The last two decades have witnessed the shift of structural fire design from prescriptive approaches to performance-based approaches in order to build more advanced structures while reducing costs. However, it is recognised that the implementation of performance-based approaches requires several key elements that are currently not fully developed or understood. This research set out to address some of these issues by focusing on the development, validation and application of methodologies for accurate predictions of thermal responses of structures in fire using numerical methods. This research firstly proposed a numerical approach with the finite element and the discrete ordinates method to quantify the fire imposed radiative heat fluxes to structural members with cavity geometry. With satisfactory results from the verification and validation tests, it is used to simulate heat transfer to unprotected steel I-sections with symmetrical cavities exposed to post-flashover fires. Results show that the cavity geometry could strongly attenuate the radiative energy, while the presence of hot smoke enhances radiative transfer by emission. Average radiative fluxes for the inner surfaces of the I-sections are seen to increase with smoke opacity. In addition, the net radiative fluxes are observed to decrease faster for I-sections with higher section factors. This work also shows that the self-radiating mechanism of I-sections is important in the optically thin region, and existing methodologies neglecting these physics could significantly underpredict steel temperatures. The next focus of this work is to develop a thermal analysis framework dedicated to structures-in-fire modelling in the OpenSees (Open System for Earthquake Engineering Simulation) platform which has been developed towards a highly robust, extensible and flexible numerical analysis framework for the structural fire engineering community. The thermal analysis framework, which is developed with object-oriented programming paradigm, consists of a fire module which has incorporated a range of conventional empirical models as well as the travelling fire model recently developed elsewhere to quantify the fire imposed boundary conditions, and a heat transfer module which addresses non-linear heat conduction in structural members with the finite element method. The developed work has demonstrated good performance from benchmark problems where analytical solutions are available and from full scale tests with measured data. With the thermal analysis capability developed in this work together with the work by other colleagues to quantify the mechanical response at elevated temperatures, the extended OpenSees framework can be used to predict structural performances subjected to a wide range of re scenarios. This work uses OpenSees for a case study of a generic composite structure subjected to travelling fires. The latest work on travelling fire methodology for structural fire design has been implemented in the OpenSees framework. The work presented in this thesis is the first effort to examine both the thermal and structural responses of a composite tall building in travelling fires using OpenSees. Results from the thermal analysis show that travelling fires of larger sizes (e.g. burning area equal to 50% of the floor area) are more detrimental to steel beams in terms of more rapid heating rate, while those of smaller sizes (e.g. burning area equal to 4% of the floor area) burn for longer duration and thus are more detrimental to concrete slabs in light of higher peak temperatures. The results also show that fires of large sizes tends to produce higher through-depth thermal gradients in the steel beam sections particularly in neighbouring regions with the concrete slab. Due to less rapid heating rates but prolonged burning durations, smaller fires produce lower thermal gradients but with higher temperatures in the concrete slab particularly at locations far from the fire origin. The subsequent structural analysis suggests that travelling fires produce higher deflections and higher plastic deformations in comparison with the uniform parametric fires, particularly with smaller fire sizes producing more onerous results. The results seem to be more physically convincing and they challenge the conventional assumption that the post-flashover fires are always more conservative for structural performance.

Thesis (M.S.)--Worcester Polytechnic Institute. / Keywords: Performance based -- structural steel -- fire conditions. Includes bibliographical references (p. 138-141).

This dissertation presents the results of experimental and computational investigations on the behavior of steel simple beam end framing connections subjected to fire. While significant progress has been made in understanding the overall structural response of steel buildings subject to fire, the behavior of connections under fire conditions is not well understood. Connections are critical elements for maintaining the integrity of a structure during a fire. Fire can cause large force and deformation demands on connections during both the heating and cooling stages, while reducing connection strength and stiffness. Of particular importance are simple beam end framing connections. These are the most common type of connection found in steel buildings and are used at beam-to-girder and girder-to-column connections in the gravity load resisting system of a building. This dissertation focuses on one particular type of beam end connection: the single plate connection, also known as a shear tab vii connection. This connection is very commonly used in U.S. building construction practice. In this study, material properties of ASTM A992 structural steel at elevated temperatures up to 900°C were investigated by steady state tension coupon tests. Experimental studies on the connection subassemblies at elevated temperatures were conducted to understand and characterize the connection strength and deformation capacities, and to validate predictions of connection capacity developed by computational and design models. In the computational studies, a three-dimensional finite element connection model was developed incorporating contact, geometric and material nonlinearity temperature dependent material properties. The accuracy and limitations of this model were evaluated by comparison with experimental data developed in this research as well as data available in the literature. The computational studies investigated the typical behavior of the connection during heating and cooling phases of fires as well as the connection force and deformation demands. The finite element model was further used to study and understand the effects of several key building design parameters and connection details. Based on the test and analysis results, some important finding and conclusions are drawn, and future work for simple shear connection performance in fire are discussed. / text

