Journal articles: 'Steel framing in building'

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Baleshan, Balachandren, and Mahen Mahendran. "Experimental study of light gauge steel framing floor systems under fire conditions." Advances in Structural Engineering 20, no. 3 (September 26, 2016): 426–45. http://dx.doi.org/10.1177/1369433216653508.

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Cold-formed steel members can be assembled in various combinations to provide cost-efficient and safe light gauge floor systems for buildings. Such light gauge steel framing floor systems are widely accepted in industrial and commercial building construction. Light gauge steel framing floor systems must be designed to serve as fire compartment boundaries and provide adequate fire resistance. Floor assemblies with higher fire resistance rating are needed to develop resilient building systems for extreme fire events. Recently, a new composite panel system based on external insulation has been developed for light gauge steel framing floors to provide higher fire resistance rating under fire conditions. This article presents the details of an experimental investigation of light gauge steel framing floors made of both the conventional (with and without cavity insulation) and the new composite panel systems under standard fires. Analysis of the fire test results showed that the thermal and structural performance of externally insulated light gauge steel framing floor system was superior than conventional light gauge steel framing floors with or without cavity insulation. Details of the experimental results including the temperature and deflection profiles measured during the tests are presented along with the joist failure modes. Such fire performance data can be used in the numerical modelling of light gauge steel framing floor systems to further improve the understanding of their fire behaviour and to develop suitable fire design rules.

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Major, Maciej, and Mariusz Kosiń. "Effect of Steel Framing for Securing Drywall Panels on Thermal and Humidity Parameters of the Outer Walls." Civil and Environmental Engineering 13, no. 2 (December 20, 2017): 86–91. http://dx.doi.org/10.1515/cee-2017-0011.

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Abstract The paper analyses the effect of steel framing used to secure drywall panels on thermal and humidity properties of outer walls. In the practice of building a light structure, the most popular components are steel and wood studs. They are used to obtain framing for building a wall (an outer wall in this study). Analysis presented in this study concerned the corner of the outer wall build using the technology of light steel framing. Computer simulation was used to perform thermal and humidity analysis for the joint of the outer wall.

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Sastare, Ms Sayali. "Seismic Behaviour of Steel Staggered Truss in Building." International Journal for Research in Applied Science and Engineering Technology 9, no. VI (July 15, 2021): 725–31. http://dx.doi.org/10.22214/ijraset.2021.36450.

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In this study staggered-truss system (STS) is studied for structural steel framing for the multi-story and high-rise buildings. The staggered-truss systems (STS) consists of a series of story-high trusses spanning the total width between two rows of external columns and arranged in a staggered pattern on adjacent column lines. The system is known to be appropriate for use in residential buildings such as apartments, dormitory and hotels. The columns are located only on the external faces of the building. The large clear span and open areas can be created. The interaction of the floors, trusses, and columns makes the structure perform as a single unit, there by taking maximum advantage of the strength and rigidity of all the components simultaneously. Each component performs its particular function, totally dependent upon the others for its performance. These column free areas can be utilized for ballrooms, concourses and other large areas. The one added benefit of the staggered-truss framing system is that it is highly efficient for resistance to the lateral loading caused by wind and earthquake. The stiffness of the STS provides the desired drift control for wind and earthquake loadings. The staggered-truss framing system is one of the quickest available methods to use during winter construction. The floor system not only carries the direct vertical loads. In addition, It has to act as a diaphragm to transfer the horizontal shear forces between stories through truss diagonals. Because of this double use concept this system results in a lighter structure and provides more column-free space than a conventional beam-column framed structure.

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Khosakitchalert, Chavanont, Nobuyoshi Yabuki, and Tomohiro Fukuda. "Development of BIM-based quantity takeoff for light-gauge steel wall framing systems." Journal of Information Technology in Construction 25 (December 18, 2020): 522–44. http://dx.doi.org/10.36680/j.itcon.2020.030.

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Quantity takeoff based on building information modeling (BIM) is more reliable, accurate, and rapid than the traditional quantity takeoff approach. However, the quality of BIM models affects the quality of BIM-based quantity takeoff. Our research focuses on drywalls, which consist of wall framings and wall panels. If BIM models from the design phases do not contain wall framing models, contractors or sub-contractors cannot perform quantity takeoff for purchasing materials. Developing wall framing models under a tight schedule in the construction phase is time-consuming, cost-intensive, and error-prone. The increased geometries in a BIM model also slow down the software performance. Therefore, in this research, an automatic method is proposed for calculating quantities of wall framings from drywalls in a BIM model. Building elements that overlap with the drywalls are subtracted from the drywall surfaces before calculation. The quantities of wall framings are then embedded into the properties of drywall in the BIM model and hence they can be extracted directly from the BIM model. A prototype system is developed and the proposed method is validated in an actual construction project. The results of the case study showed that the prototype system took 282 s to deliver accurate quantities of wall framings with deviations of 0.11 to 0.30% when compared to a baseline, and the file size of the BIM model after applying the proposed method was increased very slightly from 47.0 MB to 47.1 MB. This research contributes to developing an approach for quantity takeoff of wall framings that are not present in a BIM model. Accurate quantities of wall framings can be obtained while the time and cost of developing wall framings for quantity takeoff can be saved. The proposed method does not increase the geometries in the BIM model; therefore, the file size of the model does not increase greatly, which stabilizes the software performance.

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Naqash, Muhammad Tayyab, Antonio Formisano, and Gianfranco De Matteis. "Aluminium Framing Members in Facades." Key Engineering Materials 710 (September 2016): 327–32. http://dx.doi.org/10.4028/www.scientific.net/kem.710.327.

