ESR-275 Issued May 1, 08 This report is subject to re-examination in one year. ICC Evaluation Service, Inc. www.icc-es.org Business/Regional Office # 530 Workman Mill Road, Whittier, California 9001 # (52) 99-053 Regional Office # 900 Montclair Road, Suite A, Birmingham, Alabama 35213 # (5) 599-9800 Regional Office # 051 West Flossmoor Road, Country Club Hills, Illinois 078 # (708) 799-2305 DIVISION: 0 WOOD AND PLASTICS Section: 0090 Wood and Plastic Fastenings UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE MONTGOMERY, MINNESOTA 509 800-328-593 info@uspconnectors.com www.uspconnectors.com 1.0 SUBJECT USP Lumber Connectors: 1.1 JN and JNE Joist Hangers 1.2 HH Header Hangers 1.3 FH and FHD Purlin Hangers 1. HJC Hip Jack Hangers 1.5 LS Adjustable Slope Hangers 1. ZC Blocking Hangers 1.7 SFC Framing Clip Hangers 1.8 FTC Floor Truss Clips 1.9 KFTA and KLFTA Floor Tie Straps 1.10 SPT Stud-Plate Ties 1.11 STC Scissor Truss Connectors 1.12 KAG Angle Gussets 1.13 DSC Drag Strut 1.1 HHCP Corner Anchor Connector 1.15 JPF Joist Hanger Connector 1.1 LUGT & LUGTC Girder Tie Connector 1.17 MSTC Strap Tie Connector PROPERTY EVALUATED: Structural 2.0 USES The USP connectors described in this report are used as wood framing connectors in accordance with Section 230.9.3 of the IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 Models: 3.1.1 JN and JNE Joist Hangers: JN and JNE joist hangers are fabricated from galvanized steel of and gage thickness, respectively. These U-shaped hangers are designed to support one and two ply nominal 2 in. in. (51 mm 152 mm) and 2 in. 8 in. (51 mm 3 mm) wood joists. The hangers are available with 1 5 / 8 in. (1.3 mm) and 2 in. (51 mm) seat depths. See Table 1 for the hanger dimensions, fastener schedule, and allowable loads. See Figure 1 for details. 3.1.2 HH Header Hangers: HH Header Hangers are alternatives to cripple studs at wood headers. HH Hangers are fabricated from 1 gage galvanized steel and are sized to accommodate 3 9/1 in. (90 mm) and 5 ½ in. (10 mm) wide headers and header supporting members. HH Hangers provide a 2 in. deep (51 mm) saddle seat for the header fastened to both sides of the header and post and the post face under the header with 1d nails. See Table 2 for the hanger dimensions, fastener schedule, and allowable loads. See Figure 2 for details. 3.1.3 FH and FHD Purlin Hangers: FH and FHD Purlin Hangers support 2 in. in. (51 mm 102 mm) or 2 in. in. (51 mm 152 mm) wood framing members and are fabricated from gage galvanized steel. FHD Hangers are installed in a saddle configuration, while the FH is a single side application. FH Hangers have 1 ½ in. deep (38 mm) seats that are 1 9/1 in. (39. mm) in width, and varying height. The hangers are prepunched for 1d and 10d common nails. See Table 3 for the hanger dimensions, fastener schedule, and allowable loads. See Figure 3 for details. 3.1. HJC HIP Jack Hangers: HJC Hip Jack Hangers are designed to support single ply hip and jack trusses from double ply girder trusses. The hip is installed at 5 degrees with respect to the jack truss. HJC Hangers are fabricated from 12 gage galvanized steel. The hanger is pre-punched for 1d common nails into the supporting girder bottom chord and 10d common nails for nailing into the hip and jack members. See Table for the hanger dimensions, fastener schedule, and allowable loads. See Figure for details. 