Performance Based Design

The design objectives in current building codes address life safety, control damage in minor and moderate earthquakes, and prevent collapse in a major earthquake. However, the actual reliability of the design in achieving the objectives is not known. There is a general agreement among researchers and professionals that future seismic design needs to be based on achieving stated multiple performance objectives. Future seismic design practice will be based on explicit performance criteria that can be quantified, considering multiple performance and hazard levels.

The aim of this research is determining the effectiveness of teaching methods based on creative drama activities performed at the " Design Studies-1 " studio on creative thinking and design skills. The research's work group consisted of 67 students who attended the 15-week Design Studies-1 studio (45 female, 22 male). The research is a one-group pretest-posttest experimental design. The theoretical basis of the research is cogni-tive creativity. The practices stimulating the imagination and flexible thinking skills with the basis of creative drama were used as the creativity-improving techniques. Based on the assumption that creative thinking is teachable, the hypothesis that the " Design Studies-1 " program conducted by the first researcher will improve the students' creative thinking skills was

This paper deals with some fundamental considerations regarding the behaviour of geotechnical structures under seismic loading. First a complete definition of the earthquake disaster risk is provided, followed by the importance of performing site-specific hazard analysis. Then some suggestions are provided in regard to adequate assessment of soil parameters, a crucial point to properly analyze the seismic behaviour of geotechnical structures. The core of the paper is centered on a critical review of the analysis methods available for studying geotechnical structures under seismic loadings. All of the available methods can be classified into three main classes, including the pseudo-static, pseudo-dynamic and dynamic approaches, each of which is reviewed for applicability. A more advanced analysis procedure, suitable for a so-called performance-based design approach, is also described in the paper. Finally, the seismic behaviour of the El Infiernillo Dam was investigated. It was shown that coupled elastoplastic dynamic analyses disclose some of the important features of dam behaviour under seismic loading, confirmed by comparing analytical computation and experimental measurements on the dam body during and after a past earthquake.

Even before Louis Sullivan coined the phrase 'Form Follows Function,' architectural researchers have sought, to no avail, a causal relationship between these two primary constituents of the building enterprise. This paper attempts to explain why this quest has been futile, and proposes a performance-based design paradigm, instead of the prevailing process-based paradigms. It suggests that the driving force behind any design activity is the desire to achieve a qualitative solution for a particular combination of form and function in a specific context. Furthermore, it suggests that quality can only be determined by a multi-criteria, multi-disciplinary performance eÕaluation, which comprises a weighted sum of several satisfactionrbehavior functions. The paper develops a performance-based design methodology and demonstrates its application in an experimental, knowledge-based CAD system. q 0926-5805r99r$ -see front matter q 1999 Elsevier Science B.V. All rights reserved.

In view of current developments in the theory and technology of digital design, potential novel directions for environments that support performance-based design are beginning to emerge.The field of performance-based design is defined through an analysis of current work in the field.Various models of performance-based architectural design are presented and discussed. On the basis of this analysis, key concepts and issues in the application of performancebased design in architecture are defined and certain research directions for the development of new approaches are presented. Finally we propose a new approach termed: Performative Design. Performative Design suggests that in creating simulation environments for performance-based architectural design both generative and evaluative capabilities can be integrated within performance-based simulations. The potential of performance-based simulation as a model of performance-based design is explored through a case study from an experimental digital design studio. Implication of this work on future research directions in the field is explicated.

Current seismic design of bridges is based on a displacement performance philosophy using nonlinear static pushover analysis. This type of bridge design necessitates that the geotechnical engineer predict the resistance of the abutment backfill soils, which is inherently nonlinear with respect to the displacement between soil backfill and the bridge structure. This paper employs limit-equilibrium methods using mobilized logarithmic-spiral failure surfaces coupled with a modified hyperbolic soil stress-strain behavior ͑LSH model͒ to estimate abutment nonlinear force-displacement capacity as a function of wall displacement and soil backfill properties. The calculated force-displacement capacity is validated against the results from eight field experiments conducted on various typical structure backfills. Using LSH and experimental data, a simple hyperbolic force-displacement ͑HFD͒ equation is developed that can provide the same results using only the backfill soil stiffness and ultimate soil capacity. HFD is compatible with current CALTRANS practice in regard to the seismic design of bridge abutments. The LSH and HFD models are powerful and effective tools for practicing engineers to produce realistic bridge response for performance-based bridge design.

