Alghero, no. 44, 2011 - CIB-W18

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eviewer and clear guidelines for the review with check box rating system will be issued. Suggestion 2 concerns the accessibility of CIB W18 papers as there are wishes to allow the older papers to be made accessible electronically. Scanned old proceedings and newer proceedings in pdf version will be available from CIB W18 home page: www.CIBW18.com within one year. This website will be maintained by the Danish Timber Information Website. Printed proceedings will be available on a limited basis only to the participants and library requests etc. Suggestion 3 concerns arranging the excursion on the last day of the meeting allowing participants not interested in such activity to depart earlier. H Blass stated that the host may want to showcase their city etc to the participants. J Munch Andersen suggested a compromise of 1/2 day excursion. H Blass encouraged the host of the next meeting to consider this option. A Jorissen gave a short presentation of the developments in EC5. M Fragiacomo added developments in the timber part of EC8. J Köhler added that as there are many developments there should be discussions about the basis on the development of design codes where a 1/2 day discussion of such topic may be appropriate. G Hochreiner discussed using CIB W18 as an avenue to further facilitate and enhance the process of changes to standards. 3 STRESS GRADING 44 - 5 - 1 Assessment of Different Knot-Indicators to Predict Strength and Stiffness Properties of Timber Boards - G Fink, M Deublein, J Köhler Presented by G Fink H Blass commented that P Glos did similar work and asked if there was any comparison with Glos' results. He also asked about the length of the knot section under consideration. G Fink responded that comparison with Glos' results has not yet been done and the length of the knot section was 150 mm. R Harris asked and received clarification that in addition to knot parameters and stiffness additional indicators included MOE F , MOE ws and density etc. P Stapel and G Fink discussed suggestion on possible changes in grading practice. F Lam commented that there commercial machines such as Continuous lumber tester and Cook Bolinders are available to measure the bending stiffness along member length. It would be useful to consider such system for obtaining MOE rather than using a predictive approach. JW Van de Kuilen received clarification that the six strain measurements within a measurement zone were averaged for the calculation of localized MOE. R Harris commented on the influence of juvenile wood could be significant as the current paper did not consider material with pith presence. His experience with UK Douglas fir indicated that variation in stiffness when considering juvenile wood seemed to be significant. 44 - 5 - 2 Adaptive Production Settings Method for Strength Grading - G Turk, A Ranta-Maunus Presented by A Ranta-Maunus JW Van de Kuilen commented that the interest is to minimize the number of rejects. The problem here was that it was far too optimized as we would have to ask whether it would be acceptable that 20% of the material did not meet the requirement. F Rouger commented that the impact of the method was less than 0.5%. There were 4
discussions on the accuracy of the simulation method. As Table 12 was based on simulated results and showed 20% of the samples did not meet requirements why there was not corresponding influence on yield. A Ranta-Maunus responded that although there were a number of rejects but yield could go up or down between grades. P Stapel agreed that there were movements between grades. S Aicher agreed that the results seemed logical. J Köhler commented that references were not complete and there was a need to move from counting pieces to consider structural design issues; extend the work to consider what would be the influence on the capacity of the structural elements. He commented also that method should be based on robust IP. 44 - 5 - 3 Initial Settings for Machine Strength Graded Structural Timber - R Ziethén, C Bengtsson Presented by R Ziethén V Enjily asked why C16 was not considered. R Ziethén responded that the principles would be the same regardless of grade or grade combinations. Further C16 is not common in Sweden. A Ranta-Maunus commented that he did not like the example where the material was graded to C18 alone. R Ziethén responded that this topic is frequently discussed and may be hard for the producers to change. P Stapel and R Ziethén had discussion about the common practice of always grading to the highest grade and the question why characteristic values and yield were compared. R Ziethén confirmed that not more than two settings per combination for each location were recommended even though strength settings depended on the grade combinations. 4 STRESSES FOR SOLID TIMBER 44 - 6 - 1 Impact of Material Properties on the Fracture Mechanics Design Approach for Notched Beams in Eurocode 5 - R Jockwer, R Steiger, A Frangi, J Köhler Presented by R Jockwer H Blass commented that different size of specimens may influence findings and asked if size effects were considered. R Jockwer responded that it was not yet studied. I Smith added that member thickness could influence fracture energy and commented that although the Canadian approach appeared to look like shear strength design, in effect it was just the format of the equation. I Smith also commented that in service behaviour would also be important not just short term behaviour. 44 - 6 - 2 Interaction of Shear Stresses and Stresses Perpendicular to the Grain – R Steiger, E Gehri Presented by R Steiger G Hochreiner commented that TU Wien work on this area should be considered. R Steiger agreed and commented that they are aware of the work; however, there is no design provision in codes except the Swiss code and the German approach is not continuous. There were discussions that the compression strength perpendicular to grain depends on the actual deformation allowed and therefore not real material properties. S. Aicher and R Steiger discussed the merits of tensor polynomial approach in comparison to the Swiss approach. 5
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 13: INTERNATIONAL COUNCIL FOR RESEARCH
Page 17 and 18: K Crews asked and received confirma
Page 19 and 20: on compression strength parallel to
Page 21 and 22: 44 - 15 - 3 Modelling Force Transfe
Page 23 and 24: criterion in the fire test was meas
Page 25: 14. Peer Review of Papers for the C
Page 29: 15. List of CIB-W18 Papers, Alghero
Page 32 and 33: 44 - 15 - 4 Design of Bottom Rails
Page 35 and 36: CURRENT LIST OF CIB-W18(A) PAPERS T
Page 37 and 38: LIMIT STATE DESIGN 1-1-1 Limit Stat
Page 39 and 40: PLYWOOD 2-4-1 The Presentation of S
Page 41 and 42: 36-5-2 A Probabilistic Approach to
Page 43 and 44: 23-6-1 Timber in Compression Perpen
Page 45 and 46: 42-6-1 Variability of Strength of E
Page 47 and 48: 19-7-2 Glued Bolts in Glulam - H Ri
Page 49 and 50: 28-7-1 Expanded Tube Joint in Local
Page 51 and 52: 33-7-10 Capacity, Fire Resistance a
Page 53 and 54: 37-7-15 Numerical Modelling of Timb
Page 55 and 56: 4-8-2 Load Sharing - B Norén 19-8-
Page 57 and 58: 13-6-3 Consideration of Shear Stren
Page 59 and 60: 9-6-4 Consideration of Combined Str
Page 61 and 62: 37-12-1 Development of Structural L
Page 63 and 64: 10-14-1 Design of Roof Bracing - Th
Page 65 and 66:
21-15-2 Buckling Modes and Permissi
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35-15-8 Design Methods to Prevent P
