Inelastic Response of Fixed and Flexible Foundation of Structure Under Seismic Excitations Generated Deterministically
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Researchers performed inelastic dynamic analysis on simulated ground motion while accounting for foundation flexibility in the specific area of Yogyakarta. The closest fault source to the building site is the Opak Fault, situated 2.1 kilometers from the structure. The closeness to the fault source, which suggests an exceedingly high earthquake magnitude, prompted the use of deterministic analysis. Deterministic analysis used five Ground Motion Prediction Equations (GMPEs): Campbell-Bozorgnia (2006), Sadigh et al. (1997), Ciao-Youngs (2008), Zhao et al. (2006), and Kanno et al. (2006), while the flexibility of the foundation was evaluated using the formula proposed by Novak (1989). The analysis results show that the vibration period that occurs on the flexible support is 2.8 seconds, while on the fixed support it is 2.4 seconds. Deflections and drift ratios in structures with fixed support and high-frequency content are greater, but in beam curvature the results show the opposite, namely, low-frequency content produces larger curvature values. The damage index on the fixed support and high-frequency content is greater than the others. Not much research has looked into the results of inelastic response analysis that includes hysteretic loop outputs and damage indices, making this a new area of study.
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[1] Husein, S., Karnawati, D., Pramumijoyo, S., & Ratdomopurbo, A. (2007). Geological Control of Land Response in the Yogyakarta Earthquake of May 27, 2006: efforts to create a micro-zoning map in the Bantul area. Proceeding Seminar Nasional 2007 Geotechnics for Earthquake Engineering, 25-28 June, 2007, Thessaloniki, Greece. (In Indonesian).
[2] Hanindya, K. A., Makrup, L., Widodo, & Paulus, R. (2023). Deterministic Seismic Hazard Analysis to Determine Liquefaction Potential Due to Earthquake. Civil Engineering Journal (Iran), 9(5), 1203–1216. doi:10.28991/CEJ-2023-09-05-012.
[3] Widodo. (1995). Rocking Of Multi Storey Building. Ph.D. Thesis, University of Canterbury, Christchurch, New Zealand.
[4] Widodo P., & Mushthofa, M. (2023) Contibution of normalized Hysteritic Energy to damage Index in inelastic response of SDOF Structure due to earthquake. Journal Teknisia, 28(01), 055-069. (In Indonesian).
[5] Zhang, X., & Far, H. (2024). Beneficial and detrimental impacts of soil-structure interaction on seismic response of high-rise buildings. Advances in Structural Engineering, 27(11), 1862–1886. doi:10.1177/13694332241255747.
[6] Bradley, B. A. (2025). Seismic Hazard with Deterministic Maximum Limits: Considerations in a New Zealand-Specific Context. Bulletin of the New Zealand Society for Earthquake Engineering, 58(1), 1–10. doi:10.5459/bnzsee.1706.
[7] Pranowo, Makrup, L., Pawirodikromo, W., & Muntafi, Y. (2024). Comparison of Structural Response Utilizing Probabilistic Seismic Hazard Analysis and Design Spectral Ground Motion. Civil Engineering Journal, 10, 235–251. doi:10.28991/cej-sp2024-010-012.
[8] Ricci, A., Romanelli, F., Vaccari, F., Boncio, P., Venisti, N., Faraone, C., Vessia, G., & Panza, G. F. (2025). Comparison between the Neo-deterministic Seismic Hazard and FEM approach to assessing 2D local seismic response at Chieti’s city site (Abruzzo, Italy). Engineering Geology, 347. doi:10.1016/j.enggeo.2024.107891.
[9] Campbell, K. W., & Bozorgnia, Y. (2003). Updated near-source ground-motion (attenuation) relations for the horizontal and vertical components of peak ground acceleration and acceleration response spectra. Bulletin of the Seismological Society of America, 93(1), 314-331. doi:10.1785/0120020029.
[10] Sadigh, K., Chang, C. Y., Egan, J. A., Makdisi, F., & Youngs, R. R. (1997). Attenuation relationships for shallow crustal earthquakes based on California strong motion data. Seismological Research Letters, 68(1), 180–189. doi:10.1785/gssrl.68.1.180.
[11] Chiou, B.-J., & Youngs, R. R. (2008). An NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra. Earthquake Spectra, 24(1), 173–215. doi:10.1193/1.2894832.
