This document discusses ring shaped steel plate shear walls (RS-SPSWs) as an alternative to conventional steel plate shear walls (SPSWs). It presents the results of parametric studies and experimental testing that demonstrate the advantages of RS-SPSWs. The parametric studies found that RS-SPSWs mitigate buckling, provide higher strength, stiffness and energy dissipation compared to SPSWs. Experimental testing confirmed RS-SPSWs are capable of developing plastic hinging and exhibiting full hysteretic behavior with less pinching. The document concludes RS-SPSWs have improved seismic performance and design advantages over conventional SPSWs.

1. RING SHAPED - STEEL PLATE
SHEAR WALLS
Presented on – 30/10/2015
ST7311- SEMINAR
ON

2. Conventional steel plate shear wall
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3. Conventional steel plate shear wall
• Collect lateral forces in a
building and transfer
them to the foundation
• Parts of steel plate shear
wall are;
 Horizontal boundary
elements
 Vertical boundary elements
 Web-plate
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4. Disadvantages of conventional SPSW
• Difficult to construct
• Flimsy appearance
• Loud banging sounds associated with buckling of web plates
• Low stiffness and energy dissipation capacity
• Require large moment connections
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5. Ring shaped - steel plate shear walls
o Ring shaped – steel plate shear walls (RS-SPSWs)
are structural systems that offer improved seismic
performance by mitigating the buckling related
issues of solid web plates.
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6. Ring shaped - steel plate shear walls
• The ring shaped steel plate shear wall (RS-SPSW)
includes a steel web plate that is cut with a pattern
of holes leaving ring-shaped portions of steel
connected by diagonal links.
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7. Ring shaped - steel plate shear walls
• Reduce buckling by a
unique pattern of cut-outs.
• Steel plate having ring
shaped cut-outs surrounded
by boundary frame free of
moment connections
• Mitigate the adverse effects
of buckling by utilizing
deformation properties of
ring.
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8. RS-SPSW Concept
• Deformation of the ring into
ellipse
• Assuming perimeter of ring
and deformed ellipse is
constant.
• Pellipse = Pring
Fig. Geometry of the circle and the deformed
ellipse
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9. RS-SPSW Concept
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• Pring = 2πr
• Pellipse= 2π
• r=
• Equating Pellipse and Pring, we will get,
• δ1 =δ2
2
)( 22
ba 
2
)( 22
ba 

10. RS-SPSW Concept
• Effective Poisson’s ratio of
the ring unit,
(δ2/δ1) =1
 Indicates negligible slack in the
transverse direction
• Poisson’s ratio of steel solid
plate(SPSW)=0.3
 Shortening of plate material in
transverse direction is
approximately 30% of
elongation in the longitudinal
direction Fig. Comparison of ring and solid plate
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11. Full scale ring shaped steel plate shear
wall system
Fig. RS-SPSW subjected to lateral load
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12. Parametric study
• 2D modeling with shell elements
• Boundary elements are assumed to be perfectly rigid
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13. Parametric study
 Input parameters
 Thickness of steel plate used (t)
o The web plate thicknesses to be used in the study are: 5/8 inches, 1/2
inches, 5/16 inches and 1/4 inches.
 Outer radius of the rings (Ro)
o The radius of the rings has been varied in the range: 8 inches, 10
inches, 16 inches and 24 inches.
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14. Parametric study
 Input parameters
 Width of the rings (wc)
o Varied in the form of variation in the Ro/wc ratio(the slenderness ratio
of the ring ).
o The ratio chosen for this study are: 2, 2.5 and 3.33 and 5.
 Width of the connecting link (wl)
o The parameter here has been varied in the form of Ro/wl ratio.
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15. Parametric study
 Summary of Input parameters
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16. Output parameters
 Strength of the shear wall system
 Stiffness of the shear wall system
 Yield drift % of the shear wall system
 Total energy dissipation
 Energy dissipation ratio
 Buckling Ratio
 Length of the cut
 Openness of the wall
 Peak strength
 Weight ratio
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17. Results obtained from parametric study
• Effect of thickness(t) of plate on output parameters
• Thicker plate-
o exhibits a relatively full hysteretic behavior
o does not experience substantial strength and stiffness reduction.
o much larger energy dissipation.
• Thinner plate-
o experiences buckling at earlier stage
o exhibits a much smaller energy dissipation ratio.
o exhibit lateral torsional buckling of the rings in conjunction and global
tension field buckling .
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18. Results obtained from parametric study
• Effect of radius on output parameters
• Smaller radii rings
o Resulted in global tension field buckling of the plate.
• Larger radii rings
o Experienced local torsional buckling of the rings in conjunction
to the global tension field buckling
• Difference in the buckling behavior of the wall influences the
total energy dissipation ratio.
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19. Results obtained from parametric study
• Effect of Ro/wc ratio
• An increase in the Ro/wc ratio –
o Tremendous increase in the buckling ratio, indicating that
o Specimens with wider rings suffer from lateral torsional
buckling of the rings
o Results in an exponential decrease in the strength and
stiffness/ring.
o Cost of cutting also increases slightly with the increase in this
ratio.
• Recommended value :2.5-3.33
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20. Results obtained from parametric study
• Effect of Ro/wl ratio
• Ro/wl ratio has a similar influence on the strength and stiffness
per ring as the Ro/wc ratio.
• Increasing the Ro/wl ratio slightly reduces the energy
dissipation capacity of the full wall but has not major influence
on the energy dissipation ratio.
• The cutting cost of the plate also slightly increases with an
increase in the Ro/wl ratio.
• Using a Ro/wl ratio less than 3 is recommended
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21. Results obtained from parametric study
• Effect of the ring slenderness ratio
• The ring slenderness ratio (Ro/t and wc/t) has a major
influence on the buckling behavior of the plate.
• Increase in slenderness ratio results in a substantial decrease in
the total dissipated energy and the buckling ratio.
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22. Experimental study
Fig. Side view of the experimental setup.
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23. Experimental study
Fig. Test specimen geometry.
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24. Experimental study
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Fig. Test specimen geometry.

