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Artículos de revistas sobre el tema "Semi-rigid connector"

Autor: Grafiati

Publicado: 4 de junio de 2021

Última modificación: 12 de febrero de 2022

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1

Kuklík, Petr, Anna Kuklíková y Anna Gregorová. "Timber-Concrete Composite Structures with Semi-Rigid Connections". Key Engineering Materials 677 (enero de 2016): 282–87. http://dx.doi.org/10.4028/www.scientific.net/kem.677.282.

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This paper deals with behavior of timber-concrete composite structures with mechanical connection systems. The paper is focused to two different connection systems: using dowel-type fasteners and using special surface connector. Behavior of dowel-type connection system is based on modification of Johansen ́s equations valid for timber to timber connections. Behavior of connection system with special surface connector is evaluated by experiments and numerical simulations.

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2

Sandanus, Jaroslav, Kristián Sógel, Tomáš Klas y Michal Botló. "Experimental Verification of the Stiffness of a Semi-Rigid Timber Connection". Key Engineering Materials 832 (febrero de 2020): 63–72. http://dx.doi.org/10.4028/www.scientific.net/kem.832.63.

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Modern fasteners offer new options for the design of timber load-bearing structures. In the design, the traditional hinged connections are increasingly being replaced with semi-rigid connections. Nevertheless, there is no feedback from the actual structures with this kind of connection regarding the accuracy of static calculations. The authors therefore decided to test one connection and compare the results with those obtained from calculation models. The paper presents the experimental verification of the frame connection in which the semi-rigid action was achieved by combining the aluminium Sherpa connector and total thread Rothoblaas screws. The timber samples were provided by Latti Extra.

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3

Bidakov, Andrii, Evhenyi Raspopov y Oksana Pustovoitova. "Specificity of strength calculation for glued-in steel rods in LVL with unidirectional veneer". ACADEMIC JOURNAL Series: Industrial Machine Building, Civil Engineering 2, n.º 51 (12 de octubre de 2018): 196–201. http://dx.doi.org/10.26906/znp.2018.51.1315.

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Design of joints of LVL elements with glued-in steel rods and metal connectors is considered as semi-rigid connection and requires taking of account the compliance. A comparative analysis of the test results of the beams with a metal connector and glued-in steel rods as well as solid beams is made in the paper. Design method of glued-in rods in LVL is proposed and taken into account failure mode. It allows reducing the distance between the axes of the rods as well as the distance from the rod axіs to the edges in the cross section of the beam and increasing the joint strength.

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4

Gurkšnys, Kestutis, Audronis Kvedaras y Saulius Kavaliauskas. "BEHAVIOUR EVALUATION OF “SLEEVED” CONNECTORS IN COMPOSITE TIMBER‐CONCRETE FLOORS". JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 11, n.º 4 (31 de diciembre de 2005): 277–82. http://dx.doi.org/10.3846/13923730.2005.9636358.

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The paper presents the structural solution to the joisted floor when the timber joist of composite cross‐section and the concrete slab are interconnected via a special semi‐rigid connection and form a timber‐concrete joisted floor composite element. Tensioned bottom flange is formed of a solid timber joist, the web is of oriented strand boards (OSB) and the compressive top flange is of a concrete slab into which a part of the web is let in. Studies were carried out on the “sleeved” connector in this part of the web between OSB and concrete slabs that should increase the stiffness of this connection. Theoretical and experimental researches on inter‐behaviour of connection of the sub‐components of composite timber I beam-concrete were carried out, the obtained results are presented and evaluated.

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5

Ataei, Abdolreza y Mark A. Bradford. "Sustainable and Deconstructable Semi-Rigid Flush End Plate Composite Joints". Applied Mechanics and Materials 553 (mayo de 2014): 557–63. http://dx.doi.org/10.4028/www.scientific.net/amm.553.557.

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Composite construction is a popular and effective method of construction, exploiting the strengths of both reinforced concrete and structural steel in building construction in a complementary fashion. Within paradigms related to minimisation of emissions and maximisation of product recycling, these composite systems are problematic on a number of fronts. Firstly, common and traditional composite systems utilise ordinary Portland cement, which is known to be a very large contributor to atmospheric CO2 emissions. Secondly, for typical construction practices for steel-concrete composite systems, casting of the concrete onto profiled steel decking and conventional reinforcement placing are undertaken on-site, which is time consuming and labour intensive, and which can increase the cost of construction. Thirdly, composite action between the steel beam and the concrete slab is usually achieved by using headed shear studs. The headed shear studs connect these two elements permanently, which leads to much waste at the end of the service life of the building when it is demolished. This paper models a sustainable semi-rigid beam-to-column composite blind bolted connection with deconstructable bolted shear connectors using ABAQUS finite element (FE) software. In this “green” system, precast geopolymer concrete (GPC) slabs are attached compositely to the steel beam via pretensioned bolted shear connectors and the composite beam is connected to GPC-filled square columns using blind bolts. Non-linear material properties and non-linear geometric effects are considered in the simulation of a connection in hogging bending. Based on the FE modelling, using pretensioned bolts as shear connectors with GPC can improve the behaviour of semi-rigid flush end plate composite joints in terms of ductility and load capacity. Moreover, the behaviour of the bolted shear connectors should be considered in composite joint design as being very different to headed stud connectors.

