General Notes

General Notes for Cold-Formed Steel Connectors

These notes are provided to ensure proper installation of Simpson Strong-Tie products and must be followed fully.

1. Simpson Strong-Tie Company Inc. reserves the right to change specifications, designs and models without notice or liability for such changes.
2. Steel used for each Simpson Strong-Tie product is individually selected based on the product’s steel specifications, including strength, thickness, formability, finish, and weldability. Contact Simpson Strong-Tie for steel information on specific products.
3. Unless otherwise noted, dimensions are in inches and loads are in pounds.
4. Unless otherwise noted, welds, bolts, screws and nails may not be combined to achieve highest load value.
5. Unless otherwise noted, catalog loads are based on cold-formed steel members having a minimum yield strength, F_y, of 33 ksi and tensile strength, F_u, of 45 ksi for 43 mil (18 ga.) and thinner, and a minimum yield strength, F_y, of 50 ksi and tensile strength, F_u, of 65 ksi for 54 mil (16 ga.) and thicker.
6. Simpson Strong-Tie Company Inc. will manufacture non-catalog products provided prior approval is obtained and an engineering drawing is included with the order. Steel specified on the drawings as 1/8”, 3/16”, and 1/4” will be 11 gauge (0.120”), 7 gauge (0.179”), and 3 gauge (0.239”), respectively. The minimum yield and tensile strengths are 33 ksi and 52 ksi, respectively.
7. All references to bolts or machine bolts (MBs) are for structural quality through bolts (not lag screws or carriage bolts) equal to or better than ASTM Standard A307, Grade A.
8. Unless otherwise noted, bending steel in the field may cause fractures at the bend line. Fractured steel will not carry load and must be replaced.
9. Top flange hangers may cause unevenness. Possible remedies should be evaluated by a professional and include using a face mount hanger or cutting the subfloor to accommodate the top flange thickness.
10. Built-up members (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 or Engineer of Record.
11. Do not overload. Do not exceed catalog allowable loads, which would jeopardize the connection.
12. Some model configurations may differ from those shown in this catalog. Contact Simpson Strong-Tie for details.
13. Some combinations of hanger options are not available. In some cases, combinations of these options may not be installable. Horizontal loads induced by sloped joists must be resisted by other members in the structural system. A qualified designer must always evaluate each connection, including carried and carrying member limitations, before specifying the product. Fill all fastener holes with fastener types specified in the tables, unless otherwise noted. Hanger configurations, height and fastener schedules may vary from the tables depending on joist size, skew and slope. See the allowable table load for the non-modified hanger, and adjust as indicated. Material thickness may vary from that specified depending on the manufacturing process used. W hangers normally have single stirrups; occasionally, the seat may be welded. S/B, S/LBV, W and WP hangers for sloped seat installations are assumed backed.
14. Simpson Strong-Tie will calculate the net height for a sloped seat. The customer must provide the H1 joist height before slope.
15. Do not weld products listed in this catalog unless this publication specifically identifies a product as acceptable for welding, or unless specific approval for welding is provided in writing by Simpson Strong-Tie. Some steels have poor weldability and a tendency to crack when welded. Cracked steel will not carry load and must be replaced.
16. Steel for the framing members must comply with ASTM A1003 Grade 33 minimum. Reference General Note “e” for additional requirements.
17. Consideration should be given to the screw head specified as this may affect the attached materials.
18. Do not add fastener holes or otherwise modify Simpson Strong-Tie products. The performance of modified products may be substantially weakened. Simpson Strong-Tie will not warrant or guarantee the performance of such modified products.

General Instructions to the Installer

These general instructions to the installer are provided to ensure proper selection and installation of Simpson Strong-Tie products and must be followed carefully. These general instructions are in addition to the specific installation instructions and notes provided for each particular product, all of which should be consulted prior to and during installation of Simpson Strong-Tie products.

