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HomeMy WebLinkAboutPRODUCT APPROVAL1/7/2021 Florida Building Code Online BCISHome 1 Log In User Registration Hot Topics i Submit Surcharge j Stats & Facts f Publications Contact Us ; BCIS Site. Map Links Search F oli i3 Product Approval � USER: Public User ter: Product Approval Menu > product or Application Search > Application List > Application Detail g,} FL # FL10456-R5 Application Type Revision Code Version 2020 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Simpson Strong -Tie Co. Address/Phone/Email 2151 S. Airport Drive McKinney, TX 75069 (800)999-5099 Ext3027 kcullum@strongtie.com Authorized Signature Admin ICC-ES es@icc-es.org Technical Representative Keith Cullum (New) Address/Phone/Email 2151 S. Airport Dr. McKinney, TX 75069 (800)999-5099 kcullum@strongtie.com Quality Assurance Representative Shelby Short Address/Phone/Email 5956 W. Las Positas Boulevard Pleasanton, CA 94588 (800)999-5099 sshort@strongtie.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity ICC-ES Evaluation Service, LLC Quality Assurance Contract Expiration Date 01/31/2021 Validated By ICC Evaluation Service, LLC. Certificate of Independence FL10456 R5 COI ICC-ES Certificate of Independence for Evaluation.pdf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Standard AISI S100 ANSI/AWC NDS ASTM D7147 Approved Evaluation Entity FL10456 R5 Equiv ESP,-2105.pdf FL10456 R5 Equiv ESR-2608.pdf FL10456 R5 Equiv ESR-2613.pdf Year 2016 2018 2011 hftps://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqudsDrIH6148zA9MCa%2flofYbv2EesrMGrcuJaWAQuP3Jg%3d%3d 1/4 1 /7/2021 Sections from the Code Florida Building Code Online - - - -- - Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Go to Page Method 1 Option C 12/08/2020 12/08/2020 12/12/2020 Page 1 / 2 FL # Model, Number or Name Description 10456.1 BT, BTB, BTH Brick Ties Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R5 II ESP-2608.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: This product has not been evaluated for uplift FL10456 R5 AE ESR-2608,pdf resistance. 10456.2 CMST12, CMST14, CMSTCI6 Coiled Straps Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R5 II ESR-2105.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10456 R5 AE ESR-2105.pdf 10456.3 CS14, CS16, CS18, CS20, CS22 Coiled Straps Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R5 11 ESR-2105.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10456 R5 AE ESR-2105.pdf 10456.4 CSHP18, CSHP20 Coiled Straps Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R5 11 ESR-2105.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Design Pressure: N/A Created by Independent Third Party: Evaluation Reports Other: FL10456 R5 AE ESR-2105.pdf 10456.5 CTS218 Compression/Tension Strap Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R5 II ESP,-2105.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10456 R5 AE ESR-2105.pdf 10456.6 DSP, SSP, TSP Stud to Plate tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R5 II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Design Pressure: N/A Created by Independent Third Party: Evaluation Reports Other: If using DSP with 0.148"x1.5" nails to connect stud to sill plate, SSP, or TSP to connect stud to sill plate and resist FL10456 R5 AE ESR-2613.pdf wind uplift in HVHZ, provide supplemental connectors to achieve minimum 700 lbs. 10456.7 H1, HSOA, H2.5A, H3, H6, H7Z, H16, Hurricane Ties H16S, H16-2, H16-2S Limits of Use Installation Instructions hops://floridabuilding.org/prlpr app_dtl.aspx?param=wGEVXQwtDqudsDrIH6148zA9MCa%2flofYbv2EesrMGrcuJaWAQuP3Jg%3d%3d 2/4 1 712021 Florida Building Code Online Approved for use in HVHZ: Yes FL10456 R5 II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: If using H1 or H3 to resist wind uplift in HVHZ, provide FL10456 R5 AE ESR-2613.pdf two connectors or supplemental connectors to achieve minimum 700 lbs. 10456.8 HGT-2, HGT-3, HGT-4 Heavy GirderTiedown Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R5 II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10456 R5 AE ESR-2613.pdf 10456.9 HS24 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: No FL10456 R5 II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure:. N/A Evaluation Reports Other: If used to resist wind uplift in HVHZ, provide FL10456 R5 AE ESP-2613.pddf supplemental connectors to achieve minimum 700 lbs. 10456.10 HSS2-SDS1.5, HSS2-2-SDS3, HSS2- Heavy Stud Shoe 3-SDS3,HSS4-SDS3 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R5 II ESR-2608.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure, N/A Evaluation Reports Other: FL10456 R5 AE ESR-2608.pdf 10456.11 HST2, HST3, HST5, HST6 Straight Straps Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R5 II ESR-2105.