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6

Gizejowski, M. A., W. Barcewicz y W. Salah. "Finite Element Modelling of the Behaviour of a Certain Class of Composite Steel-Concrete Beam-To-Column Joints / Skonczenie-Elementowe Modelowanie Zachowania Sie Pewnej Klasy Wezłów Zespolonych Stalowo-Betonowych W Połaczeniach Rygli Ze Słupami". Archives of Civil Engineering 56, n.º 1 (1 de marzo de 2010): 19–56. http://dx.doi.org/10.2478/v.10169-010-0002-0.

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Abstract Beam-to-column end-plate joints can be classified as rigid (fully restrained), semi-rigid (partially restrained) or pinned, depending on their type, configuration and the connector arrangement. Fully restrained joints are needed for rigid frames in which there is assumed that the frame joints have sufficient rigidity to maintain - under the service state - the angles between the intersecting members, ensuring the full moment transfer. In contrast in semi-continuous frames, partially restrained joints are characterized by relative rotations occurring between the intersecting members so that the bending moment can only be transferred partially. In recent years, the idea of using partially restrained, unstiffened joints in building structures has gained momentum since this idea appears to be more practical and economical. Semi-continuous frames can resist actions by the bending moment transfer in partially restrained joints, allowing in the same time for a certain degree of rotation that enhances the overall ductile performance of these structures. One of the effective ways that affects ductility of end-plate beam-to-column joints is to use thinner end-plates than those used nowadays in practical applications. In the current study, a certain class of steel-concrete composite joints is examined in which the thickness of end-plates is to be equivalent to approximately 40-60% of the bolt diameter used in all the composite joints investigated in the considered joint class. This paper is an extension of the authors’ earlier investigation on numerical modelling of the behaviour of steel frame joints. The aim of current investigations is to develop as simple as possible and yet reliable three-dimensional (3D) FE model of the composite joint behaviour that is capable of capturing the important factors controlling the performance of steel-concrete end-plate joints in which the end-plate thickness is chosen to be lesser than that used nowadays in conventional joint detailing. A 3D FE model constructed for composite joints of the considered joint class is reported in this paper and numerical simulations using the ABAQUS computer code are validated against experimental investigations conducted at the Warsaw University of Technology. Comparison between the nonlinear FE analysis and full scale experimental results of the considered class of composite joints is presented which conclusively allows for the accuracy assessment of the modelling technique developed. Comparison between the FE results and test data shows a reasonable agreement between the numerical FE model developed and physical model of experimentally examined joint specimens. Finally, practical conclusions for engineering applications are drawn.

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7

Hadade, Maria Ângela S., Marcelo de A. Ferreira, Roberto Chust Carvalho y Bruna Catoia. "Moment-Rotation Response of Beam-Column Connections in Precast Concrete Structures". Solid State Phenomena 259 (mayo de 2017): 269–74. http://dx.doi.org/10.4028/www.scientific.net/ssp.259.269.

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This paper provides an experimental investigation on the moment-rotation response of typical moment resisting beam-column connections, employing continuous negative bars consolidated with cast in place concrete over the precast beam and passing through grouted corrugated sleeves into an intermediate column. According to [1], the relative beam-column rotation is highly dependent on the elongation mechanism of the negative bars related to both the embedment length into the grouted sleeves and the development length over the beam end, being also inversely dependent on the vertical distance between the position of the top bars and the centre of rotation at end beam section. The flexural secant stiffness of the moment-rotation response is caused by a sum of the joint opening mechanisms at the beam-column interface and crack propagation within the connection zone, wherein the bond-slip at crack positions occurs prior to the first yielding of the negative bars. Therefore, the semi-rigid behaviour of the beam-column connections is associated with deformation mechanisms that occur at the SLS, but which also affects the global behaviour and stability analysis of precast frames at the ULS.Cruciform tests of full scale beam-column connections were carried out at the Precast Research Centre of the Federal University of Sao Carlos (Brazil), where 6 prototypes were studied varying the detailing of the positive connectors over the concrete corbel. The first pair of connectors employed elastomeric bearing pads with 2 vertical dowel bars, the second pair of connectors employed horizontal joints filled with grout with 2 vertical dowel bars and the last pair of connectors employed positive welded plates. The comparison between the experimental results showed that the smallest secant stiffness, which was obtained from the connector with elastomeric bearing pad, was corresponded to 89% and to 82% of the highest secant stiffness obtained for the connectors with welded plates and grouted joint, respectively. Therefore, the experimental results indicate that the major deformation mechanism within the beam-column connections is mostly dependent on the elongation of the top bars. Finally, a simplified analytical equation has been calibrated against the experimental results of the studied beam-column connections.

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8

MORITA, Koji, Kazumasa EBATO, Kazumasa DOI y Atsushi HIGUCHI. "STRUCTURAL BEHAVIOUR OF 2 BAY-2 STOREY STEEL FRAME CONNECTED WITH SEMI-RIGID CONNECTOIN : A study on seismic performance of semi-rigid connection in steel frame". Journal of Structural and Construction Engineering (Transactions of AIJ) 60, n.º 473 (1995): 197–205. http://dx.doi.org/10.3130/aijs.60.197.