3.1.5 LS ADJUSTABLE Slope Hangers: LS Adjustable Slope Hangers are fabricated from gage galvanized steel and are used as adjustable connectors for slopes in the plane perpendicular to the header longitudinal axis, up to 5 degrees upwards or downwards from the line perpendicular to the header axis. The seat depth and width is 3 in. (7 mm) and 1 9/1 in. (39. mm), respectively, with varying heights. The hanger is prepunched for 1d and 10d 1 ½ common nails. See Table 5 for the hanger dimensions, fastener schedule, and allowable loads. See Figure 5 for details. 3.1. ZC Blocking Hangers: ZC Blocking Hangers are hangers designed to support nominal 2 in. in. (51 mm 102 mm), 2 in. in. (51 mm 152 mm), and in. 2 in (102 mm 51 mm) wood blocking members. ZC Hangers are fabricated from or 12 gage galvanized steel and are prepunched for 10d nails. See Table for the hanger dimensions, fastener schedule, and allowable loads. See Figure for details. 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 ICC 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 08 Page 1 of 17
Page 2 of 17 ESR-275 3.1.7 SFC Framing Clip Hangers: SFC Framing Clips are alternatives to cripple studs. SFC Hangers are fabricated from 1 gage galvanized steel and provide a 1 ½ in. deep (38 mm) saddle seat for support of in. (102 mm), in. (152 mm), or 8 in. (3 mm) nominal dimension header members. SFC hangers are prepunched for 10d nails to fasten the header on two sides, to the hanger, and for 1d nails to fasten the hanger on two sides of the post. See Table 7 for the hanger dimensions, fastener schedule, and allowable loads. See Figure 7 for details. 3.1.8 FTC Floor Truss Clips: FTC Floor Truss Clips are fabricated from gage galvanized steel and are designed to transfer normal vertical loads between two floor trusses having single ply chords or double ply chords to act as a single floor girder truss. See Table 8 for clip dimensions, fastener schedule, and allowable loads. See Figure 8 for details. 3.1.9 KFTA and Klfta Floor Tie Straps: KFTA and KLFTA anchors transfer tensile forces from vertical wall studs, above a floor assembly, to the vertical wall studs directly below a floor assembly. The straps are sized to accommodate floor construction utilizing at a maximum 2 in. 12 in. (51 mm 305 mm) nominal floor joists. The KFTA strap is manufactured from 10 gage or 3 gage hot rolled steel and is installed with bolts. The KLFTA strap is manufactured from 1 gage galvanized steel and is installed with nails. See Table 9 for strap dimensions, fastener schedule, and allowable loads. See Figure 9 for details. 3.1.10 SPT Stud-Plate Ties: SPT stud-plates are fabricated from gage galvanized steel. SPT 22 and 2 series stud plates are designed to fasten to a single plate. SPT and SPT series stud plates are designed to accommodate double or triple studs or plates. SPT 22 and 2 plates are prepunched to accept 10d common nails and SPT and SPT plates are prepunched to accept 1d nails. Nails fastened to the wide face of the stud shall be driven at 30 degrees from the perpendicular on the horizontal plane. See Table 10 for dimensions, fastener schedule, and allowable loads. See Figure 10 for details. 3.1.11 STC Scissor Truss Connectors: STC Scissor Truss connectors are fabricated from 12 gage galvanized steel and is used to connect a single-ply scissor truss to a nominal 2 in. in. (51 mm 102 mm) or in. (152 mm) or 8 in. (3 mm) wall top plate. The connector has prepunched horizontal nail slots for horizontal adjustment of the scissor truss and prepunched flanges for 10d common nails into wood top sill plates. See Table 11 for the connector dimensions, fastener schedule, and allowable loads. See Figure 11 for details. 