Journal articles: 'Portal frame structures'

1

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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Mottershead, J. E., T. K. Tee, C. D. Foster, and R. Stanway. "An Experiment to Identify the Structural Dynamics of a Portal Frame." Journal of Vibration and Acoustics 112, no. 1 (January 1, 1990): 78–83. http://dx.doi.org/10.1115/1.2930102.

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This paper describes the application of sequential frequency domain techniques to the estimation of mass, stiffness, and damping parameters using measured frequency response functions from a portal frame rig. The theory of the method has been described in the authors’ previous publications. A portal frame is representative of many engineering structures. It is lightly damped and may be thought of as an element of several larger structures such as bridges, transmission towers, and the steel foundations of modern power generating plant. The results offered in this paper are thus of interest to a broad range of engineering problems where it is required to obtain mathematical models in terms of physical parameters.

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Li, Qi Cai, Zhen Shan Wang, Ming Zhou Su, Xue Chao Shao, and Lin Shen. "Experiment on the Hysteretic Behaviors of Light-Weight Steel Portal Frame with Tapered Members." Advanced Materials Research 368-373 (October 2011): 206–10. http://dx.doi.org/10.4028/www.scientific.net/amr.368-373.206.

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In order to study the seismic behavior of steel portal frame structures, Cyclic loading test on a 1:3-scaled model of single-story single-bay steel portal frame with tapered members has been carried out. Based on test results, hysteretic curve, skeleton curve, stiffness degradation and transverse displacement of the structure are obtained. Meanwhile, the seismic performances of the structure are analyzed from aspects of ductility, energy consumption, stiffness degradation, bearing capacity, etc. It is concluded that ductility and energy consumption capacity of this structure are poor; because of its light weight, the structure attracts little seismic load; when portal frame structure designed according to current Chinese design codes suffers from small seismic action, it has enough seismic bearing capacity.

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Tang, He Sheng, Jiao Wang, Yu Su, and Song Tao Xue. "Evidence Theory for Uncertainty Quantification of Portal Frames with Semi-Rigid Connections." Advanced Materials Research 663 (February 2013): 130–36. http://dx.doi.org/10.4028/www.scientific.net/amr.663.130.

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The buckling load or the equivalent buckling length factor of the portal frame structures is greatly influenced by stiffness of bracing elements and semi-rigid connections. In engineering the problem parameters (geometrical, material, strength, and manufacturing) are given or considered with uncertainties. The initial rotation stiffness uncertainties are taken into consideration. A differential evolution-based computational strategy for the representation of epistemic uncertainty in a system with evidence theory is developed. An uncertainty quantification analysis for the buckling load of portal frames with semi-rigid connections is presented herein to demonstrate accuracy and efficiency of the proposed method.

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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/scientific5/amr.446-449.386.

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15

Burdzika, Walter M. G., and Michael R. Hull. "Mixed structures—A case study of a portal frame in concrete and timber." Building and Environment 34, no. 1 (January 1998): 95–99. http://dx.doi.org/10.1016/s0360-1323(97)00063-2.

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Nakagiri, S., T. Hisada, and T. Nagasaki. "Stochastic Stress Analysis of Assembled Structures." Journal of Pressure Vessel Technology 111, no. 1 (February 1, 1989): 72–78. http://dx.doi.org/10.1115/1.3265642.

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Intrinsic stress caused by uncertain members in an assembled structure is analyzed by means of the stochastic finite element method. Use is made of the second-order perturbation technique in the formulation of the stochastic finite element method, which is able to deal with uncertainties involved in the stiffness equation. The expectation and variance of the initial stresses in closed ring and portal frame are successfully estimated when the covariance matrix is given for uncertain fluctuation in the dimensions of the curved beam and quasi-straight beam members.

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Toloue, Iraj, Mohd Shahir Liew, I. S. H. Harahap, and H. E. Lee. "A novel approach to enhance the accuracy of vibration control of Frames." E3S Web of Conferences 34 (2018): 01027. http://dx.doi.org/10.1051/e3sconf/20183401027.

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All structures built within known seismically active regions are typically designed to endure earthquake forces. Despite advances in earthquake resistant structures, it can be inferred from hindsight that no structure is entirely immune to damage from earthquakes. Active vibration control systems, unlike the traditional methods which enlarge beams and columns, are highly effective countermeasures to reduce the effects of earthquake loading on a structure. It requires fast computation of nonlinear structural analysis in near time and has historically demanded advanced programming hosted on powerful computers. This research aims to develop a new approach for active vibration control of frames, which is applicable over both elastic and plastic material behavior. In this study, the Force Analogy Method (FAM), which is based on Hook’s Law is further extended using the Timoshenko element which considers shear deformations to increase the reliability and accuracy of the controller. The proposed algorithm is applied to a 2D portal frame equipped with linear actuator, which is designed based on full state Linear Quadratic Regulator (LQR). For comparison purposes, the portal frame is analysed by both the Euler Bernoulli and Timoshenko element respectively. The results clearly demonstrate the superiority of the Timoshenko element over Euler Bernoulli for application in nonlinear analysis.

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18

Zhong, Xiao Qin, Fei Xing Wei, Ting Hu, and Ying Liu. "Study on Rigidity of Aluminum Alloy Portal-Type Frame Based on Finite Element Method." Advanced Materials Research 1028 (September 2014): 134–38. http://dx.doi.org/10.4028/www.scientific.net/amr.1028.134.

