structural behaviour of high performance steel structures in … · 2020. 11. 2. · slide3/32 2 1....
TRANSCRIPT
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Structural Behaviour of
High Performance Steel
Structures in Seismic Area
Ms. Paola Pannuzzo
Dr. Junbo Chen
Dr. Tak-Ming Chan
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1. Introduction
2. Methodology
3. Results and Discussions
4. Concluding remarks
OUTLINE
1
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1. Strength
2. Stiffness
3. Ductility
1. High Strength –to- weight ratio
2. High torsional stiffness
3. Yes/ No?
REQUIREMENTS
FOR SEISMIC APPLICATIONS
CHARACTHERISTICS
OF HOT-FINISHED HOLLOW STEEL
SECTIONS
Introduction
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DUCTILITY
Capacity of a mechanical system (structure or member
or material) to deform in the plastic domain ( after yield
point) without reducing its bearing capacity.
PDuctility = Deformation capacity
Yield Point
Δ𝒖Δ𝒚
Failure
Introduction
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Manufacturing process
Hot-finished Cold-formed
• Homogeneity • Non-homogeneity
• Consistent hardness • Enhanced strength
• Good ductility • Less ductility
• Low residual stresses • High Residual stresses
• Hot-Finished
• Cold-Formed
MATERIAL DUCTILITY
Ability of steel to resist large plastic strains
Cold-Formed
Introduction
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MEMBER DUCTILITY = ROTATION CAPACITY
Key Parameters : b/t , d/t
• EUROCODE 8
GLOBAL DUCTILITY LOCAL DUCTILITY GLOBAL DUCTILITY LOCAL DUCTILITY
• AISC 341-16
Introduction
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• 12 specimens, with different width-to-thickness ratios (b/t), depth-to-thickness
ratios (d/t) with similar member slenderness (L/r).
• All specimens were tested under monotonic as well as cyclic loading.
• The section sizes were chosen so as to provide a sufficient scatter of b/t and d/t
values with regard to the limits provided by AISC 341-16 for highly, λhd , and
moderately, λmd, ductile members.
TEST MATRIX
Methodology
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EXPERIMENTAL SETUP
• Three-point bending test arrangement
• Monotonic tests were carried out
under displacement control
• SAC loading protocol was adopted
to apply the lateral cyclic load
Methodology
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FAILURE MODES
Flange local buckling
Flange and Web local buckling
Fracture before local buckling
Fracture after local buckling
Results and discussions
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(i) Highly ductile members
• Despite both achieved high rotation levels with no moment degradation,
rectangular sections attained lower over-strength as well lower rotation
levels than square sections with similar b/t ratio
Section b/t d/t L/r
Ductile
criteria
(AISC 341-
16)
100x100x6.3 13.6 13.6 23.1 Highly
120x120x6.3 16.2 16.2 21.3 Moderately
150x150x5 27.5 27.5 19.8 No ductile1
160x80x5 13.0 28.9 18.9 Highly
200x100x5 16.9 36.4 20.5 Moderately
250x150x6.3 21.4 37.5 28.2 Moderately
-0.1 -0.06 -0.02 0.02 0.06 0.1-2
-1.6
-1.2
-0.8
-0.4
0
0.4
0.8
1.2
1.6
2
Backbone curves
Rotation [rad]
No
rmal
ized
mo
men
t
100x100x6.3
160x80x5
Results and discussions
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(ii) Moderately ductile members
Section b/t d/t L/r
Ductile
criteria
(AISC 341-
16)100x100x6.3 13.6 13.6 23.1 Highly
120x120x6.3 16.2 16.2 21.3 Moderately
150x150x5 27.5 27.5 19.8 No ductile1
160x80x5 13.0 28.9 18.9 Highly
200x100x5 16.9 36.4 20.5 Moderately
250x150x6.3 21.4 37.5 28.2 Moderately
-0.1 -0.06 -0.02 0.02 0.06 0.1-2
-1.6
-1.2
-0.8
-0.4
0
0.4
0.8
1.2
1.6
2
Backbone curves
Rotation [rad]
No
rmal
ized
mo
men
t
120x120x6.3
200x100x5
• Moment degradation is more evident with increasing values of b/t and d/t ratios,
especially for rectangular sections. This effect may be due to the interaction between
flange and web local buckling.
• 120x120x6.3 section was classified as moderately ductile member could be classified as
highly ductile members.
• 200x100x5 with similar b/t ratio did not behave as highly ductile members since higher d/t
ratio affected the rotation capacity.
Results and discussions
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(iii) Sections above and below the limit for
Moderately ductile members
Section b/t d/t L/r
Ductile
criteria
(AISC 341-
16)100x100x6.3 13.6 13.6 23.1 Highly
120x120x6.3 16.2 16.2 21.3 Moderately
150x150x5 27.5 27.5 19.8 No ductile1
160x80x5 13.0 28.9 18.9 Highly
200x100x5 16.9 36.4 20.5 Moderately
250x150x6.3 21.4 37.5 28.2 Moderately
-0.1 -0.06 -0.02 0.02 0.06 0.1-2
-1.6
-1.2
-0.8
-0.4
0
0.4
0.8
1.2
1.6
2
Backbone curves
Rotation [rad]
No
rmal
ized
mo
men
t
150x150x5
250x150x6.3
• Although, according to AISC classification, square section 150x150x5 cannot beeven used for seismic applications performed better than the rectangular section250x150x5 in terms of moment and rotation capacity.
Results and discussions
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The results suggest that relaxed limits for the width–to-thickness (b/t) and depth–to-thickness (d/t) ratios may be adopted for a more convenient use of hot-finished hollow steel sectionsin seismic bending applications , taking advantage of their improved ductility, result of hot-manufacturing process
+ DUCTILITY
+ STRENGTH/WEIGHT
+ ECONOMIC BENEFITS
Higher performance of steel frame for seismic
design usingHOT-FINISHED HOLLOW
STEEL SECTIONS
Concluding remarks