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9

Markazi, F. D., R. G. Beale y M. H. R. Godley. "Experimental analysis of semi-rigid boltless connectors". Thin-Walled Structures 28, n.º 1 (mayo de 1997): 57–87. http://dx.doi.org/10.1016/s0263-8231(97)00003-7.

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10

Markazi, F. D., R. G. Beale y M. H. R. Godley. "Numerical modelling of semi-rigid boltless connectors". Computers & Structures 79, n.º 26-28 (noviembre de 2001): 2391–402. http://dx.doi.org/10.1016/s0045-7949(01)00058-x.

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11

Urbonas, Kęstutis y Alfonsas Daniūnas. "NUMERICAL TESTS OF STEEL BEAM-TO-COLUMN SEMI-RIGID CONNECTIONS". JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 9, n.º 4 (31 de diciembre de 2003): 292–96. http://dx.doi.org/10.3846/13923730.2003.10531342.

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This paper presents an analysis of semi-rigid beam-to-column connections in which the beam is connected to column not at 90 degrees angle. Beam-to-column bolted end-plate connections that are subjected to pure bending were modelled by three-dimensional finite elements. Numerical modelling of connection covers the geometrical and material non-linearities as well as contact and separation between various components of connection. Moment-rotation M-Φ curves for modelled connections using numerical results are made and stress distribution in connection components is presented. The study shows a significant influence of inclination of beam and quantity and location of bolts on the joint rigidity.

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12

Liu, Yuxin. "Semi-rigid connection modeling for steel frameworks". Structural Engineering and Mechanics 35, n.º 4 (10 de julio de 2010): 431–57. http://dx.doi.org/10.12989/sem.2010.35.4.431.

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13

Bian, Zhi Hui, Tie Cheng Wang, Shi Yong Zhao y Su Juan Fu. "Research on Semi-Rigid Connections Calculation of Laminated Wood Frame Beam-Column". Applied Mechanics and Materials 438-439 (octubre de 2013): 743–48. http://dx.doi.org/10.4028/www.scientific.net/amm.438-439.743.

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Generally laminated wood frame beam-column uses the additional steel bolts to connect, its performance is a semi-rigid characteristics under the loads. In the small deflection assumption conditions, this paper is based on the theory of semi-rigid connection, derived the semi-rigid rod end stiffness matrix and moment calculation formula of laminated wood structural frame beam-column element under the arbitrary loads. By SAP2000 the type of flexible coefficient is adopted to establish finite element numerical analysis based on 1# wood frame structure-building of science and technology R&D center in Hebei province. The result shows that each component is basically the same with the original design internal forces while the flexible coefficient is range of 0.41 to 0.82, the framework of semi-rigid connections in the actual calculation should be considered. The internal force calculation method is proposed, which provide a basis for wood design calculation that takes into account the semi-rigid connections.

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14

Liu, Wei y Xiong Zhang. "The Research for Moment-Rotation Curve of T-Beam Joints in Semi-Rigid Connections". Applied Mechanics and Materials 578-579 (julio de 2014): 225–31. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.225.

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Reference to the proposed research results and abroad specification, T-stub connection is widely used in engineer steel connection. The calculation of moment-rotation curve for this connection be proposed. The parameters which can connect directly reflect the moment of nodes nodes-the impact corner, By comparing the calculated results with finite element results prove that this method can be a good trend and finite element results coincide.

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15

He, Jia Nian y Zhan Wang. "A New Design Idea on Steel Frame - The Active Semi-Rigid Connection Design Method". Applied Mechanics and Materials 71-78 (julio de 2011): 1776–81. http://dx.doi.org/10.4028/www.scientific.net/amm.71-78.1776.

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The type of beam-to-column connection in framework structure is determined beforehand in analyzing the frame structure using traditional design method. But it is not comprehensive and exact following that idea. It is difficultly to find the better and more proper design result such as the type of beam-to-column connection and the section of member in many viable design results. Therefore, a new design idea on steel frame -- the active semi-rigid connection design method is advanced in this paper. And some examples on the active semi-rigid connection design and the active semi-rigid connection optimal design are showed. From results, the type of semi-rigid connection makes an important effect on the mechanical behavior of the frame; it will cause the mechanical behavior of the frame to change obviously. And it will be got a better optimal result which considering more comprehensively in the whole frame view based on semi-rigid connection optimal design.

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16

Gomes, Vitor, André Tenchini Silva, Luciano Rodrigues Ornelas de Lima y Pedro Colmar Gonçalves da Silva Vellasco. "Numerical investigation of semi-rigid connection ultimate capacity". REM - International Engineering Journal 71, n.º 4 (diciembre de 2018): 505–12. http://dx.doi.org/10.1590/0370-44672018710031.

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17

Neusch, M., J. Sandanus y K. Sógel. "Semi-rigid operation of connection in timber engineering". IOP Conference Series: Materials Science and Engineering 566 (9 de agosto de 2019): 012024. http://dx.doi.org/10.1088/1757-899x/566/1/012024.

