Relevant bibliographies by topics / Portal frame structures

Contents

  1. Journal articles
  2. Dissertations / Theses
  3. Book chapters
  4. Conference papers
  5. Reports

Academic literature on the topic 'Portal frame structures'

Author: Grafiati
Published: 4 June 2021
Last updated: 9 February 2022

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Journal articles on the topic "Portal frame structures"

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Liang, De Zhi, and Min Huang. "Study on Vertical Wind-Induced Vibration Response for Portal Frame Structures." Applied Mechanics and Materials 71-78 (July 2011): 3605–9. http://dx.doi.org/10.4028/www.scientific.net/amm.71-78.3605.

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In recent years, as the portal frame’s height toward higher and the span toward wider, the influence of wind vibration becomes more and more prominent among the portal frame structure. In the design of the portal frame, there are many different opinions on whether considering the impact of the vertical wind vibration to the portal frame. This paper taking a true engineering as an example, using finite element software to establish the solid model of the portal frame structure, selecting the junction of purlin and roof as a node of imposing vertical fluctuating wind load, we made numerical simulation analysis of vertical wind vibration. The simulation results will be compared with data of the internal forces and deformation under the average wind pressure. The results showed that: vertical wind vibration has a prominent effect to the portal frame and should be considered in the design.
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BASAGA, H. B., M. E. KARTAL, and A. BAYRAKTAR. "RELIABILITY ANALYSIS OF STEEL BRACED REINFORCED CONCRETE FRAMES WITH SEMI-RIGID CONNECTIONS." International Journal of Structural Stability and Dynamics 12, no. 05 (October 2012): 1250037. http://dx.doi.org/10.1142/s021945541250037x.

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This paper presents the reliability analysis of the frame structures with semi-rigid connections. For this purpose, the SEMIFEM finite element program that is capable of dealing with the semi-rigid connections is coded in FORTRAN. Then, this program is connected to the reliability algorithm. The direct coupling method, which is a combination of the reliability method and finite element method, is utilized to determine the reliability indexes and probabilities of failure for the structure. The first order reliability method (FORM) is the one favored in the present reliability analysis. Two sets of steel framed structures are analyzed; each of four and eight stories, consisting of a portal frame and three types of concentrically braced frames. Concrete compression strength limit state in reinforced concrete (RC) columns, steel strength limit state in steel braces and inter-story drift limit state are considered in reliability evaluation. According to the limit states, X braced frames are determined as the safest structures, while the portal frames are regarded as the most unsafe structures. As the connection percentage increases, the safety of the structure increases in terms of inter-story drift and steel strength limit states, but decreases for concrete compression strength limit states.
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Noguchi, Masahiro, Shinjiro Takino, and Kohei Komatsu. "Development of wooden portal frame structures with improved columns." Journal of Wood Science 52, no. 1 (February 2006): 51–57. http://dx.doi.org/10.1007/s10086-005-0714-y.

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Ni, Chun, Mohammad Mohammad, Abdullah Al Mamun, and G. Doudak. "Performance Evaluation of Portal Frame System in Low-Rise Light-Frame Wood Structures." Journal of Structural Engineering 140, no. 3 (March 2014): 04013078. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000878.

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Far, Harry, and Claire Far. "Timber Portal Frames vs Timber Truss-Based Systems for Residential Buildings." Advances in Civil Engineering 2019 (July 28, 2019): 1–7. http://dx.doi.org/10.1155/2019/9047679.

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A large number of structures have been built during or after the construction of a house or residential-zoned building, which are not built at the same time and/or integrally with the structural integrity of the residential dwelling. These include carports, pergolas, sheds, and barns. The typical method of constructing these structures is a general timber truss and column system. The aim of this study is to look at the feasibility and economic incentive that may be gained from using a timber portal frame system, similar to the steel or timber portal frames used for larger industrial constructions, over the traditional timber truss and column arrangement. In this study, designs for three cases of timber truss and timber portals were carried out using industry appropriate methods and standards. Using the design information and data gathered through talks with industry professionals, both methods of construction were compared on cost and overall time duration. From the comparison of the truss and portal designs, the use of timber portal frames over timber truss systems proved to have advantage in relation to overall cost and man power involved. This could certainly affect the current attitude towards the construction of small residential buildings in the future.
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Belleri, Andrea, Alessandra Marini, Paolo Riva, and Roberto Nascimbene. "Dissipating and re-centring devices for portal-frame precast structures." Engineering Structures 150 (November 2017): 736–45. http://dx.doi.org/10.1016/j.engstruct.2017.07.072.

