Seismic Behavior and Loss Assessment of High-Rise Buildings with Light Gauge Steel-Concrete Hybrid Structure
The steel-concrete hybrid structure has been extensively employed in high-rise buildings and super high-rise buildings. The light gauge steel-concrete hybrid structure, including light gauge steel structure and concrete hybrid structure, is a type of steel-concrete hybrid structure, which possesses some advantages of light gauge steel structure and concrete hybrid structure. The seismic behavior and loss assessment of three high-rise buildings with three different concrete hybrid structures were investigated through finite element software. The three concrete hybrid structures are reinforced concrete column-steel beam (RC-S) hybrid structure, concrete-filled steel tube column-steel beam (CFST-S) hybrid structure, and tubed concrete column-steel beam (TC-S) hybrid structure. The nonlinear time-history analysis of three high-rise buildings under 80 earthquakes was carried out. After simulation, it indicated that the seismic performances of three high-rise buildings were superior. Under extremely rare earthquakes, the maximum inter-story drifts of three high-rise buildings are significantly lower than 1/50. The inter-story drift and floor acceleration of high-rise building with CFST-S hybrid structure were bigger than those of high-rise buildings with RC-S hybrid structure, and smaller than those of high-rise building with TC-S hybrid structure. Then, based on the time-history analysis results, the post-earthquake repair cost ratio and repair time of three high-rise buildings were predicted through an economic performance analysis method proposed in FEMA-P58 report. Under frequent earthquakes, basic earthquakes and rare earthquakes, the repair cost ratio and repair time of three high-rise buildings were less than 5% and 15 days, respectively. Under extremely rare earthquakes, the repair cost ratio and repair time of high-rise buildings with TC-S hybrid structure were the most among three high rise buildings. Due to the advantages of CFST-S hybrid structure, it could be extensively employed in high-rise buildings subjected to earthquake excitations.
[1] H. J. Jiang, B. Fu, L. E. Liu, X. W. Yin, “Study on seismic performance of a super-tall steel-concrete hybrid structure,” The Structural Design of Tall and Special Buildings, vol. 23(5), pp. 334-349, Aug 2012.
[2] Z. X. Li, Y. Lv, L. H. Xu, Y. Ding, Q. Zhao, “Experimental studies on nonlinear seismic control of a steel-concrete hybrid structure using MR dampers,” Engineering Structures, vol. 49, pp. 248-263, Apr, 2013.
[3] D. R. Wang, J. Zhou, “Development and prospect of hybrid high-rise building structures in China,” Journal of Building Structures, vol. 31(6), pp.28-32, June 2010.
[4] L. Z. Han, The elastic-plastic analysis on the light steel and concrete high-rise mixed structure, Chongqing City, Chongqing University, 2016.
[5] Y. Lei, Calculating on Period and Seismic of Light-steel and concrete high-rise mixed structure, Chongqing City, Chongqing University, 2012.
[6] Q. Li, Z. J. Wang, Y. C. Deng, L. Z. Han, “Study on the period reduction factor of Light gauge steel-concrete mixed structure,” Journal of Civil and Environment Engineering, vol. 42(01), pp. 98-107, 2019.
[7] T. M. Sheikh, G. G. Ddeuerlein, J. A. Yura, J. O. Jirsa, “Beam-column moment connections for composite frames: Part 1” Journal of Structural engineering, vol. 115(11), pp. 2858-2876, Nov 1989.
[8] X. Liang, G. J. Parra-Monteinos, “Seismic behavior of reinforced concrete column-steel beam subassemblies and frame systems,” Journal of Structural Engineering, vol. 130(2), pp. 310-319, Jan 2004.
[9] A. Khaloo, R. B. Doost, “Seismic performance of precast RC column to steel beam connections with variable joint configurations,” Engineering Structures, vol. 160, pp. 408-418, Apr 2018.
[10] J. Beutel, D. Thambiratnam, N. Perera, “Monotonic Behavior of Composite Column to Beam Connections,” Engineering Structures, vol. 23(9), pp. 1152-1161, Sep 2001.
