06 eurocodes steel workshop wald
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Bolts, welds, column base
František Wald Czech Technical University in Prague
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
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
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 Brussels, 16 - 17 October 2014
Scope of the lecture Bolts oGeneral oDesign resistance of individual fasteners oNon-preloading bolts oSlotted holes
oDesign for block tearing oWorked examples oSummary
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 Brussels, 16 - 17 October 2014
Connections made with bolts, rivets or pins in EN1993-1-8: 2005 3.1 Bolts, nuts and washers pg. 20
3.1.1 General 20 3.1.2 Preloaded bolts 20
3.2 Rivets 20 3.3 Anchor bolts 21 3.4 Categories of bolted connections 21
3.4.1 Shear connections 21 3.4.2 Tension connections 21
3.5 Positioning of holes for bolts and rivets 23 3.6 Design resistance of individual fasteners 24
3.6.1 Bolts and rivets 24 3.6.2 Injection bolts 28
3.7 Group of fasteners 29 3.8 Long joints 29 3.9 Slip resistant connections using 8.8 or 10.9 bolts 30
3.9.1 Design Slip resistance 30 3.9.2 Combined tension and shear 31 3.9.3 Hybrid connections 31
3.10 Deductions for fastener holes 31 3.10.1 General 31 3.10.2 Design for block tearing 32 3.10.3 Angles connected by one leg and other unsymmetrically connected members in tension 33 3.10.4 Lug angles 34
3.11 Prying forces 34 3.12 Distribution of forces between fasteners at the ultimate limit state 34 3.13 Connections made with pins 35
3.13.1 General 35 3.13.2 Design of pins 35
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
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
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 Brussels, 16 - 17 October 2014
Part 3: System HR — Hexagon bolt and nut assemblies
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Part 4: System HV — Hexagon bolt and nut assemblies
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: 4, 5, 6, 8, 10, 12
Bolts made of austenitic stainless steel: 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 Brussels, 16 - 17 October 2014
Scope of the lecture Bolts oGeneral oDesign resistance of individual fasteners oNon-preloading bolts oSlotted holes
oDesign for block tearing oWorked example oSummary
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 Brussels, 16 - 17 October 2014
Resistance in shear in one shear plane
M2
ubvRdv,
fAF
where the shear plane passes through the unthreaded portion of the bolt
v = 0,6
A is the gross cross section of the bolt fub is ultimate tensile strength for bolt γM2 s partial safety factors for resistance of bolts
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Resistance in shear in one shear plane
M2
ubvRdv,
fAF
where the shear plane
passes through the threaded portion of the bolt
- 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 is the tensile stress area of the bolt As
fub is ultimate tensile strength for bolt γM2 s partial safety factors for resistance of bolts
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Resistance in bearing
p 1e
1
d
d
0
Fb.Sd
M2
ub1Rdb,
ftdakF
u
ub
f
f
0
1d
3 d
e
4
1
3 0
1d
d
p
71820
2 ,d
e,
71410
2 ,d
e,
where b is the smallest of d, or 1,0
, for inner bolts
Perpendicular to the direction of load transfer
or 2,5
or 2,5
In the direction of load transfer
- for inner bolts k1 is the smallest of
- for end bolts:
- for edge bolts k1 is the smallest of
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Bearing of Plate and Bolt
Inner bolt Outer bolt
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 in oversized holes reduce bearing by 0,8
e30
L
t
p1
w pt
1
e1
10
IPE 200
14060
5,6
40
40
44
5010
V = 110 kNSd
P 10 - 140 x 100
M 20 - 5.6
10
R 1020
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Influence of distances to force
Prallel to acting force
M2
ub1
Rd,b
ftdkF
p1 p1e1 e1 a1 a1e1 e1a1
p2
e2
e2
p2
a2
e2
e2
a2F F
1
f
f
25,0d3
p
d3
e
min
u
ub
0
1
0
1
b
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
M2
ub1
Rd,b
ftdkF
p1 p1e1 e1 a1 a1e1 e1a1
p2
e2
e2
p2
a2
e2
e2
a2F F
5,2
7,1d
p4,1
7,1d
e8,2
mink0
2
0
2
1
Perpendicular to acting force
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Influence of distances
Nomimal transversal distances:
e1 = 1,2 d0
p1 = 2,2 d0
e2 = 1,2 d0
p2 = 2,4 d0
66,1
5,2
66,1
66,1
min
5,2
7,1d
d4,24,1
7,1d
d2,18,2
min
5,2
7,1d
p4,1
7,1d
e8,2
mink0
0
0
0
0
2
0
2
1
400,0d3
d2,1
d3
e
0
0
0
1
bEnd bolts
Internal bolts
483,025,0d3
d2,225,0
d3
p
0
0
0
1
b
M2
u
M2
u
M2
ub1
Rd,b
ftd664,0
ftd400,066,1ftdakF
p1e1 e1
p2
e2
e2
F
e1 = 1,2 d0
p1 = 3,0 d0
e2 = 1,5 d0
p2 = 3,0 d0
M2
u
M2
u
M2