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Chen, Ming, and Xiao Fei Ma. "In-Plane Stability Bearing Capacity of Variable Section Column." Applied Mechanics and Materials 578-579 (July 2014): 717–22. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.717.

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Variable section portal frame is increasingly concerned and is widely used for its economy, beauty and short construction period, compared with other traditional structures. In-plane stability response of variable section columns of portal frames is the focus of this paper. Results are presented for parameters influence of variable section column on the in-plane stability bearing capacity with finite element analysis. References are proposed for practical application compared with computational formulas of Technical Specification for Steel Structure of Light-Weight Buildings with Gabled Frames.
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Chen, Shui Fu, and Ying Gong. "Pushover Analysis of Light-Weight Steel Portal Frame Structures under Strong Wind Loading." Advanced Materials Research 446-449 (January 2012): 386–89. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.386.

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An elastic-plastic pushover analysis has been performed to a typical two-bay light-weight steel portal frame for investigation of the nonlinear load-deformation behaviors of the structure under strong wind loading. The finite-element model is first established for the portal frame. Then the monotonically increased lateral load and uniformly distributed vertical load representing wind loading are applied to the frame while the structure deforms from full elastic range to elastic-plastic stage. The loading process continues until the top displacement reaches its target value or enough number of plastic hinges occurs so that the structure changes to an unstable mechanism. The analysis results indicate that different lateral loading modes (top point loading or uniformly distributed loading) lead to almost the same deformation and failure behavior of the frame, and the final load-carrying capacity of the frame considerably decreases with increase of the vertical loading.
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Ghabussi, Aria, Jafar Asgari Marnani, and Mohammad Sadegh Rohanimanesh. "Improving seismic performance of portal frame structures with steel curved dampers." Structures 24 (April 2020): 27–40. http://dx.doi.org/10.1016/j.istruc.2019.12.025.

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Obe, Tayo, Chinwuba Arum, and Oladimeji Olalusi. "Optimization of single-span single-storey portal frame buildings." Facta universitatis - series: Architecture and Civil Engineering 17, no. 4 (2019): 359–76. http://dx.doi.org/10.2298/fuace190610021o.

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Many structural designs are done without comprehensive consideration for achieving optimum design. To achieve minimum mass optimization, a mathematical model was developed in this study and subjected to British Standard (BS 5950) code requirements for structural integrity as constraints. Visual basic application (VBA) codes were written into a spreadsheet environment to implement the model. The developed optimization model was validated using different sample shed structures of same volume (729m?) but of different height to span to length (H: b: L) ratios which were obtained using the Ratio method and the Step size method. The best parameter ratio of height to length to breadth obtained was 1:1:1 which is similar to what was obtained by other authors. Parametric design case study analysis was also performed for three different design situations with a given span b, heights H and h and frame spacing S. The minimum masses of steel for a fixed plan area of the buildings were obtained for each of the three scenarios. It is recommended that design engineers should consider varying major frame parameters such as frame spacing and heights at pre-design stages in order to obtain optimal values of parameters which will ensure economical structures.
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Dissertations / Theses on the topic "Portal frame structures"

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Wong, Shao Young. "The structural response of industrial portal frame structures in fire." Thesis, University of Sheffield, 2001. http://etheses.whiterose.ac.uk/3005/.

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A number of recent fires in single-storey warehouses have drawn attention to a current lack of understanding about the structural response of industrial portal frame structures to elevated temperatures. This research project has investigated the subject by conducting fire tests on a scaled model and by computer modelling using the non-linear finite element program VULCAN. This program has been developed in-house by the University of Sheffield and is capable of modelling the behaviour of three-dimensional steel and composite frames at elevated temperatures. It has been validated throughout its development. An initial investigation was conducted to validate the program for analysing inclined members, which form part of a pitched- roof portal frame, but for which it was not initially developed. Additional features were implemented into the program where necessary. A series of indicative fire tests was conducted at the Health and Safety Laboratories, Buxton. A scaled portal frame model was designed and built, and three major fire tests were conducted in this structure. In the third of these tests the heated rafters experienced a snap-through failure mechanism, in which fire hinges could clearly be identified. The experimental results were then used for validating the numerical results produced by VULCAN analyses. The correlations were relatively close, both for predictions of displacements and failure temperatures. This gave increased confidence in using VULCAN to conduct a series of parametric studies. The parametric studies included two- and three-dimensional analyses, and a number of parameters were investigated, including the effects of vertical and horizontal load, frame geometry, heating profiles and base rotational stiffness. The influence of secondary members was investigated in the three-dimensional studies using different fire scenarios. A simplified calculation method has been developed for estimating the critical temperatures of portal frames in fire. The results compare well with predictions from VULCAN. The current guidance document for portal frames in boundary conditions has been reviewed, and the concept of performance-based design for portal frame structures has been discussed.
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Cunningham, Ronald. "Effects of joint continuity on tapered member steel portal framed structures." Thesis, Heriot-Watt University, 1987. http://hdl.handle.net/10399/1051.

