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RC-20-240 PRODUCT APPROVALSIM200802 Used for Florida State Wide Product Approval # FL11473 Products on this Report which area roved: Product FL# Product FL# DETAL20 11473.1 LGUM210-2-SDS 11473.12 FGTR 11473.2 LGUM210-3-SDS 11473.13 FGTRE 11473.2 LGUM210-4-SDS 11473.14 FGTRHL 11473.2 LGUM26-2-SDS 11473.12 FGTRHR 11473.2 LGUM26-3-SDS 11473.13 HETA12 11473.3 LGUM26-4-SDS 11473.14 HETA16 11473.3 LGUM28-2-SDS 11473.12 HETA20 11473.3 LGUM28-3-SDS 11473.13 HETA24 11473.4 LGUM28-4-SDS 11473.14 HETA40 11473.4 LGUM410-SDS 11473.15 HETAL12 11473.5 LGUM46-SDS 11473.15 HETAL16 11473.5 LGUM48-SDS 11473.15 HETAL20 11473.5 LTA1 11473.16 HGAM10 11473.6 META12 11473.17 HGUM5.25 11473.7 META14 11473.17 HGUM5.50 11473.7 META16 11473.17 HGUM7.00 11473.8 META18 11473.17 HGUM7.25 11473.8 META20 11473.18 HGUM9.00 11473.8 META22 11473.18 HHETA12 11473.9 META24 11473.18 HHETA16 11473.9 META40 11473.18 HHETA20 11473.9 MSTAM24 11473.19 HHETA24 11473.10 MSTAM36 11473.19 HHETA40 11473.10 MSTCM40 11473.19 HM9 11473.6 MSTCM60 11473.19 HTSM16 11473.11 MTSM16 11473.2 HTSM20 11473.11 MTSM20 11473.2 SIMPSON STRONG -TIE COMPANY, INC Jax Apex Technology, Inc. FBPE CA NO. 7547 4745 Sutton Park Court, Suite 402 Jacksonville, FL 32224/ 904/821-5200 Evaluation reports are the opinion of the engineer who prepared the report, based on t:;e find:ngs, are °n r_c way constitute or imply approval by a local building authority. The engineer, in review of the data submitted, finds that, in his opinion, the product, material, system, or method of construction spe^if^111• identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code. SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P. Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology) is toe authorized evaluating engineer of this report. Apex Technology is the prime professional, as defined in Florida Rule 61G-30.002, authorized to sell the engineering services performed by Jeffrey P. Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity. Neither Jeffrey P. Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P. Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with, or meet the intent of, the Florida Building Code. All test reports were prepared by an approved testing laboratory. REPORT NO.: SIM200802 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG -TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 913-72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page 1 of 13 Simpson Strong -Tie Embedded Truss Anchors META12, META14, META16, META18, META20, META22, META24, META40, HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETAL16, HETAL20, HHETAI2, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tiedowns FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGl:M210-3, LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGU 4 ; 0, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.OG 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common nails, and fastens to the wall with either %x2%4' Titen Masonry Screws for a masonry wall, or %4x13/" Titen Masonry Screws for a concrete wall. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.2 HTSM16 and TSM20 wist Straps for Wood to Masonry. The HTSM16 and HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HTSM fastens to the wood member with 10d common nails, and fastens to the wall with either %4X2%4" Titen Masonry Screws for a masonry wall, or'/4X13/" Titen Masonry Screws for a concrete wall. These connectors are manufactured from 14 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson % X 1'/z" SDS screws (provided with the part), and fastens to the wall with either %4x2%" Titen Masonry Screws for a masonry wall, or %xl%" Titen Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HM9. 4.4 HGAM10 Hurricane Gusset Angle. The HGAM10 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson %4 X 1'/z" SDS screws (provided with the part), and fastens to the wall with %4x2%4' Titen Masonry Screws. Allowable loads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle Page 2 of 13 Simpson Strong -Tie Florida Building Code, Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11. ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS _ Allowabip Upli.t LoadE, Fasteners (160) Ga Length g Southern NO.Model ( ) Truss/Rafter CMU Concrete Pine/Douglas Flr- Spruce -Pine -Fir (Titen) (Titen) Larch MTSM16 161 16 7-10d 4-Y4x2% 4-%xl 875 _ 7-i5 MTSM20 16 20 7-10d 4-%x2% 4-%x1% 875 755 HTSM16 14 16 8-10d 4-%x2Y4 4'/axl% 1175 1010 TSM20 14 20 10-10d 4-'/x2Y4 4-%x1% 1175 1010 18 - 4-SDS%X1'/2 5-%4x2Y4 5 %xI% 805 690 HGAM10;'-" 14 - 4-SDS%X1'/2 4-Y4x2'/4 I 4 %x2Y4 850 850 Notes: 1. Loads include a 60% load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. HM9 allowable F1 load shall be 635 Ibs (DFUSYP) & 545 Ibs (SFP), and allowable F2 load shall be 200 Ibs (DFUSYP) & 170 Ibs (SPF). 3. HGAM10 allowable F1 load shall be 1005 Ibs (DFUSYP) & 870 Ibs (SFP), and allowable F2 load shall be 1105 Ibs (DFUSYP) & 950 Ibs (SPF). 