EWPAA Structural Plywood and LVL Design Manual - Engineered ...

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Concentrated Imposed Load (Q)M max =PL/4Vmax= P/2∆max= PL 3 /(48EI)Lintel Beam Self Weight (G)M max =wL 2 /8Vmax= wL/2∆max= 5wL 4 /(384EI)7.14 Structural LVL Lintel Beam : Worked Example1. Design Action Effects on Member Due to Factored LoadsMpM *pLoadingM * Vp(kNm) (kNm)p/k1(kN)Criteria(kNm)(unfactored) (factored)(unfactored)DEADG = Beam Self 0.09 x 3.6 2 / 80.09 x 3.6/2Weight + = 0.15= 0.16Permanent 1.7 x 3.6/23 x 1.7/2= 2.55Roof Load = 3.061.2 x 3.2= 3.83.8 / 0.57= 6.6V *p(kN)(factored)1.2 x 2.7= 3.2V * p/k1(kN)3.2/0.57= 5.6∆(mm)5 x 0.09 x3600 4 / 384EI19 x 1.7 x33600 / 384EITotal= 3.2Total= 2.7Total= 2.0 x10 11 / EIIMPOSEDQ (conc load)Q (UDL)G + Q1.4 x 3.6/4= 1.260.27x3.6/2= 0.491.26 x 1.5= 1.90.49 x 1.5= 0.73.8 + 2.6= 6.46.4 /0.94= 6.81.4/2= 0.70.27 x 3.6/2= 0.51.5 x 0.7= 1.11.5 x 0.5= 0.81.9/0.94= 2.01.4 x 3600 3 /48EI9=1.4 x10 / EI19 x 0.27 x3600 3 / 384 EI9= 0.62 x10 / EITotal= 1.2Total = 1.9WIND UPW u↑0.9G8.8 x 3.6/4= 7.91.0 x 7.9= 7.90.9 x 3.2= 2.97.9 / 1.0= 7.92.9 / 0.57= 5.13 x 8.8 / 2= 13.23 x 8.8/2= 13.20.9 x 3.2= 2.913.2/1.0= 13.22.9/0.57= 5.119 x 2.5 x3600 3 / 384EI9= 5.8 x10 / EIW u↑-0.9GTotal= 12.9Total= 2.8Total= 10.3Total= 8.167
WIND DOWNW u↓GW u↓+G6.8 x3.6/4= 6.13.29.36.1 + 3.8= 9.96.1 / 1.0= 6.13.8 / 0.57= 6.6Total= 12.73 x 6.8 / 2= 10.210 x 10.2= 10.23.2Total= 13.410.2/1.0= 10.25.6Total=15.819 x 2.8 x3600 3 / 384EI9= 6.5 x 10 / EI2. Strength Limit State - Design Load CombinationsM*crit = M*( W u ↓ + G) = 12.7 kNmV*crit = V*( W u ↓ + G) = 15.8 kNTrial Beams:240 x 45, A =10800 mm 2 , I xx = 51.8 x 10 6 mm 4 , Z xx = 432.0 x 10 3 mm300 x 45, A =13500 mm2 , I xx =101.3 x 10 6 mm 4 , Z xx = 675.0 x 10 3 mm 33Determine k 12 based on critical load combination and trial section sizes.k 12 : ρ b = 14.71 (E/f’ b) -0.480 r -0.061 .AS1720.1-1997,Cl8.4.8= 14.71 (12400/45) -0.480 -0.061(12.2/18.8)= 1.01S 1 = 1.25 d/b (Lay/d)0.5 (downwards loads, L ay =0.9 m) AS 1720.1,Cl3.2.3.2300 x 45 section size: = 1.25(300/45)(900/300) 0.5 =14.4ρ b S 1 = 14.6 => k12 = 1.5 – (0.05 x σ b S 1 ) => k AS 1720.1, Cl3.2.412 = 0.77240 x 45 section size: = 1.25(240/45)(900/300) 0.5 =11.55ρ b S 1 = 11.8 => k12 = 1.5 – (0.05 x σ b S 1 )=> k 12= 0.913. Bending criteria - (establish minimum Z p )φM p ≥ M* pand φM p = φ k 1 k 4 k 6 k 9 k 11 k 12 [f’ b Z p ]=> φk 1 k 4 k 6 k 9 k 11 k 12 [f’ b Z p ] ≥ M* pand Z p ≥ M* p / (φk 1 k 4 k 6 k 9 k 11 k 12 ) f’ bTry 240 x 45 section size k 12 = 0.91Minimum required Z p = 12.7 x 10 6 /(0.9x1.0x1.0x0.9x1.0x1.0x0.91) x 453= 413x10 3 mm3 mm 3 for 240 x 45 section size=> OK> Z = 432.0 x 10xxTry 300 x 45 section size k 12 = 0.77Minimum required Z p = 12.7 x 10 6 /(0.9x1.0x1.0x0.9x1.0x1.0x0.77) x 45= 452.6 x10 3 mm3 mm 3 for 300 x 45 section size=> OK< Z = 675.0 x 10xx=>REQUIRE 240x 45 BBF LVL FOR BENDING STRENGTH4. Shear criteria - (establish minimum A s )ΦVp≥ V* pand ΦV p = Φk1 k 4 k 6 k 9 k 11 [f’ s A s ]=> Φk 1 k 4 k 6 k 9 k 11 k 12 [f’ s A s ] ≥ V* p683