[12] Zhao, J. X., Zhang, J., Asano, A., Ohno, Y., Oouchi, T., Takahashi, T., Ogawa, H., Irikura, K., Thio, H. K., Somerville, P. G., Fukushima, Y., & Fukushima, Y. (2006). Attenuation relations of strong ground motion in Japan using site classification based on predominant period. Bulletin of the Seismological Society of America, 96(3), 898–913. doi:10.1785/0120050122.
[13] Kanno T., Narita A., Morikawa N., Fujiwara H., Fukushima Y. (2006). A new attenuation relation for strong ground motion in Japan based on recorded data. Bulletin of the Seismological Society of America, 96, 879–889.
[14] Nikolaou, A. S. (1998). A GIS platform for earthquake risk analysis. Ph.D. Thesis, State University of New York at Buffalo, Buffalo, United States.
[15] PuSGeN. (2022). Indonesia's Earthquake Hazard Deaggregation Map for Earthquake-Resistant Infrastructure Planning and Evaluation. National Earthquake Study Center, The Ministry of Public Works and Housing, Jakarta, Indonesia.
[16] Youngs, R. R., & Coppersmith, K. J. (1986). Implications of fault slip rates and earthquake recurrence models to probabilistic seismic hazard estimates. International Journal of Rock Mechanics and Mining Sciences & Geomechanics Abstracts, 23(4), 125. doi:10.1016/0148-9062(86)90651-0.
[17] Garg, R., Vemuri, J. P., & Subramaniam, K. V. L. (2019). Correlating peak ground A/V ratio with ground motion frequency content. Lecture Notes in Civil Engineering, 12, 69–80. doi:10.1007/978-981-13-0365-4_6.
[18] Tso, W. K., Zhu, T. J., & Heidebrecht, A. C. (1992). Engineering implication of ground motion A/V ratio. Soil Dynamics and Earthquake Engineering, 11(3), 133–144. doi:10.1016/0267-7261(92)90027-B.
[19] Sawada, T., Hirao, K., Yamamoto, H., & Tsujihara, O. (1992). Relation between maximum amplitude ratio and spectral parameters of earthquake ground motion. Tenth World Conference of Earthquake Engineering, 19-24 July, 1992, Madrid, Spain.
[20] Bardet J. P., Tobita T. (2001). NERA. A computer program for nonlinear earthquake site response analyses of layered Soil Deposits. Los Angeles. University of Southern California, California, United States.
[21] SNI 1726-2019. (2019). Earthquake Resistance Planning Procedures for Building and Non-Building Structures. Badan Standarisasi Nasional (BSN), Jakarta, Indonesia. (In Indonesian).
[22] Novak, M. (1977). Vertical Vibration of Floating Piles. Journal of the Engineering Mechanics Division, 103(1), 153–168. doi:10.1061/jmcea3.0002201.
[23] Novak, M. (1974). Dynamic Stiffness and Damping of Piles. Canadian Geotechnical Journal, 11(4), 574–598. doi:10.1139/t74-059.
[24] Novak, M., & El Sharnouby, B. (1983). Stiffness Constants of Single Piles. Journal of Geotechnical Engineering, 109(7), 961–974. doi:10.1061/(asce)0733-9410(1983)109:7(961).
[25] Novak, M., & F.Grigg, R. (1976). Dynamic experiments with small pile foundations. Canadian Geotechnical Journal, 13(4), 372–385. doi:10.1139/t76-039.
[26] Poulos, H. G. (1968). Analysis of the Settlement of Pile Groups. Géotechnique, 18(4), 449–471. doi:10.1680/geot.1968.18.4.449.
[27] Beredugo, Y. O., & Novak, M. (1972). Coupled Horizontal and Rocking Vibration of Embedded Footings. Canadian Geotechnical Journal, 9(4), 477–497. doi:10.1139/t72-046.
[28] Prakash, S., (1989) Foundation for Dynamic Load. John Wiley and Sons, Hoboken, United States.
[29] Park, Y., & Ang, A. H.-S. (1985). Mechanistic Seismic Damage Model for Reinforced Concrete. Journal of Structural Engineering, 111(4), 722–739. doi:10.1061/(asce)0733-9445(1985)111:4(722).
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