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2 %' must be used when framing anchors are installed on each side of the joist or truss. HGAM10 HMO Nr , Moisture barrier not shown Figure 1 Figure 2 Figure 3 Typical MTSMM/HTSM Application Typical HM9 Installation Typical HGAM10 Installation Page 7 of 13 Simpson Strong -Tie DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FASTFNINGS REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 EVALUATION SUBJECT: SIMPSON STRONG -TIE HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING 1CC Icc Icc C PMG !.lSTFa Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPQ Award in Excellence" t! 11► ■au IXIEAM110 IAL A Subsidiary of COOECOUNCIr ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not SCO 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 SOIIEC 17065 to any finding or other matter in this report, or as to any product covered by the report. Pled C;dlfi 100 Body .rwbdgbCCw 1000 Copyright 0 2017 ICC Evaluation Service, LLC. All rights reserved. ICC-ES Evaluation Report ESR-2613 Reissued June 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 Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925-5099 www.strongtie.corn EVALUATION SUBJECT: SIMPSON STRONG -TIE® HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009 and 2006 International Building Code (IBC) ■ 2012, 2009 and 2006 International Residential Code (IRC) 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 2304.9.3 of the IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 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, H7Z, H15, and H15-2 ties are formed from No. 16 gage galvanized steel; the H1, H2, H2.5, H2.5A, H3, H5, H10, 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, tia dime,isions, fastener schedules, and allowable loads. See Ivi,iur_-s la and 1 b for drawings of the hurricane ties recDgni--ed in this report, and Figure 1c for drawings of installation configurations with designated allowaole load directions. 3.1.2 HS24 Hurricane Tie: The HS24 I cur, i une tie anchors wood rafters or trusses to wood wall top plates. The HS24 connector is formed from Ni. 'C gage galvanized steel. See Table 2 for required fasteners and allowable loads. See Figure 2 "or a drawing of the HS24 tie and a typical installation detail. 3.1.3 RST-1 and RST-2 Hurr-Icarle Ties: The RST hurricane ties are used to anchor single -ply word roof trusses (or rafters) to vertically aligned wood studs. The RST-1 is designed to anchor single -ply wood trusses with lumber oriented horizontally, and the RST-2 is designed to anchor two-ply wood trusses with lumber oriented vertically or single -ply wood trusses with lumber oriented horizontally. The RST-1 and RST-2 hurricane tie connectors are fabricated from No. 20 and No. 18 gage galvanized steel, respectively. See Table 3 for RST model numbers, width and length dimensions, required fasteners, and allowable uplift loads. See Figure 3 for drawings of the RST-1 tie and a typical installation detail. 3.1.4 LTS, MTS, and HTS Series Twist Straps: The LTS, ,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, MTS, and HTS series twist straps are formed from No. 18, No. 16, and No. 14 gage galvanized steel, respectively. See Ta: la� A for strap model numbers, overall strap lengths, required fasteners, and allowable uplift loads when installed with different fastener schedules. See Figure 4 for a drawing of an LTS12 twist strap and two typical MTS strap installations. 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 for a drawing of the LFTA connector. 3.1.6 FTA Floor Tie Anchors: The FTA floor tie anchors are used to connect vertically aligned studs between a horizontal wood diaphragm assemblage with floor joists having a maximum 12-inch nominal depth. The FTA2 and FTA5 are formed from No. 10 gage galvanized steel, and the FTA7 is formed from No. 3 gage galvanized steel. See Table 6 for FTA models, anchor dimensions, required fasteners, and allowable tension loads. See Figure as for a drawing of an FTA floor anchor tie defining overall length ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specijically addressed, nor are they fo lx mnsrt•ued as an endorsement of the subject oj'the report or a recotnntendation for its use. There is no Varrantp by ICC Evaluation Service, LUX, express or implied, as to any finding or other matter in this report, a- as to anv product covered by the report. ,, ,��, • - , _ - Copyright © 2017 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 11 ESR-2613 1 Most Widely Accepted and Trusted 2of11 and clear span, and Figure 61a for drawings of a typical FTA anchor installation. 3.1.7 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 7 for SP and SPH models, connector dimensions, required fasteners, and allowable uplift loads. See Figure 7 for drawings of the SP1 and SP2 connector, and of typical stud -to -plate connection details for the SP1, SP2, SP4, and SPH4 connectors. 3.1.8 RSP4 Reversible Stud Plate Ties: The RSP4 tie plates are used to connect a nominally 2-inch-wide wood 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 8 for required fasteners and allowable loads. See Figure 8a for a drawing of the RSP4 connector showing overall dimensions; Figure 8b for a drawing of a typical RSP4 installation connecting a wood double top plate to a wood stud; and Figure 8c for a typical RSP4 installation connecting a wood stud to a wood sill plate. 