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18

Ma, Yang y Lai Wang. "Progressive Collapse Analysis of CFST Frame with Semi-Rigid Connection". Applied Mechanics and Materials 578-579 (julio de 2014): 779–83. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.779.

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A finite element method was developed to investigate the semi-rigid connection mechanical behaviors in the process of CFST structures progressive collapse, and different semi-rigid connection joint stiffness were taken into consideration and compared to rigid connection. Nonlinear static and dynamic analysis were carried out with alternate path method. The numerical result shows that the increase of joint stiffness would evidently enhance the structural progressive collapse resistance performance, and CFST structures have excellent characteristic to prevent progressive collapse, the great deformation capacity and energy dissipation ability of semi-rigid connections are advantageous to progressive collapse resistance.

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19

Tan, Jie, Peng Zhang, Qian Feng y Gangbing Song. "Passive Seismic Protection of Building Piping Systems — A Review". International Journal of Structural Stability and Dynamics 20, n.º 03 (27 de febrero de 2020): 2030001. http://dx.doi.org/10.1142/s0219455420300013.

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Piping systems are typical nonstructural components of a building. Previous investigations have reported many cases that earthquake causes damages or failures of piping system, resulting in secondary disasters. Therefore, this paper conducts a survey of the seismic damage of the piping systems of buildings and then reviews the state-of-the-art of the passive seismic protection methods. This paper proposes to classify the building piping system into rigid connected pipes, flexible connected pipes and semi-rigid connected pipes. Typical seismic damages of building pipes are presented following this classification. Then, several current seismic protection methods (including constructional measures, seismic braces, damping techniques and base isolation methods) are discussed regarding the theoretical mechanism and feasibility. Furthermore, the state-of-the-art of the building piping system and the passive protection methods with application prospects are evaluated. Based on the review, the flexible piping systems are most commonly used in existing old buildings and are more vulnerable in earthquakes due to their high flexibility. New buildings prefer the rigid connections which tend to restrain the motion of the pipe. However, the excessive stiffness of the rigid connection may cause overlarge internal stresses in both the connection and the pipe. Semi-rigid piping systems have sufficient overall stiffness and a degree of local deform ability and thus have the best seismic performance. In future studies, more research should be devoted to propose and develop new dampers suitable for piping systems, which will improve the seismic safety of building piping systems.

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20

Xu, Ling y Shuai Liu. "Study on the End-Plate and Angle of Semi-Rigid Connection in the Steel Frame of Beam-Column". Applied Mechanics and Materials 94-96 (septiembre de 2011): 872–76. http://dx.doi.org/10.4028/www.scientific.net/amm.94-96.872.

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Based on the investigation of end plate and angle of semi-rigid connection in the steel frame of beam-column, an analysis of two connection type damage phenomenons, stiffness, bearing capacity and ductility, and then with the experimental results concluded above, the similarity and differences between the two semi-rigid connections can be extensively discussed. And with that， it can naturally be concluded that the end-plate connection is a good load capacity and ductility properties of semi-rigid connection type. These for, the conclusion can provide test basis for the ideal steel structure semi-rig seismic node design and application.

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21

Mohammed, Douaa Raheem y Murtada A. Ismael. "Effect of Semi-Rigid Connection on Post-Buckling Behaviour of Frames Using Finite Element Method". Civil Engineering Journal 5, n.º 7 (21 de julio de 2019): 1619–30. http://dx.doi.org/10.28991/cej-2019-03091358.

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It is very important task to estimate the post buckling for structures that have slender elements, since post-buckling state means loss the structures stability related with large displacement and that lead to demolition the structures. On the other hand, in the design and analysis of steel frame, the beam-columns connection is assumed perfect pin or fully rigid, this assumption leads to incorrect estimation of the structural behaviour. Practically, beam-column connection is between these two assumptions and this type of connection is called semi-rigid. This study presents a numerical analysis using finite element method to investigate the effect of semi-rigid connections on post-buckling behaviour of two-dimensional frames with different supporting types and different lateral loading cases. The semi-rigid connections are modelled as rotational spring in linear elastic stage, using COMBIN14 element which has rotational stiffness value. The numerical results showed that; the effect of changing the beam-column connections from rigid to semi rigid for toggle frame with rotational joint stiffness 25EI/L to 15EI/L and 10EI/L led to decrease the initial peak load of the frames of fixed-fixed supports with percentages 3.36 %, 5.6% and 8.95% respectively as compared with that of the rigid connection frame, While, the frames with fixed-pin and pin-pin supports cases did not affected by this changing. The fixed-fixed support case is more affected by changing the joint stiffness from other cases and the effect of changing the joint stiffness in pin-pin support model is less significant from others. This can be attributed to that, the fixed-fixed supports is restrained in all degree of freedom and will be affected by any rotation and presence the pin in other cases makes the frame less affected by the rotation of semi-rigid connection. The effect of changing the beam-column connection from rigid to semi rigid decreases with presence the lateral load. Thus, the semi-rigid connection should be considered in analysis and design of steel frames to obtain more realistic results.

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22

Wang, Gang. "Stress Impact Analysis of Steel Frame with Different Beam-Column Connection Mode". Applied Mechanics and Materials 275-277 (enero de 2013): 1028–33. http://dx.doi.org/10.4028/www.scientific.net/amm.275-277.1028.

