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BS EN 17334:2021

BS EN 17334:2021

$189.07

Glued-in rods in glued structural timber products. Testing, requirements and bond shear strength classification

Published By Publication Date Number of Pages
BSI 2021 46
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This document specifies test methods for the determination of the suitability of two component epoxy and two component polyurethane adhesives for glued-in steel rods in glued laminated timber (GLT) and glued solid timber (GST) according to EN 14080, cross laminated timber (CLT) according to EN 16351 and laminated veneer lumber (LVL) according to EN 14374.

NOTE 1

The English term “glued-in rods” has been chosen as the established term instead of “bonded-in rods”.

It specifies performance requirements and the determination of characteristic bond strength values for such adhesives for the prefabrication under factory or factory-like conditions of joints between load-bearing timber products and steel rods only. This document does not cover the performance of adhesives for on-site gluing (except for factory-like conditions).

NOTE 2

Factory like conditions provide shelter from direct weathering and dirt, prevent undue movement of the joints during curing of the adhesive and provide temperature and relative humidity conditions and control as in factory production environment.

This document also covers glued–in rods in surface treated wood. It does not cover glued-in rods in modified and stabilized wood with considerably reduced swelling and shrinkage properties, e.g. acetylated wood, heat treated wood, polymer impregnated wood and preservative treated wood.

The joints are intended for load-bearing timber structures in service classes 1 and 2 according to EN 1995?1?1 which are loaded predominantly static or quasi static according to EN 1990 and EN 1991?1?1. The joints are intended for load-bearing timber structures which are not subjected to a prolonged exposure to temperatures over 60 °C.

A design procedure for glued-in rods in glued structural timber products is given in the informative Annex A.

NOTE 3

Several provisions of this document can apply to in situ repair and upgrading of existing timber structures including (cracked/fissured) solid wood beams. For adhesives for glued-in rods used in on-site repair or applications with solid timber additional provisions apply, e.g. related to rheology and site temperature conditions. Such provisions are not part of this document.

PDF Catalog

PDF Pages PDF Title
2 undefined
7 1 Scope
2 Normative references
8 3 Terms and definitions
10 4 Symbols
13 5 General requirements
6 Classification
6.1 Adhesive
6.2 Rods, wood products and species
7 Bond strength of the adhesive-wood interface
7.1 General
14 7.2 Requirements
7.2.1 Bond strength in longitudinal tensile shear test
7.2.2 Resistance to delamination
7.2.3 Effect of wood shrinkage on the shear strength
7.2.4 Effect of compression shear and climatic changes
7.3 Test methods
7.3.1 Determination of bond strength in longitudinal tensile shear test
15 7.3.2 Determination of resistance to delamination
7.3.3 Determination of the effect of wood shrinkage on the shear strength
7.3.4 Determination of compression shear and climatic changes
8 Bond shear strength of glued-in steel rods
8.1 General
8.2 Specimen
8.2.1 Build-up, dimensions
16 8.2.2 Timber material
8.2.2.1 Moisture content
17 8.2.2.2 Glulam and glued solid timber
8.2.2.3 Cross laminated timber
8.2.2.4 Laminated veneer lumber
8.2.3 Steel rod
18 8.3 Procedure
8.3.1 Manufacture of bond
19 8.3.2 Test schemes
8.3.2.1 Test scheme with varying configurations of rod length, rod diameter and bond line thicknesses
20 8.3.2.2 Test scheme with individual configuration of rod length, rod diameter and bond line thickness
8.3.3 Test procedure
22 8.4 Expression of test results
23 8.5 Determination of declared characteristic bond shear strength values
24 9 Determination of bond temperature resistance
9.1 General
25 9.2 Specimen
9.3 Procedure
28 10 Bond creep rupture test at very high and low moisture content
10.1 General
10.2 Specimen
10.3 Procedure
10.4 Requirement
29 11 Working properties of the adhesive
11.1 General
11.2 Determination of working life under reference conditions
11.3 Determination of open assembly time
11.4 Determination of curing time under reference conditions
30 11.5 Determination of time to fully cured state
11.5.1 General
11.5.2 Specimens and manufacture
32 11.5.3 Number and treatment of the specimens
11.5.4 Test procedures
11.5.4.1 Tensile tests
11.5.4.2 Shear tests
33 11.5.5 Expression of results
11.5.5.1 Tensile tests
11.5.5.2 Block shear tests
11.5.6 Determination of time to fully cured state
11.5.6.1 Tensile tests
11.5.6.2 Block shear tests
34 11.5.7 Declared time to fully cured state
12 Test report
12.1 The adhesive
35 12.2 Preparation of specimens and testing procedure
12.3 Test results
36 Annex A (informative)Design procedure for glued in rods in GLT, GST, LVL and CLT
A.1 General
A.2 Loading parallel to rod axis
A.2.1 For ultimate load design of steel rods loaded parallel to rod axis the following failure mechanism shall be taken into account:
A.2.2 In case of multiple glued-in rods where an uneven loading of the individual rods cannot be excluded, than the load capacity of the steel rod and not of the wood or the bond line shall be considered as design relevant.
A.2.3 The minimum distances between the rods and from the edges are given in Table A.1, and Figure A.1.
A.2.4 The design value Fax,Rd for the withdrawal (pull-out) capacity of a single glued-in rod can be calculated as:
37 A.2.5 For rods glued-in parallel to grain the tension strength of the wood at the end of the steel rod shall be verified. Per rod the effective cross-sectional area of the wood shall be taken maximally as 36 d2.
A.2.6 In case axially loaded glued-in rods are used for joints where the rods and the axis of the timber member include an angle α ≤ 90° (see Figure A.2) the tension stresses perpendicular to grain caused by the load component perpendicular to grain shall be verified as:
40 A.2.7 For a group of axially loaded rods the occurrence of block shear failure parallel to the grain shall be verified against the load component acting parallel to the grain. The higher characteristic load resulting from either the envelope area around the rod group multiplied by characteristic shear strength of the wood or the net cross section at the end of the rod group multiplied by the characteristic tensile strength shall be considered relevant.
A.3 Loading lateral to rod axis
A.3.1 For the determination of the lateral load-carrying capacity of the glued-in steel rod the design provisions specified for laterally loaded dowel-type fasteners in EN 199511:20041, 8.2, apply. In case of rebars the nominal diameter shall be taken for diameter d.
A.3.2 Unless specified different hereinafter, further the rules specified in EN 199511:20041, 8.5, for laterally loaded bolts apply.
A.3.3 The minimum distances for laterally loaded steel rods glued-in parallel to grain are specified in Table A.2 and Figure A.3.
42 A.3.4 In case of rods glued-in perpendicular to grain direction the characteristic value of the embedment strength according to EN 199511:20041, 8.5, can be increased by a factor of 1,25.
A.3.5 In case of rods glued-in parallel to grain the characteristic value of the embedment strength may be assumed as 10 % of the respective values for steel rods glued-in perpendicular to grain (see also A.3.4).
A.3.6 In case the angle between grain direction and axis of glued-in rod lies between 0° and 90°, then the characteristic value of the embedment strength may be determined by linear interpolation.
A.3.7 In case the lateral load acts at a distance e to the end grain face (see Figure A.3), this has to be considered in ultimate limit state design of the joint.
A.4 Combined axial and lateral loading
43 Annex B (informative)Common alternatives for adhesive infill in drilled holes

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BS EN 17334:2021
$189.07