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44-15-3 Modelling Force Transfer Ar
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24-17-3 Effect of Sampling Size on
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35-21-1 Full-Scale Edgewise Shear T
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18-102-1 Antiseismic Rules for Timb
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21-105-1 First Conference of CIB-W1
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Assessment of different knot-indica
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The tension capacity is analysed in
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MOEUS 2 v (2) 2 MOEF (2 l f0) (
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Figure 5. a) projected knot area b)
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Table 5. Estimated parameters, thei
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Table 8. Estimated parameters, thei
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CIB-W18/44-5-2 INTERNATIONAL COUNCI
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property IP-MOR = f m,mod for bendi
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Figure 2: Moving coefficients of va
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Table 2: Initial settings - EN 1408
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The parameter α seems to be a very
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In comparison to European standard
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Initial settings for machine streng
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in the calculations are ranked with
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Table 3 Settings for some grades an
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The differences between the observe
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Table 5 Settings derived by predict
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EN 14081-3:2005 Timber structures -
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Impact of material properties on th
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1.3 Test results from literature Th
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2.2 Fracture energy Different test
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Sensitivity factor α i [-] Sensiti
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Probability density [-] 3.2 Evaluat
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Probability density [-] In this lim
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15. Franke, B., Zur Bewertung der T
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Interaction of shear stresses and s
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3 Review of existing failure criter
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f v 2,5 Solid timber or glulam, she
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Figure 13: Test set-up as used by M
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480 200 480 200 4.1.3 Experiments b
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F 2/3 E u, mean 90, g, m ean steel
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19. Norris C.B., 1962: Strength of
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Pull-through capacity in plywood an
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Table 1. Data for pull-through capa
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eflected by the tests. The term V x
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Annex A Estimation of CoV of model
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i j t i x ij bt i (1) Δ ij (2) Δ
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Design concept for CLT - reinforced
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with the head plates and the impres
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Table 2: Rolling shear capacity of
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Fig. 11 Distribution of rolling she
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4 Design concept The FEM-models des
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Fig. 19 Central point support / con
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5 Conclusion The results presented
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A and E-K-B consists of the width o
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600 500 load per specimen [kN] 400
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the influence of the initial slip a
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the step joint (8 · t v = 240 mm)
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Acknowledgements The presented resu
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The Stiffness of Beam to Column Con
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In 2010 a full scale exteriour beam
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3 Deformation/stiffness components
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u ( y) ay b i F k u i i i i F
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Figure 8 - Schematics of simplified
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l b lr ar n m c e h a h F Figure 1:
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Figure 3: Distribution of the fract
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For the design proposal for the spl
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loaded edge distance h e /h and the
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[3] Ballerini, M. (2004): A new pre
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Properties of CLT-Panels Exposed to
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the grain direction. Additional rul
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Series based on cubes with origin i
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Figure 9: CLT with partly distribut
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4 Numerical analysis 4.1 Stiffness
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elastic-plastic material behaviour
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Table 10: comparison of k c,90,clt
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6 Summary Characteristic strength v
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Strength of spruce glulam subjected
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Table 2 Grading methods used: densi
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Compressive stress [MPa] a Fig. 4 5
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Sim. compr. strength [MPa] a Fig. 9
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a b Cumulative frequency Cumulative
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and broken straight lines reflect t
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CIB-W18/44-12-3 INTERNATIONAL COUNC
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For three beams lay-ups (depth 240
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Lot fm,mean (MPa) CV Valeurs expér
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Squared points correspond to lots w
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a) b) Fig. 1a, b: Geometry and dime
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where f y,d is the design yield str
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a) b) Fig. 2 a - c: Comparison of t
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a) b) Fig. 3 a, b Distribution of F