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Structural Plywood & LVL Design Man
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Table of Contents1 Plywood & LVL -
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11 Plywood Stressed Skin Panels ...
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Table of FiguresFIGURE 4.1: Plywood
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Part OneProduct Production & Proper
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PeelingAfter conditioning, the logs
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Sanding, Trimming and BrandingAfter
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through to applications where aesth
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2.7 Identification CodeThe plywood
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2.10 Non Structural PlywoodsInterio
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3.5 Veneer QualityVeneer quality us
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the hygroscopic movement of structu
Page 26 and 27: effective an insulator as the wood
Page 28 and 29: 5 Structural Plywood - Design Princ
Page 30 and 31: 12 - 13 40015 - 19 45020 - 25 52026
Page 32 and 33: TABLE 5.3: Standard Structural Plyw
Page 34 and 35: TABLE 5.5: Indicative Stiffness Val
Page 36 and 37: Strength Limit StateStrength LimitS
Page 38 and 39: Application of Structural memberAll
Page 40 and 41: FIGURE 5.5 shows an I-beam defining
Page 42 and 43: j 2- Duration of Load Factor for Cr
Page 44 and 45: Using the theory of parallel axes a
Page 46 and 47: 6 Structural LVL - Design Principle
Page 48 and 49: I (neutral axis(NA)-stiffness= (bd
Page 50 and 51: Serviceability Limit State:Calculat
Page 52 and 53: Strength Limit State:Strength Limit
Page 54 and 55: Equilibrium Moisture Content (EMC)P
Page 56 and 57: (c) For shear k 11 = 1.0(d) For com
Page 58 and 59: Chapter 6 AppendixSlenderness Co-Ef
Page 60 and 61: FIGURE A6.3: Continuous restraint a
Page 62 and 63: Stability factor.The stability fact
Page 64 and 65: 7.4 Structural Plywood Flooring - D
Page 66 and 67: 5. Critical Load Action EffectsLoad
Page 68 and 69: 5. Serviceability limit state - Des
Page 70 and 71: 7.10 Structural Plywood Residential
Page 72 and 73: Because of the obvious difficulty a
Page 74 and 75: 1.2 m roof load width)0.25 kPa x 1.
Page 78 and 79: 5. Serviceability Limit Stateand [A
Page 80 and 81: 8 Structural Plywood Webbed Box Bea
Page 82 and 83: AdhesivesBeams relying only on an a
Page 84 and 85: 5. Check Beam Stiffness:Check beam
Page 86 and 87: 1. Initial beam trial size:(a)(b)Fr
Page 88 and 89: Required nail spacing s = øN j / q
Page 90 and 91: Figure 8.5 shows a discontinuous pl
Page 92 and 93: A8Chapter 8 AppendixBending / Compr
Page 94 and 95: where:A= h3.5 3D .1032 N. mJ12.440.