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An aluminum alloy portal-type main frame with double beams is designed in accordance with real production requirements of manufacturer. The working performances of the frame in different structures and under diverse loading conditions, along with the static strength simulation of rigidity on the basis of finite element method are studied, of which the key findings will provide the manufacturers with theoretical foundation for safety production and expand the allocation of aluminum alloy sections.

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Nwosu, D. I., and VKR Kodur. "Behaviour of steel frames under fire conditions." Canadian Journal of Civil Engineering 26, no. 2 (April 1, 1999): 156–67. http://dx.doi.org/10.1139/l98-056.

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A state-of-the-art review of the behaviour of steel frame structures in fire is presented. Results from different studies indicate that the behaviour of a complete structure is different from that of a single structural member under fire conditions from the point of view of fire resistance. Earlier studies also show that analysis and design of steel structures against fire based on their overall behaviour could lead to a reduction or the elimination of applied fire protection to certain structural members. The effects of continuity, restraint conditions, and load ratio on the fire resistance of frame structures are discussed. The beneficial aspects derived from considering overall structural rather than single-member behaviour in fire are illustrated through the analysis on two one-bay, one-storey, unprotected steel portal frames, a column, and a beam. Also comparison is made between the performance of a beam with different end restraints in fire. Results from the analyses indicate that the fire resistance of a member is increased when it is considered as part of a structure compared with when it is considered as a single member.Key words: steel, frames, fire resistance, buckling, loads, overall structural behaviour.

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20

Wang, Zhen Shan, Ming Zhou Su, An Liang Song, Zhen Pang, and Lin Shen. "Aseismic Test and Finite Element Analysis of Light-Weight Steel Portal Frame with Tapered Members." Advanced Materials Research 368-373 (October 2011): 211–14. http://dx.doi.org/10.4028/www.scientific.net/amr.368-373.211.

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To study on the failure model, ductility, energy dissipation capacity, structural displacement, and stiffness of the portal frame structures on the effect of earthquake force, a pseudo-static experiment with a 1/3 scaled model has been completed. Based on the test result, though the ductility and the energy consumption capacity of the structure are poor, the requirement on aseismatic bearing capacity is satisfied, because the structure suffers the smaller seismic force as the deadweight of structure is light. Built up a finite element model according to the test specimen, then performed finite element analysis, the results showed that the finite element model can be used for seismic analysis of the portal frame.

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Ahmed, Alia O. M., and Nigel D. P. Barltrop. "Seismic analysis and design assisted by numerical simulation of slender steel portal frame structures." International Journal of Computational Methods and Experimental Measurements 6, no. 3 (November 4, 2017): 899–909. http://dx.doi.org/10.2495/cmem-v6-n5-899-909.

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ZHU, SONGYE, WEN-YU HE, and WEI-XIN REN. "ADAPTIVE-SCALE DAMAGE DETECTION FOR FRAME STRUCTURES USING BEAM-TYPE WAVELET FINITE ELEMENT: EXPERIMENTAL VALIDATION." Journal of Earthquake and Tsunami 07, no. 03 (September 2013): 1350024. http://dx.doi.org/10.1142/s1793431113500243.

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The superior human vision system provides ingenious insight into an ideal damage detection strategy in which structural modeling scales are not only spatially varying but also dynamically changed according to actual needs. This paper experimentally examines the efficacy of a multi-scale damage detection method based on wavelet finite element model (WFEM). The beam-type wavelet finite element in this study utilizes the second-generation cubic Hermite multi-wavelets as interpolation functions. The dynamic testing results of a one-bay steel portal frame with multiple damages are employed in the experimental validation. Through a multi-stage updating of the WFEM, the multiple damages in the steel portal frame are detected in a progressive manner: the suspected region is first identified using a low-scale structural model, and the more accurate location and severity of the damage can be identified using a multi-scale model with local refinement. As the multi-scale WFEM considerably facilitates the adaptive change of modeling scales, the proposed multi-scale damage detection method can efficiently locate and quantify damage with minimal computation effort and a limited number of updating parameters and sensors, compared with conventional finite element methods.

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Ghabussi, Aria, Jafar Asgari Marnani, and Mohammad Sadegh Rohanimanesh. "Corrigendum to “Improving seismic performance of portal frame structures with steel curved damper” [Structures 24 (2020) 27–40]." Structures 33 (October 2021): 1907. http://dx.doi.org/10.1016/j.istruc.2021.05.066.

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Putra, Zulfazly, and Johannes Tarigan. "Performance Analysis of Steel Portal Structures with Braces Designed Based on Allowable Interstory Drift Limits." Simetrikal: Journal of Engineering and Technology 1, no. 2 (September 28, 2019): 87–102. http://dx.doi.org/10.32734/jet.v1i2.979.

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Abstract. The earthquake resistant steel frame structure is designed to be able to withstand large inelastic deformations in the case of an earthquake. The applicable regulations still allow the use of elastic design methods in the form of pushover analysis and time history analysis evaluation as the basis for the design. The building under consideration consists of six floors with the function as an office building. The location of the building is in Banda Aceh with soft soil conditions. The structural analysis used the help of the Extended Three Dimensional Analysis of Building System Program (ETABS). The method of analysis of steel portal structures used was pushover analysis. Analysis of the given load was static loading based on 1987 PPPURG, and earthquake dynamic loading used a variety of response spectrum procedure analysis based on SNI 03-1726-2012. Structural analysis was assumed to be the strong column weak beam concept. From the results of calculations, it is found that the steel portal structures (with and without braces) designed based on allowable interstory drift limits have met the requirements. The performance level of the steel portal structure without bracing was LS, while the performance level of the steel portal structure using bracing was IO. The largest amount of steel used in terms of weight was found in the case of a portal without braces.

