ER-5736 Reissued September 1, 2002 ICBO Evaluation Service, Inc. 5360 Workman Mill Road, Whittier, California 90601 www.icboes.org Filing Category: FASTENERS Wood Hangers and Framing Anchors USP LUMBER CONNECTORS UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE MONTGOMERY, MINNESOTA 56069 1.0 SUBJECT USP Lumber Connectors : JE, JL, JR and JY Series Joist Hangers; N, O, G, MBG and MB Series Bridging; MP Series Framing Anchors; MPH Series Masonry Purlin Hangers; S and WB Series Wall Bracing; TA Series Foundation Straps; EPB and EBG Series Elevated Post Bases; WA Series Wet Anchors; RT Series Rafter Tie Connectors; ADS Series Anchor Tie Downs; JA Series Joist Angles; PB, PBES, PBS, EPCM and PCM Series Post-beam Connectors; PA, PAI, PAT, MPAHD, HPAHD and HPA Strap Anchor Ties;; S Series Connectors; and LSTA and MSTA Series Strap Ties. The products are used as timber connectors in accordance with Sections 2304.3, 2318.4 and 2320.11.3.1 of the 1997 Uniform Building Code (UBC), Sections 1715.1, 2303.5, 2304.9.3, 2308.8.5 and 2308.9.3 of the 2000 International Building Code (IBC), and Sections R502.6, R502.7, R602.10.3 and R802.8 of the 2000 International Residential Code (IRC). 2.0 DESCRIPTION 2.1 JE, JL, JR and JY Series Joist Hangers: JE, JL, JR and JY Series Joist Hangers are U-shaped connectors that support structural sawn lumber joists of varying heights and widths. The seat width of the hanger corresponds to the nominal width of the supported joist. See Table 1 of this report for allowable loads and minimum fastener requirements. 2.2 N, O, G, MBG and MB Series Bridging: The N, O, G, MBG and MB Series Bridging provides lateral support for structural sawn lumber joists, wood I-joists and LVL joists, and has various lengths for different joist sizes. Bridging members shall be installed in pairs, as crossbracing, and have a maximum spacing of 8 feet (2438 mm) on center. 2.2.1 N Series Nail-It Bridging: N Series Nail-It Bridging provides lateral support for joists spaced from 12 to 48 inches (305 to 1219 mm) on center having depths between 5 1 / 2 and 32 inches (140 and 813 mm). The bridging is V-shaped along its length and has flat ends measuring 3 / 4 inch wide by 3 1 / 4 inches long (19.1 mm by 83 mm) (Model N16); 4 3 / 8 inches (111 mm) long (Models N7, N30, and N36); and 5 3 / 4 inches (146 mm) long for all other models, with six nail holes at each end. The bridging must be installed in pairs as X-bridging to connect the top and bottom sides of adjacent joists. Two minimum 8d common nails attach each end of the bridging. The bridging is coldformed No. 20 or No. 22 gage galvanized steel. 2.2.2 O Series Over-under Bridging: O Series Overunder bridging provides lateral support for joists spaced 16 inches (406 mm) on center having nominal depths from 6 to 12 inches (152 to 305 mm). The bridging is 44 inches (1118 mm) long and 1 inch (25.4 mm) wide, and is coldformed from No. 20 gage and No. 22 gage galvanized steel. The bridging must be installed before installation of the subfloor sheathing by bending the bridging at its center and hanging it over a joist. Two pointed tabs, 1 / 2 inch wide by 5 / 8 inch long (12.7 mm by 15.9 mm), attach the bridging to the top of the joist. After the floor sheathing is installed, the bridging is nailed to each adjacent joist with two 8d common nails. 2.2.3 G and MBG Series Grip Tooth Bridging: G and MBG Series Grip Tooth Bridging provides lateral support for joists spaced either 12, 16 or 24 inches (305, 406 or 610 mm) on center, and having nominal depths from 6 to 14 inches (152 to 356 mm). The bridging has a concave shape along its length, with one end having several prongs 5 / 16 inch (7.9 mm) long and the other end having two rightangle bends with similar prongs. The bridging must be installed in pairs and the prongs are hammered into the adjacent joists. Nail holes are provided for optional nails. The bridging is cold-formed from No. 18 or No. 22 gage galvanized steel. 