Alghero, no. 44, 2011 - CIB-W18

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13-7-2 Investigation of the Effect of Number of Nails in a Joint on its Load Carrying Ability - W Nozynski 13-7-3 International Acceptance of Manufacture, Marking and Control of Finger-jointed Structural Timber - B Norén 13-7-4 Design of Joints with Nail Plates - Calculation of Slip - B Norén 13-7-5 Design of Joints with Nail Plates - The Heel Joint - B Källsner 13-7-6 Nail Deflection Data for Design - H J Burgess 13-7-7 Test on Bolted Joints - P Vermeyden 13-7-8 Comments to paper CIB-W18/12-7-3 "Design of Joints with Nail Plates"- B Norén 13-7-9 Strength of Finger Joints - H J Larsen 13-100-4 CIB Structural Timber Design Code. Proposal for Section 6.1.5 Nail Plates - N I Bovim 14-7-1 Design of Joints with Nail Plates (second edition) - B Norén 14-7-2 Method of Testing Nails in Wood (second draft, August 1980) - B Norén 14-7-3 Load-Slip Relationship of Nailed Joints - J Ehlbeck and H J Larsen 14-7-4 Wood Failure in Joints with Nail Plates - B Norén 14-7-5 The Effect of Support Eccentricity on the Design of W- and WW-Trussed with Nail Plate Connectors - B Källsner 14-7-6 Derivation of the Allowable Load in Case of Nail Plate Joints Perpendicular to Grain - K Möhler 14-7-7 Comments on CIB-W18/14-7-1 - T A C M van der Put 15-7-1 Final Recommendation TT-1A: Testing Methods for Joints with Mechanical Fasteners in Load-Bearing Timber Structures. Annex A Punched Metal Plate Fasteners - Joint Committee RILEM/CIB-3TT 16-7-1 Load Carrying Capacity of Dowels - E Gehri 16-7-2 Bolted Timber Joints: A Literature Survey - N Harding 16-7-3 Bolted Timber Joints: Practical Aspects of Construction and Design; a Survey - N Harding 16-7-4 Bolted Timber Joints: Draft Experimental Work Plan - Building Research Association of New Zealand 17-7-1 Mechanical Properties of Nails and their Influence on Mechanical Properties of Nailed Timber Joints Subjected to Lateral Loads - I Smith, L R J Whale, C Anderson and L Held 17-7-2 Notes on the Effective Number of Dowels and Nails in Timber Joints - G Steck 18-7-1 Model Specification for Driven Fasteners for Assembly of Pallets and Related Structures - E G Stern and W B Wallin 18-7-2 The Influence of the Orientation of Mechanical Joints on their Mechanical Properties - I Smith and L R J Whale 18-7-3 Influence of Number of Rows of Fasteners or Connectors upon the Ultimate Capacity of Axially Loaded Timber Joints - I Smith and G Steck 18-7-4 A Detailed Testing Method for Nailplate Joints - J Kangas 18-7-5 Principles for Design Values of Nailplates in Finland - J Kangas 18-7-6 The Strength of Nailplates - N I Bovim and E Aasheim 19-7-1 Behaviour of Nailed and Bolted Joints under Short-Term Lateral Load - Conclusions from Some Recent Research - L R J Whale, I Smith and B O Hilson 12
19-7-2 Glued Bolts in Glulam - H Riberholt 19-7-3 Effectiveness of Multiple Fastener Joints According to National Codes and Eurocode 5 (Draft) - G Steck 19-7-4 The Prediction of the Long-Term Load Carrying Capacity of Joints in Wood Structures - Y M Ivanov and Y Y Slavic 19-7-5 Slip in Joints under Long-Term Loading - T Feldborg and M Johansen 19-7-6 The Derivation of Design Clauses for Nailed and Bolted Joints in Eurocode 5 - L R J Whale and I Smith 19-7-7 Design of Joints with Nail Plates - Principles - B Norén 19-7-8 Shear Tests for Nail Plates - B Norén 19-7-9 Advances in Technology of Joints for Laminated Timber - Analyses of the Structural Behaviour - M Piazza and G Turrini 19-15-1 Connections Deformability in Timber Structures: A Theoretical Evaluation of its Influence on Seismic Effects - A Ceccotti and A Vignoli 20-7-1 Design of Nailed and Bolted Joints-Proposals for the Revision of Existing Formulae in Draft Eurocode 5 and the CIB Code - L R J Whale, I Smith and H J Larsen 20-7-2 Slip in Joints under Long Term Loading - T Feldborg and M Johansen 20-7-3 Ultimate Properties of Bolted Joints in Glued-Laminated Timber - M Yasumura, T Murota and H Sakai 20-7-4 Modelling the Load-Deformation Behaviour of Connections with Pin-Type Fasteners under Combined Moment, Thrust and Shear Forces - I Smith 21-7-1 Nails under Long-Term Withdrawal Loading - T Feldborg and M Johansen 21-7-2 Glued Bolts in Glulam-Proposals for CIB Code - H Riberholt 21-7-3 Nail Plate Joint Behaviour under Shear Loading - T Poutanen 21-7-4 Design of Joints with Laterally Loaded Dowels. Proposals for Improving the Design Rules in the CIB Code and the Draft Eurocode 5 - J Ehlbeck and H Werner 21-7-5 Axially Loaded Nails: Proposals for a Supplement to the CIB Code - J Ehlbeck and W Siebert 22-7-1 End Grain Connections with Laterally Loaded Steel Bolts A draft proposal for design rules in the CIB Code - J Ehlbeck and M Gerold 22-7-2 Determination of Perpendicular-to-Grain Tensile Stresses in Joints with Dowel-Type Fasteners - A draft proposal for design rules - J Ehlbeck, R Görlacher and H Werner 22-7-3 Design of Double-Shear Joints with Non-Metallic Dowels A proposal for a supplement of the design concept - J Ehlbeck and O Eberhart 22-7-4 The Effect of Load on Strength of Timber Joints at high Working Load Level - A J M Leijten 22-7-5 Plasticity Requirements for Portal Frame Corners - R Gunnewijk and A J M Leijten 22-7-6 Background Information on Design of Glulam Rivet Connections in CSA/CAN3-086.1- M89 - A proposal for a supplement of the design concept - E Karacabeyli and D P Janssens 22-7-7 Mechanical Properties of Joints in Glued-Laminated Beams under Reversed Cyclic Loading - M Yasumura 22-7-8 Strength of Glued Lap Timber Joints - P Glos and H Horstmann 22-7-9 Toothed Rings Type Bistyp 075 at the Joints of Fir Wood - J Kerste 13