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Desnalia, Desnalia Lia, Leonardus Setia Budi Wibowo, Didik Purwanto, and Norman Ray. "Analisis Simpangan Pada Portal Terbuka dan Portal Tertutup Pada Bangunan Bertingkat Beton Bertulang." Ge-STRAM: Jurnal Perencanaan dan Rekayasa Sipil 3, no. 1 (March 30, 2020): 24. http://dx.doi.org/10.25139/jprs.v3i1.2437.

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In designing structures such as portals, planning generally does not take into account filler components such as bricks as structural components, only considered non-structural components / flat sharing loads. In fact, the infill wall is composed of bricks with mortars which have a certain strength and rigidity. As a result, when an earthquake occurs, the most damage is to buildings with brick infill walls In this study, two types of high-level building floors were made, namely 5 floors and 10 floors with 2 structural models of each level, namely the open and closed portal structure models that function as hotels using soft soil types in the Padang area, so the total structure model 2 structural models will be analyzed. The thickness of the wall is assumed to be an arrangement of half-brick walls with three barriers and four barriers. In the analysis of the brick wall structure is modeled as a diagonal compressed bracing equivalent to a brick wall (full brick) and then compared to a brick wall which is considered a flat sharing dead load (open portal). To analyze the behavior of this multi-story building structure, a Non-Linear (Pushover) static analysis will be carried out with the SAP 2000 assistance program. The results of the study showed the influence of strength and stiffness of the brick wall for the 5-way portal x was obtained by 71%, for the Y direction by 65%, while the 10-floor portal for x direction obtained the value of the brick wall stiffness by 58%, Y direction by 48%, and for portal 15 floors obtained strength and stiffness value of X direction by 52%, and for Y direction by 41%. The results of the study also showed that the structure of a closed portal with a brick wall has a better structural behavior compared to an open frame portal structure, this is indicated in the deviation value, a closed portal structure has a smaller value than an open portal structure. From the comparison of closed portal structures with brick walls, it can be concluded that the value of the rigidity of a structure is influenced by the span length and thickness of the brick wall. The bigger and thicker the dimensions of the brick wall, the greater the strength and stiffness values affect a reinforced concrete structure. This can be seen in the results of the ATC-40 pushover curve value, the value of the X direction brick wall with a span length of 5 m is greater than the value of the Y direction brick wall with a span length of 4 m.

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Williams, Rupert G., William A. Wilson, and Reisa Dookeeram. "Analysis of the Response of a One-Storey One-Bay Steel Frame to Blast." Journal of Structures 2016 (June 26, 2016): 1–11. http://dx.doi.org/10.1155/2016/8571542.

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In recent years, there has been a considerable increase in perceived risks of blast loading attacks or similar incidents on structures. Blast design is therefore a necessary aspect of the design for building structures globally and as such building design must adapt accordingly. Presented herein is an attempt to determine the numerical response of a seismically designed single-degree-of-freedom (SDOF) structure to blast loading. The SDOF model in the form of a portal frame was designed to withstand a typical seismic occurrence in Northern Trinidad. Blast loads caused by applying a 500 kg charge weight of TNT at standoff distances of 45 m, 33 m, and 20 m were then applied to the model. The blast loading on the frame was determined using empirical methods. The analytical study showed that the seismically designed SDOF plane frame model entered the plastic region during the application of the blast load occurring up to the critical standoff distance.

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Paullo Muñoz, Luis Fernando, Paulo B. Gonçalves, Ricardo A. M. Silveira, and Andréa Silva. "Nonlinear Resonance Analysis of Slender Portal Frames under Base Excitation." Shock and Vibration 2017 (2017): 1–21. http://dx.doi.org/10.1155/2017/5281237.

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The dynamic nonlinear response and stability of slender structures in the main resonance regions are a topic of importance in structural analysis. In complex problems, the determination of the response in the frequency domain indirectly obtained through analyses in time domain can lead to huge computational effort in large systems. In nonlinear cases, the response in the frequency domain becomes even more cumbersome because of the possibility of multiple solutions for certain forcing frequencies. Those solutions can be stable and unstable, in particular saddle-node bifurcation at the turning points along the resonance curves. In this work, an incremental technique for direct calculation of the nonlinear response in frequency domain of plane frames subjected to base excitation is proposed. The transformation of equations of motion to the frequency domain is made through the harmonic balance method in conjunction with the Galerkin method. The resulting system of nonlinear equations in terms of the modal amplitudes and forcing frequency is solved by the Newton-Raphson method together with an arc-length procedure to obtain the nonlinear resonance curves. Suitable examples are presented, and the influence of the frame geometric parameters and base motion on the nonlinear resonance curves is investigated.

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Asgarian, B., A. A. Aghakouchak, and R. G. Bea. "Nonlinear Analysis of Jacket-Type Offshore Platforms Using Fiber Elements." Journal of Offshore Mechanics and Arctic Engineering 128, no. 3 (January 12, 2006): 224–32. http://dx.doi.org/10.1115/1.2185678.

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A nonlinear fiber element for analysis of jacket type offshore structures is formulated and implemented in the nonlinear program DRAIN-3DX. This element can be used for modeling the nonlinear behavior of both strut and portal members. The element predicts buckling load and post buckling behavior of strut members accurately. It also produces fairly accurate results for yield load and post yield behavior of portal members. This element is verified using the experimental data for individual strut and portal members subjected to cyclic displacements. The element is then used to predict nonlinear behavior of two tested X-braced jackets made of tubular members under cyclic lateral displacement. The results are in good agreement with experiments and the results of other analytical models in terms of frame hysteretic behavior, energy dissipation, buckling load, load-deformation curve, strength and stiffness degradation.

