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Home My WebLink AboutPRODUCT APPROVAL STRUCTURAL COMPONENTS4/19/2018 Florida Building Code Online BCIS Home I Log In I User Registration i Hot Submit Surcharge Stats & Facts Publications FBC Staff �' BCIS Site Map Links Search F ride * ` Product Approval USER: Public User �firc i v P,c� co t-e pan�ahZl�;, 6:• •: v`tt' — Product Approval Menu > Product or Aopliwtion Search > Application List�� AM Search Criteria F' I �� . _ >'� Refine Search r Code Version 2017 FL# 10456.2 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL FL# Type Manufacturer Validated By Status FL10456-114 Revision Simpson Strong FL#: FL10456.21 Model: H1, H10A, Tie Co. H10-2, H2.5A, H3, H4, H5, H6, H7Z Ted Berman, PE (305) 868-4707 Approved isto Description: Hurricane Category: Struaurai Ties Components Subcategory: ood Connectors *Approved by DBPR. ADDrovals by DBPR shall he reel—il hnrl rarteaa k., •k. on,- ..-a r_-— "_ _ _ _ _ _ Contact Us :: I' Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. CoDyIight 2007-2013 State of Florida :: Privacy Statement :: Accessibility statement :: Refund Statement Under Florida law, email addresses are public records. If �ou do not want your a -mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. 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 Department with 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 wish to supply a personal address, please provide the Department with an email ad ress which can be made available to the public. To determine if you are a licensee under Chapter 4s5, F.S., please click here . Product Approval Accepts: MIR W FOR'him ;oredit'Card, Safe hftps://www.floridabuilding.org/pr/pr�-app—ist.aspx 1/1 4/19/2018 Florida Building Code Online BCIS Home I Log In I user Registration I Hot Topics' a I Submit Surcharge I State & Facts I Publications 'I FBC Staff I BCIS Site Map I Links i Search IF! rida r Product Approval ,USER: Public User Product pproval Menu > Product or Aoplicatlon Search > geoliwtlon List > Application Detail o a FL # FL10456-R4 Application Type Revision Code Version 2017 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 J Product Manufacturer Simpson Strong -Tie Co. Address/Phone/Email 2221 Country Lane McKinney, TX 75070 (800)999-5099 Ext3027 kcullum@strongtie.com Authorized Signature Keith Cullum kcullum@strongtie.com Technical Representative Keith Cullum Address/Phone/Email 2221 Country Lane McKinney, TX 75069 (800)999-5099 Ext3027 kcullum@strongtie.com Quality Assurance Representative Shelby Short Address/Phone/Email 8956 W. Las Positas Boulevard Pleasanton, CA 94588 (800)999-5099 sshort@strongtie.com Category Structural Components Subcategory Wood Connectors Compliance Method I Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 12/31/2018 Validated By i Ted Berman, PE Validation Checklist - Hardcopy Received I Certificate of Independence FL10456 R4 COI ICC-ES Cert of Ind oendence 2017-12-06 Referenced Standard and Year (of Standard) Standard Year AISI S100 2012 ANSI/AWC NDS 2015 ASTM D7147 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/prlpr app_dtl.aspx?param=wGEVXQwtDqudsDrIH6148zA9MCa%2flofYOLgt2%2bsOOvHeUcOmGIH%2bFw%3d%3d 4/19/2018 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option C 12/13/2017 12/17/2017 12/19/2017 FL # Model, Number or Name Description 10456.1 DSP, SSP Stud to Plate tie Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: In HVHZ, if using DSP with 10dxl.51' DSP with 10d common nails in SPF/HF lumber, roof uplift provide supplemental connection to nails to sill plate, or SSP to resist achieve Installation Instructions FL10456 R4 II ESR-2613.odf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10456 R4 AE ESR-2613.pdf minimum 700 lbs. uplift 10456.2 Hl, H10A, 1-110-2, H2.5A, H3, H4, Hurricane Ties H5, H6, H7Z Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: In HVHZ, if using H1, H2.5A, H3, H roof uplift, 2 connectors or supplemental connection r or H5 to resist must be Installation Instructions FL10456 R4 II ESR-2613.