Alghero, no. 44, 2011 - CIB-W18

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0 List of Participants
Page 1 and 2: INTERNATIONAL COUNCIL FOR RESEARCH
Page 3: CONTENTS 1. Chairman's Introduction
Page 8 and 9: P Mestek J Müller M Sieder P Stape
Page 11: 1. Chairman's Introduction 2. Gener
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
Page 64 and 65:
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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