Change search
CiteExportLink to record
Permanent link

Direct link
Cite
Citation style
  • apa
  • harvard1
  • ieee
  • modern-language-association-8th-edition
  • vancouver
  • Other style
More styles
Language
  • de-DE
  • en-GB
  • en-US
  • fi-FI
  • nn-NO
  • nn-NB
  • sv-SE
  • Other locale
More languages
Output format
  • html
  • text
  • asciidoc
  • rtf
Prediction model for the load-carrying capacity of nailed timber joints subjected to plug shear
Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.ORCID iD: 0000-0002-5907-7788
Luleå University of Technology, Department of Civil, Environmental and Natural Resources Engineering, Structural and Construction Engineering.
2013 (English)In: Materials and Structures, ISSN 1359-5997, E-ISSN 1871-6873, Vol. 46, no 12, p. 1973-1985Article in journal (Refereed) Published
Abstract [en]

Timber joints can experience ductile failures as modeled by Johansen in the European Yield Model adapted in Eurocode 5, or they can fail in a brittle manner. In nailed or screwed joints where the fastener does not protrude through the timber, plug shear failure can occur where an entire plug defined by the perimeter of the joint is torn away from the timber. The brittle plug shear failure, which can occur in joints loaded in tension parallel to the grain, results in a lower joint resistance than the ductile failure modes. The aim of this study is to evaluate existing prediction formulas for plug shear failure in timber connections, compare them to test results and observations, and propose a new prediction formula. Test results from four different experimental studies are presented. Using hypothesis testing, a prediction formula for plug shear failure is proposed based on 92 experiments. The resistance of the tensile failure mode of plug shear failure is best modelled by the tensile resistance of the end face of the plug. The resistance of the shear failure mode of plug shear failure is best modelled by the shear resistance of the bottom area of the plug taking into account the volume effect on shear strength. The model currently in Annex A of Eurocode 5 is overestimating the plug shear resistance compared to the test results analysed in this research. To avoid plug shear failure, short and wide joints are preferred, minimising the number of fasteners in line with the load and grain direction

Place, publisher, year, edition, pages
2013. Vol. 46, no 12, p. 1973-1985
National Category
Building Technologies
Research subject
Timber Structures
Identifiers
URN: urn:nbn:se:ltu:diva-2990DOI: 10.1617/s11527-013-0030-8ISI: 000326289400001Scopus ID: 2-s2.0-84885448770Local ID: 0bc98030-e9ee-4a81-be6f-03dbbf620c7dOAI: oai:DiVA.org:ltu-2990DiVA, id: diva2:975845
Note
Validerad; 2013; 20130226 (andbra)Available from: 2016-09-29 Created: 2016-09-29 Last updated: 2018-08-07Bibliographically approved

Open Access in DiVA

No full text in DiVA

Other links

Publisher's full textScopus

Authority records BETA

Johnsson, HelenaParida, Gabriela

Search in DiVA

By author/editor
Johnsson, HelenaParida, Gabriela
By organisation
Structural and Construction Engineering
In the same journal
Materials and Structures
Building Technologies

Search outside of DiVA

GoogleGoogle Scholar

doi
urn-nbn

Altmetric score

doi
urn-nbn
Total: 94 hits
CiteExportLink to record
Permanent link

Direct link
Cite
Citation style
  • apa
  • harvard1
  • ieee
  • modern-language-association-8th-edition
  • vancouver
  • Other style
More styles
Language
  • de-DE
  • en-GB
  • en-US
  • fi-FI
  • nn-NO
  • nn-NB
  • sv-SE
  • Other locale
More languages
Output format
  • html
  • text
  • asciidoc
  • rtf