Alghero, no. 44, 2011 - CIB-W18

More documents

Recommendations

Info

5 TIMBER JOINTS AND FASTENERS 44 - 7 - 1 Pull-through Capacity in Plywood and OSB - J Munch-Andersen, J D Sørensen Presented by J Munch Andersen F Lam commented that the statement that density of the panel did not influence pull through capacity was too strong. J Munch-Andersen responded that the analysis did not find any correlation. F Lam stated since the analysis considered reported data from different sources with a range of connectors and panel material, the influence of density was masked. If one were to consider a single connector type with panels of density, one would find density influence. G Hochreiner and J Munch-Anderson discussed the issue that failure mode considerations may be important and modelling approach would be useful. H Blass commented that KIT has additional results and questioned whether the head diameter of 18 mm is valid. S. Aicher followed up on F Lam's point and commented that the range of applicability of plywood made from hardwood may not be valid. J Munch Andersen responded that that the results would be lower bound. 44 - 7 - 2 Design Concept for CLT - Reinforced with Self-Tapping Screws - P Mestek, H Kreuzinger, S Winter Presented by P Mestek H Blass commented that considering the average k R90 behaviour for comparison between test and model would be okay. For final design considerations, would it be possible to consider characteristic values by shifting the whole line. P Mestek agreed. H Blass commented about the stiffness of screws in relationship to the rolling shear load path and asked whether screw withdrawal was observed. P Mestek responded mostly screw tension failures were observed and only one case of withdrawal was seen. H Blass asked how one would know that the screws were loaded to their capacity. P Mestek responded that this was a simplification for the practical design concept. F Lam commented reporting r 2 values with two data clouds as shown in Figures 6 and 7 is not appropriate. U Kuhlmann received explanations about that the effective width was based on elastic theory. 44 - 7 - 3 Fatigue Behaviour of the Stud Connector Used for Timber-Concrete Composite Bridges – K Rautenstrauch, J Müller Presented by J Müller G Hochreiner questioned the choice of frequency as different frequencies would influence the results. He also asked about the shear area for design. H Müller responded that the choice of frequency was based on standard/typical procedures from literature as they are logistics limitations. Also there were discussions that compression perpendicular to grain stresses existed from the test set up and they wanted to simulate the possibility of such load in the structure. However they could not say how much the level of such load would be. A Ceccotti commented that references from Finnish colleagues should be considered from structural engineering literature. 6
K Crews asked and received confirmation that the span of the bridge of interest was 15 mm. K Crews commented that the system would not be suitable for span over 30 m. Based on the span one should consider frequency of 8 to 10 Hz or higher. R Harris commented that the volume wood used in the bridge seemed to be large and questioned why concrete composite. J Müller responded that it was for stiffness consideration. R Harris stated that then fatigue should not be an issue of concern. U Kuhlmann stated that there is a fundamental difference between dynamic loading and behaviour under cyclical loading where there is a strength change. She commented that the low run out level did not give a real S/N curve and one should increase the load level to get real fatigue failure to draw the S/N line. J Müller responded that work would be continued at higher load level. I Smith commented the whether such isolated test could be applied to actual structure. M Fragiacomo stated that there was information from Colorado State University in this area and suggested exchange of information. 44 - 7 - 4 The Stiffness of Beam to Column Connections in Post-Tensioned Timber Frames - T Smith, W van Beerschoten, A Palermo, S Pampanin, F C Ponzo Presented by T Smith H Blass asked about the energy dissipation or q factor for such system. T Smith responded that they are looking at equivalent viscous damping values in the range of 12 % to 16%. I Smith discussed the local failure influence on the behaviour of system. T Smith stated that the system can be designed and installed for other moment resisting systems and walls. B Dujic asked what would be the level of damage in the joint and how could one evaluate the damage. T smith stated that damage could be evaluated from visual inspection if the energy dissipation devices were not hidden in the member. The damaged devices can then be replaced. Also instrumentations can be installed in the building to evaluate movement and hence damage. B Dujic and T Smith further discussed the practicality of such practice in real buildings. M Fragiacomo and S Pampanin discussed further the applicability of the approach to other building systems. B Dujic stated that one could design this as elastic case if the damage was so low. A Ceccotti said that in real building how could one clad over this. T Smith responded it would be an issue for the architect. M Yasumura asked about the control of the relaxation of the timber on post tensioning. He stated that based on the shown hysteresis curve, energy dissipation would be very low. T smith stated that the relaxation could be controlled by periodic re-tensioning. The amount of damping would not be an issue as it can be controlled by the size of the steel devices. It is more important that pinching effect is minimal. M Popovski asked about the interest of application of such concept to CLT. S Pampanin responded that there are interests in New Zealand and F Lam in Canada will also be working on this issue. 44 - 7 - 5 Design Approach for the Splitting Failure of Dowel-Type Connections Loaded Perpendicular to Grain - B Franke, P Quenneville Presented by B Franke A Jorissen commented that the fracture energy seemed to be dependent on connection lay 7
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: discussions on the accuracy of the
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
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
Page 109 and 110:
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
Page 117:
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
Page 141 and 142:
f v 2,5 Solid timber or glulam, she
Page 143 and 144:
Figure 13: Test set-up as used by M
Page 145 and 146:
480 200 480 200 4.1.3 Experiments b
Page 147 and 148:
F 2/3 E u, mean 90, g, m ean steel
Page 149:
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
Page 173 and 174:
4 Design concept The FEM-models des
Page 175 and 176:
Fig. 19 Central point support / con
Page 177 and 178:
5 Conclusion The results presented
Page 179:
Page 182 and 183:
A and E-K-B consists of the width o
Page 184 and 185:
600 500 load per specimen [kN] 400
Page 186 and 187:
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
Page 199 and 200:
u ( y) ay b i F k u i i i i F
Page 201 and 202:
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:
Page 208 and 209:
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
Page 413 and 414:
SP Trätek 3.1 Start time of charri
Page 415 and 416:
SP Trätek Cladding: gypsym plaster
Page 417 and 418:
SP Trätek 60 50 40 t f Gypsum plas
Page 419:
Page 422 and 423:
2 Requirements according to EN 384
Page 424 and 425:
3 Materials and Methods 3.1 Materia
Page 426 and 427:
NEN 5493, which is equal to BS 5756
Page 428 and 429:
EN 14081-2 the required characteris
Page 430 and 431:
f 0,05 for graded sub sample f 0,05
Page 432 and 433:
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
Page 459 and 460:
25/10/2011 Associate Professor Stef
Page 461:
25/10/2011 Associate Professor Stef
Page 464 and 465:
Photo.1 General view of damaged are
Page 467 and 468:
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
show all

Alghero, no. 44, 2011 - CIB-W18

You also want an ePaper? Increase the reach of your titles

Delete template?

Save as template?