1. All specified fasteners must be installed according to the instructions in this catalog. Incorrect fastener quantity, size, type, material, or finish may cause the connection to fail.
2. Holes for 1/2" diameter or greater bolts shall be no more than a maximum of 1/16" larger than bolt diameter per AISI S100 Table E3.
3. Install all specified fasteners before loading the connection.
4. Some hardened fasteners may have premature failure if exposed to moisture. The fasteners are recommended to be used in dry interior applications.
5. Use proper safety equipment.
6. When installing a joist into a connector with a seat, the joist shall bear completely on the seat. The gap between the end of the joist and the connector or header shall not exceed 1/8" per ICC-ES AC 261 and ASTM D1761 test standards, unless otherwise noted.
7. For holdowns, anchor bolt nuts should be finger-tight plus 1/3 to 1/2 turn with a hand wrench. Care should be taken to not over-torque the nut and impact wrenches should not be used. This may preload the holdown.
8. Holdowns and tension ties may be raised off the track as dictated by field conditions to accommodate an anchor mislocated no more than 1 1/2". The holdown shall be raised off the bottom track at least 3" for every 1/4" that the anchor is offset from the model’s centerline. Anchor bolt slope shall be no greater than 1:12 (or 5 degrees). Contact the designer if the holdown anchor is offset more than 1 1/2" or raised more than 18". Raised holdown height is measured from the top of the concrete to the top of the holdown bearing plate.
9. All screws shall be installed in accordance with the screw manufacturer’s recommendations. All screws shall penetrate and protrude through the attached materials a minimum of three full exposed threads per AISI S200 General Provisions Section D1.3.
10. Welding galvanized steel may produce harmful fumes; follow proper welding procedures and safety precautions. Welding should be in accordance with American Welding Society (AWS) standards. Unless otherwise noted, Simpson Strong-Tie connectors cannot be welded.
11. Temporary lateral support for members may be required during installation.

General Instructions to the Designer

These general instructions to the designer are provided to ensure proper selection and installation of Simpson Strong-Tie Company Inc. products and must be followed carefully. These general instructions are in addition to the specific design and installation instructions and notes provided for each particular product, all of which should be consulted prior to and during the design process.

1. Allowable loads are determined per the AISI S100 unless otherwise specified. Other code agencies may use different methodologies.
2. The allowable load is typically limited to an average test load at 1/8" deflection, or an average or lowest test value (nominal load) divided by a safety factor or the calculation value. The safety factor is prescribed by Section F1 of the AISI S100.
3. To achieve the loads shown in this catalog, the designer must verify that the self-drilling screws used for connector installation have P_ss/Ω and P_ts /Ω values greater than or equal to the values given in the table, Minimum ASD Loads for Screws (lb.), per this page.
4. Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows:
   Design Uplift/Allowable Uplift + Design Lateral Parallel to Track/ Allowable Lateral Parallel to Track + Design Lateral Perpendicular to Track/Allowable Lateral Perpendicular to Track ≥ 1.0.
   The three terms in the unity equation are due to the three possible directions that exist to generate force on a connector. The number of terms that must be considered for simultaneous loading is at the sole discretion of the designer and is dependent on their method of calculating wind forces and the utilization of the connector within the structural system.
5. The term "designer" used throughout this catalog is intended to mean a licensed/certified building design professional, a licensed professional engineer, or a licensed architect.
6. All connected members and related elements shall be designed by the designer.
7. Unless otherwise noted, member strength is not considered in the loads given and, therefore, one should reduce allowable loads when member strength is limiting.
8. The average ultimate breaking strength for some models is listed under "nominal tension load."
9. Simpson Strong-Tie strongly recommends the following addition to construction drawings and specifications: "Simpson Strong-Tie connectors and fasteners are specifically required to meet the structural calculations of plan. Before substituting another brand, confirm load capacity based on reliable published testing data or calculations. The designer or Engineer of Record should evaluate and give written approval for substitution prior to installation."
10. Verify that the dimensions of the supporting member are sufficient to receive the specified fasteners, and develop the top flange bearing length.
11. Simpson Strong-Tie will provide, upon request, code testing data on all products that have been code tested.
12. Most of the allowable loads published in this catalog are for use when utilizing the traditional Allowable Stress Design (ASD) methodology. A method for using Load and Resistance Factor Design (LRFD) for cold-formed steel is also included in AISI S100. When designing with LRFD, the nominal connector strength multiplied by the resistance factor must be used. If not listed or noted in a table footnote, contact Simpson Strong-Tie for the LRFD values of products listed in this catalog.
13. All steel-to-steel connector screws must comply with ASTM C1513.
14. Screw strength shall be calculated in accordance to AISI S100 Section E4 or shall be based upon the manufacturer’s design capacity determined from testing.
15. Simpson Strong-Tie recommends that hanger height be at least 60% of joist height for stability against rotation while under construction prior to sheathing install.
16. Local and/or regional building codes may require meeting special conditions. Building codes often require special inspection of anchors installed in concrete and masonry. For compliance with these requirements, it is necessary to contact the local and/or regional building authority. Except where mandated by code, Simpson Strong-Tie products do not require special inspection.
17. When connectors are attached to two CFS members of different thicknesses, the designer shall use the thinner of the two members for selecting allowable loads.