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10456 R5 AE ESR-2105.pdf 10456.12 HTS16, HTS20, HTS24, HTS28, Heavy Twist Strap _ HTS30, HTS30C Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R5 II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10456 R5 AE ESR-2613.pdf 10456.13 HTSQI6KTZ, HTSQ20KTZ Heavy Twist Strap Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R5 II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10456 R5 AE ESR-2613.pdf 10456.14 LFTA Light Floor Tie Anchor Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R5 II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10456 R5 AE ESR-2613.pdf 10456.15 LSTA9, LSTA12, LSTA15, LSTA18, Straight Straps LSTA2I,LSTA24,LSTA30,LSTA36 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R5 II ESR-2105.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10456 R5 AE ESR-2105.pdf hfps://floridabuilding.org/prlpr_app_dti.aspx?param=wGEVXQwtDqudsDrIH6148zA9MCa%2flofYbv2EesrMGrcuJaWAQuP3Jg%3d°/a3d 3/4 1 /7/2021 Florida Building Code Online 1U456.16 LSTI49, LSTI73 Straight Straps Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R5 II ESR-2105.gdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10456 R5 AE ESR-2105.pdf 10456.17 LTB20, LTB40 Bridging Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R5 II ESR-2608.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure:. N/A Evaluation Reports Other: This product has not been evaluated for uplift FL10456 R5 AE ESR-2608.pdf resistance. 10456.18 LTS12, LTS16, LTS18, LTS20 Light Twist Strap Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R5 II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: If used to resist wind uplift in HVHZ, provide FL10456 R5 AE ESR-2613.pdf supplemental connectors to achieve minimum 700 lbs. 10456.19 MGT Medium Girder Tiedown Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R5 II ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10456 R5 AE ESR-2613.pdf 10456.20 MST27, MST37, MST48, MST60, Straight Straps MST72 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R5 II ESR-2105.pdr Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10456 R5 AE ESR-2105.pdf Go to Page Page 1 / 2 ��4:s r�raxt Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. LORY—ri 2007-2013 State of Florida :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Departmentwith an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wishto supply a. personaladdress, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product. Approval Accepts: ."' M Ek Crediti Safe stlrit III) i Ics , hftps:llfloridabuilding.org/prlpr app_dtl.aspx?param=wGEVXQwtDqudsDrIH6148zA9MCa*/e2flofYbv2EesrMGrcuJaWAQuP3Jg%3d%3d 4/4 Evaluation Report Reissued June 2020 Revised November 2020 This report is subject to renewal June 2021. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS, AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. EVALUATION SUBJECT: SIMPSON STRONG -TIE® HURRICANE AND SEISMIC STRAPS AND TIESFOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2018, 2015, 2012, 2009 and 2006 Intemational Building Code® (IBC) ■ 2018, 2015, 2012, 2009 and 2006 International Residential Code® (IRC) For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBS), see ESR-2613 LABC and LARC Supplement. Property evaluated; Structural 2.0 USES The Simpson Strong -Tie® hurricane and seismic straps and ties described in this report are used as wood framing connectors in accordance with Section 2304.10.3 of the 2018 and 2015 IBC and Section 2304.9.3 of the 2012, 2009 and 2006 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 General: The Simpson Strong -Tie hurricane and seismic straps and ties recognized in this report are installed to resist design forces on wood -frame construction resulting from the application of the most critical effects of the load combinations prescribed by code that include wind or seismic loads. 3.1.1 Hurricane Ties: Hurricane ties are used to anchor wood rafters or joists to wood wall plates or studs or to anchor wood studs to wood sill plates. The H6 and H7Z ties are formed from No. 16 gage galvanized steel and the H1, H2.5A, H3, H10A, H16, H16S, H16-2 and H16-2S ties are formed from No. 18 gage galvanized steel. See Table 1 for tie model numbers, tie dimensions, fastener schedules, and allowable loads. See Figures la and lb for illustrations of the hurricane ties recognized in this report, and Figure 1c for illustrations of installation configurations with designated allowable load directions. 3.1.2 HS24 Hurricane Tie: The HS24 hurricane tie anchors wood rafters or trusses to wood wall top plates. The HS24 connector is formed from No. 18 gage galvanized steel. See Table 2 for required fasteners and allowable loads. See Figure 2 for a drawing of the HS24 tie and a typical installation detail. 3.1.3 LTS, MTS/MTSC, and HTS/HTSC Series Twist Straps: The LTS, MTS, MTSC, HTS, and HTSC series twist straps are used to anchor wood trusses or rafters to wood wall double top plates, wood studs, wood beams, or wood rim boards. The LTS, MTS (MTSC), and HTS (HTSC) series twist straps are formed from No. 18, No. 16, and No. 14 gage_ galvanized steel, respectively. See Table 3 for strap model numbers, overall strap lengths, required fasteners, and allowable uplift loads when installed with different fastener schedules. See Figure 3 fora drawing of an LTS12 twist strap and two typical MTS strap installations. 