3.1.12 KAG Angle Gussets: KAG Angle Gussets connect wood framing members to other wood framing members, using bolts, and are formed from 7 or 3 gage hot rolled steel. See Table 12 for gusset dimensions, fastener schedule, and allowable loads. See Figure 12 for details. 3.1.13 DSC Drag Strut: Designed to tie wooden truss members to the top plates in a wall system. The struts are fabricated from 3 gage thickness, painted, hot rolled steel. The strut is pre-punched for 1 / inch nominal diameter wood screws WS3 manufactured by USPC. See Table 13 for fastener schedule, and allowable loads. See Figure 13 for details. 3.1.1 HHCP Corner Anchor Connector: Designed to connect hip rafters or trusses to wall top plates at 5 degree angle. Fabricated from gage galvanized steel. See Table 1 for fastener schedule and allowable loads. See Figure 1 for details. 3.1.15 JPF JOIST HANGER CONNECTOR: Designed to support nominal 2x lumber. Fabricated from gage galvanized steel. The connectors consist of U shaped straps with bent top flanges, constant width and different heights. The hangers are pre-punched for 10d common wire nails. The joist nails are driven at 30 to 5 degrees horizontally through the joist into the header such that the joist is toe-nailed to the header. See Table 15 for fastener schedule and allowable loads. See Figure 15 for details. 3.1.1 LUGT & LUGTC GIRDER TIE CONNECTOR: Designed to connect girder trusses and other framing members to the top of stud walls and studs or posts. Fabricated from 1 gage galvanized steel. See Table 1 for fastener schedule and allowable loads. See Figure 1 for details. 3.1.17 MSTC STRAP TIE CONNECTOR: Designed to connect wood framing to resist tension forces. Fabricated from 1 and 1 gage galvanized steel. See Table 17 for fastener schedule and allowable loads. See Figure 17 for details. 3.2 MATERIALS 3.2.1 : The minimum bare metal thickness and the grade of steel of the USP Lumber Connectors in this report is indicated in Table of this report. 3.2.2 Wood: Wood elements shall have dimensions consistent with the connector dimensions indicated in the design Tables in this report. Allowable design values are based on lumber having a minimum specific gravity of 0.50, such as Douglas fir-larch, with moisture content not exceeding 19 percent, and an in-service temperature of 100 F (37.8 C) or less. 3.2.3 Fasteners 3.2.3.1 Nails: Nails shall comply with Federal Specification FF-N-105B or ASTM F 17, and shall have the following minimum bending yield strengths (Fyb): Size (gage) 10d (9 ga) 10dx (9a) 1d (8a) Diameter (inch) Length (inches Head Diameter (inch) Fyb (psi) 0. 3 0. 90,000 0. 0. 90,000 0.12 3-1/2 0.12 90,000 0.097 1-1/ NA 10,000 P - nail 0.105 1-3/8 0.238 100,000 1. Nails shall have annular rings over half the shank length. 2. P nails denotes fasteners designed specifically to be installed with a pneumatic-powered nailer. 3. Galvanized coatings shall meet ASTM A 1 Class 1.. NA=Not applicable. 5. For Sl:1 inch = 25. mm, 1 psi =.89 kpa. 3.2.3.2 Bolts: Bolts shall comply with ASTM A 307 and shall have a minimum bending yield strength of 5,000 psi (310 Mpa)..0 DESIGN AND INSTALLATION.1 Installation: USP Lumber Connectors shall be installed in accordance with the manufacturer's published installation instructions. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. The instructions within this report govern if there are any conflicts between the manufacturer's published installation instructions and this report.