ub1
Rd,b
ftd802,0
ftd483,066,1ftdakF
WE WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Sum p1e1 e1
p2
e2
e2
F
e1 = 1,2 d0
p1 = 3,0 d0
e2 = 1,5 d0
p2 = 3,0 d0
Sum of resistances
Minimal resistance
M2
u
M2
u
M2Rdb, 75,500,12875,12
ftdftdftdF u
M2
u
M2
uRdb, 0,40,14
ftdftdF
WE 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
Large
p1 = 3,75 d0
p2 = 3,0 d0
e1 = 3,0 d0
e2 = 1,5 d0
M2
u
M2
u
M2
ub1
Rd,b
ftd5,2
ftd0,15,2ftdakF
M2
u
M2
u
M2
ub1
Rd,b
ftd802,0
ftd483,066,1ftdakF
WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Last-VerformungskurveVersuch VL-100-220-385
Fu = 297kN
Fb,R = 234kN
0
50
100
150
200
250
300
350
0 2 4 6 8 10 12
Verformung ux [mm]
Kra
ft
Fx
[kN
]
= 27%
B1
B3
B2
B3 B2 B1
Last-VerfromungskurveVersuch VL-240-320-385
Fu,test =
432kN
Fb,R,max = 426
Fv ,R = 438
0
100
200
300
400
500
0 2 4 6 8 10 12
Verschiebung ux [mm]
Kra
ft
Fx
[kN
]
B3 B2 B1
e1 = 1,0 d0 < min. e1 = 1,2 d0
B1
B3
B2
e1 = 2,4d0 and p1 = 3,2 d0
Comparison to EN e1 and p1 min. Fu/FEN3 = 1,27
e1 and p1 max. Fu/FEN3 1,02
University of Dortmund,
Institute of Steel Structures
Steel S690 Experiment bolts M12 10.9 minimal and maximal pitch
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Comparison of simulation VL-100-220-385
Numerical model • Good agreement
• Diffference D=5,5%
University of Dortmund,
Institute of Steel Structures
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Scope of the lecture Bolts oGeneral oDesign resistance of individual fasteners oNon-preloading bolts oSlotted holes
oDesign for block tearing oWorked example oSummary
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 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
110
25
50
35
10
40 40 8 16
18
8
M 16
110
25
50
35
10
40 40
22 18
M 16
Displacement , mm
0
20
40
60
80
100
120
140
160
0 5 10 15 20 25 30 35 40
Force, F, kN
Slotted holes,
Circular holes, 180
(test 1c-16-1-d+2)
(test 5c-16-1-d+2,5)
8 16 8
45
200
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Scope of the lecture Bolts oGeneral oDesign resistance of individual fasteners oNon-preloading bolts oSlotted holes
oDesign for block tearing oWorked example oSummary
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 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
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
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.
Rupture
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
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
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Worked Example - Angle 40
35
25
8 x M16; 70
P10; 1.4401
L - 100 x 100 10
30 + 7 x 30 +30
70
100
70
materiál 1.4401
240
60
35
240
In plate (staggered rows)
In angle (staggered rows)
M0
nvy
M2
ntuRdeff,1,
γ
Af
3
1
γ
AfV
kN39736236
101,0
10911872402220
3
1
101,25
1092355300,533
M0
nvpy,
M2
ntpu,Rdeff,2,
γ
Af
3
1
γ
Af0,5V
kN24517570
101,0
10184240220
3
1
101,25
10918605300,533
Worked Example – Angle connected by one leg WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Worked example – Fin plate connection
45
70
70
45
3 x M20, 8.8
50 50
35
60
10
IPE 300S235
meteriál S235
5
P10 - 230 x 110HEA 200S235
230
= 100 kNV Sd
WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Worked Example – Fin Plate connection Shear Resistance
80
70
70
50
50
45
70
70
45
230
kN kN 1991599,39
100,1
1,711222220235
3
1
1025,1
1,711503605,033
M0
nvb1y,
M2
b1u,Rd,11
Af
AfV
3
15,0
nt
WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Worked example – Fin plate, Tying resistance
In beam web
70
70
50
50
45
70
70
45
M0
nvb1y,
uM,
ntb1u,u,6Rd,
Af
AfN
3
1
kN2981.75223
0,1
11501,72235
3
1
1,1
2221401,7360
WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Scope of the lecture Bolts oGeneral oDesign resistance of individual fasteners oNon-preloading bolts oSlotted holes
oDesign for block tearing oWorked example oSummary
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 Brussels, 16 - 17 October 2014
Bolted connection of double angle bar
Angle net section
40
2× L80 × 6
N Ed
8 70
6 6
45
35e =2
70 70 4070
e1 p1
Bolts M20 class 5.6 fully treated Loading NEd = 400 kN
kN400kN3,416
25,1
36062293529,09,0Ed
M2
unetRdu,
N
fAN
Satisfactory
WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Bolted connection of double angle bar
Bolts in shear
40
2× L80 × 6
N Ed
8 70
6 6
45
35e =2
70 70 4070
e1 p1
Two shear planes Shear in bolt thread Resistance for one bolt kN6,117
25,1
5002456,022
M2
ubsvv.Rd
fAF
WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Bolted connection of double angle bar
Bearing of end bolt
40
2× L80 × 6
N Ed
8 70
6 6
45
35e =2
70 70 4070
e1 p1
5,2k5,2;75,2min5,2;7,122
358,2min5,2;7,1
d
e8,2mink 1
0
21
606,0
0,1
389,1
