Performance-based Seismic Engineering Research Articles

Study on Seismic Performance of Reinforced Concrete High-Rise Building with Buckling Restrained Braces Dissipation Devices

Performance-based Seismic Engineering is the modem approach to Earthquake Resistant Design to control lateral deflection and inter-story drifts. It is a significant challenge to overcome in the execution of high-rise buildings. Since structures are subjected to lateral loads, the Utilization of dissipation devices such as the bracing, shear wall, and dampers are a possible method to enhance the structural performance of the high-rise building under load cases. These cases are varying to static and dynamic ones as Response Spectrum. Properly designed and detailed structures with dissipation devices have exhibited excellent performance during a severe earthquake. Lateral forces due to will be resisted in its plane. In continuation studies of reinforced concrete structure compared to the absorbing devices, Three essential reinforced concrete buildings were taken for analysis G+ 30 floors to cover the broader spectrum of high-rise building construction. Software ETABS carried out seismic analysis through Response Spectrum Analysis. The result highlights how structural damper systems perform much better than other systems with accuracy and exactness through the parameters of Displacement, Drift, Base shear, and Stiffness. Damper structures are more suitable for high-rise buildings and earthquake zones due to this study's results; maximum height of systems could be possible, which must be economically less expensive than steel structure of the same height.

Performance-Based Wind Engineering: Background and State of the Art

This paper surveys the rapidly growing field of performance-based wind engineering (PBWE) of engineered systems, with focus on not only how PBWE has evolved since its early incarnations inspired by performance-based seismic engineering, but also the unique challenges of PBWE and the research that continues to emerge to tackle them. The limitations of traditional prescriptive wind design approaches are discussed with the aim of illustrating how such approaches are inadequate for providing acceptable building performance during extreme wind events, thus motivating why performance-based strategies for wind engineering are gaining traction and are poised to complement, if not replace, current approaches to wind design. In this respect, the current state of knowledge on the factors that affect building performance via extreme structural response, damage to the envelope system, and nonstructural components, is reviewed and challenges are identified. Lastly, the potential benefit of integrating optimization methods is identified while acknowledging the computational difficulty associated with such approaches.

Seismic fragility of bridges: An approach coupling multiple-stripe analysis and Gaussian mixture for multicomponent structures

An approach is developed to build multivariate probabilistic seismic demand models (PSDMs) of multicomponent structures based on the coupling of multiple-stripe analysis and Gaussian mixture models. The proposed methodology is eminently flexible in terms of adopted assumptions, and a classic highway bridge in Eastern Canada is used to present an application of the new approach and to investigate its impact on seismic fragility analysis. Traditional PSDM methods employ lognormal distribution and linear correlation between pairs of components to fit the seismic response data, which may lead to poor statistical modeling. Using ground motion records rigorously selected for the investigated site, data are generated via response history analysis, and appropriate statistical tests are then performed to show that these hypotheses are not always valid on the response data of the case-study bridge. The clustering feature of the proposed methodology allows the construction of a multivariate PSDM with refined fitting to the correlated response data, introducing low bias into the fragility functions and mean annual frequency of violating damage states, which are crucial features for decision making in the context of performance-based seismic engineering.

Discussion of “Proposed Updates to the ASCE 41 Nonlinear Modeling Parameters for Wide-Flange Steel Columns in Support of Performance-Based Seismic Engineering” by Dimitrios G. Lignos, Alexander R. Hartloper, Ahmed Elkady, Gregory G. Deierlein, and Ronald Hamburger

Discussion of “Proposed Updates to the ASCE 41 Nonlinear Modeling Parameters for Wide-Flange Steel Columns in Support of Performance-Based Seismic Engineering” by Dimitrios G. Lignos, Alexander R. Hartloper, Ahmed Elkady, Gregory G. Deierlein, and Ronald Hamburger

Closure to “Proposed Updates to the ASCE 41 Nonlinear Modeling Parameters for Wide-Flange Steel Columns in Support of Performance-Based Seismic Engineering” by Dimitrios G. Lignos, Alexander R. Hartloper, Ahmed Elkady, Gregory G. Deierlein, and Ronald Hamburger

Closure to “Proposed Updates to the ASCE 41 Nonlinear Modeling Parameters for Wide-Flange Steel Columns in Support of Performance-Based Seismic Engineering” by Dimitrios G. Lignos, Alexander R. Hartloper, Ahmed Elkady, Gregory G. Deierlein, and Ronald Hamburger

Assessment of hysteretic damping in reinforced concrete structures using local hinge characteristics

