Alghero, no. 44, 2011 - CIB-W18

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14. Peer review of papers for the CIB-W18 Proceedings Experts involved: Members of the CIB-W18 “Timber Structures” group are a community of experts in the field of timber engineering. Procedure of peer review • Submission of manuscripts: all members of the CIB-W18 group attending the meeting receive the manuscripts of the papers at least four weeks before the meeting. Everyone is invited to read and review the manuscripts especially in their respective fields of competence and interest. • Presentation of the paper during the meeting by the author • Comments and recommendations of the experts, discussion of the paper • Comments, discussion and recommendations of the experts are documented in the minutes of the meeting and are printed on the front page of each paper. • Final acceptance of the paper for the proceedings with no changes minor changes major changes or reject • Revised papers are to be sent to the editor of the proceedings and the chairman of the CIB- W18 group • Editor and chairman check, whether the requested changes have been carried out.
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 31 and 32: List of CIB-W18 Papers, Alghero, It
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
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Cut grains a) b) c) d) Figure 4. a)
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The correlation coefficient betwee
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Table 6. Estimated parameters, thei
Page 92 and 93:
ed knot area ratio (tKAR) are simil
Page 95 and 96:
Adaptive production settings method
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Table 1: Average properties of grad
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This drawback is partially overcome
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EN 14081-4 settings C40 C30 C18 Rej
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Table 11: Yields obtained to C40, C
Page 105:
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• The reference, “optimum gradi
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Table 2 Grade Grade 1 Grade 2 Rejec
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example Jørgensen (1993). Some req
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4.2 Determination of the prediction
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liers will decrease and the setting
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V bh 2 0.6 1 G xy G f d 1 2
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2.1 Specification of material prope
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Probability density [-] Fracture en
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Probability density [-] E x / G xy
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Both action effects and resistance
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The suggested new values for the ma
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2 Situations where combined stresse
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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.
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6 Acknowledgements The providing of
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4 Forintek (n.a.) Wood screw gauge
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The observations with power nails w
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References Herzog, B & Yeh, B (2006
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In Eq. (6) the last term can be the
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2 Experimental tests Within the sco
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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
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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
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The following schematic diagrams (F
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determined to 46 % of the correspon
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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
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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
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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
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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
Page 240 and 241:
The rigid lower steel base, shown i
Page 242 and 243:
3 Results 3.1 Simulated mechanical
Page 244 and 245:
Charact. compressive strength [MPa]
Page 246 and 247:
identified as decisive explanatory
Page 249 and 250:
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
Page 278 and 279:
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
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Other constructive systems used for
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Connection between floors and walls
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In order to ensure the development
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connections, failure modes a, b and
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The proposal presented in this pape
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Influence of vertical loads on late
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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
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Appendix. Experimental and predicte
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Modelling Force Transfer Around Ope
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Most walls were tested with a cycli
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techniques is presented by Martin (
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Internal force (kN) Wall 04 ‐ Str
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The current WALL2D model considers
Page 325:
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(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
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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
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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:
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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
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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
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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
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e tension in the bracket connectors
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changes for walls with large openin
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SP Trätek CIB W18 Meeting 2011, Al
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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
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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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Reliability Based Code Calibration
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format of the design equation, cho
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Alghero, no. 44, 2011 - CIB-W18

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