Evaluation the P-Delta Effect on Collapse Capacity of Adjacent Structures Subjected to Far-field Ground Motions

Kazemi, Farzin; Mohebi, Benyamin; Yakhchalian, Mansoor

doi:10.28991/cej-0309156

Cited by 29 publications

(5 citation statements)

References 20 publications

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“…On the other hand, in order to implement it with an informatic tool and the corresponding code in the context of a nonlinear FEM, some works have been revised [ 19 , 20 , 21 ], as well as others in which nonlinear problems are addressed in various contexts [ 13 , 27 ]. For a stability failure or post-peak behaviour, the arc-length method with load and displacement control is necessary.…”

Section: Methodsmentioning

confidence: 99%

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Nonlinear Analysis of Rotational Springs to Model Semi-Rigid Frames

Antonio

Mancera

Hernández-Torres

et al. 2022

Entropy

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This paper explains the mathematical foundations of a method for modelling semi-rigid unions. The unions are modelled using rotational rather than linear springs. A nonlinear second-order analysis is required, which includes both the effects of the flexibility of the connections as well as the geometrical nonlinearity of the elements. The first task in the implementation of a 2D Beam element with semi-rigid unions in a nonlinear finite element method (FEM) is to define the vector of internal forces and the tangent stiffness matrix. After defining the formula for this vector and matrix in the context of a semi-rigid steel frame, an iterative adjustment of the springs is proposed. This setting allows a moment–rotation relationship for some given load parameters, dimensions, and unions. Modelling semi-rigid connections is performed using Frye and Morris’ polynomial model. The polynomial model has been used for type-4 semi-rigid joints (end plates without column stiffeners), which are typically semi-rigid with moderate structural complexity and intermediate stiffness characteristics. For each step in a non-linear analysis required to adjust the matrix of tangent stiffness, an additional adjustment of the springs with their own iterative process subsumed in the overall process is required. Loops are used in the proposed computational technique. Other types of connections, dimensions, and other parameters can be used with this method. Several examples are shown in a correlated analysis to demonstrate the efficacy of the design process for semi-rigid joints, and this is the work’s application content. It is demonstrated that using the mathematical method presented in this paper, semi-rigid connections may be implemented in the designs while the stiffness of the connection is verified.

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Section: Methodsmentioning

confidence: 99%

“…In terms of the use of an FEM implemented in the appropriate code, it is not linear to be able to address nonlinear incremental method resolution. Details about the FEM’s non-linear formulation can be found in various works [ 19 , 20 , 21 ]. In this case, the beam element is a non-linear Beam2D consisting of a single element.…”

Section: Introductionmentioning

confidence: 99%

Nonlinear Analysis of Rotational Springs to Model Semi-Rigid Frames

Antonio

Mancera

Hernández-Torres

et al. 2022

Entropy

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“…Therefore, the plastic hinges of beams and columns may experience a sudden change that may cause an increase in their performance levels. To compare the presence 3-story RC and 5-story steel 0.0 0.077 0.155 3-story RC and 9-story steel 0.0 0.074 0.147 5-story RC and 3-story steel 0.0 0.088 0.176 5-story RC and 5-story steel 0.0 0.129 0.259 5-story RC and 9-story steel 0.0 0.138 0.275 9-story RC and 3-story steel 0.0 0.83 0.166 9-story RC and 5-story steel 0.0 0.125 0.250 9-story RC and 9-story steel 0.0 0.216 0.431 of plastic hinges, moment-rotation hysteresis curve of beam and column of the first floor of the 3-story MRF were calculated according to the modified Ibarra-Krawinkler bilinear-hysteretic model (Kazemi et al 2018a;Lignos and Krawinkler 2010). Then, one record of Pulse-Like (PL) record subsets (Kocaeli Turkey, 8/17/1999, Izmit) suggested by FEMA-P695 (2009) was selected to perform nonlinear time history analysis given that S a (T 1 ) = 1.34 g. To compare the effects of pounding, two models of isolated 3-story steel MRF and 5-story RC MRF were considered, given a separation distance of 0.0.…”

