Alghero, no. 44, 2011 - CIB-W18

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J Köhler asked why the simulated results were not smooth for the strength to volume relationship. F Lam responded that the simulations considered the actual grades of the laminae in different layup. In some layups the percentage of the high grade laminae exceeded the minimum requirement. I Smith asked whether the small beams failures were similar to the large beams. F Lam responded they failed the same way. S Aicher and F Lam discussed the observation of failures in the interior laminae. S Aicher asked about the implication of the results for European consideration of glulam size effect. F Lam responded that the direct application of the results is limited to Canadian glulam. Nevertheless, in the case of European glulam, one should be careful with size effects consideration especially if the design of larger beam is governed by bending strength. I Smith commented on dynamic failure mechanism and it might not be a Weibull based consideration. 7 STRUCTURAL STABILITY 44 - 15 - 1 A Proposal for Revision of the Current Timber Part (Section 8) of Eurocode 8 Part 1 - M Follesa, M Fragiacomo, M P Lauriola Presented by M Follesa V Enjily commented that this work just covered CLT but an important class of building products insulated panels consisting of I- beams were not considered. M Follesa replied that other building systems can be used provided that the ductility can be achieved. A Ceccotti suggested that in EC8 there should be the possibility for designers to demonstrate the appropriate q factors for alternative systems. He expressed concern that the over strength factor of 1.6 for CLT may be too high based on his experience in the shake table test project in Japan where an engineered guess of 1.3 would be more reasonable. M Fragiacomo responded that based on single component test results it seemed that the over strength factor of 1.6 was appropriate. The work was still in progress. A Buchanan provided explanation of the basis of the over strength factor of 2 used in New Zealand for nailed plywood connections in most timber structures. As there were difficulties in putting precise factors for different systems in the code, it would be more important to have the proper design philosophy recognized in the code. It would be important in codes to allow designers to come up with justifiable q factor. S Pampanin further discussed the seismic design issues related drift values, yield displacements, stiffness, displacement based design and nonlinear design methods. 44 - 15 – 2 Influence of Vertical Loads on Lateral Resistance and Deflections of Light- Frame Shear Walls - M Payeur, A Salenikovich, W Muñoz Presented by A Salenikovich F Lam commented that given the seismic motions are three dimensional where upward accelerations can be expected, it might not be appropriate to rely on vertical loads for lateral resistance of wall systems. A Salenikovich agreed and commented that more discussions and studies on the topic would be needed. B Dujic asked what force would be acting on the damaged stud as the information would be useful to gain understanding the rocking, uplift and shear mechanisms. A Salenikovich clarified that the forces in the damaged studs were not monitored. 10
44 - 15 – 3 Modelling Force Transfer Around Openings of Full-Scale Shear Walls – T Skaggs, B Yeh, F Lam, Minghao Li, D Rammer, J Wacker Presented by T Skaggs S Pampanin discussed the compression forces in the straps and the possibilities to make the straps work both in tension and compression. T Skaggs stated that flat straps would buckle in compression; alternative systems with rod would be possible; however the purpose of the bracket system used in the study was for experimental investigations only. I Smith commented that there were full scale tests done in the US and asked what happened in full scale building system in relation to accuracy of the component evaluations. T Skaggs responded that the full scale building system test in US did not consider the force transfer around openings issues. 44 - 15 - 4 Design of Bottom Rails in Partially Anchored Shear Walls Using Fracture Mechanics - E Serrano, J Vessby, A Olsson, U A Girhammar, B Källsner Presented by E Serrano V Enjily stated it would be more useful to have more details of the tests, for example, were bottom plates all cracked in the tests. E Serrano responded that for small washer size vertical sill plate cracks were observed and for large washer sizes horizontal sill plate cracks were observed. S. Aicher commented about the why such construction was made. With a simple modification of construction detail/technique one could avoid such problem even though the analytical work is valid. E Serrano stated that the work was also curiosity driven. 44 - 15 - 5 Notes on Deformation and Ductility Requirements in Timber Structures. - K A Malo, P Ellingsbø, C Stamatopoulos Presented by K Malo J W van de Kuilen and K Malo discussed about the time dependent deformations which would be partly recoverable were considered. This would be an important issue because part of the plastic deformation capacity would have been taken up by creep and one would only have the remaining deformation capacity available for the overload. 44 - 15 - 6 Enhanced Model of the Nonlinear Load-bearing Behaviour of Wood Shear Walls and Diaphragms - M H Kessel, C Hall Presented by C Hall M Yasumura and C Hall discussed the pin joint at the bottom of the panel. C Hall responded that there were boundary conditions for the vertical members for uplift considerations. These methods could be applied in general such that one could consider hold-downs etc. F Lam asked whether the approach had been compared with results from experimental data or verified model predictions to support the conclusions. C Hall responded that on-going work with FEM was underway. H Blass commented that considering our criteria for paper acceptance, this work should have been accepted as research note. 11
Page 1 and 2: INTERNATIONAL COUNCIL FOR RESEARCH
Page 3: CONTENTS 1. Chairman's Introduction
Page 9: J Köhler C Sigrist R Steiger T The
Page 15 and 16: discussions on the accuracy of the
Page 17 and 18: K Crews asked and received confirma
Page 19: on compression strength parallel to
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
Page 67 and 68: 35-15-8 Design Methods to Prevent P
Page 69 and 70: 44-15-3 Modelling Force Transfer Ar
Page 71 and 72:
24-17-3 Effect of Sampling Size on
Page 73 and 74:
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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