Performance-based Building Design Research Articles

Performance-Based Wind Design of Tall Buildings Considering Corner Modification and Inelastic Behavior

Performance-Based Wind Design of Tall Buildings Considering Corner Modification and Inelastic Behavior

Performance evaluation of high-rise buildings using database-assisted design approach

In recent years, performance-based design (PBD) has gained attention and is sought to be the benchmark approach in the field of wind engineering. While the concept of performance-based design is well-accepted in earthquake engineering, it is yet to be embraced for the design of buildings to resist severe wind loads. This paper introduces a framework for the performance-based wind design (PBWD) of tall steel buildings using a time domain analysis that keeps the process of wind effects and the structural design process integrated, transparent, and fully auditable. From the perspective of PBWD, the main objective is to achieve a desirable performance level for a given hazard level, i.e., mean recurrence interval of extreme wind. The wind effects are directly related to the mean annual return of wind through a well-accepted simulation approach. A 180 m tall standard CAARC building is used for the case study to illustrate the proposed methodology. The wind load time histories are determined using the pressure tap data on exterior faces of the building measured in the wind tunnel. With the calculated wind loads, nonlinear dynamic analysis is conducted with various wind directions and mean wind speeds based on database-assisted design (DAD) approach. The key performance measures such as demand-to-capacity indices, inter-story drift, damage deformation index, and floor accelerations are calculated as a function of wind directions and mean wind speed. The obtained responses are used in conjunction with a local wind climatological database to determine the extreme wind effects for any specific mean recurrence interval. The performance of the steel building is evaluated for three performance criteria, including occupant comfort, operational, and continuous occupancy. The conducted performance assessment reveals that building fails to satisfy the serviceability requirement of drifts. However, the building satisfies the requirements for the occupant comfort and operational performance levels for strength design, while it also satisfies the continuous occupancy, limited interruption in Risk category II. The result reveals that the proposed framework provides realistic assessment of performance of the building incorporating the wind directionality and return period of the wind speeds.

Evacuation preparedness and intellectual disability: Insights from a university fire drill

People with intellectual disability are vulnerable to building fires. Yet, they continue to be one of the most underrepresented groups in evacuation research. To bridge this gap, this study presents one of the very few analyses of building evacuation for people with intellectual disability. The purpose of this study is to collect data and determine unique evacuation parameters of people with intellectual disability (as opposed to those without intellectual disability). Here, we present findings from 1) a full-scale unannounced fire drill and 2) a post-drill survey in which 18 college students with mild to moderate intellectual disability participated. First, a fire drill was conducted in a 6-story residential university building where 148 other non-disabled students were present. The drill was recorded using cameras throughout the building. Analysis of the videos provided data on five key evacuation characteristics regarding evacuation times, speeds, exit choice, and behavior (along with some of the 148 students without disabilities). Then, a post-drill survey was conducted for the 18 students with intellectual disability. Information was analyzed for evacuee decisions, pre-drill behaviors, and a general understanding of the fire drill. Our findings uniquely represent students with intellectual disability in evacuation and show that exit choice and pre-movement times for the sample of students with intellectual disability diverge from the non-disabled group. Such information is necessary to improve performance-based design of safe and accessible residential buildings and mental health care facilities.

Characterizing wind-structure interaction for performance-based wind design of tall buildings

