The latest devastating earthquake in Taiwan is Meinong earthquake, which happened on 2016 and made eight (8) buildings with 2-16 stories had collapsed. The seismic evaluation study of mid to high rise buildings became essential to avoid the failure happened in the future. One alternative way to do the seismic evaluation of building is to perform nonlinear response history analysis. Nonlinear response history is an approach to clearly understand the real behavior of structure by inputting the real ground motion from representative earthquake excitation. The failure can be defined by global performance and component performance. Global performance is determined by the story drift, whereas component performance is determined with column rotation.
In this research, several simple study case will be performed using several methods of defining the inelastic hinge properties. Compatibility of each method will be observed to be assigned in nonlinear response history analysis on mid to high rise building. Xingfu Building and Weiguan Building, which collapsed during Meinong earthquake, will become representative case of mid-rise and high-rise building. Using two ground motions, three cases of Xingfu Building has been performed: frame only case (Case A), frame with brick wall case (Case B), and frame with brick wall on 3rd floor to roof (Case C). On the other hand, two cases of Weiguan Building has been performed using nonlinear response history analysis: frame only case (Case A) and frame with considering brick wall (Case B).
High axial ratio (more than 0.3 Agfc’) was observed during the earthquake in Xingfu and Weiguan building. Several columns undergo axial load more than its capacity in Weiguan Building case. The comparison result shows that the modeling of brick wall in analytical result is essential since the configuration of brick wall could affect the seismic behavior of mid to high rise building. Collapse has been defined using axial load check, drift ratio check, and ductility ratio check. Based on the analysis of Xingfu Building, under PGA 0.24g Case C could be defined as collapsed and under PGA 0.425g, Case A and C could be defined as collapsed. On the other hand, Weiguan Building under PGA 0.14g and PGA 0.425g could be defined as collapsed for Case B.

The latest devastating earthquake in Taiwan is Meinong earthquake, which happened on 2016 and made eight (8) buildings with 2-16 stories had collapsed. The seismic evaluation study of mid to high rise buildings became essential to avoid the failure happened in the future. One alternative way to do the seismic evaluation of building is to perform nonlinear response history analysis. Nonlinear response history is an approach to clearly understand the real behavior of structure by inputting the real ground motion from representative earthquake excitation. The failure can be defined by global performance and component performance. Global performance is determined by the story drift, whereas component performance is determined with column rotation.
In this research, several simple study case will be performed using several methods of defining the inelastic hinge properties. Compatibility of each method will be observed to be assigned in nonlinear response history analysis on mid to high rise building. Xingfu Building and Weiguan Building, which collapsed during Meinong earthquake, will become representative case of mid-rise and high-rise building. Using two ground motions, three cases of Xingfu Building has been performed: frame only case (Case A), frame with brick wall case (Case B), and frame with brick wall on 3rd floor to roof (Case C). On the other hand, two cases of Weiguan Building has been performed using nonlinear response history analysis: frame only case (Case A) and frame with considering brick wall (Case B).
High axial ratio (more than 0.3 Agfc’) was observed during the earthquake in Xingfu and Weiguan building. Several columns undergo axial load more than its capacity in Weiguan Building case. The comparison result shows that the modeling of brick wall in analytical result is essential since the configuration of brick wall could affect the seismic behavior of mid to high rise building. Collapse has been defined using axial load check, drift ratio check, and ductility ratio check. Based on the analysis of Xingfu Building, under PGA 0.24g Case C could be defined as collapsed and under PGA 0.425g, Case A and C could be defined as collapsed. On the other hand, Weiguan Building under PGA 0.14g and PGA 0.425g could be defined as collapsed for Case B.

ACI, ACI 318:14: Building Code Requirements for Structural Concrete and Commentary. 2014, American Concrete Institute: Farmington Hills, Michigan, USA.
ASCE, ASCE-SEI 41-13: Seismic Evaluation and Retrofit of Existing Buildings. 2014, American Society of Civil Engineers: Reston, Virginia, USA.