3.1.4 HTSQ: The HTSQ twist strap is used as a tension connector between two wood members and is is formed from No. 14 gage galvanized steel. See Table 4 for strap model numbers, required fasteners, and the assigned allowable uplift load. See Figure 4 for a drawing of the HTSQ strap. 3.1.5 LFTA Light Floor Tie Anchor: The LFTA light floor tie anchor is used as a floor -to -floor tension tie and is formed from No. 16 gage galvanized steel. See Table 5 for anchor tie dimensions, required fasteners, and the assigned allowable uplift load. See Figure 5 fora drawing of the LFTA connector. 3.1.6 SP and SPH Series Stud Plate Connectors: The SP1 connector fastens one edge of a wood stud to the contiguous edge of a wood sill plate, and the SP2 connector fastens to one side of a wood double top plate and to the contiguous edge of a wood stud. The SP4, SP6, SP8, SPH4, SPH6, and SPH8 are 1 t/4-inch-wide (32 mm) U- shaped straps with a horizontal portion that bears against the wood wall top plates or sill plates and two vertical legs that are nailed to the edges of a wood stud. The SP and SPH connectors are fabricated from No. 20 and No. 18 gage galvanized steel, respectively. See Table 6 for SP and SPH models, connector dimensions, required fasteners, and allowable uplift loads. See Figure 6 for drawings of the SP1 and SP2 connector, and of typical stud -to -plate connection details for the SP1, SP2, SP4, and SPH4 connectors. 3.1.7 RSP4 Reversible Stud Plate Ties: The RSP4 tie plates are used to connect a nominally 2-inch-wide wood ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement ofthe subject ofthe report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report or as to. any product covered by the report. Copyright © 2020 ICC Evaluation Service, LLC. All rights reserved. A\ 6�1 cap , Page 1 of 13 ESR-2613 1 Most Widely Accepted and Trusted Page 2 of 13 stud to either a top or sill plate of a wood framed wall. The RSP4 tie connector is fabricated from No. 20 gage galvanized steel. See Table 7 for required fasteners and allowable loads. See Figure 7a for a drawing of the RSP4 connector showing overall dimensions; Figure 7b for a drawing of a typical RSP4 installation connecting a wood double top plate to a wood stud; and Figure 7c for a typical RSP4 installation connecting a wood stud to a wood sill plate. 3.1.8 SSP, DSP and TSP Stud Plate Connectors: The SSP stud -to -plate connector is used to provide a positive connection between a single wood stud and the top or sill plate of the same wood wall, and the DSP stud -to -plate connector is used to provide a positive connection between a double wood stud and the wood wall top or sill plate of the same wood wall. The TSP stud -to -plate connector is used to provide a positive connection between a wood roof rafter or wood stud and double top plate, or wood stud and sill plate of the same wood wall. The SSP and DSP connectors are fabricated from No. 18 gage galvanized steel. The TSP connectors are fabricated from No. 16 gage galvanized steel. See Table 8 for required fasteners and allowable uplift loads. See Figure 8 for drawings of the SSP, DSP and TSP connectors showing overall dimensions; a drawing of an SSP installation connecting a stud to a sill plate; a drawing of a DSP installation connecting a double wood stud assembly to a top plate, and a drawing of a TSP installation connecting a stud to a sill plate. 3.1.9 MGT, HGT, and VGT Girder Tiedown Brackets: The MGT, HGT, and VGT girder tiedown brackets are used to provide a positive connection between wood roof beams or multi -ply wood roof trusses and wood posts vertically aligned to support the end reaction of the beam or truss member. The MGT tiedown bracket consists of a main structural steel component with prepunched fastener holes that is installed onto the side of, or wrapped over the top of, a wood roof truss. The MGT tiedown brackets are fabricated from No. 12 gage steel and are supplied with the 3/8 inch (9.5 mm) thick base plate. The HGT tiedown bracket is a U- shaped bracket that is installed over the top chord of the roof truss having a slope from 3:12 (14 degrees) to 8:12 (34 degrees). The HGT tiedown brackets are fabricated from No. 7 gage steel, and are supplied with insert plates and crescent washers. The VGT is a U-shaped bracket with prepunched fastener holes in the face flanges. The VGT can be installed onto the side of roof trusses with slopes up to 8:12 (34 degrees) or on bottom chords designed to transfer load. The VGTUR have a concealed flange for installation on rafters or trusses with no overhang. The VGT tiedown brackets are fabricated from No. 7 gage steel and are supplied with a crescent washer. Other components required for the connection, such as the anchor rods and hold-down or tie -down devices, that must be used to form a complete load path to resist design uplift forces from their point of origin to the load -resisting elements, that is, the vertically aligned supporting wood post, must be designed and specified by the registered design professional. See Table 9 for tiedown brakcet models, bracket dimensions, fastener schedules, and allowable uplift loads. See Figure 9 for a drawing of the MGT, HGT-2, and VGT tiedown brackets. 