Parametric Study of Three Types of Timber Connections with Metal Fasteners Using Eurocode 5

Fonseca, E.M.M.; Leite, Pedro; Silva, Lino D. S.; Silva, Vânia S. B.; Lopes, H.

doi:10.3390/app12031701

Cited by 12 publications

(22 citation statements)

References 15 publications

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“…The stiffness of the connections of the OSB panels with the lateral portal columns was simulated in the FEM structural model using spring elements in the corners of the panel. The value of the rigidity of the springs [Ks] for the setup of FEM software to simulate in the structural model the joint slip of the metal bracket between the wood columns and the OSB panels, following section 7 of the Eurocode 5 (Fonseca et al, 2022). The Ks value is known for the common metal connections but has to be evaluated when a new connection is used.…”

Section: Analysis Of the Shear Wall Deformationsmentioning

confidence: 99%

Calibrating structural modelling simulation parameters of a lightweight temporary shelter using a lateral load test <em>in situ</em>

Barreca

Cardinali²,

Tirella³

2022

J. Agric. Eng.

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The importance of temporary housing facilities has been recently highlighted due to the occurrence of migrant flows, agricultural workers, and, more recently, the need for ‘social distancing’ strategies has become crucial to limiting the spread of the coronavirus 2019 (COVID-19) disease. They are built with different shapes, technology, structural and material systems. The structural system is often very simple because the module must be constructed in a short time by a few people. They have guaranteed the safety and well-being of the occupants and have to be designed in accordance with the rules and approved building codes. For these reasons, it is very important to design and verify the structural system with a high level of accuracy using a model and reliable structural analysis methods. Furthermore, it is essential to test the actual behaviour of the structure in use to validate the structural model simulated with the behaviour in situ. In this paper, we have illustrated a simple original test in situ to analyse the behaviour and survey the displacements of the shear wall prototype of a temporary home module in cork and timber loaded with a horizontal force. The comparison between the measured and the calculated displacements by means of finite element model software led to the evaluation of the accuracy of the structural model and the more realistic value of the connection’s metal stiffness. A specific numerical function was obtained using a rational regression interpolation that relates the connections’ stiffness value to the horizontal force. Knowing the actual value of the connection stiffness leads to a more reliable and safe design.

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Section: Analysis Of the Shear Wall Deformationsmentioning

confidence: 99%

Calibrating structural modelling simulation parameters of a lightweight temporary shelter using a lateral load test <em>in situ</em>

Barreca

Cardinali²,

Tirella³

2022

J. Agric. Eng.

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“…In structural timber engineering, the friction properties of wood, which are the focus of this study, hold significant relevance, particularly in the designing of joints and supports. The friction coefficient between wooden parts or between wood and metal connectors significantly influences the magnitude and manner of force transmission [14][15][16][17][18][19][20]. For instance, in step joints [14] and reverse joints [18], load distribution varies across In structural timber engineering, the friction properties of wood, which are the focus of this study, hold significant relevance, particularly in the designing of joints and supports.…”

Section: Introductionmentioning

confidence: 99%

“…For instance, in step joints [14] and reverse joints [18], load distribution varies across In structural timber engineering, the friction properties of wood, which are the focus of this study, hold significant relevance, particularly in the designing of joints and supports. The friction coefficient between wooden parts or between wood and metal connectors significantly influences the magnitude and manner of force transmission [14][15][16][17][18][19][20]. For instance, in step joints [14] and reverse joints [18], load distribution varies across contact faces depending on the coefficient of friction.…”

Section: Introductionmentioning

confidence: 99%

Frictional Behavior of Chestnut (Castanea sativa Mill.) Sawn Timber for Carpentry and Mechanical Joints in Service Class 2

