Relevant bibliographies by topics / Elevated fire

Academic literature on the topic 'Elevated fire'

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Published: 6 September 2023

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Journal articles on the topic "Elevated fire"

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Lie, T. T., and V. K. R. Kodur. "Thermal and mechanical properties of steel-fibre-reinforced concrete at elevated temperatures." Canadian Journal of Civil Engineering 23, no. 2 (April 1, 1996): 511–17. http://dx.doi.org/10.1139/l96-055.

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For use in fire resistance calculations, the relevant thermal and mechanical properties of steel-fibre-reinforced concrete at elevated temperatures were determined. These properties included the thermal conductivity, specific heat, thermal expansion, and mass loss, as well as the strength and deformation properties of steel-fibre-reinforced siliceous and carbonate aggregate concretes. The thermal properties are presented in equations that express the values of these properties as a function of temperature in the temperature range between 0 °C and 1000 °C. The mechanical properties are given in the form of stress–strain relationships for the concretes at elevated temperatures. The results indicate that the steel fibres have little influence on the thermal properties of the concretes. The influence on the mechanical properties, however, is relatively greater than the influence on the thermal properties and is expected to be beneficial to the fire resistance of structural elements constructed of fibre-reinforced concrete. Key words: steel fibre, reinforced concrete, thermal properties, mechanical properties, fire resistance.
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Anderson, Stuart A. J., and Wendy R. Anderson. "Predicting the elevated dead fine fuel moisture content in gorse (Ulex europaeus L.) shrub fuels." Canadian Journal of Forest Research 39, no. 12 (December 2009): 2355–68. http://dx.doi.org/10.1139/x09-142.

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Methods were developed to predict the moisture content of the elevated dead fine fuel layer in gorse ( Ulex europaeus L.) shrub fuels. This layer has been observed to be important for fire development and spread in these fuels. The accuracy of the Fine Fuel Moisture Code (FFMC) of the Canadian Fire Weather Index System to predict the moisture content of this layer was evaluated. An existing model was used to determine the response time and equilibrium moisture content from field data. This response time was incorporated into a bookkeeping model, combining the FFMC and this response time–equilibrium moisture content model. The FFMC poorly predicted the elevated dead fuel moisture content in gorse fuels, and attempts to improve its accuracy through regression modelling were unsuccessful. The response time of the elevated dead fine fuel layer was very fast (38–77 min) and has important implications for fire danger rating. The bookkeeping approach was the most promising method to predict elevated dead fuel moisture content. A limitation was the inability to model fuel-level meteorology. However, this model warrants further validation and extension to other shrub fuels and could be incorporated into existing fire danger rating systems that can utilize hourly weather data.
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Anderson, Stuart A. J., and Wendy R. Anderson. "Ignition and fire spread thresholds in gorse (Ulex europaeus)." International Journal of Wildland Fire 19, no. 5 (2010): 589. http://dx.doi.org/10.1071/wf09008.

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Field experiments were carried out in stands of gorse (Ulex europaeus L.) in New Zealand to determine the conditions under which fires would both ignite and spread. Research and operational experience in shrub fuels suggest that there is a clear difference between conditions that support ignition only (fuel ignites but does not spread beyond a single bush or clump) and conditions that are conducive to fire spread (fuel ignites and develops into a spreading fire). It is important for fire management agencies to be equipped with knowledge of these thresholds, because the different conditions require different levels of preparedness and response. Results indicate that the major variable influencing both fire ignition and fire spread development in gorse is the moisture content of the elevated dead fine fuel layer. Fires were observed to spread successfully in this elevated fuel layer only, independently of the surface fuels and the near-surface fuels. Elevated dead fuels failed to ignite at a moisture content of greater than 36%, and ignition only resulted in a spreading fire at moisture contents below 19%. The results correlate well with field observations and fire practitioners’ experience in these fuels, and provide reliable guidelines for fire management planning.
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Bamigboye, Gideon, Ben Ngene, Omotolani Aladesuru, Oluwaseun Mark, Dunmininu Adegoke, and Kayode Jolayemi. "Compressive Behaviour of Coconut Fibre (Cocos nucifera) Reinforced Concrete at Elevated Temperatures." Fibers 8, no. 1 (January 1, 2020): 5. http://dx.doi.org/10.3390/fib8010005.

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Fire outbreaks in buildings have been a major concern in the world today. The integrity of concrete is usually questioned due to the fact that after these fire outbreaks the strength of the concrete is reduced considerably. Various methods have been adopted to improve the fire resistance property of concrete. This study focused on the use of coconut fibre to achieve this feat. In this study, varying percentages of treated and untreated coconut fibres were incorporated into concrete and the compressive strength was tested for both before heating and after heating. The percentages of replacement were 0.25, 0.5, 0.75 and 1% fibre content by weight of cement. Concrete cubes that had 0% fibre served as control specimens. After subjecting these concrete cubes to 250 °C and 150 °C for a period of 2 h, the compressive strength increased when compared to the control. The compressive strength increased up to 0.5% replacement by 3.88%. Beyond 0.5% fibre, the compressive strength reduced. Concrete having coconut fibre that had been treated with water also exhibited the highest compressive strength of 28.71 N/mm². It is concluded that coconut fibres are a great material in improving the strength of concrete, even after it was exposed to a certain degree of elevated temperature.
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Horn, Gavin P., Julien Chaussidon, Mark Obstalecki, Daniel A. Martin, Peter Kurath, Robert G. Backstrom, and Stephen Kerber. "Evaluating Fire Service Escape Ropes at Elevated Temperatures and Fire Conditions." Fire Technology 51, no. 1 (November 24, 2013): 153–71. http://dx.doi.org/10.1007/s10694-013-0373-2.

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Kodur, Venkatesh. "Properties of Concrete at Elevated Temperatures." ISRN Civil Engineering 2014 (March 13, 2014): 1–15. http://dx.doi.org/10.1155/2014/468510.

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Fire response of concrete structural members is dependent on the thermal, mechanical, and deformation properties of concrete. These properties vary significantly with temperature and also depend on the composition and characteristics of concrete batch mix as well as heating rate and other environmental conditions. In this chapter, the key characteristics of concrete are outlined. The various properties that influence fire resistance performance, together with the role of these properties on fire resistance, are discussed. The variation of thermal, mechanical, deformation, and spalling properties with temperature for different types of concrete are presented.
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Li, Yadong, Rongchun Wan, Xing Wang, Hui Zhao, and Xun Gong. "Effects of Nb on Elevated-Temperature Properties of Fire-Resistant Steel." Crystals 12, no. 12 (December 16, 2022): 1842. http://dx.doi.org/10.3390/cryst12121842.