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 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: 42-6-1 Variability of Strength of E
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
Page 96 and 97:
property IP-MOR = f m,mod for bendi
Page 98 and 99:
Figure 2: Moving coefficients of va
Page 100 and 101:
Table 2: Initial settings - EN 1408
Page 102 and 103:
The parameter α seems to be a very
Page 104 and 105:
In comparison to European standard
Page 107 and 108:
Initial settings for machine streng
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in the calculations are ranked with
Page 111 and 112:
Table 3 Settings for some grades an
Page 113 and 114:
The differences between the observe
Page 115 and 116:
Table 5 Settings derived by predict
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EN 14081-3:2005 Timber structures -
Page 121 and 122:
Impact of material properties on th
Page 123 and 124:
1.3 Test results from literature Th
Page 125 and 126:
2.2 Fracture energy Different test
Page 127 and 128:
Sensitivity factor α i [-] Sensiti
Page 129 and 130:
Probability density [-] 3.2 Evaluat
Page 131 and 132:
Probability density [-] In this lim
Page 133:
15. Franke, B., Zur Bewertung der T
Page 137 and 138:
Interaction of shear stresses and s
Page 139 and 140:
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
Page 155 and 156:
Table 1. Data for pull-through capa
Page 157 and 158:
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
Page 165 and 166:
Design concept for CLT - reinforced
Page 167 and 168:
with the head plates and the impres
Page 169 and 170:
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:
CIB-W18/44-7-3 INTERNATIONAL COUNCI
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A and E-K-B consists of the width o
Page 184 and 185:
600 500 load per specimen [kN] 400
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the influence of the initial slip a
Page 188 and 189:
the step joint (8 · t v = 240 mm)
Page 190 and 191:
Acknowledgements The presented resu
Page 193 and 194:
The Stiffness of Beam to Column Con
Page 195 and 196:
In 2010 a full scale exteriour beam
Page 197 and 198:
3 Deformation/stiffness components
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u ( y) ay b i F k u i i i i F
Page 201 and 202:
Figure 8 - Schematics of simplified
Page 203:
CIB-W18/44-7-5 INTERNATIONAL COUNCI
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
Page 210 and 211:
For the design proposal for the spl
Page 212 and 213:
loaded edge distance h e /h and the
Page 214 and 215:
[3] Ballerini, M. (2004): A new pre
Page 217 and 218:
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
Page 223 and 224:
Figure 9: CLT with partly distribut
Page 225 and 226:
4 Numerical analysis 4.1 Stiffness
Page 227 and 228:
elastic-plastic material behaviour
Page 229 and 230:
Table 10: comparison of k c,90,clt
Page 231:
6 Summary Characteristic strength v
Page 235 and 236:
Strength of spruce glulam subjected
Page 237 and 238:
Table 2 Grading methods used: densi
Page 239 and 240:
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
Page 245 and 246:
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
Page 264 and 265:
a) b) Fig. 2 a - c: Comparison of t
Page 266 and 267:
a) b) Fig. 3 a, b Distribution of F
Page 268 and 269:
the new tests with steel rods/screw
Page 270 and 271:
In case of the specimens reinforced
Page 273 and 274:
SIZE EFFECT OF BENDING STRENGTH IN
Page 275 and 276:
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
Page 288 and 289:
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
Page 364 and 365:
2.1.1 Linear Elastic Behaviour Unti
Page 366 and 367:
2.1.2 Plastic Behaviour of the Inte
Page 368 and 369:
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
Page 390 and 391:
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
Page 403 and 404:
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
Page 411 and 412:
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
Page 435 and 436:
Considerations for the inclusion of
Page 437:
4 Damping Previous authors [4] have
Page 440 and 441:
h = 300 he = 64 Table 1. Plate spec
Page 443 and 444:
Mechanical behaviour of in-plane sh
Page 445:
lamination of the CLT due to the fo
Page 448 and 449:
2 Table 2. Comparison of capacity c
Page 451 and 452:
Bending Strength of Finger Jointed
Page 453:
determination of the factor k f . T
Page 456 and 457:
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
Page 474:
It is now argued by T. Poutanen tha
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