Page 3 of 17 ESR-275.2 Design: Connected wood members shall be designed to support the required design load. Tabulated design loads for the connectors evaluated in this report are based on the lowest load obtained from comparing:! Least test load that causes 1 / 8 inch (3.2 mm) deflection.! Lowest ultimate test load with a safety factor of 3.0.! Allowable fastener capacity taking into account load duration factors and bearing capacity (compression perpendicular to grain value in wood), in accordance with the NDS, based on wood with a specific gravity of 0.50. The torsional moment capacity for normal duration of loading of the joist hanger is based on the average torsional moment at which the lateral movement of the top or bottom of the joist with respect to the original position of joist is 1 / 8 inch. The connected wood member shall 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. For connections in wood that is unseasoned or partially seasoned, the allowable loads in this report shall be multiplied by the moisture content factor, CM, specified in the applicable building code. Tabular load capacities are based on wood with a minimum specific gravity of 0.50 and a moisture content less than 19 percent. Tabulated allowable design loads are for loads of normal duration. Adjustments to these values shall be permitted for other durations of loading, i.e. plus 15 percent for two months duration (snow), or plus 33 percent for wind or seismic. Tabulated allowable design loads shall be reduced 10 percent for design load durations longer than 10 years. The resulting allowable design load after adjustment shall not exceed the maximum design load shown in the tables. Uplift loads shown in the tables include a 33-1/3% increase for compliance with the Uniform Building Code and the Standard Building Code, and a 0% increase for compliance with the BOCA National Building Code for wind or seismic load conditions. When using products in jurisdictions which have adopted the International Building Code, uplift loads include a 33-1/3% increase for wind and seismic load conditions and require the use of the load combinations of Section 105.3.2 of the IBC. No further increases are permitted..3 Special Inspection:.3.1 IBC: For jurisdiction adopting the IBC, periodic special inspection must be provided for components within the seismic-force-resisting system in Seismic Design Categories C, D, E or F in accordance with IBC Section 1707.3 or 1707., with the exception of those structures that qualify under IBC Section 170.1..3.2 IRC: For jurisdictions adopting the IRC, special inspections are not required. 5.0 IDENTIFICATION Each of the USP Lumber Connectors covered by this report shall be labeled with the manufacturer s name/and or trademark, series designation and evaluation report number, NER-5..0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 0 (corrected March 07). 7.0 CONDITIONS OF USE The USP lumber connectors described in this report comply with, or are suitable alternatives to what is specified in, the 0 International Building Code, the 0 International Residential Code, the BOCA National Building Code /1999, the 1999 Standard Building Code and the 1997 Uniform Building Code, subject to the following conditions: 7.1 This evaluation report and the manufacturer s published installation instructions, when required by the code official, shall be submitted at the time of permit application. 7.2 The connectors are manufactured, identified and installed in accordance with this report and the manufacturer s installation instructions. 7.3 Maximum allowable loads for the connectors shall be determined with applicable duration loads noted in the design Tables in this report, using the applicable load duration factors. 7. Allowable values listed in this report are for connections in wood with a moisture content of 19 percent or less and used under dry conditions of use. 7.5 Adjustment factors noted in the applicable code and in the NDS for wet-service conditions, and elevated temperatures shall be considered where applicable. 7. Allowable loads are based on attachments to Douglas fir-larch having a minimum specific gravity of 0.50. For other species, loads are to be adjusted in accordance with the applicable code. 7.7 Framing members supported by the connectors shall be designed in accordance with the applicable code. 7.8 The torsional moment capacity of all joist hangers, except for FH 2/28/210/212, JN and JNE series, and LS series hangers, is outside the scope of this report and shall be assumed to be zero. 7.9 Design calculations and details for specific applications shall be furnished to the code official verifying compliance with this report and the applicable code. The individual preparing such documents shall possess the necessary credentials regarding competency and qualifications as required by the applicable code and the professional registration laws of the state where the construction is undertaken. 7.10 Uplift loads shown in the tables include a 33-1/3% increase for compliance with the Uniform Building Code and the Standard Building Code, and a 0% increase for compliance with the BOCA National Building Code for wind or seismic load conditions. When using products in jurisdictions which have adopted the International Building Code, uplift loads include a 0% increase for wind and seismic load conditions and require the use of the load combinations of Section 105.3.2 of the IBC. No further increases are permitted. 7.11 The lumber treater and USP should be contacted for recommendations on the appropriate coating or material to specify for use with steel connectors and fasteners in contact with specific proprietary preservative treated or fire retardant treated lumber. 7.12 Nails and bolts used in contact with preservative treated or fire retardant treated lumber must comply with IBC Section 230.9.5 or IRC Section R 319.3, as applicable. 7.13 For use with treated lumber, the lumber treater or USP, or both, should be contacted for information concerning connection capacities of fasteners used with specific proprietary preservative treated or fire retardant treated lumber.