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This paper uses the SAP2000 to establish different beam column connections of steel frame structure finite element model, comparative analysis of the beam column for the rigid connection, hinged, semi-rigid connections of steel frame structure, the dynamic characteristics of structure displacement and internal force influence. At the same time, the dynamic time-history analysis method for structural displacement supplementary checking, analysis of structural response to seismic wave degree．The results showed that：compared with rigid, the structure of semi-rigid connections to the larger natural period，and with the rotation stiffness decreases vibration period increases; Semi-rigid steel frame connection to reduce the resistance to push the layer stiffness，making the structure of the horizontal displacement increased．

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23

Chui, Ying H. y David W. Barclay. "Analysis of three-layer beams with non-identical layers and semi-rigid connections". Canadian Journal of Civil Engineering 25, n.º 2 (1 de abril de 1998): 271–76. http://dx.doi.org/10.1139/l97-093.

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An explicit solution is presented for three-layer beams with non-identical and semi-rigidly connected layers. Exact designer-usable equations for calculating mid-span deflection due to bending deformation and interlayer slip of a simply supported layered beam subjected to a uniformly distributed load and a point load applied at mid-span are also given. Calculated results agree well with the results from finite element analyses and from tests.Key words: layered beam, semi-rigid connection, explicit solution.

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24

Ma, Cui Ling, Song Dan Sun y Xian Lei Cao. "Dynamic Analyses of Semi-Rigid Connection Low Yield Point Steel Frames". Applied Mechanics and Materials 351-352 (agosto de 2013): 524–27. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.524.

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Based on the analysis for 10 series (altogether 50) of finite element analytic models, the time-history analysis is discussed in this paper to investigate the relations between frame parameters of semi-rigid steel frames, these parameters include the frame's floor number, the frame's span number, especially the rotation stiffness of beam-to-column connections. Comparing with the steel frame structure, the ductility of semi-rigid steel frame structure is improved with the reduction in the rotation stiffness of connections. Furthermore, semi-rigid steel frame structure under seismic loads has a good seismic performance.

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25

El Debs, M. K., A. M. Miotto y A. L. H. C. El Debs. "Analysis of a semi-rigid connection for precast concrete". Proceedings of the Institution of Civil Engineers - Structures and Buildings 163, n.º 1 (febrero de 2010): 41–51. http://dx.doi.org/10.1680/stbu.2009.163.1.41.

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26

Ahmed, I. y P. A. Kirby. "Maximum connection rotations in non-sway semi-rigid frames". Journal of Constructional Steel Research 40, n.º 1 (octubre de 1996): 1–15. http://dx.doi.org/10.1016/s0143-974x(96)00039-9.

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27

Soon Huat Tan y James Rhodes. "Semi-rigid connection in cold-formed thin-walled structures". Journal of Constructional Steel Research 28, n.º 3 (enero de 1994): 279–93. http://dx.doi.org/10.1016/0143-974x(94)90068-x.

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28

de Alvarenga, Arthur Ribeiro. "Plastic-zone advanced analysis – Formulation including semi-rigid connection". Engineering Structures 212 (junio de 2020): 110435. http://dx.doi.org/10.1016/j.engstruct.2020.110435.

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29

Wang, Lai, Bo Shun Liu y Ning Yang. "Nonlinear Finite Element Analysis on the Steel Frame with Semi-Rigid Connection under Periodic Load". Advanced Materials Research 255-260 (mayo de 2011): 614–18. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.614.

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In this paper, nonlinear finite element analysis on the steel frame with top-seat angle and double web-angles semi-rigid connection were carried out with ANSYS finite element software. In the analysis, connective, geometrical and material nonlinear were considered. Compare analysis results with experimental results, the influence of semi-rigid connection’s flexibility on steel frame was studied and some references to the design of steel frame with semi-rigid connection were supplied.

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30

Zlatkov, Dragan, Slavko Zdravkovic, Biljana Mladenovic y Marina Mijalkovic. "Seismic analysis of frames with semi-rigid connections in accordance with EC8". Facta universitatis - series: Architecture and Civil Engineering 18, n.º 2 (2020): 203–17. http://dx.doi.org/10.2298/fuace201208015z.

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Up to date research has pointed out that most of the structural connections of reinforced concrete (RC) frames, particularly precast ones, behave as semi-rigid. Therefore, it is of great importance to develop an analysis method which takes into account the connection rigidity. For that purpose matrix formulation of the deformation method is used in this paper, and the effect of rigidity of connections on the structure response is included by stiffness matrix for semi-rigidly connected member. The elements of this matrix are functions of the fixity factors at the ends of members. The proposed method is applied in seismic analysis of the precast RC frame structure of the existing industrial hall according to Eurocode 8 (EC8).

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31

Ataei, Abdolreza y Mark A. Bradford. "Parametric Studies of Semi-Rigid Flush End Plate Joints with Concrete-Filled Steel Tubular Columns". Applied Mechanics and Materials 553 (mayo de 2014): 588–93. http://dx.doi.org/10.4028/www.scientific.net/amm.553.588.

