Corrugated Wood Composite Panels For Structural Decking

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Figure 22: Convergence plot of M-load terms of FFSS plate subjected to uniform lineload............................................................................................................................ 41Figure 23: Anticlastic effect of FFSS plate model............................................................ 42Figure 24: Cross section of corrugated panel above the neutral axis. .............................. 45Figure 25: First static moment of corrugated panel.......................................................... 45Figure 26: Shear stress distribution through the thickness of corrugated panel. .............. 46Figure 27: Shear correction coefficient of corrugated panels of varying panel skinthickness.................................................................................................................... 47Figure 28: Simple beam with concentrated load at mid-span........................................... 48Figure 29: Deflections of calibrated single-span and two-span beam models.................. 52Figure 30: Beam fixed at one end, support at other and concentrated load at mid-span.. 53Figure 31: Effective axial stiffness of the partial composite deck system for beam model.................................................................................................................................... 58Figure 32: Neutral axis of the partial composite deck system.......................................... 59Figure 33: Thickness variation of corrugated panel due to die closing gap. .................... 63Figure 34: Weighted average thickness calculation.......................................................... 64Figure 35: 18"x18" corrugated dies for molding trials. .................................................... 66Figure 36: Press cycle for 16"x16" panels........................................................................ 69Figure 37: Weak axis bending test assembly for 3"x16" corrugated panels..................... 72Figure 38: Load-deflection curves for weak axis bending specimens.............................. 74Figure 39: Finite element model for 3"x16" weak axis bending test................................ 75Figure 40: Poisson’s ratio sensitivity studies of 3"x16" weak axis bending specimens... 76Figure 41: Panel skin thickness sensitivity studies of 3"x16" weak axis bendingspecimens.................................................................................................................. 77Figure 42: Shear modulus sensitivity studies of 3"x16" weak axis bending specimens. . 78Figure 43: Modulus of elasticity sensitivity studies of 3"x16" weak axis bendingspecimens.................................................................................................................. 79Figure 44: FE models and test data of 3”x16” weak axis bending test specimens........... 80Figure 45: Equivalent length of simple beam with concentrated load at mid-span.......... 81Figure 46: Strong axis bending test assembly for 16"x16" corrugated panels. ................ 84Figure 47: Linear regression for typical load-deflection curve. ....................................... 86ix
Figure 48: Load-displacement curves for strong axis bending specimens. ...................... 86Figure 49: Finite element model for 16”x16” strong axis bending test............................ 87Figure 50: Poisson’s ratio sensitivity studies of 16"x16" strong axis bending specimens.................................................................................................................................... 88Figure 51: Panel skin thickness sensitivity studies of 16"x16" strong axis bendingspecimens.................................................................................................................. 89Figure 52: Modulus of elasticity sensitivity studies of 16"x16" strong axis bendingspecimens.................................................................................................................. 90Figure 53: Shear modulus sensitivity studies of 16"x16" strong axis bending specimens.................................................................................................................................... 91Figure 54: Determination of modulus of elasticity to shear modulus ratio. ..................... 92Figure 55: FE models and test data of 16"x16" strong axis bending test specimens........ 93Figure 56: Shear test assembly for 16”x16” corrugated panels........................................ 96Figure 57: Load-displacement curves for shear test specimens........................................ 97Figure 58: Simple beam with concentrated load at any point........................................... 98Figure 59: Estimation of the shear strength for 16”x16” corrugated panel using empiricalequations; (a) maximum moment, (b) maximum load, and (c) maximum shear.... 101Figure 60: Bearing or crush test assembly for 16"x16" panels....................................... 102Figure 61: Load-deflection curves for crush test panels................................................. 103Figure 62: Edge point load test assemblies for 16"x16" panels with (a) lower decks asfree edges (b) upper decks as free edges................................................................. 104Figure 63: Load-deflection curves for edge test panels.................................................. 106Figure 64: Lateral density profiles of corrugated panels. ............................................... 107Figure 65: Mat forming process...................................................................................... 110Figure 66: Mat loading process....................................................................................... 111Figure 67: 4'x8' corrugated panel flexure test setup. ...................................................... 114Figure 68: Load-to-deflection ratio versus thickness of beam model, plate model and testdata of 4'x8' panels flexure test. .............................................................................. 115Figure 69: Bending stiffness versus panel density plot for 4'x8' corrugated panels....... 116Figure 70: Bare panel single-span bending test assembly. ............................................. 119Figure 71: Typical finite element model for 2’ wide single-span bending test. ............. 120x
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: List of FiguresFigure 1: Corrugated
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
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Two-span ModelFor the two-span cond
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was encountered. The error was larg
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Composite Deck Beam ModelBending st
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of the corrugated panel. Substituti
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Cefffor a specific bond, such as a
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if the closing gap was at a distanc
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weight of panel at the time of test
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Green aspen logs were used to produ
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Gauge Pressure750 psi020 180 210Tim
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Testing of 16”x16” PanelsThe st
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0.10 or lower. This indicates that
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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
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Table 13: MOE, bending stiffness an
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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
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ending stiffness were both over 400
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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
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Test ProceduresNon-destructive flex
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used as the element thicknesses for
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of the partial composite test. Figu
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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
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Table 38: Material properties of th
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System BehaviorThe bending stiffnes
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Table 40: System effect of nailed-g
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A’Joints of OSBunderlayment(solid
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¼” dia. AFG-01 adhesiveFigure 92
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lockings were also installed at the
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Comparison to Traditional Floor Sys
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The baseline flexural capacities of
Page 187 and 188:
Conclusions and RecommendationsConc
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The potential of using the shallow
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dj= depth of I-joist (in)E = modulu
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h = channel depth of the corrugated
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Sc= section modulus of the corrugat
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τfirst= first order shear stressϖ
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Howard, J.L. (2001). “U.S. Forest
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Appendix A. Moment of Inertia of Co
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Appendix B. Moldability FactorConce
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Appendix D. FFSS Plate Under Line L
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Ff = @(x)2.*qo./b.*sin(beta(k).*yo)
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Appendix F. Test Data for 16”x16
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Edge Point LoadPanel Type-ALower de
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Appendix H. Lateral Density Profile
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Panel:Date:5-4November 11, 2002Widt
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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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