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

More documents

Recommendations

Info

Table A8.6: Unit-Load Deflection Span Tables for a Simply Supported Box Beam with a Uniformly Distributed Load, w = 1 kN/mBox Beam Components – Structural LVL Flanges and F11 Structural Plywood Webs – 7mm Thick Plywood89
Table A8.7: Section Properties and Beam Capacities – Plywood Box Beam with Structural LVL Flanges and 7mm Thick Structural Plywood Webs90
Page 2 and 3:
Structural Plywood & LVL Design Man
Page 4 and 5:
Table of Contents1 Plywood & LVL -
Page 6 and 7:
11 Plywood Stressed Skin Panels ...
Page 8 and 9:
Table of FiguresFIGURE 4.1: Plywood
Page 10 and 11:
Part OneProduct Production & Proper
Page 12 and 13:
PeelingAfter conditioning, the logs
Page 14 and 15:
Sanding, Trimming and BrandingAfter
Page 16 and 17:
through to applications where aesth
Page 18 and 19:
2.7 Identification CodeThe plywood
Page 20 and 21:
2.10 Non Structural PlywoodsInterio
Page 22 and 23:
3.5 Veneer QualityVeneer quality us
Page 24 and 25:
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 76 and 77: Concentrated Imposed Load (Q)M max
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 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
Page 126 and 127: A9 CHAPTER 9 APPENDIXPlate 1Plate 2
Page 128 and 129: Plate 7Plate 8Plate 9119
Page 130 and 131: REFERENCES CITED:1. Timber Shearwal
Page 132 and 133: “nailability” by increasing res
Page 134 and 135: (a) (b) (c)FIGURE 10.3: Actual and
Page 136 and 137: Re-arranging the torsion equation r
Page 138 and 139: The polar moment of area (I p ) of
Page 140 and 141: Design Example - Plywood Gusseted P
Page 142 and 143: • assuming width of lines paralle
Page 144 and 145: hence:where:ΦMj⎡ Ip⎤= (0.8 x1.
Page 146 and 147: A10 Chapter 10 AppendixPhotographs
Page 148 and 149:
MOMENT JOINTSPlate 7Plate 8Plate 9(
Page 150 and 151:
REFERENCES CITED:1. Investigation o
Page 152 and 153:
11.2 MaterialsPlywoodPlywood used i
Page 154 and 155:
FIGURE 11.3: Effective widths of pl
Page 156 and 157:
Transformed SectionSince the plywoo
Page 158 and 159:
FIGURE 11.5: Bending stresses in st
Page 160 and 161:
FIGURE 11.6: Stressed skin panel tr
Page 162 and 163:
Flexural Deflection Long Term Servi
Page 164 and 165:
Compression SpliceUsing 17mm F11 st
Page 166 and 167:
REFERENCES CITED:1. Design & Fabric
Page 168 and 169:
12 Exotic Structural Forms12.1 Intr
Page 170 and 171:
displacement between diaphragms eac
Page 172 and 173:
The section modulus (Z) is:ZZ=Iy1=1
Page 174 and 175:
FIGURE 12.9: A parabolic arch (not
Page 176 and 177:
F AFFFASS= (374.4 + 166.4)kN= 540.8
Page 178 and 179:
12.11 Hypar Design - GeometryTo dev
Page 180 and 181:
FIGURE 12.16: Reactive force compon
Page 182 and 183:
12.14 Methodology - Principal Membr
Page 184 and 185:
Many braced dome geometries exist b
Page 186 and 187:
θasphere= is the angle subtended b
Page 188 and 189:
AndNNNxyxyP=L21P=L12P=L33L2P3⎤+
Page 190 and 191:
• whether or not to force the ply
Page 192 and 193:
A12Chapter 12 AppendixEXAMPLES OF E
Page 194 and 195:
EXOTIC STRUCTURAL FORMS DESIGN AIDS
Page 196 and 197:
Type 1 joints referred to in AS 172
Page 198 and 199:
FIGURE 13.3: Two and Three member T
Page 200 and 201:
SECTION 4 : AS 1720.1-1997 : Clause
Page 202 and 203:
connection load carrying capacity c
Page 204 and 205:
13.5 Design of Type 1 Nailed Connec
Page 206 and 207:
The following unfactored loads are
Page 208 and 209:
nnaa=nnr42=5= 9 rowsThe assumed val
Page 210 and 211:
13.11 Design of Type 2 Screwed Conn
Page 212 and 213:
The reasons k 13 and k 14 are not c
Page 214 and 215:
Type of JointSeasoned TimberUnseaso
Page 216 and 217:
13.16 Design of Type 2 Bolted Conne
Page 218 and 219:
where:Δ = Δi +h33j14xh35Q *Qkpfor
Page 220 and 221:
The exploded view in Figure 13.11 s
Page 222 and 223:
FIGURE 13.12: Edge, end and bolt sp
Page 224 and 225:
13.21 Design of Type 2 Coach Screwe
Page 226 and 227:
REFERENCES CITED:1. AS 1720.1-1997,
Page 228 and 229:
Plate 3Plate 4219
Page 230 and 231:
Plate 7Plate 8221
Page 232 and 233:
14 Noise Control14.1 IntroductionTh
Page 234 and 235:
The absorption process of a single
Page 236 and 237:
When it is required to add more tha
Page 238 and 239:
FIGURE 14.5: Types of cavity wallsT
Page 240 and 241:
15 Condensation & Thermal Transmiss
Page 242 and 243:
15.4 Thermal TransmissionThermal tr
Page 244 and 245:
15.5 Thermal Transmission - Design
Page 246 and 247:
REFERENCES CITED:1. Condensation, C
Page 248 and 249:
The early fire hazard test indices
Page 250 and 251:
ISO 9705 AND AS/NZS 3837These tests
Page 252 and 253:
General InformationDesign of struct
Page 254 and 255:
SpeciesAsh, Alpine - Eucalyptus del
Page 256 and 257:
Results of recent tests organised b
Page 258 and 259:
FlooringConstructionLVL(Substrates
Page 260 and 261:
as expressed in the BCA.Species Ave
Page 262 and 263:
ClosurePlywood Thickness for:Dougla
Page 264 and 265:
Borers are rarely a problem with st
Page 266 and 267:
HazardClassH1Exposure Specific serv
Page 268 and 269:
17.3 Durability and Finishing Appli
Page 270:
EWPAA MembersPlywood and Laminated
show all

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

You also want an ePaper? Increase the reach of your titles

Delete template?

Save as template?