2.2.4 MB Series Speed Bridging: MB Series Speed Bridging provides lateral support for joists spaced 16 inches (406 mm) on center having a nominal depth from 6 to 12 inches (152 to 305 mm). The bridging has a channel shape along its length and requires male and female parts to form one piece. Both ends have prongs 7 / 16 inch (11.1 mm) long that are forced into the adjacent joists by closing the male and female parts to a locked condition. The bridging is cold-formed from No. 22 gage galvanized steel. 2.3 MP34, MPA and MPAF Series Framing Anchors: MP34, MPA, and MPAF framing anchors connect a joist or stud to a header or plate. The anchors are die-formed from No. 18 gage galvanized steel. See Table 2 of this report for allowable loads and fastener schedule. 2.4 MPH Series Masonry Purlin Hangers: MPH Series Masonry Purlin Hangers support solid-sawn lumber, glued-laminated lumber, veneer laminated lumber and prefabricated wood I-joists from concrete masonry construction. The hangers consist of a U-shaped No. 12 gage steel strap welded to a 7-inch-long (178 mm), 2 3 / 4 -by- 3 3 / 4 -inch (70 mm by 95 mm) by No. 12 gage steel angle. are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICBO Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright 2002 Page 1 of 22
Page 2 of 22 ER-5736 Two 16d duplex nails connect the angle to the masonry construction. Required minimum masonry compressive strength, f m, is 1,500 psi (10,335 kpa) at 28 days. See Table 3 of this report for allowable loads and fastener schedule. 2.5 S and WB Series Wall Bracing: S and WB Series Wall Bracing are steel straps that are alternatives to the nominal 1-by-4-inch continuous diagonal wood-stud wall brace required by the UBC, IBC and IRC for conventional, light-framed wood construction. In areas of Seismic Zones 3 and 4 of the UBC, the braces are limited to use on one-story buildings or the top story of two- or three-story buildings. In areas of Seismic Design Categories A and B, of the IBC and IRC, braces are limited to use in one-story buildings, both stories of two-story buildings, and the second or top story of three-story buildings. In areas of Seismic Design Categories C, D, E and F of the IBC, braces are prohibited. In areas of Seismic Design Category C of the IRC, braces are limited to one-story, and the top of two- or three-story buildings. In areas of Seismic Design Categories D and E of the IRC, the braces are prohibited. See Table 4 of this report for brace dimensions and minimum fastener requirements. The models evaluated are as follows: 2.5.1 S-360 and S-361 Wraparound Wall Bracing: S- 360 and S-361 Wraparound Wall Braces are 2-inch-wide (51 mm), No. 16 gage, flat galvanized steel straps that are 10 and 12 feet (3048 and 3658 mm) long. Each strap has nail holes for three 8d common nails at the top and bottom and two 8d common nails at each intervening stud. The S- 360 and S-361 straps shall be installed at 45 degrees and 60 degrees, respectively, from the horizontal. The straps act in tension only. Two braces in opposing directions shall be installed each 25 feet (7620 mm) of the wall and at each end of the wall when installed at angles greater than 50 degrees from the horizontal. When installed at 45 degrees or less from the horizontal, two braces in opposing directions shall be installed each 25 feet (7620 mm) of wall and one brace shall be installed at each end of wall, in an opposing direction from the other end of the wall. 2.5.2 S-365, S-366 and S-367 Quick-Strip Wall Bracing: S-365, S-366 and S-367 Quick-Strip Wall Bracing is T- shaped steel straps with a 2-inch-wide (51 mm) flange and a 1 / 2 -inch-deep (12.7 mm) web. Material thickness is No. 20 gage. Studs are spaced maximum 16 inches (406 mm) on center and have a 1 / 2 -inch-deep (12.7 mm) saw cut to accommodate the web of the brace. The installation angle of the S-365 brace shall be 60 degrees from the horizontal, and the S-366 and S-367 braces must have installation angles of 45 degrees from the horizontal. Two 8d box nails