Evaluation of fragility functions with potential relevance for use in New Zealand

One barrier to adopting seismic loss estimation frameworks in New Zealand engineering practice is the lack of relevant fragility functions which provide probabilities of exceeding certain levels of damage (e.g. cracking of gypsum wallboards) for a given demand (e.g. interstorey drifts). This study seeks to address this need for four different building components; interior full-height steel-framed plasterboard partition walls, unbraced suspended ceilings, precast concrete cladding, and steel beam-column joints with extended bolted end-plate connections. Fragility functions were sourced from literature, and their potential for use in New Zealand is evaluated considering similarities in component detailing with local practices. Modifications to a number of fragility functions, including generalizations for easier adoption in practice, are proposed. A loss estimation case study of a 4-storey steel moment-resisting frame is performed to investigate the significance of fragility function selection. It is shown that the definition of damage states can have a noticeable influence on the assessment of incurred repair cost of individual building components. This indicates that fragility functions should be carefully selected, particularly if the performance evaluation of each individual component is of utmost importance. However, the observed difference in expected annual repair cost of the entire building was small, indicating that in cases where fragility functions are not readily applicable for use in New Zealand, other fragility functions may be used as placeholders without drastically altering the outcome of loss analysis for the entire building.

[1]  Andrei M. Reinhorn,et al.  Experimental Fragility Analysis of Suspension Ceiling Systems , 2016 .

[2]  Kevin R. Mackie,et al.  A Framework for Performance-Based Earthquake Engineering of Bridge-Abutment Systems , 2012 .

[3]  Dimitrios G. Lignos,et al.  Fragility Assessment of Reduced Beam Section Moment Connections , 2010 .

[4]  Gilberto Mosqueda,et al.  Seismic Response of Ceiling/Sprinkler Piping Nonstructural Systems in NEES TIPS/NEES Nonstructural/NIED Collaborative Tests on a Full Scale 5-Story Building , 2012 .

[5]  Judith Mitrani-Reiser,et al.  AN OUNCE OF PREVENTION: PROBABILISTIC LOSS ESTIMATION FOR PERFORMANCE - BASED EARTHQUAKE ENGINEERING , 2007 .

[6]  Siavash Soroushian,et al.  System-Level Experiments on Ceiling/Piping/Partition Systems at UNR- NEES Site , 2014 .

[7]  Rajesh P. Dhakal,et al.  DAMAGE TO NON-STRUCTURAL COMPONENTS AND CONTENTS IN 2010 DARFIELD EARTHQUAKE , 2010 .

[8]  Jeffrey Patrick Hunt Seismic Performance Assessment and Probabilistic Repair Cost Analysis of Precast Concrete Cladding Systems for Multistory Buildings , 2010 .

[9]  Arash E. Zaghi,et al.  Design of a Test-Bed Structure for Shake Table Simulation of the Seismic Performance of Nonstructural Systems , 2011 .

[10]  Sigmund A. Freeman Racking Tests of High-Rise Building Partitions , 1977 .

[11]  LOSS ASSESSMENT OF STEEL MRF BUILDINGS WITH PARTIAL- STRENGTH CONNECTIONS , 2016 .

[12]  T. J. Sullivan,et al.  Displacement-based design of steel moment resisting frames with partially-restrained beam-to-column joints , 2016, Bulletin of Earthquake Engineering.

[13]  Brendon A. Bradley,et al.  Seismic loss estimation for efficient decision making , 2009 .

[14]  Robert E. Bachman,et al.  Creating Fragility Functions for Performance-Based Earthquake Engineering , 2007 .

[15]  Kurt MCMULLIN,et al.  SEISMIC PERFORMANCE STATES OF PRECAST CONCRETE CLADDING CONNECTIONS , 2002 .

[16]  R. P. Dhakal,et al.  Development of Typical NZ Ceiling System Seismic Fragilities , 2011 .

[17]  H. Lilliefors On the Kolmogorov-Smirnov Test for Normality with Mean and Variance Unknown , 1967 .

[18]  Joel P. Conte,et al.  Full-Scale Structural and Nonstructural Building System Performance during Earthquakes: Part II – NCS Damage States , 2016 .

[19]  Alessandro Palermo,et al.  Facade damage assessment of multi-storey buildings in the 2011 Christchurch earthquake , 2011 .

[20]  Andre Filiatrault,et al.  Experimental Seismic Fragility of Cold-Formed Steel Framed Gypsum Partition Walls , 2013 .

[21]  Gaetano Manfredi,et al.  Seismic fragility of plasterboard partitions via in‐plane quasi‐static tests , 2015 .

[22]  Trevor Zhiqing Yeow Building-specific seismic resilience assessment frameworks considering content sliding and injury , 2017 .

[23]  Rajesh P. Dhakal,et al.  Seismic fragility of suspended ceiling systems used in NZ based on component tests , 2016 .

[24]  G. Charles Clifton,et al.  RESEARCH ON SEISMIC PERFORMANCE OF STEEL STRUCTURES , 2015 .

[25]  Rajesh P. Dhakal,et al.  Simplified seismic loss functions for suspended ceilings and drywall partitions , 2016 .

[26]  Keiichiro Suita,et al.  Seismic performance evaluation of non‐structural components: drywall partitions , 2007 .

[27]  Andrew Baird Seismic performance of precast concrete cladding systems. , 2014 .

[28]  G. C. Clifton,et al.  Seismic performance of steel friction connections considering direct-repair costs , 2018, Bulletin of Earthquake Engineering.

[29]  Sang Whan Han,et al.  Cyclic behaviour of post-Northridge WUF-B connections , 2007 .

[30]  Rajesh P. Dhakal,et al.  PERFORMANCE OF CEILINGS IN THE FEBRUARY 2011 CHRISTCHURCH EARTHQUAKE , 2011 .