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

More documents

Recommendations

Info

17.3 Durability and Finishing ApplicationsDry interior environmentsStructural plywood and LVL used in dry interior environments where the plywood and LVL are installed andkept in the dry condition (moisture content below 15%) will not be subject to the moisture related issuesof weathering, surface mould, or decay. No particular finish or treatment will be required for durabilityprovided that in termite susceptible areas, good building practices have been implemented including regularinspection and maintenance.Exterior exposed above groundStructural plywood and LVL used in applications exposed to high moisture conditions should bepreservative treated to resist decay and insect attack and surface finished to minimise weathering. Gooddetailing should include sealing of the end grain to minimise moisture ingress. Construction details andinstallation should allow sufficient space for expansion and contraction of the plywood or LVL due to moisturecontent changes.In ground contact with waterApplications in which plywood or LVL are in contact with ground water for extended periods of timeprovide conditions highly conducive to fungal or insect attack. Preservative treatment appropriate tothe hazard level must be specified. Typical applications might include tanks, cooling towers, retaining walls,foundations etc.Contact with sea waterSalt from sea water will have no adverse effect on plywood or LVL. The water will cause the wood to swellas would exposure to moisture. The main durability issue for plywood or LVL in contact with sea wateris marine borers. Preservative treatment to H6 preservative levels will be required where marine borers arepresent.259
18 Revision HistoryRevision Changes Date Who• Added k 1 to the calculation of the bending strength limit state inthe table.• Updated stamps and logos to the current versions.2• Corrected ∆ max equations for Load Case 1 in the Critical LoadAction Effects in Section 7.5• Corrected equations in the table “Design Action Effects onMember due to factored loads” and in the “Deflection Criteria –determine minimum required EI” in Section 7.6.• Corrected equations in the table “Design Action Effects onMember due to factored loads” and corrected results in Section7.14.• Corrected “Check Panel Shear Capacity” equation andcorrected the “Plywood Webbed Beam Dimensions” drawing inSection 8.3.• Corrcted nail slip equations in Section 8.4• Added Section 8.5 – “Box Beam Portal Joints”.• Corrected the equation for “A” in Section A8.• Corrected the case of some symbols and corrected equations inthe “Diaphragm Deflection” sub-section of Section 9.49.5.• Changed case of some symbols in Section 9.8.• Corrcted an equation in Section 9.9.• Replaced the following images with revisions to clarify variouspoints : Figures 10.4, 10.5, 10.6, 10.7, 11.9, 12.10 and 13.12.• Made Photos of Section 10.5 into an Appendix, and clarifiedsome headings of this section.• Corrected equations and results of the “Bending Moment”,“Shear Flow” and “Horizontal Shear” sub-sections in Section11.6.• Section 16 rewritten and updated.• Added information to section 7.10 regarding 17.4 kN/m plywoodbracing sheathed both sides and the restrictions to panellengths in these cases.• Various other equation changes / clarifications and spellingcorrectons.April 2010 MM1 • Initial Release June 07MM,JM,LP260
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 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
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 270: EWPAA MembersPlywood and Laminated
show all

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

Create successful ePaper yourself

Delete template?

Save as template?