[11] J. W. Hu, Y. S. Kang, D. H. Choi, T. Park, “Seismic design, performance, and behavior of composite-moment frames with steel beam-to-concrete filled tube column connections,” International Journal of Steel Structures, vol. 10(2), pp. 177-191, Jun 2010.
[12] M. Z. Jeddi, N. H. R. Sulong, M. M. A. Khanouki, “Seismic performance of a new through rib stiffener beam connection to concrete-filled steel tubular columns: an experimental study,” Engineering Structures, vol. 131, pp. 477-491, Jan 2017.
[13] Y. Sun, K. Sakino, “Earthquake-resisting Performance of RC Column Confined by Square Steel Tubes: Part 1: Columns under High Axial Load,” Journal of Structural and Constructional Engineering, vol. 62(501), pp. 93-101, 1997.
[14] S. M. Zhang, J. Liu, L. Ma, T. Xing, “Axial compression test and analysis of circular tube confined HSC stud columns,” China Civil Engineering Journal, vol. 40(3), pp. 24-31, 2007.
[15] D. Gan, X. H. Zhou, J. P. Liu, B. Yan, “Calculation for shear strength of reinforced-concrete columns constrained by steel tubes,” Journal of Building Structures, vol. 39, pp. 96-103, 2018.
[16] S. D. Koduru, T. Haukaas, “Probabilistic seismic loss assessment of a Vancouver high-rise building,” Journal of Structural Engineering, vol. 136(3), pp. 235-245, Sep 2009.
[17] FEMA F 445, Nest-Generation Performance-based seismic design guideline program plan for new and existing buildings, Redwood City: Applied Technology Council, 2006.
[18] FEMA P 58, Seismic performance assessment of buildings Volume 1-Methodology, Washington: Applied Technology Council, 2012a.
[19] FEMA P 58, Sesimic performance assessment of buildings Volume 2-Implementation Guide, Washington: Applied Technology Council, 2012b.
[20] G. M. Del Gobbo, M. S. Williams, A. Blakeborough, “Seismic performance assessment of Eurocode 8-compliant concentric braced frame buildings using FEMA P-58,” Engineering Structures, vol. 155, pp. 192-208, Jan 2018.
[21] Cremen Gemma, M. Eeri, W. Baker. Jack, “A Methodology for Evaluating Component-Level Loss Predictions of the FEMA P-58 Seismic Performance Assessment Procedure,” Earthquake Spectra, vol. 35(1), pp. 193-210, Nov 2019.
[22] C. Del Vecchio, M. D. Ludovico, S. Pampanin, A. Prota, “Repair Costs of Existing RC Buildings Damaged by the L'Aquila Earthquake and Comparison with FEMA P-58 Predictions,” Earthquake Spectra, vol. 34(1), pp. 237-263, Dec 2018.
[23] C. Gemma, J. W. Baker, “Quantifying the Benefits of Building Instruments to FEMA P-58 Rapid Post-Earthquake Damage and Loss Predictions,” Engineering Structures, vol. 176, pp. 243-253, Dec 2018.
[24] Z. Xu, H. Zhang, X. Lu, Y. Xu, Z. Zhang, Y. Li, “A prediction method of building seismic loss based on BIM and FEMA P-58,” Automation in Construction, vol. 102, pp. 245-257, Jun 2019.
[25] GB 50011-2010, Code for Seismic Design of Buildings, Beijing: China Architecture & Building Press, 2016.
[26] JGJ 3-2010, Technical Specification for Concrete Structures of Tall Buildings, Beijing: China Architecture & Building Press, 2010.
[27] JGJ 99-2015, Technical Specification for Steel Structures of Tall Buildings, Beijing: China Architecture & Building Press, 2015.
[28] M., Yu, X. X. Cha, “A unified fiber element model for solid and hollow concrete-filled steel tube,” Industrial Construction, vol. 44(02), pp. 123-129, Apr 2014.