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10456 R4 AE ESR-2613.pd used to achieve min. 700 lbs. uplift. 10456.3 HGT-2, HGT-3, HG� 4 Heavy Girder Tiedown Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions E410456 R4 II ESR-2613 pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10456 R4 AE ESR-2613 pdf 10456.4 HS24 Hurricane Tie Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: In HVHZ, if used to resist roof uplift supplemental connection to achieve minimum1700 provide lbs. uplift Installation Instructions FL10456 R4 Ii ESR-2613.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10456 R4 AE ESR-2613,pdf 10456.5 HTS16, HTS20, HTSI24, HTS28, HTS30, HTS30C Heavy Twist Strap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 1 Installation Instructions FL10456 R4 II ESR-2613 pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10456 R4 AE ESR-2613.pd( 10456.6 LFTA Light Floor Tie Anchor Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10456 R4 II ESR-2613 pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10456 R4 AE 5R-26ja pdf 10456.7 LTS12, LTS16, LTS18, LTS20 Light Twist Strap Limits of Use Approved for use in HVHZ: Yes Installation Instructions FL10456 R4 II ESR-2613,pdf https://www.floridabuilding.org/pr/pr app_ U.aspx?param=wGEVXQWtDq'udsDrIH6148zAgMCa%2flofYOLgt2°/`2bsOOvHeUcOmGIH%2bFw%3d%3d 4/1 U/LU1 i3 Florida Building Code Online t Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: In HVHZ, if used to resist roof uplift provide supplemental connection to achieve minimum 700 lbs. uplift Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10456 R4 AE ESR-2613.Ddf 10456.8 MTS12, MTS16, MTS18, MTS20, Medium Twist Strap MTS30 Limits of Use Installation Instructions Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A FL10456 R4 II ESR-2613.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports Other: FL10456 R4 AE ESR-2613.pdf i 10456.9 RSP4 I Stud to Plate Connector Limits of Use Installation Instructions Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A FL10456 R4 II ESR-2613.pdd Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports Other: In HVHZ, if used to resist roof uplift supplemental connection to achieve minimum provide 700 Ibs, uplift FL10456 R4 AE ESR-2613.pdf 10456.10 SPi, SP2, SP4, SP6, SP8 Stud Plate Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: In HVHZ, if using SP1 to resist roof supplemental connection to achieve minimurIl uplift provide 700 Ibs. uplift FL10456 R4 II ESR-2613.pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10456 R4 AE ESR-2613.p 1d i 10456.11 SPH4, SPH6, SPH8i Heavy Stud Plate Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: F1,10456 R4 II ESR-2613.pd Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL10456 R4 AE ESR-2613.1df Back M..t Contact Us The State of Florida is an WEED employer. CoBk a FL 32399 Phone: 850-487-1824 'va Statement :: Accessibillty 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, Ileensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, 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 ham. Product Approval Accepts: FW ® ecleaq C[2dlt Card ' Safe: _I hftps://www.floridabuilding.org/pr/pr_app_dU.aspx?param=wGEVXQwtDgbdsDrI H6148zA9MCaa/a2fiofYOLgt2%2bsOOvHeUcOmGI H%2bFw%3d%3d ES DIVISION: 06 00 SECTION: 06 05 23—V SIM'PSON 5956 PLE SIMPSON STRONG -TIE® TIES F ICC ICC ICC C P � �� CLISTED Look for the trusted marks of Conformity! —WOOD, PLASTICS AND COMPOSITES OD, PLASTIC, AND COMPOSITE FASTENINGS REPORT HOLDER: G-TIE COMPANY INC. LAS POSITAS BOULEVARD SON, CALIFORNIA 94588 ALUATION SUBJECT: URRICANE AND SEISMIC STRAPS AND WOOD FRAMING "2014 Recipient of Prestigious Western States Seismic; Policy Council (WSSPQ Award in Excellence" small � A Subsidiary of wo ICC-ES Evaluation Reports are not to be construed as representing aesthetics or arty other attributes not speccally addressed nor are they to be construed as an endorsement of the subject of the report or a 4I' recommendation for its use. There is no warranty by ICC Evaluation Service LL to ,&n, o , C, express or implied, as afTY g r other matter in this report, or as to any product covered b the p y e report. E.H— ocvs i vmamc.nmmu�,a�„ _ Copyright ° 2017 ICC Evaluation Service, LLC. All rights Ireserved IMES Evaluation Report ESR-2613 Reissued June 2017 Revised December 13, 2017 This report is subject to renewal June 2018. 