Seismic response evaluation of the linked column frame system

Malakoutian, Mohammad; Berman, Jeffrey W.; Dusicka, Peter

doi:10.1002/eqe.2245

Cited by 84 publications

(20 citation statements)

References 32 publications

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“…Table 2 summarizes the parameters and the results of the evaluations for the archetypes with design R values equal to 8. The same approach is done for all seventeen index archetypes, and ACMR for an each LCF and the average ACMR for all designs are accepted for R=8 (Malakoutian, 2012). The average of Ω for all index archetype designs is near to 3.66.…”

Section: Performance Evaluationmentioning

confidence: 99%

“…This allows the main structure, including the gravity load system, to remain essentially elastic and undamaged under certain earthquake. Linked Column Frame system (LCF), consisting of dual columns interconnected with replaceable link beams and a flexible secondary moment frame (Figure 1), is proposed as a new seismic load resisting system Iwai, 2007 andMalakoutian et. al., 2012).…”

Section: Introductionmentioning

confidence: 99%

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Seismic Design Parameters for the Link Column Frame System

Malakoutian

Berman

Dusicka

et al. 2013

Structures Congress 2013

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The Linked Column Frame (LCF) is proposed as a steel seismic load resisting system consisting of two components: a primary lateral system made up of dual columns interconnected with link beams (denoted linked columns); and a secondary moment frame. Previous research has developed a procedure that ensures the links of the linked columns yield at a significantly lower story drift than the beams of the moment frame, enabling design of this system for three distinct performance states: linearly elastic; rapid repair, where only link damage occurs and quick link replacement is possible; and collapse prevention. This paper discusses additional analyses that have been performed to establish recommended values for seismic design parameters, including the response modification coefficient, R, the system over-strength factor, Ω, and the deflection amplification factor (C d ). A suite of archetype LCF buildings were developed and incremental dynamic analysis was performed according the procedures in FEMA P695.

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Section: Performance Evaluationmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Seismic Design Parameters for the Link Column Frame System

Malakoutian

Berman

Dusicka

et al. 2013

Structures Congress 2013

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show abstract

“…3. Lopes et al [11] and Malakoutian et al [12] numerically analyzed 6-story Linked column frame using time-history and pushover analyses, respectively.…”

Section: Determination Of Link Column Member Sizesmentioning

confidence: 99%

Experimental Investigation on Link Column Frame System for Reinforced Concrete Structures

Shelton

Hemalatha

Vellapandi

2017

Facing the Challenges in Structural Engineering

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Abstract. The structural and non-structural components of a building is subjected to seismic forces that must have adequate strength and stiffness to minimize the inter-storey drift during structure excitations. One of the most efficient methods was proposed by Dusicka et al. [6] in the Linked Column Frame (LCF) system for steel structures. The main objective of this system is in utilizing the replaceable components that are positioned in such a way to protect the gravity load carrying system of the structure. In this paper, the concept of LCF is extends to Reinforced Concrete structures. The experimental investigation carried out in this research presents the behaviour of LCF with various connections which include rigid and hinged connection as per IS 12303-1987. Design of the LCF system should be checked to ensure that the plastic hinges developed in the links of the linked column should have reduced storey drift compared to the plastic hinges developed in the moment resisting frame system. In this experiment, cyclic load tests are carried out on a single bay frame with and without linked column. A significant reduction in the relative storey drifts along with an increase in energy dissipation of the linked column frame was noticed.

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“…In order to carry out the design of any novel structural system which is not included into ASCE 7–10 , its seismic performance factors must be determined in accordance to the FEMA P‐695 procedure similarly to several other structural systems .…”

Section: Introductionmentioning

confidence: 99%

Determination of the seismic performance factors for post‐tensioned rocking timber wall systems

Sarti

Palermo

Pampanin

et al. 2016

Earthq Engng Struct Dyn

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Post-tensioned technologies for concrete seismic resistant buildings were first developed in the 1990s during the PREcast Seismic Structural Systems program. Among different solutions, the hybrid system proved to be the most resilient solution providing a combination of re-centering and energy dissipative contributions respectively by using post-tensioned tendons and mild steel reinforcement. The system, while providing significant strength and energy dissipation, reduces structural element damage and limits post-earthquake residual displacements. More recently, the technology was extended to laminated veneer lumber (LVL) structural members, and extensive experimental and numerical work was carried out and allowed the development of reliable analytical and numerical models as well as design guidelines. On the basis of the experimental and numerical outcomes, this paper presents the evaluation of the seismic performance factors for post-tensioned rocking LVL walls using the FEMA P-695 procedure. Several archetype buildings were designed considering different parameters such as the building and story height, the type of seismic resistant system, the magnitude of gravity loads and the seismic design category. Lumped plasticity models were developed for each index archetype to simulate the behavioral aspects and collapse mechanisms. Non-linear quasi-static analyses were carried out to evaluate the system over-strength factor; moreover, non-linear time history analyses were performed using the incremental dynamic analysis concept to assess the collapse of each building. From the results of quasi-static and dynamic analyses the response modification factor, R, system over-strength factor, Ω0, and deflection amplification factor, Cd, values of, respectively, 7, 3.5 and 7.5 are recommended. Copyright © 2016 John Wiley & Sons, Ltd. Copyright © 2016 John Wiley & Sons, Ltd

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Seismic response evaluation of the linked column frame system

Cited by 84 publications

References 32 publications

Seismic Design Parameters for the Link Column Frame System

Seismic Design Parameters for the Link Column Frame System

Experimental Investigation on Link Column Frame System for Reinforced Concrete Structures

Determination of the seismic performance factors for post‐tensioned rocking timber wall systems

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