Alghero, no. 44, 2011 - CIB-W18

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P Mestek J Müller M Sieder P Stapel G Stapf J W van der Kuilen S Winter ITALY M Ballerini A Ceccotti M Follesa M Fragiacomo A Polastri F Sarti JAPAN K Kobayashi M Yasumura NEW ZEALAND A Buchanan B Franke J Jensen S Pampanin F Scheibmair T Smith NORWAY E Aasheim S Eide K A Malo K Nore SLOWENIA B Dujic J Jancar I Sustersic SWEDEN C Bengtsson U A Girhammar N Jacquier A Just J Schmid E Serrano R Ziehten SWITZERLAND G Fink A Frangi S Franke R Jockwer M Klippel TU München Bauhaus Universität, Weimar TU München TU München MPA University Stuttgart TU München TU München University of Trento IVALSA-CNR University of Cagliari, Firenze University of Sassari, Alghero IVALSA-CNR Venegono Inferiore Shizuoka University Shizuoka University University of Canterbury, Christchurch University of Auckland University of Auckland University of Canterbury, Christchurch University of Auckland University of Canterbury, Christchurch The Norwegian Institute of Wood Technology, Oslo The Norwegian Institute of Wood Technology, Oslo NTNU, Trondheim The Norwegian Institute of Wood Technology, Oslo Contemporary building design, Celje Contemporary building design, Celje Contemporary building design, Celje SP Trätek, Boras Lulea University Lulea University SP Trätek, Stockholm SP Trätek, Stockholm Linnaeus University, Växjö SP Trätek, Boras ETH Zürich ETH Zürich Berner Fachhochschule, Biel EMPA Dübendorf ETH Zürich
J Köhler C Sigrist R Steiger T Theiler THE NETHERLANDS A Jorissen UNITED KINGDOM R Harris K K Ranasinghe J Skinner V Enjily USA T Skaggs B Yeh ETH Zürich Berner Fachhochschule, Biel EMPA Dübendorf ETH Zürich TU Eindhoven University of Bath TRADA, High Wycombe University of Bath Enjily International, Oxford American Plywood Association, Tacoma American Plywood Association, Tacoma
Page 1 and 2: INTERNATIONAL COUNCIL FOR RESEARCH
Page 3: CONTENTS 1. Chairman's Introduction
Page 7: INTERNATIONAL COUNCIL FOR RESEARCH
Page 13 and 14: INTERNATIONAL COUNCIL FOR RESEARCH
Page 15 and 16: discussions on the accuracy of the
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
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10-14-1 Design of Roof Bracing - Th
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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
Page 81 and 82:
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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Page 316 and 317:
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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