Product Evaluation Report United Steel Products Company USP Connectors for Wood-Framed Construction Florida Product Approval # FL 6223-R2 Florida Building Code 2010 Per Rule 9N-3 Method: 1 D Category: Structural Components Subcategory: Wood Connectors Compliance Method: 9N-3.005(1)(d) HVHZ Product Manufacturer: United Steel Products Company 14305 SouthCross Drive Suite 200 Burnsville, Mn 55306 Engineer Evaluator: Terrence E. Wolfe, P.E. # 44923 Florida Evaluation ANE ID: 1920 Validator: Locke Bowden, P.E., FL #49704 9450 Alysbury Place Montgomery, AL 36117 Contents: Evaluation Report Pages 1 7
Compliance Statement: Product Use: Product Description: The product as described in this report has demonstrated compliance with the Florida Building Code 2010. The USP Connectors described in this report are used for connecting wood framing members in accordance with 2304.9.3 and 2321. GTWS Girder Truss Connector: The GT girder truss hanger is designed to hang a girder truss off the face of another girder truss or wood support member. The U shaped bracket consists of cold formed 10 gage G90 steel plate that is shop formed. Holes are pre-punched for 16D common nails or wood screws to secure the truss in the saddle. The back plate is pre-punched to allow the installation of ¾ or 1 diameter bolts. Load testing was conducted in compliance with ASTM D1761-88, By Stork Twin City Testing Project Number 30160 04-91766, Dated August 16 th, 2004. HTWM Strap Tie Connector: The HTWM Strap tie is designed to secure trusses to a grout filled reinforced masonry bond beam. The strap shall be fastened to the bond beam with ¼ diameter Wedge bolts and to the truss top chord with 10D common nails. The strap is cold-formed from 14ga steel and is pre-punched to accept the ¼ diameter Wedge Bolts and the 10D common Nails. Load testing was conducted in compliance with ASTM D1761-00, By Stork Twin City Testing Project Number 324039, Dated December 23, 2004. HUGT Girder Tie-down: The HUGT girder tie-down is designed to secure a girder truss to the top of a wall system. The HUGT is fabricated from No. 7 gage steel plate that is prime coated. Holes are pre-punched for 16D common nails or wood screws to secure the truss in the top bracket. Roof Slopes are limited to 3:12 up to 8:12.. Load testing was conducted in compliance with ASTM D1761-88, By Stork Twin City Testing Project Number 30160 04-59032, Dated March 19 th, 2004.
MSH213L/R Skewed Truss Hangers: The MSH 213 hanger is designed to allow a field adjustable top flange/face mount or combination of both for wood trusses installed on skew. This would apply to a hip-jack truss hanging of a hip girder truss. The strap is cold-formed from 18ga steel and is pre-punched to accept 10D common Nails. Load testing was conducted in compliance with ASTM D1761-88, By Stork Twin City Testing Project Number 30160 05-701120, Dated September28, 2005. RUSC Retrofit Strap Connectors: The RUSC Retro Uplift Strap Connector provides a wood-to-wood uplift connection attaching trusses with a 2 x 4 bottom chord to a double stud in the wall below. WS3 Wood Screws are utilized for fast installation. The connector can be installed after roof sheathing has been installed. The RUSC is fabricated from No. 10 gage steel plate that is prime coated. Holes are prepunched for ¼ diameter wood screws to secure the truss to the top bracket and to the wall studs. The RUSC must be installed in pairs. Load testing was conducted in compliance with ASTM D1761-00, By Stork Twin City Testing Project Number 031205, Dated April 18th, 2002. RFSC Uplift Girder Ties: The RFUS is a multi-purpose engineered solution for attaching trusses to concrete or masonry walls. Wedgebolt fastening eliminates mis-located cast-inplace anchor bolts and allows retrofit installations. This will work with heel heights up to 14. WS3 Wood Screws are utilized for fast installation to truss bottom chord. The RFSC is fabricated from No. 10 gage steel plate that is prime coated. Holes are pre-punched for ¼ diameter wood screws to secure the truss to the top bracket and 13/16 holes to secure the bracket to the CMU wall. The RFUS must be installed in pairs. Load testing was conducted in compliance with ASTM D1761-00, By Stork Twin City Testing Project Number 031205, Dated April 18th, 2002.