606,0
min
0,1
360
500
223
40
min
0,1
f
f
d3
e
minu
ub
0
1
b
kN3,8725,1
360820606,05,2ftdkF
2M
u1Rd,b
WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Bolted connection of double angle bar
Bearing of internal bolt
40
2× L80 × 6
N Ed
8 70
6 6
45
35e =2
70 70 4070
e1 p1
5,2k5,2;75,2min5,2;7,122
358,2min5,2;7,1
d
e8,2mink 1
0
21
811,0
0,1
389,1
811,0
min
0,1
360
500
4
1
223
70
min
0,1
f
f
4
1
d3
p
minu
ub
0
1
b
kN4,9325,1
360820811,05,2F Rd,b
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 117,6 kN Bearing resistance – end bolt 87,3 kN Bearing resistance – internal bolt 93,4 kN Shear is not guiding the resistance, e.g. bearing as sum For connection with five bolts
EdkN400kN5,4573,873,9433,87 N Satisfactory
Conservatively elastic (minimal) resistance
Lower resistance from bearings
EdkN400kN5,4363,875 N Unsatisfactory
WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Scope of the lecture Bolts oGeneral oDesign resistance of individual fasteners oNon-preloading bolts oSlotted holes
oDesign for block tearing oWorked example oSummary
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 Brussels, 16 - 17 October 2014
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
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 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 oGeneral oFillet weld oDesign model oDesign example oWelding to flexible plate
oSummary 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 Brussels, 16 - 17 October 2014
Welded connections in EN1993-1-8: 2005 4.1 General 38 4.2 Welding consumables 38 4.3 Geometry and dimensions 38
4.3.1 Type of weld 38 4.3.2 Fillet welds 38 4.3.3 Fillet welds all round 40 4.3.4 Butt welds 40 4.3.5 Plug welds 41 4.3.6 Flare groove welds 41
4.4 Welds with packings 41 4.5 Design resistance of a fillet weld 42
4.5.1 Length of welds 42 4.5.2 Effective throat thickness 42 4.5.3 Design Resistance of fillet welds 42
4.6 Design resistance of fillet welds all round 44 4.7 Design resistance of butt welds 45
4.7.1 Full penetration butt welds 45 4.7.2 Partial penetration butt welds 45 4.7.3 T butt joints 45
4.8 Design resistance of plug welds 45 4.9 Distribution of forces 46
4.10 Connections to unstiffened flanges 46 4.11 Long joints 48 4.12 Eccentrically loaded single fillet or single sided partial penetration butt welds 48 4.13 Angles connected by one leg 48 4.14 Welding in cold-formed zones 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
E 38 0 RC 1 1
Strength & elongation
Impact properties (47J at 0oC)
Recovery and type of current
Welding position (all positions)
Covered electrode / manual metal arc welding
Type of electrode covering (rutile-cellulosic)
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 oGeneral oFillet weld oDesign model oDesign example oWelding to flexible plate
oSummary 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 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 Brussels, 16 - 17 October 2014
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
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
53
Plane Stresses
Huber-Mises-Henckey condition of plasticity (HMH) o Triaxial state of stress (needed exceptionally only) oPlane state of stress (needed very often) x
2 + z2 - x
2 z2 + 32 ≤ (fy / M) 2
oUniaxial state of stress (from the material tests) ≤ fy / M0
≤ fy / (M0 √3)
x
z
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Design Resistance of Filet Weld
2 II
2 2 3 ^ ^ Mw w u f b
^ Mw u f
f u Ultimate tensile strength of connected material
b w Correlation factor
γ Mw Partial safety factor for material of welds
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
55
Correlation factor bw for fillet welds Standard and steel grade Correlation factor
βw EN 10025 EN 10210 EN 10219
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 N/NL
S 420 M/ML S 420 MH/MLH 1,00
S 460 N/NL
S 460 M/ML
S 460 Q/QL/QL1
S 460 NH/NLH S 460 NH/NLH
S 460 MH/MLH 1,00
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 oGeneral oFillet weld oDesign model oDesign example oWelding to flexible plate
oSummary 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 Brussels, 16 - 17 October 2014
Two fillet welds in parallel shear
l a 2 F
From plane stress analysis is
3 f a 2 F Mw w u b l
Throat thickness, not leg length
WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
0 II
2 R ^ ^
Has to be satisfied
Mw w u
2 2 f 3 b ^ ^
After substitution
Mw w u
2 R
2
R
2
R f 2 2 3 2 b +
2 f Mw w u R b
Fillet weld in normal shear
Ignored parallel fillet weld
WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Connection of cantilever Shear force
h a 2 F Sd II
=
Bending moment
Transferred by the shape of weld .