attach the strap to the top and bottom plates and each intervening stud. The straps act in compression and tension. One brace must be installed at each end of the wall and each 25 feet (7620 mm) of wall. 2.5.3 WB106 and WB126 Wall Bracing: WB106 and WB126 wall braces are 1 1 / 4 -inch-wide (31.8 mm), No. 16 gage [0.055 inch (1.40 mm) bare-metal thickness], flat galvanized steel straps that are either 10 or 12 feet (3048 or 3658 mm) long. Two braces must be installed, forming an X-pattern. The WB106 and WB126 straps must be installed at 60 and 45 degrees, respectively, from the horizontal. Three 16d common nails connect the straps to top and bottom plates, and one 16d common nail connects the strap to each intervening stud. The straps act in tension only. Two braces must be installed at each end of the wall and each 25 feet (7620 mm) of wall. 2.6 TA Series Foundation Strap: The TA Series Foundation Strap resists tension forces and must be anchored in concrete footings. The strap extends through the masonry or concrete foundation stem wall and connects to a rim joist or ledger. If the foundation stem wall is masonry, the cell containing the strap must be fully grouted. The anchor is a galvanized flat steel strap that is 2 inches (51 mm) wide and No. 12 gage thick, with one end formed at a right angle and embossed with a rib. The 2- inch-long (51 mm) embossed bent end must be embedded a minimum 6 inches (152 mm) in the concrete footing having a minimum compressive strength, f c, of 2,000 psi at 28 days. Nails or bolts connect the anchor to the rim joist or ledger. See Table 5 of this report for allowable loads and minimum fastener requirements. 2.7 EPB and EBG Series Elevated Post Bases: EPB and EBG Series Elevated Post Bases form a connection between wood posts and concrete foundations. The EPB post base connects wood posts of various sizes, and the EBG post base connects nominal 4-by-4-inch (102 by 102 mm) wood posts. The EPB consists of a steel channel saddle of varying dimensions, welded by a continuous 1 / 8 -inch (3.2 mm) fillet weld to an 8- or 12-inchlong-by-1 1 / 4 -inch-diameter (203 or 305 mm by 31.8 mm) steel tube. The EBG consists of a steel channel saddle with a pressure-fitted 8-inch-long-by-1-inch-diameter (203 mm by 25.4 mm) steel tube. The installed EPB or EBG shall be embedded a minimum 5 inches (127 mm) into the concrete foundation, and the saddle of each post base shall be located maximum 1 inch (25.4 mm) above the finished concrete surface. The concrete shall have a minimum compressive strength, f c, of 2,000 psi (13,780 kpa) at 28 days. See Table 6 of this report for allowable loads and minimum fastener requirements. 2.8 WA Series Wet Anchors: The WA Wet Anchor forms a connection between nominal sized wood posts or rails and concrete foundations having a minimum compressive strength, f c, of 2,000 psi at 28 days. The connector has prepunched holes for 16d common nails and 1 / 2 -inch-diameter (12.7 mm) bolts. See Table 7 of this report for allowable loads and minimum fastener requirements. 2.9 RT Series Rafter Tie Connectors: RT Series Rafter Tie Connectors are used to connect roof rafters and trusses to either a single or double top plate or a stud. See Table 8 of this report for allowable loads, minimum fastener requirements, and available configurations. 2.10 ADS Series Anchor Tie Downs: ADS Series Anchor Tie Downs anchor wood posts to concrete foundations. The steel components are welded with 1 / 4 -inch (6.4 mm) fillet welds. The anchors provide the code-required bolt spacing and edge distance. See Table 9 of this report for allowable loads and minimum fastener requirements. 2.11 JA Series Joist Angle: The JA Series Joist Angle is an equal leg steel angle with equal number of prepunched nail holes in each leg that attach joist members to supporting beams. The angles shall be installed in pairs, one fastened to each side of a joist. See Table 10 of this report for allowable loads and minimum fastener requirements.