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 Comp( Fastenings REPORT HOLDER: SIMPSON STRONG TIE COMPANY INC. 5966 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94688 (800) 925-8099 www.stronatie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE® HURRICANE AND STRAPS AND TIES FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2015, 20121 2009 and 2006 Code® (IBC) International ■ 2015, 2012, 2009 and 2006 /ntemational R Code® (IRC) Property evaluated: Structural 2.0 USES The Simpson Strong -Tie® hurricane and seismic and ties described in this report are used as wood , connectors in accordance with Section 2304.10.3 2015 IBC and Section 2304.9.3 of the 2012, 26 2006 IBC. The products may also be used in sir regulated under the IRC when an engineered de submitted in accordance with Section R301.1.3 of th 3.0 DESCRIPTION 3.1 General: ties are formed from No. 16 gage galvanized steel; the H1, H2.5A, H3, H5, H10A, and H10-2 ties are formed from No. 18 gage galvanized steel; and the H4 tie is formed from No. 20 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 be 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 MIC and a typical installation detail. 3.1.3 LTS, MTS, and HTS Series Twist Straps: The LTS, MTS, and HTS 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, ding MTS, and HTS 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 ntial lengths, required fasteners, and allowable uplift loads when installed with different. fastener schedules. See Figure_ 3 for a drawing of an LTS12 twist strap and two typical MTS strap installations. 3.1.4 LFTA Light Floor Tie Anchor: The LFTA light floor be anchor is used as a floor -to -floor tension tie and is yaps formed from No. 16 gage galvanized steel. See Table 4 for iing anchor tie dimensions, required fasteners, and the the assigned allowable uplift load. See Figure 4 for a drawing and of the LFTA connector. is 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 I load combinations prescribed by code that include wind or seismic loads. i 3.1.1 Hurricane Ties: Hurricane ties are used to an wood rafters or joists to wood wall plates or studs or to anchor wood studs to wood sill plates. The H6 and H7Z 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 11/4-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 5 for SP and SPH models, connector dimensions, required fasteners, and allowable uplift loads. See Figure 5 for drawings of the SP1 and SP2 connector, and of typical stud -to -plate connection details for the SP1, SP2, SP4, and SPH4 connectors. lCC.ES Bvatuarron Reports are not to be construed as representing aesthetics or, anY other attributes not specifically addressed, nor are they to be construed to an endorsement oftother tier in this thereport, report or a recommendationfor r its use. There is no warranty by ICC Evaluation Service, LLC, express or implied as to anyjinding or other matter in this report, or as to a t try product covered by the report Copyright O 2017 ICC Evaluation Service, LLC. All rights reserved. , Page 1 of 11 ESR-2613 Most and Trusted 3.1.6 RSP4 Reversible Stud Plate Ties: The RSP4 tie Plates are used to connect a nominally 2-inch4ide wood stud to either a top or sill plate of a wood framed wall. The RSP4 tie connector is fabricated from No.120 gage galvanized steel. See Table 6 for required fasteners and allowable loads. See Figure 6; for a drawing of Ithe RSP4 connector showing overall dimensions; Figure I 6b for a drawing of a typical RSP4 installation connecting a wood double top plate to a wood stud; and Figure 6c for a typical RSP4 installation connecting a wood stud to a wood sill plate. 