Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
REV-19-3000
v V Nm 3000 itt;�0p'b"W 11 u �YktC( BUILDING PERMIT APPLICATION Miami Shores Village ENTnRED Building Department DEC 17 2019 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY. - Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (30S) 762-4949 } FBC 201'T-y_ 011.1Master Permit Sub Permit No.ucy_ 30DO ❑ BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION [—]RENEWAL ❑ PLUMBING ❑ MECHANICAL ❑ PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: �) 1���` ��� �r "� City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE:1��} OWNER: Name (Fee Simple Ti leholderPhone#: `' v Address: ��� 4E7 2 %F7 1 � •t City: nkQ f t Tenant/Lessee Name: Email: State: F7�_ zip:'1� C� Phone#: CONTRACTOR: Company Name: �� C.O �J 1' C c�c'l �r Phone#:c�G Address: 9S (�--� �'? Of 6171-V y City: Quall State Certification or Registration #: g_!� Certificate of Competency #: DESIGNER: Architect/Engineer: hone#: Address: City: State: ) rZip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ R air/Replace ❑ Demolition Descripti n of Work: , n G� 1� r $p'eci)j ' 61& cif `coldr thou tilk Submittal Fee Permit Fee $ Scanning Fee $ Radon Fee $ Technology Fee $ Structural Reviews $ (Revised02/24/2014) Training/Education Fee $ CCF $ CO/CC $ DBPR $ Notary'$ Double Fee $ Bond $ -2 TOTAL FEE NOW DUE Y _ 11p� S/v Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or A NT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this I� day of —\� Q,4� M Q 20 !� by (6 day of _ ��2 20 by who is personally known to �P`wwho is pe on y known to � Y me or who has produced �L �as me or who has produced L.(V(I— C.lCP as identification and who did take an oath. identification an who did take an oath. NOTARY PUBLIC: NOTARY PUB IC: Sign. Sign: Print: Sl (`(�V (P A� � � Print: S'l p >6, W 7 Seal: Seal: SINDIA ALVAREZ ;x+ SINDIA ALVAREZv"i „." _ �� _ MY COMMISSION k GC 2382T3 0 MY COMMISSION # GG 238273 EXPIRES: September 3, 2022 ••• -Z.- EXPIRES: September 3, 2022 '.?.0RgkV B=W 7Mu Notary Pub k UndeIVRNers It�i� APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) 0 9 Gj N F= 10 2 � IL% " 1 5 +A OP- -Gs e- c e- i K) C, E )� t S-T I t,,1 (,� QJ F-) (4 TO IR- t,� L0 AID E )( I . Q c,- IP 0 0 T 3 e) -_;t) Lb I am - 20 1D- =. of �3 0 LLD' tAoNro SIONA%- (D 0 t �'TO T� L cs o L -�- 2 X 1- 3 3 X � ►_ 'TG ! DOC -�� t i'-! �r^ .�-%I i ,^_' •J.,` j `„ �- �^-- t_l _ 5--- iJ ,`.✓_ I�. �; �t `" i.,,d v �j DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSRX4:• "' .....� SECTION: 0605 23—WOOD, PLASTIC, AND COMPOSITE FASff:NMIGS .. .. .... ...... • .... REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 EVALUATION SUBJECT: SIMPSON STRONG -TIE® FACE -MOUNT HANGERS FOR WOOD FRAMING ICC ICC ICC PMG LISTED t 5r� "2014 Recipient of Prestigious Western States Seismic Policy Council son ININNATIONAL (WSSPQ Award in Excellence" A Subsidiary of CODECOUNCIC 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 any finding or other matter in this IS611EC 17065 report, or as to any product covered by the report. C tl"A..W, Body #low Copyright 0 2018 ICC Evaluation Service, LLC. All rights reserved. IMES Evaluation Report ESR-2549 www.icc-es.orcl 1 (800) 423-6587 1 (562) 699-0543 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.com EVALUATION SUBJECT: SIMPSON STRONG -TIE® FACE -MOUNT HANGERS FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2015, 2012, 2009 and 2006 International Building Codee (IBC) ■ 2015, 2012, 2009 and 2006 International Residential Codee (IRC) Property evaluated: Structural 2.0 USES The Simpson Strong -Tie face -mount hangers described in this report are used as wood framing connectors in accordance with Section 2304.10.3 of the 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 face -mount hangers described in this report are U-shaped hangers that have prepunched holes for the installation of nails into the face of the supporting wood header or beam or ledger. 3.1.1 LU Series Hangers: The LU series hangers are formed from No. 20 gage galvanized steel. See Table 1 for hanger dimensions, required fasteners, and allowable loads; and Figure 1 for a drawing of a typical LU series hanger. 3.1.2 U Series Hangers: The U series hangers are formed from No. 16 gage galvanized steel. See Table 2 for Reissued January 2018 Revised May 2018 This report is subject to renewal January 2019. A Subsidiary of the International Code,; ...... the hanger dimensions, required'facferiers, and allowable loads; and Figure 2 for a draAtfht' of a typical U series ; • •"' hanger. ,"". .. • • • • .... . ..... 3.1.3 HU and HUC Series Hangers: The HU."HUC oo:oo* series hangers are formed frorAW.34 gage�cNvanized ,,.,.. steel. HU hangers having a wid"equal to or greater than 29/16 inches (65 mm) are availalZIbMi"concealectflanges ••�•;, and are specified with the modal desRnatiod%U�*See Table 3 for the hanger dimensions, rqq� red fattent1s, and :**so: allowable loads; and Figure 3a 1or•a drawing.VJ typical • • HU series hanger and Figure 3b for an HUC haMLho• 3.1.4 LUS Series Hangers: The LUS series hangers are formed from No. 18 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 4 for the hanger dimensions, required fasteners, and allowable loads; and Figure 4 for a drawing of a typical LUS series hanger. 