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BS EN 17334:2021 Glued-in rods in glued structural timber products. Testing, requirements and bond shear strength classification, 2021
- undefined
- 1 Scope
- 2 Normative references
- 3 Terms and definitions
- 4 Symbols
- 5 General requirements
- 6 Classification [Go to Page]
- 6.1 Adhesive
- 6.2 Rods, wood products and species
- 7 Bond strength of the adhesive-wood interface [Go to Page]
- 7.1 General
- 7.2 Requirements [Go to Page]
- 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 [Go to Page]
- 7.3.1 Determination of bond strength in longitudinal tensile shear test
- 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 [Go to Page]
- 8.1 General
- 8.2 Specimen [Go to Page]
- 8.2.1 Build-up, dimensions
- 8.2.2 Timber material [Go to Page]
- 8.2.2.1 Moisture content
- 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
- 8.3 Procedure [Go to Page]
- 8.3.1 Manufacture of bond
- 8.3.2 Test schemes [Go to Page]
- 8.3.2.1 Test scheme with varying configurations of rod length, rod diameter and bond line thicknesses
- 8.3.2.2 Test scheme with individual configuration of rod length, rod diameter and bond line thickness
- 8.3.3 Test procedure
- 8.4 Expression of test results
- 8.5 Determination of declared characteristic bond shear strength values
- 9 Determination of bond temperature resistance [Go to Page]
- 9.1 General
- 9.2 Specimen
- 9.3 Procedure
- 10 Bond creep rupture test at very high and low moisture content [Go to Page]
- 10.1 General
- 10.2 Specimen
- 10.3 Procedure
- 10.4 Requirement
- 11 Working properties of the adhesive [Go to Page]
- 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
- 11.5 Determination of time to fully cured state [Go to Page]
- 11.5.1 General
- 11.5.2 Specimens and manufacture
- 11.5.3 Number and treatment of the specimens
- 11.5.4 Test procedures [Go to Page]
- 11.5.4.1 Tensile tests
- 11.5.4.2 Shear tests
- 11.5.5 Expression of results [Go to Page]
- 11.5.5.1 Tensile tests
- 11.5.5.2 Block shear tests
- 11.5.6 Determination of time to fully cured state [Go to Page]
- 11.5.6.1 Tensile tests
- 11.5.6.2 Block shear tests
- 11.5.7 Declared time to fully cured state
- 12 Test report [Go to Page]
- 12.1 The adhesive
- 12.2 Preparation of specimens and testing procedure
- 12.3 Test results
- Annex A (informative)Design procedure for glued in rods in GLT, GST, LVL and CLT [Go to Page]
- A.1 General
- A.2 Loading parallel to rod axis [Go to Page]
- 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:
- 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:
- 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 [Go to Page]
- 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.
- 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
- Annex B (informative)Common alternatives for adhesive infill in drilled holes [Go to Page]