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Louw, Graeme Scott. "Lateral support of axially loaded columns in portal frame structures provided by sheeting rails." Thesis, Stellenbosch : Stellenbosch University, 2008. http://hdl.handle.net/10019.1/1585.

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Thesis (MScEng (Civil Engineering))--Stellenbosch University, 2008.
Doubly symmetric I-section columns are often utilised in portal frame construction. The sheeting (or cladding) is carried by sheeting rails connected to the outer flange of these columns. Although it is common practice to include the sheeting rails in the longitudinal bracing system, by connecting the sheeting rail to the cross-bracing, designers must be wary because the connection between column and sheeting rail will not prevent twisting of the columns cross-section. It has been shown ([11], [12], [17]), that by including this eccentric restraint into the bracing of the column, that a torsional-flexural buckling mode of failure can occur when the column is subjected to axial load only. It was seen that this phenomenon is provided for in BS 5950 [18], but is not present in many other design codes of practice, in spite of this phenomenon being relatively well known. In some cases the compression resistance of a column can be significantly reduced when compared to that of a flexural buckled configuration. Previous work performed by Helwig and Yura [15] proposed specific column to sheeting rail connections which would allow for the sheeting rails to be used as elastic torsional braces and effectively rigid lateral braces. However, it is the objective of this investigation to determine if it is possible to include the eccentric sheeting rails into the bracing system, even when using a relatively simple cleat connection with only two bolts onto the sheeting rail. The objective of the research was investigated by conducting experimental tests coupled with a series of detailed finite element analyses. The purpose of the experimental set-up was to investigate the behaviour of a column laterally supported on one flange by a continuous sheeting rail and to compare it to the behaviour of a column laterally supported on both flanges by means of fly-braces (“kneebraces”). The behaviour of the columns, as determined by the experimental tests, was validated by the finite element analyses. The evident conclusion that can be drawn is that, for the case of a continuous sheeting rail, connected to column simply by two bolts and a cleat, that sufficient torsional restraint is provided to the column to prevent torsional-flexural buckling from being critical. This result is helpful, as it means that the buckling capacity of a column can be increased four-fold by enforcing the second flexural buckling mode instead of the first mode through utilising a continuous sheeting rail connected to a cross-bracing system as longitudinal bracing on the columns. This can be achieved without the need to provide any specific detailing to the column to sheeting rail connection. It is however, recommended that further experimental work be conducted on varying lengths of column in order to further validate the results of this work.
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Chen, Lu. "Robustness in fire of steel framed structures with realistic connections." Thesis, University of Manchester, 2013. https://www.research.manchester.ac.uk/portal/en/theses/robustness-in-fire-of-steel-framed-structures-with-realistic-connections(fcf4d94b-56f4-42bc-b20a-e2e497d4c14a).html.