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Curtain wall systems are considered as envelop of a building, generally made of a lightweight material such as aluminium. The curtain wall façade does not carry any weight from the building, rather it transfers loads that are incident upon it to the main building structure through connections with floors or columns. This paper addresses some key issues in satisfying the respective limit state design checks. Two mullion profiles 85mm and 125mm deep of three manufacturers are analysed showing that the different extrusions of mullion profiles does not have any drastic effect on its structural behavior. Due to the versatility and lightweight, aluminum has many advantages when used as a curtain wall framing material, but it has the distinct disadvantage of being three times more deformable than steel. Therefore, the fulfillment of serviceability limits is an important issue when designing the framing members, in order to avoid damage of connected glasses. Also, the importance of connections and steel insert are highlighted. Finally, some completed and in-progress ALUTEC projects with different curtain wall systems are presented. The paper is therefore interesting for the Façade Engineers involved in the design of curtain walls.

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Hwang, Seong Hoon, and Dimitrios G. Lignos. "Earthquake-Induced Collapse Risk and Loss Assessment of Steel Concentrically Braced Frames." Key Engineering Materials 763 (February 2018): 90–97. http://dx.doi.org/10.4028/www.scientific.net/kem.763.90.

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This paper quantifies the collapse risk and earthquake-induced losses for a wide range of archetype buildings with special concentrically braced frames (SCBFs). The collapse risk and expected economic losses associated with repair, demolition and collapse are computed based on a performance-based earthquake engineering framework developed within the Pacific Earthquake Engineering Research Center. It is shown that the collapse risk of the steel SCBF archetypes may be significantly overestimated when the influence of the gravity framing system on the lateral frame strength and stiffness is ignored. It is also found that the building-specific earthquake loss assessment is significantly overestimated at low probability of occurrence seismic events (i.e., 2% probability of occurrence in 50 years) when the gravity framing system is not modeled explicitly as part of the nonlinear building model. For frequent and design-basis seismic events (i.e., 50 and 10% probability of exceedance over 50 years of building life expectancy), acceleration-sensitive nonstructural component repairs govern the building losses regardless of the employed nonlinear building model representation. For the same seismic events, steel brace flexural buckling contributes to structural repair losses.

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Veljkovic, Milan, and Bernt Johansson. "Light steel framing for residential buildings." Thin-Walled Structures 44, no. 12 (December 2006): 1272–79. http://dx.doi.org/10.1016/j.tws.2007.01.006.

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Murtinho, Vitor, Helder Ferreira, António Correia, Lu&&nums Simões da Silva, Helena Gervásio, and Paulo Santos. "Architectural concept for multi-storey apartment building with light steel framing." Steel Construction 3, no. 3 (September 1, 2010): 163–68. http://dx.doi.org/10.1002/stco.201010023.

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Crevello, Gina, Irene Matteini, and Paul Noyce. "A novel approach to in-depth façade assessments: Improved corrosion test methods for embedded steel framing in historic masonry clad buildings." MATEC Web of Conferences 289 (2019): 07002. http://dx.doi.org/10.1051/matecconf/201928907002.

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Corrosion of structural steel frames and associated steel assemblies within ‘vintage’ buildings circa 1880s to 1930s pose a health and safety risk to the public in major urban centers. The projecting masonry elements pose a particular concern when the underlying steel assemblies and anchorage begin to corrode. Failed masonry has fallen from buildings, leading to death in worst case scenarios. While some signs of masonry cracking or displacement are usually visible prior to failure, the level of degradation of the embedded steel is not. With the equipment available to test these unforeseen conditions, methodologies need to be shifted to understand unobservable conditions to assist in condition state ratings of embedded steel. In many cities, building owners are being faced with large expenditures to strip and replace terra cotta or stone elements where the underlying steel is in fair condition. This paper will discuss the field-testing programs where a building elevations' masonry clad, steel assemblies (outriggers, anchorage and cross bracing) were evaluated for corrosion. The testing program assessed various steel components which either projected from the structure or were embedded at great depth with a bespoke, in-depth advanced testing program geared towards the development of condition state ratings for the façade elements.

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Del Carpio R., Maikol, Gilberto Mosqueda, and Dimitrios G. Lignos. "Experimental investigation of steel building gravity framing systems under strong earthquake shaking." Soil Dynamics and Earthquake Engineering 116 (January 2019): 230–41. http://dx.doi.org/10.1016/j.soildyn.2018.10.017.

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Serrette, Reynaud, and David Nolan. "Pullout Strength of Steel Pins in Cold-Formed Steel Framing." Journal of Structural Engineering 141, no. 5 (May 2015): 04014144. http://dx.doi.org/10.1061/(asce)st.1943-541x.0001068.

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Mai, Khoi D., William F. Cofer, and Donald A. Bender. "Predicting Behavior of Steel-Clad, Wood-Framed Shear Walls under Cyclic Lateral Loading." Transactions of the ASABE 64, no. 2 (2021): 413–24. http://dx.doi.org/10.13031/trans.14250.

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HighlightsA finite element analysis (FEA) model was developed to predict behavior of steel-clad, wood-framed (SCWF) shear walls under cyclic loading.This FEA model will be useful in determining post-frame building response to seismic forces.The model will save time and money in developing design coefficients and planning experiments for SCWF shear walls.Abstract. This article presents finite element (FEA) model results of steel-clad, wood-framed (SCWF) shear walls under cyclic lateral loading. The shear wall model consists of beam elements to model framing members, equivalent orthotropic plane stress elements to model corrugated steel cladding, linear spring elements to model nail connectors between framing members, and nonlinear hysteresis spring elements to model screw connectors. Screw connectors attaching steel panels to wood framing and steel panels to steel panels at lap joints were tested under cyclic loading to provide the constitutive relationships needed. A modified Bouc-Wen-Barber-Noori (BWBN) model was developed to capture slack, pinching, and strength and stiffness degradation of screw connectors under cyclic loading. The finite element models were validated by comparing them with experimental test results of six different SCWF shear wall configurations. Predicted peak shear strengths for most load cycles were slightly higher than those from the experimental tests, especially for stitched shear walls. Visual inspection of the FEA predicted hysteretic load curves demonstrated that pinching, and strength and stiffness degradation were well captured. The results of this study demonstrate the utility of the FEA model for comparative studies of different SCWF shear wall constructions under cyclic lateral loading. Keywords: Cyclic lateral loading, Diaphragm design, Post-frame building, Steel-clad wood-frame diaphragm.