3.2 Materials: 3.2.1 Steel: Unless otherwise noted, the connectors described in this report are fabricated from ASTM A653, SS designation, Grade 33, galvanized steel with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tensile strength, Fu, of 45,000 psi (310 MPa). The HTS and HTSQ twist straps, the SSP, DSP, and TSP stud -to -plate ties, the H2.5A, H16, H16S, H16-2, and H16-2S hurricane ties, and the MGT girder tiedown are fabricated from ASTM- _ A653, SS designation, Grade 40, steel with a minimum yield strength of 40,000 psi (275 MPa) and a minimum tensile strength of 55,000 psi (379 MPa). The body of the HGT girder tiedown bracket is fabricated from ASTM A1011, SS designation, Grade 33, hot rolled steel with a minimum yield strength of 33,000 psi (227 MPa) and a minimum tensile strength of 52,000 psi (358 MPa), and the crescent washers of the HGT bracket and MGT bearing plate are fabricated from ASTM A36 steel with a minimum yield strength of 36,000 psi (248 MPa) and a minimum tensile strength of 58,000 psi (399 Mpa). Base -metal thicknesses for the connectors in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (inch) No. 3 0.2285 No. 7 0.1705 No. 10 0.1275 NO. 12 0.0975 No.14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For SI:1 inch = 25.4 mm. The galvanized connectors have a minimum G90 zinc coating specification in accordance with ASTM A653. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, in accordance with ASTM A123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/m2), total for both sides. Model numbers in this report do not include the Z or HDG ending, but the information shown applies. The HGT Girder Tiedown Brackets have a painted finish and may also be available with the HDG finish. The lumber treater or holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Supporting wood members to which these connectors are fastened must be solid sawn lumber, glued - laminated lumber, or engineered lumber [such as Laminated Veneer Lumber (LVL), Parallel Strand Lumber (PSL), and Laminated Strand Lumber (LSL)] having dimensions consistent with the connector dimensions shown in this report. Unless otherwise noted, supporting wood members and supported members must have an assigned minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), except as noted in Table 6 for the SPH stud plate tie connectors, which provides values for which lumber members having assigned minimum specific gravities of 0.50 and 0.55 are required; and Table 8 for the SSP and DSP stud -to -plate tie connectors, which permits lumber having assigned minimum specific gravities of 0.50 and 0.43. The lumber used with the connectors described in this report must have a maximum moisture ESR-2613 1 Most Widely Accepted and Trusted Page 3 of 13 content of 19 percent (16 percent for engineered lumber) except as noted in Section 4_1. The thickness of the wood members must be equal to or greater than the length of the fasteners specified in the tables in this report, except if noted otherwise in the tables and accompanying footnotes in this report, or as required by wood member design, whichever controls. 3.2.3 Fasteners: Bolts, at a minimum, must comply with ASTM A36 or A307. SDS Wood Screws used with connectors described in Table 4 and Table 9 must be Simpson Strong -Tie SDS wood screws in ESR-2236. Nails used for connectors, straps, and ties described in this report must be bright or hot -dipped galvanized carbon steel nails complying with ASTM F1667 with the minimum dimensions and bending yield strengths (Fyb) shown in the following table. Alternatively, nails of other materials or finishes may be used when they are recognized in an ICC-ES evaluation report as having bending yield strength and withdrawal capacity equal to or better than those of a bright carbon steel nail of the same nominal diameter. FASTENERS NAIL DIAMETER (inch) NAIL LENGTH' (inches) F (psi) 0.131" x 11/2" 0.131 11/2 100,000 0.131" x 21/2" 0.131 21/2 100,000 0.148" x 11/2" 0.148 11/2 90,000 0.148" x 3" 0.148 3 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6894.8 Pa. Fasteners used in contact with preservative -treated or fire - retardant -treated lumber must be hot -dipped galvanized carbon steel nails. Alternatively, nails of other materials or finishes may be used when they are recognized in an ICC- ES evaluation report for use in the applicable treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in this report are based on allowable stress design (ASD) and include the load duration factor, CD, corresponding with the applicable loads in accordance with the National Design Spec cation® for Wood Construction (NDS). Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100°F (37..8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or when wet service is expected, the allowable loads must be adjusted by the wet service factor, CM, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100OF (37.8°C), the allowable loads in this report must be adjusted by the temperature factor, C, specified in the NDS. Connected wood members must be analyzed for load -carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 4.3 Special Inspection: 4.3.1 Main Wind -force -resisting Systems under the IBC: Periodic special inspection must be conducted for components within the main wind -force -resisting system, where required in accordance with Sections 1704.2 and 1705.11 of the 2018 and 2015 IBC, Sections 1704.2 and 1705.10 of the 2012 IBC, Sections 1704 and 1706 of the 2009 IBC, and Section 1704 of the 2006 IBC. 4.3.2 Seismic -force -resisting Systems under the IBC: Periodic special inspection must be conducted for components within the seismic -force -resisting system, in accordance with Sections 1704.2 and 1705.12 of the 2018 and 2015 IBC, Sections 1704.2 and 1705.11 of the 2012 IBC, and Sections 1704 and 1707 of the 2009 and 2006 IBC. 4.3.3 Installations under the IRC: Special inspections are normally not required for connectors used in structures regulated under the IRC. However, for components and systems requiring an engineered design in accordance with IRC Section R301, periodic special inspection must be in accordance with Sections 4.3.1 and 4.3.2 of this report. 5.0 CONDITIONS OF USE The Simpson Strong -Tie Hurricane and Seismic Straps and Ties described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1_0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statues of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2018. 7.0 IDENTIFICATION 7.1 The products described in this report are identified with a die -stamped label or adhesive label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report (ESR-2523) that is used as an identifier for the products recognized in this report. 7.2 The report holder's contact information is the following: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 999-5099 www.strongtie.com ESR-2613 1 Most Widely Accepted and Trusted Page 4 of 13 TABLE 1—HURRICANE TIES FASTENERS .; ALLC3WA4E:LOA0S (Quantity Typed {ibsj: MODEL Lateral�' ` NO: To Rafter, To Plates Stu Ta d Connection Cap#iguratioins' Uplift �� C»=1G Cn-116 FiF2 H1 6-0.131" x 11/2 4-0.131" x 21/2" — �1 470 510 190 ­— H10A, 9-0.148" z 1'7f`�; ; 9 0.148" z 1?/z". � � � � � 9,Q40, � ; s65� : 285 H2.5A 5-0.137"x2'/z" 5-0,1317x2z" = 700 110 lid H3 4-0.131" x 2'/2" 4-0.131" x 21/2" — 2 400 210 170 H6 — 8-0.131" x 21/2" 8--0.131" x 2112" 3 1,230 — — H7Z ', 40:131";x211z" ,2LO131"X;2'1z" "8=U.131"x211z" �4 ,83(i 410 H188.9 ;Z 0QA48" x 1'/�" 10-0,148" x'1?Lz" - 370. H1 Say' ' 2-i1.148"z^illj 1"' 148"x,1 it," H98280.' 2-Q.1sF$"x Jz' _10-0148" z.1'lx" _ .777 5 Fi16-2Sg 2-0.148" x 1 �Iz' -10-0:1A8" x 1'tz". — 1,370 — For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x.supporting wood member. A rafter minimum actual thickness of 21/2 inches must be used when framing anchors are installed on each side of the rafter and on the same side of the plate. 2Aloowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate / Allowable Lateral Parallel to Plate + Design Lateral Perpendicular to Plate / Allowable Lateral Perpendicular to Plate 5 1.0. The three terms in the unity equation consider all possible forces that the hurricane tie may be designed and installed to resist. The number of terms that must be considered for simultaneous loading is determined by the registered design professional and is dependent on the method of calculating wind forces and the assumed load path that the connector is designed to resist. '"Connection Configurations" shown in Figure 1c (next page) indicate the load directions F1 and Fz, and are details showing connector installations on the outside of the wall for clarity. Installation on the inside of the wall is acceptable to achieve the tabulated allowable loads. 'Connections in the same area (i.e. truss to plate connector and plate to stud connector) must be on installed on thesameside of the wall to achieve the tabulated allowable uplift loads and ensure a continuous load path. 5Allowable uplift loads have been increased for wind or earthquake loading, and no further increase is allowed. Allowable loads must be reduced when other load durations govern. 6AIlowable lateral loads in the F1 direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends ofjoists/rafters: 'Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter members. 81­116, H16S, H16-2, and H16-2S straps can be installed onto the top plates or wall studs below. 