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Joints are the most critical elements in a steel framed structure. In most design guides or codes, the joints are assumed to a have higher fire resistance than the connected structural members because of the lower temperatures in the joints. However, in severe fire conditions, a connected beam's temperature may be higher than its limiting temperature and the beam may develop catenary action when the beam’s axial shortening from large deflections becomes greater than the beam’s thermal expansion. This beam catenary action force could fracture the joints, increasing the risk of progressive collapse. This research focuses on the interaction between joints and the connected steel beams and columns in steel framed structures in fire, including how the behaviour of a joint-beam assembly may be efficiently analyzed and how the joints may be constructed to achieve high degrees of catenary action. Three methods of simulating the joint behaviour in fire have been developed and implemented in the commercial finite element software ABAQUS. In the first modelling method, all structural members, including the connections, were simulated using detailed solid elements to enable detailed behaviour of the structure to be faithfully represented. In the second method, the columns were represented by conventional line (beam) elements, the joints were represented using springs (Connector Elements) based on the component based method, and the beam was modelled using solid elements. In the third method, the joints were modelled using springs as in the second method and the beam and columns were simulated using line (beam) elements. As expected, the detailed simulation method was extremely time-consuming, but was able to produce detailed and accurate results. The simulation results from the second and third methods contained some inaccuracies, but depending on the simulation objective, their simulation results may be acceptable. In particular, the third simulation method was very efficient, suitable for simulating complete frame structures under very large deflections in fire. The first method (detailed finite element method) was then used to investigate how to change the joint details to increase the survivability of restrained steel beams and beam-column assemblies at high temperatures since it enables detailed behaviour of the structure to be faithfully represented. It is found that by improving joint deformation capacity, in particular, using extended endplate connection with fire resistant bolts, very high temperatures can be resisted. The frame robustness in fire was investigated using the third simulation method to save computation time. The simulation structure was three-bay by three-floor and different scenarios of fire location, fire spread and initial structural damage were considered. The simulation results show that once failure of a column occurs, progressive collapse of the structure could be easily triggered and it would be rather futile to only enhance the joint capacity. Therefore, in addition to the measures of improving joint capacities (both rotation and strength), design of the affected columns should include consideration of the additional catenary forces from the connected beams and the increased effective lengths. Furthermore, the lateral bracing system should be ensured to provide the structure with lateral restraint.
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Rudman, Chantal. "Investigation into the structural behaviour of portal frames." Thesis, Stellenbosch : University of Stellenbosch, 2009. http://hdl.handle.net/10019.1/1853.

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Sawan, Hassan Tayseer. "NONLINEAR STABILITY OF PORTAL FRAMES WITH ELASTIC END RESTRAINTS." Thesis, The University of Arizona, 1985. http://hdl.handle.net/10150/275410.

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Cullen, Gavin William James. "Performance of stabilised top-hat sections in portal frames." Thesis, Queen's University Belfast, 1993. http://ethos.bl.uk/OrderDetails.do?uin=uk.bl.ethos.359060.

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Freitas, Rafael Rodrigues de. "Estudo de uma estrutura em pórtico para utilização em um veículo agrícola autônomo." Universidade de São Paulo, 2008. http://www.teses.usp.br/teses/disponiveis/18/18145/tde-19012011-131359/.

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Avanços nas pesquisas em Veículos Agrícolas Autônomos (VAA\'s) e de Robôs Agrícolas Móveis (RAM\'s) têm sido conquistados nos últimos anos. Entretanto, um número limitado de trabalhos foca o desenvolvimento das estruturas destes veículos. O presente trabalho apresenta uma revisão de materiais encontrados na literatura e no mercado. Estudou-se modelagem cinemática de veículos autônomos que possuem configurações de suas estruturas projetadas para ter mobilidade melhorada. Estudaram-se estruturas mecânicas de máquinas que atuam em vários estádios de desenvolvimento de lavouras típicas brasileiras. Baseado no levantamento e esse estudo, foi projetado e construído um veículo com conceito modular e de pórtico para ser uma plataforma robótica no qual é utilizado para o sensoriamento em área agrícola. Uma modelagem cinemática simplificada do veículo foi realizada, fundamentada nos conceitos básicos de cinemáticas em robôs móveis. Por fim é apresentado o desenvolvimento da estrutura em pórtico do veículo. Pretende-se que o resultado auxilie no desenvolvimento de projeto de VAA\'s.
Advance on AAV (Autonomous Agriculture Vehicle) and MAR (Mobile Agriculture Robots) research are noticed in the recent years. However, a limited number of works focus in the structure development of such vehicles. This work introduces a review of the materials found in literature and market. Kinematics models of Autonomous Vehicles that have its structures designed to have mobility improved have been studied. It was studied mechanical structures of machines that act in various stages of typical brazilians crops. Based on this study and survey, a vehicle has been built with a modular concept and portal frame structure format to be used as a robotic platform in which it performs remote sensing in agricultural areas. A simplified Kinematic model have been done using basics concepts of mobile robots kinematics. At the end of this work is presented the portal frame structure development. The results obtained may assist in the design development of AAV\'s.
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Ülker-Kaustell, Mahir. "Some aspects of the dynamic soil-structure interaction of a portal frame bridge." Licentiate thesis, KTH, Civil and Architectural Engineering, 2009. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-11358.

