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

More documents

Recommendations

Info

connection load carrying capacity compared to the single curvature response of the naildriven through a clearance hole illustrated in FIGURE 13.5 (b).FIGURE 13.5: Nail head fixityTABLE 13.4 gives values of k 16 for nailed and screwed joints fixing side plates of various materials.Side Plate MaterialPlate ThicknessGuideHole diameter k16Steelto >1.5D tight fitting 1.2Plywood to >1.5D 1.1Others 1.0TABLE 13.4: Values for kMultiple nail factor (k17)Multiple nail factor (k17) takes into account the fact multiple nail and screw connections result in thefailure load of a connection being less than the sum of the failure loads of all of the connectors. Thenumber of rows (n a ) of fasteners in a connection is defined as those fasteners along a line closest tonormal to the direction of the applied load as shown in FIGURE 13.6.16FIGURE 13.6 :Shows how rows are defined relative to applied load193
TABLE 13.5 gives values for the factor k 17 for use in the design of multiple nail and screw connections.Values of k 17Condition of Timber Number of Rows of Fastenersna20Unseasoned 1.00 0.90 0.80 0.75Seasoned 1.00 0.94 0.90 0.85TABLE 13.5: Values of k1713.4 Nailed and Screwed Connection Design – MethodologyTypically, a preliminary design will result in settling on a structural system that satisfies the design criteriadefined by the client.Analysis of the structure then defines the magnitude of the member forces to be transferred across the joints.Member sizing to satisfy the strength limit state requirements for the critical load combination providesthe designer with an indication of the area of timber available to facilitate the connection design.The following steps may then be used as a guide in the connection design process for Type 1, nailed andscrewed LVL joints.Steps:1. Identify the connection type as Type 1 or 2 which may best be done by sketching or in somecases doing a scaled drawing.2. Select connector type and diameter based on experience, availability or calculations.3. Determine the length of connector to develop full load carrying capacity. This may requireadjusting member sizes or reducing connector capacity.4. Determine the number of connectors required per row. This is where the drawing will beinvaluable in aiding establishing force directions for finding edge and end distances.5. Obtain the characteristic strength of the connector from Tables in AS 1720.1-1997.6. Apply modification factors to the relationship:φN = φkj1.k13.k14.k16.k17. nQk7. Determine the number of rows. Check this with the chosen value of k 17. If incorrect recalculate n.8. Detail the connection.194
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 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 ...

Create successful ePaper yourself

Delete template?

Save as template?