The purpose of this project is to create a theoretical dynamic analysis model to assess the dynamic response of light, wood-framed structures before and after fire conditions. This information is useful for predicting the damage to structural integrity due to a fire. The mass and stiffness matrices used for the dynamic model are derived from a standard residential building created for an existing project at WPI funded through the DHS/FEMA/USFA Assistance to Firefighters Grant program. The damping matrix is derived via the Rayleigh Damping Method using the mass and stiffness matrices obtained through SAP. Then, theoretical impact forces are applied to the developed dynamic model, and the acceleration response is estimated using Matlab. Both acceleration time history and frequency responses are used as the evaluation method. Finally, the dynamic model is integrated with a fire simulation model to investigate the impact of fire conditions on dynamic responses of residential buildings. The results show that frequencies can shift due to the structural degradation due to fire.

On May 13, 2008, the Faculty of Architecture Building, or ‘Bouwkunde’, at the Delft University of Technology, Netherlands suffered a fire that resulted in the collapse of the northwest wing of the 13 story building. No one was injured but the building was a complete loss. Collapse of concrete buildings in fire is rare; this report aims to provide a preliminary evaluation of the structure and point to key areas that may be of interest to future analyses and investigations. To this end, a large database of information was collected, including original and renovation construction documents, original structural calculations, and over 3000 photographs of the structure during and after the fire. This data has been organized and reviewed to provide a clearer understanding of the building and fire. Preliminary models of the fire are developed and applied to selected structural elements in the FOA to the temperature distributions within the members. Also provided is an overview of available methods for calculating the ultimate strength of reinforced concrete members at elevated temperatures and a computer application, UT Fire: Reinforced Concrete Analysis, which can be used to estimate member capacities through a given fire event, based on their internal temperature distributions. / text

Timber is an inherently sustainable material which is important for future construction in the UK. In recent years many developments have been made in relation to timber technology and construction products. As the industry continues to look to construct more efficient, cost effective and sustainable buildings a number of new engineered timber products have emerged which are principally manufactured off-site. In terms of light timber frame, products such as structural insulated panels (SIPs) and engineered floor joists have emerged. For heavy timber construction, systems such as glulam and cross laminated timber (CLT) are now increasingly common. Despite many of the obvious benefits of using wood as a construction material a number of concerns still exist relating to behaviour in fire. Current fire design procedures are still reliant upon fire resistance testing and 'deemed to satisfy' rules of thumb. Understanding of 'true' fire performance and thus rational design for fire resistance requires experience of real fires. Such experience, either gathered from real fire events or large fire tests, is increasingly used to provide the knowledge required to undertake 'performance based designs' which consider both fire behaviour and holistic structural response. At present performance based structural fire design is largely limited to steel structures and less frequently concrete buildings. Many of the designs undertaken are in accordance with relevant Eurocodes which give guidance on the structural fire design for different materials. For the same approaches to be adopted for timber buildings a number of barriers need to be overcome. Engineered timber products, such as SIPs and engineered joists, are innovative technologies. However, their uptake in the UK construction market is increasing year on year. Little is known about how such systems behave in real fires. As a result the development of design rules for fire is a difficult task as failure modes are not well understood. To overcome this barrier the author has undertaken a number of laboratory and natural fire tests on SIPs and engineered floor joists to establish how such products behave and fail in real fires. The data gathered can be used to develop design approaches for engineered timber products in fire, thus negating the need to rely upon fire resistance testing. The development of design rules from the data gathered would be a progressive step towards performance based design. Realising performance based fire design for timber structures at present has three obvious barriers. Firstly, thermo-physical properties for timber exposed to natural fires are not well defined. Current guidance in standards such as EN 1995-1-2 provides data for standard fire exposure only. Movement towards design for parametric fires requires a better understanding of timber thermo-physical behaviour under different rates of heating and durations of fire exposure. Secondly, particularly in the UK, the fire performance of timber buildings is heavily influenced by the behaviour of gypsum plasterboard which is commonly used as passive fire protection. The thermal behaviour of gypsum under both standard and natural fire conditions is still not well understood. The majority of research available relating to gypsum in fire is dated, whilst board products continually evolve. Finally, the whole building behaviour aspects utilised in the fire design of steel and other structures have arisen as a result of complex numerical simulations. At present most commercial finite element codes are not appropriate for modelling entire timber buildings exposed to fire due to complexities relating to the constitutive behaviour of timber. Timber degrades differently depending upon stress state (i.e. tension or compression), temperature and importantly temperature history. In recognition of the above barriers, the author has made a number of developments. Firstly, a modified conductivity model for softwood is proposed which is shown to give acceptable depth of char and temperature predictions in timber members exposed to the heating phase of parametric fires. This model is suitable for adoption in any computational heat transfer model. Secondly, the finite element software TNO DIANA has been modified, via user supplied subroutines, to simulate large timber buildings exposed to fire by considering stress state, temperature and state history. The developments made in this engineering doctorate are intended to facilitate the progression of performance based design for timber structures. The numerical approaches adopted herein have been supported using multi-scale experimental approaches. As a result a number of novel tools for implementation in FEA models are proposed which should ultimately lead to a more rational approach to the fire design of timber buildings.