Page 3 of 22 ER-5736 2.12 PB, PBES and PBS Series Post-Beam Connectors: PB, PBES, and PBS Series Post-Beam Connectors are two-piece steel connectors that attach wood beams to posts. The connectors have prepunched holes for 16d common nails. Wood beams shall be continuous over the post when the PB and PBS connectors are used, and wood beams shall not be continuous over the post when the PBES connectors are used. See Table 11 of this report for allowable loads and minimum fastener requirements. 2.13 PA, PAI, PAT, MPAHD, HPAHD and HPA Series Strap Anchor Ties: PA, PAI, PAT, MPAHD, HPAHD and HPA series strap anchor ties connect wood members to concrete walls or foundations. The anchors are either 2 or 2 1 / 16 inches (51 or 52 mm) wide and from 18 to 35 inches (457 to 889 mm) long. The end embedded in the concrete has an embossed, right-angle return 2 inches (51 mm) long. The length of the anchor is prepunched for both 16d common nails and 1 / 2 - inch-diameter (12.7 mm) bolts. The PAT anchors have a 90-degree twist adjacent to the embossed end to facilitate installation. See Table 12 for installation requirements, fastener schedules and allowable loads. 2.14 PAHD, MPAHD and HPAHD Series Strap Anchor Ties: PAHD, MPAHD and HPAHD series strap anchor ties connect wood members to concrete walls or foundations. The anchors are 2 1 / 16 inches (52 mm) wide and from 16 5 / 8 to 26 1 / 4 inches (422 to 667 mm) long. The end embedded in the concrete is bent 45 degrees and has an embossed,135-degree return 2 inches (51 mm) long. The length of the anchor is prepunched for both 16d common nails and 1 / 2 -inch-diameter (12.7 mm) bolts. See Table 13 for installation requirements, fastener schedules and allowable loads. 2.15 PCM and EPCM Series Post-Beam Connectors: PCM and EPCM Series Post-Beam Connectors are onepiece steel connectors that attach wood beams to the top of posts. The connectors have prepunched holes for 16d common nails. Wood beams must be continuous over the beam when the PCM connector is used, but need not be continuous over the post when the EPCM connector is used. Table 14 of the report contains allowable loads and minimum fastener requirements. 2.16 S Series Connectors: 2.16.1 S01 Hold-down Framing Anchors: S01 anchors connect nominal 2-inch-wide (51 mm) wood framing to a wood sill or double plate. See Table 15 of this report for allowable loads and minimum fastener requirements. 2.16.2 S Series Tie Straps: S Series Tie Straps, which are connectors for wood tension members, provide resistance to tensile forces. See Table 16 of this report for allowable loads and minimum fastener requirements. 2.17 LSTA and MSTA Series Strap Ties: LSTA and MSTA Strap Ties, which are used to connect wood tension members, provide resistance to tensile forces. See Table 17 of this report for allowable loads and minimum fastener requirements. 2.18 Materials: 2.18.1 Steel: Unless noted otherwise, all devices evaluated in this report are manufactured from steel as noted in Table 18 of this report. Galvanizing complies with ASTM A 924, G60. Minimum uncoated steel thicknesses shall be noted for the following gage numbers: MANUFACTURE R S STANDARD GAGE NO. MINIMUM COATED THICKNESS (inch) MINIMUM UNCOATED THICKNESS (inch) 3 0.2301 7 0.1713 10 0.1292 0.1265 12 0.0994 0.0986 13 0.0854 0.0827 14 0.0705 0.0677 16 0.0575 0.0548 18 0.0466 0.0428 20 0.0356 0.0329 22 0.0296 0.0269 For SI: 1 inch = 25.4 mm. The uncoated minimum steel thickness of the connectors in this report, as delivered to the jobsite, must not be less than the minimum uncoated thickness shown above except at bends and corners. 2.18.2 Wood: Lumber must be nominal-dimension lumber having a specific gravity of 0.50, such as Douglas fir-larch, with a moisture content not exceeding 19 percent. 2.18.3 Fasteners: All nails used with connectors recognized in this report must be common nails conforming to the nominal sizes specified in Federal Specification FF- N-105B or ASTM F 1667. Minimum nail bending yield strength, f yb, must be 90,000 psi (620.1 MPa). Bolts must have a minimum bending yield strength, f yb, of 45,000 psi (310 MPa). 2.18.4 Structural Welding: MPH masonry purlin hangers and the ADS hold-down series require structural welding at the manufacturer s fabrication facility. The quality control program covering the welding procedures for these connectors is administered by PFS Corporation. (AA-652). 