Performance-based wind design (PBWD) has been receiving a great deal of attention from the wind and structural engineering communities. This is specifically highlighted with the release of the ASCE pre-standard for PBWD (2019). The PBWD of tall building requires a series of steps one of which is the interaction parameter, i.e. characterizing the interaction of the tall building with the wind field. In the studies involving slender structures-such as tall buildings, it is essential to consider this interaction parameter which is a function of the time-varying aerodynamic loads. The aerodynamic loads consist of the turbulent loads due to fluctuating wind, known as buffeting loads, and the self-excited loads resulting from the interaction of the structural motions with wind, referred as aeroelastic loads. Flexible structures can become unstable at a critical wind speed, known as flutter speed, wherein a diverging motion of the structure occurs. Aerodynamic instability that is caused by self-excited loads generally doesn’t occur in tall buildings within their design wind speeds but certainly needs to be considered in a wind-structure interaction analysis, particularly when tall buildings become increasingly slender and are allowed to enter post-elastic region. This study aims to characterize the interaction parameter in the PBWD of tall buildings by including the self-excited loads in its response analysis corresponding to the three-degree-of-freedom response motions of the building in along-wind, across-wind, and torsional directions. For this purpose, the flutter derivatives that are used to represent the self-excited loads in frequency domain are first obtained from wind tunnel tests of scaled section models of the structure and then converted into approximate coefficients known as Rational Function Coefficients (RFC) as part of Rational Function Approximations (RFA) of the self-excited loads in Laplace or time domain. The wind loads on a structure in time domain are calculated by combining both the buffeting loads and self-excited loads associated with the calculated RFC. The non-linear structural behavior of a 44-story and a 60-story tall building each is studied using nonlinear dynamic time-history analysis in extreme wind conditions and then observed for any flutter-like instabilities. The concept PBWD is applied considering the performance objective involving those associated with occupant comfort and structural or non-structural damages.

Uncertainty quantification and probabilistic performance-based assessment of nonlinear behavior of moment resisting frames under design and extreme wind loads

Recent advancements in performance-based assessment and design of buildings subjected to wind loads call for the incorporation of uncertainties in the simulation of both loading and structural response. Additionally, they require a better understanding of nonlinear wind-induced response of buildings. Probabilistic analysis approaches are commonly used for the incorporation of uncertainties in performance-based assessment of building response. These approaches, however, focus more on the wind loading side as opposed to incorporating detailed nonlinear models for the structures. This study leverages SimCenter's newly developed tool WE-UQ to integrate a detailed nonlinear structural model of a 20-story 2D building frame into larger probabilistic simulations. The detailed structural model is created in finite element software OpenSEES and can simulate complex behavior such as stiffness and strength degradation and provide reasonably accurate predictions of yield and collapse. Simulation results are then utilized for probabilistic performance-based assessment of the building frame using the new guidelines proposed by the ASCE pre-standard for performance-based wind design. Additionally, performance of the frame under higher wind speeds that would lead to yielding or collapse of the building is also assessed. The results obtained from the probabilistic simulations are compared with pure deterministic simulation outcomes to investigate the effects and necessity of adding uncertainties into the response prediction of buildings subjected to wind loads.

Performance-based building design: impact of emergency department layout on its functional performance efficiency - the case of Erbil hospitals

PurposeThis paper aims to investigate the potential role of the Emergency Department (ED) layout in enhancing its functionality. It applies a performance-based building design (PBBD) approach to evaluate emergency department functionality and efficiency as the most important criterion behind the success of the hospital service.Design/methodology/approachA quantitative approach based on space syntax theory was adopted through four syntactic maps (isovist, axial, convex, and visibility graph analysis VGA), to depict three case studies in Erbil city hospitals by analyzing three different layout typologies of ED such as Podular, Ballroom and Linear through measuring wayfinding, accessibility, privacy, visibility, time spend-length of stay and corridor circulation as layout factors.FindingsThis paper provides empirical insights on how the ED layout typology factors significantly affect producing functionally efficient EDs, whereas the Ballroom ED layout typology is the most effective compared to others. Given the importance of ED in enhancing a healthy environment for patients and staff, study findings are valuable resource for health designers, who play a critical role in ensuring patients enjoy a healthy and safe environment.Originality/valueThis paper has attempted to identify the appropriate layout of ED for effective functional performance in hospitals. A syntactical analysis between three different ED layout typologies based on the layout variables has been analysed using the PBBD approach. There has been no attempt carried out so far to analyse the functional performance of the PBBD approach in different ED layouts using layout variables.

Performance-based building design Evaluation of functional performance of the emergency department in erbil city hospitals using patient feedback

The emergency department (ED) is one of the most important departments in hospitals, which provides emergency care to patients who need rapid medical treatment. The configuration of the ED's interior spaces impacts their functioning and determines the hospital complex's performance. This study proposes a Performance-Based Building Design (PBBD) approach to ED layouts in Erbil city hospitals to determine which ED types achieve more functionality factors. The research objective is to inspect three different ED layout typologies and discusses the possibility of the spatial layout of each ED typology in creating a more functionally efficient ED. Eight ED were selected from eight hospitals in Erbil city. Quantitatively Post Occupancy Evaluation (POE) questionnaire form was distributed to patients to investigate their opinion on the availability of ED spatial layout variables. Statistical analysis is used for analyzing patient feedback and proving the research hypotheses. As a result, according to patient feedback, the ballroom layout typology was found to be the most beneficial since it has the most functional efficiency factors while the podular and linear layout typology has the fewer. The research findings provide healthcare designers with a useful framework and resource for future designs, especially for treatment spaces within ED.

Seismic response analysis of high-rise frame-core tube building on fluid-saturated soil considering soil-pile-structure interaction

This paper proposed a three-dimensional (3D) refined finite element method (FEM) to determine seismic responses of the high-rise buildings resting on fluid-saturated soil considering the soil-pile-structure interaction (SPSI) and the dynamic characteristics of two-phase media, using a user-defined element with ABAQUS. The theory and method to develop the FEM were introduced in detail, including the user-defined element, material constitutive models, boundary conditions, earthquake input methods, specific implementation procedures, and verifications. Then, the FEM was adopted to investigate the seismic responses of a 51-story high-rise building with a frame-core tube system subjected to six earthquake records. Discussions were conducted on the acceleration, displacements, inter-story drifts, story shear force, and damage behavior to interpret the seismic characteristics of the superstructure. A fixed-base model was also considered to reveal the SPSI effect under the same conditions. The results demonstrate that the SPSI lightens acceleration and total story shear force but amplifies displacements, inter-story drifts, and column shear force. Without regard to the SPSI, no apparent change appears for the damage of floor plates, whereas the core tube suffers more severe damage than under the SPSI conditions. For high-rise buildings, the SPSI does not always provide conservative seismic performance evaluations. It is of fundamental importance to include the SPSI effect during the performance-based seismic design of high-rise buildings for comprehensive understanding. The proposed FEM can also be access to seismic SSI analysis for other types of structures in the saturated field.

Integration Factors of Design Participants in Performance-Based Building Design of Commercial Property

Design practice has shifted towards a performance approach that is based on an awareness of sustainability goals. Achieving this goal requires the integration of all participants through communication, collaboration, and knowledge-sharing (CCKs), specifically at the design stage. The participants are from different stages of the project which are design management (DM), project management (PM), and facility/property management (FM). The current research has not been able to clearly describe the practice in achieving design performance, especially involving the main three stakeholders (DM, PM, and FM). Thus, this study aims to fill the research gap by focusing on the influence of factors CCKs on the design performance of the commercial property, especially retail property. This will form a design, construction, and operational integration model to achieve the performance of retail properties in forming an optimal space. This study uses a method of quantitative study using a questionnaire survey. It was collected from 111 practitioners of the project participants (DM, PM, FM) in retail property development in Indonesia. There are different results in the correlation that the higher the factor value, the lower the space value performance. This correlation occurs in collaboration for PM, communication for DM, and knowledge-sharing for FM. This interesting finding can be explained empirically according to the preferences of each participant. This study contributes to knowledge about the influence of CCKs, which focus on the design of performance-based retail buildings to get the highest space value.

Performance-Based Wind Design of Tall Buildings Considering the Nonlinearity in Building Response

Performance-Based Wind Design of Tall Buildings Considering the Nonlinearity in Building Response

Hilbert-Huang Transform-Based Seismic Intensity Parameters for Performance-Based Design of RC-Framed Structures

This study aims to develop the optimal artificial neural networks (ANNs) capable of estimating the seismic damage of reinforced concrete (RC)-framed structures by considering several seismic intensity parameters based on the Hilbert–Huang Transform (HHT) analysis. The selected architecture of ANN is the multi-layer feedforward perceptron (MFP) network. The values of the HHT-based parameters were calculated for a set of seismic excitations, and a combination of five to twenty parameters was performed to develop input datasets. The output data were the structural damage expressed by the Park and Ang overall damage index (DIPA,global). The potential contribution of nine training algorithms to developing the most effective MFP was also investigated. The results confirm that the evolved MFP networks, utilizing the employed parameters, provide an accurate estimation of the target output of DIPA,global. As a result, the developed MFPs can constitute a reliable computational intelligence approach for determining the seismic damage induced on structures and, thus, a powerful tool for the scientific community for the performance-based design of buildings.

