PSI - Issue 78

Melina Bosco et al. / Procedia Structural Integrity 78 (2026) 1087–1094

1094

P LS

P LS

P LS

T R 475 (3LC)

T R 1600 (3LC)

T R 475 (3LC)

0.00 0.25 0.50 0.75 1.00

0.00 0.25 0.50 0.75 1.00

0.00 0.25 0.50 0.75 1.00

T R 1600 (2LC)

T R 475 (2LC)

T R 115

T R 475 (2LC)

3LC - x 3LC - y 2LC - x 2LC - y

3LC - x 3LC - y 2LC - x 2LC - y

3LC - x 3LC - y 2LC - x 2LC - y

T a,50%

T a,50%

R S

R S

0.00 0.50 1.00 1.50 2.00

0.00 0.50 1.00 1.50 2.00

R S

T a,50%

0.00 0.10 0.20 0.30 0.40 0.50

a

b

c

Fig. 6. Fragility curves in terms of (a) DI = 0.01 for beams or columns; (b) DI= 0.75 for links; (c) DI=1.00 for links.

Fig. 6a shows that the probability that first yielding of beams occurs for seismic events with a return period T R =475 is in the range from 37% (for the system with 2 linked columns along the x -direction) to 80% (for the system with 2 linked columns along the y -direction). The probabilities of exceedance for the system with 3 linked columns along the x - or y -direction, fall at intermediate values. Finally, regardless of the structural configuration considered, the probability of exceedance of a DI of links equal to 0.75 during seismic events with T R =475 years (Fig. 6b) and of a DI of links equal to 1.00 during seismic events with T R =1600 years (Fig. 6c) is always very low. 6. Conclusions This paper investigates the design and the seismic performance of linked column framed systems. In particular, a modified structural configuration featuring three linked columns, instead of the traditionally used two linked columns, is proposed to reduce interstorey drift demands. A comparison of both the construction costs and the seismic performance for a six-story building designed using the traditional and the proposed configurations has shown that the proposed configuration reduces structural costs of about 20% without compromising the seismic performance. References Barbagallo, F.; Bosco, M., Marino, E., Rossi, P.P., 2020, Variable vs. invariable elastic response spectrum shapes: Impact on the mean annual frequency of exceedance of limit states. Engineering Structures, 214, 110620 Bosco, M., Marino, E.M., Rossi, P.P., 2015, Modelling of steel link beams of short, intermediate or long length. Engineering Structures, 84: 406 418. Bosco, M., Floridia, A., Mangiameli, E., Rossi P.P., 2024, Proposal of a design procedure for linked column framed systems in the framework of Eurocodes, 18th World Conference on Earthquake Engineering (WCEE 2024), Milan, Italy Bosco, M.; Fiamingo, A., Massimino, M.R.; Rossi, P.P., 2024b, An Assessment of the Seismic Performance of EC8-Compliant CBFs Taking into Account the Role of Soil: A Case Study. Buildings, 14, 2161. Gupta, A., Krawinkler, E.,1999, Report n. 132, Stanford Engineering, Blume Earthquake Engineering Center Malakoutian, M., Berman, J.W., Dusika P., 2012, Seismic response evaluation of the linked column frame system. Earthquake Engineering & Structural Dynamics of Structures, 42(6), 795-814. Montuori, R., Nastri, E., Piluso, V., Pisapia, A., 2023, Design procedure for failure mode control of linked column frames. Engineering Structures 296: 116937. Skiadopoulos, A., Elkady, A., Lignos, D.G., 2021, Proposed panel zone model for seismic design of steel moment-resisting frames, Journal of Structural Engineering. 147 (4), 04021006. Shoeibi, S., Gholhaki, M., Ali Kafi, M., 2019, Simplified force-based seismic design procedure for linked column frame system. Soil Dynamics and Earthquake Engineering, 121, 87-101. Tazarv, J., Mohebkhah, A., 2021a, Direct displacement-based design of the linked column steel frame System, Part 1: Modeling and yield drift evaluation, Structures, 31, 341-356. Tazarv, J., Mohebkhah, A., 2021b, Direct displacement-based design of the linked column steel frame System, Part 2: Development and verification, Structures, 31, 29-48.