3.1.5 MUS Joist Hanger: The MUS series hangers are formed from No. 18 gage galvanized steel. The U-shaped portion of the hangers has prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 5 for the hanger dimensions, required fasteners, and allowable loads; Figure 5 for a drawing of a typical MUS series hanger. 3.1.6 HUS and HUSC Series Hangers: The HUS and HUSC series hangers are formed from No. 14 gage galvanized steel with the exception of the HUS26, HUSC26, HUS28, HUSC28, HUS210, and HUSC210 hangers, which are formed from No. 16 gage galvanized steel. The HUS models having a seat width (W) equal to 39/16 inches (90 mm) are available with concealed flanges and are specified with the model designation HUSC. The hangers have prepunched holes for the installation of joist nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 6 for the hanger dimensions, required fasteners, and allowable loads; and Figure 6 for a drawing of a typical HUS series hanger. 3.1.7 HHUS Series Hangers: The HHUS series hangers are formed from No. 14 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear !CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to he construed CC� as an endorsement of the subject of the report or a recommendation for its use. There is no warrann, by ]CC Evaluation Service. LLC, express or implied, as gamt, to anv finding or other matter in this report, or as to anv product covered by the report � ;;, •.. „- Copyright 0 2018 ICC Evaluation Service, LLC. Al rights reserved. Page 1 of 14 ESR-2549 Most Widely Accepted and Trusted Page 2 of 14 nailing in the installation instructions. See Table 7 for the hanger dimensions, required fasteners, and allowable loads; Figure 7 for a drawing of a typical HHUS series hanger. 3.1.8 SUR/L and SUR/LC Series Hangers: The SUR/L series hangers are formed from No. 16 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. The 2-2x and 4x SUR/L models are available with the A2 flanges concealed and are identified with the model designation SUR/LC. See Table 8 for the hanger dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.9 HSUR/L and HSUR/LC Series Hangers: The HSUR/L series hangers are formed from No. 14 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. The 2-2x and 4x HSUR/L models are available with the A2 flanges concealed and are identified with the model designation HSUR/LC. See Table 9 for the hanger dimensions, required fasteners, and allowable loads; and Figure 9 for a drawing of typical HSUR/L series hangers. 3.1.10 The HTU Series Hangers: The HTU hangers are designed to support trusses installed with full or partial heel heights and gaps between the truss and the supporting girders of up to, but not exceeding, 1/2 inch (12.7 mm), as shown in Tables 10A and 10C, and 1/8 inch (3.2 mm) as shown in Table 10B. Minimum and maximum nailing options are given in Tables 10A, 10B, and 10C to address varying heel heights and support conditions. The HTU hangers are formed from No. 16 gage galvanized steel. See Table 10A and Figures 10A and 10B for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the gap between the truss and the supporting girders is less than or equal to inch (12.7 mm). See Table 10B and Figures 10A and 10B for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the gap between the truss and the supporting girders is less than or equal to 1/8 inch (3.2 mm). See Table 10C and Figures 10A and 10C for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the minimum allowable number of nails is driven into the supporting girder, and the gap between the truss and supporting girder is less than or equal to 1/2 inch (12.7 mm). 3.1.11 The LUCZ Series Hangers: The LUCZ hangers have concealed flanges to allow for installation near the end of a supporting member such as a ledger or header. The hangers are formed from No. 18 gage galvanized steel. See Table 11 and Figure 11 for hanger dimensions, required fastener schedule, allowable loads and a typical installation detail. 3.1.12 The HGUS Series Hangers: The HGUS series hangers are formed from No. 12 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45 degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 12 for the HGUS series hanger model numbers, hanger dimensions, required fasteners, and allowable loads; and Figure 12 for a drawing of a typical HGS hanger. 3.2 Materials: 3.2.1 Steel: All hangers described in this report, with the exception of the HTU and HGUS series hangers, are manufactured from galvanized steel complying with ASTM A653, SS designation, Grade 33 with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tensile strength, F,,, of 45,000 psi (310 MPa). The HTU and HGUS series hangers are manufactured from galvanized steel complying with ASTM A653 SS designation, Grade 40 with a minimum yield strength, Fy, of 40,000 psi (276 MPa) and a minimum tensile strength, Fu, of 55,000 psi (379 MPa). Minimum base -steel thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BX51ovMETAL THICKNES§ f &b) No. 12 • •.' ; 0.0975 • No. 14 •••••• 0.0685 No. 16 •""' 0.0555 No.18 • • 0.0415'"" No.20 ••�•.. 0.0335•••• For SI: 1 inch = 25.4 mm. •• •• ••" The hangers have a min VLH O1390 zinc • joating specification in accordance with ASTM Ante. Some models (designated with a model %%ber enbng with Z) are available with a G185 zinc•eoatTg spoflclalicn in accordance with ASTM A653. Some models (M&?i�nated 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 for all hangers in this report, except the LUCZ series hangers, do not include the Z or HDG ending, but the information shown applies. 