Block tear-out resistance of CLT panels with single large-diameter connectors

Asgari, Hosein; Tannert, Thomas; Loss, Cristiano

doi:10.1007/s00107-022-01809-3

Cited by 5 publications

(2 citation statements)

References 23 publications

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“…To avoid brittle failure, the horizontal edge distance of the bolt was designed to avoid net tension failure. For CLT connections with large diameter bolts, splitting failure is not expected, and for the same embedment length (Ln) shear-out failure will be dominant 7) . The embedment length to bolt diameter ratio (Ln/Φ) is designed to ensure that shear-out strength of the CLT is larger than embedment strength 8) .…”

Section: Targeted Failure Mechanism Of One-bolt Jointmentioning

confidence: 99%

Development of Steel Plate-Bolt Joint System for CLT Hybrid Structures: Structural Performance Evaluation and Component-Level Experiment

ALJUHMANI,

MATSUMOTO,

MINEGISHI

et al. 2024

AIJ J. Technol. Des.

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In this paper, a bolt-type steel joint system for CLT-steel hybrid buildings is proposed. The proposed connection consists of insertion steel plates and steel bolts with a large diameter that connect two CLT walls to steel beams. Evaluation methods to predict the structural performance of the connection are proposed and validated with component-level one-bolt connection tests. It was found that the methods can be used to predict the structural performance of the connection with good accuracy. The proposed connection can utilize the high strength and stiffness of CLT wall panels while maintaining an acceptable level of ductility.

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Section: Targeted Failure Mechanism Of One-bolt Jointmentioning

confidence: 99%

Development of Steel Plate-Bolt Joint System for CLT Hybrid Structures: Structural Performance Evaluation and Component-Level Experiment

ALJUHMANI,

MATSUMOTO,

MINEGISHI

et al. 2024

AIJ J. Technol. Des.

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“…All steel and CLT members were designed to have no inelastic deformation for a given target load and therefore the HD deformations result from the rubber layers' deformation. Additionally, the overstrength factor to design the rubber layer needs to prevent the brittle failure of the CLT panel [7]. Depending on the assembly of the hyperelastic HD, the mean load bearing capacity in the study ranged from 100-150 kN, while reaching the corresponding displacements from 3-12 mm [6].…”

Section: Introduction 567mentioning

confidence: 96%

Glued-in Rod CLT Connections With Flexible Polymer Adhesive

Azinović

Sebera

Kržan

et al. 2023

World Conference on Timber Engineering (WCTE 2023)

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This paper explores the possibility of using flexible adhesives for glued-in rods in cross laminated timber (CLT). In the first series of tests, a rod glued in a CLT panel with flexible adhesive was investigated for its mechanical resistance. The connection was tested in pull-pull configuration using monotonic and cyclic, tensile-only loading. Different glued-in lengths were tested, for which the rod diameter and glue-line thickness were constant. The tests have shown that the adhesive can resist large elastic deformations, while it does not exhibit large energy dissipation capacity. Based on the test results the numerical analyses were performed to study the behaviour of the connection where other parameters were considered. Existing constitutive models available in Ansys software were used to simulate the specific mechanical behaviour of the connection under monotonic loading. The results of the FE model exposed an optimal glueline thickness and glued-in length in relation to the engineering design parameters. The second series of tests were material emission tests, which were carried out in a Micro-Chamber (μ-CTE) with the intention to further explore the feasibility of such connections in terms of volatile organic compound (VOC) emissions.

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