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the testing and product standards (EN 1382:1999 and EN 14592:2002).
The withdrawal capacity presented for the self-tapping screws by Hansen
(2002) is proposed for the correction of Eurocode 5, see equations (3.6)
and (3.7).
The anchorage strength of glued-in rods made of stainless steel reinforcing
bars is the same as with the non-alloy steel rods and it may be calculated
according to the equation presented by Kangas (1994). The full anchorage
strength of glued-in ribbed stainless steel rods is reached even with the
tension stress value of 800 N/mm 2 .
42-7-9 J L Jensen, P Quenneville
Connections with glued-in rods subjected to combined bending and
shear actions
Introduction
Glued-in rods have in recent years been widely used in timber structures.
Such connections provide an efficient means of transferring moments, and
they are architecturally attractive. During the last decade, numerous research
papers have been produced on this topic, but nevertheless, design
rules for glued-in rods have not been accepted into the major design codes.
In the final draft of EC5, a previously included informative annex on
glued-in steel rods has been removed.
The vast majority of research papers on glued-in rods have concentrated
on withdrawal of single rods, usually steel rods. Relatively little attention
has been paid to materials other than steel, and very little attention has
been paid to applications of glued-in rods to connections as used in real
life. Of the few research papers on moment-resisting connections, virtually
all have focused on pure bending. No research (other than reported in the
present paper) seems to have attempted quantifying the strength of moment-resisting
connections with glued-in rods subjected to combinations
of bending and shear, nor did the´now removed annex from EC5 deal with
combined bending and shear and possible splitting problems.
Conclusions
Glued-in rods are widely used for moment resisting connections. However,
no design rules are given in EC5. Future editions of EC5 should preferably
contain guidelines not only for withdrawal of single rods, but also for
moment resistance, shear resistance, and resistance to combined actions of
moment and shear.
Simple models suitable for practical design have been derived for pure
moment and pure shear actions based on fracture mechanics, and combined
actions have been considered empirically for connections with rods
of hardwood. Test show good agreement between theoretical and experimental
failure loads. It is believed that the presented models with minor alterations
can be adopted for rods of steel, aluminum and other materials.
Considerable increase of the shear strength may be obtained in simple
ways, e.g. by gluing plywood plates on to the beam ends. Reinforcement
by means of screws may prove efficient for this purpose as well.
CIB-W18 Timber Structures – A review of meeting 1-43 4 CONNECTIONS page 4.56