The purpose of this study is to develop an approach that considers fire as a load in the design of structures. Recent studies of the full-scale fire tests in Cardington, UK and the World Trade Centre collapse have shown that the behaviour of steel structures in fire when assembled into a frame differs from that measured or predicted by fire testing of individual structural elements, revealing the importance of accounting for realistic fire loads in the design of structures and the potential inadequacy of fire testing individual elements as employed by current building codes. Yet, there has been limited basic research and development to allow consideration of fire as a load in the analysis and design of structures. In response to this much needed work, this thesis develops an approach to include fire as a load in the analysis of a 2-bay by 2-storey structure when a semi-rigid connection is exposed to thermal loads typical of those that might be encountered during a real fire. The structural fire analysis is principally based on incorporating moment-rotation-temperature data for the connection, as found in archival literature, into a structural analysis software package developed at the University of Waterloo. The software employs a modified Displacement Method for analyzing structures, which involves the computation of stiffness reduction factors that represent the deterioration of strength of the structural elements as they are subjected to various loads. By modifying the moment-rotation-temperature data for a semi-rigid connection into a form recognized by the software, a fire load is simulated by incrementally elevating the temperature of the affected steel connection. In this way, a fragility analysis of the entire structure under fire load is conducted. A series of example calculations are presented for cases in which the semi-rigid connection is exposed to increasing temperatures of 20°C, 200°C, 400°C and 600°C. The analysis showed that as the connection is heated, it is weakened, and the steel structure undergoes a redistribution of moments from the heated connection to other non-heated elements within the framework, which is essentially a form of fire-resistance of the assembled structure that unassembled members in isolation do not have. The study also demonstrated that the experimental moment-rotation-temperature data reported in archival literature can be incorporated into the structural analysis, and that additional force-deformation data obtained from further experimental work or through finite-element analyses would allow the study to be extended to analyze the effects of fire loading on other structural elements of an assembled framework. To demonstrate the link between the predicted structural response at different temperatures and the development of a compartment fire, a fire modelling analysis is also performed.

Recently in the United States, there has been increasing interest in developing engineered approaches to structural fire safety of buildings as an alternative to conventional code-based prescriptive approaches. With an engineered approach, the response of a structure to fire is computed and appropriate design measures are taken to assure acceptable response. In the case of steel buildings, one of the key elements of this engineered approach is the ability to predict the elevated-temperature properties of structural steel. Although several past research studies have examined elevated-temperature properties of structural steel, there are still major gaps in the experimental database and in the available constitutive models, particularly for ASTM A992 structural steel, a commonly used grade. Accordingly, the overall objective of this dissertation is to significantly enlarge the experimental database of the elevated-temperature properties for ASTM A992 structural steel and developing improved constitutive models for application in structural-fire engineering analysis. Specific issues examined in this dissertation include the following: tensile properties at elevated temperatures; room-temperature mechanical properties after heating and cooling; and creep and relaxation properties at elevated temperatures. For the elevated-temperature studies of tension, creep and relaxation, constitutive models were developed to describe the measured experimental data. These models were compared to existing theoretical and empirical models from the literature. / text

