Ductile Moment-Resisting Timber Connections: A Review

Rebouças, Arthur da Silva; Mehdipour, Zabih; Branco, Jorge M.; Lourenço, Paulo B.

doi:10.3390/buildings12020240

Cited by 17 publications

(6 citation statements)

References 28 publications

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“…In the design, the rotational stiffness of closely spaced small groups of dowels is often neglected even if they are subjected to moment action due to eccentricities [20]. Larger groups of dowels and groups with larger spacing between the dowels can be employed as moment-resisting joints, e.g., in frame corners, where the dowels are positioned at a distance around the center of rotation [22].…”

Section: Generalmentioning

confidence: 99%

“…GiR can be used to couple a steel member with a timber member or to join two timber elements. Joints with GiR are often used to realize moment-resisting joints, such as beam-to-column or beam-to-beam joints, with or without steel profiles [22] or column foundation [23]. Ductile behaviour can be archived under monotonic and cyclic loading if the relevant failure is the yielding of the steel and not the failure modes associated with the timber.…”

Section: Generalmentioning

confidence: 99%

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Regression Models for the Description of the Behaviour of Modern Timber Joints

Caprio,

Jockwer

2023

Buildings

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Joints in timber structures are today typically designed in a simplistic manner, i.e., by assuming linear elastic behaviour or neglecting their real stiffness by assuming ideal pinned or fixed conditions. While such assumptions may be acceptable for simple structures, they do not reflect the real behaviour of joints in complex structures, and could, in some cases, lead either to an over-conservative or even unsafe design. Therefore, a more accurate and realistic representation of the nonlinear behaviour of joints with mechanical fasteners is needed. The most common modern timber joints with mechanical fasteners are realized with dowels, bolts, glued-in rods, or self-tapping screws. In this paper, an overview of the impact of the most influential parameters on the shape of the load-displacement curves of these joints under common static loading is given. The joints were differentiated according to the characteristics of their nonlinear load-displacement behaviour. Different analytical models from the literature for the description of the load-displacement curves of timber joints were reviewed. The performance and suitability of these models for describing the variety of nonlinear load-displacement behaviours of joints were evaluated and the advantages and limitations of each model were identified. It was found that the Richard–Abbott model is the most suitable to parametrize a variety of timber joints and to capture the variability of the test data by its parameters. Such an analytical model can be used to incorporate a parametrized, more realistic, nonlinear load-displacement representation of the behaviour of joints in reliability analyses, structural design software, and design guidance for modern timber structures.

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Section: Generalmentioning

confidence: 99%

Section: Generalmentioning

confidence: 99%

Regression Models for the Description of the Behaviour of Modern Timber Joints

Caprio,

Jockwer

2023

Buildings

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“…Mass timber frames with semi-rigid beam-to-column connections can provide a sufficient load-carrying mechanism for both gravity and lateral loads for timber buildings. Beam-column moment-resisting connections with adequate ductility are crucial to ensure robustness and energy dissipation [9]. Experimental investigations on the glulam beam-column moment-resisting connections using self-tapping screws as fasteners have been conducted in a relatively recent study by [10].…”

Section: Introductionmentioning

confidence: 99%

A New Moment-Resisting Glulam Beam-End Connection Utilizing Mechanically Fastened Steel Rods—An Experimental Study

Hubbard,

Salem

2024

Applied Mechanics

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A new moment-resisting mass timber connection was designed based on the principles of force equilibrium in applied mechanics. The connection configuration utilizing two mechanically fastened threaded steel rods embedded into the end of a glulam beam section was experimentally investigated in this study. A gradually increasing transverse load was applied to the free end of a cantilevered beam, causing a bending moment on the beam-end connection until failure. Four different connection configurations were examined, each replicated twice to verify results. The beam connection parameters investigated were rod anchorage length (200 and 250 mm) and square washer size (38.1 and 50.8 mm). Test results show that increasing the washer size increased the connection bending strength by increments more significantly than those due to increasing the rod anchorage length. However, the connection configurations with the smaller-size washer, which failed mainly due to wood crushing under the washer, had higher ductility ratios than those with the larger-size washer, which failed due to steel rod yielding. In a real-life scenario, a structural element such as a glulam beam is usually loaded to approximately 50% to 70% of its design capacity, considering a reasonable margin of safety. The study estimates a maximum possible bending moment utilization factor for the strongest connection configuration that ranged between 34% and 48% compared to the maximum moment resistance of a supported glulam beam spanning an average length of 4.0 m to 6.0 m (a common span length in framed timber buildings) and has a cross-section size same as the one utilized in this study. This utilization factor is quite large for a timber connection, and thus, confirms a considerable moment-resisting capability of the new configuration developed in this study.

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“…The work in [39] only concerns application to steel braces, and that in [40] concerns BCCs for composite special MRFs. In [41] and [42], respectively, there are reviews of seismic protection technologies and MR BCCs for timber structures, while in [43] the long-term performance of wood friction connectors is discussed. Regarding the use of friction dampers in reinforced concrete (RC) MRFs, the application is limited to prefabricated frame prestressed reinforced concrete (PRC) BCCs [44][45][46][47][48], while some recent solutions have been proposed for (RC) MRFs having columns cast in situ connected with hybrid steel trussed concrete beams (HSTCBs) [49,50].…”

Section: Introductionmentioning

confidence: 99%

A Review of Friction Dissipative Beam-to-Column Connections for the Seismic Design of MRFs

Colajanni,

Ahmed,

Pagnotta

et al. 2024

Applied Sciences

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The use of friction-based beam-to-column connections (BCCs) for earthquake-resistant moment-resistant frames (MRFs), aimed at eliminating damage to beam end sections due to the development of plastic hinges, has been prevalent since the early 1980s. Different technical solutions have been proposed for steel structures, and some have been designed for timber structures, while a few recent studies concern friction joints employed in reinforced concrete structures. Research aimed at characterizing the behavior of joints has focused on the evaluation of the tribological properties of the friction materials, coefficient of friction, shape and stability of the hysteresis cycles, influence of the temperature, speed of load application, effects of the application method, stability of preload, the influence of seismic excitation characteristics on the structural response, statistical characterization of amplitude, and frequency of the slip excursion during seismic excitation. Studies aimed at identifying the design parameters capable of optimizing performance have focused attention mainly on the slip threshold, device stiffness, and deformation capacity. This review compiles the main and most recent solutions developed for MRFs. Furthermore, the pros and cons for each solution are highlighted, focusing on the dissipative capacity, shape, and stability of hysteresis loops. In addition, the common issues affecting all friction connections, namely the characteristics of friction shims and the role of bolt preload, are discussed. Based on the above considerations, guidelines can be outlined that can be used to help to choose the most appropriate solutions for BCCs for MRFs.

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Ductile Moment-Resisting Timber Connections: A Review

Cited by 17 publications

References 28 publications

Regression Models for the Description of the Behaviour of Modern Timber Joints

Regression Models for the Description of the Behaviour of Modern Timber Joints

A New Moment-Resisting Glulam Beam-End Connection Utilizing Mechanically Fastened Steel Rods—An Experimental Study

A Review of Friction Dissipative Beam-to-Column Connections for the Seismic Design of MRFs

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