Alghero, no. 44, 2011 - CIB-W18

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List of CIB-W18 Papers, Alghero, Italy 2011 44 - 5 - 1 Assessment of Different Knot-Indicators to Predict Strength and Stiffness Properties of Timber Boards - G Fink, M Deublein, J Köhler 44 - 5 - 2 Adaptive Production Settings Method for Strength Grading - G Turk, A Ranta-Maunus 44 - 5 - 3 Initial Settings for Machine Strength Graded Structural Timber - R Ziethén, C Bengtsson 44 - 6 - 1 Impact of Material Properties on the Fracture Mechanics Design Approach for Notched Beams in Eurocode 5 - R Jockwer, R Steiger, A Frangi, J Köhler 44 - 6 - 2 Interaction of Shear Stresses and Stresses Perpendicular to the Grain - R Steiger, E Gehri 44 - 7 - 1 Pull-through Capacity in Plywood and OSB - J Munch-Andersen, J D Sørensen 44 - 7 - 2 Design Concept for CLT - Reinforced with Self-Tapping Screws - P Mestek, H Kreuzinger, S Winter 44 - 7 - 3 Fatigue Behaviour of the Stud Connector Used for Timber-Concrete Composite Bridges – K Rautenstrauch, J Mueller 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 44 - 7 - 5 Design Approach for the Splitting Failure of Dowel-Type Connections Loaded Perpendicular to Grain - Bettina Franke, Pierre Quenneville 44 - 12 - 1 Properties of CLT-Panels Exposed to Compression Perpendicular to their Plane- T Bogensperger, M Augustin, G Schickhofer 44 - 12 - 2 Strength of Spruce Glulam Subjected to Longitudinal Compression – M Frese, M Enders-Comberg, H J Blaß, P Glos 44 - 12 - 3 Glued Laminated Timber: A proposal for New Beam Layups - F Rouger, P Garcia 44 - 12 - 4 Glulam Beams with Internally and Externally Reinforced Holes – Test, Detailing and Design – S Aicher 44 - 12 - 5 Size Effect of Bending Strength in Glulam Beam - F Lam 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 44 - 15 - 2 Influence of Vertical Loads on Lateral Resistance and Deflections of Light- Frame Shear Walls - M Payeur, A Salenikovich, W Muñoz 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 3
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 33: 16. Current List of CIB-W18(A) Pape
Page 36 and 37: denotes the subject: 1 Limit State
Page 38 and 39: 6-2-3 Comparison of Larsen and Perr
Page 40 and 41: 20-4-1 Considerations of Reliabilit
Page 42 and 43: 12-6-1 Strength Classifications for
Page 44 and 45: 31-6-4 Compression Strength Perpend
Page 46 and 47: 13-7-2 Investigation of the Effect
Page 48 and 49: 22-7-10 Calculation of Joints and F
Page 50 and 51: 31-7-3 Flexural Behaviour of Glulam
Page 52 and 53: 35-7-12 Fiber-Reinforced Beam-to-Co
Page 54 and 55: 41-7-5 Embedding Strength of Europe
Page 56 and 57: 19-1-1 Duration of Load Effects and
Page 58 and 59: 30-10-4 Load Carrying Capacity of T
Page 60 and 61: 25-12-1 Determination of Characteri
Page 62 and 63: 43-12-4 Experimental Investigations
Page 64 and 65: 26-14-1 Test of Nail Plates Subject
Page 66 and 67: 29-15-5 Natural Frequency Predictio
Page 68 and 69: 39-15-2 Which Seismic Behaviour Fac
Page 70 and 71: 39-16-1 Fire Performance of FRP Rei
Page 72 and 73: 23-19-2 The Fracture Energy of Wood
Page 74 and 75: 21-100-1 CIB Structural Timber Desi
Page 76 and 77: 38-102-1 A New Generation of Timber
Page 79: CIB-W18/44-5-1 INTERNATIONAL COUNCI
Page 82 and 83:
Table 1. Overview of relevant knot
Page 84 and 85:
equation the MOE of the WS is calcu
Page 86 and 87:
Cut grains a) b) c) d) Figure 4. a)
Page 88 and 89:
The correlation coefficient betwee
Page 90 and 91:
Table 6. Estimated parameters, thei
Page 92 and 93:
ed knot area ratio (tKAR) are simil
Page 95 and 96:
Adaptive production settings method
Page 97 and 98:
Table 1: Average properties of grad
Page 99 and 100:
This drawback is partially overcome
Page 101 and 102:
EN 14081-4 settings C40 C30 C18 Rej
Page 103 and 104:
Table 11: Yields obtained to C40, C
Page 105:
CIB-W18/44-5-3 INTERNATIONAL COUNCI
Page 108 and 109:
• The reference, “optimum gradi
Page 110 and 111:
Table 2 Grade Grade 1 Grade 2 Rejec
Page 112 and 113:
example Jørgensen (1993). Some req
Page 114 and 115:
4.2 Determination of the prediction
Page 116 and 117:
liers will decrease and the setting
Page 119:
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V bh 2 0.6 1 G xy G f d 1 2
Page 124 and 125:
2.1 Specification of material prope
Page 126 and 127:
Probability density [-] Fracture en
Page 128 and 129:
Probability density [-] E x / G xy
Page 130 and 131:
Both action effects and resistance
Page 132 and 133:
The suggested new values for the ma
Page 135:
Page 138 and 139:
2 Situations where combined stresse
Page 140 and 141:
K K 1 1c b 1 2 b 2 K2 K a 2c
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tensile stresses perpendicular to t
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4.1.2 Experiments by Spengler at th
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Elongation Compression set 480 4.2.
Page 148 and 149:
6 Acknowledgements The providing of