In recent years important research activity has been undertaken in order to evaluate the earthquake performance of light-gauge steel-framed house structures. Almost all studies approach the problem of seismic response of these structures by characterising, experimentally and numerically, the performance of wall panels. Usually, the overall behavior of wall panels is mainly addressed. However, according to experimental evidences, the performance of the wall panels, as a whole, is governed by the performance of the connectors e.g.: sheeting-to-sheeting connectors, and sheeting-to-framing connectors. On the other hand the global behavior of the 3D structure of the house is significantly influenced by non-structural elements, traditionally not considered in the design procedures. The present paper summarizes the research activity carried out in the last few years at the Politehnica University of Timisoara, under the coordination of the author, with the aim to evaluate the performance and to characterise for design purpose the specific features of these structures. Monotonic and cyclic tests on full-scale shear panels, tests on connection details, and in situ ambiental vibration tests on a house under construction are reviewed and concluded in the following paper.

Implementation of performance-based earthquake engineering necessitates the probabilistic evaluation of engineering demand parameters that can be related to variables, such as monetary losses, on which quantitative seismic performance assessment can be based. The purpose of this paper is to identify relevant demand parameters, quantify these parameters for regular frame structures, and illustrate how statistically representative relationships between these parameters and ground motion intensity measures can be established. Emphasis is on the development of such relationships for ordinary ground motions, and on issues that have to be addressed in order to establish relationships between demand parameters and near-fault ground motions. 

The recently developed pushover analysis procedure has led a new dimension to performance-based design in structural engineering practices. With the increase in the magnitude of monotonic loading, weak links and failure modes in the multi-storey RC frames are usually formed. The force distribution and storey displacements are evaluated using static pushover analysis based on the assumption that the response is controlled by fundamental mode and no mode shift takes place. Himalayan-Nagalushai region, Indo-Gangetic plain, Western India, Kutch and Kathiawar regions are geologically unstable parts of India and some devastating earthquakes of remarkable intensity have occurred here. In view of the intensive construction activity in India, where even a medium intensity tremor can cause a calamity, the authors feel that a completely up-to-date, versatile method of aseismic analysis and design of structures are essential. A detailed dynamic analysis of a 10-storey RC frame building is therefore performed using response spectrum method based on Indian Standard Codal Provisions and base shear, storey shear and storey drifts are computed. A modal pushover analysis (MPA) is also carried out to determine the structural response of the same model for the same acceleration spectra used in the earlier case. The major focus of study is to bring out the superiority of pushover analysis method over the conventional dynamic analysis method recommended by the code. The results obtained from the numerical studies show that the response spectrum method underestimates the response of the model in comparison with modal pushover analysis. It is also seen that modal participation of higher modes contributes to better results of the response distribution along the height of the building. Also pushover curves are plotted to illustrate the displacement as a function of base shear.

Today, precision in architectural design has attained a new and a broad meaning with the advent of computational design and manufacturing/fabrication technologies, i.e with CAAD/CAM. The architectural design process which requires integration of several knowledge domains, handling diverse and mass amount of data and their processing has found new expansions with computational tools. Construction process has also been undergoing a transformation and construction has been turning more into manufacturing and fabrication process. Terms like customized mass production, concurrent architecture, and integrated design have become a part of architectural design vocabulary. All these paradigmatic changes force architects and thus architectural design education to be acquainted with CAAD/CAM and thus computational design paradigm and a new level of complexity. In this context, design process itself searching for the optima in all the levels, and diverse models which are any time products of design process, their reproducibility in different phases of the design process in various scales with different fabrication/manufacturing technologies, their explorations and experiencing through simulations, bring subject of precision in the realm of architecture as a mean of controlling the design process in terms of complexity and in terms of intactness. In this paper, this new role of precision and thus computational design process in the realm of performance based design has been exemplified by the term project given in spring 2010 Digital Design Studio given by Assoc. Prof. Dr. Arzu Gönenç Sorguç and Res. Asst. Fatma Zehra Çakıcı in METU, namely the modulator. In the design, manufacturing and fabrication processes of the modulator, students have been introduced with several level of precision and reflect their experience in 1/1 scale model of their design process or the product itself.