[29] D. J. Carreira, K. H. Chu, “Stress-strain relationship for plain concrete in compression,” Journal of the American Concrete Institute, vol. 82(6), pp. 797-804, 1985
[30] CEB-FIP, Model Code 2010. Switzerland: Comité Euro-International du Béton, Secretariat Permanent, 2010.
[31] V. Birtel, P. Mark, “Parameterised Finite Element Modelling of RC Beam Shear Failure,” ABAQUS User's Conference, 2006.
[32] V. S. Gopalaratnam, S. P. Shah, “Softening response of plain concrete in direct tension,” Journal Proceedings, vol. 82(3), pp. 310-323, 1985.
[33] GB 50010-2010, Code for design of concrete structures, Beijing: China Architecture & Building Press, 2015.
[34] F. Fabio, E. S. Taucer, C. Filippou. Filip, A fiber beam-column element for seismic response analysis of reinforced concrete structures, Earthquake Engineering Research Center College of Engineering University of California, Berkeley, 1991.
[35] B. D. Scott, R. Park, M. J. N. Priestley, “Stress-strain behavior of concrete confined by overlapping hoops at low and high strain rates,” Journal proceedings, vol 79(1), pp. 13-27, 1982.
[36] M. Yu, X. X. Zha, J. Q. Ye, Y. T, Li, “A unified formulation for circle and polygon concrete-filled steel tube columns under axial compression,” Engineering Structures, vol. 49(2), pp. 1-10, Apr 2013.
[37] J. B. Mander, M. Priestley, R. Park, “Theoretical stress-strain model for confined concrete,” Journal of Structural Engineering, vol. 114(8), pp. 23, 1988.
[38] W. M. West, “Illustration of the use of model assurance criterion to detect structural changes in an orbiter test specimen,” Proceedings of the 4th International Modal Analysis Conference, 1986.
[39] GB 50936-2014, Technical code for concrete filled steel tubular structures, Beijing: China Architecture & Building Press, 2014.
[1] H. J. Jiang, B. Fu, L. E. Liu, X. W. Yin, “Study on seismic performance of a super-tall steel-concrete hybrid structure,” The Structural Design of Tall and Special Buildings, vol. 23(5), pp. 334-349, Aug 2012.
[2] Z. X. Li, Y. Lv, L. H. Xu, Y. Ding, Q. Zhao, “Experimental studies on nonlinear seismic control of a steel-concrete hybrid structure using MR dampers,” Engineering Structures, vol. 49, pp. 248-263, Apr, 2013.
[3] D. R. Wang, J. Zhou, “Development and prospect of hybrid high-rise building structures in China,” Journal of Building Structures, vol. 31(6), pp.28-32, June 2010.
[4] L. Z. Han, The elastic-plastic analysis on the light steel and concrete high-rise mixed structure, Chongqing City, Chongqing University, 2016.
[5] Y. Lei, Calculating on Period and Seismic of Light-steel and concrete high-rise mixed structure, Chongqing City, Chongqing University, 2012.
[6] Q. Li, Z. J. Wang, Y. C. Deng, L. Z. Han, “Study on the period reduction factor of Light gauge steel-concrete mixed structure,” Journal of Civil and Environment Engineering, vol. 42(01), pp. 98-107, 2019.
[7] T. M. Sheikh, G. G. Ddeuerlein, J. A. Yura, J. O. Jirsa, “Beam-column moment connections for composite frames: Part 1” Journal of Structural engineering, vol. 115(11), pp. 2858-2876, Nov 1989.
[8] X. Liang, G. J. Parra-Monteinos, “Seismic behavior of reinforced concrete column-steel beam subassemblies and frame systems,” Journal of Structural Engineering, vol. 130(2), pp. 310-319, Jan 2004.
[9] A. Khaloo, R. B. Doost, “Seismic performance of precast RC column to steel beam connections with variable joint configurations,” Engineering Structures, vol. 160, pp. 408-418, Apr 2018.
[10] J. Beutel, D. Thambiratnam, N. Perera, “Monotonic Behavior of Composite Column to Beam Connections,” Engineering Structures, vol. 23(9), pp. 1152-1161, Sep 2001.