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Mottershead, John E., Arthur W. Lees, and Roger Stanway. "A Linear, Frequency Domain Filter for Parameter Identification of Vibrating Structures." Journal of Vibration and Acoustics 109, no. 3 (July 1, 1987): 262–69. http://dx.doi.org/10.1115/1.3269430.

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In this paper the authors present a linear, least-squares, frequency domain filter for the identification of structural vibration parameters, such as mass, stiffness, and damping, from observed forces and responses. The method is based on an equation error formulation which produces a measurement equation which is linear in the unknown parameters. Convergence of the parameter estimates is achieved rapidly and the period required to obtain convergence is indicated by the CPU time measured on an IBM 3083 computer. Results obtained using simulated data are used to compare the linear filter with alternative filter formulations. Experimental results from a portal frame rig are given to demonstrate the application of the method to physical measurements.

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WANG, WENG-HONE, and CHING-CHURN CHERN. "A STUDY ON DYNAMIC CHARACTERS FOR RC PORTAL FRAME UNDER SHAKING TABLE TEST BY USING HHT APPROACH." Advances in Adaptive Data Analysis 04, no. 03 (July 2012): 1250020. http://dx.doi.org/10.1142/s1793536912500203.

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The adaptive data analysis method adopted in this paper consists of essential empirical mode decomposition (EEMD) associated with down-sampling process and the Hilbert–Huang transform (HHT). Precise results can be obtained from data containing white noise in nonlinear system than the data from the common method of Fourier transform, which is based on the theory related to the linear systems. The reinforced concrete (RC) portal frame models had been tested by applying the 921 Chi-Chi earthquake acceleration data (TCU082NS) for shaking table tests. The investigation in this paper is aimed to analyze the dynamic characteristics according to these measured data during shaking table tests. The major goal in analyzing the earthquake data is to investigate the changes of frequencies decomposed to finite several intrinsic mode function (IMF), and the distributions of frequencies with respect to duration time, as well as the margin spectrum. The comparison studies of the HHT results for the frame, under nonlinear ultimate loading and linear elastic loading, might be able to ascertian the possible assessment approach for the frame. The finite element method is also adopted to analyze the stress distributions for the frame under ultimate loading and linear elastic loading respectively, and to figure out the differences between them. The possible assessment approach might be applied to health monitoring for RC structures such as buildings and bridges.

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Abdel-Rohman, Mohamed, and Abdul Lateef Al-Khaleefi. "The Feasibility of Active and Passive Pulse Control for Flexible Structures." Journal of Vibration and Control 1, no. 3 (July 1995): 273–89. http://dx.doi.org/10.1177/107754639500100302.

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Pulse control is based on the idea of triggering the control action in the form of pulses that durate whenever the structure response exceeds a certain limit. Previous studies on pulse control have ignored the pulse effect on the acceleration response of structures. The pulse action was considered to be implemented using jets or actuators at certain locations. A complete setup for the control mechanism was not considered. In this paper, an implementation for a pulse-control mechanism using slack tendons is offered. The feasibility of active and passive pulse control compared with continuous passive or active feedback control is studied with respect to deflection, acceleration, and control energy consumption. The study is carried out considering the control of a one-story flexible portal frame as an illustrative example.

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Faggiano, Beatrice, Gianfranco De Matteis, Raffaele Landolfo, and Federico M. Mazzolani. "BEHAVIOUR OF ALUMINIUM ALLOY STRUCTURES UNDER FIRE." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 10, no. 3 (September 30, 2004): 183–90. http://dx.doi.org/10.3846/13923730.2004.9636305.

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In the paper the attention is focused on the influence of high temperatures on the mechanical properties of the aluminium alloys selected by Eurocode 9 for structural uses. Therefore, based on the analysis of existing data taken from technical literature, the variation of the Young's modulus, the conventional yielding strength, the ultimate strength, the hardening factor and the material ultimate strain are represented as a function of the temperature. A mechanical model, based on the well‐known Ramberg‐Osgood formulation, which appropriately takes into account the peculiarities of such materials at high temperatures, is provided. In particular, the combined influence of the hardening factor and temperature on the material stress‐strain relationship is considered and analysed. Then, the proposed model has been introduced in a finite element program, devoted to the global analysis of structures under fire. Finally, the results obtained for a simple portal frame structure, designed with different aluminium alloys, are presented, showing the valuable effect of the material modelling on the structural behaviour of aluminium structures under fire.

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Ding, Jianguo, Wei Zhuang, and Pingxin Wang. "Study on the Seismic Response of a Portal Frame Structure Based on the Transfer Matrix Method of Multibody System." Advances in Mechanical Engineering 6 (January 1, 2014): 614208. http://dx.doi.org/10.1155/2014/614208.

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Portal frame structures are widely used in industrial building design but unfortunately are often damaged during an earthquake. As a result, a study on the seismic response of this type of structure is important to both human safety and future building designs. Traditionally, finite element methods such as the ANSYS and MIDAS have been used as the primary methods of computing the response of such a structure during an earthquake; however, these methods yield low calculation efficiencies. In this paper, the mechanical model of a single-story portal frame structure with two spans is constructed based on the transfer matrix method of multibody system (MS-TMM); both the transfer matrix of the components in the model and the total transfer matrix equation of the structure are derived, and the corresponding MATLAB program is compiled to determine the natural period and seismic response of the structure. The results show that the results based on the MS-TMM are similar to those obtained by ANSYS, but the calculation time of the MS-TMM method is only 1/20 of that of the ANSYS method. Additionally, it is shown that the MS-TMM method greatly increases the calculation efficiency while maintaining accuracy.