Keywords: Arch 475, CAAD/CAM, complexity, design optimization, modulator, performance based design, precision

Soil-structure interaction (SSI) Performance-based design (PBD) Seismic design of buildings Underground stories Uniform hazard spectrum (UHS) Ground response analysis a b s t r a c t This paper investigates the seismic performance of moment-resisting frame steel buildings with multiple underground stories resting on shallow foundations. A parametric study that involved evaluating the nonlinear seismic response of five, ten and fifteen story moment-resisting frame steel buildings resting on flexible ground surface, and buildings having one, three and five underground stories was performed. The buildings were assumed to be founded on shallow foundations. Two site conditions were considered: soil class C and soil class E, corresponding to firm and soft soil deposits, respectively. Vancouver seismic hazard has been considered for this study. Synthetic earthquake records compatible with Vancouver uniform hazard spectrum (UHS), as specified by the National Building Code of Canada (NBCC) 2005, have been used as input motion. It was found that soil-structure interaction (SSI) can greatly affect the seismic performance of buildings in terms of the seismic storey shear and moment demand, and the deformations of their structural components. Although most building codes postulate that SSI effects generally decrease the force demand on buildings, but increase the deformation demand, it was found that, for some of the cases considered, SSI effects increased both the force and deformation demand on the buildings. The SSI effects generally depend on the stiffness of the foundation and the number of underground stories. SSI effects are significant for soft soil conditions and negligible for stiff soil conditions. It was also found that SSI effects are significant for buildings resting on flexible ground surface with no underground stories, and gradually decrease with the increase of the number of underground stories.

The test structure is a 1/1.5 scaled two-story, single-bay, threedimensional steel frame. Four HYDs, two for each story, are inserted at the top of chevron braces installed within the bays of two parallel plane frames along the test direction. The HYDs, constituted of a low-carbon U-shaped steel plate, were designed with the performance objective of limiting the inter-story drifts so that the frame yielding is prevented. Two design solutions are considered, assuming the same stiffness of the chevron braces with HYDs, but different values of both ductility demand and yield strength of the HYDs. Seven recorded accelerograms matching on average the response spectrum of Eurocode 8 for a high-risk seismic region and a medium subsoil class are considered as seismic input. The experimental results are compared with the numerical ones obtained considering an elastic-linear law for the chevron braces (in tension and compression), providing that the buckling be prevented, and the Bouc-Wen model to simulate the response of HYDs.

A long-span suspension bridge is a complex structural system that interacts with the surrounding environment and the users. The environmental actions and the corresponding loads (wind, temperature, rain, earthquake, etc.) together with the live loads (railway traffic, highway traffic), have a strong influence on the dynamic response of the bridge, and can significantly influence the structural behavior and alter its geometry, thus limiting the serviceability performance even up to a partial closure. This article will present some general considerations and operative aspects of the activities related to the analysis and design of such a complex structural system. Specific reference is made to the dependability assessment and the performance requirements of the whole system, while focus is given on methods for handling the completeness and the uncertainty in the assessment of the load scenarios. Aiming at the serviceability assessment, a method based on the combined application of genetic algorithms and a finite element method (FEM) investigation is proposed and applied. C 2012 Computer-Aided Civil and Infrastructure Engineering.

