seismic behavior of steel plate shear wall
TRANSCRIPT
SEISMIC BEHAVIOR OF STEEL PLATE SHEAR WALL
GUIDENCE OF :- Prof.D.R.Nalawade PRESENTED BY :- SWAPNIL S. PATIL(B3210030) KUNAL M. PATIL (B3210029) TUSHAR S. DEO (B3210010)
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Contents-
Introduction Details of SPSW Functional aspects Advantages & Disadvantages of SPSW Problem Statement Different positions of SPSW Analysis using STAAD-Pro Result Conclusion & Refrences
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Introduction:-
Shear wall is a wall constructed to resist shear in x & z direction and which is
subjected to wind and seismic forces.
Types:- 1) Reinforced Cement Concrete Shear Wall
2) Steel Plate Shear Wall (SPSW)
3) Composite Shear Wall
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Steel Plate Shear Wall :-
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Details Of SPSW:-
Steel plate exhibits high initial stiffness.
Steel plate behave in a ductile manner.
It also dissipate significant amount of energy.
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Columns act as flange and steel plate act as web
Together steel plate wall and two boundary columns act as
vertical plate girder
Horizontal floor beam act as transverse stiffeners in the
plate girder
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1) Efficient in carrying lateral load induced due
to wind load & seismic force.
2) Resist horizontal story shear .
3) Also resist overturning moment due to lateral
load.
Functional Aspects:-
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Advantages:-
1) Very ductile & relatively large energy dissipating capacity.
2) Very efficient & economical lateral load resisting system.
3) High initial stiffness , thus very effective in limiting drift.
4) SPSW much lighter than RCC shear wall, so less weight to be carried by
column’s & foundation.
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5) Using shop-welded, field bolted SPSW , we can speed-up
the erection process & reduce construction cost .
6) From architectural point of view , SPSW occupy less space
than the equivalent RCC shear wall.
7) Much easier & faster to construct , when they are used in
seismic retrofit of existing building.
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Disadvantages:-
1) RCC shear wall monolithic in construction but steel plate shear
wall is not monolithic.
2) Steel plates are more tedious for travelling & handling.
3) Additional flexural stiffeners required in tall rise building
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Problem Statement:-
1) Analysis of G+5 storied building using SPSW for different
positions of shear wall in the structure.
2) Different load cases including seismic forces are considered.
3) Analysis is to be done using STAAD-Pro.
4) Comparative study is to be done for structures having SPSW
and without Shear wall.
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Different Positions of SPSW:-
1) Structure without shear wall:-(case 1)
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Structure With Shear wall:-(Case 2)
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Structure With Shear wall:-(Case3)
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Structure With Shear wall:-(Case4)
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Structure With Shear wall:-(Case5)
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Analysis Of SPSW Using STAAD –Pro
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Plate Stress results
Displacement results
Moments results
Time Period results(For X & Z Directions)
Results:-
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Stress Representation :-(Case 2)
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Stress Representation :-(Case 3)
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Stress Representation :-(Case 4)
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Stress Representation :-(Case 5)
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Graphical Interpretation:-
1) Displacements For Node 337:-
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2) Displacements For Node 348:-
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3) Displacements For Node 354:-
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4) Displacements For Node 365:-
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For Moments In Member 385:-
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Time period
Case no. Along X(sec.) Along Z(sec.)
Case 1 0.90133 1.29578
Case 2 0.62532 1.02454
Case 3 0.76925 1.00720
Case 4 0.85729 1.50000
Case 5 0.85729 1.50000
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Conclusion:-
1) Horizontal displacements are considerably reduced.
2) Max. bending moments are reduced upto great extent.
3) From all the above cases ,case 3 is proved to be the most
efficient structurally.
4) Overall SPSW reduces the maximum nodal displacement upto
55-60%.
5) Overall SPSW reduces the maximum bending moment upto 50-
55%.
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References:-
Astaneh-Asl, A., "Seismic Behavior and Design of Steel plate shear walls”, Steel TIPS Report, Structural Steel Educational Council, Moraga, CA, January, 2001.
Ignasius F. Seilie, P.E. and John D. Hooper, P.E., “Steel Plate Shear Walls: Practical Design and Construction”, Modern Steel Construction, November, 2005.
“U.S. - Japan Workshop on Seismic Fracture Issues in Steel Structure, San Francisco.” – by Abolhassan Astaneh-Asl, February 2000.
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Thorburn, L.J., Kulak, G.L., and Montgomery, C.J. Analyses of steel plate shear walls, Structural Engineering Report No. 107, Dept. of Civil Engineering, University of Alberta, Canada, 1983.
IS: 800- 1984, “Code of Practice for general construction in steel”. Second revision.
IS : 875 (Part 1)- 1987, “Code of practice for design loads other than Earthquake for buildings and structures.”, Part 1 Dead loads – Unit Weights of building materials and stored materials, Second revision.
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IS: 875 (Part 2) - 1987, “Code of practice for design loads (other than Earthquake) for buildings and structures.” Part 2 Imposed loads, Second revision.
IS: 875 (Part 3) - 1987, “Code of practice for design loads (other than Earthquake) for buildings and structures.” Part 3 Wind loads, Second revision.
IS: 1893 (Part 1) – 2002, “Criteria for Earthquake Resistant Design of Structures”, Part 1 General Provisions and Buildings, Fifth revision.
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Websites:-
1) http://www.pubs.asce.org/journals
2) http://www.wikipidia.com
3) http://www. Modern steel.com
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