Centre of gravity, Iwe and cross section modulus we
For weld at lower flange cross section modulus and stress is
( ) 1 , we Sd 1 1 W 2 M = = ^ ^
For upper weld on flange is
( ) 2 , we Sd 2 2 W 2 M = = ^ ^
Sd = F Sd . V
Sd = F Sd e M
W
we,1 W
Transferred by web
fillets
WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Flange - web weld
VSd
Vl
Welds are loaded by longitudinal shear force
I S V V Sd =
l
where V Sd
S static moment of flange to neutral axis
I moment of inertia
This longitudinal force is carried by two welds effective thickness a
Shear stress
3 f a 2 V Mw w u II b =
l
Maximum stress is at the point of maximum shear force
shear force
WE
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 oGeneral oFillet weld oDesign model oDesign example oWelding to flexible plate
oSummary 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 Brussels, 16 - 17 October 2014
Welds to flexible plate
Effective width of unstiffened column flanges
EN 1993-1-8 Chapter 4.10 twc thickness of column web tfc thickness of column flange tfb thickness of beam flange s equal to fillet radius rc for hot rolled column sections
fcwceff 72 tstb
yb
yc
fb
2fc
wceff 72f
f
t
tstb
beff
t fb
t fc
twc
rc
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 twc is thickness of column web tfc thickness of column flange tfb thickness of beam flange s is equal to fillet radius rc for hot rolled column sections
M0
ybfbfcwcRdfc,t, 72
fttkstF
1;min
fbyb
fcyc
tf
tfk
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 oGeneral oFillet weld oDesign model oDesign example oWelding to flexible plate
oSummary 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 Brussels, 16 - 17 October 2014
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
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
66
Weld design for full resistance Loading by normal by connecting member
Not directly in code 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 Full capacity of a plate the thickness for steel S235
Mwu /7,0
f
ta
ttt
f
tfa 5,047,0
25,1/360
)0,1/235(7,0
/
)/(7,0
Mwu
M0y
w
F
t
Sd
WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
h
t
VSd
Weld design for full resistance Loading by shear force by connecting member
= VSd / (t h) VSd is the design shear force in weld
For full capacity of a plate thickness S235
ttt
f
tf
f
ta
Mwu
My
Mww
3,033,025,1/360
)3 0,1/(23585,0
/
)3/(85,0
/85,0
0
WE
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 EN1993-1-8: 2005
fy (N/mm2)
fEXX (ksi – N/mm2)
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
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 oWorked examples o Summary
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
70
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)
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
71
Component method cl. 6.2.8
Concrete block in compression
and base plate in bending
Column web in shear
Anchor bolts in shear
Anchor bolts in tension
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
o Component anchor bolt in shear
o Column web and flange in compression
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 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 oWorked examples o Summary
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
74
Component Concrete in compression and base plate in bending
Design principles
• 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
• Deformation of concrete block
• Stiffness coefficient for concrete deformation under the flexible plate kc
c
fj
L
Column flange
Base plate
F
t
c tw
Sd FRd
Wald F., Sokol Z., Steenhuis M. and Jaspart, J.P., Component Method for Steel Column Bases, Heron 53 (2008) 3-20.