2.19 Design: The connected wood members must be designed for the design loads. Allowable values are for connections in wood seasoned to a moisture content of 19 percent or less and used under continuously dry conditions and exposed to sustained temperatures up to 100 F (37.7 C). For connections in wood that is unseasoned or partially seasoned, or when connections are exposed to wet service conditions in use, the allowable loads in this report must be multiplied by the wet service factor, C m, specified in Chapter 7 of the ANSI/NFoPA NDS-1991 (UBC) or ANSI/AF&PA NDS-1997 IBC or IRC). For connections that will experience sustained exposure to elevated temperatures exceeding 100 F (37.7 C), the allowable loads in this report must be multipled by the temperature factor C t, specified in Chapter 7 of the applicable NDS. Design of hold-down type connectors must include the following information with regard to single- and doubleshear installations: Single Shear: The wood member must be checked for its design capacity at the critical net section, reducing the gross section properties for holes or other removed wood, for combined bending, due to eccentricity, and for tensile stresses (manufacturers must include the eccentricity of their connectors [e]):
Page 4 of 22 ER-5736 e = Eccentricity measured from the face of the wood member to the center of the hole for anchor rod [inch (mm)]. P t max = 1/[(1/F t A net ) + (e /F* b S net )] Double Shear: The wood member must be checked for its design capacity at the critical net section, reducing the gross section properties for holes or other removed wood, for tensile stresses: Nomenclature: P t max = P t max = F t A net Wood member tension design capacity at critical net section [lbs. (N)]. F t = Allowable design tensile stress (F t C F ) [psi (Pa)]. F* b = Allowable design bending stress (F b C F C fu ) [psi (Pa)]. A net = Net area at hole [inch 2 (mm 2 )]. S net = Net section modulus at hole [inch 3 (mm 3 )]. e = Eccentricity (connector offset from center of the hole for the anchor rod to face of wood member plus x m ), [inch (mm)]. x m = Distance from the face of the wood member to the location of the maximum moment due to dowel bearing or dowel bending ( t/2) [inch (mm)]. Note: Reference American Forest & Paper Association Technical Report 12 for further information. t = Length of bolt in wood member; or thickness (breadth) of wood member [inch (mm)]. C F = Size factor. C fu = Flat use factor. Wood members must be checked for their design capacity for compression parallel and perpendicular to grain. Allowable stresses and other adjustment factors, as applicable, from the National Design Specifications (NDS) must be used for checking the design capacity of the wood member. Design capacities may also be adjusted by a load duration factor (C D ) as specified in the applicable code. 2.20 Installation: Connector installation must comply with this report. 2.21 Identification: Each connector must be labeled with the manufacturer s logo, the model number and the evaluation report number (ICBO ES ER-5736). 3.0 EVIDENCE SUBMITTED Calculations and test reports in accordance with the ICBO ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated January 2002; a quality control manual, and the manufacturer s installation instructions. 4.0 FINDINGS The lumber connectors, hangers and framing devices described in this report comply with the 1997 Uniform Building Code (UBC), the 2000 International Building Code (IBC) and the 2000 International Residential Code (IRC), subject to the following conditions: 4.1 The devices are manufactured, identified and installed in accordance with this report and the manufacturer s published installation instructions. 4.2 All framing members that support or are supported by the connectors are designed in accordance with the UBC, IBC or IRC. 4.3 The maximum allowable loads are determined with the applicable duration of load from the appropriate table in this report. 4.4 Allowable values listed in this report are for connections in wood seasoned to a moisture content of 19 percent or less that are used under continuously dry conditions. For connections in wood that is unseasoned or partially seasoned, or when connections are exposed to wet-service conditions in use, the allowable loads in this report are multiplied by the moisture content factor, C m, specified by the NDS. 4.5 The scope of this evaluation is limited to connectors that support or are supported by lumber that has not been treated with fireretardant or pressure-preservative- treatment chemicals. 4.6 Design calculations and details for specific applications are supplied to the building official for approval. This report is subject to re-examination in two years.
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