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Quiel, Spencer, and Shalva Marjanishvili. "Progressive Collapse Mitigation in Multistory Tilt-up Structural Systems." Applied Mechanics and Materials 82 (July 2011): 698–703. http://dx.doi.org/10.4028/www.scientific.net/amm.82.698.

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Low-rise office buildings constitute a large portion of the building inventory that is governed by criteria published by the US government. In recent efforts to save costs, building owners and others in this construction sector have explored the use tilt-up construction for these facilities, which eliminates the perimeter steel framing and integrates the concrete façade into the load bearing structure. According to the criteria, many of these buildings meet the height and occupancy thresholds for which progressive collapse resistant design is required. Two major US government agencies, DoD and GSA, provide methodologies for progressive collapse analysis of common structural systems. However these guidelines include limited guidance for the design of tilt-up construction. This paper outlines a methodology for progressive collapse resistant design of tilt-up structures and discusses the increases in reinforcement needed for a prototype building.

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Macillo, Vincenzo, Alessia Campiche, Sarmad Shakeel, Bianca Bucciero, Tatiana Pali, Maria Teresa Terracciano, Luigi Fiorino, and Raffaele Landolfo. "Seismic Behaviour of Sheathed CFS Buildings: Shake-Table Testing and Numerical Modelling." Key Engineering Materials 763 (February 2018): 584–91. http://dx.doi.org/10.4028/www.scientific.net/kem.763.584.

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In the past, the effort of the research was focused on the characterization and modelling of isolated CFS members or parts of building, but this cannot be enough for innovative structure, in which the sheathing panels interact with the steel framing providing the bracing effects against seismic actions. Therefore, in order to evaluate the seismic behaviour of CFS buildings sheathed with gypsum panels, a wide experimental campaign was conducted at University of Naples “Federico II” in the framework of European research project ELISSA (Energy efficient LIghtweight-Sustainable-SAfe steel construction). In particular, a two-storey building was tested on the shaking-table, considering different construction phases. In the first phase, the building included only structural elements and dynamic identification tests were carried out, whereas, in the second phase, the building was completed with all finishing components and it was tested for dynamic identification and under natural ground motions. In addition, a numerical model able to simulate the dynamic/earthquake response of the whole building, considering also the effect of finishing materials, was developed in OpenSees environment. The present paper describes the main results of shake-table testing and numerical modelling.

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MacRae, Gregory A., George Charles Clifton, and Michel Bruneau. "New Zealand Research Applications of, and Developments in, Low Damage Technology for Steel Structures." Key Engineering Materials 763 (February 2018): 3–10. http://dx.doi.org/10.4028/www.scientific.net/kem.763.3.

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Over the past few years, the South Island of New Zealand has been subject to significant sequences of earthquake shaking. In particular, 2010-2011 events affected the city of Christchurch resulting in large scale demolition of buildings. Also, the recent and continuing 11/2016 events caused severe damage in the countryside, in small towns, and moderate damage further afield. This paper describes “low damage construction” methods being used in NZ, and especially in the Christchurch rebuild, to limit the possibility of building demolition in future large seismic events. The buildings used in the Christchurch rebuild are generally supported by structural steel framing. These steel buildings include BRB systems, EBF systems with replaceable active links, rocking systems, base isolation using friction pendulum systems and/or lead-rubber dissipaters, RBS beams, lead extrusion dissipaters, yielding flexural dissipaters, and friction connections. Concerns about a number of currently used systems are discussed.

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Abouhamad, Mona, and Metwally Abu-Hamd. "Life Cycle Environmental Assessment of Light Steel Framed Buildings with Cement-Based Walls and Floors." Sustainability 12, no. 24 (December 21, 2020): 10686. http://dx.doi.org/10.3390/su122410686.

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The objective of this paper is to apply the life cycle assessment methodology to assess the environmental impacts of light steel framed buildings fabricated from cold formed steel (CFS) sections. The assessment covers all phases over the life span of the building from material production, construction, use, and the end of building life, in addition to loads and benefits from reuse/recycling after building disposal. The life cycle inventory and environmental impact indicators are estimated using the Athena Impact Estimator for Buildings. The input data related to the building materials used are extracted from a building information model of the building while the operating energy in the use phase is calculated using an energy simulation software. The Athena Impact Estimator calculates the following mid-point environmental measures: global warming potential (GWP), acidification potential, human health potential, ozone depletion potential, smog potential, eutrophication potential, primary and non-renewable energy (PE) consumption, and fossil fuel consumption. The LCA assessment was applied to a case study of a university building. Results of the case study related to GWP and PE were as follows. The building foundations were responsible for 29% of the embodied GWP and 20% of the embodied PE, while the CFS skeleton was responsible for 30% of the embodied GWP and 49% of the embodied PE. The production stage was responsible for 90% of the embodied GWP and embodied PE. When benefits associated with recycling/reuse were included in the analysis according to Module D of EN 15978, the embodied GWP was reduced by 15.4% while the embodied PE was reduced by 6.22%. Compared with conventional construction systems, the CFS framing systems had much lower embodied GWP and PE.

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Rezaeian, Hooman, George Charles Clifton, and James B. P. Lim. "Compatibility Forces in Floor Diaphragms of Steel Braced Multi-Story Buildings." Key Engineering Materials 763 (February 2018): 310–19. http://dx.doi.org/10.4028/www.scientific.net/kem.763.310.