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
75
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
Ac0 = b1 d1
Ac1 = b2 d2
h b2 – b1; h d2 – d1
3 b1 b2 a 3 d1 d2
cdc0
c0
c1cdc0uRd, fA
A
AfAF 0,3
Load axes
h
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Load axes
h
Area
Area
Cursing of the concrete cl. 6.7(2) in EN 1992-1-1
Homogenous forces on area Ac0
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
77
Concrete design strength in joint
bj = 2/3 is joint coefficient Fcd is concrete compressive strength
cd
c0
cdc0
c0
c1cd
c0
c0
c1cdc0j
efef
Rduj
jd fA
fA
A
Af
A
A
AfA
lb
Ff 0,3
0,3 jb
bb
Load axes
h
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Flexible base plate on concrete block
o Effective rigid plate
o Elastic deformation of plate only
Elastic bending moment of the base plate per unit length is
M′ =1
6 t2
fy
γM0
and the bending moment per unit length on the base plate of span c and loaded by distributed load is
M′ =1
2fj c
2
where fj is concrete bearing strength
c
f j
Column
Base plate
F
t
c t w
Sd F Rd
L
t
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Effective width of flexible plate c
M0jd
y
f
ftc
3
Aeq
Ap A
c c
c
c
c
c
Aeq
Ap A
c c
c
c
c
c
Effective width
where
t is the plate thickness
fy is the base plate yield strength
fjd is the design bearing strength of the joint
M0 is the partial safety factor for concrete
Effective area
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Stiffness
Deformation of an elastic hemisphere Stiffness coefficient Width of effective T stub ar in elastic stage
E
LaE
E
LaE
E
Fk
275,185,05,1
eleq,celeq,c
c
= a t, + ta steq,weleq, 52
M0jd
y
wwf
f t + c = t + = t
322
LaE
F
E
aF
c
r
rl
r
85,0
E Ip
x
cfl
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Validation to experiments
0
200
400
600
800
1000
1200
1400
1600
1800
0 0,1 0,2 0,3 0,4 0,5 0,6 0,7 Deformation, mm
Force, kN
Concrete and grout
Concrete
Experiment
Prediction based on local and global deformation,
Prediction based on local deformation only
Calculated strength
L
F
d
t
t w
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Influence of grout o Grout higher quality than concrete block
b1 = 2/3 1,0
o Grout lower quality than concrete block
o Model as plate on liquid
bj = 2 / 3
fc.g 0,2 f c
tg 0,2 min (a ; b)
tg 0,2 min (a ; b) h
t
tg
gt
45o
tg
g45o t
Lower nut
Packings
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 oWorked examples o Summary
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Component Anchor bolts in tension and base plate in bending
eff
Column flange
Base plate
F
t
em
l
o Base plate compare to end plate
o Base plate is thicker
o Anchor bolt is longer
o In most cases no prying forces
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Contact of edge of T stub on experiment
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Question of contact
o End plate – contact or no contact
o Base plate – no contact
F
B
Rd.3
t.RdB
t.Rd
F
B
Rd.1
B
Q Q
e
n m
Q Q
B t.RdBt.Rd
FRd.2
Mode 3 Mode 1 Mode 2a) b) c)
nm
F
Q = 0 Q = 0
F1-2
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Failure Mode 1-2
Bt.Rd is bolt tensile resistance
Mpl,Rd is base plate bending resistance of unique length
F B/ T,Rd
0,0
0,2
0,4
0,6
0,8
1,0
0 0,5 1 1,5 2
porušení 1
Failure mode 2Failure mode 3
Failure mode 1-2
Tvar
4 eff mpl,Rd / B T,Rdl
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Free length of anchor bolt embedded in concrete
o Bolt effective free length Lbe = 8 d
o No prying force o For Q = 0 o Limiting bolt length
Lbf
L
d
be
L b
nm
F
Q = 0
p
b
b = p n
Q = 0
b3
eff
s
3
lim.b LtL
Am82,8L
Wald F., Sokol Z., Jaspart J.P., Base Plate in Bending and Anchor Bolts in Tension, Heron 53 (2008) 21-50.
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Failure mode 1- 2
Design resistance in collapse 1 -2 where m is the lever arm of the anchor bolt Plastic moment resistance For the effective length ℓeff the yield line method may be used.