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Objective: Two kinds of fire-resistant steel with different Nb content (Nb-free and 0.03 wt.%) were prepared for studying the effects of Nb addition on the elevated-temperature strength of fire-resistant steel. Methods: Two stages of heat treatment were carried out on the steels to obtain different microstructures. Typical microstructures, dislocation, and precipitates morphology of steels were observed by SEM and TEM. The dislocation density was calculated by the X-ray data from the microstructures. High temperature and room temperature mechanical properties of steels were determined by tensile testing. Results: The results showed that the YS of N2-HR steel (addition of 0.03 wt.% Nb) at RT and 600 °C was higher than N1-HR steel (Nb-free) by about 81 and 30 MPa, respectively. This indicates that Nb is an alloying element as effective as Mo in increasing the elevated-temperature strength of fire-resistant steel. The dominant strengthening mechanisms of Nb addition on elevated-temperature yield strength are precipitation strengthening and bainite strengthening. Conclusions: Theoretical analysis shows that there are two precipitation strengthening stages in fire-resistant steel: (1) increasing dislocation density during hot rolling, and (2) blocking dislocation movement and recovery in tensile testing. The results also show that the effect of fine grain strengthening is not obvious at high temperature, but is obvious at room temperature.
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Wan, Rong Chun, Feng Sun, Lan Ting Zhang, and Ai Dang Shan. "Study on Microstructure and Properties of Low-Mo Fire-Resistant Steel." Advanced Materials Research 168-170 (December 2010): 1792–95. http://dx.doi.org/10.4028/www.scientific.net/amr.168-170.1792.

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The number of steel-frame buildings is increasing as a result of development of social economy. However, the fire-resistant property of steel-frame buildings is much weaker than that of brick-frame buildings and RC-frame buildings. In response to such demand, fire-resistant steel has been developed since the last two decades. Mo is one of the most effective strengthening elements for the high-temperature strength of steels. With the increase of the Mo content in steels, there is a dramatic increase in costs which is unacceptable for the cost-sensitive construction area. Therefore, a fire-resistant steel with a low Mo content is highly desired. Two fire-resistant steels with low Mo content (<0.3%) were designed in this paper. The interdependence of microstructure, properties and temperature was studied and analyzed in hot-rolled testing steels. The results show that the low-Mo fire-resistant steels have improved elevated temperature strength (The yield strength of Nb content steel is 240MPa, which can met the requirements of grade Q345 fire-resistant steel), low yield ratio (<0.6) and good welding performance (Ceq≈0.40). The bainite and fine grains are mainly beneficial to the elevated temperature UTS. Nb is an alloying element effective in increasing elevated temperature strength (especially for YS) as well as Mo.
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Abubakr, Ahmed, and Ahmed Soliman. "Impact Behaviour of Steel-Fibre-Reinforced Alkali-Activated Slag Concrete Exposed to Elevated Temperatures." Materials 16, no. 11 (May 31, 2023): 4096. http://dx.doi.org/10.3390/ma16114096.

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Concrete protective structures are mainly meant to withstand impact loads. However, fire events weaken concrete and reduce its impact resistance. This study investigated the impact behaviour of steel-fibre-reinforced alkali-activated slag (AAS) concrete before and after exposure to elevated temperatures (i.e., 200 °C, 400 °C, and 600 °C). Hydration products’ stability under elevated temperatures, their effects on the fibre–matrix bond, and, consequently, AAS’s static and dynamic responses were investigated. The results reveal that adopting the performance-based design concept to achieve a balance between AAS mixtures’ performance under ambient and elevated temperatures is a crucial designing aspect. Advancing hydration products’ formation will increase the fibre–matrix bond at ambient temperature while negatively affecting it at elevated temperatures. High amounts of formed and, eventually, decomposed hydration products at elevated temperatures reduced the residual strength due to lowering the fibre–matrix bond and developing internal micro-cracks. Steel fibre’s role in reinforcing the hydrostatic core formed during impact loads and delaying crack initiation was emphasized. These findings highlight the need to integrate material and structure design to achieve optimum performance and that low-grade materials can be desired based on the targeted performance. A set of empirical equations for the correlation between steel fibre content in the AAS mixture and corresponding impact performance before and after fire exposure was provided and verified.
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Liu, Shuai. "Failure Temperatures of Unprotected Composite Cellular Beams at Elevated Temperatures." Applied Mechanics and Materials 638-640 (September 2014): 2006–9. http://dx.doi.org/10.4028/www.scientific.net/amm.638-640.2006.

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Failure temperatures of composite cellular beams subject to a standard fire condition were investigated thoroughly by the Finite Element Method. A finite element model was developed for the fire performance analysis of composite cellular beams. Practical design guidance on the fire design of composite cellular beams is presented concerning the failure temperature.
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Dissertations / Theses on the topic "Elevated fire"

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Legrand, Pierre. "Structural assement and design of concrete structures under fire conditions." Thesis, KTH, Betongbyggnad, 2016. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-187886.

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Behaviour under fire circumstances is becoming more and more crucial for designing a concrete structureand authorities require more often a fire-resistance time. In fact, engineers need a powerful, user-friendly,accurate and non time-consuming method that can be used to design reinforced concrete structures. Inthis study, the author has developed a method to design any fire-exposed reinforced concrete crosssections under flexure that takes into account second order effect. The first part focuses on the thermal analysis of the reinforced concrete cross section. Fourier'sequation is solved using finite differences method and the development tool of Excel: Virtual BasicAdvanced macro. Thus, it could easily be used on every personal computer (reasonably powerful) andneeds no extra investment. The accuracy of this thermal analysis is checked by comparison with resultsfrom commercial softwares (FAGUS edited by Cubus and SAFIR developed by the university of Liege). The second part deals with the mechanical analysis. Indeed, the concrete compressive strengthtogether with the yield strength of the steel reinforcement bars will decrease when the temperature willraise inside the concrete cross section. This loss of characteristic will be regarded as a loss of area andnew dimensions are set up. Finally a classic analysis (as it can be done at ambient temperature) isperformed. The mechanical analysis which takes into account second order effect is based on the Eulerbuckling load. The last chapter presents a comparison study between this new method and the two commercialsoftwares FAGUS and SAFIR, both of them are using finite element method. Several cross sections havebeen modelled, T-shaped ones with various dimensions and rectangular ones with various dimensionsand various steel areas. The two aspects (mechanical and thermal) have been studied and the resultsshowed good correspondance.
Master thesis
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Dezfouli, Abdolkarim Abbasi. "Behaviour of GFRP rebars reinforced concrete elements under elevated temperature and fire." Thesis, Queen Mary, University of London, 2003. http://qmro.qmul.ac.uk/xmlui/handle/123456789/1745.

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In general, it is expected that concrete structures using Glass Fibre Reinforced Plastic (GFRP) rebars as reinforcement could have improved durability compared to normal steel reinforcement because of the corrosion resistance of the rebar. However, there are some aspects of the behaviour of the GFRP bars under high temperature that must be explored. The aims of this work are to predict the fire rating of the GFRP rebars when embedded in concrete elements by creating a model and to validate the model by full-scale experiments. The first part of this work evaluates the effects of alkaline environments on the rebar itself, the bond strength at interface between the concrete and the rebar, and the strength of the GFRP rebars at a range of different temperatures (20-120°C). The three types of GFRP rods investigated in this work were subjected to alkaline solutions at 60°C for three different exposure times i. e. 30 days, 120 days and 240 days. Tensile and flexural tests were carried out for the physico-mechanical characterisation on the treated GFRP rebars specimens. As the immersion period and temperature increased, the strength of the rebars decreased. Data obtained from the first part of the work were used to predict long-term performance of the GFRP rebar in fire. The effects of higher temperatures with time on GFRP reinforced concrete members were also studied experimentally in this work. As a result equations were developed. These were validated with the help of the fire tests carried out in second phase of this work on two full-scale GFRP reinforced concrete beams. The first beam was reinforced with GFRP made from thermoset resin and in the second GFRP made from thermoplastic resin was used. Shear reinforcement for the first beam were GFRP stirrups and for the second beam steel stirrups were used. Degradation of flexural and shear capacities due to fire was evaluated using the modified design codes which is based on assessment of the reduction in the initial strengths of concrete and GFRP reinforcement, resulting from the high temperatures developed inside the beam. A comparison of the results for each beam is presented. Fire resistance (load bearing capacity) of GFRP RC beams complied with British Standard BS 478. These results are published for the first time in this work. The predicted failure time using the model compares well with the fire test results. The 3 result also indicated that the basic fire model needed adjustment mainly due to a difference in the assumed and observed failure modes. The importance of data necessary for a more accurate model has been identified as a programme for future work.
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Khalaf, Jamal. "Development of non-linear bond stress-slip models for reinforced concrete structures in fire." Thesis, Brunel University, 2017. http://bura.brunel.ac.uk/handle/2438/14863.