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For certain bridge types, the influence of soil-structure interaction (SSI) may have an important contribution to the stiffness and damping of the structural system. From a design point of view, this influence may be both conservative and non-conservative and therefore, an increased knowledge within this field could lead to better design assumptions. In terms of maintenance, assessment and upgrading of existing structures, an increased knowledge of the phenomena and parameters which govern the soil-structure interaction, may lead to more realistic models and thereby, to more precise information for the decision makers and railway system owners and administrators.

SSI appears to be most important for short and relatively stiff structures such as portal frame bridges. Dynamic analyzes of this bridge type have shown a large sensitivity in the choice of boundary conditions, where applying elastic constraints on the vertical degree of freedom at the support, compared to fixing this degree of freedom, may increase the maximum vertical bridge deck acceleration by as much as a factor of three.

In this thesis, numerical analysis procedures for the computation of dynamic stiffness functions describing the frequency dependency of the foundation-soil interface have been explored under the assumption that the analysis can be performed using linear theories alone. The numerical solution of the equations of motion of structural systems, including such frequency dependent parameters, is performed using an integration scheme based on the discrete Fourier transform. Furthermore, preliminary experimental work on a newly built portal frame bridge is described. This portal frame bridge is subject to a case study in which the the computational techniques mentioned above are applied on a two dimensional model of the bridge. Theoretically, the damping of the SSI is shown to give a large contribution to those modes of vibration which excite the foundations much. These structural modal damping ratios may be much larger than those prescribed by the design codes. Those modes of vibration which do not excite the foundations much are similar to those obtained using clamped or constant elastic boundary conditions and in these cases, the contribution to the modal damping ratio of the structure is only a fraction of that prescribed by the design codes. A very rough analysis of measurements taken from the bridge indicate a similar behavior, but the amplitudes of vibration in many of the estimated modes are quite small (in the order of the quantization error of the measurement system) and therefore, the errors in the damping ratio estimates may be substantial. The work with this thesis have raised many questions, the answers to which are believed to substantially improve our understanding of resonance phenomena and also our possibilities to update numerical models of existing railway bridges using dynamic measurements.

From the simplified analysis of a portal frame bridge performed within this project, it has been concluded that when the elastic modulus of the soil is increased, the total structural damping ratio when dynamic SSI is included decreases. Furthermore, with respect to vertical bridge deck accelerations, clamped boundary conditions are certainly not conservative as compared with static and dynamic SSI.

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Ahmed, Alia Osman Mohamed. "Design for improved seismic performance of a light gauge steel portal frame structure." Thesis, University of Strathclyde, 2013. http://digitool.lib.strath.ac.uk:80/R/?func=dbin-jump-full&object_id=25734.

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This research work develops a design methodology for improving the earthquake resistance of slender portal frame structures and evaluates the performance of this kind of light gauge steel portal frame structures in earthquake prone areas through the study of designed building using a finite element approach. The design of the building was carried out for a site in Sudan for peak ground acceleration 0.23g according to the Eurocodes 3 and 8 for ductility class "Low". Two analytical techniques (i.e. Static displacement pushover and dynamic time-history), were employed to assess the behaviour of the light gauge steel portal frame structure. A new cyclic column link dissipation device is introduced to protect the structure under seismic loads and prevent buckling of frame rafter components. This link is made of back to back lipped channel cold formed steel section and dissipates energy in cyclic bending. It has a yield strength value less than the frame members, and moment resistance about 2/3 the buckling moment of resistance of the frame rafter members. The column link section is stockier than the rafters; the limiting slenderness of the columns was that for compact section. To accomplish the main objective, the potential benefits (of lightness) of utilising light gauge, steel, slender steel for the construction of portal frame buildings in earthquake prone areas, preliminary analyses of the frame with different types of links were performed using the commercially available finite element software ANSYS. The frame was analysed by nonlinear static horizontal displacements. The inelastic behaviour of the steel elements was considered using the von Mises yielding criterion and the nonlinear gemoetry were considered as large displacement and P-δ effects in the analyses.
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Book chapters on the topic "Portal frame structures"

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Walker, James, and Robert Xiao. "Experimental Testing of a Portal Frame Connection Using Glued-In Steel Rods." In Materials and Joints in Timber Structures, 555–66. Dordrecht: Springer Netherlands, 2014. http://dx.doi.org/10.1007/978-94-007-7811-5_51.