m
MF
Rdpl,1,Rd2,T,1
2
M0effRdpl,1, /25,0 2ftM l
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 In case of prying
m42 l
emm 25,1421 l e m
m22 l
emm 25,1421 l
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Length of effective T stub Bolts outside the flanges
Prying case No prying case
ℓ1 = 4 α mx + 1,25 ex ℓ1 = 4 α mx + 1.25 ex
ℓ2 = 2 π mx ℓ2 = 2 π mx
ℓ3 = 0.5 bp ℓ3 = 0.5 bp
ℓ4 = 0.5 w + 2 mx + 0.625 ex ℓ4 = 0.5 w + 2 mx + 0.625 ex
ℓ5 = e + 2 mx + 0.625 ex l5 = e + 2 mx + 0.625 ex
ℓ6 = π mx + 2 e ℓ6 = 2 π mx + 4 e
ℓ7 = π mx + w ℓ7 = 2 (π mx + w )
ℓeff,1 = min (ℓ1 ; ℓ2 ; ℓ3 ; ℓ4 ; ℓ5 ; ℓ6 ; ℓ7 ) ℓeff,1 = min (ℓ1 ; ℓ2 ; ℓ3 ; ℓ4 ; ℓ5 ; ℓ6 ; ℓ7 )
ℓeff,2 = min (ℓ1 ; ℓ2 ; ℓ3 ; ℓ4 ; ℓ5 ) ℓeff,2 = min (ℓ1 ; ℓ2 ; ℓ3 ; ℓ4 ; ℓ5 )
bp
mx
ex
e w e
a, 280
ll
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Length of effective T stub for hollow sections
m
b
m
b
a
ac
bc
eaeb
m
mL .eff 1
2
bL 2.eff
22
22
38
cc
ba
ba
.eff bbaamee
eeL
22
22
2ba
ccee
bbaam
)L;L;L;L;L(minL 5.eff4.eff3.eff2.eff1.effeff
2
aL 4.eff
mL .eff 5
(a)
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
93
Stiffness coefficients of component anchor bolts in tension and base plate in bending
For base plate of thickness t For bolt
3
3425,0
m
tk eff
p
l
b
sb
L
Ak 0,2
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
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
0
20
40
60
80
100
120
140
160
180
0 0,2 0,4 0,6 0,8 1 1,2 1,4 1,6Deformation, mm
Force, kN
Experiment W13/98
Experiment W14/97
Prediction
50
10
40
40
315 365
6
5
9595
P10 - 95 x 95
P6 - 40 x 50 5
24 - 355
10
Comparison to experiments Stiffens and resistance of anchor bolt with header plate
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Comparison to experiments
95
m = 32
W97-02
0
50
100
150
200
250
300
350
0 2 4 6 8
Force, kN
Deformation, mm
Simplified prediction
Complex calculation
m = 67
W97-12
0
50
100
150
200
250
300
350
0 2 4 6 8
Force, kN
Deformation, mm
Simplified prediction
Experiment
Complex calculation
Wald F., Sokol Z., Jaspart J.P.,
Base Plate in Bending and Anchor Bolts in Tension, Heron 53 (2008) 21-50.
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 oWorked examples o Summary
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Components in Shear
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
98
In EN1993-1-8 cl. 6.2.2(6) - Anchor Bolt in Shear
Simplification by limiting of shear 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
Fh
h
0
Fh
h
Shear and bending resistance
Reduced tensile resistance
Tensile resistance
Mb
subbRdvb,2,
AfF
Gresnigt N., Romeijn A., Wald F., Steenhuis M.,
Column Bases in Shear and Normal Force, Heron (2008) 87-108.
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 oWorked examples o Summary
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
NEd
MEd
Ft,pl,Rd
z
zt zc
Fc,pl,Rd
Affective area
Activated part
of affective area
Axis of compressed part
Neutral axis
100
Assembling of components for bending resistance
o Plastic design
o Force equilibrium
Rdl,t,rc,EdEd F
z
zN
z
M
RdR,C,T,1EdEd F
z
zN
z
M
Wald F., Sokol Z., Steenhuis M. and Jaspart J.P.,
Component Method for Steel Column Bases, Heron 53 (2008) 3-20.
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
M - N interaction diagram
M
NN0Ft.Rd
Compression
M
M , N2 2
M , N1 1
Tension
M=0
N=0
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 oWorked examples o Summary
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
103
Assembling of components for bending stiffness
From the component deformation stiffness for two cases • Bolts activated • Bolts not activated
NEd
MEd
NEd
MEd
t,lc,r
c,l c,r
zz
zt,l zc,r zc,l zc,r
Wald F., Sokol Z., Steenhuis M. and Jaspart, J.P.,
Component Method for Steel Column Bases, Heron 53 (2008) 3-20.
