Nds 2012 pdf download

Format and content within the NDS. Changes in the NDS and Supplement relative to previous editions. Structures using wood shear walls and diaphragms to resist wind, seismic and other lateral loads shall be designed and constructed in accordance with the provisions of this section. Structures using wood shear walls and diaphragms to resist International wind, seismic and other lateral loads shall be designed and constructed in accordance with the provisions of this section. Design Values for Structural Members 3.

Sawn Lumber — Changes from previous editions 5. Structural Glued Laminated Timber 6. Prefabricated Wood I-Joists — More information 8.

Structural Composite Lumber 9. Wood Structural Panels Mechanical Connections Dowel-Type Fasteners This reduction shall be cu- mulative with the adjustment in footnote 4. Certain Southern Pine combinations may contain lumber with wane. If lumber with wane is used, the reference design value for shear parallel to grain, Fvx, shall be multiplied by 0.

If wane is limited to one side, Fvx shall be multiplied by 0. This reduction shall be cumulative with the adjustment in footnote 4. Contact supplier or manufacturer for details. For structural glued laminated timber of Southern Pine, specific gravity for fastener design is permitted to be increased to 0.

Stress classes represent groups of similar glued laminated timber combinations. Values for individual combinations are included in Table 5A - Expanded. Reference design values are for members with 4 or more laminations. For 2 and 3 lamination members, see Table 5B. Some stress classes are not available in all species.

Contact manufacturer for availability. Members stressed primarily in bending Tabulated design values are for normal load duration and dry service conditions. The combinations in this table are applicable to members consisting of 4 or more laminations and are intended primarily for members stressed in bending due to loads applied perpendicular to the wide faces of the laminations.

However, reference design values are tabulated for loading both perpendicular and parallel to the wide faces of the laminations. For combinations and reference design values applicable to members loaded primarily axially or parallel to the wide faces of the laminations, see Table 5B.

For members of 2 or 3 laminations, see Table 5B. Reference design values are for structural glued laminated timbers with laminations made from a single piece of lumber across the width or multiple pieces that have been edge bonded. For structural glued laminated timber manufactured from multiple piece laminations across width that are not edge-bonded, value shall be multiplied by 0.

This reduction shall be cumulative with the adjustment in footnote 2. This combination may contain lumber with wane. NDS 5. For members with 2 or 3 laminations, the reference shear design value for transverse loads parallel to the wide faces of the laminations, Fvy, shall be reduced by multiplying by a factor of 0.

The reference shear design value for transverse loads applied parallel to the wide faces of the laminations, Fvy, shall be multiplied by 0. The reference shear design value, Fvy, shall be multiplied by 0. This reduction shall be cumulative with the adjustments in footnotes 1 and 3. For members greater than 15 in. When Western Cedars, Western Cedars North , Western Woods, and Redwood open grain are used in combinations for Softwood Species SW , the reference design value for modulus of elasticity, E, shall be reduced by , psi and Emin shall be reduced by 52, psi.

The volume factor shall not apply simultaneously with the beam stability factor see 5. For combinations and reference design values for members loaded primarily axially or parallel to the wide faces of the laminations, see Table 5D. For members with 2 or 3 laminations, see Table 5D. For timbers manufactured from multiple piece lami- nations across width that are not edge bonded, value shall be multiplied by 0.

Fastener values are for groups of hardwood species permitted in each combination. If actual species is known, values for that species are permitted to be used. See NDS 5. This reduction shall be cumulative with the adjustment in footnote 1. If kiln-drying, steam-conditioning, or boultonizing piles. Where split ting or shear plate connectors are staggered, adjacent PUP Muay connectors shall be considered as occurring at the same critical section if the parallel to grain spacing between connectors in adjacent rows is less than or equal to one connector diameter see Figure 3A.

Connections shall be designed and fabricated to insure that each individual member carries its proportional stress, 3.

When such lateral support i provided at points of bearing, but no additional lateral support is provided throughout the length of the bending member, the unsupported length, is the distance between such points of end bearing, or the length of a cantilever. Consideration for shear deflection is, required when the reference modulus of elasticity has not been adjusted to include the effects of shear deflee- tion see Appendix F 3.

Spaced columns are formed of two ot more individual members with their longitudinal axes parallel, separated at the ends and middle points of their length by blocking and joined at the ends by split ring or shear plate connectors capable of developing the required shear resistance see Individual laminations of mechanically laminated built-up columns shall be designed in accordance with 3. In addition, f. Reference design values and special design provisions for round timber poles and piles are provided in Chapter 6, 3.

When tension stress perpendicular to grain cannot be avoided, mechanical reinforcement suf ficient to resist all such stresses shall be considered see References 52 and 53 for additional information. Figure 3G Combined Bending and Axi 3. Figure 3H Combined Bending and Axial Compression it shall be equivalent to gage metal plate or better, inserted with a snug fit between abutting ends.

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