Page 151:
Page 154 and 155:
4 Forintek (n.a.) Wood screw gauge
Page 156 and 157:
The observations with power nails w
Page 158 and 159:
References Herzog, B & Yeh, B (2006
Page 160 and 161:
In Eq. (6) the last term can be the
Page 163:
Page 166 and 167:
2 Experimental tests Within the sco
Page 168 and 169:
The chart in Fig. 6 illustrates the
Page 170 and 171:
Table 6: Mean values of proof loads
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Fig. 13 Central point support / con
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In this case the capacity of the sc
Page 176 and 177:
4.3 Verification of the design conc
Page 178 and 179:
Literature [1] DIN 1052:2008-12: En
Page 181 and 182:
Fatigue Behaviour of the Stud Conne
Page 183 and 184:
The primal intention of the current
Page 185 and 186:
transferring area - were analyzed w
Page 187 and 188:
The following schematic diagrams (F
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determined to 46 % of the correspon
Page 191:
Page 194 and 195:
2 Experimental testing This section
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2.2 Test results In the case of sei
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3.1 Gap opening As mentioned previo
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4 Incorporating the Initial Stiffne
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Acknowledgements The authors wish t
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Design approach for the splitting f
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Table 1: Numerical test series GROU
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3 Design proposal for double shear
Page 211 and 212:
Figure 8: 3-dim. curve of the norma
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GÖRLACHER [7] who did tests with n
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CIB-W18/44-12-1 INTERNATIONAL COUNC
Page 218 and 219:
2 glulam: state of the art 2.1 Char
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was completed by Y. Halili [3] and
Page 222 and 223:
Table 3: mechanical properties of C
Page 224 and 225:
Table 4: mechanical properties of C
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F glulam F CLT Figure 13: 200 mm hi
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mm, height=90/200/480 mm) and CLT-p
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with: s H k c ,90= √ L ⩽5with L
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[2]. In this sense, Glos [1] conduc
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The stress state is plane stress. I
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The rigid lower steel base, shown i
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3 Results 3.1 Simulated mechanical
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Charact. compressive strength [MPa]
Page 246 and 247:
identified as decisive explanatory
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Glued Laminated Timber: A proposal
Page 251 and 252:
k The coefficient k s is determined
Page 253 and 254:
Lot Depth (mm) Beam lay-up Strength
Page 255:
Design proposal It is proposed to a
Page 259 and 260:
Glulam beams with internally and ex
Page 261 and 262:
F t,V,d h ⎡ h − ⎤ 0, 008 2 =
Page 263 and 264:
3 Verification of the reinforcement
Page 265 and 266:
was derived for round holes from a
Page 267 and 268:
adii, dependant on the aspect ratio
Page 269 and 270:
The nominal/outer diameter of the s
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of different sizes and grades to es
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3.2 Beam B12, B24, and B36 Tests Th
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Table 4. Summary of the simulation
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5 Beam Size Effects in Bending The
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6 Recommendations for CSA O86 1) Al
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A proposal for revision of the curr
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Detailing rules. Detailing rules fo
Page 289 and 290:
Other constructive systems used for
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Connection between floors and walls
Page 293 and 294:
In order to ensure the development
Page 295 and 296:
connections, failure modes a, b and
Page 297:
The proposal presented in this pape
Page 301 and 302:
Influence of vertical loads on late
Page 303 and 304:
P h where P = vertical reaction a
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where ν = unit shear load at the t
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Wall length Vertical restraint cond
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Figure 4 shows that the deflections
Page 311:
Appendix. Experimental and predicte
Page 315 and 316:
Modelling Force Transfer Around Ope
Page 317 and 318:
Most walls were tested with a cycli