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A semi-rigid beam-to-column composite blind bolted connection is modelled using ABAQUS software. The mechanics of this innovative joint considered in the paper requires careful consideration in order to capture the response accurately using computational techniques. The composite beam is connected to a concrete-filled square column using blind bolts, and the model simulates a connection in hogging bending moment. Partial shear connection is considered, as well as the non-linear material properties and geometry of all of the constitutive components. All connection components were taken as being the same size as used in the experiments against which the method is calibrated, and furthermore the model does not need recourse to empirical push-out test data. The technique can be used to model the connections easily, resulting in rapid and reliable solutions. Using the numerical model which is calibrated accurately against experimental test results, a parametric study is carried out to investigate the pertinent parameters such as the reinforcement ratio, axial loading in the column, thickness of the concrete slab, degree of the shear connection, diameter of the blind bolts and the pretension force in them on the structural behaviour of this innovative type of joint. Based on the parametric studies, recommendations for the design of this kind of structural joint are given.

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32

Bao, Wei, Yong Song Shao y Li Tao Xing. "Measuring Method of Rotation Used in Research on Steel Frame Semi-Rigid Beam-to-Column Connection". Advanced Materials Research 243-249 (mayo de 2011): 1439–42. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.1439.

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In order to get the performance of steel frame semi-rigid joint under load, scholars made a lot of tests to research on this kind of joint. For purpose of carrying out research on steel frame semi-rigid joint better, this paper referring to many tests made by different scholars, expounds some measuring methods commonly used to do research on steel frame semi-rigid joint. Some common problems and the solutions in different measuring method are summarized, and suitable method should be chose by different experiment purpose.

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33

Hejazi, Mehrdad y Javad Azadbakht. "Semi-rigid composite connection with a partial depth end-plate". Proceedings of the Institution of Civil Engineers - Structures and Buildings 168, n.º 6 (junio de 2015): 387–401. http://dx.doi.org/10.1680/stbu.14.00039.

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34

Dong, Han y Wang Xinwu. "Seismic Performance of Semi-rigid Connection Food Warehouses Steel Frame". Advance Journal of Food Science and Technology 11, n.º 9 (25 de junio de 2016): 625–28. http://dx.doi.org/10.19026/ajfst.11.2739.

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35

Öztürk, Ali y Mutlu Seçer. "An Investigation for Semi-Rigid Frames by Different Connection Models". Mathematical and Computational Applications 10, n.º 1 (1 de abril de 2005): 35–44. http://dx.doi.org/10.3390/mca10010035.

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36

GEČYS, Tomas y Alfonsas DANIŪNAS. "ROTATIONAL STIFFNESS DETERMINATION OF THE SEMI-RIGID TIMBER-STEEL CONNECTION". Journal of Civil Engineering and Management 23, n.º 8 (20 de noviembre de 2017): 1021–28. http://dx.doi.org/10.3846/13923730.2017.1374305.

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In this research, the component method implementation for determination of the rotational stiffness of timber-steel connection is shown. Component method is one of the most commonly used methods for determination of the bending moment-rotation relation which later may be used in the practical analysis of the connection. The component method is not widely used for the analysis of the semi-rigid timber connections. There are only several investigations previously done on the component method implementation for the timber connections and most of them are based on only one basic component, i.e. timber compression or glued-in steel rod in tension. This article presents a new investigation of rotational stiffness determination algorithm of the semi-rigid timber-steel connection, which is based on the component method. The component method’s mechanical model of the connection combines all components which have influence on the rotational stiffness of the connection. The analysed timber-steel connection is subjected to pure bending. Stiffness coefficients of the steel part components are determined according to the Eurocode 3: design of steel structures Part 1-8: Design of joints. The timber part components are derived from the full-scale laboratory experiments and finite element modelling results, presented in the previous publications of the authors. The presented rotational stiffness determination results are well in line with the experimental and finite element modelling results, published in the previous publications.

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37

Li, T. Q., B. S. Choo y D. A. Nethercot. "Connection element method for the analysis of semi-rigid frames". Journal of Constructional Steel Research 32, n.º 2 (enero de 1995): 143–71. http://dx.doi.org/10.1016/0143-974x(95)93170-9.

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38

Yan, Zhu Ling. "Overview of the Status of Research on the Behavior of Beam-Column End Plate Connection Joints of Steel Frame". Advanced Materials Research 971-973 (junio de 2014): 893–98. http://dx.doi.org/10.4028/www.scientific.net/amr.971-973.893.

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This paper introduces the concepts and characteristics of beam-column end plate semi-rigid connection joints of steel structure, analyzes the current status of studies on various performance of semi-rigid extended end plate bolted connection joints of steel frame at home and abroad, as well as the shortcomings of existing studies on end plate bolted connection joints of steel frame, and on these bases, makes suggestions on the contents need to be studied further regarding this type of connection joints.

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39

Sun, Xiu Li. "Study on the Dynamic Behavior of Semi-Rigid Frames". Advanced Materials Research 671-674 (marzo de 2013): 864–67. http://dx.doi.org/10.4028/www.scientific.net/amr.671-674.864.