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Huang, Zhen, Yong Jun Wu, and Chang Zhang. "Bamboo Strengthened with Carbon Fiber Reinforced Polymer for the Substitutes of Steel Substructures." Key Engineering Materials 517 (June 2012): 233–37. http://dx.doi.org/10.4028/www.scientific.net/kem.517.233.

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This paper presents an investigation on the mechanical properties of bamboos Mao Zhu (Phyllostachys Pubescens) strengthened with carbon fiber reinforced polymer (CFRP) and used as the substitute of steel substructures for a low carbon construction. At first, a series experimental study is carried out to investigate the compressive strength, bending strength and tensile strength of Mao Zhu, which is strengthened with CFRP by different ways. Then the mechanical properties of bamboos with different strengthening methods of CFRP are compared. The most efficient strengthening method is suggested for the carbon fiber strengthened bamboos, with such method the compressive strength and bending strength of Mao Zhu could be increased more than 30% and 44% compared with that of Mao Zhu without strengthening. Finally this paper discusses the advantages of the carbon fiber strengthened bamboos used as the substitutes of the steel substructures, for example the purlins and bracings of steel portal frame structures. The effective use of the bamboos as the substitutes of steel substructures will reduce the steel amount used in the steel portal frame structure, which is commonly used as low-rise factory building structure worldwide.

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Naichuk, А. Ya. "KNEE JOINT OF THREE-HINGED GLUED TIMBER PORTAL FRAME EXECUTED AS JOINT ON GLUED-IN RODS." Modern structures of metal and wood, no. 25 (August 2021): 82–102. http://dx.doi.org/10.31650/2707-3068-2021-25-92-102.

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In the modern construction of buildings and structures there are many constructive solutions for connecting the rafter with the column of wooden three-hinged portal frames. One of these constructive solutions is the use of knee joints executed as joint on glued-in rods. Despite the accumulated experience in the construction of buildings using timber structures with joints on glued-in rods, there are still urgent tasks to improve the technology of their manufacture and calculation models. The purpose of this work was to conduct experimental and theoretical studies of the knee joint executed as joint on glued-in rods to determine the stress-strain state of the timber in the connection region. To develop of proposals for improving knee joint executed as joint on glued-in rods. The study of the stress-strain state of the knee joint was carried out by solving a plane problem of the theory of elasticity using a software package based on the finite element method. In the software package used, procedures are implemented to take into account the anisotropy of the mechanical properties of wood, the violation of contact between the surfaces of the elements connected in the knee joint. Experimental studies were carried out by the method of static loading of a prototype of a knee joint made in full size, which in its geometric parameters and material properties corresponded to the CE model. As a result of the conducted studies, it was found that in the stretched zone of the knee joint, the glued rods of the rafter and the column are characterized by a significant uneven distribution of forces, in addition, the rods are subjected to compression, tension and bending. The most loaded are the rods located at the maximum distance from the joint of the rafter and the column. The distribution of forces in the rods of the compressed zone is close to uniform. The stress distribution along the length of the inclined rods of the embedded parts is characterized by a large unevenness. Based on the analysis of the stress-strain state of the knee joint of the frame, a new design solution is proposed in terms of the number of glued-in rods and their spacing.

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Rusek, Janusz, and Wojciech Kocot. "Proposed Assessment of Dynamic Resistance of the Existing Industrial Portal Frame Building Structures to the Impact of Mining Tremors." IOP Conference Series: Materials Science and Engineering 245 (October 2017): 032020. http://dx.doi.org/10.1088/1757-899x/245/3/032020.

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Silva, Wendel B., and Maria Andréia F. Rodrigues. "Interactive Rendering of Indoor and Urban Environments on Handheld Devices by Combining Visibility Algorithms with Spatial Data Structures." International Journal of Handheld Computing Research 2, no. 1 (January 2011): 55–71. http://dx.doi.org/10.4018/jhcr.2011010104.

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This work presents a comparative study of various combinations of visibility algorithms (view-frustum culling, backface culling, and a simple yet fast algorithm called conservative backface culling) and different settings of standard spatial data structures (non-uniform Grids, BSP-Trees, Octrees, and Portal-Octrees) for enabling efficient graphics rendering of both indoor and urban 3D environments, especially suited for low-end handheld devices. Performance tests and analyses were conducted using two different mobile platforms and environments in the order of thousands of triangles. The authors demonstrate that navigation at interactive frame rates can be obtained using geometry rather than image-based rendering or point-based rendering on the cell phone Nokia n82.

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RAHMAN, MAHBUBUR, YIXIANG XU, JAMES B. P. LIM, CHRISTINE SWITZER, ROBERT HAMILTON, TUGRUL COMLEKCI, and DAVID PRITCHARD. "BEHAVIOR OF STEEL PORTAL FRAMES IN FIRE: COMPARISON OF IMPLICIT AND EXPLICIT DYNAMIC FINITE ELEMENT METHODS." International Journal of Structural Stability and Dynamics 13, no. 04 (May 2013): 1250058. http://dx.doi.org/10.1142/s0219455412500587.