The purpose of this study is to develop an approach that considers fire as a load in the design of structures. Recent studies of the full-scale fire tests in Cardington, UK and the World Trade Centre collapse have shown that the behaviour of steel structures in fire when assembled into a frame differs from that measured or predicted by fire testing of individual structural elements, revealing the importance of accounting for realistic fire loads in the design of structures and the potential inadequacy of fire testing individual elements as employed by current building codes. Yet, there has been limited basic research and development to allow consideration of fire as a load in the analysis and design of structures. In response to this much needed work, this thesis develops an approach to include fire as a load in the analysis of a 2-bay by 2-storey structure when a semi-rigid connection is exposed to thermal loads typical of those that might be encountered during a real fire. The structural fire analysis is principally based on incorporating moment-rotation-temperature data for the connection, as found in archival literature, into a structural analysis software package developed at the University of Waterloo. The software employs a modified Displacement Method for analyzing structures, which involves the computation of stiffness reduction factors that represent the deterioration of strength of the structural elements as they are subjected to various loads. By modifying the moment-rotation-temperature data for a semi-rigid connection into a form recognized by the software, a fire load is simulated by incrementally elevating the temperature of the affected steel connection. In this way, a fragility analysis of the entire structure under fire load is conducted. A series of example calculations are presented for cases in which the semi-rigid connection is exposed to increasing temperatures of 20°C, 200°C, 400°C and 600°C. The analysis showed that as the connection is heated, it is weakened, and the steel structure undergoes a redistribution of moments from the heated connection to other non-heated elements within the framework, which is essentially a form of fire-resistance of the assembled structure that unassembled members in isolation do not have. The study also demonstrated that the experimental moment-rotation-temperature data reported in archival literature can be incorporated into the structural analysis, and that additional force-deformation data obtained from further experimental work or through finite-element analyses would allow the study to be extended to analyze the effects of fire loading on other structural elements of an assembled framework. To demonstrate the link between the predicted structural response at different temperatures and the development of a compartment fire, a fire modelling analysis is also performed.

Composite slab flooring systems for steel-framed buildings consist of a profiled steel deck and a cast in-situ slab. The slab traditionally includes a layer of light gauge steel mesh reinforcement. This mesh is placed near the surface, which controls the early-age cracking caused by concrete drying and shrinkage. The steel mesh also performs a vital structural role at high temperatures. Structural fire tests and numerical investigations over the last 15 years have established that the mesh can provide enhanced fire resistance. A load-carrying mechanism occurs in fire with the mesh acting as a tensile catenary, spanning between perimeter supports. This structural mechanism is currently utilised regularly in the performance-based fire engineering design of steel-framed buildings. In a recent development, this mesh can be removed by using concrete with dispersed polymer fibre reinforcement to form the composite slab. The polymer-fibre-reinforced concrete (PFRC) is poured onto the deck as normal, and the fibres resist early crack development. For developers this technique has several advantages over traditional reinforcing mesh, such as lower steel costs, easier site operations and faster construction. However, to date the fire resistance of such slabs has been demonstrated only to a limited extent. Single element furnace tests with permissible deflection criteria have formed the basis for the fire design of such slabs. But these have not captured the full fire response of a structurally restrained fibre-reinforced slab in a continuous frame. The polymer fibres dispersed throughout the slab have a melting point of 160ºC, and it is unclear how they contribute to overall fire resistance. In particular, there has been no explanation of how such slabs interact with the structural perimeter to maintain robustness at high deflections. This project was designed to investigate the structural fire behaviour of restrained polymer-fibre-reinforced composite slabs. An experimental series of six slab experiments was designed to investigate the effects of fibre reinforcement and boundary restraint. A testing rig capable of recording the actions generated by the heat-affected slab was developed and constructed. Model-scale slab specimens were tested with different reinforcement and perimeter support conditions, to establish the contributions to fire resistance of the polymer fibres and applied structural restraint.