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The dynamic behavior of semi-rigid concrete filled steel tube frames is different from that of their rigid counterparts. ANSYS was employed to model ten-story concrete filled steel tube frames with three different connection types（ rigid, semi-rigid and flexible）. Natural period, inter-story drifts and total drifts of the frames subjected to design response spectra excitation were analyzed. Time-history analyses when the frames subjected to two different earthquakes were studied. It seems that connection flexibility noticeably increases the natural periods of the lower modes, however, its effect on higher modes is negligible. The use of rigid frames may not be the best option in seismic region. The seismic design suggestions of the frames were proposed.

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40

Zhang, Shao Qin y Lei Wu. "Numerical Analysis of the Influence of the Padding-Plate on the Extended End-Plate Connection". Applied Mechanics and Materials 578-579 (julio de 2014): 505–8. http://dx.doi.org/10.4028/www.scientific.net/amm.578-579.505.

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In the present paper, we investigate the effect of a padding-plate on the behavior of extended end-plate semi-rigid connections. The numerical simulations were carried out for a standard extended end-plate connection joint without padding-plate and two connection joints with 4mm and 6mm thick padding-plates. The existing experimental results verified the validity of the numerical model. The numerical results have shown that a thin padding-plate will more or less decline the carrying load capacity of the connection joint but greatly improve the connect ductility. Filling a thin padding-plate in the end-plate connection is feasible and brings the forewarning function.

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41

Zeng, Chan Yue, Lei Wei y Wen Zhang. "The Analysis on Performance of the Structure of Semi-Rigid Connection Steel Frame with Steel Deep Beam". Applied Mechanics and Materials 543-547 (marzo de 2014): 3994–97. http://dx.doi.org/10.4028/www.scientific.net/amm.543-547.3994.

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Through the finite element simulation of semi-rigid connection steel frame with steel deep beam under horizontal cyclic loading,by changing the parameters such as the thickness of end platedepth-thickness ratio of deep beam, we can obtained the load-displacement curveslateral stiffness of the structure the yield capacity and the ultimate capacity.The results show that: semi-rigid joints deformed not obvious during the entire loading process because of the set of the deep beam;semi-rigid connection steel frame with steel deep beam effective control of the lateral structure, reducing the ductility of the structure of nodes required;this type of structure has good energy dissipation capacity under cyclic loading, ductility and stable hysteretic behavior.

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42

Tao, Haotian, Min Mao, Huifeng Yang y Weiqing Liu. "Theoretical and experimental behaviour of a hybrid semi-rigid glulam beam-to-column connection with top and seat angles". Advances in Structural Engineering 23, n.º 10 (20 de febrero de 2020): 2057–69. http://dx.doi.org/10.1177/1369433220906920.

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This article proposes to use the bolted top and seat angles to provide excellent moment resistance and high energy dissipation capacity for glulam beam-to-column connection. Angles are anchored on the glulam beam using the glued-in steel plate technology and connected to the column by anchorage bolts. A theoretical model is presented in this article to evaluate the moment-resistant properties of the connection based on the component method. To validate the accuracy of the theoretical model, several hybrid connections are tested under monotonic and reversed cyclic load. The test results showed that the proposed hybrid connection has a high rotational stiffness and excellent moment resistance. The theoretical results are also consistent with those of the experimental model.

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43

Manuello, A. "Semi-Rigid Connection in Timber Structure: Stiffness Reduction and Instability Interaction". International Journal of Structural Stability and Dynamics 20, n.º 07 (8 de junio de 2020): 2050072. http://dx.doi.org/10.1142/s0219455420500728.

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Latticed shells and domes usually consist of hundreds, sometimes thousands, beam elements connected by rigid or semi-rigid joints. These connecting elements result, generally, very sophisticated, made with different materials and constituted by disparate connection systems. Recently, the stiffness connections were studied, numerically and experimentally, as one of the most important factors influencing significantly the structural response of space structures and domes. Very often, in the design process, the joints are assumed to be hinged or clamped. This assumption may result significantly far from the actual condition of in-service structure and components, leading to not understanding or not being able to prevent sudden catastrophic collapses (buckling, snap-through). Thus, the inclusion of joint stiffness reduction in the numerical model is necessary, more and more also due to the types of external loads, such as overloads that occur during the life of the structure or, especially, seismic solicitations. In this paper, the stability of an existent timber dome has been studied increasing the yieldingness of the connecting nodes according to an original approach. In addition, sensitivity of this kind of structure to the amplitude and the geometrical imperfections shape have been also considered. Numerical analyses have been conducted with local displacement controls, to take into account the geometric nonlinearity effects. Results evidenced that the dome is affected by instability interaction for particular slenderness and stiffness reduction of the connections.

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44

BASAGA, H. B., M. E. KARTAL y A. BAYRAKTAR. "RELIABILITY ANALYSIS OF STEEL BRACED REINFORCED CONCRETE FRAMES WITH SEMI-RIGID CONNECTIONS". International Journal of Structural Stability and Dynamics 12, n.º 05 (octubre de 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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45

Wang, Shu Qing, Shi Yan Ma, Dian He Wang y Fu Shun Liu. "Cross Modal Strain Energy Method for Estimation of Semi-Rigid Joints". Advanced Materials Research 243-249 (mayo de 2011): 5386–93. http://dx.doi.org/10.4028/www.scientific.net/amr.243-249.5386.

