Conditional Scenario Spectra (CSS) for Hazard-Consistent Analysis of Engineering Systems

Arteta, Carlos A.; Abrahamson, Norman A.

doi:10.1193/102116eqs176m

Cited by 22 publications

(20 citation statements)

References 33 publications

(54 reference statements)

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“…The plan dimensions of each one are 117 ft (35.66 m) × 97 ft (29.56 m), and the total height is 49 ft (14.93 m), 97 ft (29.56 m), 193 ft (58.92 m), and 289 ft (88 m), respectively. These structures are an extension of the 8-story framing system studied by Arteta and Abrahamson (2019). The structural system comprises gravity load columns in the center of the structure with external special moment resisting frames (SMRF) to resist lateral seismic loading and the tributary gravity loading.…”

Section: Case Study: Response Of Ductile Rc Framesmentioning

confidence: 99%

“…Furthermore, the analysis must include the dynamic characteristics of the structures evaluated, for example, elastic periods and elongated period, which are correlated with the building height. These structures are an extension of the 8-story framing system studied by Arteta and Abrahamson (2019). The structural system comprises gravity load columns in the center of the structure with external special moment resisting frames (SMRF) to resist lateral seismic loading and the tributary gravity loading.…”

Section: Case-study Seismic Scenariomentioning

confidence: 99%

“…In addition, there is a lower limit that the envelope of the CMS does not fall below 75% of the maximum considered earthquake (MCE R ) spectrum; this lower limit is to avoid including more CMS targets than necessary to adequately represent the URS for the full range of periods that may be important to the response of the structure. Multiple variations and applications of the CMS have been proposed (Arteta and Abrahamson, 2019; Bradley, 2010; Carlton and Abrahamson, 2014; Jayaram et al, 2011; Kwong et al, 2014; Loth and Baker, 2015), but the number of conditioning periods to be used and their selection is still a topic of ongoing research.…”

Section: Introductionmentioning

confidence: 99%

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Sensitivity of the conditional period selection in the structural response using the CMS as target spectrum

et al. 2022

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A framework is presented for assessing the sensitivity of typical engineering demand parameters (EDP) to the conditional period selection when using conditional mean spectra (CMS) as targets for ground-motion selection in a performance-based seismic evaluation. The framework consists of computing a suite of CMS targets anchored at conditioning periods within a period range of interest to discretize the demand at a given hazard level, as represented by a uniform hazard spectrum (UHS). Ground motions are selected and scaled for the CMS suite and the associated UHS. The envelope of the median responses from the CMS suite is compared with the median response from the UHS. The framework is instrumental in identifying the conditioning period ( T*) range for estimating CMS to capture the maximum median responses at the hazard level of interest. It also helps to characterize the relative difference in responses between using CMS targets and a UHS. The implementation of the methodology is illustrated by evaluating response quantities such as displacement-, acceleration, and force-based EDPs of four reinforced concrete moment frame structures of different heights under three levels of increasing hazard. Results confirm that the conditioning period used for ground-motion selection has a significant impact on the seismic response of displacement-based EDPs, and the sensitivity of the response varies with building height. For other EDPs, like maximum base shear and story acceleration, the results vary. Based on a limited-size ground motion set typically used in practice, the results indicate that UHS-targeted ground motions do not necessarily yield greater demand in comparison with using the CMS for estimating peak story drifts. For maximum floor accelerations, however, the CMS did produce smaller responses.

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Section: Case Study: Response Of Ductile Rc Framesmentioning

confidence: 99%

Section: Case-study Seismic Scenariomentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Sensitivity of the conditional period selection in the structural response using the CMS as target spectrum

et al. 2022

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“…The insufficiency of Sa(T 1 ) with respect to the spectral shape effect can also be corrected by hazard-consistent record selection. [20][21][22] However, for the pulse-like ground motions, it has been shown that ɛ is insufficient with respect to the ratio of the pulse period to the fundamental period of the structure (T p / T 1 ), which is the key parameter affecting the response. 23 Vector-valued IMs that incorporate the spectral ordinates at periods other than T 1 have been proposed to overcome the insufficiency of the Sa(T 1 ) with respect to T p 24,25 ; however, the effectiveness of the period-dependent spectral quantities may change depending on the degree of nonlinearity of the structure.…”