Performance-based seismic engineering is nowadays adopted for economical design of structures to resist earthquakes and it requires nonlinear static pushover analysis to be performed. In this approach, the energy dissipation due to nonlinear behavior of the structures is taken into account by obtaining the equivalent viscous damping and this damping is evaluated from the global pushover curve of the structures. However, the global structural damping is basically due to energy dissipation at local joints of the structures deforming beyond yield rotation. This paper presents the methodology of estimating equivalent damping from the local hinge characteristics of the structures at element level by carrying out Pushover analysis of three structures viz 3D six storeyed, 2D two storeyed and a simple column RC structure. This damping is assessed by considering cumulative hysteretic energy dissipated at all the plastic hinges developed in the structures and is compared with that calculated based on formulations given in codes such as FEMA-440 and ATC-40. Damping agrees well with that given in FEMA-440, estimated from global pushover curve of structures for ductility value greater than 3. Also, nonlinear time history analysis is performed for all the structures to validate the structural performance.

A review of research status of failure modes of base-isolated structures under long-period ground motions

As a relatively mature and effective passive damping technology, isolation technology is mostly used in engineering structures in high-intensity areas and post-earthquake reconstruction projects. In recent years, with the deepening of performance-based seismic engineering research, the study of damage failure of isolated structures under strong earthquakes has become one of the hot-spots in the field of seismic engineering research. This paper summarizes the research results of domestic and foreign scholars on the failure of the base-isolated structure under the action of long-period ground motions, and summarizes its main failure modes. Based on the main failure modes, it systematically analyzes the failure mechanism and finally points out there are still some issues to be studied.

Effectiveness of particle tuned mass damper devices for pile‐supported multi‐story frames under seismic excitations

Particle tuned mass dampers (PTMDs) have attracted recent attention for reducing seismic demands on large structures. Yet, research on the control performance of PTMDs for soil–structure interaction (SSI) systems under earthquake excitations is non-existent. This paper presents a comprehensive investigation on the effectiveness of PTMD devices for pile-supported multistory frames through shaking table tests and simulations with validated numerical models. Particle damping effectiveness is analyzed through comparisons with systems lacking external damping. The test results show that the mitigation effects of PTMDs on the maximum structural accelerations and displacements decrease when SSI effects are present and that particle damping improves control performance of conventional TMDs. Detailed finite element models of the tested specimens are also constructed—including SSI effects—and validated initially against the test data. In these models, the soil nonlinearities are considered using a bounding surface plasticity model, and the PTMD devices are simplified to an equivalent single-particle damper using an analytical model. The validated numerical models can be used in further parametric studies involving optimal PTMD design and deployment within a performance-based seismic engineering framework.

Seismic performance evaluation of RC frames with uniform infilled walls based on adaptive CMS

In the development of performance-based seismic engineering, the capacity spectrum method (CMS) has been widely used in seismic performance evaluation because of its merits of clarity in concept and simplicity in computation. The lateral force resistance of nonstructural components and the influence of bidirectional loading are usually neglected in current seismic performance evaluation. Three archetype reinforced concrete (RC) frames were designed according to current Chinese standards and three-dimensional finite element models accounting for infilled walls or not at different modeling fidelity levels were created. Influences of infilled walls and bidirectional loading on seismic performance of RC frames are studied by CMS based on adaptive Pushover analysis. Results show that uniform infilled walls significantly improve seismic performance of RC frames. The bearing capacity under bidirectional loading is less than that under unidirectional loading. And bidirectional loading makes influences of infilled walls become somewhat inefficient.

The correlation between the ground motion intensity measure parameters of earthquakes

In performance-based seismic engineering, the choice of ground motion goes hand in hand with dynamic analysis. This paper presents the relationship between the various intensity measures (IMs) parameter of ground motions that can be used in evaluating the behavior of structures. This is through the relationship between them and the ratio of the peak ground acceleration to the peak ground velocity (PGA/PGV). The PGA/PGV ratio has been used an empirical parameter to estimate ground motion frequency content and categorizes ground motion suites for performing nonlinear time history analyses of structures. Regression analyses are performed on data obtained from ground motion records with different PGA/PGV ratios. The regression analyses indicate that the best correlation IMs parameter with the PGA/PGV ratio in both near- and far-source earthquakes is the mean period (Tm). Also, the relationships between PGA/PGV ratio and some IMs parameters in near-source earthquakes are stronger than it in far-source earthquakes.