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While rigid or pinned assumptions are adopted for steel frames in traditional modeling via finite element method, the actual behavior of the connections is usually neither. Semi-rigid joints enable connections to be modeled as partially restrained, which improves the quality of the model. To identify the connection stiffness and update the FE model, a newly-developed cross modal strain energy (CMSE) method is extended to incorporate the connection stiffness estimation. To illustrate the capability of the proposed parameter estimation and model updating algorithm, a four-story frame structure is demonstrated in the numerical studies. Several cases including Semi-rigid joint(s) on single connection and on multi-connections, are investigated. Numerical results indicate that an excellent updating is achievable and the connection stiffness can be estimated by CMSE method.

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46

Li, T. Q., D. A. Nethercot y W. M. K. Tizani. "Integrated Design System for Semi-Rigidly Connected Steel Frames". Advances in Structural Engineering 1, n.º 1 (enero de 1997): 47–61. http://dx.doi.org/10.1177/136943329700100106.

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A prototype Integrated Design System (IDS) for semi-rigid steel frames is reported. The aim of this system is: (i) to assist designers in conducting the overall analysis required for the frames, (ii) to provide designers with a tool to design the frames economically in terms of the total cost of the frame. The system works by guiding the users towards appropriate design decisions that recognise the cost of the frames — not just material costs but also fabrication costs. Recognition of the semi-rigid and partial strength characteristics of beam-to-column connections means that the internal force distribution in a frame depends on the analysis method adopted. A successful design for a frame requires a balanced internal force distribution between the connections and the members. To assist in achieving this, a number of analysis methods have been incorporated into the system. A detailed economic appraisal of semi-rigid frame designs is presented by means of a worked example. This illustrates global comparisons between the use of alternative analysis methods as well as between alternative options in the detailing of the connections. The benefits that can be obtained from using the system at both the conceptual and the detailed design stages are demonstrated.

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47

Sağıroğlu, Merve, Mahyar Maali, Abdulkadir Cüneyt Aydın y Mahmut Kılıç. "Moment-rotation behavior of semi-rigid web cleat connections". Challenge Journal of Structural Mechanics 6, n.º 3 (8 de septiembre de 2020): 110. http://dx.doi.org/10.20528/cjsmec.2020.03.002.

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The behavior of beam-column semi-rigid connection plays an important role in the response of a steel moment resisting, stiffness and rotation capacity framed structure, especially under static loading conditions. In this study, the moment-rotation characteristics of semi-rigid bolted connections using web cleat connections with IPE standard profile is discussed, based on the experimental investigation. The study revealed that the moment resistance of beam-column semi-rigid connection is improved by increasing the height of the beam to the height of web cleat joint (H), and the increasing thickness of web and flange in web cleat joints. The aim was to provide necessary data to improve the Eurocode 3 and efficiently use residue IPE standard profiles, rather than send them back to the consumption cycle. While the resistance moment increased with an increase in H from Hmin to Hmax.

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48

R. Gupta, K. G. Gebremedhin y J. R. Cooke. "Analysis of Metal-Plate-Connected Wood Trusses with Semi-rigid Joints". Transactions of the ASAE 35, n.º 3 (1992): 1011–18. http://dx.doi.org/10.13031/2013.28695.

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49

Yang, Wei Jun, Yong Da Yang y Jun Jie Tian. "The Study on the Mechanical Property of the Top-Seat-Angle with Double Web-Angle Connection". Applied Mechanics and Materials 138-139 (noviembre de 2011): 362–66. http://dx.doi.org/10.4028/www.scientific.net/amm.138-139.362.

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This thesis investigated the mechanical property of the semi-rigid steel beam-column connection and its influence upon the propery of the framework; grounded on several foreign common mathematical models on the moment-rotation relationship of semi-rigid connection, and on the basis of exponent function model, it derived the ultimate bearing capacity (Mμ) and initial connection stiffness (Rki) which act as controlling function in the formula. Also, it imitated the typical connection of top-seat-angle with double web-angle, ensured its moment-rotation curve, and provided a reference for the analysis of the ultimate bearing capacity in the second-order effect of light steel frame structure.

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50

Li, Guo Hua, Cheng Zhi Qi y Jian Luo. "Research on Ultimate Moment of Top-and-Seat Angle Connections in Semi-Rigid Steel Frames". Applied Mechanics and Materials 351-352 (agosto de 2013): 99–103. http://dx.doi.org/10.4028/www.scientific.net/amm.351-352.99.

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Top-and-seat angle connection is a type of semi-rigid connection, usually used in steel frame. The stress distribution and the formation of plastic hinge of connection were analyzed using ANSYS. According to the results of FEM analysis, theoretical model of the top angle was proposed. And then, the ultimate moment formula of connection was proposed based on the Mises criterion. For verifying the correction of ultimate moment formula, 13 FEM models were built and ultimate moments were calculated. The formula proposed by the article agreed well with the results of the FEM analysis. And it proves that, the ultimate moment formula of top-and-seat angle semi-rigid connection can be used in the design.

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