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Stiffness Simplified contact area round the axes of compressed flange
cc
c
c c c
k
k
kp
kbc
t
k c k c
c
c
MSd / NSd = konst. xc <NSd / MSd <
i
2
SdSd
SdSd
j
k
1
zE
N/M
N/MS
tc
ttcc
kk
kzkz
1 52 7
,,
12
2
r
M N
M Nr
M N
Sd Sd
Rd Sd
Sd Sd
/
/
//
/
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
105
History of loading
o Influence to stiffness o No influence to resistance
Moment
Rotation
MRd
Sd
S j.ini
Plastification of one component
Anchor bolts in tension and one flange in compression
Nonlinear part of the curve
Non-proportional loading
Proportional loading
0 Normal force
Moment
Non-proportional
Proportional
resistance
e N0
0
Column base
loading
loading
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Sensitivity study of base plate thickness
10
15
20
25
30Moment, kNm
Rotation, mrad
t =
0
20
40
60
80
100
120
0 5 10 15 20 25 30
t
HE 160 B
MRd
M 20 - 10.9
400 kN
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Validation on experiment
Force, kN
Anchor bolt
E kb
Base plate
Deformation, , mm
Concrete
E k c
E kp
200
100
00,5
200
100
00,5
200
100
00,5
W7-4.20-prop
Experiment
Prediction
Moment, kNm
0
20
40
60
80
0 10
t = 20
HE 160 B
h = 500
NM
Rotation, mrad
Force, kN
Force, kN
Components Assembly
Wald F., Sokol Z., Jaspart J.P.,
Base Plate in Bending and Anchor Bolts in Tension, Heron 53 (2008) 21-50.
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Validation on experiment
Proportional loading, bolt failure
Nonproportional loading, concrete failure
W7-4.20-prop
0
20
40
60
80
0 2 4 6 8 10 12
Moment, kNm
Model
Experiment
HE 160 B - 480
4 M 24 - 4.6 - 420 P 20 - 300 x 220
550 x 550 x 550 30 x 330 x 250
Rotation, mrad
0
10
20
30
40
50
60
70
80
0 500 1000
Normal force, kN
Moment, kNm
W7-4.20-prop
0
20
40
60
80
100
120
140
0 5 10 15 20 Rotationí, mrad
Moment, kNm
Model
Experiment
S220-190
HE 220 B - 900
2 M 20 - 10.9 - 320P 20 - 280 x 280
1200 x 600 x 600
30 x 250 x 250
0
20
40
60
80
100
120
140
160
0 500 1000 Normal force síla, kN
Moment, kNm S220-190
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 oWorked examples o Summary
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
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.
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
0,6
0,7
0,8
0,9
1
0,0001 0,01 1,00 100,0 S_
S
j,ini,pinS
j,ini,stif
b =F
Fcr,res
cr.pin
t = 12 mm
a1 = b1 = 280 mm
a = b = 500 mm
h = 1000 mm
M 24 -420
S = 7 100 kNm / rad
t = 40 mm
a1 = b1 = 420 mm
a = b = 500 mm
h = 1000 mm
M 24 -420S = 74 800 kNm / rad
log
j,ini,stif
j,ini,pin
Non-sway frames by resistance
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Sway frames for serviceability
115 kN
5 m
4 m
115 kN
HE 200 B
HE 200 B
5 kN
y / yP
y
S
1,0
0
0,2
0,4
0,6
0,8
0,0001 0,01 1 100log S
j,ini,pinS
S j,ini,stif
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
113
Classification based on stiffness Accuracy - 5% for resistance and 20% for serviceability
0
0,2
0,4
0,6
0,8
0 0,1 0,2 0,3
1,0
S j,ini,c,s
S j,ini,c,n = 30 E I / Lc
Pinned
Semirigid
Rigid
= 12 E I / L 36,1o =
Rotation,
M j / Mpl,Rd
c
c
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
114
Non-sway frames by resistance
For 0,5 Sj,ini 0 For 0,5 < < 3,93 Sj,ini 7 (2 - 1) E Ic / Lc and for 3,93 Sj,ini 48 E Ic / Lc where is relative stiffness for simple supported column at both ends For limited stiffness 12 E Ic / Lc For sway frames
ccinij, LIES / 30
o
o
o
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 oWorked examples o Summary
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
4xP30-40x40RdF
t = 18
HE 200 B b = 850
b = 340
2
d = 850d = 34021
h = 900
30
1
WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Concrete strength in joint
Under the base plate
MPaMPa cdjd 245,1/120,30,33,13 ff
340340
850850
11
22cd
c0
c1cdjd 5,1/12
3
2 =
d b
d b f
A
Aff jj bb
WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Plate effective width
mm7,430014133
23518
M0j
y
,,f 3
f t =c
c c
c
c
cc
t = 15
t = 9h = 200 w
f
c
b = 200c
WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Base plate compression resistance
Effective area under I cross section The base plate resistance
c c
c
c
cc
t = 15
t = 9h = 200 w
f
c
b = 200c
chacbbA 2;min2;min fceff
0;22max0;22;minmax fcfc cthctcbb
7,4322007,432200effA
2mm722667771559982
7,4321522007,43297,432200