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The use of finite element methods to determine the collapse behavior of steel portal frames in fire requires temperature, large deformation, complex geometry, boundary conditions and degradation of material stiffness to be taken into account. For such analyses, the cost of computation is important as well as the accuracy, robustness and stability of the analyses. The implicit dynamic method is a rigorous technique that considers the equilibrium of every time step. However, convergence may become an issue, particularly if the frame undergoes structural instability while using a direct time incrementation scheme. In contrast, the explicit dynamic method does not require the equilibrium criteria to be met in every time step, and thus convergence problems are not encountered, although the cost of computation may be tremendous if the natural time scale is used. This paper presents a comparison between the efficiency, stability and accuracy of computations using the implicit and explicit dynamic methods, in determining the collapse behavior of portal frames at elevated temperatures; the models are quasi-static since inertia forces are ignored. It is found that similar results can be obtained using both the implicit and explicit dynamic methods, although the analysis times differ significantly. It is shown that, if the applied artificial inertia forces, in terms of residual forces, are magnified and an automatic time incrementation scheme is activated in the implicit dynamic method, then this method shows significant superiority over the explicit dynamic method both in terms of the cost of computation and the accuracy of results obtained for such structures.

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De Vos, G. P. J., and B. W. J. Van Rensburg. "Design and construction considerations for light steel structures." Suid-Afrikaanse Tydskrif vir Natuurwetenskap en Tegnologie 20, no. 3/4 (September 29, 2001): 101–7. http://dx.doi.org/10.4102/satnt.v20i3/4.257.

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Many alternative structural systems have recently been proposed in South Africa in an attempt to reduce costs of lightweight steel structures. Most of these comprise premanufactured components which are bolted together on site. Large industrial type structures are usually constructed with hot-rolled steel profiles, so that, apart from the architect, a structural engineer, manufacturer and contractor would be required. As an alternative to these existing practices, this article proposes design and construction techniques that may reduce the cost of the structure and at the same time create employment for emerging contractors. The proposed construction method consists of the welding together of lightweight profiles on site. For the structure the following is proposed: short pile footings to provide partial fixidity to the structure, effective and lightweight compositions of cold-formed thin-walled profiles for structural elements, and stressed skin diaphragm design wherein the cladding, purlins and structural elements work together as one unit. Alternative portal frame configurations were analysed and designed to form larger structures, which indicates the versatility of the proposed construction concept. The article further illustrates that the utilization of the proposed construction method results in more economical structures and discusses applications of the principles on a number of real structures.

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Ayuddin, Ayuddin. "GLOBAL STRUCTURAL ANALYSIS OF HIGH-RISE HOSPITAL BUILDING USING EARTHQUAKE RESISTANT DESIGN APPROACH." SINERGI 24, no. 2 (April 17, 2020): 95. http://dx.doi.org/10.22441/sinergi.2020.2.003.

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Building designed has 1 to 8 floors with the quality of concrete f'c of 33.2 MPa, steel quality (fy) 400 MPa, and shear stress of 240 MPa. The building is analyzed by 3D structure modeling through ETABS Version 9.7 program by following all the rules and regulations applicable in Indonesia, such as the guidance of building structure and non-building, SNI 1726: 2012. This building design system is a high-rise building structure planned with a portal frame system with beams and columns as the main elements of structures made of conventional concrete. The beam carries the load transversely of its length and transfers the load to the vertical columns that accumulate it. The column accepts the load axially by the beam and transfers the load to the foundation. This building structure uses a special moment frame structure system (SRPMK) structure, considering that the hospital building is safe against earthquakes and complains about the strong column weak beam concept.

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Kazemi, Mohammad T., Mahdi Sharifi, and Jian Yang. "Mechanism analysis of steel frames considering moment–shear interaction." Advances in Structural Engineering 22, no. 1 (June 25, 2018): 254–67. http://dx.doi.org/10.1177/1369433218783611.

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Considering the interaction of flexural moment and shear force in the steel frames with haunch or intermediate beam length and eccentrically braced frames with intermediate link length is a major concern of the structural analysis and design. This article contains two stages. In the first stage, to investigate the moment–shear interaction for the highly ductile steel I-sections, a study is carried out using finite element analysis and a simple and practical relationship is developed. In the second stage, a simple approach based on virtual work method for assemblage of interconnected rigid bodies is employed to consider collapse mechanisms with mixed hinges. Using this approach, the applicability of the proposed relationship is demonstrated for a one-bay portal frame by considering all possible collapse mechanisms including those containing mixed hinges. Some numerical examples are presented using the proposed approach. Results indicate that, in general, the effect of moment–shear interaction on the load capacity of the structures cannot be ignored, and the capacity could be estimated, without using step-by-step analysis. Finally, by satisfying kinematic compatibility requirements and normality condition, simplified relations are derived to estimate post-mechanism deformations of plastic hinges for a prescribed lateral drift.

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R., Balamuralikrishnan, and Ibrahim Shabbir Mohammedali. "Comparative Study on Two Storey Car Showroom Using Pre-engineered Building (PEB) Concept Based on British Standards and Euro Code." Civil Engineering Journal 5, no. 4 (April 28, 2019): 881–91. http://dx.doi.org/10.28991/cej-2019-03091296.

