Performance Based Seismic Qualification of Large-Class Building Equipment: An Implementation Perspective

Performance-based seismic design (PBSD) is considered by many to be the next generation of design philosophy that focuses on the system performance of a structure during earthquake loading. For steel and concrete structures, this design philosophy is being used by a select group of practitioners. However, application to wood-frame buildings is still in the research stages; several approaches for PBSD are proposed with rehabilitation concepts available in ASCE 41. Currently, most of the PBSD methods for wood-frame buildings require designers to utilize a level of approach that is far more detailed than current design approaches. This increases the cost of any engineering for the design of wood-frame buildings. Therefore, in this study, a simplified design approach is developed that allows a designer to employ the PBSD methodology without complex analysis. Different from most existing PBSD procedures, this prescriptive approach was developed based on a significant number of numerical simulations using a sim...

Seismic Damage Assessment and Performance Levels of Reinforced Concrete Members

Performance-based optimum seismic design of cable tray system

This study compares the Response Spectrum approach and Equivalent static methods with a performancebased seismic design for G+ 30.It was discovered that the building's story stiffness, story displacement, story shear, and story drift were all superior to those of the Response spectrum technique or Equivalent static approach, where the response spectrum, equivalent static, and performance basis design maximum narrative drifts were found to be 0.0009113, 0.000383, and 0.00113, respectively.Furthermore, performance-based design has been found to have the lowest building displacement value-28.4mm on the top floor-when it comes to story displacement.In the performance comparison, the building that was found to have the highest stiffness was building number 58010171KN/m, building number 19517666KN/m for ESM, and building number 37269757KN/m for RSM.The greatest measured value for the tale shear is 18716.99KN, the ESM is 9985.45,and the response spectrum is 14030.019.They satisfy the ASCE 7-16 code and IS 1893 Pt-1 2016 acceptance standards.The findings demonstrated the superior efficiency of performance-based seismic design over RSM and ESM.The ASCE-7,16 Code's acceptance criteria for the hinge response in the beam, column, and shear wall have been seen to be met by the tabulated value, which is less than the IO level that is completely operational and fulfils the criterion value.

Performance-based design (PBD) has emerged as the new model for seismic engineering. The concept if PBD is not limited to the field of seismic design however, the focus of this chapter is on the recent development in earthquake engineering. Performance-based seismic engineering (PBSE) is still evolving and the information presented in this chapter is not an extending design specification but rather, an introduction to the emerging concept of seismic design of building systems. The purpose of this chapter is to provide an overview of existing procedures that attempt to incorporate performance-based concepts in seismic design of new structures or evaluation of existing structures. The chapter will discuss several potential approaches to accomplishing the goals of PBD and present an illustrative example that plied each conceptual framework in the evaluation of a hypothetical design to offer a basis for comparing the relative merits and potential drawbacks of each approach. The main emphasis of this chapter is placed on buildings since they constitute the largest stock of structures in the built environment

Seismic performance evaluation in geotechnical and slope engineering has made great progress thanks to arduous efforts by a multitude of researchers. However, performance-based seismic design (PBSD) theory has not been fully used in the seismic design practice of slope engineering owing to the dynamic coupling effects amidst earthquake excitation stochasticity, the spatial variability of three-dimensional rock and soil mass, and the strongly nonlinear and dilatancy effects of the stress–strain relationship. The primary task in this direction is to establish an overall performance-based seismic design and evaluation framework in the field of slope engineering to meet the dynamic seismic safety needs for geotechnical engineering such as slope. The next major challenge in the field of PBSD assessment of slope engineering is to change the seismic analysis method of slope engineering from limit state design to nonlinear dynamic deformation evaluation based on time-domain analysis, not only in academic fields but also in engineering practice. A PBSD framework and guideline for slope engineering are established based on stochastic dynamics theory in combination with a series of deterministic analyses including time-domain nonlinear dynamic analysis and stochastic dynamics. This chapter briefly introduces the main contents of this book and summarizes a series of improvements made to the seismic performance evaluation framework in the field of slope stochastic dynamics.

This study presents a methodology to treat performance-based seismic design (PBSD) as an inverse engineering problem, where design parameters are directly derived to achieve specific performance objectives (POs). By implementing explainable machine learning (ML) models, this methodology directly maps design variables and performance metrics, thereby tackling the computational inefficiencies associated with performance-based design. The resultant ML model is integrated as an evaluation function into a genetic optimization algorithm to solve the inverse problem. The developed methodology is then applied to two different inventories of steel and concrete moment frames in Los Angeles and Charleston to obtain sectional properties of frame members that minimize expected annualized seismic loss in terms of repair costs. The results show high accuracy of the surrogate models (e.g. R2 > 90%) across a diverse set of building types, geometries, seismic design and site hazard, where the optimization algorithm could identify the optimum values of members' properties for a fixed set of geometric variables, consistent with engineering principles.This article is part of the theme issue 'Frontiers of applied inverse problems in science and engineering'.

