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
Brittle failure in timber connections loaded parallel to the grain
University of Auckland, Department of Civil and Environmental Engineering, Faculty of Engineering, The University of Auckland, School of Engineering.
Luleå University of Technology, Department of Engineering Sciences and Mathematics, Wood Science and Engineering.ORCID iD: 0000-0002-0336-6433
Department of Civil and Environmental Engineering, Faculty of Engineering, The University of Auckland, School of Engineering, University of Auckland.
2015 (English)In: Proceedings of the Institution of Civil Engineers: Structures and buildings, ISSN 0965-0911, E-ISSN 1751-7702, Vol. 168, no 10, p. 760-770Article in journal (Refereed) Published
Abstract [en]

An existing beam-on-elastic-foundation (BEF) model was used to determine the perpendicular-to-grain tensile stresses in timber members subjected to loading parallel to the grain by bolted connections. A set of relatively simple equations for the analysis of a Timoshenko beam of finite length on a Winkler foundation is given, and appropriate foundation stiffness values are discussed. While previous applications of the model have associated the foundation stiffness with the perpendicular-to-grain elastic strain in the timber, it is suggested that a fracture layer be introduced and the foundation stiffness be associated with the perpendicular-to-grain tensile strength and the mode I fracture energy of the wood. The latter estimation of the foundation stiffness, which leads to a so-called ‘quasi-non-linear fracture mechanics model’, has been applied with success to other problems where the BEF model has been used for the analysis of mode I fracture. An existing model for the analysis of the pure mode II fracture, which is also a quasi-non-linear fracture mechanics model based on similar assumptions as the proposed model for analysis of the mode I fracture, is reviewed. A simple way of handling mixed-mode fracture problems by means of the simple empirical interaction of the proposed pure mode I and pure mode II quasi-non-linear fracture mechanics models is discussed.

Place, publisher, year, edition, pages
2015. Vol. 168, no 10, p. 760-770
National Category
Other Mechanical Engineering
Research subject
Wood Science and Engineering
Identifiers
URN: urn:nbn:se:ltu:diva-2611DOI: 10.1680/stbu.14.00108ISI: 000365613800007Scopus ID: 2-s2.0-84964027402Local ID: 03f169e5-d2b2-4d6c-bc8f-0c30849129d6OAI: oai:DiVA.org:ltu-2611DiVA, id: diva2:975464
Note

Validerad; 2016; Nivå 2; 20150924 (andbra)

Available from: 2016-09-29 Created: 2016-09-29 Last updated: 2018-07-10Bibliographically approved

Open Access in DiVA

No full text in DiVA

Other links

Publisher's full textScopus

Authority records BETA

Girhammar, Ulf Arne

Search in DiVA

By author/editor
Girhammar, Ulf Arne
By organisation
Wood Science and Engineering
In the same journal
Proceedings of the Institution of Civil Engineers: Structures and buildings
Other Mechanical Engineering

Search outside of DiVA

GoogleGoogle Scholar

doi
urn-nbn

Altmetric score

doi
urn-nbn
Total: 56 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