Seismic Evaluation of Tall Buildings Using a Simplified but Accurate Analysis Procedure

Mehmood, Tahir; Warnitchai, Pennung; Suwansaya, Phichaya

doi:10.1080/13632469.2016.1224742

Cited by 16 publications

(26 citation statements)

References 13 publications

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“…In consistence with the FIGURE 7 The cyclic modal pushover curves versus the hysteretic response of idealized nonlinear single-degree-of-freedom (SDF) systems (representing an ith vibration mode) under one ground motion previous studies, [14][15][16] this observation reconfirms that the use of same response modification factor (R) for each vibration mode, as prescribed in the standard RSA procedure, is not appropriate. Figure 8 shows the envelopes of individual modal contributions to story displacements, interstory drift ratios, story shears and story overturning moments obtained from the UMRHA procedure, for all three case study buildings.…”

Section: Analysis Of Nonlinear Responses Using the Umrha And Nlrha mentioning

confidence: 79%

“…As mentioned earlier, various studies [14][15][16] have recently applied this procedure to case study RC shear wall buildings and evaluated its accuracy by comparing with the detailed NLRHA procedure. These studies have shown that the UMRHA procedure with adequate modal hysteretic models is able to provide accurate predictions of story shears, story overturning moments, interstory drifts, and floor accelerations.…”

Section: The Uncoupled Modal Response History Analysis (Umrha) Procmentioning

confidence: 99%

“…Depending upon the key structural characteristics and the type of lateral load-resisting system, a suitable choice for nonlinear model may range from simple hysteretic models governed by few controlling parameters (e.g., bilinear and elastic-perfectly plastic) to relatively more detailed behaviors (e.g., stiffness-and strength-degrading models). For RC shear wall buildings with gravity frame systems, Mehmood et al [15,16] have conducted cyclic pushover analyses and showed that for lower levels of roof drift ratio (<1%), the modal cyclic base shear (V bi )-roof displacement (x r i ) relationships can be suitably idealized using the self-centering type flag-shaped hysteretic models. In this study, an example of such matching of cyclic pushover curves ( Figure 5) with the suitable idealized hysteretic behaviors can be seen in Figure 7.…”

Section: The Uncoupled Modal Response History Analysis (Umrha) Procmentioning

confidence: 99%

“…However, this procedure requires to perform the multimode pushover analysis of an inelastic structural model and, therefore, can also be viewed as a simplification of the modal pushover analysis (MPA) proposed by Chopra and Goel. [13] More recently, Ahmed and Warnitchai [14] and Mehmood et al [15,16] applied the uncoupled modal response history analysis (UMRHA)…”

Section: Background and Motivationmentioning

confidence: 99%

“…This shows the efficiency of this approach in decomposing the complex nonlinear dynamic response of buildings into individual modal contributions. Further details of this procedure and its validation can be seen in Chopra and Goel, [13] Ahmed, [18] Ahmed and Warnitchai, [14] and Mehmood et al [15,16] 3.2 | From the UMRHA procedure to the modified response spectrum analysis procedure-the basic concept…”

Section: The Uncoupled Modal Response History Analysis (Umrha) Procmentioning

confidence: 99%

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A modified response spectrum analysis procedure to determine nonlinear seismic demands of high‐rise buildings with shear walls