Performance-based seismic design (PBSD) method has been widely recognized in recent years, it can be used for the future structural design. And the direct displacement-based design method (DDBD) is one of the most effective ways to implement the performance-based seismic design (PBSD) theory in current. In this paper, aiming to the composite frame consisting of composite beams and continuous compound spiral hoop reinforced concrete columns (CCSHRCS), its DDBD flowchart is presented, and the structure identified performance objectives in the preliminary design process and specific seismic performance assessment methods are given. Finally, through the calculation results of CCSHRCS frame case that demonstrated the reasonableness of the method. It provides an effective tool for the seismic design of CCSHRCS frame structures

With the increasing emphasis of performance‐based earthquake engineering in the engineering community, several investigations have been presented outlining simplified approaches suitable for performance‐based seismic design (PBSD). Central to most of these PBSD approaches is the use of closed‐form analytical solutions to the probabilistic integral equations representing the rate of exceedance of key performance measures. Situations where such closed‐form solutions are not appropriate primarily relate to the problem of extrapolation outside of the region in which parameters of the closed‐form solution are fit. This study presents a critical review of the closed‐form solution for the annual rate of structural collapse. The closed‐form solution requires the assumptions of lognormality of the collapse fragility and power model form of the ground motion hazard, of which the latter is more significant regarding the error of the closed‐form solution. Via a parametric study, the key variables contributing to the error between the closed‐form solution and solution via numerical integration are illustrated. As these key variables cannot be easily measured, it casts doubt on the use of such closed‐form solutions in future PBSD, especially considering the simple and efficient nature of using direct numerical integration to obtain the solution. Copyright © 2008 John Wiley & Sons, Ltd.

Performance-based design and seismic reliability analysis using designed experiments and neural networks

In performance-based seismic design, evaluation of the deformation capacity of reinforced concrete columns is of paramount importance. The deformation capacity of a column can be expressed in several different ways: (1) curvature ductility, (2) displacement ductility, or (3) drift. Even though several performance-based confining reinforcement design procedures have been proposed, the relationship between different ductility factors is not clearly understood. The effect of concrete strength, longitudinal reinforcement ratio, volumetric ratio of confining reinforcement, shear span-to-depth ratio, and axial load level on the relationship between different ductility factors was studied. Finally, the confinement reinforcement design requirements of current design codes and recently proposed performance-based design methods were compared and critically examined.

The post‐earthquake recovery of a community depends on the ability of important buildings to perform their functions. Lifeline and other critical buildings that meet a predictable enhanced seismic performance increase the community's disaster risk management capacity. In prescriptive force‐based design standards, the seismic design force for these buildings is typically enhanced using an importance factor depending on the risk category. The present paper proposes an innovative framework based on performance‐based seismic design (PBSD) principles using risk‐targeted importance factors suitable for use with prescriptive standards. The framework decouples probabilistic assessments of building typologies to experts, while the structural designers can continue the conventional design approach. The framework explicitly considers probabilistic seismic demand, uncertainty in the performance of the building, and the inter‐building variation within a particular building typology in seismic performance. Six special reinforced concrete (RC) frame buildings conforming to Indian standards are selected to illustrate the framework. Sensitivity studies on parameter selection are used to establish the framework's robustness. An expression for the importance factors is also proposed. The use of the proposed importance factor expression is shown to meet a wide range of risk targets corresponding to different performance levels. The paper also proposes design factors for enhanced performance objectives suitable for the risk‐targeted prescriptive design. Further, the framework is implemented to estimate the seismic risk associated with existing building typology conforming to prevalent design standards. The assembly‐ and critical‐category RC buildings are found to require higher importance factors for achieving enhanced performance objectives than currently prescribed.

A new performance-based seismic design procedure for eccentrically braced frames (EBF) based on pre-selected yield mechanism and target drift is proposed in this paper. The design base shear is derived from a modified energy balance equation. A new seismic lateral force distribution based on nonlinear dynamic behavior is also presented. Two EBF (3-story and 10-story), which were used in a recent related study where they were designed by following current design practice and IBC 2000 provisions, were re-designed by the proposed performance-based design methodology by using the same basic design spectral values as used for the code designed frames. The proposed design procedure was validated by extensive non-linear dynamic analyses for a number of ground motion records. Comparisons are made between the responses of the code designed frames with the ones designed by the proposed method. The results confirm the validity of the proposed method for the study EBF in terms of meeting all the performance design objectives, such as target drifts, and intended yield mechanism, in other words, yielding occurring in a controlled manner in pre-selected elements. Thus, yielding was confined to the shear links only, and plastic hinging in the columns was eliminated except some occurring at the column bases, which was expected. This resulted in superior performance of the frames designed by the proposed method over that of the code designed frames. The total weight of steel used in the frames designed by the two approaches was the same. No attempt was made to compare the costs because of many factors that may affect them.

This report presents a summary of methods and procedures that may be used for seismic qualifications of nuclear power plant mechanical and electrical equipment. Incorporated into the text are sections that explain and clarify commonly used qualification terminology and that delineate methods used for dynamic environment simulations used for qualification. The report also presents a scenario of what occurs at a typical Seismic Qualification Review Team (SQRT) audit of a NTOL Nuclear Power Station. One of the main purposes of this report is to assure that industry members involved with seismic qualifications be fully cognizant of all appropriate information required during an audit.

In this article, the optimum performance-based seismic design of steel frames is performed using the novel constraint control method. This method is based on a simple concept generally used by the engineers in structural design. In this method, the most conservative member sections are initially selected and by gradually reducing the size of the sections through controlling the problem constraints, the solution tends to an optimum design. The capacity curve of the structure is evaluated through static nonlinear analysis and used for the seismic assessment, and the structural weight is optimized by controlling relative displacement constraints at performance levels of operational, immediate occupancy, life safety and collapse prevention. The performance and efficiency of the proposed algorithm in solving for optimum performance-based seismic design are assessed through solving three benchmark problems. The results show that using constraint control method drastically reduces the number of structural analyses required to reach a solution, compared to the more commonly used metaheuristic optimization methods, while producing comparable optimum solutions. For this reason, the constraint control method is found to be particularly suitable as an optimizer for solving solution-extensive problems, such as performance-based optimum design of structures.