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Floors have a key role in the seismic behaviour of structures, especially in multi-story buildings. The in-plane behaviour of a floor system influences the seismic response of the structure significantly and affects the distribution of lateral forces between seismic resisting systems and over the height of the structure. In buildings where the seismic resisting systems are in the same location in plan on each floor over the height of the building, inertial and displacement compatibility shear forces are the principal shear forces generated at the interface between the floor system and the seismic-resisting system. These two are called interface diaphragm forces. These interface forces must be transferred into the appropriate lateral load resisting system and the interface must be well designed and detailed. Determination of the magnitude of the interface loads on concrete diaphragms are not well understood and still a matter of debate. There is no consensus of a design procedure for determining the diaphragm actions and distribution into the seismic resisting systems. In this paper, interface forces generated in floor diaphragms by asymmetrical actions of the braced framing system on each side of the building in the direction of analysis have been investigated. A numerical study using Numerical Integration Time History Analysis (NITH), has been undertaken to evaluate the interface forces of concrete floor diaphragms in a 12-story braced steel building. The results of nonlinear time history analyses using ground motion records from three different earthquakes are presented.

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Rojas, Hugo A., Christopher Foley, and Shahram Pezeshk. "Risk-Based Seismic Design for Optimal Structural and Nonstructural System Performance." Earthquake Spectra 27, no. 3 (August 2011): 857–80. http://dx.doi.org/10.1193/1.3609877.

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An automated performance-based design methodology to optimize structural and nonstructural system performance is outlined and it is shown that it can be used to enhance understanding of structural steel system design for minimum life-cycle costs. Performance is assessed using loss probability with direct economic loss expressed as a percentage of the building replacement cost. Time-based performance assessment is used to compute the expected annual loss of a given steel framing system assuming exposure to three seismic hazard levels. Damage to the structural system, nonstructural displacement-sensitive components, and nonstructural acceleration-sensitive components is characterized using fragility functions. A steel building with three-story, four-bay topology taken from the literature is used to demonstrate application of the algorithm with subsequent comparison of designs obtained using the proposed methodology and others found in the literature.

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Faruqi, Mohammed, Eliborio Pena, and Jina Balogh. "GEOTECHNICAL STRUCTURES: INVESTIGATION OF DRILLED SHAFTS IN HIGHLY EXPANSIVE SOILS." Engineering Structures and Technologies 6, no. 2 (December 6, 2014): 69–76. http://dx.doi.org/10.3846/2029882x.2014.972633.

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Construction over extremely expansive soils raises the risk of structural foundation failure and potential failure to the building itself. This is due to shrinkage and swell characteristics of expansive soils. This works presents an extensive case study of a distressed building built on drilled piers and expansive soil, and describes innovative practical ideas that can be used in the renovation of its foundation. The building is located west of San Antonio, Texas, USA. This building has experienced significant settlements and differential building movement resulting in widespread building distress. The following foundation based structural distresses were found in the building: 1) vertical movements of more than 300 mm, 2) bearing surface had completely spalled away and the beams were supported solely by bent and corroded anchor bolts which were not well confined in the surrounding concrete, 3) the beam rotations and lateral movement caused the steel stub columns supporting the floor framing to tilt sideways. This created eccentric support conditions that could result in sudden instability failure of either the beams or columns, and 4) under bathrooms in the northwest corner of the building, significant corrosion of steel framing was observed due to long term exposure to moisture leaking through cracks in the floor slab above. Drilled piers were studied using spot study, soil data obtained from boreholes and laboratory tests based on American standards. It is recommended that 0.5 m diameter piers of lengths 18.3 m with positive skin friction to prevent uplift, and a load carrying capacity of 1737 kN be used to rehabilitate the failing foundation. Also, new shafts are to be designed for a minimum factor of safety 2.5 and the rejection of an unacceptable pier required installation of one or more replacement piers at locations that would facilitate load transfer from the structure above.

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Springfield, J. "Semi-rigid connections structural steel framing: A practising engineer's view." Journal of Constructional Steel Research 8 (January 1987): 1–13. http://dx.doi.org/10.1016/0143-974x(87)90051-4.

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Padilla-Llano, David A., Cristopher D. Moen, and Matthew R. Eatherton. "Cyclic axial response and energy dissipation of cold-formed steel framing members." Thin-Walled Structures 78 (May 2014): 95–107. http://dx.doi.org/10.1016/j.tws.2013.12.011.

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Tagawa, Hiroyuki, and Gregory A. MacRae. "Seismic Simulation of U.S. and Japanese Type Steel Moment-Resisting Frame Structures Using Practical FEM Macro Models." Key Engineering Materials 763 (February 2018): 557–65. http://dx.doi.org/10.4028/www.scientific.net/kem.763.557.

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Building structures around the world have been designed using various framing methods. In Japan, the two-way moment-resisting frame structure, which is designed as a 3D seismic frame with beams connected to the columns, with moment connections in both directions, is traditionally constructed. In contrast, in the United States and many other countries in high seismic regions, the one-way moment-resisting frame structure, which is designed as separate seismic and gravity frame structure with only a few expensive moment connections in seismic frames, is typically constructed. Structures with these different framing systems are likely to exhibit different seismic response and collapse mechanism when subjected to large earthquake excitation. However, the simulation up to complete collapse has almost not been conducted and safety margin to complete collapse of these different framing systems has not been sufficiently understood. In this study, seismic simulation of U.S. and Japanese type three-story steel moment-resisting frame structures is conducted using general-purpose finite element analysis program. Practical macro models used for the simulation are based on beam and shell elements. It is found that composite effects of floor slab accelerate column yielding in both U.S. and Japanese type steel frame structures and drift concentration may occur at relatively small ground motion level and eventually result in complete collapse.

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Crosier, Jeff, Mark Hannah, and David Mukai. "Damage to steel storage racks in industrial buildings in the Darfield earthquake." Bulletin of the New Zealand Society for Earthquake Engineering 43, no. 4 (December 31, 2010): 425–28. http://dx.doi.org/10.5459/bnzsee.43.4.425-428.