91-116, H16S, H16-2, and H16-2S are pre -sloped at a 5:12 pitch and can be used on pitches from 3:12 to 7:12.The minimum heel height required is 4". The mapmum heel height is 13'Y2" (Use H16 or H16-2) FIGURE la—H1, H2.5A, AND H3 HURRICANE TIES ESR-2613 I Most Widely Accepted and Trusted Page 5 of 13 5 H6 H7Z H10A H16 & H16S FIGURE 1b-1-15, H6, H7Z, H10A AND H10-2 HURRICANE TIES Ful H2.5A Installation (Nails into both top plates) (1-13 and H5 similar) LE H6 Stud to Double Top Plate Installation H6 Stud to Band Joist Installation Use a minimum of two 8d nails this side of truss potal tout Bd nails info truss) H16-2 8r H16-2S � r F, t.., Two Bit na Into platen EightBd nails Into studs F H7Z Installation Repanding on tieoi height. strap may wrap to back of plate. dnstail - Install (4) 0.t48' x 111V (6)0 ' 148' x I nails to inside nails o face of 2x edge of 2x H16 Installation (1-116S, H16-2, H16-2S Similar) FIGURE 1c—CONNECTION CONFIGURATIONS OF HURRICANE TIE INSTALLATIONS SPECIFIED IN TABLE 1 ESR-2613 I Most WidelyAccepted and Trusted Page 6 of 13 TABLE 2—HS24 HURRICANE TIE For SI: 1 inch = 25.4 mm, 1 Ibs = 4.5 N. '"Slant" nailing refers to 8d common nails installed as toenails on each side of the connector. The nails must be driven through the connector at an angle approximately 30' with the rafter/truss member with the nail penetrating through the rafter/truss member into the wood double top plate. 2The uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. 3Aloowable lateral loads in the F1 direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters: 4Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter member. 'Fi load direction is parallel to plate, and F2load direction is perpendicular to plate. HS24 Installation and Allowable Load Directions FIGURE 2-HS24 HURRICANE TIE TABLE 3—LTS, MTS, AND HTS TWIST STRAPS FASTENERS' AI.LOWABCE UPLIFT TWIST . MODEL .STRAP . {Quantity -Type] , LOADS {Ibs} STRAF! NO.0.148"x LENGTH 1°/z"Nails SERIES - {In} 0A48-x 1t1 ' Nails ., Co 1.6 LTS12 12 LTS16 16 LTS4 12 645 LTS18 18 LTS20 20 VITS12 516 Mf 16 MTS18: 18 M7S4 . 20.14 590 MTS24C; 24 hATS30 ,' 30 MTS30C 30 i, . . HTS16 16 HTS20 20 HTSS HTS24 24 16 HTS28 28 1,415 HTS30 30 HTS30C 30 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N 'Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 2Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 3Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. 4Each model of the LTS and MTS twist strap series (except for the MTS30) has more nail holes than the minimum quantity of nails specified in the table. 5 MTS24C, MTS30C, and HTS30C have the twist in the center of the strap length. ESR-2613 I Most Widely Accepted and Trusted Page 7 of 13 Typ. 1'/" LTS12 (MTS and HTS Similar) Typical MTS Installation — Rafter to Stud FIGURE 3—TWIST STRAPS TABLE 4—HTSQ TWIST STRAP' Typical NITS Installation — Truss to Double Top Plate TWIST STRAPIfCoTH SERIES MODEtLE STRAP (in} FASTENERS (QuantltY-Type) �ALLOVItABtE U PLEFTLOADS?3.(1bs) HTSQ HTSQ16KTZ 16 8-'/4" x 1'/2" SDS 1,120 HTSQ20KTZ 20 rui ar 1 111LAI = 40.4 mm, -I IDS = 4.40. N. 'Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 'Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 'Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. HTSa 6Z 6Z I i a r HTSQ16Z (HTSQ20Z Similar) FIGURE 4—HTSQ TWIST STRAPS Typical HTSQ Installation ESR-2613 I Most WidelyAccepted and Trusted Page 8 of 13 TABLE 5—LFTA LIGHT FLOOR TIE ANCHOR' (YIODEL. NO. LFTA ANC"OR DIMENSIONS,(In) FASTENERS? {Ruantity?ype) ALLOWABLErTENSION iWAD(lbs) ,. Cn =1,5 gtrap Width (W}` Clear Span Overall Length (L) LFTA 21/4 17 383/6 16-0.148" x 11/2" 965 For SI: 1 inch = 25.4 mm,1 Ibs = 4.45 N. 'The LFTA anchor is used to transfer tension forces between vertically aligned wood studs across floor framing with floorjoists having a maximum nominal depth of 12 inches. 21-1alf of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 3Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 4Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. FIGURE 5—LFTA LIGHT FLOOR TIE ANCHOR TABLE 6—SP AND SPH STUD PLATE TIES CONNECTOR'' FASTENERS' ALLt)WABLE tIPLiFT LOAD S�'�' CONNECTOR MODEL ' DIMENSIONS (in) (QuIntity Voe) (Ibs) SERIESCo=1 .. 6 (W) (L) To StudT,o Plate< S.G.=8:50 _ S.;55 , SP1 — — 6-0.148" x 3" 4-0.148" x 3" 555 555 SP2 — — 6-0.148" x 3" 6-0.148" x 3" 1,010 1,010 6-0.148" x 3" — 825 825 SP4 39/16 71/4 6-0.162" x 21/2" — 850 850 SP 6-0.148" x 3" — 825 825 SP6 59/16 73/4 6-0.162" x 21/2" — 850 850 6-0.148" x 3" — 825 825 SP8 75/16 86/16 6-0.162" x 21/2" — 850 850 90-0.148"x3". s 1;D#40 SPH4 39/ts 8314 1,280- 1;175" , SPH aSPH6 59/ta 9'/q .. 12-0 148� 3": 1,280-. 1,415 10-{) "148" x 3" �. — 1,1:75 SPH& 751i6 831a< `.. ,12 o.148`x 3".: -- 1,280 1,41a , For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'For Models SP1 and SP2, one 10d common stud nail must be installed as a toenail. It must be driven through the connector at an angle approximately30° with the stud with the nail penetrating through the stud into the wood sill plate. (See detail on this page entitled "SP1 Nailing Profile.") 2Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicablebuilding code. 3Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. AAloowable uplift loads are given for wood assemblies consisting of lumber having an assigned specific gravity(S.G.) of 0.50, such as Douglas fir -larch, and 0.55, such as southern pine. ESR-2613 I Most WidelyAccepted and Trusted Page 9 of 13 �—S?Xd I o 0 L C1-. 9. 