ASD/LRFD Manual - American Wood Council

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ASD/LRFD MANUAL FOR ENGINEERED Wood Construction 63 Table M9.2-2 Wood Structural Panel Axial Stiffness, Tension, and Compression Capacities Span Rating Stress Parallel to Strength Axis 1 Stress Perpendicular to Strength Axis 1 Plywood Plywood 3-ply 4-ply 5-ply OSB 3-ply 4-ply 5-ply OSB PANEL TENSION, F t A (lb/ft of panel width) 24/0 2,300 2,300 3,000 2,300 600 600 780 780 24/16 2,600 2,600 3,400 2,600 990 990 1,300 1,300 32/16 2,800 2,800 3,650 2,800 1,250 1,250 1,650 1,650 40/20 2,900 2,900 3,750 2,900 1,600 1,600 2,100 2,100 48/24 4,000 4,000 5,200 4,000 1,950 1,950 2,550 2,550 16oc 2,600 2,600 3,400 2,600 1,450 1,450 1,900 1,900 20oc 2,900 2,900 3,750 2,900 1,600 1,600 2,100 2,100 24oc 3,350 3,350 4,350 3,350 1,950 1,950 2,550 2,550 32oc 4,000 4,000 5,200 4,000 2,500 2,500 3,250 3,250 48oc 5,600 5,600 7,300 5,600 3,650 3,650 4,750 4,750 Multiplier for Structural I Panels 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 PANEL COMPRESSION, F c A (lb/ft of panel width) 24/0 2,850 4,300 4,300 2,850 2,500 3,750 3,750 2,500 24/16 3,250 4,900 4,900 3,250 2,500 3,750 3,750 2,500 32/16 3,550 5,350 5,350 3,550 3,100 4,650 4,650 3,100 40/20 4,200 6,300 6,300 4,200 4,000 6,000 6,000 4,000 48/24 5,000 7,500 7,500 5,000 4,800 7,200 7,200 4,300 16oc 4,000 6,000 6,000 4,000 3,600 5,400 5,400 3,600 20oc 4,200 6,300 6,300 4,200 4,000 6,000 6,000 4,000 24oc 5,000 7,500 7,500 5,000 4,800 7,200 7,200 4,300 32oc 6,300 9,450 9,450 6,300 6,200 9,300 9,300 6,200 48oc 8,100 12,150 12,150 8,100 6,750 10,800 10,800 6,750 Multiplier for Structural I Panels 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 PANEL AXIAL STIFFNESS, EA (lb/ft of panel width) 24/0 3,350,000 3,350,000 3,350,000 3,350,000 2,900,000 2,900,000 2,900,000 2,900,000 24/16 3,800,000 3,800,000 3,800,000 3,800,000 2,900,000 2,900,000 2,900,000 2,900,000 32/16 4,150,000 4,150,000 4,150,000 4,150,000 3,600,000 3,600,000 3,600,000 3,600,000 40/20 5,000,000 5,000,000 5,000,000 5,000,000 4,500,000 4,500,000 4,500,000 4,500,000 48/24 5,850,000 5,850,000 5,850,000 5,850,000 5,000,000 5,000,000 5,000,000 4,500,000 16oc 4,500,000 4,500,000 4,500,000 4,500,000 4,200,000 4,200,000 4,200,000 4,200,000 20oc 5,000,000 5,000,000 5,000,000 5,000,000 4,500,000 4,500,000 4,500,000 4,500,000 24oc 5,850,000 5,850,000 5,850,000 5,850,000 5,000,000 5,000,000 5,000,000 4,500,000 32oc 7,500,000 7,500,000 7,500,000 7,500,000 7,300,000 7,300,000 7,300,000 5,850,000 48oc 8,200,000 8,200,000 8,200,000 8,200,000 7,300,000 7,300,000 7,300,000 7,300,000 9 M9: WOOD STRUCTURAL PANELS Multiplier for Structural I Panels 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1. Strength axis is defined as the axis parallel to the face and back orientation of the flakes or the grain (veneer), which is generally the long panel direction, unless otherwise marked. American Forest & paper association
64 M9: WOOD STRUCTURAL PANELS Compression (F c A) Compression (Figure M9.2-3) capacities listed in Table M9.2-2 are based on testing according to the principles of ASTM D3501 Method B. Compressive properties are generally influenced by buckling; however, this effect was eliminated by restraining the edges of the specimens during testing. Compression capacity is given as F c A. F c is the reference compression stress of the material, and A is the area of the cross section. The units of F c A are pounds per foot of panel width. Shear Capacities Figure M9.2-3 Structural Panel with Axial Compression Load in the Plane of the Panel Planar (Rolling) Shear (F s [Ib/Q]) Shear-in-the-plane of the panel (rolling shear) capacities listed in Table M9.2-3 are based on testing according to the principles of ASTM D2718. Shear strength in the plane of the panel is the capacity to resist horizontal shear breaking loads when loads are applied or developed on opposite faces of the panel (Figure M9.2-4), as in flat panel bending. Planar shear capacity is given as F s [Ib/Q]. F s is the reference material stress, and Ib/Q is the panel crosssectional shear constant. The units of F s [Ib/Q] are pounds per foot of panel width. Figure M9.2-5 Through-the-Thickness Shear for Wood Structural Panels Rigidity Through-the-Thickness (G v t v ) Panel rigidities listed in Table M9.2-4 are based