3.1.7 SSP and DSP Stud Plate Connectors: iThe SSP stud -to -plate connector is used to provide a positive connection between a single wood stud and the iop or sill plate of the same wood wall, and the DSP stub -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 SSP and DSP connectors are fabricated from No. 18 gage galvanized steel. See Table 7 for required fasteners and allowable uplift loads. See Figure 7 for drawings of the SSP and DSP connectors showing overall dimensions; a drawing of an SSP installation connecting a stud to a sill plate; and al drawing of a DSP installation connecting a double wood stud assembly to a top plate. 3.1.8 HGT Heavy Girder Tiedown Brackets: The HGT heavy 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 HGT tiedown connector is a U-shaped bracketj that is installed over the top chord of the roof truss havingla slope from 3:12 (14 degrees) to 8:12 (34 degrees). 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-r6sisting elements, that is, the vertically aligned supporting wood Post, must be designed and specified by the registered design professional. The HGT tiedown brackets are fabricated from No. 7 gage steel, and are supplied with insert plates and crescent washers. See Tablel 8 for tiedown connector models, connector dimensions, fastener schedules, and allowable uplift loads. See Figure 8 for a drawing of the HGT-2 tiedown connector. 3.2 Materials: 3.2.1 Steel: Unless otherwise noted, the connectors described in this report are fabricated from ASTM IA653, SS designation, Grade 33. galvanized steel with a minimum yield strength, Fy, of 33,000 psi (227 MPa) land a minimum tensile strength, Fu, of 45,000 psi (310 MPa). The HTS twist straps, the SSP,and DSP stud -to -plate ties, and the H2.5A hurricane tie 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). I The body of the HGT heavy 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 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). I I 2of11 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.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 -lip 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 Heavy 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 5 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 7 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 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. Nails used for connectors, straps, and ties described in this report must comply with ASTM F1667 and have the following minimum dimensions and bending Yield strengths (Fyb): ESR-2613 I Most Widely Accepted and Trusted i Page 3 of 11 FASTENERS NAIL DIAMETER (inch) NAIL LENGTH' (inches) F (Psi) 8d x 1'/2 0.131 11/2 1100,000 8d 0.131 2'/2 I100,000 10d x 1 % 0.148 1 % 190,000 10d 0.148 3 �90,000 For Sk 1 inch = 26.4 mm. Fasteners used in contact with preservative ti fire retardant treated lumber must comply with 2304.10.5 of the 2015 IBC, Section 2304.9.5 of 1 2009 and 2006 IBC, Section R317.3 of the 2015, 3 2009 IRC or Section R319.3 of the 2006 applicable. The lumber treater or this repo! (Simpson Strong -Tie Company) should be cont recommendations on minimum corrosion resin fasteners and connection capacities of fasteners I� the specific proprietary preservative treated retardant treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in this re based on allowable stress design (ASD) and in( load duration factor, CD, corresponding with the a loads in accordance with the National Specification® for Wood Construction (NDS). Tabulated allowable loads apply to products o to wood used under dry conditions and where temperatures are 100OF (37.8°C) or less. When are installed to wood having a moisture conten than 19 percent (16 percent for engineere products), or when wet service is expected, the loads must be adjusted by the wet service fac specified in the NDS. When connectors are in: wood that will experience sustained expo temperatures exceeding 100°F .