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: Wood members with which the connectors are used must be either sawn lumber, structural glued laminated timber or other engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for structural glued laminated timber and engineered lumber) except as noted in Section 4.1. The thickness of the supporting wood member (header, beam, or ledger) must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Nails used for hangers described in this report must comply with ASTM F1667 and have the following minimum fastener dimensions and bending yield strengths (Fyb): COMMON NAIL SIZE SHANK DIAMETER (inch) FASTENER LENGTH (inches) Fyb (psi) 10d x 11/2 0.148 11/2 90,000 10d 0.148 3 90,000 16d X 2'/2 0.162 2'/2 90,000 16d 0.162 3'/2 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with 2015 IBC Section 2304.10.5, 2012, 2009 and 2006 IBC Section 2304.9.5 or 2015. 2012 and 2009 IRC Section R317.3. or ESR-2549 Most Widely Accepted and Trusted Page 3 of 14 2006 IRC Section R319.3, 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 where 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, Cr, 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, the most restrictive governs. 5.0 CONDITIONS OF USE The Simpson Strong -Tie face -mount hangers for wood - framed construction 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. In the event of conflict between this report and the Simpson Strong - Tie published installation instructions, the more restrictive governs. 5.2 Calculations showing compliance with this report must be submitted to the code official. The j:&ylations must be prepared by a registered design r ional ...•s* where required by the sttuteseQf the jurrisdiition in so which the project is to be cortStructed. • :. • • . • • •..•.. 0YY 5.3 Adjustment factors noted* in o •eYj tion 4.1 oqnd the . • applicable codes must to considejed, .where • applicable. .••••. •••••• ••.•� oo 5.4 Connected wood membe�;.,ppo fasteners•!must ••••• comply, respectively, with Se 0grjl 3.2.2 000l3.2.3 of • • • • : • this report. gooses . • 5.5 Use of connectors with prtser Ave trestep C,, fire • • • • • • retardant treated lumber must begin acco;darim with ;....0. Section 3.2.1 of this report.. jte;of fastwiera with • • preservative treated or fire retardant treledJwmber 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 February 2017. 7.0 IDENTIFICATION The products described in this report are identified with a die -stamped label or an 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. TABLE 1—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS DIMENSIONS' (inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS3,4,6 (Ibf) MODEL No. W H B Headers Joist Uplift, Download Co = 1.6 CD = 1.0 CD= 1.15 CD= 1.25 10d 16d 10d 16d 10d 16d LU24 19/1, 31/, 11/2 4 2-10d x 11/2 240 465 555 530 630 570 655 LU26 19/16 43/a 11/2 6 4-10d x 02 540 695 835 800 950 860 1,030 LU28 19/1, 63/8 11/2 8 6-10d x 02 850 930 1,110 1,065 1,180 1,145 1,180 LU210 19/16 773/18 1'/2 10 6-10d x 11/2 850 1,160 1,390 1 1,330 1 1,580 1 1,430 1,615 For SI: 1 inch = 25.4 mm. 1 Ibf = 4.45 N. 'Refer to Figure 1 for definitions of hanger nomenclature (W, H, B). 'Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. `LU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm). The height, H, of the � st hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. TThe quantity of 10d or 16d common nails specified in the "Header" column under "Fasteners" is required to achieve the tabulated allowable loads shown in the Allowable Download "10d" or "16d" columns. 6Aloowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. ESR-2549 Most Widely Accepted and Trusted Page 4 of 14 TABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS MODEL DIMENSIONS (inches) FASTENER S2 (Quantity -Type) ALLOWABLE LOADS3,4,5 (Ibf) Uplift 6 Download No. W H B Headers Joist CD = 1.6 === Co 1.0 CD 1.15 CD 1.25 10d 16d 10d 16d 10d 16d U24 19/16 31/e 2 4 2-10d x 11/2 240 490 575 550 650 590 705 U26 19/16 43/4 2 6 4-10d x 11/2 535 730 865 830 980 890 1,055 U210 19/,6 713/,6 2 10 6-10d x 11/2 990 1,220 1,440 1,380 1,565 1,480 1,565 U214 19/,6 10 2 12 8-10d x 11/2 990 1,465 1,730 1,655 1,955 1775 2,110 U34 29/,6 33/6 2 4 2-10d x 11/2 240 490 575 550 650 590 705 U36 29/,6 53/8 2 8 4-10d x 11/2 535 975 1,150 1,105 1,305 1,185 1,410 U310 29/16 87/8 2 14 6-10dx11/2 990 1,710 2,015 1,930 2,280 2,97t1••.2,465 U314 29/16 101/2 2 16 6-10d x 11/2 990 1,950 2,305 2,210 2.6•10 2,3 0 2,815 U24-2 3'/e 3 2 4 2-10d 240 490 575 550 650 5@00 00705 U26-2 31/8 5 2 8 4-10d 535 975 1,150 1,105 1.30 1,185 1,410 U210-2 31/e 81/2 2 14 6-10d 990 1,750 2,015 1,930 0 ;040 2,Q70 .2,465 U44 39/16 27/e 2 4 2-10d 240 490 575 550 •..r& 5 705 U46 39/,6 4% 2 8 4-10d 535 975 1,150 1,105 ••41ON6 11185• •f,410 U410 39/,6 8% 2 14 6-10d 990 1,710 2,015 1,930 • 2G MO 2,1l" 2,465 U414 39/,6 10 2 16 6-10d 990 1,950 2,305 2,210 •12:i1Q 2,370 2,815 U26-3 45/8 41/4 2 8 4-10d 535 975 1,150 1,105 1,309 1,18 • 1,410 U66 51/2 5 2 8 4-10d 535 975 1,150 1,105 145 1,185 1,410 U610 51/2 81/2 2 14 6-10d 990 1,710 2,015 1,930 2,280 2,0*7 2,465 U210-3 4% 73/4 2 14 6-1Od 990 1,710 2,015 1,930 2,280 2,070 2,465 U24R 21/,6 3% 2 4 2-10d x 11/2 240 490 575 550 650 590 705 U26R 21/,6 55/e 2 8 4-10d x 11/2 535 975 1,150 1,105 1,305 1,185 1,410 U210R 21/,6 91/8 2 14 6-10d x 11/2 990 1,710 2,015 1,930 2,280 2,070 2,465 U44R 4'/16 2% 2 4 2-16d 240 490 575 550 650 590 705 U46R 4'/16 4% 2 8 4-16d 535 975 1,150 1,105 1,305 1,185 1,410 U410R 4'/,6 8'/e 2 14 6-16d 990 1,710 2,015 1,930 2,280 2,070 2,465 U66R 6 5 2 8 4-16d 535 975 1,150 1,105 1,305 1,185 1,410 U610R 6 81/2 2 14 6-16d 990 1,710 2,015 1,930 2,280 2,070 2,465 For SI: 1 inch = 25.4 mm. 1 Ibf = 4.45 N. 