Page of 17 ESR-275 Joist Width (in.) Table 1 JN & JNE Joist Hangers Dimensions (in.) Fastener Schedule Allowable Loads (lbs) W H D Header P Nails JN2 JN28 1-9/1 1-9/1 5 7 1-5/8 1-5/8 8 10 12 1 1 22 2 JN2-2 JN28-2 (2) (2) 3-1/1 3-1/1 5-3/8 7-1/8 1-5/8 1-5/8 8 10 12 1 1 22 2 JN2E JN28E 1-9/1 1-9/1 5-1/ -7/8 2 2 8 10 12 1 1 Joist P Nails F cz = 0 psi F cz = 25 psi Uplift 100% 115% 125% 100% 115% 125% 133% 10% 1 Fasteners shall be pneumatically driven to firmly seat the nail head against the hanger steel, without embedding the nail head in the metal surface. 2 The quantity of nails installed shall be equally distributed to both sides of the hanger, and shall be located vertically at 1 in. on center. Vertical rows shall be spaced 1/2 in. on center. Minimum sheared edge distance to a fastener shall be 3/8 in. Minimum formed edge distance to a fastener shall be 1/2 in. 3 Uplift loads have been increased 33-1/3% and 0% for wind or seismic load conditions. Further increase shall not be permitted. Maximum allowable torsional moment capacity shall be 1700 inch-lbs. 70 710 825 95 100 1300 1355 70 710 825 95 100 1300 115 70 710 825 95 100 55 815 950 1085 12 1355 1395 1395 55 815 950 1085 12 1355 195 130 55 815 950 1085 12 1355 70 885 1035 1330 115 115 115 70 885 1035 1330 175 125 1770 70 885 1035 1330 130 70 710 825 95 100 1300 115 70 710 825 95 100 1300 115 70 710 825 95 100 55 815 950 1085 12 1355 195 130 55 815 950 1085 12 1355 195 130 55 815 950 1085 12 1355 70 885 1035 1330 175 125 1770 70 885 1035 1330 175 125 1770 70 885 1035 1330 130 70 70 70 70 70 70 70 70 70 55 55 55 55 55 55 55 55 55 30 30 30 30 30 30 30 5 For SI: 1 in. = 25. mm, 1 psi =.89 kpa, 1 lbf =.5 N. FIGURE 1
Page 5 of 17 ESR-275 Table 2 HH Header Hanger Dimensions (in.) Fasteners Allowable Loads (lbs.) W H Stud Header Load 100% 115% 125% 133% 10% HH 1 3-9/1 3-1/ 9-1d -1d F 1 F 2 F 3 HH 1 5-1/2 5-1/ 12-1d -1d F 1 F 2 F 3 1. Lumber shall be no less than 2 in. thick both horizontally and vertically to achieve table load values. 2. Load values include increases for various durations of load, including 33-1/3% and 0% for wind or seismic load conditions, and shall not be further increased. 3. For SI: 1 in. = 25. mm, 1 psi =.89 kpa, 1 lbf =.5 N. 1195 530 530 1595 800 800 1375 10 10 35 9 9 195 5 5 1995 1000 1000 1500 710 85 2130 105 105 1500 850 85 2275 1150 1275 FIGURE 2