Page 96 and 97: FIGURE A8.2: Guide for Selecting In
Page 98 and 99: Table A8.6: Unit-Load Deflection Sp
Page 100 and 101: 9 Structural Plywood Diaphragms & S
Page 102 and 103: FIGURE 9.3 shows a plywood panel na
Page 104 and 105: The following are the design steps
Page 106 and 107: Wind force, w on diaphragm w = 1.86
Page 108 and 109: Converted to Limit States CapacityC
Page 110 and 111: 4. Chord Size and SplicesThe chords
Page 112 and 113: Load/Nail (N)Nail Deformation (mm)2
Page 114 and 115: • The horizontal force is 1.9 x 2
Page 116 and 117: = 5 kN/m v oR = 15/5 = 3 kN/m107
Page 118 and 119: ELEVATIONFIGURE 9.12: Shows shear f
Page 120 and 121: As previously mentioned the shearwa
Page 122 and 123: Assuming the applied racking load t
Page 124 and 125: In this instance let the two panels
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A9 CHAPTER 9 APPENDIXPlate 1Plate 2
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Plate 7Plate 8Plate 9119
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REFERENCES CITED:1. Timber Shearwal
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“nailability” by increasing res
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(a) (b) (c)FIGURE 10.3: Actual and
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Re-arranging the torsion equation r
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The polar moment of area (I p ) of
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Design Example - Plywood Gusseted P
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• assuming width of lines paralle
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hence:where:ΦMj⎡ Ip⎤= (0.8 x1.
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A10 Chapter 10 AppendixPhotographs
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MOMENT JOINTSPlate 7Plate 8Plate 9(
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REFERENCES CITED:1. Investigation o
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11.2 MaterialsPlywoodPlywood used i
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FIGURE 11.3: Effective widths of pl
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Transformed SectionSince the plywoo
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FIGURE 11.5: Bending stresses in st
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FIGURE 11.6: Stressed skin panel tr
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Flexural Deflection Long Term Servi
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Compression SpliceUsing 17mm F11 st
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REFERENCES CITED:1. Design & Fabric
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12 Exotic Structural Forms12.1 Intr
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displacement between diaphragms eac
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The section modulus (Z) is:ZZ=Iy1=1
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FIGURE 12.9: A parabolic arch (not
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F AFFFASS= (374.4 + 166.4)kN= 540.8
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12.11 Hypar Design - GeometryTo dev
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FIGURE 12.16: Reactive force compon
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12.14 Methodology - Principal Membr
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Many braced dome geometries exist b
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θasphere= is the angle subtended b
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AndNNNxyxyP=L21P=L12P=L33L2P3⎤+
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• whether or not to force the ply
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A12Chapter 12 AppendixEXAMPLES OF E
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EXOTIC STRUCTURAL FORMS DESIGN AIDS
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Type 1 joints referred to in AS 172
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FIGURE 13.3: Two and Three member T
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SECTION 4 : AS 1720.1-1997 : Clause
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connection load carrying capacity c
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13.5 Design of Type 1 Nailed Connec
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The following unfactored loads are
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nnaa=nnr42=5= 9 rowsThe assumed val
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13.11 Design of Type 2 Screwed Conn
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The reasons k 13 and k 14 are not c
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Type of JointSeasoned TimberUnseaso
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13.16 Design of Type 2 Bolted Conne
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where:Δ = Δi +h33j14xh35Q *Qkpfor
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The exploded view in Figure 13.11 s
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FIGURE 13.12: Edge, end and bolt sp
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13.21 Design of Type 2 Coach Screwe
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REFERENCES CITED:1. AS 1720.1-1997,
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Plate 3Plate 4219
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Plate 7Plate 8221
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14 Noise Control14.1 IntroductionTh
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The absorption process of a single
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When it is required to add more tha
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FIGURE 14.5: Types of cavity wallsT
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15 Condensation & Thermal Transmiss
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15.4 Thermal TransmissionThermal tr
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15.5 Thermal Transmission - Design
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REFERENCES CITED:1. Condensation, C
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The early fire hazard test indices
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ISO 9705 AND AS/NZS 3837These tests
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General InformationDesign of struct
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SpeciesAsh, Alpine - Eucalyptus del
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Results of recent tests organised b
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FlooringConstructionLVL(Substrates
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as expressed in the BCA.Species Ave
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ClosurePlywood Thickness for:Dougla
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Borers are rarely a problem with st
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HazardClassH1Exposure Specific serv
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17.3 Durability and Finishing Appli
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EWPAA MembersPlywood and Laminated
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