Corrugated Wood Composite Panels For Structural Decking

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Boundary Conditions and Gap ElementsFigure 8 shows a typical 4-node bilinear thin shell element mesh for a corrugatedpanel. The mesh is generated on the mid-surface of the skin thickness of the corrugatedpanel. The local coordinate systems for the elements are defined such that the x-axis isparallel to the strong axis or the channels; the y-axis follows the corrugation across thewidth of the panel; z-axis is always perpendicular to the surface of the elements (refer toFigure 8).transverse spreadingrestraintszxyzxyconcentrated nodal loadon beam elementgap elementsrigid beam elementsclamped restraintsFigure 8: Typical 4-node thin shell elements mesh for corrugated panel.22
FE models are used to analyze both single-span and two-span conditions. The twosupports and the loading bar are modeled with rigid beam elements. The simple supportboundary conditions are modeled using gap elements. The two supporting bars areclamped in place while the loading bar is allowed to move in the vertical z-direction only.Gap elements are generated at the interface between the loading bar and the corrugatedpanel, as well as at the supports (Figure 8). Load is applied indirectly as a concentratednodal force on the rigid beam element of the loading bar. The applied nodal force is thentransferred to the corrugated panel as reaction forces through gap elements, at thesupports and the loading line.The distribution of the reaction forces generated by gap elements is able to closelymimic the actual support conditions. The deformed shape of a corrugated panel at thesupports along with the reaction forces are shown in Figure 9. Uplift can be seen at bothZ reaction forces (psi)0.00D+00uplift at center oflower deckuplift at the edge oflower deck-1.14D+01-2.28D+01-3.42D+01-4.56D+01-5.70D+01zero reaction forceshigh reaction forces-6.84D+01-7.98D+01-9.12D+01-1.03D+02-1.14D+02Figure 9: Reaction forces and deformed shape of corrugated panel at the supports of finite elementmodel.23
Page 1 and 2: Corrugated Wood Composite Panels Fo
Page 3 and 4: AcknowledgementsI would like to exp
Page 5 and 6: Molding trials on 16”x16” panel
Page 7 and 8: Table of ContentsAbstract..........
Page 9 and 10: Corrugated Panel Single Span Test..
Page 11 and 12: List of FiguresFigure 1: Corrugated
Page 13 and 14: Figure 48: Load-displacement curves
Page 15 and 16: Figure 93: Mock-up floor constructi
Page 17 and 18: Table 20: MOE and strong axis bendi
Page 19 and 20: IntroductionWood flake composite pa
Page 21 and 22: process needed to be refined in ord
Page 23 and 24: 4. Construct and test the performan
Page 25 and 26: system (OSB top layer nailed-glued
Page 27 and 28: In geometry design studies, four ge
Page 29 and 30: Similarly, the relative strength ca
Page 31 and 32: 14120Relative Stiffness and Relativ
Page 33 and 34: 21.51.8Moldability Factor1.451.4Mol
Page 35 and 36: with as little modification to the
Page 37 and 38: uniform line loads, or concentrated
Page 39: subject to loads. Thus, thin shell
Page 43 and 44: with 4-node thin shell elements. In
Page 45 and 46: Orthotropic Plate ModelTypical ligh
Page 47 and 48: 2 2∂∆( x, y) ∂∆( x, y)Myy(
Page 49 and 50: 1.41.2Fourier series approximation
Page 51 and 52: 2qLnπqn( x) = sin( yo) for n= 1,2,
Page 53 and 54: Free-Free and Simply Supported (FFS
Page 55 and 56: ∫02 2⎛ ∂∆n ∂δ∆n 2 ∂
Page 57 and 58: Convergence studies of FFSS PlatesT
Page 59 and 60: 0.440.4380” 0.4292” 0.4434”0.
Page 61 and 62: Beam ModelIn simple beam theory, th
Page 63 and 64: Qz ( )⎧⎪⎪⎪h− th+t2 2⎛ 2
Page 65 and 66: ⎡h+t2⎢ 12 ⎥first= 2 ⎢ ( τf
Page 67 and 68: of elasticity (psi) and shear modul
Page 69 and 70: 3∆ ≈ PL PLFEcb 1cs148EI+ 4GA(63
Page 71 and 72: Two-span ModelFor the two-span cond
Page 73 and 74: was encountered. The error was larg
Page 75 and 76: Composite Deck Beam ModelBending st
Page 77 and 78: of the corrugated panel. Substituti
Page 79 and 80: Cefffor a specific bond, such as a
Page 81 and 82: if the closing gap was at a distanc
Page 83 and 84: weight of panel at the time of test
Page 85 and 86: Green aspen logs were used to produ
Page 87 and 88: Gauge Pressure750 psi020 180 210Tim
Page 89 and 90: Testing of 16”x16” PanelsThe st
Page 91 and 92:
0.10 or lower. This indicates that
Page 93 and 94:
zxy0.25”x0.25” 4-nodethin shell
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700Load/Deflection (lbs/in), y60050
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Load/Deflection (lbs/in), y60050040
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Beam ModelPPLL eqFigure 45: Equival
Page 101 and 102:
Table 13: MOE, bending stiffness an
Page 103 and 104:
The moisture contents of the specim
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Finite Element ModelFE models were
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The panel skin thickness also exhib
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The load-to-deflection ratio can di
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used for each thickness level. The
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The smallest span used in the calib
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Test ResultsThe average moisture co
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Table 23: Maximum shear and moment
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Maximum Moment (lbf-in/ft)500040003
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Test ResultsFigure 61: Load-deflect
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Test ProceduresTwo edge test assemb
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Lateral Density ProfileThe 16”x16
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Manufacture of 4ft x 8ft Corrugated
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as the carrier with an idea of desi
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Full-Scale Panel TestingBending pro
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approximate the solution for deflec
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Table 30: Flexure test results of 4
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Load22 ½” o.c. or30 ½” o.c.24
Page 139 and 140:
ending stiffness were both over 400
Page 141 and 142:
Corrugated Panel Two-Span Continuou
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the FE model estimation. The averag
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Strength Axis Static Bending of 2
Page 147 and 148:
Test ProceduresNon-destructive flex
Page 149 and 150:
used as the element thicknesses for
Page 151 and 152:
of the partial composite test. Figu
Page 153 and 154:
1 .10 4 FE Model (average)Load/Defl
Page 155 and 156:
Composite Deck Two-Span Continuous
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ick elements for adhesive, etc.) us
Page 159 and 160:
1.6 .10 4 FE Model (average)1.4 . 1
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Composite T-BeamComposite nailed-gl
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ottom flange of the I-joist. A tota
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EIwandEIfare the bending stiffnesse
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whereL adis the length of the adhe
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EIuis the bending stiffness of the
Page 171 and 172:
Table 38: Material properties of th
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System BehaviorThe bending stiffnes
Page 175 and 176:
Table 40: System effect of nailed-g
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A’Joints of OSBunderlayment(solid
Page 179 and 180:
¼” dia. AFG-01 adhesiveFigure 92
Page 181 and 182:
lockings were also installed at the
Page 183 and 184:
Comparison to Traditional Floor Sys
Page 185 and 186:
The baseline flexural capacities of
Page 187 and 188:
Conclusions and RecommendationsConc
Page 189 and 190:
The potential of using the shallow
Page 191 and 192:
dj= depth of I-joist (in)E = modulu
Page 193 and 194:
h = channel depth of the corrugated
Page 195 and 196:
Sc= section modulus of the corrugat
Page 197 and 198:
τfirst= first order shear stressϖ
Page 199 and 200:
Howard, J.L. (2001). “U.S. Forest
Page 201 and 202:
Appendix A. Moment of Inertia of Co
Page 203 and 204:
Appendix B. Moldability FactorConce
Page 205 and 206:
Appendix D. FFSS Plate Under Line L
Page 207 and 208:
Ff = @(x)2.*qo./b.*sin(beta(k).*yo)
Page 209 and 210:
Appendix F. Test Data for 16”x16
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Edge Point LoadPanel Type-ALower de
Page 213 and 214:
Appendix H. Lateral Density Profile
Page 215 and 216:
Panel:Date:5-4November 11, 2002Widt
Page 217 and 218:
08LT24”x32”08RT24”x64”11LT2
Page 219 and 220:
30T48”x48”35LT24”x64”35RT24
Page 221 and 222:
Nominal 32” Two-Span TestPanelNo.
Page 223 and 224:
Nominal 24” Two-Span Composite Te
Page 225 and 226:
Appendix K. Shear Modulus of I-Jois
Page 227:
Appendix L. Allowable Moment Estima
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Corrugated Wood Composite Panels For Structural Decking

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