0 W SP1 Installation: Stud to Sill Plate SP1/SP2 I� f SP2 Installation: Stud to Double Top Plate SP1 Nailing Profile Typical SPH4 Installation: Stud to Wood Sill Plate Typical SP4 Installation: (SP4 Similar) Double Top Plate to Stud (SPH Similar) FIGURE 6—SP AND SPH STUD PLATE TIES TABLE 7—RSP4 REVERSIBLE STUD PLATE CONNECTOR' ALLOWABLE>LOAb6?4 (lbsj Co =1.6 . MODEL (Quantity-TYpe): Laterals . To Stud To illate -Connection Configuration° Uplift RSP4 4-0.131x 1/2 " 4-0.131" x 1/2 Studto Double Top Plate 390 165 245 Stud to Sill Plate 245 165 225 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.46 N. 'Refer to Figure 6a for overall dimensions of the RSP4 plate connector. 2Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 3Tabulated allowable loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must bereducedwhen other load durations govern. 4Refer to Figure 6b and 6c for connection configurations. 5F, load direction is parallel to plate, and F2load direction is perpendicular to plate. FIGURE 7b—RSP4 INSTALLATION: STUD TO DOUBLE TOP PLATE FIGURE 7—SP AND SPH STUD PLATE TIES FIGURE 7c—RSP4 INSTALLATION: STUD TO SILL PLATE U.S. PATENT 5,697,725 ESR-2613 I Most Widely Accepted and Trusted Page 10 of 13 TABLE 8—SSP, DSP, AND STUD PLATE TIE CONNECTORS FASTENERS ALLOWABLE UPLIEi'LOADS'AsA (ll s) MODEL' ,(Quantity Type) CD=1:8 NO. Studs Doubt eTop Plate SifhPlafe ��Doubl Top:Plate :SIILPIate 3-0.148" x 11/2 — 330 — 4-0.148) x 1 1/z — 1-0.148" x 11/2 — 395 SSP 3-0.148" x 3 — 410 — 4-0.148" x 3 — 1-0.148" x 3 — 430 730 8-0.148" k 1112, l3SP — 2-0,14E"-x 1 %1 , .° — " 620 6=0.14E" x 3 780 784 � 6-0.148" x 11/2" — 3-0.148" x 11/2" — 465 TSP 6-0.148" x 11/2" — 7555 — 9-0.148" x 1 �lz' 6-0.148" x 3" — 1,0155 — For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'Tabulated allowable uplift loads have been increased for wind or earthquake loading no further increase allowed. Reduce loads when other load durations govern. 2When cross -grain bending or cross -grain tension cannot be avoided, mechanical reinforcement to resist such forces should be considered. 3For Sill Plate allowable uplift loads, all round nail holes in the connector must be filled with the specified quantity and type of nails. °For Double Top Plate allowable uplift loads, all round and triangular nail holes the tie connectors must be filled with the specified quantity and type of nails. 611/y a e SSP U.S. Patent 7,065,932 7,356,973 SSP Installation: Single Stud to Sill Plate e a e DSP U.S. Patent 7,065,932 7,356,973 TSP Installation: TSP Stud to Double U.S. Patent Top Plate D618,085 FIGURE 8—SSP/DSP/TSP STUD PLATE TIES DSP Installation: Double Stud to Double Top Plate ESR-2613 I Most Widely Accepted and Trusted Page 11 of 13 TABLE 9—MGT, VGT, AND HGT GIRDER TIEDOWN CONNECTORS1,2 . D{STANCE' BETWEEN � FASTENERS ALLOWABLE . MODEL � � � � :NO. &, "THREADEDAOOS � � ' L1PL1FT LQADS. NO.iY. PLIES ' {on.center) Threeided:Rod'e To ,Truss-Cn-1 #3 (inches,}- {Quantity -Diameter}' (Quantity Typej (lizs} 1 1 ply — 1-s/s" 22-0.148" x 11/2" 3,165 MGT' 1 2 ply min. — 1-5/8" 22-0.148" x 3" 4,365 1 2 ply min. 1 5/8» 164/4" X 3" sDS 4 940 . VGT :. -. 2 ...,, ` 2 plymin.�`.I, .. . 2, 3 ply min., 0 .,. 1 2 ply min. — 1-S/e" 16-1/4" x 3" SDS 2,225 VGTR/L 2 2 ply min. — 2-5/e' 32-1/4" x 3" SDS 5,545 HGT-2. i 2 i2Y 5 /a 2 /s" '16-0:148" x 3", ' 1{j,345 HGT-3 1 3 ply3.4" 73/8 2-5/s" 16-0.148" x 3" 10,440 HGT-4 1 4 ply' 9 5/s" 16-().148" x 3" 11,395 For Sl: 1 inch = 25.4mm, 1 Ibs = 4.45 N. 'The HGT connector can accommodate top chord slopes from minimum 3:12 (14") to maximum 8:12 (34°) and are provided with crescent washers for sloped top chord installations. The VGT and VGTR/L connectors can accommodate roof slopes up to 8:12 (34°). 2AII elements of the tie -down assembly (multi -ply trusses, vertically aligned wood studs/posts, and the threaded rods) must be designed to resist applied loads. 3W dimensions for the HGT-2, HGT-3, and HGT-4 connectors are 35/16", 415/16", and 69/16", respectively. 'When the HGT-3 is used with a two-ply truss, shimming is required, and the shimming material must be similar (thickness and grade of lumber) as the truss member material. Additionally, the entire assembly must be designed by a registered design professional to act as one unit. STabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 'The uplift loads have been increased for wind or earthquake loading with no further increase is allowed. Reduce loads when other load durations govern. 'Full -height threaded rods or inverted holdowns are shown in Figure 9 for illustration purposes only, as one method of transferring the design load from the MGT, VGT, VGTR/L, and HGT connectors to the foundation or structure below. The threaded rod material specifications must be specified by the registered design professional 'For HGT models, Two LBP %-inch washers must be installed on top of each crescent washer. LBP washers and crescent washers are required. Crescent washers are supplied with the connector. LBP 5/a washers are available from Simpson Strong -Tie Company, and are 2-inch square by 1/64-inch thick galvanized steel washers with a center bolt hole to accommodate a 6/8-inch diameter threaded bolt/rod. 