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Majority of steel structures are used for low-rise single storey buildings mainly for industrial purpose. Steel structures are preferred for industrial buildings due to its higher strength to weight ratio as compare to RCC structures and steel structures also gives more free internal space by allowing long clear span between columns. Pre-engineered building (PEB) is a modern age concept of utilizing structural steel and optimizing the design by ensuring the economical integrity of the structure. The structural members are designed and fabricated in the factory under controlled environment to produce optimum sections by varying the thickness of the sections along the length of the member as per the bending moment requirement. The aim of the research paper is to analyses and design a PEB car showroom of two storey (G+1) using STAAD Pro in accordance to British standards (BS 5950-1:2000) and Euro codes (EC3 EN-1993-1) with wind and seismic analysis. In order to achieve the above aim of the project, two models of the car showroom were created namely British Standard (BS) model and Euro code (EC) model using STAAD Pro. The member property for BS model is assigned with tapered frame sections while the EC model is assigned with universal standard section frames. The load cases were assigned to the models for analysis include dead load, live load, wind load and seismic load. Wind load and seismic load being the critical dynamic loads that will be analyzed for the stability of the structure against lateral forces. The results from the analysis and design of the two models were within the allowable limits for ultimate and serviceability limit state since the internal stresses in all the members satisfies the unity check ratio requirements for both design codes. The dynamic analysis results suggest that EC model has higher resistance to seismic loading as compare to BS model since the maximum displacement with time in X-direction for EC model is 8.83 mm and for BS model is 10.5 mm. The total weight of the structure for BS model is 1125.431 kN and for EC model is 1214.315 kN, which makes EC model 7.9% heavier than BS model. Moreover, the total weight of all the portal frames for BS model is 457.26 kN and for EC model is 574.725 kN, which makes tapered frame sections to utilize and reduce the amount of steel by 25.7%. Therefore, BS model proved to be an economical model when compared to Euro code.

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Peng, J. L., D. V. Rosowsky, A. D. Pan, W. F. Chen, and S. L. Chan. "Simplified Modeling and Analysis of Pattern Loading Effects on Shoring Systems During Construction." Advances in Structural Engineering 1, no. 3 (July 1998): 203–18. http://dx.doi.org/10.1177/136943329800100305.

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This paper examines the effect of concrete placement patterns on temporary structures. Specific consideration is given to scaffold shoring systems used in construction. A simplified two-dimensional portal frame model is developed to investigate the system stability for different load patterns corresponding to different concrete placement procedures. Then, a three-dimensional structural model is developed to identify the location and magnitude of the critical formwork load both during and after concrete placement. A second-order elastic analysis of the system is performed to determine the critical loads. For the sway case, there exists a unique critical (collapse) load which is independent of load pattern (placement paths) and partial loads. However, the amount of lateral deflection varies for different load patterns or paths. Thus, a single limiting lateral deflection of the temporary structure may not be suitable as an early-warning index signaling imminent collapse during construction. An analysis based on the concept of influence surfaces confirms that an equivalent uniform load may be used in design to account for pattern loading during construction.

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Roznowski, Aaron P., and Bentley A. Fane. "Structure-Function Analysis of the ϕX174 DNA-Piloting Protein Using Length-Altering Mutations." Journal of Virology 90, no. 17 (June 29, 2016): 7956–66. http://dx.doi.org/10.1128/jvi.00914-16.

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ABSTRACTAlthough the ϕX174 H protein is monomeric during procapsid morphogenesis, 10 proteins oligomerize to form a DNA translocating conduit (H-tube) for penetration. However, the timing and location of H-tube formation are unknown. The H-tube's highly repetitive primary and quaternary structures made it amenable to a genetic analysis using in-frame insertions and deletions. Length-altered proteins were characterized for the ability to perform the protein's three known functions: participation in particle assembly, genome translocation, and stimulation of viral protein synthesis. Insertion mutants were viable. Theoretically, these proteins would produce an assembled tube exceeding the capsid's internal diameter, suggesting that virions do not contain a fully assembled tube. Lengthened proteins were also used to test the biological significance of the crystal structure. Particles containing H proteins of two different lengths were significantly less infectious than both parents, indicating an inability to pilot DNA. Shortened H proteins were not fully functional. Although they could still stimulate viral protein synthesis, they either were not incorporated into virions or, if incorporated, failed to pilot the genome. Mutant proteins that failed to incorporate contained deletions within an 85-amino-acid segment, suggesting the existence of an incorporation domain. The revertants of shortened H protein mutants fell into two classes. The first class duplicated sequences neighboring the deletion, restoring wild-type length but not wild-type sequence. The second class suppressed an incorporation defect, allowing the use of the shortened protein.IMPORTANCEThe H-tube crystal structure represents the first high-resolution structure of a virally encoded DNA-translocating conduit. It has similarities with other viral proteins through which DNA must travel, such as the α-helical barrel domains of P22 portal proteins and T7 proteins that form tail tube extensions during infection. Thus, the H protein serves as a paradigm for the assembly and function of long α-helical supramolecular structures and nanotubes. Highly repetitive in primary and quaternary structure, they are amenable to structure-function analyses using in-frame insertions and deletions as presented herein.

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Ziaja, Dominika, Barbara Turoń, and Bartosz Miller. "Detection of Anomaly in a Pretensioned Bolted Beam-To-Column Connection Node Using Digital Image Correlation and Neural Networks." Applied Sciences 10, no. 7 (April 1, 2020): 2400. http://dx.doi.org/10.3390/app10072400.