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Exposure of concrete structures to high temperatures leads to significant losses in mechanical and physical properties of concrete and steel reinforcement as well as the bond characteristics between them. Degradation of bond properties in fire may significantly influence the load capacity of concrete structures. Therefore the bond behaviours need to be considered for the structural fire engineering design of reinforced concrete structures. At present, the information about the material degradations of concrete and reinforcing steel bars at elevated temperatures are generally available. However, the research on the response of the bond characteristic between concrete and reinforcing steel bar at elevated temperatures is still limited. Due to the lack of robust models for considering the influence of the bond characteristics between the concrete and steel bar at elevated temperatures, the majority of the numerical models developed for predicting the behaviour of reinforced concrete structures in fire was based on the full bond interaction. Hence, the main purpose of this research is to develop robust numerical models for predicting the bond-slip between concrete and the reinforcement under fire conditions. Therefore, the bond-slip between the concrete and reinforcement for conventional and prestress concrete structures at both ambient and elevated temperatures has been investigated in this research. Two models have been developed in this study: the first model is to simulate the behaviour of bond-slip of deformed steel bars in normal concrete at room temperature and under fire conditions. The model is established based on a partly cracked thick-wall cylinder theory and the smeared cracking approach is adopted to consider the softening behaviour of concrete in tension. The model is able to consider a number of parameters: such as different concrete properties and covers, different steel bar diameters and geometries. The proposed model has been incorporated into the Vulcan program for 3D analysis of reinforced concrete structures in fire. The second robust model has been developed to predict the bond stress-slip relationship between the strand and concrete of prestressed concrete structural members. In this model, two bond-slip curves have been proposed to represent the bond-slip characteristics for the three-wire and seven-wire strands. This model considers the variation of concrete properties, strands’ geometries and the type of strand surface (smooth or indented). The degradation of materials and bond characteristic at elevated temperatures are also included in the model. The proposed models have been validated against previous experimental results at both ambient and elevated temperatures and good agreements have been achieved. A comprehensive parametric study has been carried out in this research to examine the influence of bond-slip model on the structural behaviours of normal reinforced concrete structures. The study investigated the most important factors that can affect the bond characteristics between concrete and steel reinforcement at elevated temperatures. These factors are: the concrete cover, spalling of concrete, concrete compressive and tensile strengths.
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Ruvalcaba, Ayala Fabian Rene. "Mechanical properties and structural behaviour of masonry at elevated temperatures." Thesis, University of Manchester, 2011. https://www.research.manchester.ac.uk/portal/en/theses/mechanical-properties-and-structural-behaviour-of-masonry-at-elevated-temperatures(1e2424f0-ab1b-4895-b71c-398783b4a7fb).html.

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The variation in the compressive strength of concrete block masonry was studied at elevated temperatures. Small specimens known as wallettes were used to obtain the compressive strength under steady state conditions. Eighteen wallettes were made of lightweight concrete blocks and 1:1:5 mortar proportion. The target temperatures were 20°C, 200°C, 400°C, 600°C, 700°C and 800°C. Initially load-deflection relationships were determined from the experimental wallettes and later they were converted into stress-strain relationships. Although the goal was to determine the compressive strength, other parameters were also studied such as modulus of elasticity, temperature-time relationships, modes of failure, material degradation, and change of colour.Lightweight concrete blocks were also tested to determine the compressive strength at equal temperatures applied for the wallettes. The blocks belonged to the same batch used for the wallettes. The tensile behaviour of mortar was determined at 20°C, 200°C and 400°C.Once the mechanical properties of the masonry wallettes, units and mortar were determined, they were used as input data to develop finite element models to simulate the same behaviour of the experimental wallettes. Finally, using the experimental and numerical results from the wallettes, they were used to predict the behaviour of 3m height walls.
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Cai, Yancheng, and 蔡炎城. "Bolted connections of cold-formed stainless steel at elevated temperatures and post-fire condition." Thesis, The University of Hong Kong (Pokfulam, Hong Kong), 2013. http://hdl.handle.net/10722/196034.

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The structural behaviour of single shear bolted connections and double shear bolted connections of cold-formed stainless steel at elevated temperatures and post-fire condition has been investigated in this study. The current design rules on bolted connections of cold-formed stainless steel are mainly based on those of carbon steel, and are applicable for room (ambient) temperature condition only. These design rules may not be applicable for elevated temperatures. Therefore, design guidelines should be prepared for bolted connections of cold-formed stainless steel structures at elevated temperatures. The key findings of the investigation are described in the following paragraphs. A total of 25 tensile coupon tests were conducted to investigate the material deterioration of three different grades of stainless steel at elevated temperatures. The stainless steels are austenitic stainless steel EN 1.4301 (AISI 304) and EN 1.4571 (AISI 316Ti having small amount of titanium) as well as lean duplex stainless steel EN 1.4162 (AISI S32101). Totally 434 tests on bolted connections of stainless steel were performed in the temperature ranged from 22 to 950 ºC using both steady state and transient state test methods. The test results were compared with the nominal strengths calculated from the American Specification, Australian/New Zealand Standard and European codes for stainless steel structures. In calculating the nominal strengths of the connections, the material properties at elevated temperatures were used in the design equations for room temperature. It is shown that the nominal strengths predicted by these specifications are generally conservative at elevated temperatures. A total of 78 cold-formed stainless steel single shear and double shear bolted connections were tested in post-fire condition. The test results were compared with those tested at room temperature. Generally, it is found that the bolted connection strengths in post-fire condition cooling down from 350 and 650 ºC are higher than those tested at room temperature for all three grades of stainless steel. Finite element models for single shear and double shear bolted connections were developed and verified against the experimental results. Static analysis technique was used in the numerical analyses. Extensive parametric studies that included 450 specimens were performed using the verified finite element models to evaluate the bearing resistances of bolted connections of stainless steel at elevated temperatures. Design equations for bearing resistances of cold-formed stainless steel single shear and double shear bolted connections were proposed based on both the experimental and numerical results in the temperature ranged from 22 to 950 ºC. The bearing resistances of bolted connections obtained from the tests and the finite element analyses were compared with the nominal strengths calculated using the current design rules and also compared with the predicted strengths calculated using the proposed design equations. It is shown that the proposed design equations are generally more accurate and reliable in predicting the bearing resistances of bolted connections at elevated temperatures than the current design rules. The reliability of the current and proposed design rules was evaluated using reliability analysis. The proposed design equations are recommended for bolted connections assembled using cold-formed stainless steels.
published_or_final_version
Civil Engineering
Doctoral
Doctor of Philosophy
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Krishnamoorthy, Renga Rao. "The analysis of partial and damaged fire protection on structural steel at elevated temperature." Thesis, University of Manchester, 2011. https://www.research.manchester.ac.uk/portal/en/theses/the-analysis-of-partial-and-damaged-fire-protection-on-structural-steel-at-elevated-temperature(de0ddd3a-7256-439c-af53-68aeb521c5d9).html.