'Refer to Figure 2 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4U Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. SThe quantity of 10d or 16d common nails specified in the "Header" column under "Fasteners" is required to achieve the tabulated allowable loads shown in the Allowable Download "10d" or "16d" columns. 6Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. zA ;je° for l"U FIGURE 1-LU SERIES HANGER FIGURE 2-U SERIES HANGER (See Table 1-Page 3) (See Table 2-above) ESR-2549 Most Widely Accepted and Trusted Page 5 of 14 TABLE 3-ALLOWABLE LOADS FOR THE HU/HUC SERIES JOIST HANGERS MODEL HANGER DIMENSIONS' (inches) FASTENERS2 (Quantity -Type) s45 ALLOWABLE LOADS (Ibf) ' ' NO. W H B Header Joist Uplift6 Download Co=1.6 Cp=1.0 Cp=1.15 Cp=1.25 HU26 19/1, 3'/16 21/4 4-16d 2-10d x 11/2 305 595 670 720 HU28 19/16 51/4 2'/4 6-16d 4-10d x 1% 605 895 1,010 1,080 HU210 19/16 71/8 21/4 8-16d 4-10d x 1% 605 1,190 1,345 1,440 HU212 19/16 9 21/4 10-16d 6-10d x 11/2 1,135 1,490 1,680 1,800 HU214 19/16 101/8 21/4 12-16d 6-10d x 11/2 1,135 1,790 2,015 2,160 HU216 19/16 1215/16 21/4 18-16d 8-10d x 11/2 1,510 2,680 3,025 3,240 HU34 29/16 33/e 2112 4-16d 2-10d x 1% 380 595 670 720 HU36 29/16 53/8 21/2 8-16d 4-10d x 1% 605 1,190 1,345 9• 91.440 HU38 29/16 71/8 21/2 10-16d 4-10d x 1% 605 1,490 • •1,680 • • 0'0,800 HU310 29/,6 87/8 21/2 14-16d 6-10d x 11/2 905 2,085 • • 2,350 • 0 HU312 29/16 105/8 21/2 16-16d 6-10d x 11/2 905 2,385 • • • • •2!690 2,880 HU314 29/16 123/8 21/2 18-16d 8-10d x 11/2 1,510 2,680 • • • "025 03,240 HU316 29/16 14% 21/2 20-16d 8-10d x 11/2 1,510 2,980 • • • %360 • • *9:f00 HU44 39/16 2'/8 21/2 4-16d 2-10d 380 595 000 670 720 HU46 39/16 53/,6 21/2 8-16d 4-10d 755 1,190 • 0 1.345 • 1,440 HU48 39/16 6 13/ 16 21/2 10-16d 4-10d 755 1,490 1,680 1,800 HU410 39/16 85/8 21/2 14-16d 6-10d 1,135 2,085 • • 2;650 2 520 HU412 39/16 105/16 21/2 16-16d 6-10d 1,135 2,385 2,690 •i0o HU414 39/16 125/8 21/2 18-16d 8-10d 1,510 2,680 • • 3 25 .•,1.240 HU416 39/16 13'18 21/2 20-16d 8-10d 1,510 2,980 3,360 • • 3680 HU66 51/2 43/16 21/2 8-16d 4-16d 895 1,190 1,345 1,440 HU68 51/2 513/16 2% 10-16d 4-16d 895 1,490 1,680 1,800 HU610 5'/2 75/8 21/2 14-16d 6-16d 1,345 2,085 2,350 2,520 HU612 51/2 9% 21/2 16-16d 6-16d 1,345 2,385 2,690 2,880 HU614 5112 115/8 21/2 18-16d 8-16d 1,780 2,680 3,025 3,240 HU616 51/2 12"/,6 21/2 20-16d 8-16d 1,780 2,980 3,360 3,600 HU24-2 31/8 31/,6 21/2 4-16d 2-10d 380 595 670 720 HU26-2 31/8 53/8 21/2 8-16d 4-10d 755 1,190 1,345 1,440 HU28-2 3'/e 7 21/2 10-16d 4-10d 755 1,490 1,680 1,800 HU210-2 3% 8 131 16 21/2 14-16d 6-10d 1,135 2,085 2,350 2,520 HU212-2 31/8 109/,6 21/2 16-16d 6-10d 1,135 2,385 2,690 2,880 HU214-2 31/8 1213/16 21/2 18-16d 8-10d 1,510 2,680 3,025 3,240 HU216-2 31/8 137/8 21/2 20-16d 8-10d 1,510 2,980 3,360 3,600 HU310-2 51/8 8'/8 21/2 14-16d 6-10d 1,135 2,085 2,350 2,520 HU312-2 51/8 10% 21/2 16-16d 6-10d 1,135 2,385 2,690 2,880 HU314-2 51/s 12% 21/2 18-16d 8-10d 1,510 2,680 3,025 3,240 HU26-3 411/16 51/2 21/2 8-16d 4-10d 755 1,190 1,345 1,440 HU210-3 411/16 89/16 21/2 14-16d 6-10d 1,135 2,085 2,350 2,520 HU212-3 411/16 105/16 21/2 16-16d 6-10d 1,135 2,385 2,690 2,880 HU214-3 411/16 12'/16 21/2 18-16d 8-10d 1,510 2,680 3,025 3,240 HU216-3 411/16 137/8 21/2 20-16d 8-10d 1,510 2,980 3,360 3,600 HU210-4 61/8 83/8 21/2 14-16d 6-16d 1,345 2,085 2,350 2,520 HU88 71/2 65/8 21/2 10-16d 4-16d 895 1,490 1,680 1,800 HU810 71/2 83/8 21/2 14-16d 6-16d 1 1,345 1 2,085 1 2,350 2,520 HU812 71/2 101/e 21/2 16-16d 6-16d 1,345 2,385 2,690 2,880 HU814 71/2 117/e 21/2 18-16d 8-16d 1,780 2,680 3,025 3,240 HU816 71/2 135/8 21/2 20-16d 8-16d 1,780 2,680 3,360 3,600 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figures 3a and 3b (page 6) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3HU series hangers with widths (W) equal to or greater than 2 9/,6 inches (65 mm) are available with header flanges turned in (concealed) and are identified with the model designation HUC#. See Figure 3b (page 6). `Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 5HU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. ESR-2549 Most Widely Accepted and Trusted Page 6 of 14 TABLE 4-ALLOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS MODEL DIMENSIONS' (inches) COMMON NAILS' (Quantity -Type) ALLOWABLE LOADS''` (Ibf) NO. W H B Header 5 Joist Uplift` Download Cp=1.6 Cp=1.0 Co=1.15 Co=1.25 LUS24 19/15 31/8 13/4 4-10d 2-10d 435 670 765 820 LUS26 19/18 43/4 1'/4 4-10d 4-10d 1,165 865 990 1,060 LUS28 19/15 6% 13/4 6-10d 4-10d 1,165 1,100 1,260 1,350 LUS210 19/15 773/15 13/4 8-1Od 4-10d 1,165 1,335 1,530 1,640 LUS24-2 31/8 3'/e 2 4-16d 2-16d 410 800 905 980 LUS26-2 31/e 415/16 2 4-16d 4-16d 1,060 1,030 1,170 1,265 LUS28-2 31/e 7 2 6-16d 4-16d 1,060 1,315 1,490 1,610 LUS210-2 31/e 815/16 2 8-16d 6-16d 1,445 1,830 2,075 •• t2.45 LUS214-2 3% 1015/15 2 10-16d 6-16d 1,445 2,110 • •395 2,590 LUS26-3 45/e 4'/8 2 4-16d 4-16d 1,060 1,030 1,170 40•1!265 LUS28-3 45/8 61/4 2 6-16d 4-16d 1,060 1,315 • 1 490 •1,610 LUS210-3 45/e 813/16 2 8-16d 6-16d 1,445 1,830 ••�,075 2.245 LUS36 29/15 51/4 2 4-16d 4-16d 1,060 1,030 • ••9*170 1,265 LUS44 39/18 3 2 4-16d 2-16d 410 800 • a • • •905 • •990 LUS46 39/16 4'/4 2 4-16d 4-16d 1,060 1,030 • •1,170 ••1,265 LUS48 3'/16 63/4 2 6-16d 4-16d 1,060 1,315 • •;1;90 1,610 LUS410 39/18 83/4 2 8-16d 6-16d 1,445 1,830 • 2,t75 •2,2�5 LUS414 39/18 10'/4 2 10-16d 6-16d 1,445 1 2,110 •L • ,895 1 2,590 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. • • • • • • 'Refer to Figure 4 (this page) for definitions of hanger nomenclature (W, H, B). 'Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4LUS Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. SAllowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. f° m 'I is 6 6 o t/ N 9 FIGURE 3a-HU SERIES HANGER FIGURE 3b-HUC SERIES HANGER FIGURE 4-LUS SERIES HANGER (See Table 3-Page 5) (See Table 3, Footnote 3-Page 5) (See Table 4 above) ESR-2549 Most WIdely Accepted and Trusted Page 7 of 14 TABLE 5-ALLOWABLE LOADS FOR THE MUS SERIES HANGERS MODEL DIMENSIONS' (inches) COMMON NAILSz (Quantity -Type) ALLOWABLE LOADS''` (Ibf) NO. W H B Header s Joist Uplifts Download CD = 1.6 CD = 1.0 Cp = 1.15 Co = 1.25 MUS26 19/16 53/,6 2 6-10d 6-10d 930 1,295 1,480 1,560 MUS28 1 19/,6 63/4 2 8-10d 8-10d 1,320 1,730 1,975 2,125 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B). zRefer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4MUS series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by •Y•• others. • • 6 Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) totachigt :the tabuletetlfoads. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. %* allowable uplift loads must be reduced when other load durations govern. • • • • • • : • • • • • • ••••�• • FIGURE 5-MUS HANGER (see Table 5) •••• h*Z. `• 'I• • • • ••••• • • 0. • • •• • • rt • + • •a•• i FIGURE 6-HUS SERIES HANGER (see Table 6) TABLE 6-ALLOWABLE LOADS FOR THE HUS AND HUSC SERIES HANGERS DIMENSIONS' (inches) COMMON NAILSZ (Quantity -Type) ALLOWABLE LOADS3'4'' (Ibf) MODEL NO. W H B Header Joists Uplift6 Download Cp=1.6 Cp=1.0 Cp=1.15 Cp=1.25 HUS26 1% 53/6 3 14-16d 6-16d 1,320 2,735 2,845 2,845 HUS28 15/6 71/,6 3 22-16d 8-16d 1,760 3,695 3,695 3,695 HUS210 15/6 91/,6 3 30-16d 10-16d 2,635 5,450 5,795 5,830 HUS46 39/,6 45/,6 2 4-16d 4-16d 1,165 1,055 1,195 1,290 HUS48 39/,6 6/16 2 6-16d 6-16d 1,320 1,580 1,790 1,930 HUS410 39/,6 815/16 1 2 8-16d 8-16d 3,220 2,110 2,385 2,575 HUS412 39/,6 103/4 2 10-16d 10-16d 3,435 2,635 2,985 3,220 HUS26-2 31/6 53/,6 2 4-16d 4-16d 1,165 1,055 1,195 1,290 HUS28-2 31/a 7 3/1 6 2 6-16d 6-16d 1,320 1,580 1,790 1,930 HUS210-2 31/6 93/16 2 8-16d 8-16d 3,220 2,110 2,385 2,575 HUS212-2 3'/6 11 2 10-16d 10-16d 3,435 2,635 2,985 3,220 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'Refer to Figure 6 (this page) for definitions of hanger nomenclature (W, H, B). zRefer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4HUS series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. SJoist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. 'HUS series hangers with widths (W) equal to or greater than 39/16 inches (90 mm) are available with header flanges turned in (concealed) and are identified with the model designation HUSC#. ESR-2549 Most WIde/y Accepted and Trusted Page 8 of 14 TABLE 7-ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS DIMENSIONS' (inches) COMMON NAILS2 (Quantity -Type) ALLOWABLE LOADS1'4 (Ibf) MODEL NO. W H B Header Joists Uplifts Download CD= 1.6 Co= 1.0 CD= 1.15 CD= 1.25 HHUS26-2 35/,s 5'/,s 3 14-16d 6-16d 1,320 2,830 3,190 3,415 HHUS28-2 35/,s 7'/2 3 22-16d 8-16d 1,760 4,265 4,810 5,155 HHUS210-2 35/,s 9'/s 3 30-16d 10-16d 3,550 5,705 6,435 6,485 HHUS46 3% 51/4 3 14-16d 6-16d 1,320 2,830 3,190 3,415 HHUS48 3% 71/s 3 22-16d 8-16d 1,760 4,265 4,810 5,155 HHUS410 3% 9 3 30-16d 10-16d 3,550 5,705 6,435 o 9 •rx,485 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 7 (this page) for definitions of hanger nomenclature (W, H, B). • • • : • • •: • • 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. • • • • • • ' • • • • • • 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building aide: • • • • • 4HUS series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (Wo1j) times the depth of the• • joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the jckst i 0,1125 inctt(97fifi). The.* • • • height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by • • • • • others. • • • 5Joist nails must be driven at a 45 degree angle through the joist into the header/beam to achieve the tabulated ioedt.• • •• • • • • •; • sAllowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. I" allowable uplift leads must • • be reduced when other load durations govern. * • ; .. • ...• •. FIGURE 7-HHUS SERIES HANGER (see Table 7) FIGURE 8-SUR/L SERIES HANGER (see Table 8) TABLE 8-ALLOWABLE LOADS FOR THE SUR/L AND SUR/LC SERIES JOIST HANGERS MODEL DIMENSIONS' (inches) FASTENERS2 (Quantity -Type) ALLOWABLE LOADS''4,6 (Ibf) NO. W H B Al A2 Header Joist Uplifts Download CD= 1.6 CD= 1.0 CD= 1.15 CD= 1.25 SUR/1_24 19/,c, 31/15 2 0e 1'/4 4-16d 4-10d x 1'/2 395 575 650 705 SUR/1_26 11/15 5 2 11/s 1'/4 6-16d 6-10d x 1% 675 865 980 1,055 SUR/1_26-2 31/a 415/,s 2% 1% 2% 8-16d 4-16dx11/2 725 1,150 1,305 1,325 SUR/1-210 11/,s 83/16 2 1'/s 11/4 10-16d 10-10d x 11/2 1,250 1,440 1,630 1,760 SUR/1_214 11/,s 10 2 11/1 11/4 12-16d 12-10d x 11/2 1,890 1,730 1,955 2,110 SUR/1_210-2 3'/s 8"/,s 25/8 11/2 23/s 14-16d 6-16d x 2% 1,150 2,015 2,280 2,345 SUR/L2.56/9 2'/1s 8"/1s 3'/,s 11/s 21/s 14-16d 2-10d x 1% 210 2,015 2,280 2,465 SUR/L2.56/11 29/,s 101s 33/" 11/, 2'/s 16-16d 2-10d x 11/2 210 2,305 2,610 2,665 SUR/1_414 397 12'/2 2% 1 2% 18-16d 8-16d x 2'/2 1,490 2,400 2,400 2,400 For SI: 1 inch = 25.4 mm. 1 Ibf = 4.45 N. 