These notes are in addition to the other notes for steel to steel connections and are provided to ensure proper installation of Simpson Strong‑Tie® Company Inc. products and must be followed fully.

1. Unless otherwise noted, allowable loads are for Douglas Fir-Larch under continuously dry conditions. Allowable loads for other species or conditions must be adjusted according to the code. In many cases, Simpson code reports will indicate loads derived from Doug Fir header material only. However under ICC-ES AC13, loads for Douglas Fir are the same as LVL, LSL, PSL, Glulam's and Southern Pine, since the specific gravity of these wood species fall within the specific gravity range of the AC13 criteria. The chart below gives specific gravity for the different wood species as listed by NDS (National Design Specifications). For your convenience we have placed the section from the AC13 criteria indicating the range of specific gravity. 4.2.3 The species of lumber used shall have a specific gravity of 0.49 or greater, such as Douglas fir, but not greater than 0.55 as determined in accordance with the NDS.
   
   

   Species	Fc⊥	Specific Gravity
   Douglas Fir-Larch (DFL)	625 psi	0.50
   Southern Pine (SP)	565 psi	0.55
   Spruce-Pine-Fir (SPF)	25 psi	0. 2
   Hem Fir (HF)	05 psi	0. 3
   Glulam	560 psi	0.50
   LVL (DF/SP)	750 psi	0.50
   TimberStrand® LSL (E=1.3x106)	680 psi	0.50
   TimberStrand® LSL (E>1.5x106)	880 psi	0.50
   Parallam® PSL	750 psi	0.50

   
   
   
2. For face-mount hangers & straight straps, use 0.86 of table loads for Spruce-Pine-Fir.
3. A fastener that splits the wood will not take the design load. Evaluate splits to determine if the connection will perform as required. Dry wood may split more easily and should be evaluated as required. If wood tends to split, consider pre-boring holes with diameters not exceeding .75 of the nail diameter (2001 NDS 11.1.5.3).
4. Wood shrinks and expands as it loses and gains moisture, particularly perpendicular to its grain. Take wood shrinkage into account when designing and installing connections. Simpson manufactures products to fit common dry lumber dimensions. If you need a connector with dimensions other than those listed in this catalog, Simpson may be able to vary connector dimensions; contact the factory. The effects of wood shrinkage are increased in multiple lumber connections, such as floor-to-floor installations. This may result in the vertical rod nuts becoming loose, requiring post-installation tightening.
5. Top flange hangers may cause unevenness. Possible remedies should be evaluated by a professional and include using a face mount hanger, and routering the beam or cutting the subfloor to accommodate the top flange thickness.
6. Built-up lumber (multiple members) must be fastened together to act as one unit to resist the applied load (excluding the connector fasteners). This must be determined by the Designer/Engineer of Record.

topAdditional Instructions for the Installer for Hybrid (Steel-to-Wood) Connections

1. Bolt holes into wood members shall be at least a minimum of 1/32" and no more than a maximum of 1/16" larger than the bolt diameter (per the 2001 NDS 11.1.2).
2. Joist shall bear completely on the connector seat, and the gap between the joist end and the header shall not exceed 1/8" per ICC-ES AC 13 and ASTM D1761 test standards.
3. For holdowns, anchor bolt nuts should be finger-tight plus 1/3 to 1/2 turn with a hand wrench, with consideration given to possible future wood shrinkage. Care should be taken to not over-torque the nut, impact wrenches should not be used. This may preload the holdown.

topAdditional Instructions for the Designer for Hybrid (Steel-to-Wood) Connections

1. Loads are based on the 2001 AISI Standard - North American Specification for the Design of Cold-Formed Steel Structural Members (NAS) and the 2001 National Design Specifications (NDS), unless otherwise specified. Other code agencies may use different allowable loads.
2. Duration of load adjustments for fasteners into wood as specified by the code are as follows:
   “FLOOR” and “DOWN” (100) — no increase for duration of load.
   “SNOW” (115) — 115% of design load for 2 month duration of load.
   “ROOF LOAD” (125) — 125% of design load for 7 day duration of load.
   “EARTHQUAKE/WIND” (133 and 160) — 133% and 160% of design load for earthquake/wind loading.
3. Some catalog illustrations show connections that could cause cross-grain tension or bending of the wood during loading if not sufficiently reinforced. In this case, mechanical reinforcement should be considered.
4. The allowable loads published in this catalog are for use when utilizing the traditional Allowable Stress Design (ASD) methodology. A method for cold-formed steel has been published in 2001 AISI NAS, and using Load and Resistance Factor Design (LRFD) for wood has been published in AF&PA/ASCE 16-95. When designing with LRFD, reference lateral resistances must be used. Contact Simpson for reference lateral resistances of products listed in this catalog. For more information, refer to the American Forest and Paper Association “Guideline to Pre-engineered Metal Connectors” and ASCE 16-95. The “Guideline” contains a soft conversion procedure that can be used to derive reference lateral resistances for wood.
5. Simpson recommends that hanger height be at least 60% of joist height for stability.
6. Pneumatic or powder-actuated fasteners may deflect and injure the operator or others. Powder-actuated fasteners should not be used to install connectors. Pneumatic nail tools may be used to install connectors, provided the correct quantity and type of fasteners are properly installed in the fastener holes. Tools with fastener hole-locating mechanisms should be used. Follow the manufacturer's instructions and use the appropriate safety equipment. Over driving fasteners may reduce allowable loads. Contact Simpson.

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