OJCE  Vol.3 No.3 , September 2013
Experimental Investigations of the Shear Capacity of Nails in a Row
ABSTRACT

Tests of the capacity of shear connections consisting of nails in a row placed at distances 7, 10 and 14d, “d” being the cross-sectional dimension of the nail, versus single nail capacities, were executed. The performed tests do support the connotation that no reduction should be required for nails of diameter 2.8 mm or less in a row, provided that nails are spaced sufficiently far apart for wood cracking not to occur. At the ultimate capacity of the joint, all such thin nails in a row will be yielding, having developed plastic hinges, i.e. each single nail will have developed its ultimate capacity. Hence, the ultimate capacity of the connection will be each nail’s capacity times the number of nails in the row. The force pr. nail increases subsequent to the development of a plastic hinge. This is likely due to the axial pullout-force, i.e. the ultimate capacity of a shear connection is higher than the force required for developing plastic hinges in the nails. This additional capacity-reserve may also partly be attributed to the rotational resistance of nails. The number of nails in a row should make insignificant difference in the pr. nail capacity, as long as no wood cracking takes place. Thus, applying elastic theory to nails in a row does not seem relevant. This is in contrast to bolt-connections.


Cite this paper
C. Sørensen, R. Nymark and L. Baastad, "Experimental Investigations of the Shear Capacity of Nails in a Row," Open Journal of Civil Engineering, Vol. 3 No. 3, 2013, pp. 173-181. doi: 10.4236/ojce.2013.33021.
References
[1]   EuroCode 5, EN 1995-1-1:2004, “Design of Timber Structures,” Part 1-1: General—Common Rules and Rules for Buildings, 2004.

[2]   NS 3470-1, “Prosjektering av Trekonstruksjoner,” 1999. www.standard.no

[3]   Beedle, et al., “Structural Steel Design,” Lehigh University, Bethleham, 1964, pp. 568-570.

[4]   H. J. Blass, et al., “Basis of Design, Material Properties, Structural Components and Joints,” Centrum Hout, The Netherlands, 1995.

[5]   C. O. Cramer, “Load Distribution in Multiple-Bolt Tension Joints,” Journal of Structural Division, Vol. 94, No. 5, 1968, pp. 1101-1117.

[6]   G. Lantos, “Load Distribution of a Row of Fasteners Subjected to Lateral Load,” Wood Science, Vol. 1, No. 3, 1969, pp. 129-136.

[7]   H. A. Fahlbusch, “Contribution to the Problem of Bearing Strength of Bolts in Wood under Static Load,” Report No. 49-09, Institute for Mechanical Construction and Carpentry, Braunschweig, 1949.

[8]   A. Jorissen, “Bolted Connection Testing,” Royal Military College of Canada, Kingston, 1996.

[9]   “National Design Specification for Wood Construction,” American Forest and Paper Association, American National Standard, Washington DC, 1997.

[10]   Thomas & Malhotra, “Bolted Connections,” 1985. http://scholar.lib.vt.edu/theses/available/etd-08132002-140200/unrestricted/Chapter2.pdf

[11]   O. Carling, et al., “Dimensionering av Trakonstruktioner,” AB Svensk Byggtjanst, Solna, 1992.

[12]   H. J. Blass, et al., “Basis of Design, Material Properties, Structural Components and Joints,” Centrum Hout, The Netherlands, 1995.

[13]   W. B. Vaughn, “Consulting Structural Engineer,” Vaughn Engineering, 2010.

[14]   K. S. Dalen, “Senior Engineer,” Institutt for Husdyr-og Akvakulturvitenskap, Norway, 2009.

 
 
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