Download - Bolt Connect Design
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CONNECTION DESIGN
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Hyatt Regency Kansas Walk way collapse !
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Connection Design Requirement
Strength
Stiffness Ductility
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Plate elements of connection
Not Desired Desired
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Connections are largely divided into
two categories
Shear Connections
Moment Connections
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SHEAR FORCE
TRANSFER
(Shear Connection)
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MOMENT
TRANSFER
(MomentConnection)
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BASIC FORCES
Forces in
moment
connection
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CENTERS OF ROTATION IN
MOMENT CONNECTIONS
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Effect of end plate thickness
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Transfer of tension forces
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FAILURE MODES IN TENSION
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Transfer of compression forces
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Special Issues in Connection Design
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Understanding
PRYING
and bolt-plate
interaction
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Splices and base plates
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Column
Splices
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SEMI-RIGID CONNECTION S
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SEMI-RIGID CONNECTIONS IN STEEL FRAMES
Connection costs
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Connection behaviour is relative andhence it needs constant assessment
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Fixed Semi-rigid
Increased sway deflections in semi-rigid frames
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A
B C
D
E F
Typical Steel frame
Steel frame and their connections
Possible onnections
Single web angle
Double web angle
Header Plate
Top angle Seat angle
End Plate
T-stub
Welded Connection
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Rigid
Semi-Rigid
Pinned
Ideally Pinned Connection
Ideally Rigid
Connection
Relative rotation -r
Joint moment - M
Classification of structural steel connections according to their stiffness
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Connection flexibility of beam-column joint
900r
Column Centre
line
Beam Centre
line
B
R2
R1
M
(a) Deformed shape of joint B (b) Centre line diagram
(Exaggerated scale)
LC
B
C
AA
C
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A
B C
D
E F
(a) Actual
frame
Steel frame connections and their
modelling
JA
JB JC
JD
JE JF
(b) Idealised
frame
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O
Joint characteristics (M-rrelationship)
Strength of joint
Mc
Relative rotation r
Moment
M
A
Ductility of
joint
Initial stiffness, J=r
M
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Strength of joint Mc
Relative rotation r
Moment M
Three parameter model for M-rrelationship
J=
0=
n=1
n=2n=4
n=
Rigid : J=
Hinged : J=0
O
Connection Stiffness and their representation
{ } n/1n)o/r(1rJM
+
=
r
M
J
CM
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A B
C
UDL - 30 kN/m
45 kN 45kN
8m 6.67m
2m 2m
Continuous beam with flexible connection
E=2.08kN/m2
I=8.325e-5 m4
J=40000 kN-m
J
2I I
Gauss
sidel
Final
moments(app.)
+134.219 -123.820 +123.820 0.000
FEM FinalMoments
+134.724 123.970 123.970 0.000
Studies on linear semi-rigid analysis and design of steel frames
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Thank You