Volume 6, Issue 2 (12-2021)                   NMCE 2021, 6(2): 77-92 | Back to browse issues page

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Masaeli H, Ahmadi M. Fragility analysis of nonlinear soil-structure systems including foundation uplifting and soil yielding. NMCE. 2021; 6 (2) :77-92
URL: http://nmce.kntu.ac.ir/article-1-387-en.html
Assistant Professor, Department of Civil Engineering, Ayatollah Boroujerdi University, Boroujerd, Iran. , masoud.ahmadi@abru.ac.ir
Abstract:   (191 Views)
The present study is focused on fragility analysis of steel moment resisting frames (MRFs) incorporating nonlinear soil-structure interaction (SSI) effects. To this end, incremental dynamic analyses are performed using a suit of real ground motion records. A MRF structure is considered which is supported by single footings. To evaluate the SSI effects, four cases are compared including (i) fixed base, (ii) linear SSI and uncoupled footings (i.e. without tie beams), (iii) nonlinear SSI and uncoupled footings and (iv) nonlinear SSI and coupled footings (i.e. with tie beams). The SSI effect is represented by modified Beam-on-nonlinear Winkler foundation (BNWF) model. An appropriate structural damage index based on summation of cumulative plastic hinges’ rotations is employed. The seismic fragility curves of the structures are derived and compared for the above-mentioned cases. The results show that nonlinear SSI has significant effects on seismic fragility curves. Evidently, these effects are mitigating especially in case of footings with tie beams. To assess the effect of ground motion type, fragility curves are also derived for each type of ground motion comparatively. It is observed that near field pulselike records are more destructive than far field or near field no-pulse records in terms of fragility curves. Overall, based on findings of this study, the obtained modified fragility curves are supposed to be helpful for the earthquake engineers to conduct more realistic loss estimations considering SSI effects. These modification factors need to be generalized with respect to a variety of structural systems, site types and foundation configuration.
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Type of Study: Research | Subject: Special

