Alghero, no. 44, 2011 - CIB-W18

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6-2-3 Comparison of Larsen and Perry Formulas for Solid Timber Columns- H J Burgess 7-2-1 Lateral Bracing of Timber Struts - J A Simon 8-15-1 Laterally Loaded Timber Columns: Tests and Theory - H J Larsen 17-2-1 Model for Timber Strength under Axial Load and Moment - T Poutanen 18-2-1 Column Design Methods for Timber Engineering - A H Buchanan, K C Johns, B Madsen 19-2-1 Creep Buckling Strength of Timber Beams and Columns - R H Leicester 19-12-2 Strength Model for Glulam Columns - H J Blaß 20-2-1 Lateral Buckling Theory for Rectangular Section Deep Beam-Columns- H J Burgess 20-2-2 Design of Timber Columns - H J Blaß 21-2-1 Format for Buckling Strength - R H Leicester 21-2-2 Beam-Column Formulae for Design Codes - R H Leicester 21-15-1 Rectangular Section Deep Beam - Columns with Continuous Lateral Restraint - H J Burgess 21-15-2 Buckling Modes and Permissible Axial Loads for Continuously Braced Columns - H J Burgess 21-15-3 Simple Approaches for Column Bracing Calculations - H J Burgess 21-15-4 Calculations for Discrete Column Restraints - H J Burgess 22-2-1 Buckling and Reliability Checking of Timber Columns - S Huang, P M Yu and J Y Hong 22-2-2 Proposal for the Design of Compressed Timber Members by Adopting the Second-Order Stress Theory - P Kaiser 30-2-1 Beam-Column Formula for Specific Truss Applications - W Lau, F Lam and J D Barrett 31-2-1 Deformation and Stability of Columns of Viscoelastic Material Wood - P Becker and K Rautenstrauch 34-2-1 Long-Term Experiments with Columns: Results and Possible Consequences on Column Design – W Moorkamp, W Schelling, P Becker, K Rautenstrauch 34-2-2 Proposal for Compressive Member Design Based on Long-Term Simulation Studies – P Becker, K Rautenstrauch 35-2-1 Computer Simulations on the Reliability of Timber Columns Regarding Hygrothermal Effects- R Hartnack, K-U Schober, K Rautenstrauch 36-2-1 The Reliability of Timber Columns Based on Stochastical Principles - K Rautenstrauch, R Hartnack 38-2-1 Long-term Load Bearing of Wooden Columns Influenced by Climate – View on Code - R Hartnack, K Rautenstrauch SYMBOLS 3-3-1 Symbols for Structural Timber Design - J Kuipers and B Norén 4-3-1 Symbols for Timber Structure Design - J Kuipers and B Norén 28-3-1 Symbols for Timber and Wood-Based Materials - J Kuipers and B Noren 1 Symbols for Use in Structural Timber Design 4
PLYWOOD 2-4-1 The Presentation of Structural Design Data for Plywood - L G Booth 3-4-1 Standard Methods of Testing for the Determination of Mechanical Properties of Plywood - J Kuipers 3-4-2 Bending Strength and Stiffness of Multiple Species Plywood - C K A Stieda 4-4-4 Standard Methods of Testing for the Determination of Mechanical Properties of Plywood - Council of Forest Industries, B.C. 5-4-1 The Determination of Design Stresses for Plywood in the Revision of CP 112 - L G Booth 5-4-2 Veneer Plywood for Construction - Quality Specifications - ISO/TC 139. Plywood, Working Group 6 6-4-1 The Determination of the Mechanical Properties of Plywood Containing Defects - L G Booth 6-4-2 Comparsion of the Size and Type of Specimen and Type of Test on Plywood Bending Strength and Stiffness - C R Wilson and P Eng 6-4-3 Buckling Strength of Plywood: Results of Tests and Recommendations for Calculations - J Kuipers and H Ploos van Amstel 7-4-1 Methods of Test for the Determination of Mechanical Properties of Plywood - L G Booth, J Kuipers, B Norén, C R Wilson 7-4-2 Comments Received on Paper 7-4-1 7-4-3 The Effect of Rate of Testing Speed on the Ultimate Tensile Stress of Plywood - C R Wilson and A V Parasin 7-4-4 Comparison of the Effect of Specimen Size on the Flexural Properties of Plywood Using the Pure Moment Test - C R Wilson and A V Parasin 8-4-1 Sampling Plywood and the Evaluation of Test Results - B Norén 9-4-1 Shear and Torsional Rigidity of Plywood - H J Larsen 9-4-2 The Evaluation of Test Data on the Strength Properties of Plywood - L G Booth 9-4-3 The Sampling of Plywood and the Derivation of Strength Values (Second Draft) - B Norén 9-4-4 On the Use of the <strong>CIB</strong>/RILEM Plywood Plate Twisting Test: a progress report - L G Booth 10-4-1 Buckling Strength of Plywood - J Dekker, J Kuipers and H Ploos van Amstel 11-4-1 Analysis of Plywood Stressed Skin Panels with Rigid or Semi-Rigid Connections- I Smith 11-4-2 A Comparison of Plywood Modulus of Rigidity Determined by the ASTM and RILEM <strong>CIB</strong>/3-TT Test Methods - C R Wilson and A V Parasin 11-4-3 Sampling of Plywood for Testing Strength - B Norén 12-4-1 Procedures for Analysis of Plywood Test Data and Determination of Characteristic Values Suitable for Code Presentation - C R Wilson 14-4-1 An Introduction to Performance Standards for Wood-base Panel Products - D H Brown 14-4-2 Proposal for Presenting Data on the Properties of Structural Panels - T Schmidt 16-4-1 Planar Shear Capacity of Plywood in Bending - C K A Stieda 17-4-1 Determination of Panel Shear Strength and Panel Shear Modulus of Beech-Plywood in Structural Sizes - J Ehlbeck and F Colling 17-4-2 Ultimate Strength of Plywood Webs - R H Leicester and L Pham 5
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 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: LIMIT STATE DESIGN 1-1-1 Limit Stat