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Intumescent coating fire protection on steel structures is becoming widely popular in the UK and Europe. The current assessment for the fire protection performance method using the standard fire resistance tests is not accurate, owing to the reactive behaviour of intumescent coating at elevated temperature. Moreover, the available intumescent coating temperature assessment method provided in the Eurocode for structural steel at elevated temperature does not incorporate the steel beam's behaviour and/or assessment for partial protection and/or damaged protection. The research work presented provides additional information. on the assessment of partial and/or damaged intumescent coating at elevated temperature. In the scope of the investigation on the thermal conductivity of intumescent coating, it was found that the computed average thermal conductivity was marginally sensitive to the density and emissivity at elevated temperature. However, the thermal conductivity was found to be reasonably sensitive to the differences in initial dft's (dry film thicknesses). In this research, a numerical model was developed using ABAQUS to mimic actual indicative test scenarios to predict and establish the temperature distribution and the structural fire resistance of partial and/or damaged intumescent coating at elevated temperatures. Intumescent coating actively shields when the charring process occurs when the surface temperature reaches approximately 250°C to 350°C. Maximum deflection and deflection failure times for each damage scenario were analyzed by applying specified loading conditions. It was also found that the structural fire resistance failure mode of intumescent coating on protected steel beams was particularly sensitive to the applied boundary conditions. Careful selection of nodes in the element was necessary to avoid numerical instability and unexpected numerical error during analysis. An assessment of various numerical models subjected to a-standard fire with partially protected 1 mm intumescent coating was analysed using ABAQUS. An available unprotected test result was used as a benchmark. The outcome suggests that the fire resistances of the beams were found to be sensitive to the location of the partial and/or damage protection. The overall fire resistance behaviour of intumescent coating at elevated temperature was summarized in a 'typical deflection regression' curve. An extensive parametric analysis was performed on localized intumescent coating damage with various intumescent coating thicknesses between 0.5mm to 2.0mm. It was found that the average deflection was linear for the first 30 mins of exposure for all the variables, damage locations and intumescent thicknesses. It was concluded that a thicker layered intumescent coating may not be a better insulator or be compared to a much less thick intumescent coating at elevated temperature. The use of passive fire protection, however, does enhance the overall fire resistance of the steel beam, in contrast to a naked steel structure. The research work investigated the intumescent coating behaviour with different aspects of protection and damage and the outcome of the assessment provided a robust guide and additional understanding of the performance of intumescent coating at elevated temperature.
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Lee, Seungjea. "Robustness of reinforced concrete framed building at elevated temperatures." Thesis, University of Manchester, 2016. https://www.research.manchester.ac.uk/portal/en/theses/robustness-of-reinforced-concrete-framed-building-at-elevated-temperatures(db90ad82-86b5-4ba3-9ef1-42e7004b4b34).html.

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This thesis presents the results of a research programme to investigate the behaviour and robustness of reinforced concrete (RC) frames in fire. The research was carried out through numerical simulations using the commercial finite element analysis package TNO DIANA. The main focus of the project is the large deflection behaviour of restrained reinforced concrete beams, in particular the development of catenary action, because this behaviour is the most important factor that influences the frame response under accidental loading. This research includes four main parts as follows: (1) validation of the simulation model; (2) behaviour of axially and rotationally restrained RC beams at elevated temperatures; (3) derivation of an analytical method to estimate the key quantities of restrained RC beam behaviour at elevated temperatures; (4) response and robustness of RC frame structures with different extents of damage at elevated temperatures. The analytical method has been developed to estimate the following three quantities: when the axial compression force in the restrained beam reaches the maximum; when the RC beams reach bending limits (axial force = 0) and when the beams finally fail. To estimate the time to failure, which is initiated by the fracture of reinforcement steel at the catenary action stage, a regression equation is proposed to calculate the maximum deflections of RC beams, based on an analysis of the reinforcement steel strain distributions at failure for a large number of parametric study results. A comparison between the analytical and simulation results indicates that the analytical method gives reasonably good approximations to the numerical simulation results. Based on the frame simulation results, it has been found that if a member is completely removed from the structure, the structure is unlikely to be able to develop an alternative load carrying mechanism to ensure robustness of the structure. This problem is particularly severe when a corner column is removed. However, it is possible for frames with partially damaged columns to achieve the required robustness in fire, provided the columns still have sufficient resistance to allow the beams to develop some catenary action. This may be possible if the columns are designed as simply supported columns, but have some reserves of strength in the frame due to continuity. Merely increasing the reinforcement steel area or ductility (which is difficult to do) would not be sufficient. However, increasing the cover thickness of the reinforcement steel to slow down the temperature increase is necessary.
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Ozyurt, Emre. "Behaviour of welded tubular structures in fire." Thesis, University of Manchester, 2015. https://www.research.manchester.ac.uk/portal/en/theses/behaviour-of-welded-tubular-structures-in-fire(15601ab3-8f6c-4e64-ba1a-6201e66e9e16).html.