on testing according to the principles of ASTM D2719 Method C. Panel rigidity is the capacity to resist deformation under shear through the thickness stress (Figure M9.2-5). Rigidity is given as G v t v . G v is the reference modulus of rigidity, and t v is the effective panel thickness for shear. The units of G v t v are pounds per inch of panel depth (for vertical applications). Multiplication of G v t v by panel depth gives GA, used by designers for some applications. Through-the-Thickness Shear (F v t v ) Through-the-thickness shear capacities listed in Table M9.2-4 are based on testing according to the principles of ASTM D2719 Method C. Allowable through the thickness shear is the capacity to resist horizontal shear breaking loads when loads are applied or developed on opposite edges of the panel (Figure M9.2-5), such as in an I-beam. Where additional support is not provided to prevent bucking, design capacities in Table M9.2-4 are limited to sections 2 ft or less in depth. Deeper sections may require additional reductions. F v is the reference stress of the material, and t v is the effective panel thickness for shear. The units of F v t v are pounds per inch of shear resisting panel length. Figure M9.2-4 Planar (Rolling) Shear or Shear-in-the-Plane for Wood Structural Panels American Wood Council
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2005 EDITION ASD/LRFD MANUAL MANUAL
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Updates and Errata While every prec
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ii ASD/LRFD MANUAL FOR ENGINEERED W
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iv ASD/LRFD MANUAL FOR ENGINEERED W
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viii ASD/LRFD MANUAL FOR ENGINEERED
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ASD/LRFD MANUAL FOR ENGINEERED Wood
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M1: general requirements for struct
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M2: DESIGN VALUES FOR STRUCTURAL ME
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M3: Design Provisions and Equations
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M3: Design Provisions and Equations
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10 M3: Design Provisions and Equati
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Page 37 and 38: 24 M4: SAWN LUMBER Table M4.5-4c AS
Page 39 and 40: 26 M4: SAWN LUMBER Column Capacity
Page 41 and 42: 28 M5: structural glued laminated t
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Page 51 and 52: 38 M7: PREFABRICATED WOOD I-JOISTS
Page 67 and 68: 54 M8: STRUCTURAL COMPOSITE LUMBER
Page 73 and 74: 60 M9: WOOD STRUCTURAL PANELS M9.1
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Page 103 and 104: 90 M12: SPLIT RING AND SHEAR PLATE
Page 105 and 106: 92 M13: TIMBER RIVETS M13.1 General
Page 107 and 108: 94 M14: SHEAR WALLS AND DIAPHRAGMS
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Page 115 and 116: 102 M16: FIRE DESIGN M16.1 General
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114 M16: FIRE DESIGN Figure M16.1-1
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120 M16: FIRE DESIGN Poles and Pile
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122 M16: FIRE DESIGN Wood I-Joists
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132 M16: FIRE DESIGN Roof and Floor
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134 M16: FIRE DESIGN NER - 392 WTCA
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136 M16: FIRE DESIGN UL - P522 & P5
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138 M16: FIRE DESIGN NER - 392 WTCA
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140 M16: FIRE DESIGN Area Separatio
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142 M16: FIRE DESIGN type of assemb
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144 M16: FIRE DESIGN Table M16.1-10
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146 M16: FIRE DESIGN Compression Me
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156 M16: FIRE DESIGN Example 16.2-1
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158 M16: FIRE DESIGN For the fire d
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American Forest & Paper Association
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