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
Page 77: 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) (
Page 87 and 88: Figure 5. a) projected knot area b)
Page 89 and 90:
Table 5. Estimated parameters, thei
Page 91 and 92:
Table 8. Estimated parameters, thei
Page 93:
CIB-W18/44-5-2 INTERNATIONAL COUNCI
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property IP-MOR = f m,mod for bendi
Page 98 and 99:
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
Page 113 and 114:
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
Page 153 and 154:
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
Page 159 and 160:
Annex A Estimation of CoV of model
Page 161:
i j t i x ij bt i (1) Δ ij (2) Δ
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Design concept for CLT - reinforced
Page 167 and 168:
with the head plates and the impres
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Table 2: Rolling shear capacity of
Page 171 and 172:
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
Page 179:
Page 182 and 183:
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
Page 203:
Page 206 and 207:
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
Page 212 and 213:
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
Page 219 and 220:
the grain direction. Additional rul
Page 221 and 222:
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
Page 231:
6 Summary Characteristic strength v
Page 235 and 236:
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
Page 241 and 242:
Sim. compr. strength [MPa] a Fig. 9
Page 243 and 244:
a b Cumulative frequency Cumulative
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and broken straight lines reflect t
Page 247:
CIB-W18/44-12-3 INTERNATIONAL COUNC
Page 250 and 251:
For three beams lay-ups (depth 240
Page 252 and 253:
Lot fm,mean (MPa) CV Valeurs expér
Page 254 and 255:
Squared points correspond to lots w
Page 257:
Page 260 and 261:
a) b) Fig. 1a, b: Geometry and dime
Page 262 and 263:
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
Page 273 and 274:
SIZE EFFECT OF BENDING STRENGTH IN
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3 Bending Test for Douglas Fir/Larc
Page 277 and 278:
failures lead to the “collapse”
Page 279 and 280:
Fig. 1 Cumulative probability distr
Page 281 and 282:
5th%tile MOR (MPa) Mean MOR (MPa) 6
Page 283:
Page 286 and 287:
having a larger probability of exce
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systems used for old buildings (e.g
Page 290 and 291:
connected to the vertical panels to
Page 292 and 293:
Horizontal diaphragms are composed
Page 294 and 295:
Corner notches Timber logs Steel ro
Page 296 and 297:
3.3 Safety verifications (additiona
Page 299:
Page 302 and 303:
mechanics-based. Later, Ni and Kara
Page 304 and 305:
Note that the overturning restraint
Page 306 and 307:
asic loading protocol). The amplitu
Page 308 and 309:
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
Page 322 and 323:
might consider including a correcti
Page 324 and 325:
7. Martin, Z. A. 2005. Design of wo
Page 327 and 328:
Design of Bottom Rails in Partially
Page 329 and 330:
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
Page 335 and 336:
(a) (b) Figure 8. (a) A linear soft
Page 337 and 338:
Figure 12. Load in the rail as a fu
Page 339:
5. Conclusions The aim of the curre
Page 343 and 344:
Notes on deformation and ductility
Page 345 and 346:
egarded as static. Preferably the b
Page 347 and 348:
egardless of level of rotational en
Page 349 and 350:
half of the beam height. For beams
Page 351 and 352:
capacity relative to an axially unr
Page 353 and 354:
the maximum forces are given in Tab
Page 355 and 356:
get an extended meaning in this sec
Page 357 and 358:
Dw ue W pu pu d f( ) d p p p pu
Page 359:
Page 362 and 363:
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
Page 370 and 371:
4 Advantages of the Enhanced Member
Page 373 and 374:
Seismic Performance of Cross-Lamina
Page 375 and 376:
Table 1 Test matrix for 2.3m long a
Page 377 and 378:
Load [kN] Load [kN] vertical load t
Page 379 and 380:
Load [kN] Load [kN] Load [kN] Load
Page 381 and 382:
The specified strengths for shearwa
Page 383:
Page 386 and 387:
nominal diameter (first double figu
Page 388 and 389:
K Ds 2 1, Du (1) P u P u 5 1 3
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3.2. Single shearing test Obtained
Page 392 and 393:
dB dB B part3: F F K P F
Page 394 and 395:
calculated from the test results ac
Page 397 and 398:
Influence of connection properties
Page 399 and 400:
was 1.0 assuming the roof is access
Page 401 and 402:
to model the connections with upper
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4. BMF 105 angular brackets with te
Page 405 and 406:
where F 0.95 is the 95 th percentil
Page 407:
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
Page 448 and 449:
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
Page 469:
SP Trätek 3 Conclusion, proposal,
Page 472 and 473:
In general, different design situat
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It is now argued by T. Poutanen tha
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Alghero, no. 44, 2011 - CIB-W18

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