(37.80C). the E loads in this report must be adjusted by the tem factor, Ct, specified in the NDS. Connected wood members must be analyzed carrying capacity at the connection in accordance NDS. eatea or Section he 2012, t012 and IRC, as t holder acted for lance of ised with or fire are the Design greater wood CM, led in ,e to load- h the 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 1704J2 and 1705.11 of the 2015 IBC, Sections 1704.2 and 1705.10 of the 2012 IBC, Sections 1704 and 1706 of the 2009 IBC, and Section 17 44 of the 2006 IBC. i 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 1704.12 of the 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 6.5 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 IMES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated February 2017. 7.0 IDENTIFICATION 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. ESR-2613 I Most Widely Accepted and Trusted Page 4 of 11 1—HURRICANE 77ES FASTENERS MODEL (4uantity-Type) NO. '' �� "°=• s� '"Leval GoticteiQn To Rafter To Plates To Stud Codlfgyratiq _ _a -;:phi B s, .� , I H1 64d x 11/2 4-8d — 3 - 545 510 190 �, .� `:•'; 655 430 355 H10A 9-10d x 1'/2 9-10d x 1'/2 H10-2 6-10d 6-10d — H2.5A 5-8d 5-8d — 2 435 H3 4-8d 4-8d — 210 '170 H5 4-8d 4-8d 330 ; — _. 225 — H4 — 4-8d 4-86 3 4-8d 4-8d -1 4 330 140 175 H6 — 8-8d 8-8(f N _ sr r" — t(x4 r •. r , + € _ t . 5 H7Z 4-8d 2-8d 8-8d 6 830 410 — Fnr CI• .1 1 w1 - 15 ... 'Allowable loads are for one anchor installed to a minimur minimum actual thickness of 21/2 inches must be used wh the plate. 2Aloowable simultaneous loads in more than one direction i Design Uplift / Allowable Uplift + Design Lateral Parallel to Plate / Allowable Lateral Parallel Design Lateral Perpendicular to Plate / Allowable Lateral F The three terms in the unity equation consider all possible terms that must be considered for simultaneous loading is of calculating wind forces and the assumed load path that 3"Connection Configurations" shown in Figure 1c (next installations on the outside of the wall for clarity. Installatio `Connections in the same area (i.e. truss to plate connect achieve the tabulated allowable uplift loads and ensure a c 5Aloowable uplift loads have been increased for wind or reduced when other load durations govern. BAloowable lateral loads in the F, direction must not be L required by code to laterally support the ends of joists/rafte Additional shear transfer elements must be considered th members. 9/4� lohs' 2914 v H1 nominal 2x supported and minimum nominal 2x supporting wood member. A rafter n framing anchors are installed on each side of the rafter and on the same side of i a single connector must be evaluated as follows: to Plate + srpendicular to Plate 5 1.0. forces that the hurricane tie may be designed and installed to resist. The number of determined by the registered design professional and is dependent on the method ie connector is designed to resist. age) indicate the load directions F, and F2, and are details showing connector on the inside of the wall is acceptable to achieve the tabulated allowable loads. Ir and plate to stud connector) must be on installed on the same side of the wall to mtinuous load path. :arthquake loading, and no further increase is allowed. Allowable loads must be led to replace diaphragm boundary members or nailing or replace solid blocking i. connector installation Induces cross grain bending or tension of the truss or rafter tshn r 394u� 6 :.. 