How Safe Are Pre-Northridge WSMFs? A Case Study of the SAC Los Angeles Nine-Story Building

Maison, Bruce F.; Bonowitz, David

doi:10.1193/1.1586071

Cited by 17 publications

(17 citation statements)

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“…The interstory drift angle is defined as the maximum, over all storys, interstory drift normalized by the story height. These deterministic limits are believed to be appropriate for the performance evaluation of pre-Northridge steel moment resisting frames [Maison and Bonowitz, 1999].…”

Section: Drift Limitsmentioning

confidence: 99%

Fragility and Hazard Analysis of a Welded Steel Moment Resisting Frame

Kazantzi

Righiniotis

Chryssanthopoulos

2008

Journal of Earthquake Engineering

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With the move towards performance and consequence-based design and assessment of structures under seismic loading, the engineering community is becoming increasingly convinced that design practices need to be developed and checked using probabilistic methods. In this article, a methodology for the probabilistic assessment of low-rise steel buildings is presented and applied to a welded Moment Resisting Frame (MRF). In light of recent field experience for this form of construction, emphasis is given to the modeling of connections, particularly with respect to fracture characteristics. The seismic behavior of the building is assessed by means of nonlinear dynamic time history analyses, using a set of ground motions scaled according to spectral acceleration. Randomness related both to structural properties and earthquake excitation is explicitly taken into account. Fragility curves are generated using the Monte Carlo (MC) simulation method coupled with the Latin Hypercube Sampling (LHS) technique, and the failure probabilities are presented in terms of drift angles at different performance levels. Furthermore, evaluation of the seismic risk through a hazard analysis is presented in order to compare present results with previous pertinent studies. The study reveals that structures experiencing brittle connection fractures undergo large deformations, resulting in a low reliability in terms of achieving code-related performance requirements.

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Section: Drift Limitsmentioning

confidence: 99%

Fragility and Hazard Analysis of a Welded Steel Moment Resisting Frame

Kazantzi

Righiniotis

Chryssanthopoulos

2008

Journal of Earthquake Engineering

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“…Obviously, after the structure yields, both assumptions are approximate, but investigations [2][3][4][5][6][7][8][9] have led to good estimates of seismic demands. However, such satisfactory predictions of seismic demands are mostly restricted to low-and medium-rise structures provided the inelastic action is distributed throughout the height of the structure [7; 10].…”

Section: Introductionmentioning

confidence: 99%

A modal pushover analysis procedure for estimating seismic demands for buildings

Chopra¹,

Goel²

2001

Earthq Engng Struct Dyn

1,057

640

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SUMMARYDeveloped herein is an improved pushover analysis procedure based on structural dynamics theory, which retains the conceptual simplicity and computational attractiveness of current procedures with invariant force distribution. In this modal pushover analysis (MPA), the seismic demand due to individual terms in the modal expansion of the e ective earthquake forces is determined by a pushover analysis using the inertia force distribution for each mode. Combining these 'modal' demands due to the ÿrst two or three terms of the expansion provides an estimate of the total seismic demand on inelastic systems. When applied to elastic systems, the MPA procedure is shown to be equivalent to standard response spectrum analysis (RSA). When the peak inelastic response of a 9-storey steel building determined by the approximate MPA procedure is compared with rigorous non-linear response history analysis, it is demonstrated that MPA estimates the response of buildings responding well into the inelastic range to a similar degree of accuracy as RSA in estimating peak response of elastic systems. Thus, the MPA procedure is accurate enough for practical application in building evaluation and design.

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“…These MRFs have been extensively analysed by Gupta and Krawinkler [1998a, 1998b, 2000a, 2000b within SAC studies on structural system performance, and other Researchers [e.g. Maison and Bonowitz, 1999;Mele et al, 2000].…”

Section: Descriptionmentioning

confidence: 99%

“…Indeed, it can be checked easily by field evidence in the aftermath of earthquakes as well as in experimental tests. So far, several researchers [Leelataviwat et al, 1999, Maison andBonowitz, 1999] have proposed different IDR values, as a function of the probability of exceedance and the acceptable damage. In this paper the IDR value of 4% [FEMA 350, 2000] was assumed as a rational and reliable limit for structural integrity.…”

Section: Inelastic Static Pushover Analysesmentioning

confidence: 99%

Untitled

Mele¹

2004

J. Earth. Eng.

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The present study deals with the seismic performance of partial perimeter and spatial moment resisting frames (MRFs) for low-to-medium rise buildings. It seeks to establish perimeter configuration systems and hence the lack of redundancy can detrimentally affect the seismic response of framed buildings. The paper tackles this key issue by comparing the performance of a set of perimeter and spatial MRFs, which were "consistently designed". The starting point is the set of low-(three-storey) and medium-rise (ninestorey) perimeter frames designed within the SAC Steel Project for the Los Angeles, Seattle and Boston seismic zones. Extensive design analyses (static and multi-modal) of the perimeter frame buildings and consistent design of spatial frame systems, as an alternative to the perimeter configuration, were conducted within this analytical study. The objectives of the consistent design are two-fold, i.e. obtaining fundamental periods similar to those of the perimeter frames, i.e. same lateral stiffness under design horizontal loads, and supplying similar yield strength. The seismic behaviour of perimeter and spatial configuration structures was evaluated by means of push-over non-linear static analyses and inelastic dynamic analyses (non linear time histories). Comparisons between analysis results were developed in a well defined framework since a clear scheme to define and evaluate relevant limit states is suggested. The failure modes, either local or global, were computed and correlated to design choices, particularly those concerning the strength requirements (column overstrength factors) and stiffness (elastic stability indexes). The inelastic response exhibited by the sample MRFs under severe ground motions was assessed in a detailed fashion. Conclusions are drawn in terms of local and global performance, namely global and inter-storey drifts, beam and column plastic rotations, hysteretic energy. The finding is that the seismic response of perimeter and spatial MRFs is fairly similar. Therefore, an equivalent behaviour between the two configurations can be obtained if the design is "consistent".

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How Safe Are Pre-Northridge WSMFs? A Case Study of the SAC Los Angeles Nine-Story Building

Cited by 17 publications

References 0 publications

Fragility and Hazard Analysis of a Welded Steel Moment Resisting Frame

Fragility and Hazard Analysis of a Welded Steel Moment Resisting Frame

A modal pushover analysis procedure for estimating seismic demands for buildings

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