This paper presents a new practical modeling approach, based on the beam-on-a-nonlinear Winkler foundation (BNWF) model, to simulate the 3D rocking, vertical and horizontal responses of shallow foundations using structural elements that are readily available in the element library of commercially available structural analysis programs. An assemblage of a moment-rotation hinge, shear hinge connected in series with an elastic frame member attached to the bottom end of ground story columns was proposed to model the response of the footing under combined action of vertical, horizontal and moment loading. To couple the responses of these hinges, two bounding surfaces equations were introduced and derived mathematically: a surface that defines the interaction between the rocking and vertical capacities of the footing along its width and length; and a surface that defines the interaction between the horizontal capacities of the footing along its width and length. Simple calculation steps to evaluate the geometric and mechanical properties of the proposed assemblage of structural elements are provided. The proposed modeling approach was verified using experimental results from large scale model foundations subjected to cyclic loading. Based on this study, it was found that the proposed assemblage can be reliably used in modeling the rocking and horizontal responses of shallow foundations under cyclic loading.

Physical controls such as knobs, sliders, and buttons are experiencing a revival as many computing systems progress from personal computing architectures towards ubiquitous computing architectures. We demonstrate a process for measuring and comparing visceral emotional responses of a physical control to performance results of a target acquisition task. In our user study, participants experienced mechanical and rendered friction, inertia, and detent dynamics as they turned a haptic knob towards graphical targets of two different widths and amplitudes. Together, this process and user study provide novel affect-and performance-based design guidance to developers of physical controls for emerging ubiquitous computing environments. Our work bridges extensive human factors work in mechanical systems that peaked in the 1960's, to contemporary trends, with a goal of integrating mechatronic controls into emerging ubiquitous computing systems.

SUMMARY Six approximate methods to estimate the maximum inelastic displacement demand of single-degree-of- freedom systems are evaluated. In all methods, the maximum displacement demand of inelastic systems is estimated from the maximum displacement demand of linear elastic systems. Of the methods evalu- ated herein, four are based on equivalent linearization in which the maximum deformation is estimated as the maximum

The objective of this paper is to present a performance based design procedure for steel structures in the framework of structural optimization. The structural performance is evaluated by means of the reliability demand and resistance methodology of FEMA-350 (Federal Emergency Management Agency) guidelines where the uncertainties and randomness in capacity and seismic demand are taken into account in a consistent manner. The structure has to be able to respond for different hazard levels with a desired confidence. Both Nonlinear Static and Nonlinear Dynamic analysis procedures are used in order to obtain the response for two hazard levels. The design procedure is performed in a structural optimization environment, where the Evolution Strategies algorithm is implemented for the solution of the optimization problem. In order to handle the excessive computational cost the inelastic time history analyses are performed in a parallel computing environment. The objective of the study is to obtain the design with the least material weight, and thus with less cost, that is capable to respond with the desired confidence for each performance level following the specifications of FEMA-350.

This paper introduces a probabilistic Performance Based Hurricane Engineering (PBHE) framework for risk assessment based on the total probability theorem. This methodology disaggregates the risk assessment analysis into independent elementary components, namely hazard analysis, structural characterization, interaction analysis, structural analysis, damage analysis, and loss analysis. The proposed PBHE framework accounts for the multi-hazard nature of hurricanes. The procedure for the probabilistic risk assessment is illustrated through an application example consisting of a residential house subjected to the combined hazards of windborne debris and hurricane strong winds.

The basic objective of this study is the assessment of the European seismic design codes and in particular of EC2 and EC8 with respect to the recommended behaviour factor q. The assessment is performed on two reinforced concrete multi-storey buildings, having symmetrical and non-symmetrical plan view respectively, which were optimally designed under four different values of the behaviour factor. In the mathematical formulation of the optimization problem the initial construction cost is considered as the objective function to be minimized while the cross sections and steel reinforcement of the beams and the columns constitute the design variables. The provisions of Eurocodes 2 and 8 are imposed as constraints to the optimization problem. Life-cycle cost analysis, in conjunction with structural optimization, is believed to be a reliable procedure for assessing the performance of structures during their life time. The two most important findings that can be deduced are summarized as follows: (1) The proposed Eurocode behaviour factor does not lead to a more economical design with respect to the total life-cycle cost compared to other values of q (q = 1, 2). (2) The differences of the total life-cycle cost values may be substantially greater than those observed for the initial construction cost for four different q (q = 1, 2, 3, 4).