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This thesis presents the results of a research project to develop methods to carry out fire safety design of welded steel tubular trusses at elevated temperatures due to fire exposure. It deals with three subjects: resistance of welded tubular joints at elevated temperatures, effects of large truss deflection in fire on member design and effects of localised heating. The objectives of the project are achieved through numerical finite element modelling at elevated temperatures using the commercial Finite Element software ABAQUS v6.10-1 (2011). Validation of the simulation model for joints is based on comparison against the test results of Nguyen et al. (2010) and Kurobane et al. (1986). Validation of the simulation model for trusses is through checking against the test results of Edwards (2004) and Liu et al. (2010).For welded tubular joints, extensive numerical simulations have been conducted on T-, Y-, X-, N- and non-overlapped K-joints subjected to brace axial compression or tension, considering a wide range of geometrical parameters. Uniform temperature distribution was assumed for both the chord and brace members. Results of the numerical simulations indicate for gap K- and N-joints (two brace members, one in tension and the other in compression) and for T-, Y- and X-joints with the brace member under axial tensile load (one brace member only, in tension), it is suitable to use the same ambient temperature calculation equation as in the CIDECT (2010) or EN 1993-1-8 (CEN, 2005a) design guides and simply replace the ambient temperature strength of steel with the elevated temperature value. However, for T-, Y- and X-joints under brace compression load (one brace member only, in compression), the effect of large chord deformation should be considered. Large chord deformation changes the chord geometry and invalidates the assumed yield line mechanism at ambient temperature. For approximation, the results of this research indicate that it is acceptable to modify the ambient temperature joint strength by a reduction factor for the elastic modulus of steel at elevated temperatures. In the current fire safety design method for steel truss, a member based approach is used. In this approach, the truss member forces are calculated at ambient temperature based on linear elastic analysis. These forces are then used to calculate the truss member limiting temperatures. An extensive parametric study has been carried out to investigate whether this method is appropriate. The parametric study encompasses different design parameters over a wide range of values, including truss type, joint type, truss span-to-depth ratio, critical member slenderness, applied load ratio, number of brace members, initial imperfection and thermal elongation. The results of this research show that due to a truss undergoing large displacements at elevated temperatures, some truss members (compression brace members near the truss centre) experience large increases in member forces. Therefore, using the ambient temperature member force, as in the current truss fire safety design method, may overestimate the truss member critical temperature by 100 °C. A method has been proposed to analytically calculate the increase in brace compressive force due to large truss deformation. In this method, the maximum truss displacement is assumed to be span/30. A comparison of the results calculated using the proposed method against the truss parametric study results has shown good agreement with the two sets of results, with the calculation results generally being slightly on the safe side. When different members of a truss are heated to different temperatures due to localised fire exposure, the brace members in compression experience increased compression due to restrained thermal expansion. To calculate the critical temperature of a brace member in a localised heated truss, it is necessary to consider this effect of restrained thermal expansion. It is also necessary to consider the beneficial effects of the adjacent members being heated, which tends to reduce the increase in compressive force in the critical member under consideration. Again, an extensive set of parametric studies have been conducted, for different load ratio, slenderness and axial restraint ratio. The results of this parametric study suggest that to calculate the critical temperature of a brace member, it is not necessary to consider the effects of the third or further adjacent members being heated. For the remainder of the heated members, this thesis has proposed a linear elastic, static analysis method at ambient temperature to calculate the additional compressive force (some negative, indicating tension) in the critical member caused by the heated members (including the critical member itself and the adjacent members). The additional compressive force is then used to calculate the limiting temperature of the critical member. For this purpose, the approximate analytical equation of Wang et al. (2010) has been demonstrated to be suitable.
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Balarupan, Manuvidhya. "Structural behaviour and design of cold-formed steel hollow section columns under simulated fire conditions." Thesis, Queensland University of Technology, 2015. https://eprints.qut.edu.au/91533/1/Manuvidhya_Balarupan_Thesis.pdf.

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This thesis presented a comprehensive study on the fire performance of load-bearing high-strength and cold-formed steel hollow section columns using experimental and numerical investigations. Accurate design tools have been developed to predict the ambient and elevated temperature structural capacities and fire resistance ratings of these columns. These developed design methods can be used to decide where bare steel columns can be used, and to design any required fire protection. Overall this research has significantly improved the knowledge and understanding of the structural fire performance of cold-formed steel hollow section columns, and thus enabling considerable improvements to the fire safety of steel buildings.
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Ranawaka, Thanuja. "Distortional buckling behaviour of cold-formed steel compression members at elevated temperatures." Thesis, Queensland University of Technology, 2006. https://eprints.qut.edu.au/16417/6/Thanuja_Ranawaka_Thesis.pdf.

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In recent times, light gauge cold-formed steel sections have been used extensively in residential, industrial and commercial buildings as primary load bearing structural components. This is because cold-formed steel sections have a very high strength to weight ratio compared with thicker hot-rolled steel sections, and their manufacturing process is simple and cost-effective. However, these members are susceptible to various buckling modes including local and distortional buckling and their ultimate strength behaviour is governed by these buckling modes. Fire safety design of building structures has received greater attention in recent times due to continuing loss of properties and lives during fires. Hence, there is a need to fully evaluate the performance of light gauge cold-formed steel structures under fire conditions. Past fire research has focused heavily on heavier, hot-rolled steel members. The buckling behaviour of light gauge cold-formed steel members under fire conditions is not well understood. The buckling effects associated with thin steels are significant and have to be taken into account in fire safety design. Therefore, a research project based on extensive experimental and numerical studies was undertaken at the Queensland University of Technology to investigate the distortional buckling behaviour of light gauge cold-formed steel compression members under simulated fire conditions. As the first phase of this research program more than 115 tensile coupon tests of light gauge cold-formed steels including two steel grades and five thicknesses were conducted at elevated temperatures. Accurate mechanical properties including the yield strength, elasticity modulus and stress-strain curves were all determined at elevated temperatures since the deterioration of the mechanical properties is one of the major parameters in the structural design under fire conditions. An appropriate stress-strain model was also developed by considering the inelastic characteristics. The results obtained from the tensile coupon tests were then used to predict the ultimate strength of cold-formed steel compression members. In the second phase of this research more than 170 laboratory experiments were undertaken to investigate the distortional buckling behaviour of light gauge coldformed steel compression members at ambient and elevated temperatures. Two types of cross sections were selected with various thicknesses (nominal thicknesses are 0.6, 0.8, and 0.95 mm) and both low and high strength steels (G250 and G550 steels with minimum yield strengths of 250 and 550 MPa). The experiments were conducted at six different temperatures in the range of 20 to 800°C. A finite element model of the tested compression members was then developed and validated with the help of experimental results. The degradation of mechanical properties with increasing temperatures was included in finite element analyses. An extensive series of parametric analyses was undertaken using the validated finite element model to investigate the effect of all the influential parameters such as section geometry, steel thickness and grade, mechanical properties and temperature. The resulting large data base of ultimate loads of compression members subject to distortional buckling was then used to review the adequacy of the current design rules at ambient temperature. The current design rules were reasonably accurate in general, but in order to improve the accuracy further, this research has developed new design equations to determine the ultimate loads of compression members at ambient temperature. The developed equation was then simply modified by including the relevant mechanical properties at elevated temperatures. It was found that this simple modification based on reduced mechanical properties gave reasonable results, but not at higher temperatures. Therefore, they were further modified to obtain a more accurate design equation at elevated temperatures. The accuracy of new design rules was then verified by comparing their predictions with the results obtained from the parametric study. This thesis presents a description of the experimental and numerical studies undertaken in this research and the results including comparison with simply modified current design rules. It describes the laboratory experiments at ambient and elevated temperatures. It also describes the finite element models of cold-formed steel compression members developed in this research that included the appropriate mechanical properties, initial geometric imperfections and residual stresses. Finally, it presents the details of the new design equations proposed for the light gauge coldformed steel compression members subjected to distortional buckling effects at elevated temperatures.
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Books on the topic "Elevated fire"

1

LeVan, Susan. Effects of fire retardant chemicals on the bending properties of wood at elevated temperatures. Madison, WI: U.S. Dept. of Agriculture, Forest Service, Forest Products Laboratory, 1990.

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Diana, Todd, and National Institute of Standards and Technology (U.S.), eds. 1994 Northridge earthquake: Performance of structures, lifelines and fire protection systems. Gaithersburg, MD: U.S. Dept. of Commerce, National Institute of Standards and Technology, 1994.

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Steel Construction Institute (Great Britain). Fire and Blast Information Group. Design guide for steel at elevated temperatures and high strain rates. [Ascot, Eng.]: Steel Construction Institute, 2001.

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National Institute of Standards and Technology (U.S.) and United States. Public Buildings Service, eds. Literature review on enclosure of elevator lobbies. Gaithersburg, MD: U.S. Dept. of Commerce, Technology Administration, National Institute of Standards and Technology, 2003.