A Target Displacement for Pushover Analysis to Estimate Seismic Demand of Eccentrically Braced Frames

A main challenge for performance-based seismic engineering is to develop simple, practical and precise methods for assessing existing structures to satisfy considerable performance objectives. Pushover analysis is a simplified nonlinear analysis technique that can be implemented for estimating the dynamic demands imposed on a structure under earthquake excitations. In this method, structure is subjected to specified load pattern to reach a target displacement. The present study provides a target displacement for estimating the seismic demand of eccentrically braced frames (EBFs). A parametric study is conducted on a group of 30 EBFs under a set of 15 accelerograms. The results of nonlinear dynamic analyses of EBFs have been post-processed by nonlinear regression analysis and a relation is proposed for target displacement. In order to verify the capability of the proposed procedure, three EBFs are assessed by the present method in which the results show that the proposed method is capable of reproducing the peak dynamic responses with relatively good accuracy. Additionally, the comparison of obtained results with those of other conventional target displacement methods such as N2 method, and displacement coefficient method confirms the efficiency of the suggested one.

Seismic bracing performance of plasterboard timber walls

The goal of this study is to develop a racking model of plasterboard-sheathed timber walls as part of the efforts towards performance-based seismic engineering of low-rise light timber-framed (LTF) residential buildings in New Zealand. Residential buildings in New Zealand are primarily stand-alone low-rise LTF buildings, and their bracing elements are commonly plasterboard-sheathed LTF walls. It is an essential part of performance-based seismic designs of LTF buildings to be able to simulate the racking performance of plasterboard walls. In this study, racking test results of 12 plasterboard walls were collected and studied to gain insight into the seismic performance of plasterboard-sheathed LTF walls. The racking performance of these walls was examined in terms of stiffness/strength degradation, displacement capacity, superposition applicability and failure mechanisms. Subsequently, a mathematical analysis model for simulating racking performance of LTF plasterboard walls is developed and presented. The developed racking model is a closed-form wall model and could be easily used for conducting three-dimensional non-linear push-over studies of seismic performance of LTF buildings.

Experimental studies on in-plane performance of plasterboard sheathed ceiling diaphragms

The ultimate goal of this study is to develop a model representing the in-plane behaviour of plasterboard ceiling diaphragms, as part of the efforts towards performance-based seismic engineering of low-rise light timber-framed (LTF) residential buildings in New Zealand (NZ).
 LTF residential buildings in NZ are constructed according to a prescriptive standard – NZS 3604 Timber-framed buildings [1]. With regards to seismic resisting systems, LTF buildings constructed to NZS3604 often have irregular bracing arrangements within a floor plan. A damage survey of LTF buildings after the Canterbury earthquake revealed that structural irregularity (irregular bracing arrangement within a plan) significantly exacerbated the earthquake damage to LTF buildings. When a building has irregular bracing arrangements, the building will have not only translational deflections but also a torsional response in earthquakes. How effectively the induced torsion can be resolved depends on the stiffness of the floors/roof diaphragms. Ceiling and floor diaphragms in LTF buildings in NZ have different construction details from the rest of the world and there appears to be no information available on timber diaphragms typical of NZ practice.
 This paper presents experimental studies undertaken on plasterboard ceiling diaphragms as typical of NZ residential practice. Based on the test results, a mathematical model simulating the in-plane stiffness of plasterboard ceiling diaphragms was developed, and the developed model has a similar format to that of plasterboard bracing wall elements presented in an accompany paper by Liu [2]. With these two models, three-dimensional non-linear push-over studies of LTF buildings can be undertaken to calculate seismic performance of irregular LTF buildings.

Proposed Updates to the ASCE 41 Nonlinear Modeling Parameters for Wide-Flange Steel Columns in Support of Performance-Based Seismic Engineering

AbstractNonlinear static and dynamic analyses are utilized by engineers for performance-based seismic risk evaluation of new and existing structures. In this context, nonlinear component modeling c...

Optimal seismic retrofit model for steel moment resisting frames with brittle connections

Based on performance-based seismic engineering, this paper proposes an optimal seismic retrofit model for steel moment resisting frames (SMRFs) to generate a retrofit scheme at minimal cost. To satisfy the acceptance criteria for the Basic Safety Objective (BSO) specified in FEMA 356, the minimum number of upgraded connections and their locations in an SMRF with brittle connections are determined by evolutionary computation. The performance of the proposed optimal retrofitting model is evaluated on the basis of the energy dissipation capacities, peak roof drift ratios, and maximum interstory drift ratios of structures before and after retrofitting. In addition, a retrofit efficiency index, which is defined as the ratio of the increment in seismic performance to the required retrofitting cost, is proposed to examine the efficiencies of the retrofit schemes derived from the model. The optimal seismic retrofit model is applied to the SAC benchmark examples for threestory and nine-story SMRFs with brittle connections. Using the retrofit efficiency index proposed in this study, the optimal retrofit schemes obtained from the model are found to be efficient for both examples in terms of energy dissipation capacity, roof drift ratio, and maximum inter-story drift ratio.