Seismic Damage Assessment and Shaking-Table Test Validation of Midrise Cold-Formed Steel Composite Shear Wall Buildings

This paper proposes damage index–based limit-state criteria for seismic design of midrise cold-formed steel (CFS) buildings instead of the drift-based ones, and the Park-Ang damage model was used to calculate the damage indexes. Two 5-story CFS buildings with different wall configurations were tested, and a test-validated numerical model was developed. An incremental dynamic analysis was conducted on a typical midrise CFS building to obtain the degradation parameter β of different CFS walls. The damage indexes computed from numerical analyses were compared with the damage indexes estimated from test observations and the proposed damage index–based limit-state criteria. The results showed that the calculated degradation parameter as well as the proposed damage index–based limit-state criteria are effective for seismic damage assessment and damage level classification of midrise CFS buildings according to the validations by shaking-table tests on two CFS buildings. The Park-Ang damage index used in this paper and the proposed limit-state criteria could be used for performance-based seismic design of midrise CFS buildings.

A comparative study of seismic analysis, design, and collapse safety margins of tall buildings in the United States and Japan, Part I: Performance-based analysis and design

Performance-based seismic analysis and design of tall buildings have become increasingly common in the United States and have been the standard practice in Japan for a long time. The methodologies for seismic hazard analyses, selection of earthquake records for design, and acceptance criteria, however, are widely different in the two countries. Japan experiences large earthquakes and strong shakings of buildings significantly more frequently than the United States, and the data on actual seismic performance are richer in Japan than in the United States. Comparison of performance and calibration between the two design procedures can help to improve the quantitative assessment of seismic performance of buildings in the United States. This article presents the application of US and Japanese procedures to a tall building archetype once proportioned, analyzed, and designed according to US practices and once per Japanese practices. The structural systems selected are very different; for the United States, the archetype is designed using a core reinforced concrete shear wall building with composite floor systems and steel columns as the gravity system, whereas for Japan, the archetype is designed using a steel moment frame made of square concrete-filled steel tube (CFT) columns and composite beams and installed with oil dampers. Although the design procedures followed are vastly different, the seismic performances of the systems are rather similar during serviceability, design basis, and maximum considered events. As will be presented in the second part of this article, the collapse safety margins of the two designs are significantly different.

Multi-objective optimization for probabilistic performance-based design of buildings using FEMA P-58 methodology

This research presents an automated performance-based optimal design process by integrating a multi-objective optimization algorithm and a comprehensive probabilistic performance assessment method. This process is used to provide a set of design options that comply with the minimum code requirements and are optimal in terms of both initial cost and mean annual repair cost. The FEMA P-58 methodology is utilized as a modern performance-based methodology to determine the various performance measures such as repair costs, repair time, casualty rates, environmental impacts, and unsafe placarding for the design alternatives. To account for uncertainties in the magnitude and intensity of future earthquakes, the time-based assessment, and to account for inherent uncertainties affecting seismic performance, the Monte Carlo procedure is performed in accordance with FEMA P-58 guideline. The optimization process is carried out using a well-known multi-objective optimization algorithm called NSGA-II for three example office buildings with 3-, 6- and 9-story steel moment frame structures. For each building, a detailed performance model including a set of fragility functions for the structural and non-structural components as well as contents typically present in the building is considered. Three optimal design options are selected from the Pareto front set obtained for each building based on different optimization objectives. They are compared with each other and with the other design alternatives in terms of various performance metrics under different ground motion intensities. The contribution of structural components as well as drift-, acceleration- and velocity-sensitive non-structural components to the repair costs of these optimal designs is investigated. It is shown that drift-sensitive nonstructural components have the largest contribution to the repair costs of optimal structures. The contribution of these components in earthquake events with a 29% probability of exceedance in 50 years (29%/50 yrs) is on average about 71%, which decreases to 55% with increasing seismic intensity to 3%/50 yrs.

