1. ANALYTICAL INVESTIGATION OF LINKED COLUMN SYSTEM FOR EARTHQUAKE RESISTANT RC STRUCTURES
GUIDED BY,
MS. D. DARLING HELEN LYDIA M.TECH.,
PRESENTED BY,
S. ARUMUGAM
C. JEGANATHAN
T. SARAVANA KUMAR
P. SIVA PANDI

2. ABSTRACT
This project deals with the provision of the link beams and columns to improve the seismic resistance using the finite element structural engineering software SAP2000
The linked columns are designed to limit seismic forces and provide energy dissipation through yielding of links.
The Non-linear push over analysis was used to investigate the performance of a three storey building.
The total height of the building is 14 m.

3. INTRODUCTION
Collapse prevention is the first priority in the seismic design of buildings.
In general, buildings in modern city are often built closely to each other due to limited land availability.
In order to prevent the collapse of the building, the linked column frame system is introduced.

5. FORCE VS DEFORMATION CURVE

6. SAP2000
Computers and Structures, Inc. (CSI) founded in 1975, has introduced a software known as Structural Analysis Program (SAP)
In this project, SAP is used for the earthquake analysis of an RC structure.
This software can also be used for design and analysis of bridges, dams, storage structures, underground tunnels, pipes,etc…

7. LITERATURE REVIEW
According to A. Srinivasu Dr. B. Panduranga Rao (2013) :
The nonlinear analysis of a structure is an iterative procedure. It depends on the final displacement.
Difficulty in the solution is faced near the ultimate load. Since the displacement at the top level is maximum.
Structural Analysis Program that works with complex geometry and monitors deformation at all hinges to determine ultimate deformation.

8. According to M. Malakoutian J.W. Berman P. Dusicka A. Lopes (2012):
In this research, a new seismic load resisting system, called the Linked Column Frame system (LCF) is investigated.
The LCF consists of two components:
a primary lateral system denoted the linked column, consisting of dual columns interconnected with replaceable link beams.
a secondary lateral/gravity system, which is an exible moment resisting frame with beams having fully restrained connections at one end and simple Connections at the other.

9. This LCF system utilizes replaceable link beams that provide initial stiffness and then act as yielding energy dissipators.
It provide nonlinear softening behavior, ductility, and energy dissipation.
They limits the inelastic deformation and related damage to the structural members of the adjacent moment resisting frame.
The LCF links behave similarly to links in eccentrically braced frames, depending on their lengths.

10. Conclusions From Literature
The link beam and column concept has been introduced in steel structures.
Normally Active Mass dampers or Hybrid Mass Dampers are used to resist the seismic forces. But these methods are highly cost effective.
. Hence the link beam and columns are provided to resist the seismic forces which are less cost and economical in usage.
The storey drift value is taken at the node where the deflection is maximum. Based on the storey drift values, the link beams are provided at the desired columns.

11. METHODOLOGY Number of Links Size of Links Effective Span
Location of columns
Number of Links
Effective Span

12. BUILDING DESCRIPTION Number of Storey: G+3
Bay length in X direction: 5m
Bay length in Y direction: 5m
Bay length in Z direction: m
Size of the Main Beam: m x 0.6m
Size of the Link beam: m x 0.3m
Size of the Main Column: m x 0.5m
Size of the Linked Column: 0.4m x 0.4m
Spacing between the Linked Columns: 1.1m

13. MATERIAL PROPERTIES Modulus of Elasticity of Steel, Es = 210,000 MPa
Modulus of Elasticity of Concrete, Ec = 22, MPa
Characteristic Strength of Concrete, fck = 25 MPa
Yield Stress for Steel, fy = 415 MPa
Poisson’s Ration = 0.2
Co-efficient of Thermal Expansion = 9.9 x 10-6 /°C
Concrete Cube Compressive Strength = MPa
Bending Yield Stress of Reinforcement = MPa

14. LOADING DETAILS
Self Weight of the Structure : Self Weight of the Beam, Column and Slab
Dead Load : 4.25 kN/m
Floor Finish : 1.00 kN/m
Live Load : 5.00 kN/m

15. ANALYSIS DATA FOR BUILDING
Zone V
Seismic Intensity
Very Severe (0.36)
Response Reduction Factor 5
Importance Factor
1.0
Soil Condition
Hard
Height of the Building 14

16. MODEL OF G+3 FLOOR BUILDING
Model Frame of the Structure

17. PLACEMENT OF THE LINKED COLUMN
AT ENDS
AT INTERMEDIATES

18. HINGE FORMATIONS
IN 1st Mode

19. IN 2nd Mode

20. IN 3rd Mode

21. DISPLACEMENT VALUES JOINTS AT ENDS 29 0.03883 112 0.10571 147 0.16459
182
JOINTS
AT INTERMEDIATE
109
108
107
106

22. LINKED COLUMN AT INTERMEDIATE
STOREY DRIFT VALUES
LINKED COLUMN AT ENDS
LINKED COLUMN AT INTERMEDIATE
RESULT:
The Storey Drift value for the structures with linked column at ends is lesser than the linked column at intermediate.
Hence, the provision of the linked column at ends is safe.

23. MODEL OF THE STRUCTURE WITH ONE LINK

24. HINGE FORMATIONS
1st MODE 2nd MODE

25. MODEL OF THE STRUCTURE WITH TWO LINKS

26. HINGE FORMATIONS
1st MODE 2nd MODE

27. MODEL OF THE STRUCTURE WITH THREE LINKS

28. HINGE FORMATIONS
1st MODE 2nd MODE

29. PROVISION OF LINKED COLUMN AT ENDS
COMPARISION RESULTS
STOREY DRIFT VALUES
PROVISION OF LINKED COLUMN AT ENDS
ONE LINK
TWO LINKS
THREE LINKS

30. CONCLUSION
Since, the drift values goes on reducing with the increase in the number of links, thus the provision of the three link beams are much safer.
It can also be effectively used as a rehabilitation of the existing structure.
Cost of construction is reduced.

31. REFERENCES
ATC 40-“Seismic Evaluation and Retrofit of Concrete Buildings”, Applied Technology Council, November 1996
V. Kapur and Ashok K. Jain, Seismic response of shear wall frames versus braced concrete frames. Indian Concrete Journal, 57,1983,107
Peter Dusicka, Steel Frame Lateral System Concept Utilizing Replaceable Links, NZSEE Conference.2009
Maheri MR, Sahebi A, Use of Steel Bracing in Reinforced Concrete Frames, Engineering Structures, 19(12),1997,

32. THANK YOU