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Bolted connections, commonly applied in civil engineering structures, have many advantages. According to current trends, bolted connections in steel structures are designed as prestressed ones. Unfortunately, precise control of the prestressing forces is difficult, while the loosening (due to, e.g., dynamic interactions) may be dangerous for the entire structure. There are many control methods applied in the determination of the tightening level, among which are vision-based methods. The methods described so far enable—thanks to image processing—damage detection in connections with visible connectors. The level of the considered loosening was significant—in many cases, changes in connectors were visible with the naked eye, whereas the procedure presented here enables the detection of very small changes, impossible to detect without manual inspection of every single connector. It is not necessary to observe the connectors directly, but the near surrounding of the node should be visible. As a measurement technique, Digital Image Correlation (DIC) was used. The applied measurement method and the high sensitivity of the presented procedure makes the presented research original. The currently presented procedure, employing Artificial Neural Networks, based on the laboratory examination of an example of one selected beam-to-column connection of a two-story steel portal frame, was perfect in the detection of a change and in the determination of the number of loosened rows, 95%, and their location, 94%, with the number of false alarms below 1%.

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S. J. Modak, S. J. Modak. "Determination of Influence Lines of a Portal Frame Adopting Matrix Method of Structural Analysis." Indian Journal of Applied Research 3, no. 7 (October 1, 2011): 224–26. http://dx.doi.org/10.15373/2249555x/july2013/70.

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Tran, Quang Huy, Jungwon Huh, Van Bac Nguyen, Achintya Haldar, Choonghyun Kang, and Kyeong Min Hwang. "Comparative Study of Nonlinear Static and Time-History Analyses of Typical Korean STS Container Cranes." Advances in Civil Engineering 2018 (August 16, 2018): 1–13. http://dx.doi.org/10.1155/2018/2176894.

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Ship-to-shore (STS) container gantry cranes, used at terminals for loading and unloading containers from a ship, are an important part of harbor structures. The size and weight of modern STS container cranes are increasing to satisfy the demand for bigger ships. This is expected to result in more lateral load when excited by seismic motions. The existing Korean STS container cranes did not behave properly during several recent moderate earthquakes in South Korea. Typical Korean STS container cranes must be checked for the earthquake-resistant capacity. In this research, two nonlinear static analyses procedures, also known as pushover analyses, commonly used for seismic design of buildings, namely, capacity spectrum method and equivalent linearization method, are comprehensively studied to check their suitability for studying seismic behavior of STS cranes. Results obtained by these two nonlinear static analysis methods are then compared with the results obtained by nonlinear time-history analyses of the STS cranes by exciting them with nine recorded earthquake time histories around worldwide. The behaviors of the cranes are analyzed in terms of the total base shear, drift, and base uplift. The comparisons indicate that the nonlinear static methods can be appropriate for estimating the total base shear and drift of the portal frame of a container crane. The pushover analyses also provide information on performance levels as defined in ASCE/SEI 41-13, of a typical Korean STS container crane. Furthermore, it is observed that the uplift response of the crane is strongly influenced by the duration of an earthquake.

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Fukumoto, Y., T. Takaku, T. Aoki, and K. A. S. Susantha. "Innovative Use of Profiled Steel Plates for Seismic Structural Performance." Advances in Structural Engineering 8, no. 3 (July 2005): 247–57. http://dx.doi.org/10.1260/1369433054349051.

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This paper presents the innovative use of hot-rolled thickness-tapered mill products, longitudinally profiled (LP) plates, for the seismic performance of bridge bents of single and portal framed piers. The study involves the inelastic cyclic testing and numerical analysis of tested beam-columns and portal frames in order to evaluate the effects of tapering ratios of LP plates, penetration of yielding, and number of locally buckled panels on their structural ductility. A structural design method is proposed for the portal frames having LP panels under cyclic loadings.

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To, N. H. T., J. M. Ingham, and S. Sritharan. "Strut-and-tie computer modelling of reinforced concrete bridge portal frames." Bulletin of the New Zealand Society for Earthquake Engineering 35, no. 3 (September 30, 2002): 165–89. http://dx.doi.org/10.5459/bnzsee.35.3.165-189.

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Nonlinear inelastic force-displacement response envelopes of full-scale reinforced concrete bridge portal frames are predicted in this paper by representing the frame using strut-and-tie models. The nonlinear strut-and-tie analyses, which included the tension stiffening effect, were performed using the computer program Drain-2DX. Strut-and-tie analytical results were found to correlate satisfactorily with the experimental data and to provide superior prediction to that generated using conventional planar frame models.

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Wu, Chao, Ya-Nan Li, Lik-Ho Tam, and Li He. "Stability Optimization of Trapezoidal Frame with Rigid Members and Flexible Joints." Advances in Civil Engineering 2020 (June 2, 2020): 1–9. http://dx.doi.org/10.1155/2020/8865888.

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Stability has been an important subject in the design of a portal frame structure. Conventional stability analysis of the portal frame is normally conducted assuming that all the joints are rigid. However, the joints of a portal frame in real applications are not always rigid and semirigid connections often exist. AISC design code requires that the effect of the joint flexibility on the behavior and buckling capacity of the portal frame should be taken into account in the analysis and design procedures. To address this issue, a portal frame with flexible joints and rigid members was theoretically analyzed in the literature and closed form solution was derived for its global buckling load. However, when more parameters are involved, e.g., different leg lengths, asymmetric frame shape, and moving load, the solution to the governing equation of the stability of the frame becomes impossible. This paper presents a comprehensive parametric study on the stability of an asymmetric portal frame with flexible joints and rigid members through finite element (FE) analysis. The FE model was first validated by the existing theoretical solution in the literature. Parameters including the position of the moving load, the lengths of the two frame legs, and the span of the frame were analyzed. Design curves were developed based on the parametric study, from which the stable, unstable, and catastrophically unstable states of the portal frame were characterized. This paper contributes benchmark results for the stability optimization in the design of the portable frame of a general shape.

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Journal articles on the topic 'Portal frame structures'

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