Using a calibrated multi-zone building model to analyse the impact of occupant behaviour on building performance

Building performance simulation has been commonly used for performance-based building design. However, the simulation accuracy is closely related to the model and input parameters regarding the building physics and occupant behaviour. To check and improve the accuracy of the simulation, the model usually needs to be calibrated using measured data. Uncertain parameters are adjusted in this process to reduce the discrepancy between simulation and measurement results. Although occupant behaviour has a significant impact on building performance, it has not been considered a key component of model calibration in previous studies. Model calibration using only indoor environmental and energy consumption data without considering occupant behaviour is unreliable. In this context, a step-by-step model calibration approach is proposed in this study to optimise the estimated parameters in typical operational scenarios where occupant behaviour can be conveniently determined. A case study shows that although the simulation results for apartment energy use are similar before and after model calibration, differences can be observed in the evaluation of indoor air quality and thermal environment. Simulation results using occupant behaviour based on design standards are significantly deviated from the measured values, compared to that using actual occupant behaviour.

Effects of demand parameters in the performance-based multi-objective optimum design of steel moment frame buildings

This paper investigates the effects of various demand parameters involved in the optimal performance-based design of steel moment frame buildings. These parameters include the peak values of story drift ratio, floor velocity, floor acceleration, and residual drift ratio. The performance-based design is performed to minimize two conflicting objectives, including the initial construction cost and the expected annual repair cost of the building under the design constraints. FEMA P-58 is utilized as a comprehensive and popular methodology for seismic risk assessment and building loss estimation in this paper. It evaluates the building performance in a probabilistic manner in terms of several metrics such as repair cost, repair time, carbon emissions, embodied energy, injuries, and fatalities. The Monte Carlo analysis is used to consider various uncertainties affecting seismic performance. A set of three steel moment-resisting frame (MRF) buildings representative of low-to mid-rise frames are selected as a case study in this research. The results of this study indicate that the story drift ratio has a major role in the performance-based optimal design of steel MRFs. Accordingly, despite increasing the two parameters of floor acceleration and floor velocity due to increasing the initial cost of structural moment frames, the annual repair cost of the building decreases when the story drift ratio decreases.

Downcycling and Upcycling in Rehabilitation and Adaptive Reuse of Pre-Existing Buildings: Re-Designing Technological Performances in an Environmental Perspective

The abandonment of the built heritage, as a result of functional or technological obsolescence or as a consequence of cultural, social, and economic trends, is steadily increasing. This great number of buildings, worldwide spread, offers a huge opportunity to reduce the environmental impacts related to the construction industry. Nonetheless, the recovery and reuse interventions that require the implementation of residual technological performance, to accommodate new uses, are not always environmentally neutral. Therefore, a new design approach needs to be developed so as to improve the buildings’ technological performance and enhance resources and energy already incorporated in buildings. The circular economy principles in the building sector, performance-based building design together with downcycling and upcycling theories are applied to develop a methodology aiming to reduce the environmental impacts within the rehabilitation and refurbishment design process. Starting from the building analysis phase (historical, material, construction) residual performance is evaluated; then the design phase demonstrates that, according to downcycling and upcycling design strategies applied on building components and materials, it is possible improving the building to the required new uses while minimizing transformations and effectively reducing related environmental impacts. The reduction of environmental impacts depends on a careful assessment of the residual technological and structural performance that the building still provides, by involving limited performance implementations to balance rehabilitation needs and environmental protection goals.

Performance-Based Wind Design of High-Rise Buildings Using Generated Time-History Wind Loads

AbstractPerformance-based wind design (PBWD) allowing inelastic behavior under extreme wind load has only been recently considered for design of high-rise buildings. Unlike performance-based seismi...