Page of 17 ESR-275 Joist Width (in.) Table 3 FH & FHD Purlin Hangers Dimensions (in.) Fasteners Allowable Loads (lbs.) W H D TF FH2 1-9/1 5-3/8 1 7/1 FH28 1-9/1 7-1/ 1 7/1 FH210 1-9/1 9-1/ 1 7/1 FH212 1-9/1 11-1/ 1 7/1 FH21 1-9/1 13-1/ 1 7/1 Header Joist F cz = 0 psi F cz = 25 psi Uplift Top Face Type Qty Type 100% 115% 125% 100% 115% 125% 133% 10% 2 2 2 2 10d 1d 2 2 10d 10d 1. Header thickness shall be no less than in. for 10d nails, or 2 in. for 1d nails (3-1/2 in. for FHD hangers). 2. For FHD models, the TF dimension is specified and is not less than in. 3. Uplift load values are increased 33-1/3% and 0% for wind or seismic load conditions and shall not be further increased.. The allowable load values apply to either side of the FHD saddled version of the FH hangers. 5. F cz = Compression perpendicular to grain.. Maximum allowable torsional moment capacity for FH2, FH28, FH210, and FH212 hanger shall be 130 inch-lbs. 7. For SI: 1 in. = 25. mm, 1 psi =.89 kpa, 1 lbf =.5 N. 90 1215 90 1235 90 1235 90 1235 90 1235 90 1235 175 175 175 175 FIGURE 3
Page 7 of 17 ESR-275 HJC 2 HJC 28 12 12 Table HJC Hip Jack Hangers Dimensions (in.) Fasteners Allowable Loads (lbs.) W H D Girder Jack Hip 5-3/8 7-1/8 3-1/ 3-1/ 1-1d - 1d 7-10d 8-10d 5-10d - 10d F cz = 0 psi Uplift 100% 115% 125% 133% 10% 2190 270 25 0 1. Hip and jack trusses are limited to a single ply each. The hip shall be set at 5 degrees to the jack. 2. Uplift loads are increased 33-1/3% or 0% for wind or seismic load conditions and shall not be further increased. 3. Allowable loads assume the hip and jack trusses act in unison.. Trusses shall be provided with blocking or other means to prevent rotation. 5. F cz = Compression perpendicular to grain.. For SI: 1 in. = 25. mm, 1 lbf =.5 N, 1 psi =.89 kpa. 270 325 1570 30 0 0 FIGURE
Page 8 of 17 ESR-275 LS28 LS210 Table 5 LS Adjustable Slope Hangers Dimensions (in.) Fasteners Allowable Loads (lbs.) W H D 1-9/1 1-9/1 5-1/2 8-1/8 3 3 Header Joist F cz = 25psi Uplift Qty Type Qty Type 100% 115% 125% 133% 10% 7 7 9 9 10d 1d 10d 1d 1. Uplift loads include a 33-1/3% or 0% increase for wind or seismic load conditions and shall not be further increased. 2. F cz = Compression perpendicular to grain. 3. Maximum allowable torsional moment capacity shall be 1070 inch-lbs.. For SI: 1 in. = 25. mm, 1 psi =.89 kpa, 1 lbf =.5 N. 7 7 9 9 10d 10d 10d 10d 5 70 830 90 70 815 950 1025 805 850 1035 1080 90 90 735 735 885 885 FIGURE 5 ZC 2 ZC ZC 12 12 Table ZC Blocking Hangers Dimensions (in.) Fasteners Allowable Loads (lbs.) (100%) W D H Header Blocking F cz = 0 F cz = 25 2-1/ 1-3/8 1-3/8 1-9/1 3-9/1 5-9/1 (3) 10d (2) 10d (2) 10d (2) 10d (1) 10d (1) 10d 1. One of the quantity of nails shown installed to header, fastened through the vertical portion of the ZC hanger, is permitted to be fastened to the end of the blocking, or omitted with no reduction in load. 2. Allowable loads shall not be increased. 3. F cz = Compression perpendicular to grain.. For SI: 1 in. = 25. mm, 1 psi =.89 kpa, 1 lbf =.5 N. 10 235 325 10 3 FIGURE