4 o , �.. I 25/�e 1� -n 19/s H2.5A H3 i I FIGURE 1a-1-11, H2.5A, AND H3 HURRICANE TIES , ESR-2613 I Most Widely Accepted and Trusted 4of11 1--HURRICANE TIES FASTENERS (Quantity -Type) ALWWABLE'L'GA4S'� ;t MODEL L(llisj - NO. To Rafter To Plates To Stud GonneC�tt m j Contigurations�i iwiift"', 6 -1 f61 -- H1 6-8d x 02 4-8d — I 1-" ,' 1'• _ -- - 545 510 190 H10A 9-10d x 1'/2 9-10d x V/z — 1 040` �. �565 . �' 1-110-2 6-10d 6-10d — 655 430 355 H2.5A 5-8d 5-8d — � 2 _... _ �565 i H3 i 4-8d 4-8d — 435 210 -194—• _ 170 H5 4-8d 4-8d —I 4413 H4 I — 4-8d 4-841 3 330 — — 4-,8d 4-6d — 4 330 140 175 H6 — i 8-8d 8-6d H7Z 4-8d 2-8d 8-Sc) 6 830 410 — Pnr CI• A i - nc A ... ,,,y„ — 40.4 11 m, I Ius — 4.40 IN. 'Allowable loads are for one anchor installed to a minimun minimum actual thickness of 21/2 inches must be used wh the plate. ?Allowable simultaneous loads in more than one direction I Design Uplift / Allowable Uplift + Design Lateral Parallel to Plate / Allowable Lateral Parallel Design Lateral Perpendicular to Plate) Allowable Lateral F The three terms in the unity equation consider all possible terms that must be considered for simultaneous loading k of calculating wind forces and the assumed load path that 3"Connection Configurations" shover. in Figure 1c (next installations on the outside of the wall for clarity. Installatio 'Connections in the same area (i.e. truss to plate connect achieve the tabulated allowable uplift loads and ensure a c AAllowable uplift loads have been increased for wind or reduced when other load durations govern. sAloowable lateral loads in the F, direction must not be t required by code to laterally support the ends of joists/rafte 'Additional shear transfer elements must be considered th members. nominal 2x supported and minimum nominal 2x supporting wood member. A rafter n framing anchors are installed on each side of the rafter and on the same side of i a single connector must be evaluated as follows: to Plate + arpendicular to Plates 1.0. `orces that the hurricane tie may be designed and installed to resist. The number of determined by the registered design professional and is dependent on the method ie connector is designed to resist. age) Indicate the load directions F, and F?, and are details showing connector on the inside of the wall is acceptable to achieve the tabulated allowable loads. r and plate to stud connector) must be on installed on the same side of the wall to mtinuous load path. earthquake loading, and no further increase is allowed. Allowable loads must be >ed to replace diaphragm boundary members or nailing or replace solid blocking 5. ll connector installation induces cross grain bending or tension of the truss or rafter I FIGURE la —HI, H2.5A, AND H3 HURRICANE TIES ESR-2613 I Most Widely Accepted and TrUStOCI I Page 6 of 11 5 L_!!0-2 FIGURE 1b—H4, Hb, H6, H7Z, H10A. AND HI0-2 HURRICANE TIES I Vas HI Installation 21 F-1 I (1-11 OA and H10-2 similar) F H6 Stud b Band Joist Installatio H6 Stud to Double Toi Plate Installation H2.6A Installation (Nails Into both top plates) (H3 and HS similar) H4 Installation (Nails Into upper top plate) uftaxaftum 01tw8da" Maddeaftm "bum ad t,..r U ate: ad .91". low duds H7Z Installation FIGURE Ic—CONNECTION CONFIGURATIONS OF HURRICANE TIE INSTALLATIONS SPECIFIED IN TABLE 1 ESR-2613 I MoSt and Trusted 6of11 2—HS24 HURRICANE TIE FASTENERS' (Quantity -Type) ALLO3RfABLE,LOADS(Itis� C1c8 ,w , -. MODEL NO. To Rafter or Truss To Double Tjop Plate 84d x 1 % & 2-8d (slant) 8-8d HS24 605 646 1,100 8-8d x 1'/2 84d 625 625 680 '"Slant" nailing refers to 8d common nails installed as toe at an angle approximately 30° with the rafter/truss memgI plate. wili The uplift loads have been increased for Wind or earthq other load durations govem. 'Allowable lateral loads in the F, direction must not be required by code to laterally support the ends of joists/raft `Additional shear transfer elements must be considered tl member. 