[11] J. W. Hu, Y. S. Kang, D. H. Choi, T. Park, “Seismic design, performance, and behavior of composite-moment frames with steel beam-to-concrete filled tube column connections,” International Journal of Steel Structures, vol. 10(2), pp. 177-191, Jun 2010.
[12] M. Z. Jeddi, N. H. R. Sulong, M. M. A. Khanouki, “Seismic performance of a new through rib stiffener beam connection to concrete-filled steel tubular columns: an experimental study,” Engineering Structures, vol. 131, pp. 477-491, Jan 2017.
[13] Y. Sun, K. Sakino, “Earthquake-resisting Performance of RC Column Confined by Square Steel Tubes: Part 1: Columns under High Axial Load,” Journal of Structural and Constructional Engineering, vol. 62(501), pp. 93-101, 1997.
[14] S. M. Zhang, J. Liu, L. Ma, T. Xing, “Axial compression test and analysis of circular tube confined HSC stud columns,” China Civil Engineering Journal, vol. 40(3), pp. 24-31, 2007.
[15] D. Gan, X. H. Zhou, J. P. Liu, B. Yan, “Calculation for shear strength of reinforced-concrete columns constrained by steel tubes,” Journal of Building Structures, vol. 39, pp. 96-103, 2018.
[16] S. D. Koduru, T. Haukaas, “Probabilistic seismic loss assessment of a Vancouver high-rise building,” Journal of Structural Engineering, vol. 136(3), pp. 235-245, Sep 2009.
[17] FEMA F 445, Nest-Generation Performance-based seismic design guideline program plan for new and existing buildings, Redwood City: Applied Technology Council, 2006.
[18] FEMA P 58, Seismic performance assessment of buildings Volume 1-Methodology, Washington: Applied Technology Council, 2012a.
[19] FEMA P 58, Sesimic performance assessment of buildings Volume 2-Implementation Guide, Washington: Applied Technology Council, 2012b.
[20] G. M. Del Gobbo, M. S. Williams, A. Blakeborough, “Seismic performance assessment of Eurocode 8-compliant concentric braced frame buildings using FEMA P-58,” Engineering Structures, vol. 155, pp. 192-208, Jan 2018.
[21] Cremen Gemma, M. Eeri, W. Baker. Jack, “A Methodology for Evaluating Component-Level Loss Predictions of the FEMA P-58 Seismic Performance Assessment Procedure,” Earthquake Spectra, vol. 35(1), pp. 193-210, Nov 2019.
[22] C. Del Vecchio, M. D. Ludovico, S. Pampanin, A. Prota, “Repair Costs of Existing RC Buildings Damaged by the L'Aquila Earthquake and Comparison with FEMA P-58 Predictions,” Earthquake Spectra, vol. 34(1), pp. 237-263, Dec 2018.
[23] C. Gemma, J. W. Baker, “Quantifying the Benefits of Building Instruments to FEMA P-58 Rapid Post-Earthquake Damage and Loss Predictions,” Engineering Structures, vol. 176, pp. 243-253, Dec 2018.
[24] Z. Xu, H. Zhang, X. Lu, Y. Xu, Z. Zhang, Y. Li, “A prediction method of building seismic loss based on BIM and FEMA P-58,” Automation in Construction, vol. 102, pp. 245-257, Jun 2019.
[25] GB 50011-2010, Code for Seismic Design of Buildings, Beijing: China Architecture & Building Press, 2016.
[26] JGJ 3-2010, Technical Specification for Concrete Structures of Tall Buildings, Beijing: China Architecture & Building Press, 2010.
[27] JGJ 99-2015, Technical Specification for Steel Structures of Tall Buildings, Beijing: China Architecture & Building Press, 2015.
[28] M., Yu, X. X. Cha, “A unified fiber element model for solid and hollow concrete-filled steel tube,” Industrial Construction, vol. 44(02), pp. 123-129, Apr 2014.