25. Experimental study
• Solid plate behavior
• Stiffness of solid plate
changed drastically at 50%
of applied force, due to
tension field action.
Fig. Hysteretic behavior of the solid plate
specimen.
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26. Experimental study
• Global shear buckling of RS-SPSW panels
• Global shear buckling is studied by examining the behavior of
Specimen 1;
• When subjected to large cycles of loading, “ring effect” loses
its effectiveness
• Recommended Plate slenderness ratio (a/t) <100
• Limits drifts larger than 2%
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27. Experimental study
• Lateral torsional buckling of rings
Fig. Behavior of panel undergoing lateral torsional
buckling
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28. Experimental study
• Lateral torsional buckling
• The specimens that undergo lateral torsional buckling suffer
more substantial strength degradation.
• Loss of energy dissipation ability
• Less desirable than shear buckling.
• Ring cross section ratio, wc/tw reduces, the lateral torsional
buckling, strength degradation, and loss of energy dissipation
also reduces.
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29. Experimental study
• Inference
• Conventional SPSW - act as tension only bracing after shear
buckling
• RS-SPSW –capable of developing plastic hinging
• Shows full hysteresis behavior
• Global Shear bucking can be controlled by limiting plate
slenderness ratio
• Lateral torsional buckling can be reduced by limiting ring
cross section ratio
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30. Advantages of RS-SPSW over
Standard SPSW
 Tunability.
 Capable of developing plastic hinging of the rings and nearly
full hysteretic behavior.
 Much less pinching in the hysteresis curve as compared to the
SPSW.
 Much higher energy dissipation
 Simple shear beam to column connections.
 If a one ring fracture during loading, the web plate is not
expected to see major deterioration in its capacity
 Improved stiffness
 RS-SPSW uses very thin plates
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31. Conclusion
• RS-SPSW concept has been devised which builds on the
advantages of a typical steel plate shear wall, but has improved
seismic performance, reduced demands on the boundary
elements and allows simple shear beam-to-column
connections.
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32. References
1) Natalia Egorova, Matthew R. Eatherton , AbhilashaMaurya,
“Experimental study of ring-shaped steel plate shear walls”, Journal of
Constructional Steel Research 103 (2014) 179–189
2) Prof. S. D. Ambadkar, Dr. P. S. Pajgade,” Cost Comparison of Industrial
Steel Building with Steel Plate Shear Wall by Considering I-Section &
Encased I-Section as Column Sections” International Journal of IT,
Engineering and Applied Sciences Research (IJIEASR) ISSN: 2319-4413
Volume 4, No. 3, March 2015
3) Abhilasha Maurya” computational simulation and analytical development
of Buckling Resistant Steel Plate Shear Wall (BR-SPSW)”August 06, 2012
Blacksburg, Virginia
4) Adam R. Phillips, Matthew R. Eatherton “Shear Buckling Stability of Ring
Shaped – Steel Plate Shear Walls” Proceedings of the Annual Stability
Conference Structural Stability Research Council Nashville, Tennessee,
March 24-27, 2015
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33. References
5) Ricky Chana, Farisalbermanib And S. Kitipornchaic “Stiffness And
Strength of Perforated Steel Plate Shear Wall” Procedia Engineering 14 (
2011 ) 675 – 679
6) Jeffrey W. Berman, And Michel Bruneau.”Experimental Investigation Of
Light-gauge Steel Plate Shear Walls” Journal of Structural Engineering ©
ASCE / February 2005
7) B. Qu And M.Bruneau “Design of Steel Plate Shear Walls Considering
Boundary Frame Moment Resisting Action”proceedings of The 9th U.S.
National And 10th Canadian Conference On Earthquake Engineering July
25-29, 2010
8) Sabelli R, Bruneaum. “Steel Plate Shear Walls”(AISC Designguide 20).
Chicago, Illinois: American Institute of Steel Construction; 2006.
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34. THANK YOU
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