Villar-García,

Moya Ignacio,

Vidal-López

et al. 2024

Sustainability

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Wood is poised to become a material of choice for future construction. When appropriately managed, it is a renewable material with unique mechanical properties. Thus, there has been a growing demand for hardwoods, including Castanea sativa Mill., the focal point of this investigation, for structural applications. Albeit in a limited capacity, Eurocode 5-2 offers friction coefficients for softwoods, but it falls short for hardwoods. These coefficients play a critical role in numerical simulations involving friction, enabling the optimization of joints and, by extension, the overall structural integrity. Test samples were evaluated at 15% and 18% moisture content (Service Class 2) for various orientations of timber-to-timber and timber-to-steel friction. The results provide an experimental database for numerical simulations and highlight the influence of moisture on the stick–slip phenomenon, which was absent for the timber-to-timber tests, as well as on the rising friction values. At 18%, the static and kinetic coefficients were 0.70 and 0.48 for timber-to-timber and 0.5 and 0.50 for timber-to-steel. The increase was around 50% for timber-to-timber friction and over 170% for timber-to-steel pairs. Moreover, the findings proved a relationship between both coefficients and the validity of the linear estimation approach within the 12–18% moisture commonly applied to softwoods.

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“…In this paper, the authors analysed connections to be used in aluminium-timber composite beams. The load capacity of the connections with mechanical fasteners depends on many parameters, such as timber density, loading direction, fastener spacing, and end and edge distances [ 45 ]. The connections for aluminium-timber composite beams investigated in the previous studies were screwed or bolted [ 2 , 35 , 46 , 47 , 48 , 49 ].…”

Section: Introductionmentioning

confidence: 99%

Experimental Study of Aluminium-Timber Composite Bolted Connections Strengthened with Toothed Plates

Chybiński

Polus

2022

Materials

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This paper presents the first experimental study of the load-slip behaviour of aluminium-timber composite bolted connections reinforced with toothed plates. The effectiveness of the strengthening was evaluated in laboratory push-out tests. The push-out test samples consisted of laminated veneer lumber panels, aluminium alloy I-beams, and bolts (grade 8.8 10 mm × 125 mm and 12 mm × 135 mm bolts, grade 5.8 10 mm × 125 mm and 12 mm × 135 mm bolts). A group of 16 specimens had toothed plates as additional reinforcement, while 16 specimens had no reinforcement. The impact of the bolt diameter (10 and 12 mm) and bolt grade (5.8 and 8.8) on the behaviour of the connections was also analysed. The values of the ultimate load and the slip modulus for the bolted connections with grade 8.8 10 mm and 12 mm bolts and with grade 5.8 12 mm bolts reinforced by toothed-plate connectors were comparable to the values for the non-reinforced connections. This was because, in the case of grade 8.8 10 mm × 125 mm and 12 mm × 135 mm bolts and grade 5.8 12 mm × 135 mm bolts, the laminated veneer lumber (LVL) slabs split both in the reinforced and non-reinforced connections. The toothed-plate connectors reduced timber destruction in the bearing zones in the LVL slabs. However, they did not protect the LVL slabs against splitting. Therefore, the impact of the toothed plate connectors on the stiffness and strength of the bolted connections with grade 8.8 10 mm and 12 mm bolts and with grade 5.8 12 mm bolts analysed in this paper was found to be negligible. In the case of grade 5.8 10 mm bolts, the LVL slabs did not split. The mean slip modulus k0.6 of the connections with grade 5.8 10 mm bolts reinforced with toothed plate connectors was 2.9 times higher than that of the non-reinforced connections. However, the strength of the connections with grade 5.8 10 mm bolts was 1.2 times lower after reinforcing. This was because the shanks of the bolts were sheared faster in the reinforced connections than in the non-reinforced connections as a result of the bolt shanks being under the bearing pressure of the aluminium flange, the LVL slab, and the toothed-plate flange. This situation did not occur for the remaining connections because they had a higher strength (grade 8.8 bolts) or a larger diameter (12 mm), and their bolts were less prone to cutting off. The investigated load–slip curves of the reinforced bolted connections can be used for designing and numerical modelling of aluminium-timber composite beams with this type of connection.

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Parametric Study of Three Types of Timber Connections with Metal Fasteners Using Eurocode 5

Cited by 12 publications

References 15 publications

Calibrating structural modelling simulation parameters of a lightweight temporary shelter using a lateral load test <em>in situ</em>

Calibrating structural modelling simulation parameters of a lightweight temporary shelter using a lateral load test <em>in situ</em>

Frictional Behavior of Chestnut (Castanea sativa Mill.) Sawn Timber for Carpentry and Mechanical Joints in Service Class 2

Experimental Study of Aluminium-Timber Composite Bolted Connections Strengthened with Toothed Plates

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