Additional Important Information & General Notes for Hybrid (Steel-to-Wood) Connections

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 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. The section from the AC13 criteria indicating the range of specific gravity reads as follows: 3.2.3 The species of lumber used shall have a specific gravity not greater than 0.55 as determined in accordance with the NDS. This chart shows specific gravity and perpendicular to grain compression capacities for the different wood species:
   
   

   Species	Fc⊥	Specific Gravity
   Douglas Fir–Larch (DFL)	625 psi	0.50
   Southern Pine (SP)	565 psi	0.55
   Spruce-Pine-Fir (SPF)	425 psi	0.42
   Spruce-Pine-Fir South (SPF-S)	335 psi	0.36
   Hem-Fir (HF)	405 psi	0.43
   Glulam	650 psi	0.50
   LVL (DF/SP)	750 psi	0.50
   LSL (E = 1.3 x 106)	680 psi	0.50
   LSL (E = 1.5 ≥ x 106)	880 psi	0.50
   Parallam® PSL	750 psi	0.50

2. For face-mount hangers and straight straps, use 0.86 of Douglas fir 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 0.75 of the nail diameter (2015/ 2018 NDS 12.1.5.3).
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 Strong-Tie manufactures products to fit common dry lumber dimensions. If you need a connector with dimensions other than those listed in this catalog, Simpson Strong-Tie may be able to vary connector dimensions; contact Simpson Strong-Tie. 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. (Reference ICC-ES ESR-2320 for information on Take-up Devices.)
5. Top flange hangers may cause unevenness. Possible remedies should be evaluated by a professional and include using a face mount hanger, and notching 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.

Additional 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 2015 NDS 12.1.3.2 and AISI S100 Table E3a, if applicable).
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 AC261, ASTM D1761 and ASTM D7147 test standards (unless specifically noted otherwise).
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 and impact wrenches should not be used. This may preload the holdown.

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

1. Loads are based on the AISI S100 and the 2015 AF National Design Specifications (NDS), unless otherwise specified. Other code agencies may use different methodologies.

   Do not alter installation procedures from those set forth in this catalog.
   "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" (160) — 160% of design load for earthquake/wind loading.

2. 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.
3. Most of the allowable loads published in this catalog are for use when utilizing the traditional Allowable Stress Design (ASD) methodology. A method for using Load and Resistance Factor Design (LRFD) for cold-formed steel is also included in AISI S100. When designing with LRFD, the nominal connector strength multiplied by the resistance factor must be used. If not listed or noted in a table footnote, contact Simpson Strong-Tie for the LRFD values of products listed in this catalog. A method for using Load and Resistance Factor Design (LRFD) for wood has been published in ASTM D5457. For more information, refer to the 2015 NDS Appendix N, which contains a conversion procedure that can be used to derive LRFD capacities. When designing with LRFD, reference lateral resistances must be used.
4. Pneumatic or powder-actuated fasteners may deflect and injure the operator or others. Unless otherwise noted, 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 Strong-Tie as needed.