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On September 8, a team investigated damage to industrial structures in Christchurch due to the Darfield Earthquake. While there was very little damage to structures regardless of age and framing system, damage to steel storage racks varied from no damage to complete collapse. This paper reports on the observations about the damage to steel racks, reviews pertinent design standards, and makes some preliminary conclusions about the performance of steel storage racks in the Darfield earthquake.

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Alekperov, Rafik, and Ivan Aksenov. "Decrease of cold-formed slotted studs heat conductivity by slots shape modification." E3S Web of Conferences 97 (2019): 06009. http://dx.doi.org/10.1051/e3sconf/20199706009.

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Cold-formed steel framing is gaining ground in Russia. Now it’s making attempts to adopt curtain wall panels with cold-formed slotted steel members in residential building. In view of cold Russian climate, a problem of mitigation of the cold bridge effect created by the steel have appeared. It’s proposed to improve steel members’ thermal performance by choice a new web holes shape. Stud models with different web holes configuration were investigated by means of fine element analysis in COMSOL Multiphysics software. Their thermal and load-carrying performance was compared with a standard slotted stud. Two promising pilot models were chosen for further experimental research. An experiment to compare heat conduction capacity of these pilot models and a standard slotted stud was carried out in the Laboratory of glass and facade constructions. The results of this experiment are presented in this article.

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Chen, C. Y., F. A. Boudreault, A. E. Branston, and C. A. Rogers. "Behaviour of light-gauge steel-frame – wood structural panel shear walls." Canadian Journal of Civil Engineering 33, no. 5 (May 1, 2006): 573–87. http://dx.doi.org/10.1139/l06-015.

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The second phase of the research project to develop a shear wall design method that could be used in conjunction with the 2005 National Building Code of Canada involved evaluation of the performance characteristics of the tested steel-frame – wood structural panel shear walls. A nonlinear and pinched resistance versus deflection hysteretic behaviour was exhibited, although in most cases the walls could sustain large inelastic deformation cycles with limited strength degradation. A significant amount of energy could be dissipated under reversed cyclic loading. Walls 1220 mm and 2440 mm in length were able to develop their maximum capacity at similar displacement levels; however, the 610 mm long walls required significantly larger displacements prior to reaching their ultimate shear resistance. The performance of the walls was directly linked to the behaviour of the sheathing-to-framing screw connections, except in one case in which local buckling of the chord studs controlled the ultimate shear resistance. Given the behaviour observed during testing, this type of wall construction can be relied on to resist lateral loading, including earthquake effects in the inelastic range, assuming the designer ensures that failure of the wall is limited to the sheathing-to-framing connections.Key words: shear wall, light-gauge steel, wood structural panel, earthquake, wind.

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Surovek, Andrea E., Donald W. White, and Roberto T. Leon. "Direct Analysis for Design Evaluation of Partially Restrained Steel Framing Systems." Journal of Structural Engineering 131, no. 9 (September 2005): 1376–89. http://dx.doi.org/10.1061/(asce)0733-9445(2005)131:9(1376).

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Lelli, Lorenzo, and Jonas Loutan. "Advanced analyses of the membrane action of composite slabs under natural fire scenarios." Journal of Structural Fire Engineering 9, no. 1 (March 12, 2018): 77–90. http://dx.doi.org/10.1108/jsfe-12-2016-0020.

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Purpose This paper aims to detail the advanced natural fire simulations that were carried out for the composite steel-reinforced concrete structure of the JTI Building in Geneva, Switzerland. The results of these analyses led to a significant reduction of in the fireproofing of the steel floor framing. Design/methodology/approach Several scenarios were studied considering different thermal behaviours of the peripheral cladding. Despite the small thickness of the resisting slabs, the analyses performed with SAFIR software showed that the typical wide storey bay (12 × 15.86 m) can resist to the design’s fire temperatures without the protection of the main and secondary beams while the spandrels remain protected. For study completeness, the composite frame-membrane model was also simulated with Hasemi-localized fire routines on SAFIR. Findings The analyses have showed that the membrane behaviour of composite slabs under fire allows a significant reduction of the fire protection, even in case of small thickness of the concrete topping. The increase of the reinforcement ratio to sustain the membrane forces is widely compensated by the savings related to the fireproofing of the steel framing. Practical/implications A natural fire approach is particularly advisable in case of fully glazed buildings. In fact when the façade collapses, the entry of a large cold air quantity limits the increase of the gas temperature inside the compartment. Originality/value The analyses were carried out with recent SAFIR routines for localized fires (Hasemi fire model) and represent one of the first applications in practice. The issue of the rebar orientation in mesh is raised out. The latest SAFIR release allows the definition of a global orientation of the rebars and amends the issue.

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Syed, Azam Mohiuddin, and Jan Kośny. "Effect of Framing Factor on Clear Wall R-value for Wood and Steel Framed Walls." Journal of Building Physics 30, no. 2 (October 2006): 163–80. http://dx.doi.org/10.1177/1744259106068884.

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Gandelli, Emanuele, Dario De Domenico, and Virginio Quaglini. "Cyclic engagement of hysteretic steel dampers in braced buildings: a parametric investigation." Bulletin of Earthquake Engineering 19, no. 12 (July 1, 2021): 5219–51. http://dx.doi.org/10.1007/s10518-021-01156-3.

