j,ini,c,n
= 30 E I c/ L
c
0,6
S
0,4
j,ini,c,s =
12 E I / L
 o = 1 ,36
c
Semirigid
0,2
Pinned
0
0
0,1
0,2
0,3
Rotation, 
113
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Non-sway frames by resistance
For
Sj,ini  0
 o 0,5
For
0,5 <  o< 3,93
Sj,ini  7 (2 - 1) E Ic / Lc
and for
Sj,ini  48 E Ic / Lc
 o 3,93
where
is relative stiffness for simple supported column
at both ends
For limited stiffness 12 E Ic / Lc
For sway frames
S j,ini  30 E Ic / Lc
114
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
o General
o Design resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
o Design model
o Design example
o Welding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Worked example – Simple base plate
Base plate resistance?
o Column HE 200 B
o Concrete block 850 x 850 x 900 mm concrete C 12/15
o Base plate 18 mm, steel S 235
o c = 1,50, M0 = 1,00
HE 200 B
FRd
4xP30-40x40
b2 = 850
b1 = 340
t = 18
30
h = 900
d1 = 340
d 2 = 850
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Concrete strength in joint
Under the base plate
f jd  b j fcd
Ac1
 b j fcd
Ac0
850  850
b 2 d2 2
= 12 / 1,5

b1 d1 3
340  340
f jd   13,3 MPa  3,0  fcd  3,0  12 / 1,5  24 MPa
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Plate effective width
c=t
fy
3 f j  M0
 18 
235
 43,7 mm
3  13,4  1,00
c
c
t f = 15
c
h c = 200
c
bc = 200 c
c
tw= 9
WE
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Base plate compression resistance
Effective area under I cross section
Aeff  min b; bc  2 c   min a; hf  2 c  
max min b; bc  2 c   t f  2 c; 0  max hc  2 t f  2 c; 0
Aeff  200  2  43,7  200  2  43,7 
 200  2  43,7  9  2  43,7  200  2  15  2  43,7 
c bc = 200 c
 82 599  15 777  66 722 mm 2
The base plate resistance
NRd  Aeff f jd  66 722  13,3  887  103 N
c
t f = 15
c
h c = 200
c
c
tw= 9
WE
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Work example – rigid base plate
Bending resistance of base plate?
• Column HE 200 B loaded by FEd = 500 kN
• Concrete block C16/20 of 1 600 x 1 600 x 1000 mm
• Base plate 30 mm from steel S235
• c = 1,50; M0 = 1,00 and Mb = 1,25
FEd
b2 = 1600
MEd
b = 420
1
HE 200 B
M 24
t = 30
30
ea = 50
e b = 90
h = 1000
p = 240
e c = 60
d 1 = 420
d2 = 1600
r b = 160
120
WE
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Component
Anchor bolt and plate in bending
Bolt resistance
for M 24; As = 253 mm2
FT,3,Rd  2 Bt,Rd  2 
 2
0,9 fub As
 mb

0,9  360  353
 183,0  103 N
1,25
WE
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Component anchor bolt and plate in bending
Bolt distance for weld 6 mm
m  60  0,8  a wf  2  60  0,8  6  2  53,2 mm
Length of effective T stub
4 m  1,25 ea  4  53,2  1,25  50  275,3

4 π m  4 π 53,2  668,6



0,5 b  0,5  420  210



l eff,1  min 2 m  0,625 eb  0,5 p  2  53,2  0,625  90  0,5  240  282,7  
2 m  0,625 e  e  2  53,2  0,625  90  50  212,7

b
a


2 π m  4 eb  2 π 53,2  4  90  694,2

2 π m  2 p  2 π 53,2  2  240  814,2



l eff,1  210 mm
T stub resistance FT,1-2,Rd 
2 Leff,1 t 2 fy
4 m  M0
2  210  302  235

 370,0  103 N
4  60  1,00
WE
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Component
Concrete block and plate in bending
Concrete crushing resistance
f jd  b j fcd
Ac1
 b j  fcd
Ac0
b 2 d2 2
1420 1420
= 16 / 1,5

b1 d1 3
420  420
 24,0 MPa  3,0  fcd  3,0  16 / 1,5  32 MPa
Force equilibrium
FEd  Aeff f j  FT,Rd
Contact force for full bolt resistance
Aeff 
FEd  FRd,3
f jd
500  103  183,0  103

 28 458 mm 2
24 ,0
WE
WE
Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Effective width of base plate
c=t
fy
3 f jd γM0
235
 54,2 mm
 30 
3  24 ,0  1 ,00
t f = 15
hc = 200
t f = 15
c bc = 200 c
c t w= 9 c
c
c
c
c
rt
beff r
c
The effective width of the area in contact
beff 
Aeff
28 458