Najam

Warnitchai

2017

Structural Design Tall Build

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SummaryThe standard response spectrum analysis (RSA) procedure prescribed in various design codes is commonly used by practicing engineers to determine the seismic demands for structural design purpose. In this procedure, the elastic force demands of all significant vibration modes are first combined and then reduced by a response modification factor (R) to get the inelastic design demands. Recent studies, however, have shown that the response of higher vibration modes may experience much lower level of nonlinearity, and therefore, it may not be appropriate to Over last few decades, the structural design against earthquakes has passed through a continuous process of evolution. The story that started from a simple mass-proportional lateral load resisted by elastic action has now evolved into an explicit consideration of design earthquakes applied to the detailed nonlinear finite-element models. The exponential growth in computational power in recent years is continuously narrowing the industryacademia gap by providing the cutting-edge research and technology to practicing engineers at their doorstep. As a result, the structural designers nowadays are equipped with far more aids and tools compared to a couple of decades ago. Moreover, recent advancements in nonlinear modeling techniques have also opened a whole new research area dealing with constructing computer models with close-to-real behaviors. With such a range of options available, the choice of modeling scheme and the analysis procedure for design decision making often becomes a matter of "the more the sweat; the more the reward" for designer. However, this is not a complete depiction of this story. If on one side, these advancements are bringing more sophistication to design process (in terms of better structural idealization and faster numerical solvers), they are also making the process complex, extra skill-demanding, and sometimes unnecessarily intricate. From design point-of-view, the real purpose of structural analysis is not merely to simulate the detailed 3D models and compute design demands, but also to understand the complex structural behavior. This understanding may not always guaranteed by complicated modeling techniques or analysis procedures and faster numerical solvers. In fact, it can be more effectively developed using convenient methods capable of simplifying and clearly explaining the complex response in terms of its components. This insight should then help in devising the most efficient design scheme in terms of reduction in cost, time, effort, and other

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Section: Analysis Of Nonlinear Responses Using the Umrha And Nlrha mentioning

confidence: 79%

Section: The Uncoupled Modal Response History Analysis (Umrha) Procmentioning

confidence: 99%

Section: The Uncoupled Modal Response History Analysis (Umrha) Procmentioning

confidence: 99%

Section: Background and Motivationmentioning

confidence: 99%

Section: The Uncoupled Modal Response History Analysis (Umrha) Procmentioning

confidence: 99%

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A modified response spectrum analysis procedure to determine nonlinear seismic demands of high‐rise buildings with shear walls

Najam

Warnitchai

2017

Structural Design Tall Build

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Prediction of nonlinear seismic demands of high‐rise rocking wall structures using a simplified modal pushover analysis procedure

Najam

Qureshi

Warnitchai

et al. 2018

Structural Design Tall Build

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Summary This study presents a simplified analysis procedure for the convenient estimation of nonlinear seismic demands of high‐rise rocking wall structures. For this purpose, the displacement modification approach used in the nonlinear static procedure of ASCE/SEI 41‐13 is adopted. However, in the current study, this approach is extended to every significant vibration mode of the structure whereas the displacement modifying coefficients for different modes are calculated using the typical flag‐shaped hysteresis behavior of rocking walls. The parameters of this hysteresis behavior are selected to represent rocking walls with a practical range of energy dissipation capacity and postgap‐opening stiffness. The computed peak inelastic‐to‐elastic displacement ratios are presented as mean spectra, which can be used for the convenient estimation of pushover target displacement for every significant vibration mode. The accuracy of proposed procedure is examined using the seismic demands obtained from the nonlinear response history analysis of a 20‐story case study rocking wall structure. Furthermore, a modal decomposition technique is used to determine the individual modal seismic demands. The proposed procedure is found to predict both the combined and the individual modal demands with a reasonable accuracy and can serve as a convenient analysis option for the design and performance evaluation of high‐rise rocking wall systems.

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Dynamic Amplification Factor Proposal for Seismic Resistant Design of Tall Buildings with Rigid Core Structural System

Quezada

Serrano

Huaco

2020

Proceedings of the 5th Brazilian Technology Symposium

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Seismic Evaluation of Tall Buildings Using a Simplified but Accurate Analysis Procedure

Cited by 16 publications

References 13 publications

A modified response spectrum analysis procedure to determine nonlinear seismic demands of high‐rise buildings with shear walls

A modified response spectrum analysis procedure to determine nonlinear seismic demands of high‐rise buildings with shear walls

Prediction of nonlinear seismic demands of high‐rise rocking wall structures using a simplified modal pushover analysis procedure

Dynamic Amplification Factor Proposal for Seismic Resistant Design of Tall Buildings with Rigid Core Structural System

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