'MGT may be installed with straps vertical for full table load, provided that all specified nails are installed to either a solid beam or minimum 2x6 truss web. VGT Typical VGT Double installation with Inverted Holdowns Below C HGT-2 (HGT-3 and HGT-4 similar) Install two LBPsf washers on top of each crescent washer (total four!W washers) for wood installation. All washers and crescent washers are required. Crescent washers are supplied. /pica) HGT-3 Installation ith full height threaded rod. ie design of the threaded id, including any necessary irdware or shrinkage )mpensating devices, is Aside the scope of this port. FIGURE 9—HGT HEAVY GIRDER TIEDOWN CONNECTOR 4. MGT Install a minimum of ' nat15 into the face Typical MGT Installation with Inverted Hoidown Below I-ESIMES Evaluation Report ESR-2613 LABC and LARC Supplement Reissued June 2020 Revised November 2020 This report is subject to renewal June 2021. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. EVALUATION SUBJECT: SIMPSON STRONG -TIE® HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Simpson Strong -Tie® hurricane and seismic straps and ties for wood framing, described in ICC-ES evaluation report ESR-2613, have also been evaluated for compliance with the codes noted below as adopted by the Los Angeles Department of Building and Safety (LADBS). Applicable code editions: ■ 2020 City of Los Angeles Building Code (LABC) s 2020 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Simpson Strong -Tie® hurricane and seismic straps and ties for wood framing, described in Sections 2.0 through 7.0 of the evaluation report ESR-2613, comply with the LABC Chapter 23, and the LARC, and are subjected to the conditions of use described in this supplement. 3.0 CONDITIONS OF USE The Simpson Strong -Tie® hurricane and seismic straps and ties for wood framing, described in this evaluation report supplement must comply with all of the following conditions: • All applicable sections in the evaluation report ESR-2613. • The design, installation, conditions of use and identification are in accordance with the2018 International Building Code® (2018 IBC) provisions noted in the evaluation report ESR-2613. • The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. • In accordance with LABC Section 2305.5, allowable seismic load values of Simpson Strong -Tie straps and ties used as hold-down connectors must be 75 percent of those in the evaluation report ESR-2613. • Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted. • The seismic design provisions for hillside buildings referenced in LABC Section 2301.1 have not been considered and are outside of the scope of this supplement. This supplement expires concurrently with the evaluation report, reissued June 2020 and revised November 2020. ICC ES Evaluation Reports 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, LLC, express or implied, as to arty finding or other matter in this report, or as to any product covered by the report. Copyright © 2020 [CC Evaluation Service, LLC. All rights reserved. Page 12 of 13 IMES Evaluation Report .!Supplement Issued July 2020 Revised November 2020 This report is subject to renewal June 2021. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS, AND COMPOSITES Section: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. EVALUATION SUBJECT: SIMPSON STRONG -TIE® HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Simpson Strong -Tie® hurricane and seismic straps and ties, described in [CC -ES evaluation report ESR-2613, have also been evaluated for compliance with the codes noted below. Applicable code editions: ■ 2020 and 2017 Florida Building Code —Building ■ 2020 and 2017 Florida Building Code —Residential 2.0 CONCLUSIONS The Simpson Strong -Tie® hurricane and seismic straps and ties, described in Sections 2.0 through 7.0 of [CC -ES evaluation report ESR-2613, comply with the Florida Building Code —Building, and the Florida Building Code —Residential, provided the design requirements are determined in accordance with the Florida Building Code —Building or the Florida Building Code — Residential, as applicable. The installation requirements noted in [CC -ES evaluation report ESR-2613 for the 2018 and 2015 International Building Code® meet the requirements of the Florida Building Code —Building or the Florida Building Code — Residential, as applicable. Use of the Simpson Strong -Tie® hurricane and seismic straps and ties has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the Florida Building Code —Building, and the Florida Building Code —Residential with the following condition: a. For connections subject to uplift, the connection must be designed for no less than 700 pounds (3114 N). For products falling under Florida Rule 61 G20-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the evaluation report, reissued June 2020 and revised November 2020 ICC-ES Evaluation Reports 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 ofthe report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as s to any finding or other matter in this report, or as to any product covered by the report. -®°�g- Copyright © 2020 [CC Evaluation Service, LLC. All rights reserved. Page 13 of 13