 92,3 mm  t f  2 c  15  2  54,2  123,4 mm
bc  2 c 200  2  54,2
WE
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Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Bending moment resistance
for acting normal force
Lever arm
rc 
hc
b
200
92,3
 c  eff 
 54 ,2 
 108,1 mm
2
2
2
2
Bending resistance
for normal force FEd = 500 kN
MRd  FT,3,Rd rb  Aeff f jd rc
 183,0  103  160  28 458  24 ,0  108,1 
 103,1  106 Nmm  103,1 kNm
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Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Bending stiffness
Stiffness coefficient
t f = 15
b c = 15
t
o Anchor bolt
a eq
kb  2,0
As
353
 2,0
 2,7 mm
Lb
261,5
o Base plate
kb 
0,425 Lb,eff t 3
m3
0,425  210  303

 16,0 mm
3
53,2
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Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Bending stiffness
Stiffness coefficient
kc 
Ec
27 500
aeq bc 
90  200  13,8 mm
1,275 Es
1,275  210 000
Lever arm in tension zt and in compression zc to column neutral axes
hc
200
rt   ec 
 60  160 mm
2
2
For part in tension
hc t f 200 15
 
  92,5 mm
2 2
2
2
1
1
kt 

 2,310 mm
1 1
1
1


kb kp 2,7 16,0
zc 
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Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Bending stiffness
Lever arm
r  rt  rc  160  92,5  252,5 mm
kc rc  kt rt 13,8  92,5  2,3  160
a

 56,4 mm
kc  k t
13,8  2,3
Eccentricity
M Rd 103,1 10 6
e

 206,2 mm
3
FEd
500  10
Bending stiffness
Es r 2
210 000  252,52
e
206,2
S j,ini 



1 206,2  56,4
1 
ea 
 1
1


k
i
i
 2,31 13,78 

 20, 799 Nmm rad  20 799 kNm rad
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Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Classification
Bending stiffness for column HE 200 B of length Lc = 4,0 m
4 000
Lc
9
S j,ini  S j,ini
 20,799  10
 6,96
6
E s Ic
210 000  56,96  10
the base plate is semi-rigid for braced frames
S j,ini  6,96  12  S j,ini,EC 3,n
M j / M pl,Rd
and also for unbraced frames
S j,ini  6,96  30  S j,ini,EC 3,s
Rigid
1,0
0,8
S
j,ini,c,n
= 30 E I c/ L
c
0,6
S
0,4
j,ini,c,s =
12 E I / L
 o = 1 ,36
c
Semirigid
0,2
Pinned
0
0
0,1
0,2
0,3
Rotation, 
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Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Base plate M-N interaction diagram
NRd
Normal force, kN
M
Rd
HE 200 B
M pl.Rd
1 835
1 000
M 24
t=
30
t=
40
h = 1 000
Npl.Rd
30
25
1 600
340 630
20
15
End column resistance
630
340
0
100
151,0 Moment, kNm
1 600
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Eurocodes - Design of steel buildings with worked examples
Brussels, 16 - 17 October 2014
Influence of contact in column web
Normal force, kN
One bolt row activated
Both bolt rows activated
Base plate thickness, mm
40
M pl,Rd
Contact of flanges only
N pl,Rd
30
25
20
15
Column end resistance
Moment, kNm
Model
contact column web and flanges
Eurocodes - Design of steel buildings with worked examples
Scope of the lecture
Bolts
o General
o Design resistance of individual fasteners
o Non-preloading bolts
o Slotted holes
o Design for block tearing
o Worked example
o Summary
Welds
o General
o Fillet weld
o Design model
o Design example
o Welding to flexible plate
o Summary
Column bases
o Basis of design
o Components
o Base plate and concrete in compression
o Base plate in bending and bolt in tension
o Anchor bolt in shear
o Assembly
o Resistance
o Stiffness
o Classification
o Worked examples
o Summary
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Summary
o Component method
o Good accuracy of prediction
o In EN 1993-1-8 in 6 closures
o Plastic distribution of forces for resistance
o Concrete 3D strength
o Effective rigid area under flexible base plate
o Questions for next edition
o Embedded columns?
o Column bases with base plate and anchor plate?
o Advanced models?
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Component based
model of column base
with base plate and
anchor plate
RFCS project INFASO+
o Design Manual I
o Design Manual II
o Software toll
http://www.steelconstruct.com/site
http://steel.fsv.cvut.cz/infaso
Brussels, 16 - 17 October 2014
Eurocodes - Design of steel buildings with worked examples
Component based FEM
o Advanced design model based on FEM
o Components integrated FEM
Brussels, 16 - 17 October 2014
Material
nonlinear
design model
of plate
True stress-strain
Experimental
Design
o Welds
o Bolts
o Compressed plates
Allows for column bases
o Generally loaded by N and My, Mz
o Irregular shape of base plate
o Arbitrary positions of anchors
o Opening in column web
http://www.idea-rs.com
Fan model
of
anchor bolt
Thank you
for your attention
František Wald
Czech Technical University in Prague