Performance Based Design

This paper outlines a closed-form methodology that can be used to predict the increase in demand experienced by the perimeter columns that are part of a fire-exposed steel building frame. The twodimensional elevation-view subassembly considered for this study includes a two-storey length of the perimeter column and the floor beam framing into the column in the direction perpendicular to the building's exterior. When heated, this beam will expand and induce bending moment and lateral deflection in the column as well as increased axial force in the beam itself. Our proposed approach has two primary components: (1) a material model that approximates nonlinearity and considers temperature effects, and (2) a mechanical model that represents the perimeter column and beam interaction. These models are used to develop a simplified closed-form solution for beam axial force and perimeter column bending moment that may be used as part of a performance-based design for fire exposure. The simplified model solutions are compared to the results of a more complex and detailed multi-story finite element analysis model. A comparison of these results shows that the simplified model results give good estimations of structural behavior.

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.

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.

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

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.

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.

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.

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.

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

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.

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, multidisciplinary 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.

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.

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.

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. 

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.

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.

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.

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.

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.

Stadium disasters statistic analysis indicated that egress congestion is the major cause of crowd stampede trampling and crushing incidents. In this paper a stranded-crowd model (SCM) for stadium egress is put forward with previous works. The empirical relation between density and velocity of crowd movement have been summarized, and then the crowd-flow rate as a function of density deduced. The paper presents experimental results for this model under emergency conditions and discusses the following observations: the data show egress stranded number of crowd for different time ranges and various relations of flow rate and density can be calculated; furthermore, comparing the results of different egress width with the same formula for the movement in a stadium straight passage. This comparison shows an unexpected conformance between the egress width and stranded number of panic crowd. Based on the results, SCM shows great value in dealing with stadium, especially 2008 Beijing Olympic stadium, egress performance design, selecting and optimizing of routes and so on. r

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. 

ABSTRACT: This paper summarizes the state of knowledge in structural system modeling and tool development for predicting the collapse potential of buildings whose lateral load resisting system consists of moment-resisting frames or reinforced-concrete shear walls. In this context, collapse implies dynamic instability in a sidesway mode, triggered by large story drifts that are amplified by structure P-Δ effects and deterioration in strength and stiffness of the components of the system. The collapse capacity of a building is defined as the ...

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 main research objective was establishing a simple but reliable methodology for the building design stage that would yield environmentally optimal buildings. A three-step methodology is proposed: (1) design variable grouping-four distinct groups were recognized according to their stage of major influence (production and construction, operational energy, maintenance to demolition, and an Integrated Group relevant to several life cycle stages), (2) generating the within group optimization methodology, and integration.

A rational procedure is presented for the selection of the equivalent seismic coefficient to be introduced in the pseudo-static analysis of geotechnical systems which, at failure, behave as a 1-degree of freedom system. It is shown that although pseudo-static and displacement analyses may be regarded as alternative methods of analysis, the seismic coefficient may be related to earthquake-induced permanent displacements and, then, to the expected level of damage. Following the proposed procedure a pseudo-static analysis in accordance with performance based design can be carried out.

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.

This article attempts at defining and describing the performance-based structural design (PBD). It starts with discussing the difference between PBD and code-based design and how PBD can nurture innovation in structural design. It then touches upon key performance indicators, levels, and objectives necessary for effective performance-based design and how to connect them with different hazard levels. Lastly, acceptance criteria are discussed and their significance in judging performance acceptability is explained.

Premature cracking of prestressed concrete sleepers has been found in railway tracks. The major cause of cracking is the infrequent but high-magnitude wheel loads produced by a small percentage of 'bad' wheels or rail head surface defects which are crudely accounted for in AS 1085.14 by a single load factor. The current design philosophy, outlined in AS 1085.14, is based on assessment of permissible stresses resulting from quasi-static wheel loads and essentially the static response of concrete sleepers. In order to shift the conventional methodology to a more rational design method that involves more realistic dynamic response of concrete sleepers and performance-based design methodology, a significant research effort within the framework of the CRC for Railway Engineering and Technologies is currently underway to perform comprehensive studies of the loading conditions, the dynamic response, and the dynamic resistance of prestressed concrete sleepers. The collaborative rese...

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).