5F, load direction is parallel to plate, and F2 load direction a HS24 Dimensions b rho U.S. Patents oR 5,603,680 ills on each side of the connector. The nails must be driven through the connector with the nail penetrating through the rafter/truss member into the wood double top ce loading. No further increase is allowed. Allowable loads must be reduced when 3d to replace diaphragm boundary members or nailing or replace solid blocking connector installation induces cross grain bending or tension of the truss or rafter perpendicular to plate. HS24 Installation and Allowable Load Directions 2—HS24 HURRICANE TIE ESR 2613 I Most Widely Accepted and Trusted 7of11 TABLE 3=LTS, WITS, AND HTS TWIST sTReac TWIST STRAP SERIES MODEL NO. STRAP LENGTH (in) TOTAL QUANTITY OF FASTENERS' Al.LOWABLE,UPLtbTLOADs?? When installed with 10d Common Nalls When Installed with 10dx11I7 Common Nails- i Wheci'Installer7kwlth 1U _iCommOntiNails �° ¥ Whemlitsp W.With i'DdX1i�pmtllpD,11l3IiS_a, � _.... _=ifi._ ._� a 16 -- C�� LTS4 LTS12 12 12 12 660 - - 600 LTS16 16 LTS18 18 LTS20 20 MTS4 MTS12 12 14 14 $9Q > 8g0,' a ._ 3, , MTS16 16 MTS18 18 MTS-20 20 MTS30 30 HTS18 16 16 16 1,310 1,310 W HTS' For SI: 1 inch HTS20 20 20 ea to 24 1,310 1,310 HTS24 i 24 j HTS28 1 28 HTS30 ! 30 HTS30C = 25-4 mm 30 1 Ihm = d ZHalf of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 'Tabulated allowable uplift loads have been increased foo, wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. 'Each model of the LTS and MTS heist strap series (except the table. for the MTS30) has more nail holes than the minimum quantity of nails specified in 6HTS30C has the twist in the center of the strap length. 1° Typ. ; 1/4. LTS12 (MTS and HTS Similar) I Typical MTS Installation - Rafter to Stud i FIGURE 3—TWIST STRAPS Typical MTS Installation - Truss to Double Top Plate ESR-2613 j Most Widely Accepted and 8of11 TABLE4—LFTA LIGHT FLOOR TIE ANCHOR' MODEL NO. LFTAANCHOR DIMENSIONS(in) FASTENERS2�L�f3)fy1($iptltq�jaa�i.?i (Quanti T e);- Strap Width (Wj Clear Span Overall Length L LFTA 21/4 17 I 383/8 16-10d Common 1,325 Gnr CI• i nh nr A .... I �. �.. ...v.. - c•.. - , IUJ _ Y.Y.7 IV. 'The LFTA anchor is used to transfer tension forces between vertically aligned wood studs across floor framing with floor joists having a maximum nominal depth of 12 inches. 2Half 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. 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 govem. "jWt, o� r "W1,. 4—LFTA LIGHT FLOOR TIE ANCHOR ESR-2613 I Most IMdelyAccepted and 9of11 nrvu Orn J 1 uu YLATE TIES CONNECTOR FASTENERS' ALLOWABL IffiiijPj AIDS � CONNECTOR MODEL DIMENSIONS (in) (Quantity -Type) SERIES NO. (IA/) (L) To Stud To Plate JCo=� 6 SP1 — — 6-10d 4-10d 555Y 655 SP2 — — 6-10d 6-10d 1,010 11010 SP4 39/,s 71/4 6-10d x 1'/2 — 825 825 SP 6-16d x 2'/2 — 850 850 SP6 59As i 73/4 6-10d x 1'/2 — 825 825 j 6-16d x 2'/2 — 850 850 SP8 75/I6 8 s/Ie 6-10d x 1'/2 — 825 825 6-16d x 2'/2 — 850 850 SPH4 33/16 83/a 10--10 12-10d z 1f,280t.. `)t1�,76 SPH SPH6 59/ts 91/4 10-10dx 11/2 -- � 12-10d x 11/2 — ` N 9 28U_, 10-10d x 1'/2 — - SPHB 7s/16 83/a _ � s ►,'t7�5, 12-10d x 11/2 — '1,280 r *r •1I1' �. 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 approximately 30° with the stud with the nail penetrating through the stud into the wood sill plate. (See detail on this page entitled °SP1 Nailing Profile.") 'Tabulated 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 #or wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. `Allowable 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. I L I , Op >n'4' > I C ;ax... I � �•,� � u t� r;�. � a I � � — Typical SPH4 Installation: SP2 Installation: SP1ISP2 Stud to Wood Sill Plate Stud to Double Top Plate SP7 Nailing Profile (SP4 Slmila�) I SP1 Installation: Stud to Sill Plate Typical SP4 Installation: Double Top Plate to Stud (SPH Similar) FIGUR 0--UP AND SPH STUD PLATE TIES t-2613 I Most Widely Accepted and Trusted Page 1.0 of 11 TABLE 6—RSP4 REVERSIBLE STUD PLATE CONNECTOR' FASTENERS 4 A�-I-OWABLEil:014DS� MODEL (Quantity -Type) _ I ' Ibs pC 1:6 () a NO. _ Lateral° To Stud T o Plate ;Co nection Conflguraiion 4 kUP11fE RSP4 44d x 02 4-8d x 1'/2 Stud to Double Top Plate 390 165 245 Stud to Sill Plate 245 165 225 For Sl: 1 inch = 25.4 mm, 1 Ibs = 4.45 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 be reduced when other load durations govern. °Refer to Figure 6b and 6c for connection configurations. 