Section: Introductionmentioning

confidence: 99%

“…Baker and Cornell discussed the significance of using Sa(T 1 ) and ε (the number of standard deviations between the spectral acceleration of a record and the mean of a ground‐motion model at the given period) as a vector IM, because the latter parameter is an indicator of spectral shape (ie, peaks or valleys in a response spectrum) and yields better predictions of structural response. The insufficiency of Sa(T 1 ) with respect to the spectral shape effect can also be corrected by hazard‐consistent record selection . However, for the pulse‐like ground motions, it has been shown that ɛ is insufficient with respect to the ratio of the pulse period to the fundamental period of the structure (T p /T 1 ), which is the key parameter affecting the response .…”

Section: Introductionmentioning

confidence: 99%

A vector‐valued intensity measure for near‐fault ground motions

Zengin

Abrahamson

2020

Earthq Engng Struct Dyn

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Near-fault ground motions containing high energy and large amplitude velocity pulses may cause severe damage to structures. The most widely used intensity measure (IM) is the elastic spectral acceleration at the fundamental period of the structure (Sa(T 1 )); however, Sa(T 1 ) is not a sufficient IM with respect to the effects of the pulse-like ground motions on structural response. For nearfault ground motions, including pulse-like and non-pulse-like time histories, we propose a vector-valued IM consisting of a new IM called instantaneous power (IP(T 1 )) and the Sa(T 1 ). The IP(T 1 ) is defined as the maximum power of the bandpass-filtered velocity time series over a time interval of 0.5T 1 . The IP(T 1 ) is period-dependent because the velocity time series is filtered over a period range (0.2T 1 -3T 1 ). This allows the IP(T 1 ) to represent the power of the near-fault ground motions relevant to the response of the structure. Using two-dimensional models of the 2-and 9-story steel-frame buildings, we show that the proposed [Sa(T 1 ), IP(T 1 )] vector IM gives more accurate estimates of the maximum inter-story drift and collapse capacity responses from near-fault ground motions than using the vector IM consisting of the Sa(T 1 ), the presence of the velocity pulse, and the period of the velocity pulse. Moreover, for the structures considered, for a given Sa(T 1 ), the IP(T 1 ) is more strongly correlated with structural damage from near-fault ground motions than the combination of the velocity pulse and pulse period. K E Y W O R D Snear-fault ground motions, pulse, record selection, vector-valued intensity measure

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Hybrid data‐driven hazard‐consistent drift models for SMRF

Zahra

Macedo

Mariotti

2023

Earthq Engng Struct Dyn

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The seismic design and assessment of steel moment resisting frames (SMRFs) rely heavily on drifts. It is unsurprising, therefore, that several simplified methods have been proposed to predict lateral deformations in SMRFs, ranging from the purely mechanics‐based to the wholly data‐driven, which aim to alleviate the structural engineer's burden of conducting detailed nonlinear analyses either as part of preliminary design iterations or during regional seismic assessments. While many of these methods have been incorporated in design codes or are commonly used in research, they all suffer from a lack of consideration of the causal link between the seismic hazard level and the ground‐motion suite used for their formulation. In this paper, we propose hybrid data‐driven models that preserve this critical relationship of hazard‐consistency. To this end, we assemble a large database of non‐linear response history analyses (NRHA) on 24 SMRFs of different structural characteristics. These structural models are subjected to 816 ground‐motion records whose occurrence rates and spectral shapes are selected to ensure the hazard consistency of our outputs. Two sites with different seismic hazards are examined to enable comparisons under different seismic demands. An initial examination of the resulting drift hazard curves allows us to re‐visit the influence of salient structural modelling assumptions such as plastic resistance, geometric configurations and joint deterioration modelling. This is followed by a machine learning (ML)‐guided feature selection process that considers structural and seismic parameters as well as key static response features, hence the hybrid nature of our models. New models for inter‐storey drift and roof displacements are then developed. A comparison with currently available formulations highlights the significant levels of overestimation associated with previously proposed non‐hazard consistent models.

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Conditional Scenario Spectra (CSS) for Hazard-Consistent Analysis of Engineering Systems

Cited by 22 publications

References 33 publications

Sensitivity of the conditional period selection in the structural response using the CMS as target spectrum

Sensitivity of the conditional period selection in the structural response using the CMS as target spectrum

A vector‐valued intensity measure for near‐fault ground motions

Hybrid data‐driven hazard‐consistent drift models for SMRF

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