Materials: STEEL GTWS Girder 10 gage ASTM A 653, SS Grade 33 G60 HTWM Strap Tie ASTM A 653, SS Grade 33 G90, G185 HUGT Girder 7 gage ASTM A1011, SS Grade 33 Painted MSH213L/R ASTM A 653, SS Grade 33 G90, G185 RUSC 10 gage ASTM A1011, SS Grade 33 Painted RFSC 10 gage ASTM A1011, SS Grade 33 Painted Corrosion Protection is a Zinc Coating of Sheet Steel IAW ASTM A 653 STEEL Gage No. MIN BASE METAL THICKENESS 18 GA.044 16 GA.055 14 GA.070 12 GA.099 10 GA.129 7 GA.171 3 GA.240 Wood: Wood members must be sawn lumber or structural glued laminated timber with a minimum specific gravity of 0.50, or approved structural engineered lumber (structural composite lumber, alternative strand lumber, or prefabricated wood I-joists) with a minimum equivalent specific gravity of 0.50, unless otherwise noted in the applicable table within this report. Wood members must have a moisture content not exceeding 19 percent (16 percent for structural engineered lumber), except as noted in Limitations of Use. For Connectors installed with nails, the thickness of the wood member must be sufficient such that the specified fasteners do not protrude through the opposite side of the member, unless otherwise permitted in the applicable table within this report. Wood members that are structural engineered lumber must be recognized in, and used in accordance with, a current evaluation report. Refer to the follow on paragraph for issues related to treated wood.
Fasteners : Bolts: Nails: Required fastener types and sizes for use with the USP structural connectors as described in this report are specified in each of the Connector load tables and Table 2( See Attachments) for wood screws. At a minimum, bolts must comply with ASTM A 306, Grade A, and must have a minimum bending yield strength, F yb, of 45,000 lbf/in² (310 MPa). Required bolt diameters are specified, in inches, within the applicable tables of this report. Nails used for connectors described in this report must comply with material requirements, physical properties, tolerances, workmanship, protective coating and finishes, and packaging requirements specified in ASTM F 1667; and must have lengths, diameters and bending yield strengths, F yb, as shown in the following table: FASTENER Designation FASTENER LENGTH (inches) SHANK DIAMETER (inches) MINIMUM REQUIRED F yb (lbf/in²) 10d x 1½ 1.5 0.148 90,000 16d common 3 0.148 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kpa. Use in Treated Wood: Design and Installation: Connectors and fasteners used in contact with preservative-treated or fireretardant-treated wood must comply with FBC Section 2304.9.5. The lumber treater or the report holder (United Steel Products Company), or both, should be contacted for recommendations on the appropriate level of corrosion resistance to specify for the connectors and fasteners as well as the connections capacities of the fasteners used with the specific proprietary preservativetreated or fire-retardant-treated lumber. The allowable load capacities in the attached Connector Load Tables are based on allowable stress design. The use of the allowable load values for the products
described in this report must comply with all applicable requirements and conditions specified in this report. Tabulated allowable loads are for normal duration or short duration or both based on load duration factors, C D, in accordance with Sections 10.3.2 of the NDS 2005. No further increases are permitted for load durations other than those specified. Limitations of Use: Tabulated allowable loads are for connections in wood seasoned to a maximum moisture content of 19 percent (16 percent for engineered wood products) or less, used under continuously dry conditions and where sustained temperatures are limited to 100 F (37.8 C) or less. When connectors are installed in wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where the in-service moisture content is expected to exceed this value, the applicable wet service factor, C M, is as specified in the NDS for lateral loading of dowel-type fasteners. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100 (37.8 C), the allowable loads in this evaluation report must be adjusted by the temperature factor, C t, specified in Section 10.3.4 of the NDS. The group action factor, C g, has been accounted for, in accordance with Section 10.3.6 of the NDS, in the tabulated allowable loads, where applicable. For connectors installed with bolts, minimum edge distances and end distances within the wood members must be met, such that the geometry factor, C, is 1.0 in accordance with NDS Section 11.5.1, unless otherwise noted in this report. Connected wood members must be checked for load-carrying capacity at the connection in accordance with NDS Section 10.1.2. For connectors with anchors intended to transmit loads into concrete or masonry, adequate embedment length and anchorage details, including edge and end distances, must be determined by a registered design professional in accordance with Chapter 19 or 21 of the FBC, as applicable, for design of anchorage to concrete and masonry structural members. Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer s published installation instruction. Mechanical fasteners must be installed in wood members in accordance with NDS Section 11.1.
Performance Standards: The product described herein has demonstrated compliance with: ASTM D1761-88 ASTM D1761-88 ( 2000) NDS 2005 Reference Data: 1. ASTM D1761-88, By Stork Twin City Testing Project Number 30160 04-91766, Dated August 16 th, 2004. 2. ASTM D1761-00, By Stork Twin City Testing Project Number 324039, Dated December 23, 2004. 3. ASTM D1761-88, By Stork Twin City Testing Project Number 30160 04-59032, Dated March 19 th, 2004. 4. ASTM D1761-88, By Stork Twin City Testing Project Number 30160 05-701120, Dated September28, 2005. 5. ASTM D1761-00, By Stork Twin City Testing Project Number 031205, Dated April 18th, 2002. Test Standard Equivalency: 1. The D1761-88 test standard is equivalent to the D1761-00 test standard. 2. The D1761-00 test standard is equivalent to D1761-06 except that Sections 41 to 50 were moved to D 7147-05 test standard. Quality Assurance Entity: The manufacturer has established compliance of their products in accordance with the Florida Building Code and Rule 9N-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity.