Corrugated Wood Composite Panels For Structural Decking

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of the construction costs, at this point without an in depth cost analysis of the twosystems. The shallow corrugated composite floor system might be a potential alternativeto the Sturd-I-Floor in the near future because of the excellent flexural stiffness provided.iii
Table of ContentsAbstract................................................................................................................................ iTable of Contents...............................................................................................................ivList of Figures..................................................................................................................viiiList of Tables ...................................................................................................................xiiiIntroduction......................................................................................................................... 1Background..................................................................................................................... 2Research Objectives........................................................................................................ 4Research Approach ......................................................................................................... 5Preliminary Panel Geometry Studies.................................................................................. 8Relative Stiffness and Relative Strength......................................................................... 9Moldability.................................................................................................................... 13<strong>Corrugated</strong> Panel Profile for Molding Trials................................................................ 15Configuration of <strong>Composite</strong> Deck System ................................................................... 17Mathematical Models.................................................................................................... 18Finite Element Model ....................................................................................................... 20Specifications of Elements............................................................................................ 20Boundary Conditions and Gap Elements...................................................................... 22Non-Rigid Bond Model ................................................................................................ 24Orthotropic Plate Model ................................................................................................... 27Trigonometric Series Expansion of Loads.................................................................... 29Uniformly Distributed Load ..................................................................................... 30Uniform Line Load ................................................................................................... 32Concentrated Load.................................................................................................... 34Free-Free and Simply Supported (FFSS) Plates ........................................................... 35Rayleigh-Ritz Method................................................................................................... 36Approximate Function for FFSS Plates .................................................................... 37Convergence studies of FFSS Plates............................................................................. 39Anticlastic Effect .......................................................................................................... 41Beam Model...................................................................................................................... 43Shear Correction Coefficient ........................................................................................ 43Single Span Model........................................................................................................ 48Model Calibration ..................................................................................................... 49Two-span Model ........................................................................................................... 53iv
Page 1 and 2: Corrugated Wood Composite Panels Fo
Page 3 and 4: AcknowledgementsI would like to exp
Page 5: Molding trials on 16”x16” panel
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 and 40: subject to loads. Thus, thin shell
Page 41 and 42: FE models are used to analyze both
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
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of elasticity (psi) and shear modul
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3∆ ≈ PL PLFEcb 1cs148EI+ 4GA(63
Page 71 and 72:
Two-span ModelFor the two-span cond
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was encountered. The error was larg
Page 75 and 76:
Composite Deck Beam ModelBending st
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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
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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
Page 95 and 96:
700Load/Deflection (lbs/in), y60050
Page 97 and 98:
Load/Deflection (lbs/in), y60050040
Page 99 and 100:
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
Page 105 and 106:
Finite Element ModelFE models were
Page 107 and 108:
The panel skin thickness also exhib
Page 109 and 110:
The load-to-deflection ratio can di
Page 111 and 112:
used for each thickness level. The
Page 113 and 114:
The smallest span used in the calib
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Test ResultsThe average moisture co
Page 117 and 118:
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
Page 125 and 126:
Lateral Density ProfileThe 16”x16
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Manufacture of 4ft x 8ft Corrugated
Page 129 and 130:
as the carrier with an idea of desi
Page 131 and 132:
Full-Scale Panel TestingBending pro
Page 133 and 134:
approximate the solution for deflec
Page 135 and 136:
Table 30: Flexure test results of 4
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Load22 ½” o.c. or30 ½” o.c.24
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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
Page 145 and 146:
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
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Composite Deck Two-Span Continuous
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ick elements for adhesive, etc.) us
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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
Page 173 and 174:
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
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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
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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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