[29] D. J. Carreira, K. H. Chu, “Stress-strain relationship for plain concrete in compression,” Journal of the American Concrete Institute, vol. 82(6), pp. 797-804, 1985
[30] CEB-FIP, Model Code 2010. Switzerland: Comité Euro-International du Béton, Secretariat Permanent, 2010.
[31] V. Birtel, P. Mark, “Parameterised Finite Element Modelling of RC Beam Shear Failure,” ABAQUS User's Conference, 2006.
[32] V. S. Gopalaratnam, S. P. Shah, “Softening response of plain concrete in direct tension,” Journal Proceedings, vol. 82(3), pp. 310-323, 1985.
[33] GB 50010-2010, Code for design of concrete structures, Beijing: China Architecture & Building Press, 2015.
[34] F. Fabio, E. S. Taucer, C. Filippou. Filip, A fiber beam-column element for seismic response analysis of reinforced concrete structures, Earthquake Engineering Research Center College of Engineering University of California, Berkeley, 1991.
[35] B. D. Scott, R. Park, M. J. N. Priestley, “Stress-strain behavior of concrete confined by overlapping hoops at low and high strain rates,” Journal proceedings, vol 79(1), pp. 13-27, 1982.
[36] M. Yu, X. X. Zha, J. Q. Ye, Y. T, Li, “A unified formulation for circle and polygon concrete-filled steel tube columns under axial compression,” Engineering Structures, vol. 49(2), pp. 1-10, Apr 2013.
[37] J. B. Mander, M. Priestley, R. Park, “Theoretical stress-strain model for confined concrete,” Journal of Structural Engineering, vol. 114(8), pp. 23, 1988.
[38] W. M. West, “Illustration of the use of model assurance criterion to detect structural changes in an orbiter test specimen,” Proceedings of the 4th International Modal Analysis Conference, 1986.
[39] GB 50936-2014, Technical code for concrete filled steel tubular structures, Beijing: China Architecture & Building Press, 2014.
@article{"International Journal of Architectural, Civil and Construction Sciences:80642", author = "Bing Lu and Shuang Li and Hongyuan Zhou", title = "Seismic Behavior and Loss Assessment of High-Rise Buildings with Light Gauge Steel-Concrete Hybrid Structure", abstract = "The steel-concrete hybrid structure has been extensively employed in high-rise buildings and super high-rise buildings. The light gauge steel-concrete hybrid structure, including light gauge steel structure and concrete hybrid structure, is a type of steel-concrete hybrid structure, which possesses some advantages of light gauge steel structure and concrete hybrid structure. The seismic behavior and loss assessment of three high-rise buildings with three different concrete hybrid structures were investigated through finite element software. The three concrete hybrid structures are reinforced concrete column-steel beam (RC-S) hybrid structure, concrete-filled steel tube column-steel beam (CFST-S) hybrid structure, and tubed concrete column-steel beam (TC-S) hybrid structure. The nonlinear time-history analysis of three high-rise buildings under 80 earthquakes was carried out. After simulation, it indicated that the seismic performances of three high-rise buildings were superior. Under extremely rare earthquakes, the maximum inter-story drifts of three high-rise buildings are significantly lower than 1/50. The inter-story drift and floor acceleration of high-rise building with CFST-S hybrid structure were bigger than those of high-rise buildings with RC-S hybrid structure, and smaller than those of high-rise building with TC-S hybrid structure. Then, based on the time-history analysis results, the post-earthquake repair cost ratio and repair time of three high-rise buildings were predicted through an economic performance analysis method proposed in FEMA-P58 report. Under frequent earthquakes, basic earthquakes and rare earthquakes, the repair cost ratio and repair time of three high-rise buildings were less than 5% and 15 days, respectively. Under extremely rare earthquakes, the repair cost ratio and repair time of high-rise buildings with TC-S hybrid structure were the most among three high rise buildings. Due to the advantages of CFST-S hybrid structure, it could be extensively employed in high-rise buildings subjected to earthquake excitations.", keywords = "seismic behavior, loss assessment, light gauge steel, concrete hybrid structure, high-rise building, time-history analysis", volume = "15", number = "12", pages = "373-11", }