References
1. [1] Federal Emergency Management Agency. Earthquake damage evaluation data for California (ATC 13). Applied Technology Council; 1985.
2. [2] Federal Emergency Management Agency. Multi-hazard loss estimation methodology, earthquake model, HAZUS-MH MR4 technical manual. 2003.
3. [3] Cavalieri F, Correia AA, Crowley H, Pinho R. Seismic fragility analysis of URM buildings founded on piles: influence of dynamic soil-structure interaction models. Bull Earthq Eng 2020;18:4127-56. [DOI:10.1007/s10518-020-00853-9]
4. [4] Salami MR, Kashani MM, Goda K. Influence of advanced structural modeling technique, mainshock-aftershock sequences, and ground-motion types on seismic fragility of low-rise RC structures. Soil Dyn Earthq Eng 2019;117:263-79. [DOI:10.1016/j.soildyn.2018.10.036]
5. [5] Segura R, Padgett JE, Paultre P. Metamodel-based seismic fragility analysis of concrete gravity dams. J Struct Eng 2020;146:4020121. [DOI:10.1061/(ASCE)ST.1943-541X.0002629]
6. [6] Ellingwood BR, Celik OC, Kinali K. Fragility assessment of building structural systems in Mid‐America. Earthq Eng Struct Dyn 2007;36:1935-52. [DOI:10.1002/eqe.693]
7. [7] Cavalieri F, Correia AA, Crowley H, Pinho R. Dynamic soil-structure interaction models for fragility characterisation of buildings with shallow foundations. Soil Dyn Earthq Eng 2020;132:106004. [DOI:10.1016/j.soildyn.2019.106004]
8. [8] Sáez E, Lopez-Caballero F, Modaressi-Farahmand-Razavi A. Effect of the inelastic dynamic soil-structure interaction on the seismic vulnerability assessment. Struct Saf 2011;33:51-63. [DOI:10.1016/j.strusafe.2010.05.004]
9. [9] Japan International Cooperation Agency. The study on seismic microzoning of the Greater Tehran Area in the Islamic Republic of Iran. Pacific Consult Int Report, OYO Coop Japan 2000:291-390.
10. [10] Mansouri B, Ghafory-Ashtiany M, Amini-Hosseini K, Nourjou R, Mousavi M. Building seismic loss model for Tehran. Earthq Spectra 2010;26:153-68. [DOI:10.1193/1.3280377]
11. [11] American Society of Civil Engineers. Minimum design loads for buildings and other structures (ASCE 7) 2010.
12. [12] American Institute of Steel Construction. Specification for structural steel buildings (ANSI/AISC 360). 2010.
13. [13] McKenna F, Fenves GL, Scott MH. Open system for earthquake engineering simulation. Univ California, Berkeley, CA 2000. http://opensees.berkeley.edu.
14. [14] Ibarra LF, Krawinkler H. Global collapse of frame structures under seismic excitations. Pacific Earthquake Engineering Research Center Berkeley, CA; 2005.
15. [15] Lignos DG, Krawinkler H. Deterioration Modeling of Steel Components in Support of Collapse Prediction of Steel Moment Frames under Earthquake Loading. J Struct Eng 2011;137:1291-302. [DOI:10.1061/(ASCE)ST.1943-541X.0000376]
16. [16] Gajan S, Raychowdhury P, Hutchinson TC, Kutter BL, Stewart JP. Application and validation of practical tools for nonlinear soil-foundation interaction analysis. Earthq Spectra 2010;26:111-29. [DOI:10.1193/1.3263242]
17. [17] Harden CW, Hutchinson TC. Beam-on-nonlinear-Winkler-foundation modeling of shallow, rocking-dominated footings. Earthq Spectra 2009;25:277-300. [DOI:10.1193/1.3110482]
18. [18] Harden CW. Numerical modeling of the nonlinear cyclic response of shallow foundations. Pacific Earthquake Engineering Research Center; 2005.
19. [19] Raychowdhury P, Hutchinson T. Nonlinear material models for Winkler-based shallow foundation response evaluation. GeoCongress 2008 Charact. Monit. Model. GeoSystems, 2008, p. 686-93. [DOI:10.1061/40972(311)85]
20. [20] Gajan S, Hutchinson TC, Kutter BL, Raychowdhury P, Ugalde JA, Stewart JP. Numerical models for analysis and performance-based design of shallow foundations subjected to seismic loading. Pacific Earthquake Engineering Research Center Berkeley; 2008.
21. [21] Federal Emergency Management Agency. Quantification of building seismic performance factors (FEMA P695). Applied Technology Council; 2009.
22. [22] Baker JW. Quantitative classification of near-fault ground motions using wavelet analysis. Bull Seismol Soc Am 2007;97:1486-501. [DOI:10.1785/0120060255]
23. [23] Road, Housing, and Urban Development Research Center. Iranian code of practice for seismic resistant design of buildings. 2014.
24. [24] Al-Mashaykhi M, Rajeev P, Wijesundara KK, Hashemi MJ. Displacement profile for displacement based seismic design of concentric braced frames. J Constr Steel Res 2019;155:233-48. [DOI:10.1016/j.jcsr.2018.12.029]
25. [25] Shoeibi S, Kafi MA, Gholhaki M. New performance-based seismic design method for structures with structural fuse system. Eng Struct 2017;132:745-60. [DOI:10.1016/j.engstruct.2016.12.002]
26. [26] Ghosh S, Datta D, Katakdhond AA. Estimation of the Park-Ang damage index for planar multi-storey frames using equivalent single-degree systems. Eng Struct 2011;33:2509-24. [DOI:10.1016/j.engstruct.2011.04.023]
27. [27] Park Y-J, Ang AHS, Wen YK. Damage-limiting aseismic design of buildings. Earthq Spectra 1987;3:1-26. [DOI:10.1193/1.1585416]
28. [28] Van de Lindt JW. Damage-based seismic reliability concept for woodframe structures. J Struct Eng 2005;131:668-75. [DOI:10.1061/(ASCE)0733-9445(2005)131:4(668)]
29. [29] Park Y-J, Ang AH-S. Mechanistic seismic damage model for reinforced concrete. J Struct Eng 1985;111:722-39. [DOI:10.1061/(ASCE)0733-9445(1985)111:4(722)]
30. [30] Applied Technology Council. Seismic performance assessment of buildings. Federal Emergency Management Agency; 2012.
31. [31] Zareian F, Krawinkler H. Assessment of probability of collapse and design for collapse safety. Earthq Eng Struct Dyn 2007;36:1901-14. [DOI:10.1002/eqe.702]
32. [32] Vamvatsikos D, Cornell CA. Incremental dynamic analysis. Earthq Eng Struct Dyn 2002;31:491-514. [DOI:10.1002/eqe.141]
33. [33] Harati M, Mashayekhi M, Barmchi MA, Estekanchi H. Influence of Ground Motion Duration on the Structural Response at Multiple Seismic Intensity Levels. Numerical Methods in Civil Engineering Journal 2019; 3(4):10-23. [DOI:10.29252/nmce.3.4.10]

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