ASD/LRFD Manual - American Wood Council

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ASD/LRFD MANUAL FOR ENGINEERED Wood Construction 51 A third method uses vertically oriented short studs, often called squash blocks or cripple blocks, on each side of the joist and cut to a length slightly longer than the depth of the joist. This method should be used in combination with some type of rim joist or blocking material when lateral stability or diaphragm transfer is required. The use of horizontally oriented sawn lumber as a blocking material is unacceptable. Wood I-joists generally do not shrink in the vertical direction due to their panel type web, creating the potential for a mismatch in height as sawn lumber shrinks to achieve equilibrium. When conventional lumber is used in the vertical orientation, shrinkage problems are not a problem because changes in elongation due to moisture changes are minimal. Figure M7.4-11 shows a few common methods for developing vertical load transfer. Figure M7.4-11 Details for Vertical Load Transfer 7 Web Holes Holes cut in the web area of a wood I-joist affect the member’s shear capacity. Usually, the larger the hole, the greater the reduction in shear capacity. For this reason, holes are generally located in areas where shear stresses are low. This explains why the largest holes are generally permitted near mid-span of a member. The required spacing between holes and from the end of the member is dependent upon the specific materials and processes used during manufacturing. The allowable shear capacity of a wood I-joist at a hole location is influenced by a number of variables. These include: percentage of web removed, proximity to a vertical joint between web segments, the strength of the web to flange glue joint, the stiffness of the flange, and the shear strength of the web material. Since wood I-joists are manufactured using different processes and materials, each manufacturer should be consulted for the proper web hole design. The methodology used to analyze application loads is important in the evaluation of web holes. All load cases that will develop the highest shear at the hole location should be considered. Usually, for members resisting simple uniform design loads, the loading condition that develops the highest shear loads in the center area of a joist span involves partial span loading. Web holes contribute somewhat to increased deflection. The larger the hole the larger the contribution. Provided not too many holes are involved, the contribution is negligible. In most cases, if the manufacturer’s hole criteria are followed and the number of holes is limited to three or less per span, the additional deflection does not warrant consideration. M7: PREFABRICATED WOOD I-JOISTS American Forest & paper association
52 M7: PREFABRICATED WOOD I-JOISTS American Wood Council
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2005 EDITION ASD/LRFD MANUAL MANUAL
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Page 15 and 16: M1: general requirements for struct
Page 17 and 18: M2: DESIGN VALUES FOR STRUCTURAL ME
Page 19 and 20: M3: Design Provisions and Equations
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Page 25 and 26: 12 M4: SAWN LUMBER M4.1 General Pro
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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
Page 47 and 48: 34 M6: ROUND TIMBER POLES AND PILES
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Page 51 and 52: 38 M7: PREFABRICATED WOOD I-JOISTS
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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
Page 113 and 114: 100 M15: SPECIAL LOADING CONDITIONS
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102 M16: FIRE DESIGN M16.1 General
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104 M16: FIRE DESIGN Table M16.1-4
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106 M16: FIRE DESIGN Figure M16.1-2
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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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140 M16: FIRE DESIGN Area Separatio
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American Forest & Paper Association
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