Berry, M.P., and Eberhard, M.O., PEER Structural Performance Database User’s Manual. 2004, Pacific Earthquake Engineering Research Center: Berkeley, USA.
Berry, M.P., and Eberhard, M.O., Practical Performance Model for Bar Buckling. 2005, Journal of Structural Engineering ASCE, 131(7): p.1060-1070.
Central Weather Bureau. http://cwb.gov.tw/V7e/earthquake/station.htm (Last accessed: 15 July 2017)
Chen, J.C., et.al., Advanced Seismic Testing Using the Multi-Axial Testing System (MATS) in NCREE. 2009, Proceedings of The 3rd International Conference on Advances in Experimental Structural Engineering: San Fransisco, USA.
Chung, L.L., et al., NCREE-09-023: Technology Handbook for Seismic Evaluation and Retrofit of School Buildings Second Edition. 2009, National Center for Research on Earthquake Engineering: Taipei, Taiwan (in Chinese).
Elwood, K.J. and Eberhard, M.O., Effective Stiffness of Reinforced Concrete Columns. 2006, PEER Research Digest No.2006-1.
Elwood, K.J., and Moehle, J.P., Axial Capacity Model for Shear-Damaged Columns. 2004, ACI Structural Journal, 102(4):p.578-587.
Elwood, K.J., and Moehle, J.P., Drift Capacity of Reinforced Concrete Columns with Light Transverse Reinforcement. 2005, Earthquake Spectra, 21(1): p.71-89.
Elwood, K.J., and Moehle, J.P., PEER Report 2003/01: Shake Table Tests and Analytical Studies on the Gravity Load Collapse of Reinforced Concrete Frames. 2003, Pacific Earthquake Engineering Research Center: Berkeley, USA.
Elwood, K.J., et.al., Update to ASCE/SEI 41 Concrete Provisions. 2007, Earthquake Spectra, 23(3): .493-523.
FEMA, FEMA 356: Pre Standard and Commentary for the Seismic Rehabilitation of Buildings. 2000, Federal Emergency Management Agency: Washington DC, USA.
Hwang, G.J., Design of Seismic Confinement of RC Columns. 2013, Master Thesis, National Taiwan University: Taipei, Taiwan (in Chinese).
Ko, H., Kim, H.S., and Kang, J.W., Evaluation of Seismic Behavior of RC Moment Resisting Frame with Masonry Infill Walls. 2014, Journal of Asian Architecture and Building Engineering, 13(3):p.641-648.
Lee, H.S., and Woo, S.W., Effect of Masonry Infills on Seismic Performance of a 3-Storey R/C Frame with Non-Seismic Detailing. 2002, Earthquake Engineering and Structural Dynamics, 31:p.353-378.
Lin, S.H., et al., NCREE-10-002: Shaking Table Tests of RC Frames with Non-ductile Detailing of Columns and Joints. 2010, National Center for Research on Earthquake Engineering: Taipei, Taiwan (in Chinese).
Luu, C. H., Seismic Assessment for Reinforced Concrete School Building. 2011, Master Thesis, National Taiwan University: Taipei, Taiwan.
Matamoros, A., and Woods,C., Drift at Axial Failure of R/C Columns Most Vulnerable to Collapse. 2010, ASCE Structures Congress: Florida, USA.
Midas Gen Manual. http://manual.midasuser.com/en_tw/gen/790/Start/04_Model/05_Properties/Inelastic_Hinge_Properties.htm (Last accessed: 6 July 2017)
NCREE, NCREE Report: The February 6,2016 ML-6.6 Meinong, Taiwan Earthquake and Lessons Learned. 2016, NCREE: Taipei, Taiwan.
Nichols, J.M. and Totoev, Y.Z., Experimental Determination of the Dynamic Modulus of Elasticity of Masonry Units. 1997, 15th Australian Conference on the Mechanics of Structures and Materials, Melbourne: Australia.
Otani, S., Nonlinear Dynamic Analysis of Reinforced Concrete Building Structures. 1980, Canadian Journal of Civil Engineering, 7 :p. 333-344.