5FI load direction is parallel to plate, and F2 load direction is perpendicular to plate. Fi i' 41,V a 7a o} FIGURE 6a—RSP4 STUD FIGURE 6b—RSP4 INSTALLATION: FIGURE 6c—RSP4 INSTALLATION: PLATE CONNECTOR STUD TO DOUBLE TOP PLATE STUD TO SILL PLATE DIMENSIONS U.S. PATENT 5,697,725 TABLE 7—SSP AND DSP STUD PLATE TIE CONNECTORS MODEL FASTENERS (Quantity -Type) AIXAtABLE U"' Pjj'LOAD,S �. Cn6 NO. .,6. <. . Douiile To plate I """. •�~-�---�P--�,•..�iii;Pla� �� Studs Double Top Plate Sill Plate ^. �f"0r.&0 'S G;0,564 n IS:Ge: l 4-10d x 02 3-10d x 11/2 — 330 — — SSP — 1-10d x 1'/2 — 395 310 4-10d 3-10d — 410 — - - 1-10d — 430 400 a-10d x 1'/ 6-10d x 1'/z DSP x A 620 — 2-1 Od x 1'/2 8-10d 6-10d 2-10d780;` 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. :When 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. 1tti �1'/s� o g�1�:! d� l °i eh bl yye 1 auk SSP DSP SSP Installation: DSP Installation: 7,065 932t U.S. Patent Single Stud to Sill Plate Double Stud to Double Top Plate 7,065,932 7,356,973 7,368,973 FIGURE 7—SSP/DSP STUD PLATE TIES EBR-2613 I Most Widely Accepted sod 11 Of 11 TABLE 8--HiGT HEAVY GIRDER TIEDOWN CONNECTORS1.2 RmODE0-4 NO. HGT CONNECTOR DISTANCE BETWEEN WIDTH THREADEDIRODS (tM I (on center) (in.) E (inches) FASTENERS T e (Quanttty-Type) ; Threaded Rod7*8 To Multi -ply Truss HGT-2 35/18 5114 2j1C Dia. 16-10d 10,345 HGT-3 HGT-4 415/16 ( 7 3/8 1 6'/'s 9 2 S/e" Dia. 2--5/a" Dia. 16-10d 16-10d . 11,385 For Sh 1 Inch = 25.4mm, 1 Ibs = "—. Ea N. 'The HGT connector can accommodate tcp chord slopes from minimum 3:12 (14°) to maximum 8:12 (34°) and are provided with orascent washers for sloped top chord installations. ZAII elements of the tie -down assembly (..ulti-ply tl usses, vertically aligned wood studs/posts, and the full -height threaded rods) must be designed to resist applied loads. 'The HGT-2, HGT-3, and HGT-4 connecc: attaches to the heel Joint of a two-ply, three-ply, and four -ply wood truss, respectively, where each Ply thickness is nominal 2 inches. 4When the HGT-3 is used with a rnlo-ply truss, shimming is required, and the shimming material must be similar (thickness and grade of lumber) as the truss member material. Additionally,Ithe entire assembly must be designed by a registered design professional to act as one unit. :Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. :The uplift loads have been increased fo: wind or earthquake loading with no further increase is allowed. Reduce loads when other load durations govern. 'Full -height threaded rods are shown in Figure 8 for illustration purposes only, as one method of transferring the design load.from the HGT connector to the foundation. The threaded rod material specifications must be specified by the registered design professional. :Two LBP le -inch washers must be insta::ed on top of each crescent washer. LBP washers and crescent washers are required. Crescent washers are supplied with the connector. _9P'18 washers are available from Simpson Strong -Tie Company, and are 2-Inch square by %44nch thick galvanized steel washers with a cer_e: bolt hol to accommodate a /8-inch diameter threaded bollfrod. Install two lBpw washers on top of each crescent washer (total four%' washers) for wood installation. All washers and crescent washers are required. Crescent washers are supplied. HGT-2 (HGT-3 and HGT-4• similar). Typical HGT-3 Installation with full height threaded rod. The design of the threaded rod, including any necessary hardware or shrinkage compensating devices, is outside the scope of this report. FIGURE 8 L HGT HEAVY GIRDER TIEDOWN CONNECTOR