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Seward, Derek. "Arches and portal frames." In Understanding Structures, 228–39. London: Macmillan Education UK, 1994. http://dx.doi.org/10.1007/978-1-349-12083-3_11.

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Seward, Derek. "Arches and portal frames." In Understanding Structures, 252–65. London: Macmillan Education UK, 1998. http://dx.doi.org/10.1007/978-1-349-14809-7_11.

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Blum, H., and K. Rasmussen. "Finite element modeling and parametric study of cold-formed steel portal frames." In Insights and Innovations in Structural Engineering, Mechanics and Computation, 1062–67. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-175.

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Tshuma, B., and M. Dundu. "Gusseted rafter-to-column connections of double-bay single channel portal frames." In Insights and Innovations in Structural Engineering, Mechanics and Computation, 1087–92. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-179.

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Sossou, G. "Creep and shrinkage influence on pre-stressed concrete portal frames under service loads." In Insights and Innovations in Structural Engineering, Mechanics and Computation, 1546–51. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-254.

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Van Mellaert, Roxane, Kristo Mela, Teemu Tiainen, Markku Heinisuo, Geert Lombaert, and Mattias Schevenels. "Mixed-Integer Linear Programming Reformulation Approach for Global Discrete Sizing Optimization of Trussed Steel Portal Frames." In Advances in Structural and Multidisciplinary Optimization, 738–54. Cham: Springer International Publishing, 2017. http://dx.doi.org/10.1007/978-3-319-67988-4_56.

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Tshuma, B., and M. Dundu. "Eaves connections of double-bay portal frames with staggered single channel cold-formed rafters." In Insights and Innovations in Structural Engineering, Mechanics and Computation, 1056–61. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2016. http://dx.doi.org/10.1201/9781315641645-174.

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Ruiz, C., F. Salvatorelli, and G. Hilllsdon. "The Effect of Cracks on the Structural Strength of Beams and Portal Frames under Impact." In Macro- and Micro-Mechanics of High Velocity Deformation and Fracture, 287–303. Berlin, Heidelberg: Springer Berlin Heidelberg, 1987. http://dx.doi.org/10.1007/978-3-642-82767-9_24.

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CHENG, M., Y. WANG, Y. SHI, Y. ZHANG, and H. CHEN. "Design of large-span portal frame system." In Fourth International Conference on Advances in Steel Structures, 1293–98. Elsevier, 2005. http://dx.doi.org/10.1016/b978-008044637-0/50191-8.

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Conference papers on the topic "Portal frame structures"

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Gottsäter, E., O. Ivanov, R. Crocetti, M. Molnár, and M. Plos. "Comparison of Models for the Design of Portal Frame Bridges with Regard to Restraint Forces." In Structures Congress 2017. Reston, VA: American Society of Civil Engineers, 2017. http://dx.doi.org/10.1061/9780784480403.028.

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Kerschen, Gae¨tan, and Jean-Claude Golinval. "On the Development of a Model Updating Strategy of Non-Linear Vibrating Structures." In ASME 2003 International Design Engineering Technical Conferences and Computers and Information in Engineering Conference. ASMEDC, 2003. http://dx.doi.org/10.1115/detc2003/vib-48438.

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The objective of this paper is to present a model updating strategy of non-linear vibrating structures. Because modal analysis is no longer helpful in non-linear structural dynamics, a special attention is devoted to the features extracted from the proper orthogonal decomposition and one of its non-linear generalisations based on auto-associative neural networks. The efficiency of the proposed procedure is illustrated using simulated data from a three-dimensional portal frame.
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Yin, T., L. Yu, and H. P. Zhu. "Structural Damage Identification Based on Model Updating." In ASME 8th Biennial Conference on Engineering Systems Design and Analysis. ASMEDC, 2006. http://dx.doi.org/10.1115/esda2006-95691.