'Refer to Figure 8 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45° skew. 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4SUR/L series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. 6The 2-2x and 4x SUR/L models are available with the A2 flanges concealed and are specified with the model designation SUR/LC. ESR-2549 Most Widely Accepted and Trusted Page 9 of 14 TABLE 9—ALLOWABLE LOADS FOR THE HSUR/L AND HSUR/LC SERIES JOIST HANGERS MODEL DIMENSIONS' (inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS3,4,6 (Ibf) NO. W H B Al A2 Header Joist Uplift, Download CD= 1.6 CD= 1.0 CD= 1.15 CD= 1.25 HSUR/L26-2 3'/, 4"/,6 2'/16 1'/4 2'/,6 12-16d 4-16dx2'/2 725 1,790 1,795 1,795 HSUR/L210-2 31/, 8"/16 2'/16 1'/4 2'/,6 20-16d 6-16dx2'/2 1,150 2,980 3,360 3,410 HSUR/L214-2 31/, 12"/,6 2'/16 1'/4 2'/16 26-16d 8-16dx2'/, 1,490 3,875 4,370 4,680 HSUR/L46 39/,6 4'/4 2'/16 1 2'/,6 12-16d 4-16d 725 1,790 1,795 1,795 HSUR/L410 3'/,6 8'/2 2'/16 1 2'/,6 20-16d 6-16d 1,150 2,980 3,360 3,410 HSUR/L414 39/,6 121/2 27/1, 1 2'/16 26-16d 8-16d 1,490 3,875 4,370 • •4680 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. • • • • • • """ 'Refer to Figure 9 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45° skew. " • : • • • • • • 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. '";" ` • • `• • 4Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building sock! • • • *fee** HSUR/L series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (OV4 al) times the depth of the* • joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the jdlsj js 0,125 inct;(`3:2`AM,). Thee • • • • height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as g%g %ned by * • ; • •' others. ,Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. Tye 51lowable ut loads must' * ` be reduced when other load durations govern. • • • • • • • • 6The 2-2x and 4x HSUR/L models are available with the A2 flanges concealed and are specified with the model :iesi�ne2ion HSWQ/LC. • • • • • • • • Fes' lz d.7 FIGURE 9—HSUR/L SERIES HANGER ESR-2549 Most Widely Accepted and Trusted Page 10 of 14 TABLE 10A-DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS (1/2 Inch Maximum Gap between Supporting Member and Supported Member- Maximum Number of Nails into Supporting Member) MODEL No. DIMENSIONS' (inches) FASTENERS' (Quantity -Type) s,6 ALLOWABLE LOADS (Ibf) W H B Into Supporting Member Into Supported Member Uplift' Download Co=1.6 Co=0.9 Co=1.0 Co=1.15 Cp=1.25 Cp=1.6 Single 2X Sizes HTU26 (1/2" Gap -Min Nail)' 1% 5'/16 3% 20-16d 11-10dx1'/2 635 2,395 2,395 2,395 2,395 2,395 1% 5'/,6 3'/2 20-16d 14-10dx1'/2 1,175 2,640 2,940 3,100 3,100 3,100 HTU26 (1/2" Gap- Max Nail)2 1% 5'/,6 3'/2 20-16d 20-10dx1'/2 1,215 2,640 2,940 3,320 3,580 3,630 HTU28 (1/2" Gap - Min Nail)' 15/6 7/,6 3'/2 26-16d 14-10dx1'/2 1,110 3,430 3,770 3,770 3!r/U` 3,770 HTU28 ('/2" Gap - Max Nail)2 1% 7/,6 3'/2 26-16d 26-10dxl'/2 1,920 3,430 3,820• *4-45 4'6 • 5,01 HTU210 02" Gap - Min Nail)' 15/e 9'/,6 3% 32-16d 14-10dx1112 1250 3,600 3,600 ' 3,60 • 3,600 HTU210 (1/2" Gap - Max Nail)2 15/e 9'/,6 3'/2 32-16d 32-10dx1'/2 3255 4,225 4,705 ,020 5,020 5,02 Double 2X Sizes • • • • HTU26-2 (1/2" Gap - Min Nail)' 35/16 57/,6 3'/2 20-16d 14-10d 1,515 2,640 2,9400 •�,•320 ,�'S'�b• 3,50Q • HTU26-2 (1/2" Gap - Max NaiIf 35/16 5'/,6 31/2 20-16d 20-10d 1,910 2,640 2,940,_,, J,,390 3,50994 3,50(00 HTU28-2 ('/2" Gap - Min Nail)' 35/,6 7'/,6 3'/2 26-16d 14-10d 1,490 3,430 3,820 • 8,080 8665 3,980 - HTU28-2 ('/2" Gap - Max Nail)2 35/,6 71/,6 31/2 26-16d 26-10d 3,035 3,430 3,820 • • 4,615 4,655 5,520 HTU210-2 ('/2" Gap - Min Nail)' 35/16 91/16 31/2 32-16d 14-10d 1,755 4,225 4,255 • 4,2d5 1,1!55' 4,25 HTU210-2 ('/2" Gap - Max Nail)2 35/,6 9'/,6 31/2 32-16d 32-10d 3,855 4,225 4,705; 5sy0 ,73 6,470e For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. ••• 'The suffix '(1/2" Gap - Min Nail)' corresponds to installed conditions where the gap between the supporting member and supported member is more than inch (3.2 mm) and less than or equal to'/2 inch (12.7 mm), and, at a minimum, the number of nails specified in the table above are installed into the supported wood truss. Refer to Figure 10B on page 11 for a typical installation detail. 2The suffix '(1/2" Gap - Max Nail)' corresponds to installed conditions where the gap between the supporting member and supported member is more than 1/6 inch (3.2 mm) and less than or equal to 1/2 inch (12.7 mm), and all of the pre -punched nail holes in the U-shaped portion of the hanger supporting the truss joist) are filled with nails. This is designated in the table as "Max Nail" and is shown in Figure 1013 on page 11. 'Refer to Figure 10A for definitions of hanger nomenclature (W, H, B). 'Allowable loads correspond to installations where the maximum possible number of nails is driven into the supporting member. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 5Tabulated allowable loads are for installations in wood members complying with Section 3.2.2 of this report. 6Tabulated loads must be selected based on the applicable load duration factor, CD, as permitted by the applicable building code. See Sections 4.1 and 4.2 for design and installation requirements. 'HTU series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm), for joists having a height no greater than the height (H) of the hanger. Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The tabulated allowable uplift loads must be reduced proportionally when other load durations govern. FIGURE 10A-HTU SERIES HANGER ESR-2549 Most Widely Accepted and Trusted Page 11 of 14 TABLE 1013-DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS ('18 Inch Maximum Gap between Supporting Member and Supported Member- Maximum Number of Nails into Supporting Member) MODEL No. DIMENSIONS' (inches) FASTENERS` (Quantity -Type) ALLOWABLE LOADS 6'6'' (Ibf) W H B Into Supporting Member Into Supported Member Uplift° Download Cp=1.6 Cp=0.9 C11=1.0 Cp=1.15 Cp=1.25 Cp=1.6 Single 2X Sizes HTU26 (1/8" Gap -Min Nail)' 1% 57/,6 31/2 20-16d 11-10dxl'/2 640 2,640 2,670 2,670 2,670 2,670 1% 5'/,6 31/2 20-16d 14-10dx11/2 1,250 2,640 2,940 3,200 3,200 3,200 HTU26 ('/8" Gap - Max Nail)2 1% 57/,6 3'/2 20-16d 20-10dxl'12 1,555 2,640 2,940 3,320 3,580 4,010 HTU28 ('/8" Gap - Min Nail)' 1% 7'/16 3'/2 26-16d 14-10dx1112 1,235 3,430 3,820 3,895 3,895 3,895 HTU28 ('/8' Gap - Max Nail)2 1% 71/16 3'/2 26-16d 26-10dx1'/2 2,020 3,430 3,820 4,315 4,655 5,435 HTU210 (1/8" Gap - Min Nail)' 1% 9'/16 3% 32-16d 14-10dx11/2 1,330 4,225 4,300 4,300 4,300 4,300 HTU210 ('/6" Gap - Max Nail)2 1% 91/16 3'/2 32-16d 32-10dxl'/2 3,315 4,225 4,705 5,310 %;J0• • 5,99.5. Double 2X Sizes • • : • • HTU26-2 (1/8" Gap - Min Heel)' 35/16 57/16 31/2 20-16d 14-10d 1,515 2,640 2,9409 • "3!320 03,580 3,91t• HTU26-2 ('/8' Gap - Max Nail)2 35/16 57/16 31/2 20-16d 20-10d 2,175 2,640 2,940• • Y3*20 3,580 4,486- HTU28-2 ('/8" Gap - Min Nail)' 35/16 71/16 31/2 26-16d 14-10d 1,530 3,430 3,8209 •,,4,3110 V11V 4,31g. HTU28-2 (1/8" Gap - Max Nail)2 35/16 71/16 31/2 26-16d 26-10d 3,485 3,430 3,820• • *4015 4,%Co • 5,829 • HTU210-2 (1/8" Gap - Min Nail)' 35/16 91/16 31/2 32-16d 14-10d 1,755 4,225 4,7050 '40815 1 04•,'d13 4,819 • HTU210-2 ('/6" Gap- Max Nail)2 35/16 91/16 3'/2 32-16d 32-10d 1 4,110 4,225 1 4,705: b 3A0 1 5,730 1 6,515 • • • For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. • • • 'The suffix '('/8" Gap - Min Nail)' corresponds to installed conditions where the gap between the supporting membe+end supportedb*80d truss is•%e • • inch (3.2 mm) or less, and at a minimum, the number of nails specified in the table above are installed into the supported wood trusc.Refer to Figure 10B for a typical installation detail. 2The suffix '(1/8" Gap - Max Nail)' corresponds to installed conditions where the gap between the supporting member and supported wood truss is '/8 inch (3.2 mm) or less, and the all of the pre -punched nail holes in the U-shaped portion of the hanger supporting the truss (joist) are filled with nails. This is designated in the table as "Max Nail" and is shown in Figure 1013 on this page. 4Refer to Figure 10A for definitions of hanger nomenclature (W, H, B). Allowable loads correspond to installations where the maximum possible number of nails is installed into the supporting member. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 5Tabulated allowable loads are for installations in wood members complying with Section 3.2.2 of this report. 6Tabulated loads must be selected based on the applicable load duration factor, CD, as permitted by the applicable building code. See Sections 4.1 and 4.2 for design and installation requirements. 'HTU series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm), for joists having a height no greater than the height (H) of the hanger. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The tabulated allowable uplift loads must be reduced proportionally when other load durations govern. Min. hee height per table between end of truss and carrying member FIGURE 1013TYPICAL HTU INSTALLATION E&R-2549 Most Widely Accepted and Trusted Page 12 of 14 TABLE 10C—DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS — ALTERNATE INSTALLATION (1/2 Inch Maximum Gap between Supporting Member and Supported Member - Minimum Number of Nails into Supporting Member) MODEL No. ' DIMENSIONS' (inches) FASTENERS` (Quantity -Type) s 8 ALLOWABLE LOADS ' ' (Ibf) W H B Into Supporting Member Into Supported Member uplift, Download Cp=1.6 Co=0.9 Co=1.0 Co=1.15 Cp=1.25 Cp=1.6 HTU26 (1/2" Gap— Min Nail)' 1% 5'/,e 31/Z 1 10-16d 14-10dx11/2 845 1,320 1,470 1,660 1,790 1,875 HTU26 (1/2" Gap— Max Nail)z 1% 57/,e 3'/2 10-16d 20-10dx11/2 1,240 1,320 1,470 1,660 1,790 2,220 HTU28 ('/i' Gap— Max Nail)z 1% 71/16 31/2 20-16d 26-10dxl'/2 1,920 2,640 2,940 3,320 3,580 3,905 HTU210 (1/2" Gap — Max Nail)2 1% 91/1e 31/2 20-16d 32-10dx1'/2 2,880 1 2,640 1 2,940 1 3,320 1 3,580 1 3,905 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'The suffix '('/2" Gap — Min Nail)' corresponds to installed conditions where the gap between the supporting member and supported srwernber is more than inch (3.2 mm) and less than or equal to inch (12.7 mm), and at a minimum, the number of nails specifigd in toe table ftygzre installog • • • • into the supported wood truss. Refer to Figure 10C for an alternate installation detail. • • • • ZThe suffix '('/2° Gap— Max Nail)' corresponds to installed conditions where the gap between the supporting member and supporte2 s"r is more • • than 1/8 inch (3.2 mm) and less than or equal to 1/2 inch (12.7 mm), and the all of the pre -punched nail holes in tht"-g"ed portion of the hang*el • • • 0 supporting the truss (joist) are filled with nails. This is designated in the table as "Max Nail" and is shown in Figure 40Ca • • • • • • 'Refer to Figure 10A for definitions of hanger nomenclature (W, H, B). .... . . • : • • • *: °Allowable loads correspond to installations where the minimum allowable number of nails is installed into the supP2giV%fiembe O. We? lb Sectiaq... 