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O'Donoghue, John. Elevator and escalator rescue: A comprehensive guide. Tulsa, Okla: Penwell, 2007.

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Gundersen, Bjarne Riiser. Elevator: Fretex i 100 år. Oslo: Forlaget Press, 2004.

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Ling, Chee Woo Stephen. SO3/N0x formation kinetics at elevated pressures in gas fired flames. Portsmouth: Portsmouth Polytechnic, Dept. of Mechanical Engineering, 1986.

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National Institute for Occupational Safety and Health. Thyssen-Dover Elevator, Middleton, Tennessee. [Atlanta, Ga.?]: U.S. Dept. of Health and Human Services, Public Health Service, Centers for Disease Control and Prevention, National Institute for Occupational Safety and Health, 2000.

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Health, National Institute for Occupational Safety and. Thyssen-Dover Elevator, Middleton, Tennessee. [Atlanta, Ga.?]: U.S. Dept. of Health and Human Services, Public Health Service, Centers for Disease Control and Prevention, National Institute for Occupational Safety and Health, 2000.

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National Institute for Occupational Safety and Health. Thyssen-Dover Elevator, Middleton, Tennessee. [Atlanta, Ga.?]: U.S. Dept. of Health and Human Services, Public Health Service, Centers for Disease Control and Prevention, National Institute for Occupational Safety and Health, 2000.

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Book chapters on the topic "Elevated fire"

1

Bala, Anu, Ashish Kumar Dash, Supratic Gupta, and Vasant Matsagar. "Behavior of Bamboo Wall Panel at Elevated Temperature." In Wood & Fire Safety, 281–87. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-41235-7_42.

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Destrée, Xavier, Andrejs Krasnikovs, and Sébastien Wolf. "Fire Resistance of Steel Fibre Reinforced Concrete Elevated Suspended Slabs: ISO Fire Tests and Conclusions for Design." In RILEM Bookseries, 841–51. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-58482-5_74.

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Yamashita, Heisuke, Toru Yoshida, and Takeo Hirashima. "Influence of Water Content on Total Strain of Super High-Strength Concrete Under Elevated Temperature." In Fire Science and Technology 2015, 289–97. Singapore: Springer Singapore, 2016. http://dx.doi.org/10.1007/978-981-10-0376-9_29.

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Zelinka, Samuel L., Byrne Miyamoto, Nathan J. Bechle, and Douglas Rammer. "Small Scale Test to Measure the Strength of Adhesives at Elevated Temperatures for Use in Evaluating Adhesives for Cross Laminated Timber (CLT)." In Wood & Fire Safety, 3–8. Cham: Springer International Publishing, 2020. http://dx.doi.org/10.1007/978-3-030-41235-7_1.

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Chandrathilaka, E. R. K., and J. C. P. H. Gamage. "Fire Performance of CFRP Strengthened Steel I Beams Cured at Elevated Temperature." In Lecture Notes in Civil Engineering, 526–37. Singapore: Springer Singapore, 2019. http://dx.doi.org/10.1007/978-981-13-9749-3_46.

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Merinar, Timothy. "Chapter 25 Case Studies on Fall from Elevated Devices among Fire Fighters." In Human Factors and Ergonomics, 427–40. Taylor & Francis, Broken Sound Parkway, NW, Suite 300, Boca Raton, FL 33487: CRC Press, 2016. http://dx.doi.org/10.1201/9781315373744-26.

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Juarez, Alfredo, Susana A. Harper, and Horacio Perez. "Evaluation of Containment Boxes as a Fire Mitigation Method in Elevated Oxygen Conditions." In Flammability and Sensitivity of Materials in Oxygen-Enriched Atmospheres: 14th Volume, 363–73. 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959: ASTM International, 2016. http://dx.doi.org/10.1520/stp159620150079.

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Fukatsu, Shiko, Zijing Liu, Toru Yoshida, Kenta Watanabe, and Takeo Hirashima. "Small-Scale Tests on Tensile Membrane Action of Reinforced Mortar Slabs at Elevated Temperature." In The Proceedings of 11th Asia-Oceania Symposium on Fire Science and Technology, 481–93. Singapore: Springer Singapore, 2019. http://dx.doi.org/10.1007/978-981-32-9139-3_35.

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Liu, Qingchun, Qilong Yong, and Zhiwang Zheng. "Effect of Vanadium on the Microstructure and Elevated Temperature Properties of Fire Resistant Steels." In HSLA Steels 2015, Microalloying 2015 & Offshore Engineering Steels 2015, 909–16. Hoboken, NJ, USA: John Wiley & Sons, Inc., 2015. http://dx.doi.org/10.1002/9781119223399.ch114.

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Qingchun, Liu, Yong Qilong, and Zheng Zhiwang. "Effect of Vanadium on the Microstructure and Elevated Temperature Properties of Fire Resistant Steels." In HSLA Steels 2015, Microalloying 2015 & Offshore Engineering Steels 2015, 909–16. Cham: Springer International Publishing, 2016. http://dx.doi.org/10.1007/978-3-319-48767-0_114.

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Conference papers on the topic "Elevated fire"

1

DaShuai, Li, and Zhang Xu. "Fire Protection Design of Super High-Rise Elevated Heliport." In 2020 5th International Conference on Electromechanical Control Technology and Transportation (ICECTT). IEEE, 2020. http://dx.doi.org/10.1109/icectt50890.2020.00101.

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Wu, Xiqiang, Francis Tat Kwong Au, and Xinyan Huang. "Bonding of grouted eccentric strands in duct at elevated temperatures." In 11th International Conference on Structures in Fire (SiF2020). Brisbane, Australia: The University of Queensland, 2020. http://dx.doi.org/10.14264/022a9d2.

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Zaben, Abdulrahman, David Lange, and Cristian Maluk. "Compressive strength and MoE of solid softwood at elevated temperatures." In 11th International Conference on Structures in Fire (SiF2020). Brisbane, Australia: The University of Queensland, 2020. http://dx.doi.org/10.14264/30065c4.

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Zhou, Hao. "A thermo-mechanical stochastic damage perspective for concrete at elevated temperatures." In 11th International Conference on Structures in Fire (SiF2020). Brisbane, Australia: The University of Queensland, 2020. http://dx.doi.org/10.14264/3270e11.

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Yusuf, Md Abu, Salah Sarhat, Hamzeh Hajiloo, and Mark F. Green. "Bond strength between steel reinforcement and RCA concrete at elevated temperatures." In 11th International Conference on Structures in Fire (SiF2020). Brisbane, Australia: The University of Queensland, 2020. http://dx.doi.org/10.14264/bbbf44f.

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Banoth, Ira, and Anil Agarwal. "Bond behavior between reinforcing steel bars and concrete at elevated temperatures." In 11th International Conference on Structures in Fire (SiF2020). Brisbane, Australia: The University of Queensland, 2020. http://dx.doi.org/10.14264/cb71fc6.

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Cai, Wenyu, Jian Jiang, and Guo-Qiang Li. "Prediction of fracture behavior for high-strength steel bolts at elevated temperatures." In 11th International Conference on Structures in Fire (SiF2020). Brisbane, Australia: The University of Queensland, 2020. http://dx.doi.org/10.14264/e9d51ef.