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This paper presents a new method for structural damage identification based on the finite element (FE) model updating techniques. First, an objective function is defined as minimizing the sum of differences between the experimental and analytical modal data (natural frequencies and mode shapes), which is set as a nonlinear least-squares problem with bound-constrains. The trust-region approach is then used to solve the minimization problem in order to make this optimization process more robust and reliable. In addition, the expansion and weighting of the original objective function are investigated so that the presented method can be well applied into the damage identification of more real structures. Finally, a numerical simulation model of two-story portal frame structure is adopted to evaluate the efficiency of the proposed technique when both the single and multiple damage cases are set up in the model. Some important issues are also discussed in this paper. The illustrated results show that the single and multiple damages on the two-story portal frame structure can be well identified by the proposed method.
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Cristutiu, I. M., and Zs Nagy. "Behaviour of A Large Steel Pitched-Roof Portal Frame with Welded Plate Tapered Members and King Post Truss Rafter at the Mid Span." In 10th International Conference on Advances in Steel Concrete Composite and Hybrid Structures. Singapore: Research Publishing Services, 2012. http://dx.doi.org/10.3850/978-981-07-2615-7_294.

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Srirengan, Kanthi, Partha Chakrabarti, and Rupak Ghosh. "Modal Superposition Technique to Predict the Seismic-Pushover Load for Jacket-Type Structures." In ASME 2002 21st International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2002. http://dx.doi.org/10.1115/omae2002-28258.

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Two novel methods namely the Dominant Modes method and the All Modes method to predict the seismic-pushover load for the jacket-type structures are presented. Both of these methods are based on the linear superposition of the modal reactions. As a preliminary evaluation, the linear elastic response of a jacket structure subjected to seismic-pushover loads is compared with that obtained from the response spectrum analysis. Furthermore, the nonlinear inelastic behavior obtained from the seismic-pushover analysis is compared with that obtained from the nonlinear time-history analysis, for a portal frame subjected to El Centro earthquake motion. When more than one mode is dominant in an excitation direction, both the linear elastic and the nonlinear inelastic responses obtained using the loads generated from the All Modes method are representative of the reference solutions.
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Kivelä, Eetu, P. A. Lakshmynarayanana, and Spyros Hirdaris. "Coupled CFD and FEA to Predict the Dynamic Structural Response of Modern Cruise Ship Deck Outfitting due to Wind-Induced Vibrations." In ASME 2020 39th International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2020. http://dx.doi.org/10.1115/omae2020-19187.

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Abstract Recent market trends in the cruise industry aim to provide land-based attractions on mega-cruise liners deck amusements. The structures used are mega-lightweight structures that comprise of slender beams to reduce added weight. They may be subject to dynamic wind-induced resonance as a result of fluctuating forces due to vortex shedding occurring close to the natural frequency of the structure. This paper investigates the structural responses due to wind-induced vibrations in the context of a ship deck outfitting by coupling CFD and FEA. The simulations are performed using one- and two-way coupling FSI to gain insights into the differences between the predicted responses. A deck amusement structure is idealized as an aluminum portal frame subjected to a constant head wind. Transient one- and two-way coupled simulations, based on Reynolds-Averaged Naiver-Stokes (RANS) and linear elastic 3D FEA are conducted. The predictions are compared against quasi-dynamic beam element idealizations.
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Leamy, Michael J. "Wave Based Analysis of Buckling in Columns and Frames." In ASME 2013 International Design Engineering Technical Conferences and Computers and Information in Engineering Conference. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/detc2013-12926.

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This paper reports a wave-based analysis approach for predicting static buckling instabilities in axially-loaded columns and frames. It builds upon recent work on the wave-based vibration analysis of frame-like structures modeled by Timoshenko beams. To predict buckling, axial preload modeling is included in the equations of motion and the wave-based analysis approach is reformulated accordingly. This reformulation includes development of reflection and transmission matrices for a general, four-member angled joint. An eigenvalue problem (EVP) is then solved for example systems by setting the frequency of the wave solutions arbitrarily close to zero while seeking the axial preload which zeroes the EVP determinant. Numerical conditioning of the EVP problem is discussed as an essential step for ensuring successful application of the method. Notably, the method allows exact solutions to parameterized systems to be computed quickly and easily without the need for special discretization or mesh generation. This is exploited, for example, to find the optimal cross-brace location for an H-frame by varying a single parameter in the EVP determinant, avoiding the need to regenerate geometry and/or discretization (e.g., mesh topology). For a conservatively-loaded column, and for example portal and H-frames, results from the introduced approach show excellent agreement with known solutions.
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Lepourry, Clemence, Hugues Somja, Pisey Keo, Piseth Heng, and Franck Palas. "An innovative concrete-steel structural system allowing for a fast and simple erection." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7014.