Abstract This paper presents a procedure for the calculation of wind loads on a proposed 385 ft tall building located in strong wind and mixed strong wind and hurricane wind regions. The procedure for the computation of design wind loads uses mixed distribution and ...

The concept of improving building performance has, for all practical purposes, always existed at what might be deemed the societal level. If engineered systems do not perform as society and users deem acceptable, these systems do not continue to be constructed and are eliminated over time. The inadequate systems are replaced by improved ones whose performance is expected to be more acceptable to the stakeholders and to society. In modern times this evolution manifests itself as revisions and updates to prescriptive design codes, which typically are anywhere from one to seven years apart.

The concept of improving building performance has, for all practical purposes, always existed at what might be deemed the societal level. If engineered systems do not perform as society and users deem acceptable, these systems do not continue to be constructed and are eliminated over time. The inadequate systems are replaced by improved ones whose performance is expected to be more acceptable to the stakeholders and to society. In modern times this evolution manifests itself as revisions and updates to prescriptive design codes, which typically are anywhere from one to seven years apart.

Current seismic design of bridges is based on a displacement performance philosophy using nonlinear static pushover analysis. This type of bridge design necessitates that the geotechnical engineer predict the resistance of the abutment backfill soils, which is inherently nonlinear with respect to the displacement between soil backfill and the bridge structure. This paper employs limit-equilibrium methods using mobilized logarithmic-spiral failure surfaces coupled with a modified hyperbolic soil stress-strain behavior ͑LSH model͒ to estimate abutment nonlinear force-displacement capacity as a function of wall displacement and soil backfill properties. The calculated force-displacement capacity is validated against the results from eight field experiments conducted on various typical structure backfills. Using LSH and experimental data, a simple hyperbolic force-displacement ͑HFD͒ equation is developed that can provide the same results using only the backfill soil stiffness and ultimate soil capacity. HFD is compatible with current CALTRANS practice in regard to the seismic design of bridge abutments. The LSH and HFD models are powerful and effective tools for practicing engineers to produce realistic bridge response for performance-based bridge design.

A probabilistic approach to estimate maximum inelastic displacement demands of single-degree-of-freedom (SDOF) systems is presented. By making use of the probability of exceedance of maximum inelastic displacement demands for given maximum elastic spectral displacement and the mean annual frequency of exceedance of elastic spectral ordinates, a simplified procedure is proposed to estimate mean annual frequencies of exceedance of maximum inelastic displacement demands. Simplifying assumptions are thoroughly examined and discussed. Using readily available elastic seismic hazard curves the procedure can be used to compute maximum inelastic displacement seismic hazard curves and uniform hazard spectra of maximum inelastic displacement demands. The resulting maximum inelastic displacement demand spectra provide a more rational way of establishing seismic demands for new and existing structures when performance-based approaches are used. The proposed procedure is illustrated for elastoplastic SDOF systems having known-lateral strength located in a region of high seismicity in California. a site . Using the geometry and location with respect to the site of all possible seismic sources, the probability distribution of earthquake magnitudes at each source and attenuation relationships, a conventional PSHA permits the estimations of the mean annual frequency (MAF) of exceedance of a certain peak ground motion parameter (e.g. peak ground acceleration, etc.) or a linear elastic response spectral ordinate (e.g. pseudo-acceleration, S a ) by integration over all possible sources, earthquake magnitudes and distances. However, conventional PSHA only provides probabilistic estimates of demands on linear elastic systems while most structures are likely to undergo significant inelastic deformations in the event of strong, or even moderate, earthquake ground motions. Therefore, it is of utmost importance to develop rational methods to estimate lateral displacement demands on inelastic systems.

Decisions early in the design process have a big impact on the life cycle performance of a building. The outcome of a construction project can be improved if different design options can rapidly be analysed to assist the client and design team in making informed decisions in the design process. A model-based design approach can facilitate the decision-making process if the design alternatives' performances can be evaluated and compared. A decision-making framework using a performance-based design process in the early design phase is proposed. It is developed to support decision-makers to take informed decisions regarding the life cycle performance of a building. A scenario is developed in order to demonstrate the proposed framework of evaluating the different design alternatives' energy performance. The framework is applicable to decisionmaking in a structured design process, where design alternatives consisting of both objective and subjective evaluation criteria can be evaluated.