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Cábová, Kamila, Marsel Garifullin, Ashkan Shoushtarian Mofrad, František Wald, Kristo Mela, and Yvonne Ciupack. "Shear resistance of sandwich panel connection to the substructure at elevated temperature." In 11th International Conference on Structures in Fire (SiF2020). Brisbane, QLD Australia: The University of Queensland, 2020. http://dx.doi.org/10.14264/f3c602e.

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Gutierrez Gonzalez, Mateo, and Cristian Maluk. "Proposal for stress-strain constitutive models for laminated bamboo at elevated temperatures." In 11th International Conference on Structures in Fire (SiF2020). Brisbane, Australia: The University of Queensland, 2020. http://dx.doi.org/10.14264/ff04985.

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Hong, Sangdo, and Amit H. Varma. "Behavior of CFT Beam-Columns Under Elevated Temperatures From Fire Loading." In Structures Congress 2005. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/40753(171)52.

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Reports on the topic "Elevated fire"

1

Levin, Bernard M., Norman E. Groner, and Edward A. Donoghue. Workshop on elevator use during fires. Gaithersburg, MD: National Institute of Standards and Technology, 1993. http://dx.doi.org/10.6028/nist.ir.4993.

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McKinnon, Mark, Sean DeCrane, and Steve Kerber. Four Firefighters Injured in Lithium-Ion Battery Energy Storage System Explosion -- Arizona. UL Firefighter Safety Research Institute, July 2020. http://dx.doi.org/10.54206/102376/tehs4612.

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On April 19, 2019, one male career Fire Captain, one male career Fire Engineer, and two male career Firefighters received serious injuries as a result of cascading thermal runaway within a 2.16 MWh lithium-ion battery energy storage system (ESS) that led to a deflagration event. The smoke detector in the ESS signaled an alarm condition at approximately 16:55 hours and discharged a total flooding clean agent suppressant (Novec 1230). The injured firefighters were members of a hazardous materials (HAZMAT) team that arrived on the scene at approximately 18:28 hours. The HAZMAT team noted low-lying white clouds of a gas/vapor mixture issuing from the structure and nearby components and drifting through the desert. The team defined a hot zone and made several entries into the hot zone to conduct 360-degree size-ups around the ESS using multi-gas meters, colorimetric tubes, and thermal imaging cameras (TICs). The team detected dangerously elevated levels of hydrogen cyanide (HCN) and carbon monoxide (CO) during each entry. The team continued to monitor the ESS and noted the white gas/vapor mixture stopped flowing out of the container at approximately 19:50 hours. The HAZMAT leadership developed an incident action plan with input from a group of senior fire officers and information about the ESS provided by representatives from the companies that owned, designed, and maintained the ESS. The HAZMAT team made a final entry into the hot zone and found that HCN and CO concentrations in the vicinity of the ESS were below an acceptable threshold. In following with the incident action plan, the team opened the door to the ESS at approximately 20:01 hours. A deflagration event was observed by the firefighters outside the hot zone at approximately 20:04 hours. All HAZMAT team members received serious injuries in the deflagration and were quickly transported to nearby hospitals. Note: The lithium-ion battery ESS involved in this incident was commissioned prior to release of a first draft of the current consensus standard on ESS installations, NFPA 855 [1]; the design of the ESS complied with the pertinent codes and standards active at the time of its commissioning.
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Klote, John H., and Emil Braun. Water leakage of elevator doors with application to building fire suppression. Gaithersburg, MD: National Institute of Standards and Technology, 1996. http://dx.doi.org/10.6028/nist.ir.5925.

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4

Manor, M. J., and S. J. Piercey. Whole-rock lithogeochemistry, Nd-Hf isotopes, and in situ zircon geochemistry of VMS-related felsic rocks, Finlayson Lake VMS district, Yukon. Natural Resources Canada/CMSS/Information Management, 2021. http://dx.doi.org/10.4095/328992.

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The Finlayson Lake district in southeastern Yukon is composed of a Late Paleozoic arc-backarc system that consists of metamorphosed volcanic, plutonic, and sedimentary rocks of the Yukon-Tanana and Slide Mountain terranes. These rocks host &amp;gt;40 Mt of polymetallic resources in numerous occurrences and styles of volcanogenic massive sulphide (VMS) mineralization. Geochemical and isotopic data from these rocks support previous interpretations that volcanism and plutonism occurred in arc-marginal arc (e.g., Fire Lake formation) and continental back-arc basin environments (e.g., Kudz Ze Kayah formation, Wind Lake formation, and Wolverine Lake group) where felsic magmatism formed from varying mixtures of crust- and mantle-derived material. The rocks have elevated high field strength element (HFSE) and rare earth element (REE) concentrations, and evolved to chondritic isotopic signatures, in VMS-proximal stratigraphy relative to VMS-barren assemblages. These geochemical features reflect the petrogenetic conditions that generated felsic rocks and likely played a role in the localization of VMS mineralization in the district. Preliminary in situ zircon chemistry supports these arguments with Th/U and Hf isotopic fingerprinting, where it is interpreted that the VMS-bearing lithofacies formed via crustal melting and mixing with increased juvenile, mafic magmatism; rocks that were less prospective have predominantly crustal signatures. These observations are consistent with the formation of VMS-related felsic rocks by basaltic underplating, crustal melting, and basalt-crustal melt mixing within an extensional setting. This work offers a unique perspective on magmatic petrogenesis that underscores the importance of integrating whole-rock with mineral-scale geochemistry in the characterization of VMS-related stratigraphy.
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Boyle, M. Terrestrial vegetation monitoring at Congaree National Park: 2021 data summar. National Park Service, August 2023. http://dx.doi.org/10.36967/2300302.

