Cyclic behaviour of typical metal connectors for cross-laminated (CLT) structures

Gavrić, Igor; Fragiacomo, Massimo; Ceccotti, Ario

doi:10.1617/s11527-014-0278-7

Cited by 199 publications

(102 citation statements)

References 6 publications

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“…In total more than 200 monotonic and cyclic tests on CLT connections were performed on 20 different configurations. The first part of the research programme was presented in Gavric et al (2014b). Both hold-down and steel angle bracket tests were performed separately in two directions: shear and tension.…”

Section: Introductionmentioning

confidence: 99%

Cyclic behavior of typical screwed connections for cross-laminated (CLT) structures

2015

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This paper presents the results of an extensive experimental programme on typical cross-laminated timber (CLT) screwed connections conducted at CNR-IVALSA research institute. In-plane monotonic and cyclic shear and withdrawal tests were performed on screwed wall-to-wall, floor-to-floor and wall-to-floor CLT connections. Mechanical properties such as strength, stiffness, energy dissipation, ductility ratio and impairment of strength were evaluated. The experimental results showed good performance of CLT screwed joints under cyclic loads when ductile behaviour was achieved. Brittle response occurred only in cases where requirements for end and edge distances were not satisfied. The experimental characteristic shear strength and mean slip modulus of the connections were compared with values obtained using analytical design equations. The Eurocode 5 (EC5) formulas overestimated the characteristic strength values in some cases, while the Uibel and Blaß formulas specifically developed for CLT connections provided more accurate and conservative predictions. In cases where brittle failures were attained, the analytical values overestimated the experimental ones. This issue can be avoided when the requirements for minimum edge and end distances stated by EC5 are fulfilled. EC5 empirical formulas for the prediction of the screw connection slip modulus at serviceability limit state corresponded well with the experimental elastic values. The overstrength factor, which is of great importance in capacity-based design, was also evaluated, and a conservative value of 1.6 can be recommended for screwed CLT connections.

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Section: Introductionmentioning

confidence: 99%

Cyclic behavior of typical screwed connections for cross-laminated (CLT) structures

2015

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“…The viscous damping ratio of hold-down in tension was 3-4 % (Gavric et al 2015), whereas the achieved viscous damping ratio for the bolted connection was 17.5 % at 2.6 % drift.…”

Section: Equivalent Viscous Damping Ratiomentioning

confidence: 86%

Cyclic behaviour of glulam shear walls with bolted connections

Wrzesniak

Fragiacomo

2016

Eur. J. Wood Prod.

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Dowels and bolts are well established types of fasteners for timber connections. They are fast and easy to assemble which made them become a common solution for joining heavy timber elements. This study investigates the feasibility of bolted connections as a possible anchoring solution for heavy shear walls under seismic loads. Fully reversed cyclic tests were performed on glued laminated (glulam) timber shear walls with un-reinforced and reinforced bolted connections. This study builds up on a previous research conducted on single bolted connections tested under quasi-static tensile loading. Testing an entire wall provides additional information on the performance of the connections under the actual load distribution (tensile and shear force) due to horizontal load which varies the shear force distribution in the fasteners compared to the case of a simple connection tested in tension. The influence of the fastener spacing and distance from the loaded and unloaded edge on the failure mechanism was investigated, as well as the effect of the reinforcement on the cyclic response of the connection in comparison to the unreinforced solution. The experimental study proved that conventional bolted connections are a feasible solution for anchoring shear walls to the foundation. Reinforcing the connection area with self-tapping screws resulted in reduced splitting, increased connection ductility and increased equivalent damping. However, bolted connections experience significant irreversible damage, namely plasticization of the bolts and timber crushing at the interface with the bolt, at the end of the seismic event.

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“…In seismic applications, taller hold-down brackets are provided at either end of the panel to resist uplift, while the shorter angle brackets are assumed purely to resist shear. This configuration of connectors is the subject of much experimental investigation into the lateral load resistance of single-storey CLT shear wall systems (Ceccotti et al 2010;Pei et al 2012;Schneider et al 2012;Pei et al 2013;Shen et al 2013;Flatscher et al 2015;Gavric et al 2015;Li and Lam 2015;Popovski and Gavric 2016;Tomasi and Smith 2015;Casagrande et al 2016). Numerical models are proposed which replicate the hysteretic response of timber shear wall systems (Shen et al 2013;Li and Lam 2015;Pozza et al 2014).…”

Section: Literature Reviewmentioning

confidence: 99%

Lateral-Load Resistance of Cross-Laminated Timber Shear Walls

et al. 2017

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Cross-laminated timber shear wall systems are used as a lateral load resisting system in multistory timber buildings. Walls at each level typically bear directly on the floor panels below and are connected by nailed steel brackets. Design guidance for lateral load resistance of such systems is not well established and design approaches vary among practitioners. Two cross-laminated two-story timber shear wall systems are tested under vertical and lateral load, along with pullout tests on individual steel connectors. Comprehensive kinematic behavior is obtained from a combination of discrete transducers and continuous field displacements along the base of the walls, obtained by digital image correlation, giving a measure of the length of wall in contact with the floor below. Existing design approaches are evaluated. A new offset-yield criterion based on acceptable permanent deformations is proposed. A lower bound plastic distribution of stresses, reflecting yielding of all connectors in tension and cross-grain crushing of the floor panel, is found to most accurately reflect the observed behavior.

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Cyclic behaviour of typical metal connectors for cross-laminated (CLT) structures

Cited by 199 publications

References 6 publications

Cyclic behavior of typical screwed connections for cross-laminated (CLT) structures

Cyclic behavior of typical screwed connections for cross-laminated (CLT) structures

Cyclic behaviour of glulam shear walls with bolted connections

Lateral-Load Resistance of Cross-Laminated Timber Shear Walls

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