Performannce Base Analysis of Multy Storied Building

Abstract: In India multistoried buildings are widely designed with the method suggested by Indian Standard IS1893: Part-1:2016, Criteria for the Earthquake resistance design of the structures: General Provision and Buildings for the calculation of equivalent horizontal load generated during earthquake. Response Spectrum method is widely used for the multistoried buildings with base shear scaled to get the equal value as calculated with the time period obtained by the empirical formula of time period of the buildings. The approach of the dynamic analysis is basically a linear approach. In this scenario we are totally relying on ductility of the structure. The concept for performing the Pushover Analysis is to analyze a structure with non linear approach and to find the behavior of structure beyond its ductile limit. Pushover analysis can help to demonstrate how progressive failure in building really occurs and to identify the mode of final failure of the buildings. Pushover analysis is commonly used to evaluate the seismic capacity of existing structures and appears in several recent guidelines for retrofit seismic design. It can also be useful for performance-based design of new buildings that rely on ductility or redundancies to resist earthquake forces. So basically Pushover analysis is non linear approach to estimate the strength capacity of the structure beyond Limit State. In this analysis we can predicts the weak areas in the building and keeping track of the sequence of damages of each and every member in the building/structure, thus can be performed for existing structure and also for performance base design, similarly for progressive collapse analysis. The approach is easy to understand, when we designed or analyze a moment resisting frame as per IS 1893:2016 by Response Spectrum method with response spectrum method with the response reduction factor 5 i.e. R=5, we are basically designing the structure with 1/5th horizontal load (calculated with the empirical formula given in IS 1893:2016), the rest 4/5th load is basically taken care by the ductile behavior of the building. The ductile detailing suggested by the 13920:2016 will resist the full impact of seismic load without collapse. The distribution and impact of the full horizontal load can be analyzed with the non linear approach, and pushover analysis is one of them. METHODLOGY: A pushover analysis is performed by subjecting a structure to a monotonically increasing pattern of lateral loads, representing the inertial forces which would be experienced by the structure when subjected to ground shaking. Under incrementally increasing loads various structural elements may yield sequentially. Consequently, at each event, the structure experiences a loss in stiffness. Using a pushover analysis, a characteristic non linear force displacement relationship can be determined. Key elements of the pushover analysis 1) Definition of plastic hinges, it includes hinges for uncoupled moment, hinges for uncoupled axial load, hinges for uncoupled shear force, hinges for coupled axial force and hinges for biaxial bending moment. 2) Definition for control node, the node used to monitor the displacement of the structures. Pushover curve is obtained from the displacement verses base shear. 3) Developing the pushover curve which includes the elevation of the forces distribution 4) Estimation of the displacement demand. 5) Evaluation of performance level for the structure

Simplified seismic design procedure for steel MRF structure with nonlinear viscous dampers

This paper presents a simplified design procedure (SDP) for performance-based design of low-rise new steel MRF buildings with nonlinear viscous dampers. The SDP uses an effective stiffness and equivalent damping for a multi degree-of-freedom (MDOF) model of the MRF building, which is established using a linearized model of the damping system (damping devices and the associated bracing). The SDP is an integrated design process for the steel MRF and the damping system to achieve target performance objectives. The SDP is consistent with the analysis procedures in ASCE 7–16 for seismic design of conventional structures without dampers, however, differentiated from the analysis procedures for structures with dampers without the computation of effective period and effective damping ratio as a function of the ductility demand on the structure. The SDP was validated using nonlinear dynamic time history analyses (NDTHA) results for a 4-story example steel MRF building with nonlinear viscous dampers with two scenarios of damper arrangements in the building. The MRFs were designed for various base shear design strength levels (i.e., 100%, 75%, 60%, 50% and 40% of the required base shear design strength of ASCE 7–16), and nonlinear viscous dampers were sized and added to the MRFs to control the story drift response. The results presented in this paper show that performance objectives for the SDP can be selected and achieved using a MRF designed with smaller base shear design strength than a conventional MRF.