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he Southeast Coast Network (SECN) conducts long-term terrestrial vegetation monitoring as part of the NPS Inventory and Monitoring Program. The vegetation community vital sign is one of the primary-tier resources identified by SECN park managers, and monitoring is conducted at 15 network parks (DeVivo et al. 2008). Monitoring plants and their associated communities over time allows for targeted understanding of ecosystems within the SECN geography, which provides managers information about the degree of change within their parks’ natural vegetation. 2021 marked the first year of conducting this monitoring effort at Congaree National Park (CONG). Sixty-four vegetation plots were established throughout the park from May through August. Data collected in each plot included species richness across multiple spatial scales, species-specific cover and constancy, species-specific woody stem seedling/sapling counts and adult tree (greater than 10 centimeters [3.9 inches {in}]) diameter at breast height (DBH), overall tree health, landform, soil, observed disturbance, and woody biomass (i.e., fuel load) estimates. This report summarizes the baseline (year 1) terrestrial vegetation data collected at Congaree National Park in 2021. Data were stratified across two dominant broadly defined habitats within the park, Coastal Plain Upland Open Woodlands and Coastal Plain Alluvial Wetlands. Noteworthy findings include: 295 vascular plant taxa (species or lower) were observed across 64 vegetation plots, including 37 species not previously documented within the park. 27 unique species of sedge (Carex sp.) were found across all plots. The most frequently encountered species in each broadly defined habitat included: Coastal Plain Alluvial Wetlands: green ash (Fraxinus pennsylvanica), red maple (Acer rubrum), possumhaw (Ilex decidua), eastern poison ivy (Toxicodendron radicans var. radicans), muscadine (Muscadinia rotundifolia var. rotundifolia) and smallspike false nettle (Boehmeria cylindrica). Coastal Plain Upland Open Woodlands: loblolly pine (Pinus taeda), muscadine, sweetgum (Liquidambar styraciflua), willow oak (Quercus phellos), roundleaf greenbrier (Smilax rotundifolia), and Carolina jessamine (Gelsemium sempervirens). Seven non-native species categorized as invasive (Significant or Severe Threat) by the South Carolina Exotic Pest Plant Council (SCEPPC 2014) were encountered within the park during this monitoring effort. These included sweet autumn virginsbower (Clematis terniflora), Chinese privet (Ligustrum sinense), Japanese honeysuckle (Lonicera japonica), Japanese climbing fern (Lygodium japonicum), Japanese stilt grass (Microstegium vimineum), marsh dew flower (Murdannia keisak), and Chinese wisteria (Wisteria sinensis). Four species listed as rare and tracked by the South Carolina Natural Heritage Program (SCNHP 2023) were encountered during this monitoring effort. These included Cherokee sedge (Carex cherokeensis), ravenfoot sedge (Carex crus-corvi), Santee azalea (Rhododendron eastmanii), and heartleaf nettle (Urtica chamaedryoides). Sweetgum, water tupelo (Nyssa aquatica), green ash, and bald-cypress were the most dominant species within the tree stratum of Coastal Plain Alluvial Wetland sites; loblolly pine was the most dominant species of Coastal Plain Upland Open Woodlands. Feral hog (Sus scrofa) rooting was observed in 73% of the Coastal Plain Alluvial Wetland plots, while 20% of the plots had over 60% damage from rooting behavior. Hog activity was observed throughout the Congaree National Park’s floodplain, but largely absent from sites along the park’s northern boundary with the private hunt club. Based on data collected from eight Coastal Plain Upland Open Woodland plots, the canopy and subcanopy composition and structure of the park’s upland pine woodlands are not in a condition to maintain fire-dependency and thus promote healthy and sustainable longleaf pine woodlands. Densities of loblolly pine in the canopy and sweetgum in the sapling stratum are elevated. However, with continued fire and fire surrogate treatments to these upland units, thriving longleaf pine woodlands can be achieved. All plots are scheduled to be resampled during the summer of 2025.
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Yates, K. DOES CRITICAL MASS DECREASE AS TEMPERATURE INCREASES: A REVIEW OF FIVE BENCHMARK EXPERIMENTS THAT SPAN A RANGE OF ELEVATED TEMPERATURES AND CRITICAL CONFIGURATIONS. Office of Scientific and Technical Information (OSTI), June 2009. http://dx.doi.org/10.2172/957030.

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Hassan, Tarek A., Jesse Schreger, Markus Schwedeler, and Ahmed Tahoun. Country Risk. Institute for New Economic Thinking Working Paper Series, March 2021. http://dx.doi.org/10.36687/inetwp157.

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We construct new measures of country risk and sentiment as perceived by global investors and executives using textual analysis of the quarterly earnings calls of publicly listed firms around the world. Our quarterly measures cover 45 countries from 2002-2020. We use our measures to provide a novel characterization of country risk and to provide a harmonized definition of crises. We demonstrate that elevated perceptions of a country's riskiness are associated with significant falls in local asset prices and capital outflows, even after global financial conditions are controlled for. Increases in country risk are associated with reductions in firm-level investment and employment. We also show direct evidence of a novel type of contagion, where foreign risk is transmitted across borders through firm-level exposures. Exposed firms suffer falling market valuations and significantly retrench their hiring and investment in response to crises abroad. Finally, we provide direct evidence that heterogeneous currency loadings on global risk help explain the cross-country pattern of interest rates and currency risk premia.
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Bruce, Judith, and Shelley Clark. Including married adolescents in adolescent reproductive health and HIV/AIDS policy. Population Council, 2004. http://dx.doi.org/10.31899/pgy22.1002.

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The majority of sexually active girls aged 15–19 in developing countries are married, and married adolescent girls tend to have higher rates of HIV infection than their sexually active, unmarried peers. Married adolescent girls represent a sizable fraction of adolescents at risk and experience some of the highest rates of HIV prevalence of any group. Nonetheless, married adolescents have been marginal in adolescent HIV/AIDS policies and programs and have not been the central subjects for programs aimed at adult married women. This paper offers a partial explanation for why married adolescents have so often been overlooked, the reasons why marriage might bring elevated risk of HIV, initial analytic tools to assist policymakers in determining how to accord appropriate levels of priority to the marriage process, five brief case studies, and a menu of potential policy interventions and actions to make married adolescents an integral part of reproductive health and HIV-prevention initiatives.
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Berney, Ernest, Andrew Ward, and Naveen Ganesh. First generation automated assessment of airfield damage using LiDAR point clouds. Engineer Research and Development Center (U.S.), March 2021. http://dx.doi.org/10.21079/11681/40042.

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This research developed an automated software technique for identifying type, size, and location of man-made airfield damage including craters, spalls, and camouflets from a digitized three-dimensional point cloud of the airfield surface. Point clouds were initially generated from Light Detection and Ranging (LiDAR) sensors mounted on elevated lifts to simulate aerial data collection and, later, an actual unmanned aerial system. LiDAR data provided a high-resolution, globally positioned, and dimensionally scaled point cloud exported in a LAS file format that was automatically retrieved and processed using volumetric detection algorithms developed in the MATLAB software environment. Developed MATLAB algorithms used a three-stage filling technique to identify the boundaries of craters first, then spalls, then camouflets, and scaled their sizes based on the greatest pointwise extents. All pavement damages and their locations were saved as shapefiles and uploaded into the GeoExPT processing environment for visualization and quality control. This technique requires no user input between data collection and GeoExPT visualization, allowing for a completely automated software analysis with all filters and data processing hidden from the user.
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Patston, L. L. M., A. N. Henry, M. McEwen, J. Mannion, and L. A. Ewens-Volynkina. Thinking While Standing: An exploratory study on the effect of standing on cognitive performance. Unitec ePress, September 2017. http://dx.doi.org/10.34074/ocds.32017.

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Sedentary behaviour is extremely prevalent in Western societies and is significantly associated with an elevated risk of all-cause mortality that cannot be mitigated by physical activity. The introduction of standing desks into the workplace offers a solution to this inactivity, but there is limited investigation regarding the effects of standing on cognition, which is a major consideration in much office-based work. In this study we aimed to provide an exploratory investigation on the effect on cognitive performance of standing while working. We tested 30 office-based adults on a battery of 19 cognitive tasks (tapping five cognitive domains) in a randomised, repeatedmeasures crossover design study. Two conditions (standing versus sitting) were investigated over two 7.5-hour work days including morning, midday and afternoon sessions (Time of Day). Effects were analysed using multivariate two-way repeated-measures ANOVAs (Condition by Time of Day) for five cognitive domains. Overall, after correcting for multiple comparisons, there were no differences in performance between sitting and standing. At an uncorrected level, however, significant effects of Condition were found in three of the 19 tasks, with all demonstrating better performance while standing. Importantly, these results suggest that there is no detriment to cognitive performance through standing. They also provide an initial indication that there may be cognitive benefits of standing in the attention and working memory domains, which may be a promising avenue for future inquiry.
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