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AbstractHysteretic steel dampers have been effectively used to improve the seismic performance of framed buildings by confining the dissipation of seismic energy into sacrifical, replaceable devices which are not part of the gravity framing system. The number of cycles sustained by the dampers during the earthquake is a primary design parameter, since it can be associated to low-cycle fatigue, with ensuing degradation of the mechanical properties and potential failure of the system. Current standards, like e.g. the European code EN 15129, indeed prescribe, for the initial qualification and the production control of hysteretic steel dampers, cyclic tests in which the devices are assessed over ten cycles with amplitude equal to the seismic design displacement dbd. This paper presents a parametric study focused on the number of effective cycles of the damper during a design earthquake in order to assess the reliability of the testing procedure proposed by the standards. The study considers typical applications of hysteretic steel dampers in low and medium-rise steel and reinforced concrete framed buildings and different ductility requirements. The results point out that the cyclic engagement of the damper is primarily affected by the fundamental period of the braced building and the design spectrum, and that, depending on these parameters, the actual number of cycles can be substantially smaller or larger that recommended by the standards. A more refined criterion for establishing the number of cycles to be implemented in testing protocols is eventually formulated.

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Gorgolewski, Mark. "Developing a simplified method of calculating U-values in light steel framing." Building and Environment 42, no. 1 (January 2007): 230–36. http://dx.doi.org/10.1016/j.buildenv.2006.07.001.

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Adjeleian, J., M. Allen, J. L. Humar, and G. McRostie. "National aviation museum, Ottawa." Canadian Journal of Civil Engineering 13, no. 6 (December 1, 1986): 722–32. http://dx.doi.org/10.1139/l86-107.

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This paper describes various aspects of the design and construction of a new building for the National Aviation Museum, currently nearing completion on a site on the Rockliffe Airport, Ottawa. The museum will house the aeronautical collection now displayed in World War II hangars.The new museum building is shaped like an isosceles right-angled triangle with a short side 161 m long and a clear height of 13.2 m from the floor to the underside of the roof framing. A two-storey wing on the west side contains the public entrances and the administrative offices.The soil at the site consists of a deep layer of preconsolidated sensitive clay underlain by dense glacial till containing boulders, then a layer of dense sand with gravel and boulders. The main columns of the building are supported by 55 m deep piles driven to suitable resistance in the dense sand and boulder layer, while the perimeter columns rest on spread footings, supported on the surface clay layer.The roof structure, which is one of the largest of its kind, consists of a space truss with top and bottom chords staggered with respect to each other and laid on a square grid 3.3 m by 3.3 m. The depth of the roof framing is also 3.3 m.The paper presents details of subsurface exploration and the types of foundations used. The structural framing for the roof as well as the steps involved in the analysis and design of the roof are described. Also presented are details of the fabrication methods, weld testing, and erection procedures. Key words: National Aviation Museum (Ottawa), pile foundations, dynamic testing, structural steel, space truss, welded joint, ultrasonic weld inspection.

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Smith, Brooks H., Aritra Chatterjee, Sanjay R. Arwade, Cristopher D. Moen, and Benjamin W. Schafer. "System Reliability Benefits of Repetitive Framing in Cold-Formed Steel Floor Systems." Journal of Structural Engineering 144, no. 6 (June 2018): 04018061. http://dx.doi.org/10.1061/(asce)st.1943-541x.0002025.

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Azman, Mohamed Nor Azhari, Mohd Sanusi S. Ahamad, Taksiah A.Majid, and Mohd Hanizun Hanafi. "Status of Industrialized Building System Manufacturing Plant in Malaysia." Journal of Civil Engineering, Science and Technology 2, no. 2 (December 1, 2011): 8–16. http://dx.doi.org/10.33736/jcest.89.2011.

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The trend construction industry have move from project based to product based in term of long term investment. Industrialized building system (IBS) in Malaysia is defined as a construction system where components are manufactured at factories on or off site, transported and then assembled into a structure with minimum work. IBS also is known as off-site construction or prefabrication. Thus, IBS have the similarity drive and challenge with the United States (US), United Kingdom (UK) and Australia; and among the factors are skilled craft worker, fast track completion, cost and transportation. United States, United Kingdom and Australia have achieved modular building standard while Malaysia still in the hybridization stage. The Malaysian government and researcher have promoted the modern method construction industry to break the ‘traditional technology’. Anecdotally, the total number of IBS manufacturing plant has increased from 21 in 2002 to 143 factories in 2010. From the evolution of the IBS manufacturing component, the most favorable system used in the IBS component is the precast concrete system and followed by the steel framing system.

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Iliescu, Mihaiela, Maria-Magdalena Roşu, and Dragoș Căpăţină. "Optimization of the Induction Process on Light Gauge Steel Profiles Used in Metallic Framed Sustainable Eco-Constructions." Sustainability 11, no. 23 (November 26, 2019): 6686. http://dx.doi.org/10.3390/su11236686.

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Ecological steel framed sustainable and anti-seismic constructions have been highly developed in America, Asia and Europe. Following this trend, Romania has the opportunity to build houses, flats, offices and storage halls using the light gauge steel (LGS) framing system. For reasons of efficient and economic building, sustainable development and requirements from builders of steel framed constructions in Romania, it has been considered an issue to improve some of the steel mechanical characteristics. The metallic profile, which is the basic component of the steel framed system, is manufactured by cold roll forming from laminated low carbon steel strips, galvanized for good corrosion protection. Improving the material’s hardness and tensile strength stands as a challenge caused by the limitations that follow: Reduced material thickness, low carbon content of the material (required for the cold deformation process), estimated profile thermal deformation and customized profile section to harden. This research is focused on the optimization of the induction process (by high frequency current) applied to the LGS material. The advantages and benefits of improving the light gauge steel profile’s hardness are pointed out towards the end of this article.

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Savytskyi, Mykola, Tetiana Nikiforova, Oleh Nosenko, Mykola Kotov, and Ruslan Papirnyk. "Construction technology for affordable housing with the use of space-braced concrete-filled steel tubular framing." E3S Web of Conferences 280 (2021): 03003. http://dx.doi.org/10.1051/e3sconf/202128003003.

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Among many tasks to be done by the state, the most significant is a social-economic one i.e. provision of its citizens with affordable, long-lasting, energy- efficient and economical housing. One of the ways of doing the given task is the application of concrete-filled steel tubular (CFST) structures, for the elements of a building, of circular, square or rectangular type. It is also possible to use such structures not only for a new housing stock but in the reconstruction of present one at the expense of additional storeys (about 20); without demolition and total resettlement of tenants of the house under reconstruction. Alongside with this, there is an opportunity to increase total area of residential houses and make new types of comfortable place of various purpose.

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Jammi, Ashok, and S. Arul Jayachandran. "Experimental studies on screw connections between cold-formed steel framing and sandwich sheathing." Structures 32 (August 2021): 2048–59. http://dx.doi.org/10.1016/j.istruc.2021.02.066.

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Wu, Hanheng, Sisi Chao, Tianhua Zhou, and Xiangbin Liu. "Cold-formed steel framing walls with infilled lightweight FGD gypsum Part I: Cyclic loading tests." Thin-Walled Structures 132 (November 2018): 759–70. http://dx.doi.org/10.1016/j.tws.2018.04.003.

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Wu, Hanheng, Sisi Chao, Tianhua Zhou, and Yunxiao Liu. "Cold-formed steel framing walls with infilled lightweight FGD gypsum Part II: Axial compression tests." Thin-Walled Structures 132 (November 2018): 771–82. http://dx.doi.org/10.1016/j.tws.2018.06.034.

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KISHIKI, Shoichi, Anisa Jasmine APRIYADI, Nobuhiko TATSUMI, Eiichi WATANABE, Yukichi OKADA, Masaru HASEBE, and Takayuki IIJIMA. "APPLICATION OF POWER ACTUATED FASTENERS TO FRAMING COMPONENTS (PART 1): JOINT STRENGTH OF STEEL DECK WITH POWER ACTUATED FASTENERS." Journal of Structural and Construction Engineering (Transactions of AIJ) 86, no. 779 (2021): 135–44. http://dx.doi.org/10.3130/aijs.86.135.

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Ibrahimov, Alexander, Pavel Vechtomov, Peraskovya Andreeva, and Aleksandra Popova. "Six types of enclosing structures for low-storey houses. Economic comparison." MATEC Web of Conferences 251 (2018): 03034. http://dx.doi.org/10.1051/matecconf/201825103034.

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The article represents comparative economic analysis of 6 types of enclosing structures for low-storey houses. They are: masonry, foam concrete blocks laying, glued laminated lumber, timber frame construction, light-weight steel thin-walled framing, glued veneer panel. The last one distinguishes of a high factory readiness level, allow using nonconforming veneer in its compound, may contain underlining depending of the exact region. Analysis was carried out using five-grade scale in several groups of parameters, such as: physical characteristics, building conditions, extra works if needed and maintainability, economical characteristics, probability rate. The results obtained maid it possible to recommend glued veneer panel for universal application.

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Branston, A. E., C. Y. Chen, F. A. Boudreault, and C. A. Rogers. "Testing of light-gauge steel-frame - wood structural panel shear walls." Canadian Journal of Civil Engineering 33, no. 5 (May 1, 2006): 561–72. http://dx.doi.org/10.1139/l06-014.

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At present, no Canadian document is available with which engineers can design light-gauge steel-frame – wood structural panel shear walls that are relied upon to resist lateral in-plane loading (earthquake and wind). For this reason, a research project was initiated with the overall goal of developing a shear wall design method that could be used in conjunction with the 2005 National Building Code of Canada. The initial phase of the project was to conduct an experimental study to provide information on the response of single-storey shear walls. An extensive program of tests was completed on walls composed of 1.12 mm thick 230 MPa grade steel framing sheathed with 12.5 mm Douglas-fir plywood, Canadian softwood plywood, or 11 mm oriented strand board wood structural panels. Various wall lengths and connection patterns were incorporated into the program of monotonic and reversed cyclic tests. The scope of testing was selected such that it added to the North American database of information for steel-frame – wood structural panel shear walls. Information on the test program and the general results are provided in this paper.Key words: shear wall, light-gauge steel, wood structural panel, earthquake, wind.

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Tan, Cher Siang, M. Md Tahir, Poi Ngian Shek, and Ahmad Beng Hong Kueh. "Experimental Investigation on Slip-In Connection for Cold-Formed Steel Double Channel Sections." Advanced Materials Research 250-253 (May 2011): 1038–41. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.1038.

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The application of cold-formed steel in light steel framing design can become a popular choice of Industrialized Building System, by moving huge amount of construction work to the factory and leaving the construction site cleaner and safer. However the joints behaviour for primary structures, particularly the partial strength semi-rigid beam-to-column connection has not been studied in depth. This paper presents the isolated joint test on slip-in connection using 6 mm hot-rolled steel gusset plate. Two cold-formed lipped channel sections were placed back-to-back to form beam and column members. Three specimens with the depth of beam ranging from 150 mm to 250 mm were tested. From the experimental results, it is observed that the ratio of moment resistance of joint to the moment resistance of the connected beam increases in the range of 0.46 to 0.70. The rotational capacities of the joints exceed 30 mRad. The rotational stiffness achieves 511 kNm/rad to 1671 kNm/rad. It is concluded that the proposed connections could be classified as partial strength connection.

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Li, Yuanqi, Zuyan Shen, Xingyou Yao, Rongkui Ma, and Fei Liu. "Experimental Investigation and Design Method Research on Low-Rise Cold-Formed Thin-Walled Steel Framing Buildings." Journal of Structural Engineering 139, no. 5 (May 2013): 818–36. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000720.

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Roque, Eduardo, Romeu Vicente, Ricardo M. S. F. Almeida, and Victor M. Ferreira. "Energy consumption in intermittently heated residential buildings: Light Steel Framing vs hollow brick masonry constructive system." Journal of Building Engineering 43 (November 2021): 103024. http://dx.doi.org/10.1016/j.jobe.2021.103024.