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In usual concrete buildings, medium to long span slabs can only be achieved by using prestressed beams. However, these elements are heavy, making their handling expensive; the cladding of these beams to vertical elements creates several difficulties, particularly in case of moment resisting frames; at last, their precamber implies a cautious management of the concreting and is a source of defects. Steel-concrete composite beams may offer an alternative, with similar performances. However they are not considered by concrete builders, because specific tools and skills are needed to erect them on site. Moreover usual composite members require a supplementary fire protection, which is costly and unsightly. This article presents an innovative steel-concrete moment resisting portal frame that overcomes these difficulties. It is based on composite tubular columns, and a composite beam made of a U-shaped steel profile used as permanent formwork to encase a concrete beam. This steel-concrete duality of beams allows an erection on site without any weld or bolt by a wise positioning of the construction joints. Moreover, as the resistance to fire is ensured by the concrete beam, the system does not require any additional fire protection. Finally, as only steel elements have to be handled on site, there is no need of heavy cranes. This system has been used to build a research center near Rennes, in France. As it is not covered in present norms, an experimental validation was required. After a detailed description of the structural system, the full-scale tests which have been performed are presented : - A series of asymmetrical push-out tests in order to determine the behaviour and resistance of shear connectors; - One 6-point bending test made to investigate the resistance of the USCHB under sagging bending moment; Two tests of the beam-column joint.
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Fabriciuss, Janis, and Lilita Ozola. "Duration of load effects on development of deformations in bolted moment connection." In Research for Rural Development 2020. Latvia University of Life Sciences and Technologies, 2020. http://dx.doi.org/10.22616/rrd.26.2020.034.

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Experience saved in the construction industry shows that the timber portal frames with semi-rigid connections at knee joint exhibit permanently increase displacements at the knee and apex point. Normally, timber portal frame with semi-rigid knee joint connection is made with mechanical fasteners located in double circles and cannot be designed without relevant rotation at connection during structures’ exploitation time. The only way to increase connection rigidity is to rise distance from fasteners location at connection, but at the same time, the tension and shear stress become significant at the external section of members. The previous experience is obtained by a model testing showing that deformations at semi-rigid connections are non-linear. These were tests under short-term load and did not disclose creep effects, which can be significant. This study is aimed at the examination of increasing deformations with time under constant static load (creep effects) in semi-rigid dowelled connection. Experimental test models were made and set under long-term load in controlled environmental conditions (heated laboratory room). Results show a significant creep influence to decrease connection stiffness. Corresponding numerical test of orthotropic 3d model by Dlubal RFEM software tools was performed analyzing the value of expected deformations. Results of the numerical test showed that friction between timber elements and extra nuts on bolts can increase connection stiffness. Research results in this stage show that the creep can affect connection stiffness more than expected. Also, experimental test results showed lower deformation values comparing with the ones obtained by the numerical test.
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Mendonça, Tiago, Vítor Brito, and Manuel Almeida. "Portal and cantilever sign/signal gantries – Inspection and retrofitting." In IABSE Symposium, Guimarães 2019: Towards a Resilient Built Environment Risk and Asset Management. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/guimaraes.2019.1243.

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<p>This paper presents an experimental work about the condition and maintenance ratings of portal and cantilever sign gantries in Portugal, in which an extensive inspection campaign (about 1500 structures) was carried out. According to the results obtained, approximately 35% of the sign structures present insufficient condition rating, requiring priority repair works. The critical anomalies registered were lack of tightening/absence of connection elements, incorrect geometry of connection system and structural collapse of steel plates and profiles. Additionally, an inventory campaign was carried out, allowing to perform a structural design verification of approximately 80% of the inspected structures. Based on the structural analysis performed, a significant part of the existing portal and cantilever frames present structural strengthening or replacement needs and, consequently, these of structures require monitoring actions.</p>
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Reports on the topic "Portal frame structures"

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Du, Er-feng, Gan-ping Shu, Xiao Lv, and Le Qin. THE STRUCTURAL BEHAVIOR OF A PORTAL FRAME BUILDING SUBJECTED TO A LOCALIZED FIRE. The Hong Kong Institute of Steel Construction, December 2018. http://dx.doi.org/10.18057/icass2018.p.144.

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