3.1.9 SSP and DSP 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 SSP and DSP connectors are fabricated from No. 18 gage galvanized steel. See Table 9 for required fasteners and allowable uplift loads. See Figure 9 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 a drawing of a DSP installation connecting a double wood stud assembly to a top plate. 3.1.10 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 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). 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. The HGT tiedown brackets are fabricated from No. 7 gage steel, and are supplied with insert plates and crescent washers. See Table 10 for tiedown connector models, connector dimensions, fastener schedules, and allowable uplift loads. See Figure 10 for a drawing of the HGT-2 tiedown connector, and a drawing of a typical connection detail showing necessary components, including those not covered in this evaluation report, such as the HTT22 tension Tie. 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 FTA floor anchor ties are 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). 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). The body of the HGT heavy girder tiedcwn bre cket is fabricated from ASTM A1011i, SS gFsignation, Grade 33, hot rolled steel with a minimum yield strength ui 3b,000 psi (227 MPa) and a minimum tensile strength of 52,000 ps; (358 MPa), and the crescent wd5,herj of the HCT bracket are fabricated from ASTM A36 3;se; with a ,ninirr.im yield. strength of 36,000 psi (248 MF'a) c.nd a m-nimum tensile strength of 58,000 psi (399 MPz). Base -metal thicknesses for -the uunnector in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM 13RSE-P41l7AL THICKNESS (inch) No. 3 0.2286 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 -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 FTA floor anchor ties and 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 7 for the SPH stud plate tie connectors, which permits lumber having an assigned minimum specific gravity of 0.50 and 0.55; and Table 9 for the SSP and DSP stud -to -plate tie connectors, which ESR-2613 1 Most Widely Accepted and Trusted Page 3 of 11 permits lumber having an assigned minimum specific gravity 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): FASTENERS NAIL DIAMETER (inch) NAIL LENGTH (inches) FYa (psi) 8d X 1% 0.131 11/, 100,000 8d 0.131 2'/2 100,000 10d x 1 % 0.148 1 % 90000 10d 0.148 3 90,000 For SI: 1 inch = 25.4 mm. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with Section 2304.9.5 of the IBC, Section R317.3 of the 2012 and 2009 IRC or Section R319.3 of the 2006 IRC, as applicable. The lumber treater or this report holder (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant 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 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 100°F (37.81C), the allowable loads in this report must be adjusted by the temperature factor, Ct, 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 manufacture's published installation instructions, this reportgoverns. 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 1705.10 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 1705.11 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 com;�cnnnts 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 Hurricaiie and Seismi,; Straps and Ties described in this repoa comply with, or arE suitable alternatives to what jpcc;fied in, thm:e codes listed in Section 1.0 of this report, subject to the followinc conditions: 5.1 The connectors must be manufactured ldpnnfed ano installed in accordance with this report and the manufacturer's published iiistaiiation ;ns,ruct'ons. /. copy of the instructions must be availabl-, 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. 5.6 The FTA series tie anchors are factory -welded connectors manufactured under a quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2010 (editorially revised December 2011). 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 WidelyrAccepted and Trusted Page 7 of 11 TABLE 4—LTS, MTS, AND HTS TWIST STRAPS TWIST STRAP SERIES(in) MODEL NO. STRAP LENGTH TOTAL QUANTITY OF FASTENERS' ALLOWABLE UPLIFT LOADS2" (Ibs) When Installed with 10d Common Nails When Installed + with 10dx1 /Z Common Nails When Installed with 10d Common Nails When Installed with 10dx1'/Z Common Nails CD = 1.6 CD = 1.6 LTS4 LTS12 12 12 12 775 720 LTS16 16 LTS18 18 LTS20 20 MTS" MTS12 12 14 14 1,000 1,000 MTS16 16 MTS18 18 MTS20 20 MTS30 30 HTS16 16 16 16 1,260 1,150 HTS' HTS20 20 20 24 1,450 1,450 HTS24 24 HTS28 28 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. °Each 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. SHTS30C has the twist in the center of the strap length. Typ. 1'14' LTS12 Typical MTS Installation — Typical MTS Installation — (MTS and HTS Similar) Rafter to Stud Truss to Double Top Plate FIGURE 4—TWIST STRAPS