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Umnova, Olga, Dmitry Tuev, and Timur Giyasov. "Design of low-rise buildings from thin-walled steel frame structures." MATEC Web of Conferences 193 (2018): 03037. http://dx.doi.org/10.1051/matecconf/201819303037.

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Addressing sustainable development challenges, Russia is seeking new opportunities for the use of thin-walled cold-cast structures to meet the requirements of cost-effectiveness, eco-friendliness, and rapid construction. The study aims to explore the possibilities of design and calculation of low-rise buildings erected from lightweight thin-walled steel structures using frame construction technology. The design solutions for the roof, walls, floors, and foundation are exemplified using concrete examples. The load capacity off framing studs, roof beams, and floor slabs was calculated. Three methods were used for calculation - Eurocode 3, direct strength test, and ultimate load test in compliance with AISI standards.

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Yao, Xinmei, Xuhong Zhou, Yu Shi, Yu Guan, and Yuxuan Zou. "Simplified calculation method for flexural moment capacity of cold-formed steel built-up section beams." Advances in Structural Engineering 23, no. 14 (June 20, 2020): 3153–67. http://dx.doi.org/10.1177/1369433220931208.

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Cold-formed steel built-up section beams are commonly employed in cold-formed steel framing owing to their excellent mechanical performance. In order to develop a simplified approach for obtaining the flexural moment capacity of built-up section beams, both experimental study and numerical analysis on the flexural behavior of cold-formed steel built-up I-section and box section beams under flexural load were carried out in this study. The I-section beams are assembled from two back-to-back cold-formed steel lipped channels, and the box section beams consist of a cold-formed steel plain channel overlapping a lipped channel. First, four-point bending tests were performed on 30 simply supported specimens having 10 different configurations, and the moment capacities and failure modes of built-up section beams at ultimate loads were investigated. The failure characteristics observed were the interaction of local and distortional buckling of the web and top flange for I-section beams and local buckling of the web and top flange in pure bending for box section beams. Then, finite element models were developed to simulate the tested specimens and validated against the experimental results in terms of the moment capacities and failure characteristics. Moreover, extensive parametric studies, including section height-to-width ratio and flange width-to-thickness ratio, were conducted with the validated numerical models to identify the key factors influencing built-up section beams. Finally, a simplified calculation method considering the reduction factor of the gross section modulus of the built-up section to predict the flexural moment capacities of cold-formed steel built-up I-section and box section beams was proposed.

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Bahaz, A., S. Amara, J. P. Jaspart, and J. F. Demonceau. "Analysis of the Behaviour of Semi Rigid Steel End Plate Connections." MATEC Web of Conferences 149 (2018): 02058. http://dx.doi.org/10.1051/matecconf/201814902058.

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The analysis of steel-framed building structures with full strength beam to column joints is quite standard nowadays. Buildings utilizing such framing systems are widely used in design practice. However, there is a growing recognition of significant benefits in designing joints as partial strength/semi-rigid. The design of joints within this partial strength/semi-rigid approach is becoming more and more popular. This requires the knowledge of the full nonlinear moment-rotation behaviour of the joint, which is also a design parameter. The rotational behaviour of steel semi rigid connections can be studied using the finite element method for the following three reasons: i) such models are inexpensive; ii) they allow the understanding of local effects, which are difficult to measure accurately physically, and iii) they can be used to generate extensive parametric studies. This paper presents a three-dimensional finite element model using ABAQUS software in order to identify the effect of different parameters on the behaviour of semi rigid steel beam to column end plate connections. Contact and sliding between different elements, bolt pretension and geometric and material non-linearity are included in this model. A parametric study is conducted using a model of two end-plate configurations: flush and extended end plates. The studied parameters were as follows: bolts type, end plate thickness and column web stiffener. Then, the model was calibrated and validated with experimental results taken from the literature and with the model proposed by Eurocode3. The procedure for determining the moment–rotation curve using finite element analysis is also given together with a brief explanation of how the design moment resistance and the initial rotational stiffness of the joint are obtained.

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Storozhenko, Leonid, Dmytro Yermolenko, and Grygorii Gasii. "Investigation of the Deformation State of a Composite Cable Space Frame Structures with a Photogrammetric Method." International Journal of Engineering & Technology 7, no. 3.2 (June 20, 2018): 442. http://dx.doi.org/10.14419/ijet.v7i3.2.14568.

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The article presents experimental study results of the deformation state of composite cable space frame structures, including composite steel-concrete structures. Composite cable space frame structures are three-dimensional roof framing of long-span buildings. The designed constructions are a new type of roof framing structures and consist of typical composite steel-concrete modules connected with steel cable elements. The operation of composite cable space frame structures under load is characterised by geometric nonlinearity. The aim of the research is to study the deformation state and changing the geometric shape of experimental structures under the influence of external load. The technique of studying the deformation state of the composite cable space frame structures is based on the principles of digital photogrammetry. At the limit state the composite cable space frame structures change their regular shape. In this case, the central vertical points get the greatest vertical displacements, and the displacement value decreases closer to the supports. It is defined that the investigated construction has demonstrated combined action of all its components during the test, which indicates its effectiveness. The application of the photogrammetry method made possible to determine the moment of reaching the limit state of the composite cable space frame structures concretely.

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Fülöp, L. A., and D. Dubina. "Design Criteria for Seam and Sheeting-to-Framing Connections of Cold-Formed Steel Shear Panels." Journal of Structural Engineering 132, no. 4 (April 2006): 582–90. http://dx.doi.org/10.1061/(asce)0733-9445(2006)132:4(582).

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Gomes, Adriano Pinto, Henor Artur de Souza, and Arlindo Tribess. "Impact of thermal bridging on the performance of buildings using Light Steel Framing in Brazil." Applied Thermal Engineering 52, no. 1 (April 2013): 84–89. http://dx.doi.org/10.1016/j.applthermaleng.2012.11.015.

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Journal articles on the topic 'Steel framing in building'

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