Page 319 and 320:
techniques is presented by Martin (
Page 321 and 322:
Internal force (kN) Wall 04 ‐ Str
Page 323 and 324:
The current WALL2D model considers
Page 325:
Page 328 and 329:
(Girhammar et al. 2010). The formul
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2. Analysis methods In this section
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can be used to investigate the qual
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y x (a) (b) Figure 7. (a) The posit
Page 336 and 337:
Figure 10. Load in the rail as a fu
Page 338 and 339:
In the present case, this would cor
Page 341:
Page 344 and 345:
Increased robustness of timber stru
Page 346 and 347:
2 moments in the spans become Ms q
Page 348 and 349:
The symbol w 0 denotes the maximum
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of m for the same value of q . Simi
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Figure 9: Roof beam system The load
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structural fundamental period comes
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where the strain leading to stress
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[2] European Standard EN 1991-1-7:2
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Enhanced Model of the Nonlinear Loa
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a) 4-node-element to model an elast
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u = cosh( λx) C1 + sinh( λx) C2 w
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directions. The ratio of the load c
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Interconnection Stress Parallel To
Page 371:
Page 374 and 375:
collaboration with Japanese researc
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VII were placed over a 94mm thick C
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Load [kN] Load [kN] Load [kN] Load
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Load [kN] 120 90 60 30 0 -30 -60 -9
Page 382 and 383:
aced timber frames [12], the perfor
Page 385 and 386:
Evaluation of plywood sheathed shea
Page 387 and 388:
side member were measured with elec
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30 Screw: 3832 30 Screw: 4138 20 20
Page 391 and 392:
Table 3 Characteristic values of si
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the displacement at maximum load. A
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2 Case study 2.1 Geometry and loads
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3.1 Lateral force method The buildi
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Freedom (MDOF) system are first com
Page 404 and 405:
e tension in the bracket connectors
Page 406 and 407:
changes for walls with large openin
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SP Trätek CIB W18 Meeting 2011, Al
Page 414 and 415:
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SP Trätek 5 Discussion CIB W18 Mee
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Influence of sample size on assigne
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0.78) ). This is done to account fo
Page 425 and 426:
Table 1 summarizes the available da
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4 Results The grading results for t
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atio 1.6 1.5 1.4 1.3 1.2 1.1 1.0 0.
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all samples was reached for a cumar
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CIB-W18/Notes INTERNATIONAL COUNCIL
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Figure 1: Arrangement of beams and
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Splitting of beams loaded perpendic
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Table 2 Failure load of beams loade
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Table 1 - Details of tested wall-to
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1 Research note: Compression perpen
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3 Annex 1: Recommendation For sills
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lower side of the specimen that is
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25/10/2011 New Zealand’s tectonic
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25/10/2011 Soft storey collapse Sol
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25/10/2011 Associate Professor Stef
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Damage of wooden houses due to Tsun
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4 Design of timber structures again
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Page 471 and 472:
Reliability Based Code Calibration
Page 473 and 474:
format of the design equation, cho
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Alghero, no. 44, 2011 - CIB-W18

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