Section: Comparing Moment-rotation Curvesmentioning

confidence: 99%

“…Structural pounding can be categorized as the floor-to-floor pounding (Kazemi et al 2020(Kazemi et al ,2018aCole et al 2010), floor-to-column pounding (Cole et al 2010;Kazemi et al 2018a; Karayannis and Favvata 2005;Efraimiadou et al 2013;Favvata 2017), eccentric or non-eccentric pounding (Cole et al 2010;Leibovich et al 1996;Polycarpou et al 2014), the un-equal weight of adjacent pounding (Kazemi et al 2020;Mohebi et al 2018;Jankowski 2010), and pounding between buildings in series (Skrekas et al 2014;Raheem et al 2019). In particular, Karayannis and Favvata (Karayannis and Favvata 2005) investigated interactions between adjacent reinforced concrete structures with different story heights, where the slab of the shorter structure collides with the columns of the taller one.…”

Section: Introductionmentioning

confidence: 99%

Investigating the effects of structural pounding on the seismic performance of adjacent RC and steel MRFs

Kazemi

Miari

Jankowski

2020

Bull Earthquake Eng

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An insufficient separation distance between adjacent buildings is the main reason for structural pounding during severe earthquakes. The lateral load resistance system, fundamental natural period, mass, and stiffness are important factors having the influence on collisions between two adjacent structures. In this study, 3-, 5- and 9-story adjacent reinforced concrete and steel moment resisting frames (MRFs) were considered to investigate the collision effects and to determine modification factors for new and already existing buildings. For this purpose, incremental dynamic analysis was used to assess the seismic limit state capacity of the structures using a developed algorithm in OpenSees software including two near-field record subsets suggested by FEMA-P695. The results of this paper can help engineers to approximately estimate the performance levels of MRFs due to pounding phenomenon. The results confirm that collisions can lead to the changes in performance levels, which are difficult to be considered during the design process. In addition, the results of the analyses illustrate that providing a fluid viscous damper between adjacent reinforced concrete and steel structures can be effective to eliminate the sudden changes in the lateral force during collision. This approach can be successfully used for retrofitting adjacent structures with insufficient in-between separation distances.

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“…Post-earthquake surveys have demonstrated that the pounding configuration plays a key role in the performance of buildings that undergo pounding [9,21], and buildings with a particular configuration are more likely to experience severe damage than others. Configurations that have been identified as more vulnerable include adjacent buildings exhibiting floor-to-column alignments [21][22][23][24], adjacent buildings with significant mass or height differences [22,25], buildings at the end of a row of buildings [21,26], and buildings likely to experience eccentric pounding [9,13,15,21,27]. Therefore, it can be seen that assessing the seismic risk of building portfolios at the urban or regional level with more realism requires the availability of fragility functions that account for the occurrence of these different pounding phenomena.…”

Section: Introductionmentioning

confidence: 99%

Seismic Fragility Functions for Non-Seismically Designed RC Structures Considering Pounding Effects

Mohamed

Romão

2021

Buildings

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The proposed study develops fragility functions for non-seismically designed reinforced concrete structures considering different pounding configurations. The study addresses an existing research gap, since large-scale seismic risk assessment studies involving the seismic performance assessment of building portfolios usually do not involve fragility functions accounting for the possibility of pounding. The selected structures include configurations involving different separation distance values and exhibiting floor-to-floor pounding, floor-to-column pounding, pounding between structures with a significant height difference, and pounding between structures with a significant mass difference. The behaviour of these pounding configurations was analysed using incremental dynamic analysis and compared with that of the corresponding control cases (i.e., individual structures with no interaction with other structures). The results indicate the type of failure mechanism that contributes to the global collapse of the different configurations and the influence of the separation distance. Results highlight the main differences between the expected performance of different pounding configurations with respect to the occurrence of the failure mechanism that governs their collapse. Finally, results indicate that large-scale seismic risk assessment studies should consider fragility functions accounting for different pounding configurations when the possibility of pounding is not negligible, except in cases involving floor-to-floor pounding.

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Evaluation the P-Delta Effect on Collapse Capacity of Adjacent Structures Subjected to Far-field Ground Motions

Cited by 29 publications

References 20 publications

Nonlinear Analysis of Rotational Springs to Model Semi-Rigid Frames

Nonlinear Analysis of Rotational Springs to Model Semi-Rigid Frames

Investigating the effects of structural pounding on the seismic performance of adjacent RC and steel MRFs

Seismic Fragility Functions for Non-Seismically Designed RC Structures Considering Pounding Effects

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