Alghero, no. 44, 2011 - CIB-W18

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out and geometry. B Franke responded that fracture energy was known for Mode I and II but not for combined stresses and fracture energy may be related to stress states in mix mode and this approach may be okay for practical reason. Furthermore curve of normalized fracture energy was used. A Jorissen commented that there were significant developments of theoretical equations in the last decade. This study was based on experimental approach this be justified. B Franke responded that situation was configuration dependent and if analytical based approach was available, one could consider them. A Jorissen asked whether the ductile and brittle failures in experimental separated. B Franke replied that no and they always used the combinations of both failure modes. M Ballerini received clarifications about how the crack surfaces for mode I and II and how to calculate some of the parameters. I Smith asked how the current approach compared with past results. B Franke stated that they try to consider the more complex cases to arrive at rational solutions. S Winter commented that design approach based on fracture mechanics with unit-less factors would be difficult to justify in codes. B Franke responded that the factors in this study did not have such problems. G Hochreiner asked about overlaying of shear stresses and B Franke responded that CIB W18 last year addressed the issue. 6 LAMINATED MEMBERS 44 - 12 - 1 Properties of CLT-Panels Exposed to Compression Perpendicular to their Plane - T Bogensperger, M Augustin, G Schickhofer Presented by T Bogensperger H Blass asked why reinforcement techniques were not considered. T Bogensperger responded that they were well aware of reinforcement techniques but wanted to consider basic properties first. H Blass asked what the failure criteria were for FEM. T Bogensperger responded that failure criteria were based on deformation. S Franke and T Bogensperger discussed the fact in some configuration one edge could not have bending of the fibres and the elasto-plastic behaviour. T Bogensperger stated that the next step would have to consider shear behaviour. 44 - 12 - 2 Strength of Spruce Glulam Subjected to Longitudinal Compression – M Frese, M Enders-Comberg, H J Blaß, P Glos Presented by M Frese J Köhler and M Frese discussed the procedures used to consider the lengthwise correlation of material properties. R Harris asked how one would know the specimens were of sufficient poor quality to be representative. M Frese responded that the comparisons of density should the material are representative and further comparisons between simulations and experiments showed good agreement. R Harris questioned the high influence of moisture content on compression strength parallel to grain and questioned again whether the tested material was at too high a quality. M Frese stated it might be good to perform tests on glulam with wider range of density and H Blass confirmed that the glulam material was not of particular good quality. F Lam commented that compared to clear wood values the influence of moisture content 8
on compression strength parallel to grain is of the same magnitude; however, the COV of the compression strength seemed to be low. M Frese responded that it could be explained by homogenisation of material via the lamination process. J Munch-Andersen commented that the variation of the simulation agreed with the experiments. A Jorissen commented that the moisture content on compression strength of wood is well known and asked whether one sought another k mod for compression. M Frese explained about the proposed model. Currently the same k mod is used for service class 1 and 2. The work aimed to study the limit of the moisture to assess the influence. A Frangi asked whether the results were compared to older results. M Frese responded no and they only used the test results from 50 specimens in the current study. 44 - 12 - 3 Glued Laminated Timber: A proposal for New Beam Layups - F Rouger, P Garcia Presented by F Rouger R Harris commented that he was pleased to see the utilization of lower grade material. He commented that if one changed the requirement of the number of high grade lamina, one could create different grades of glulam material such that the product with 2 pieces of high grade lamina would be better than the product with one piece of high grade lamina. F Rouger responded that there would be a market for such product and the industry was demanding it. P Stapel asked how one would make sure that the C14 is not a C24. R Rouger stated that they were machine graded with additional checks. A Ranta-Maunus commented that this would be important for the industry. G Hochreiner asked about the use of 80 mm thick laminae. R Rouger said that such thick laminae would not be used for glulam beams. 44 - 12 - 4 Glulam Beams with Internally and Externally Reinforced Holes – Test, Detailing and Design – S Aicher Presented by S Aicher A Buchanan asked what if the screws were installed in an inclined angle. S Aicher stated that it might create an issue in terms of placement of the screws that could not be matched with the high stress fields of both tension perpendicular to grain and shear. Although increases might be possible but not sure about how big an increase could be achieved. BJ Yeh asked whether there could be an orientation effect for the reinforcing panel. S Aicher confirmed that panels were failing in tension but stated that the effect of orientation of the panel could be minimal. F Lam received confirmation that 3-D FEM analysis was used with large number of nodes and elements. S Franke asked whether softening behaviour from cracking considered. S Aicher responded no and pure elastic simple approach was used in the analysis and it would be interesting to see how far the internal cracks went. 44 - 12 - 5 Size Effect of Bending Strength in Glulam Beam - F Lam Presented by F Lam S Aicher received clarification that the tension strength of the T1 laminae was approximately 29 MPa and the characteristic bending strength of the glulam was similar. 9
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: K Crews asked and received confirma
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
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
Page 75 and 76:
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
Page 83 and 84:
The tension capacity is analysed in
Page 85 and 86:
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
Page 104 and 105:
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
Page 250 and 251:
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
Page 310 and 311:
Acknowledgements This research was
Page 313:
Page 316 and 317:
1. Introduction Wood structural pan
Page 318 and 319:
3. Test Results Table 1 presents th
Page 320 and 321:
parameters can be found in Li, et a
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might consider including a correcti
Page 324 and 325:
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
Page 331 and 332:
As mentioned above, a further appro
Page 333 and 334:
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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