Alghero, no. 44, 2011 - CIB-W18

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1. Chairman's Introduction 2. General Topics 3. Stress Grading 4. Stresses for Solid Timber 5. Timber Joints and Fasteners 6. Laminated Members 7. Structural Stability 8. Fire 9. Statistics and Data Analysis 10. Research Notes 11. Any Other Business 12. Venue and Program for Next Meeting 13. Close 1
Page 1 and 2: INTERNATIONAL COUNCIL FOR RESEARCH
Page 3: CONTENTS 1. Chairman's Introduction
Page 7 and 8: INTERNATIONAL COUNCIL FOR RESEARCH
Page 9: J Köhler C Sigrist R Steiger T The
Page 14 and 15: eviewer and clear guidelines for th
Page 16 and 17: 5 TIMBER JOINTS AND FASTENERS 44 -
Page 18 and 19: out and geometry. B Franke responde
Page 20 and 21: J Köhler asked why the simulated r
Page 22 and 23: 44 - 15 - 7 Seismic Performance of
Page 24 and 25: Mechanical behaviour of the in-plan
Page 27: 14. Peer review of papers for the C
Page 31 and 32: List of CIB-W18 Papers, Alghero, It
Page 33: 16. Current List of CIB-W18(A) Pape
Page 36 and 37: denotes the subject: 1 Limit State
Page 38 and 39: 6-2-3 Comparison of Larsen and Perr
Page 40 and 41: 20-4-1 Considerations of Reliabilit
Page 42 and 43: 12-6-1 Strength Classifications for
Page 44 and 45: 31-6-4 Compression Strength Perpend
Page 46 and 47: 13-7-2 Investigation of the Effect
Page 48 and 49: 22-7-10 Calculation of Joints and F
Page 50 and 51: 31-7-3 Flexural Behaviour of Glulam
Page 52 and 53: 35-7-12 Fiber-Reinforced Beam-to-Co
Page 54 and 55: 41-7-5 Embedding Strength of Europe
Page 56 and 57: 19-1-1 Duration of Load Effects and
Page 58 and 59: 30-10-4 Load Carrying Capacity of T
Page 60 and 61:
25-12-1 Determination of Characteri
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43-12-4 Experimental Investigations
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26-14-1 Test of Nail Plates Subject
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29-15-5 Natural Frequency Predictio
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39-15-2 Which Seismic Behaviour Fac
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39-16-1 Fire Performance of FRP Rei
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23-19-2 The Fracture Energy of Wood
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21-100-1 CIB Structural Timber Desi
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38-102-1 A New Generation of Timber
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CIB-W18/44-5-1 INTERNATIONAL COUNCI
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Table 1. Overview of relevant knot
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equation the MOE of the WS is calcu
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Cut grains a) b) c) d) Figure 4. a)
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The correlation coefficient betwee
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Table 6. Estimated parameters, thei
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ed knot area ratio (tKAR) are simil
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Adaptive production settings method
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Table 1: Average properties of grad
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This drawback is partially overcome
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EN 14081-4 settings C40 C30 C18 Rej
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Table 11: Yields obtained to C40, C
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• The reference, “optimum gradi
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Table 2 Grade Grade 1 Grade 2 Rejec
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example Jørgensen (1993). Some req
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4.2 Determination of the prediction
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liers will decrease and the setting
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V bh 2 0.6 1 G xy G f d 1 2
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2.1 Specification of material prope
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Probability density [-] Fracture en
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Probability density [-] E x / G xy
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Both action effects and resistance
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The suggested new values for the ma
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2 Situations where combined stresse
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K K 1 1c b 1 2 b 2 K2 K a 2c
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tensile stresses perpendicular to t
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4.1.2 Experiments by Spengler at th
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Elongation Compression set 480 4.2.