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the new tests with steel rods/screw
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In case of the specimens reinforced
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SIZE EFFECT OF BENDING STRENGTH IN
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3 Bending Test for Douglas Fir/Larc
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failures lead to the “collapse”
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Fig. 1 Cumulative probability distr
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5th%tile MOR (MPa) Mean MOR (MPa) 6
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having a larger probability of exce
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systems used for old buildings (e.g
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connected to the vertical panels to
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Horizontal diaphragms are composed
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Corner notches Timber logs Steel ro
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3.3 Safety verifications (additiona
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mechanics-based. Later, Ni and Kara
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Note that the overturning restraint
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asic loading protocol). The amplitu
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Table 1: Lateral resistance of 2.44
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Acknowledgements This research was
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1. Introduction Wood structural pan
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3. Test Results Table 1 presents th
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parameters can be found in Li, et a
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might consider including a correcti
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7. Martin, Z. A. 2005. Design of wo
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Design of Bottom Rails in Partially
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f t,90 is set to 2.5 MPa and the cr
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As mentioned above, a further appro
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2.3 Energy release rate using the f
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(a) (b) Figure 8. (a) A linear soft
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Figure 12. Load in the rail as a fu
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5. Conclusions The aim of the curre
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Notes on deformation and ductility
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egarded as static. Preferably the b
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egardless of level of rotational en
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half of the beam height. For beams
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capacity relative to an axially unr
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the maximum forces are given in Tab
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get an extended meaning in this sec
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Dw ue W pu pu d f( ) d p p p pu
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This paper will introduce you to an
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2.1.1 Linear Elastic Behaviour Unti
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2.1.2 Plastic Behaviour of the Inte
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3 Practical Application: Shear Wall
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4 Advantages of the Enhanced Member
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Seismic Performance of Cross-Lamina
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Table 1 Test matrix for 2.3m long a
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Load [kN] Load [kN] vertical load t
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Load [kN] Load [kN] Load [kN] Load
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The specified strengths for shearwa
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nominal diameter (first double figu
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K Ds 2 1, Du (1) P u P u 5 1 3
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3.2. Single shearing test Obtained
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dB dB B part3: F F K P F
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calculated from the test results ac
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Influence of connection properties
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was 1.0 assuming the roof is access
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to model the connections with upper
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4. BMF 105 angular brackets with te
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where F 0.95 is the 95 th percentil
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factors. Further numerical analyses
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SP Trätek CIB W18 Meeting 2011, Al
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SP Trätek 3.1 Start time of charri
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SP Trätek Cladding: gypsym plaster
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SP Trätek 60 50 40 t f Gypsum plas
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2 Requirements according to EN 384
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3 Materials and Methods 3.1 Materia
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NEN 5493, which is equal to BS 5756
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EN 14081-2 the required characteris
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f 0,05 for graded sub sample f 0,05
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7 References BS 5756:2007. Visual g
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Considerations for the inclusion of
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4 Damping Previous authors [4] have
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h = 300 he = 64 Table 1. Plate spec
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Mechanical behaviour of in-plane sh
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lamination of the CLT due to the fo
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2 Table 2. Comparison of capacity c
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Bending Strength of Finger Jointed
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determination of the factor k f . T
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25/10/2011 Differential foundation
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25/10/2011 Associate Professor Stef
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25/10/2011 Associate Professor Stef
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Photo.1 General view of damaged are
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SP Trätek CIB W18 Meeting 2011, Al
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SP Trätek 3 Conclusion, proposal,
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In general, different design situat
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It is now argued by T. Poutanen tha
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