N108873,1372266 3jdeffRd fAN
WE WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
120
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
r = 160
b = 1600
b = 420
t = 30
HE 200 B
2
1d = 420 d = 16002
MFEd Ed
b
30
h = 1000
M 24
e = 50
e = 90
p = 240
b
a
e = 60c
1
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
mb
sub
Rdt,RdT,3,
9,022
AfBF
N100,18325,1
3533609,02 3
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
Length of effective T stub T stub resistance
mm2,53268,06028,060 wf am
2,81424022,53π22π2
2,6949042,5324π2
7,2125090625,02,532625,02
7,2822405,090625,02,5325,0625,02
2104205,05,0
6,6682,53π4π4
3,2755025,12,53425,14
min
b
ab
b
a
eff,1
pm
πem
eem
pem
b
m
em
l
N100,37000,1604
235302102
4
2 32
M0
y2
eff,1
Rd2,-T,1
m
ftLF
mm210eff,1 l
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 Force equilibrium Contact force for full bolt resistance
MPaMPa24,0 cd 325,1/160,30,3 f
420420
14201420
11
22cdj
c0
c1cdjjd 5,1/16
3
2 =
d b
d b f
A
Aff bb
RdT,jeffEd FfAF
2
d
Rd,3Edeff mm45828
0,24
100,18310500 33
jf
FFA
WE WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Effective width of base plate
The effective width of the area in contact
M0jd
y
γ f
f= t c
3mm 54,2
0010243
23530
,,
mm4,1232,542152mm3,922,542200
45828
2f
c
effeff
ct
cb
Ab
c
c c
c
c
rt
rc
c
beff
c
cf= 15t
c= 200h
f= 15t
c = 200b
w= 9t
WE WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Bending moment resistance for acting normal force
Lever arm Bending resistance
for normal force FEd = 500 kN
cjdeffbRdT,3,Rd rfArFM
mmeffcc 1,108
2
3,922,54
2
200
22
bc
hr
1,1080,2445828160100,183 3
kNmNmm 1,103101,103 6
WE WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Bending stiffness
Stiffness coefficient o Anchor bolt
o Base plate
mm7,25,261
3530,20,2
b
sb
L
Ak
mm0162,53
30210425042503
3
3
3effb,
b ,,
m
tL,k
t f
t
= 15
a eq
b c = 15
WE WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Bending stiffness
Stiffness coefficient
Lever arm in tension zt and in compression zc to column neutral axes For part in tension
mm8,1320090000210275,1
50027
275,1ceq
s
cc
ba
E
Ek
mmcc 16060
2
200
2t e
hr
mmcc 5,92
2
15
2
200
22f
thz
mm
pb
t 310,2
0,16
1
7,2
1
1
11
1
kk
k
WE WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Bending stiffness
Lever arm Eccentricity Bending stiffness
mm5,2525,92160ct rrr
mm4,563,28,13
1603,25,928,13
tc
ttcc
kk
rkrka
mm2,20610500
101,1033
6
Ed
Rd
F
Me
78,13
1
31,2
11
5,252000210
4,562,206
2,206
1
22
i i
s
k
rE
ae
eS
inij,
radkNm79920radNmm79920,
WE WE
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 the base plate is semi-rigid for braced frames and also for unbraced frames
96,61096,56000210
000410799,20
6
9
cs
cinij,inij,
IE
LSS
3,sECini,j,inij, 3096,6 SS
n3,ECini,j,inij, SS 1296,6
0
0,2
0,4
0,6
0,8
0 0,1 0,2 0,3
1,0
S j,ini,c,s
S j,ini,c,n = 30 E I / Lc
Pinned
Semirigid
Rigid
= 12 E I / L 36,1o =
Rotation,
M j / Mpl,Rd
c
c
WE WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Base plate M-N interaction diagram
0
1 000
100 Moment, kNm
Normal force, kN
30
40
25
15
20
HE 200 B
t =
MN
RdRd
30
h =
M 24
1 600
340 630
630
340
1 600
pl.Rd
pl.RdN
M
t =
End column resistance
1 835
151,0
1 000
WE WE
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Influence of contact in column web
Moment, kNm
Normal force, kN
Base plate thickness, mm
30
40
25
15
20
pl,Rd
pl,RdN
M
One bolt row activated
Both bolt rows activated
Model contact column web and flanges
Contact of flanges only
Column end resistance
WE WE
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 oWorked examples o Summary
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
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?
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
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
Component based model of column base with base plate and anchor plate
Eurocodes - Design of steel buildings with worked examples Brussels, 16 - 17 October 2014
Component based FEM
oAdvanced design model based on FEM oComponents integrated FEM 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
True stress-strain
Experimental
Design
Material nonlinear design model of plate
Fan model of anchor bolt
http://www.idea-rs.com
Thank you for your attention
František Wald Czech Technical University in Prague
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