Sezen, H. and Chowdhury, T., Hysteretic Model for Reinforced Concrete Columns Including the Effect of Shear and Axial Load Failure. 2009, Journal of Structural Engineering, 135(2):p.139-146.
Sezen, H., and Moehle, J.P., Seismic Tests of Concrete Columns with Light Transverse Reinforcement. 2006, ACI Structural Journal, 103(6): p.842-849.
Sun, J., et.al., GEER Association Report-046 :Geotechnical Reconnaissance of the 2016 Mw 6.3 Meinong Earthquake, Taiwan. 2016, Geotechnical Extreme Events Reconnaissance (GEER) Association: USA.
Takeda, T., Sozen, M.A., and Nielsen, N.N., Reinforced Concrete Response to Simulated Earthquakes. 1970, ASCE Journal of the Structural Division, 96(12): p.2557-2573.
Tsai, M.T., Shih, C.H., and Lin, Y.C., Numerical Study on Collapse Mechanism of Weiguan Building under 0206 Earthquake. 2017, Journal of Architecture No.99, Special Issue on Technology, p.19-34. (in Chinese)
Tsai, W. T., Design of Seismic Confinement of RC Tied Columns. 2016, Master Thesis, National Taiwan University: Taipei, Taiwan (in Chinese).
Wakchaure, M.R., Earthquake Analysis of High Rise Building With and Without Infilled Walls. 2012, International Journal of Engineering and Innovative Technology (IJEIT), 2(2):p.89-94.
Wu, C.L., et al., Collapse of a Nonductile Concrete Frame: Shaking Table Tests. 2009, Wiley InterScience Earthquake Engineering and Structural Dynamics, 38: p.205-224.
Wu, C.L., et al., NCREE-09-025: Study on the Collapse Behavior of Nonductile Reinforced Concrete Frames Subjected to Earthquake Loadings. 2009, National Center for Research on Earthquake Engineering: Taipei, Taiwan (in Chinese).
Yavari, S., Elwood, K.J., and Wu, C.L., Collapse of a Nonductile Concrete Frame: Evaluation of Analytical Models. 2009, Wiley InterScience Earthquake Engineering and Structural Dynamics, 38: p.225-241.
Yavari, S., et al., Analysis of Shake Table Collapse Tests for RC Frames. 2006, 4th International Conference on Earthquake Engineering, Paper No.280: Taipei, Taiwan.
Yavari, S., et al., Experimental Study on Dynamic Behavior of Multi-Story Reinforced Concrete Frames with Non-Seismic Detailing. 2009, ATC & SEI Conference on Improving the Seismic Performance of Existing Buildings and Other Structures, 2009: San Fransisco, California, USA.
Yavari, S., et al., Shaking Table Tests on Reinforced Concrete Frames without Seismic Detailing. 2013, ACI Structural Journal, 110(6): p.1001-1011.
Yavari, S., et.al., Experimental Study on Dynamic Behavior of Multi-Story Reinforced Concrete Frames with Non-Seismic Detailing. 2009, ATC & SEI Conference on Improving the Seismic Performance of Existing Buildings and Other Structures, p.489-499.
Yavari, S., Shaking Table Tests on the Response of Reinforced Concrete Frames with Non-Seismic Detailing. 2010, Thesis of the University of British Columbia: Vancouver, USA.
Yoshikawa. H., and Miyagi, T., Ductility and Failure Modes of Single Reinforced Concrete Columns. 2001, American Society of Civil Engineers: USA.
Zagajeski, S.W., Bertero, V.V., Bouwkamp, J.G., Report No. UCB/EERC-78/05: Hysteretic Behavior of Reinforced Concrete Columns Subjected to High Axial and Cyclic Shear Forces. 1978, Earthquake Engineering Research Center: Berkeley, USA.
20160206 Meinong Earthquake. http://scweb.cwb.gov.tw/Page.aspx?ItemId=21&txtUrl=/special/20160206pga.asp (Last accessed: 15 July 2017).