Page 9 of 17 ESR-275 SFC SFC SFC8 1 1 1 Table 7 SFC Framing Clip Hangers Dimensions (in.) Fasteners Allowable Loads (lbs.) W D H 3-9/1 5-1/2 7-1/2 2-1/2 2-1/2 2-1/2 2-1/2 2-1/2 2-1/2 Stud/Post Joist/Header F 1 F 2 Qty Type Qty Type 100% 115% 125% 133% 10% 100% 115% 125% 133% 10% 5 1d 1d 1d 5 10d 10d 10d 525 55 785 1. The 1d nails into the supported member shall have an embedment into the supporting wood of no less than 2 in. 2. Allowable loads are increased for duration of load up to 33-1/3% and 0% for wind and seismic load conditions and shall not be further increased. 3. Loads in the F1 direction include bearing for the supported member, with compression perpendicular to grain of 0 psi, or greater.. For SI: 1 in. = 25. mm, 1 psi =.89 kpa, 1 lbf =.5 N. 05 755 905 55 8 980 700 875 105 80 1050 1235 285 30 395 300 35 25 50 3 395 5 335 35 525 FIGURE 7 Table 8 FTC Floor Truss Clips Number FTC 1 FTC 2 FTC 32 FTC 32-2 Wood Member 1 ply 2 2 ply 2 1 ply 3 2 2 ply 3 2 Dimensions (in.) L 1 L 2 H 3-1/1 3-1/1 2-1/1 2-1/1-5/8-5/8 3-5/8 3-5/8 3 3 Fasteners 10-10d 10-10d 10-10d 10-10d Allowable Loads (lbs.) (100%) 1. The FTC1 and FTC32 are intended for use with single ply chord floor truss systems; and the FTC2 and FTC32-2 are intended for double ply chord floor truss systems. 2. Allowable loads shall not be increased. 3. For SI: 1 in. = 25. mm, 1 lbf =.5 N, 1 psi =.89 kpa. 85 85 FIGURE 8
Page 10 of 17 ESR-275 KFTA 2 KFTA 5 KFTA 7 KLFTA 10 10 3 1 Table 9 KFTA & KLFTA Floor Tie Straps 1,2,3, Dimensions (in.) Fasteners Allowable Uplift Load (lbs.) W L O Nails Bolts 3 3-1/2 3-1/2 2-3/8 37-1/2 5-1/2 5 0-7/8 17 17 17 17 - - - (1) 10d () 5/8 () 3/ () 7/8 1. The quantity of fasteners is the total quantity, with half the number installed at either end of the strap. 2. Allowable uplift loads vary with the thickness of wood to which the fasteners are installed. Note that the values for the 10d nail are reduced by the penetration factor of divided by 12 0.. 3. Allowable uplift loads have been increased 33-1/3% and 0% for wind or seismic load conditions and shall not be further increased.. For SI: 1 in. = 25. mm, 1 lbf =.5 N, 1 psi =.89 kpa. Stud Thickness (in.) in. 3 in. -1/2 in. 100% 133% 10% 100% 133% 10% 100% 133% 10% 1170 1395 5 75 FIGURE 9 1555 0 35 10 70 2230 385 10 2100 2790 775 905 2800 37 370 15 330 0 7290 15 90 3015 170 905 2790 015 7290 15 335 0 7290 15 SPT22 SPT2 SPT SPT H (in.) -3/8 5-5/8-3/ -3/ Table 10 SPT Stud-Plate Ties Dimensions Fasteners Allowable Loads (lbs.) W (in.) Uplift F1 F2 Stud Plate Stud Plate 100% 133% 10% 100% 133% 10% 100% 133% 10% 1-9/1 1-9/1 3-9/1 5-9/1 3-1/2 3-1/2-1/2 8-1/2 () 10d () 10d () 1d () 1d () 10d () 10d () 1d () 1d 1. The two nails fastened to the wide face of the stud shall be driven 30 degrees from the perpendicular on the horizontal plane. 