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

In urban areas, adjacent structures can be seen in any insufficient distance from each other, because of economic and refusal of acquired minimum separation distance according to seismic previsions. Collapse capacity assessment of structures is one of the important objectives of performance-based seismic engineering. The purpose of this study is to consider the pounding phenomenon and P-Delta effect in seismic collapse capacity assessment of structures. For this purpose, 2-, 4-, 6- and 8-story adjacent structures with different conditions of separation distance among them, were modeled in the OpenSees software. Furthermore, Incremental Dynamic Analyses (IDAs) were performed using 78 far-field ground motion records to compute the collapse capacities of adjacent structures. The results obtained from IDAs for adjacent structures show that during pounding, taller structure reaches its collapse capacity earlier than shorter one. In addition, by considering the P-Delta effect and increasing the distance between adjacent structures, time of collapse and number of impacts increases. According to results, considering the P-Delta effect in modeling has significant influence in seismic collapse capacity assessment of pounding structures.

Windstorm Resilience of a 10-Story Steel Frame Office Building

AbstractThe windstorm resilience of a 10-story steel frame building is examined by adapting procedures and software initially developed for performance-based seismic engineering. Building vulnerabi...

Seismic Evaluation of Tall Unstiffened Steel Plate Shear Wall (SPSW) Systems with Emphasis on Reversal Phenomenon in the Higher Mode Pushover Curve

This paper attempts to study the seismic behavior of tall unstiffened steel plate shear wall (SPSW) systems with an emphasis on the higher-mode pushover analysis and to elaborate the relevant pushover curve. Improved pushover analyses (IPAs) including the modal pushover analysis (MPA) and the modified modal pushover analysis (MMPA) are used for the frames in which the higher-mode effects are substantially important. The conventional pushover analysis using the FEMA load distributions is also implemented. To achieve this goal, mid-rise (10 and 15-story) and high-rise (20 and 30-story) SPSW systems are investigated. To consider a detailed behavior of SPSWs in analyses, a three-dimensional (3D) finite element modeling is used. An interesting result is obtained that the higher-mode pushover analysis results in a reversal in the pushover curve for all of the unstiffened SPSW systems studied in this investigation that this phenomenon is rare in performance-based seismic engineering. The results provide evidence that among the above-mentioned pushover analyses, the MPA procedure is accurate enough for the seismic evaluation of tall SPSW systems. Furthermore, the MPA is computationally time efficient in comparison with the nonlinear response history analysis for this kind of structures with 3D finite element modeling in which there exist a large number of frame and shell elements.

Integrated analysis model for assessing CO2 emissions, seismic performance, and costs of buildings through performance-based optimal seismic design with sustainability

An integrated sustainable seismic analysis model is developed to investigate the relationships of CO2 emissions, the seismic performance, and material production costs of seismic design schemes of buildings. In this study, a green seismic analysis model is presented in the form of performance-based optimal seismic design with sustainability (PBODS) that considers the economic feasibility, environmental sustainability, and seismic performance of a building based on the life cycle assessment (LCA) data subject to various performance objectives prescribed in performance-based seismic engineering. This analysis model is applied to reinforced concrete (RC) frame buildings, which comprise two heterogeneous materials—concrete and steel—that have different environmental impacts and thus have a high potential for CO2 emission mitigation. In the PBODS method presented in this study, CO2 emissions, material production costs, and the coefficient of variation (COV) of the inter-story drift ratio, which reflects the seismic performance, are set as the objective functions, and optimal designs that can minimize these three objective functions. The optimal designs for a 4-story and a 10-story RC buildings are then evaluated with respect to environmental sustainability, economic feasibility, and seismic performance using the presented integrated analysis model. Furthermore, the proposed model is used to quantitatively investigate the variations in CO2 emissions and material production costs depending on variations in the performance objectives.

Seismic response of reinforced concrete frames at different damage levels

Performance-based seismic engineering is focused on the definition of limit states to represent different levels of damage, which can be described by material strains, drifts, displacements or even changes in dissipating properties and stiffness of the structure. This study presents a research plan to evaluate the behavior of reinforced concrete (RC) moment resistant frames at different performance levels established by the ASCE 41-06 seismic rehabilitation code. Sixteen RC plane moment frames with different span-to-depth ratios and three 3D RC frames were analyzed to evaluate their seismic behavior at different damage levels established by the ASCE 41-06. For each span-to-depth ratio, four different beam longitudinal reinforcement steel ratios were used that varied from 0.85 to 2.5% for the 2D frames. Nonlinear time history analyses of the frames were performed using scaled ground motions. The impact of different span-to-depth and reinforcement ratios on the damage levels was evaluated. Material strains, rotations and seismic hysteretic energy changes at different damage levels were studied.