Published date: Jun 02 2020

Journal Title: KnE Engineering

Issue title: International Congress on Engineering — Engineering for Evolution

Pages: 77–87

DOI: 10.18502/keg.v5i6.7023

Lucas Paivaa39542@alunos.ipb.ptPolytechnic Institute of Bragança

Manuel Braz-CesarPolytechnic Institute of Bragança

Miguel PaulaPolytechnic Institute of Bragança

Wood trusses with traditional bolted or nailed connections are generally modeled as pinned joints, and the forces on the wooden members are directly transmitted to the connections by shear plane contact. Other methodologies recommend that the analysis should be done more rigorously, taking into account the wood behavior and the evaluation of stress distribution within the connection area. There is a wide range of related data to pin-type connections, but the mechanical analysis of punched metal plate fasteners (nail plates) is still under developed. Nail plate connections are capable of transfer moments, therefore, appropriated modeling should be applied. The present paper compares two methodologies for the stress distribution in the rupture lines of nail plates, using an analytical approach and a numerical method with the commercial software Midas/Gen. The results show a quantitative parity for the proposed analytical model in the case of a single joint line, but the stresses diverge in both methods for zones that presents more than one joint line.

Keywords: Timber, nail plate, structural analysis

[1] Mamlouk, M.S. and Zaniewski, j.p. (2010). Materials for Civil and Construction Engineers. Pearson.

[2] Porteous, J. and Kermani, A. (2007). Structural Timber Design to Eurocode 5. Macmillan International Higher Education.

[3] Callahan, E.E. and Dinsmore, P.W. (1993) Metal Plate Connected Wood Truss Handbook: A Comprehensive Guide to the Design and Use of Metal Plate Connected Wood Trusses in Construction Today. Wood Truss Council of America.

[4] Gupta, R., Vatovec, M., Miller, T.H., et al. (1996). Metal-plate-connected wood joints: a literature review. Forest Research Laboratory Oregon State University.

[5] Gebremedhin K.G. and Crovella P.L. (1991). Load distribution in metal plate connectors of tension joints in wood trusses. Transactions of the ASAE vol. 34, issue 1, pp. 281–287.

[6] Misra R.D. and Esmay M.L. (1966). Stress distribution in the punched metal plate of a timber joint. Transactions of the ASAE vol. 9, issue 6, pp. 839–842.

[7] Foschi, R.O. (1977). Analysis of wood diaphragms and trusses. Part II: Truss-plate connections. Canadian Journal of Civil Engineering, vol. 4, issue 3, pp. 353–362.

[8] Lau, P. W.C. (1987). Factors affecting the behaviour and modelling of toothed metal-plate joints. Canadian Journal of Civil Engineering, vol 14, issue 2, pp. 183–195.

[9] Cramer, S.M., Shrestha, D., and Fohrell, W.B. (1990). Theoretical consideration of metal-plate connected wood-splice joints. Journal of Structural Engineering, vol. 116, issue 2, pp. 3458– 3474.

[10] EN 1995-1-1. Eurocode 5: Design of timber structures (2004). Part 1-1: General – Common rules and rules for buildings. European Committee for Standardization.

[11] NF DTU 31.3. (2012). Timber structures connected with metal plate fasteners or gussets –Part 3: Design requirements. Association Française de Normalisation.

[12] DIN 1052:2008-12. (2008). Nagelplattenbinder nach. Nagelplattenprodukte.