2. Allowable loads are for a single SPT device per connection. If two SPT devices are used for a single connection, the listed loads are permitted to be doubled. 3. Allowable loads have been increased 33-1/3% and 0% for wind or seismic conditions and shall not be further increased.. For SI: 1 in. = 25. mm, 1 lbf =.5 N, 1 psi =.89 kpa. 50 70 805 805 595 895 1070 1070 715 1075 1285 1285 50 50 50 50 50 50 250 250 250 250 250 250 FIGURE 10
Page 11 of 17 ESR-275 STC 2 STC 2 STC 28 12 Table 11 STC Scissor Truss Connectors Dimensions (in.) Fasteners Allowable Uplift Loads (lbs.) W1 W2 Truss Plate 100% 133% 10% 3-9/1 5-1/2 7-1/ 1-5/8 5-10d -10d 500 5 800 1. Allowable loads have been increased 33-1/3% and 0% for wind or seismic conditions and shall not be further increased. 2. The truss set into the STC connector shall be supported by an approved method to prevent rotation in the device. 3. For SI: 1 in. = 25. mm, 1 psi =.89 kpa, 1 lbf =.5 N. FIGURE 11 KAG 8 KAG 9 7 3 Table 12 KAG Angle Gussets Dimensions (in.) Bolt Allowable Loads (lbs.) W L Schedule 100% 133% 10% 2-11/1 3 8-1/8 9-5/1 () 5/8 () 3/ 1. Loads have been increased 33-1/3% and 0% for wind or seismic conditions and shall not be further increased. 2. Loads apply where the installation and direction of load are parallel to the long axis of either flange, and the bolts are being loaded parallel to the grain of the attached wood members. 3. For SI: 1 in. = 25. mm, 1 psi =.89 kpa, 1 lbf =.5 N. 21 2815 290 3750 290 3750 FIGURE 12 THESE DRAWINGS ARE FOR ILLUSTRATION PURPOSES ONLY. THEY ARE NOT INTENDED FOR USE AS CONSTRUCTION DOCUMENTS FOR THE PURPOSE OF DESIGN, FABRICATION OR ERECTION.
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Page 17 of 17 ESR-275 Table Material Specifications Connector ASTM Specification Mean Thickness (in.) Minimum Yield Strength (ksi) Minimum Tensile Strength (ksi) JN & JNE A 53 CQ 0.0359+/-0.003 28 38 JN2-2/28-2 A 53 CQ 0.078+/-0.00 28 38 HH A 53 CQ 1 0.0598+/-0.005 28 38 FH & FHD A 53 CQ 0.078+/-0.00 28 38 HJC A 53 CQ 12 0.10+/-0.00 28 38 LS A 53 SQ Grade 33 0.078+/-0.00 33 5 ZC2 A 53 CQ 0.0359+/-0.003 28 38 ZC A 53 CQ 12 0.10+/-0.00 28 38 SFC A 53 CQ 1 0.0598+/-0.005 28 38 FTC A 53 CQ 0.078+/-0.00 28 38 KFTA A 570 Grade 33 10 0.135+/-0.008 33 5 KFTA7 A 3 3 0.250+/-0.011 3 58 KLFTA A 53 SQ Grade 33 1 0.0598+/-0.005 33 5 SPT A 53 SQ Grade 33 0.0359+/-0.003 33 5 STC A 53 SQ Grade 33 12 0.10+/-0.00 33 5 KAG8 A 570 Grade 33 7 0.1793+/-0.008 33 5 KAG9 A3 3 0.250+/-0.011 3 58 DSC A570 Grade 33 3 0.250+/-0.011 33 5 HHCP A53 SS Grade 33 0.078+/-0.00 33 5 JPF A53 SS Grade 33 0.03+/-0.003 33 5 LUGT LUGTC A53 SS Grade 33 1 0.077+/-0.005 33 5 MSTC A53 SS Grade 0 1 & 1 For SI: 1 in. = 25. mm, ksi =.89 MPa. 1 GA -0.077+/-0.005 1 GA -0.0593+/-0.005 0 5