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6 Acknowledgements The providing of
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4 Forintek (n.a.) Wood screw gauge
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The observations with power nails w
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References Herzog, B & Yeh, B (2006
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In Eq. (6) the last term can be the
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2 Experimental tests Within the sco
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The chart in Fig. 6 illustrates the
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Table 6: Mean values of proof loads
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Fig. 13 Central point support / con
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In this case the capacity of the sc
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4.3 Verification of the design conc
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Literature [1] DIN 1052:2008-12: En
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Fatigue Behaviour of the Stud Conne
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The primal intention of the current
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transferring area - were analyzed w
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The following schematic diagrams (F
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determined to 46 % of the correspon
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2 Experimental testing This section
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2.2 Test results In the case of sei
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3.1 Gap opening As mentioned previo
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4 Incorporating the Initial Stiffne
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Acknowledgements The authors wish t
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Design approach for the splitting f
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Table 1: Numerical test series GROU
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3 Design proposal for double shear
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Figure 8: 3-dim. curve of the norma
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GÖRLACHER [7] who did tests with n
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CIB-W18/44-12-1 INTERNATIONAL COUNC
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2 glulam: state of the art 2.1 Char
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was completed by Y. Halili [3] and
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Table 3: mechanical properties of C
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Table 4: mechanical properties of C
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F glulam F CLT Figure 13: 200 mm hi
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mm, height=90/200/480 mm) and CLT-p
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with: s H k c ,90= √ L ⩽5with L
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[2]. In this sense, Glos [1] conduc
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The stress state is plane stress. I
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The rigid lower steel base, shown i
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3 Results 3.1 Simulated mechanical
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Charact. compressive strength [MPa]
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identified as decisive explanatory
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Glued Laminated Timber: A proposal
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k The coefficient k s is determined
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Lot Depth (mm) Beam lay-up Strength
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Design proposal It is proposed to a
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Glulam beams with internally and ex
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F t,V,d h ⎡ h − ⎤ 0, 008 2 =
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3 Verification of the reinforcement
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was derived for round holes from a
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adii, dependant on the aspect ratio
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The nominal/outer diameter of the s
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of different sizes and grades to es
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3.2 Beam B12, B24, and B36 Tests Th
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Table 4. Summary of the simulation
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5 Beam Size Effects in Bending The
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6 Recommendations for CSA O86 1) Al
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A proposal for revision of the curr
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Detailing rules. Detailing rules fo
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Other constructive systems used for
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Connection between floors and walls
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In order to ensure the development
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connections, failure modes a, b and
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The proposal presented in this pape
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Influence of vertical loads on late
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P h where P = vertical reaction a
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where ν = unit shear load at the t
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Wall length Vertical restraint cond
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Figure 4 shows that the deflections
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Appendix. Experimental and predicte
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Modelling Force Transfer Around Ope
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Most walls were tested with a cycli
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techniques is presented by Martin (
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Internal force (kN) Wall 04 ‐ Str
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The current WALL2D model considers
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(Girhammar et al. 2010). The formul
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2. Analysis methods In this section
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can be used to investigate the qual
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y x (a) (b) Figure 7. (a) The posit
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Figure 10. Load in the rail as a fu
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In the present case, this would cor
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Increased robustness of timber stru
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2 moments in the spans become Ms q
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The symbol w 0 denotes the maximum
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of m for the same value of q . Simi
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Figure 9: Roof beam system The load
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structural fundamental period comes
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where the strain leading to stress
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[2] European Standard EN 1991-1-7:2
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Enhanced Model of the Nonlinear Loa
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a) 4-node-element to model an elast
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u = cosh( λx) C1 + sinh( λx) C2 w
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directions. The ratio of the load c
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Interconnection Stress Parallel To
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collaboration with Japanese researc
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VII were placed over a 94mm thick C
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Load [kN] Load [kN] Load [kN] Load
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Load [kN] 120 90 60 30 0 -30 -60 -9
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aced timber frames [12], the perfor
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Evaluation of plywood sheathed shea
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side member were measured with elec
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30 Screw: 3832 30 Screw: 4138 20 20
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Table 3 Characteristic values of si
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the displacement at maximum load. A
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2 Case study 2.1 Geometry and loads
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3.1 Lateral force method The buildi
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Freedom (MDOF) system are first com
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e tension in the bracket connectors
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changes for walls with large openin
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SP Trätek CIB W18 Meeting 2011, Al
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SP Trätek 5 Discussion CIB W18 Mee
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Influence of sample size on assigne
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0.78) ). This is done to account fo
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Table 1 summarizes the available da
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4 Results The grading results for t
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atio 1.6 1.5 1.4 1.3 1.2 1.1 1.0 0.
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all samples was reached for a cumar
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CIB-W18/Notes INTERNATIONAL COUNCIL
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Figure 1: Arrangement of beams and
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Splitting of beams loaded perpendic
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Table 2 Failure load of beams loade
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Table 1 - Details of tested wall-to
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1 Research note: Compression perpen
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3 Annex 1: Recommendation For sills
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lower side of the specimen that is
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25/10/2011 New Zealand’s tectonic
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25/10/2011 Soft storey collapse Sol
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25/10/2011 Associate Professor Stef
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Damage of wooden houses due to Tsun
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4 Design of timber structures again
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Reliability Based Code Calibration
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format of the design equation, cho
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Alghero, no. 44, 2011 - CIB-W18

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