A new methodology for seismic design is proposed based on structural optimization with performance-based constraints. Performance-based criteria are introduced for the seismic design of new buildings. These criteria are derived from the National Guidelines for Seismic Rehabilitation of Buildings (Reference [19], Federal Emergency Management Agency (FEMA), 'NHERP Guidelines for seismic rehabilitation of buildings', Report Nos 273 and 274, Washington, DC, 1997) for retroÿtting existing structures. The proposed design methodology takes into account the non-linear behaviour of the structure. The goal is to incorporate in the design the actual performance levels of the structure, i.e. how much reserve capacity the structure has in an earthquake of a given magnitude. The optimal design of the structure minimizes the structural cost subjected to performance constraints on plastic rotations of beams and columns, as well as behavioural constraints for reinforced concrete frames. Uncertainties in the structural period and in the earthquake excitation are taken into account using convex models. The optimization routine incorporates a non-linear analysis program and the procedure is automated. The proposed methodology leads to a structural design for which the levels of reliability (performance levels) are assumed to be quantiÿable. Furthermore, the entire behaviour of the structure well into the non-linear range is investigated in the design process.

The paper presents a simple and an innovative idea regarding vibration isolation technique of a multistory building using magnetic field and is proposed to application in the field of civil engineering structures. This idea is fully based on hypothetical concept, but the objective is to explore this idea or concept in to the entire community which may be a potential sector for the effective vibration isolation system. The technique is described based on the magnetic properties of materials and a magnetic field characteristic which depends on the amount of current flow, number of turns in coil, distance between electromagnet and the magnetic materials. Therefore using magnetic field, the attraction induced between magnet and magnetic materials, a force could finally be developed on the floor of building. This force would become effective until and unless the power is cutoff. Therefore this induced force is actually acts as a live load on the structure which indirectly increases the weight and this has been described in this paper.

The development of an analytical model to predict the inelastic seismic response of reinforced concrete shear-wall buildings, including both the flexural and shear failure modes is presented. The use of shear-wall buildings is quite common in a number of seismic countries as a result of their successful seismic behavior during past severe earthquakes. The objective of this study has been to develop a computer model capable of predicting the seismic behavior of shear-wall buildings. Such model would allow better estimations to be obtained of both the ultimate lateral strength of these buildings as well as their inelastic deformation demand under severe ground motions. Such information may be used in the implementation of performance-based design procedures, and to improve present code design procedures. To fulfill this objective, a shear failure mode model based on experimental results has been added to the computer program larz. This paper discusses the most relevant problems and solutions devised during the development of this model. Validation of the model proposed to predict the inelastic seismic response of shear-wall structures was carried out by comparing its results with the actual response of two real buildings during the March 3, 1985 Chilean earthquake. In spite of the fact that the model is two-dimensional and, hence, it ignores the torsional response, the results obtained are satisfactory. 

The Applied Technology Council (ATC) has entered into a contract with the Federal Emergency Management Agency to develop a next generation of performance-based seismic design guidelines for buildings (the ATC-58 project). As currently envisioned, the ATC-58 project will extend over approximately a 12-year period. The guidelines developed by the project are to be applicable to the design of new buildings as well as the upgrade of existing buildings. In addition, the guidelines are to address the design of both building structures and the nonstructural components housed with these structures. The guidelines are intended to be applicable to all types of building structures including critical facilities. However, compiling performance data and acceptance criteria for the many structural and nonstructural systems that comprise the building inventory is an immense task, beyond the funding ability of any single private or public agency. Therefore, it is anticipated that much work associated with developing this performance data and acceptance criteria will be performed outside the project and will continue on for many years. In this paper, the background and organization of the project is described along with the current framework that will serve as the basis for developing the guidelines for the nonstructural components portion of the project.