3.2.3 of this report for nail sizes and required minimum physical properties. • • 5Tabulated allowable loads are for installations in wood members complying with Section 3.2.2 of this report. • • ; • • ; ; • • • • 6Tabulated loads must be selected based on the applicable load duration factor, Co, as permitted by the applicable buimg code.69tt5ections e. •'; • and 4.2 for design and installation requirements. ... • • • • • 'HTU series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (3349.N) tRne$ the de"h of the joist at. . • which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm), for joists t*vi% g'height rlo . *Allowable than the height (H) of the hanger. . . . . • • • • • Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The 18bulated alloly'Af119 Lplift loads must be reduced proportionally when other load durations govern. • • • • FIGURE 10C—ALTERNATE HTU INSTALLATION ESR-2549 Most Widely Accepted and Trusted Page 13 of 14 TABLE 11—DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR LUCZ SERIES HANGERS DIMENSIONS (inches) FASTENERS' (Quantity -Type) 2 3 4 5 ALLOWABLE LOADS ' ' ' (Ibf) MODEL No. W H Into Supporting Member Into Supported Member Uplift` Download Co=1.60 CD =0.9 CD =1.0 CD =1.15 CD =1.25 CD =1.60 LUC26Z 19/16 43/4 6 - 10dx1'/z 4 - 10d x 1 % 730 640 710 810 875 1,100 6 - 10d 730 640 710 810 875 1,100 6 - 16d 730 760 845 965 1,040 1,315 LUC210Z 19/16 73/4 1 10 - 10d x 1% 6- 10d x 11/2 985 1,065 1,185 1,345 1,455 1,830 10 - 10d 985 1,065 1,185 1,345 1,455 11 1,830 10-16d 985 1,270 1,410 1,605 1,735 1 2,180 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'Allowable loads correspond to installations where all pre -punched nail holes in the hanger are filled with nails. Refer to Sect' * * 3 of this...... report for nail sizes and required minimum physical properties. • • . • 3Tabulated allowable loads are for installations in wood members complying with Section 3.2.2 of this report. • • • 069090 •. Tabulated loads must be selected based on the applicable load duration factor, Co, as permitted by the •appkable building code. See • • • • • • Sections 4.1 and 4.2 for design and installation requirements. • • •; • • . • • 4The maximum allowable gap between the joist end and the supporting member is inch (3.2 mm). • • ; • • • • ; LUCZ series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds41• A)Otimes twaolepth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 irlth 13.2 mm), }br nominal 2x6 • • 6joists supported by the LUC26Z and nominal 2x10 joists supported by the LUC210Z. 000000 • • • • 00900 Allowable uplift loads have been increased for %rind or earthquake loading with no further increase allowed.•T,he tabulated &6otwble uplift • • • • • ID loads must be reduced proportionally when other load durations govern. • • • • • • • . • • • • •• • • •••• FIGURE 11--LUCZ SERIES HANGER AND INSTALLATION DETAIL ESR-2549 Most Widely Accepted and Trusted Page 14 of 14 TABLE 12-ALLOWABLE LOADS FOR THE HGUS SERIES JOIST HANGERS6 MNodel DIMENSIONS' FASTENERS' ALLOWABLE LOADS' Uplift, Download W H B Header Joist` CD = 1.6 CD = 1.0 Co = 1.15 Cp = 1.25 HGUS26 15/, 5% 5 20-16d 8-16d 875 4,340 4,850 5,170 HGUS28 i% 71/6 5 36-16d 12-16d 1,650 7,275 7,275 7,275 HGUS210 15/. 91/, 5 46-16d 16-16d 2,090 9,100 9,100 9,100 HGUS26-2 3'/,6 57/16 4 20-16d 8-16d 2,155 4,340 4,850 5,170 HGUS28-2 37/1, 73/16 4 36-16d 12-16d 3,235 7,460 7,460 7,460 HGUS210-2 37/16 9'/16 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS46 3% 51/4 4 20-16d 8-16d 2,155 4,340 4,850 5,170 HGUS48 3% 7 4 36-16d 12-16d 3,235 7,460 7,460 • 7,460 HGUS410 35/6 9 4 46-16d 16-16d 4,095 9,100•• • P,100 • 5,100 HGUS412 3% 10'/,s 4 56-16d 20-16d 4,085 9,045• • of • • 40,045 • 9,045 HGUS414 3% 127/16 4 66-16d 22-16d 4,580 9,525**' * • tJ,525 9,525 HGUS26-3 4 15/ 16 57/1, 4 20-16d 8-16d 2,155 4,340 0 • 0 14,850 *1,1070 HGUS28-3 415/16 73/16 4 36-16d 12-16d 3,235 7,460 • • • •;,460 ", 60 HGUS210-3 415/16 93/,6 4 46-16d 16-16d 4,095 9,100 •• **9,100 • 9,100 HGUS212-3 415/16 103/, 4 56-16d 20-16d 4,085 9,045 • 2,045 9,045 HGUS214-3 415/16 123/4 4 66-16d 22-16d 4,580 9,525 • 99,525 • 9525 HGUS264 69/,6 57/,6 4 20-16d 8-16d 2,155 4,340 • ,850 • • 5 170 HGUS28-4 69/,6 73/,6 4 36-16d 12-16d 3,235 7,460 7,460 7,460 HGUS210-4 69/,6 9'/16 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS2124 69/,6 109/16 4 56-16d 20-16d 4,085 9,045 9,045 9,045 HGUS2144 69/,6 129/16 4 66-16d 22-16d 4,580 9,525 9,525 9,525 For SI: 1 inch = 25.4 mm. 1 Ibf = 4.45 N. 'Refer to Figure 12 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. `Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve tabulated loads. 5Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. 6HGUS series hangers provide torsional resistance, which is defined as the moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125" (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. FIGURE 12-HGUS SERIES JOIST HANGER DocuSign Dvelope ID: 78BB1BB6-A83D-425B-B9Dl-BEBDOF5889B9 Jax Apex Technology, Inc. 4745 Sutton Park Court, Suite 402 Jacksonville, FL 32224 FL CA No. 7547 Evaluation reports are the opinion of the engineer who prepared the report, based on die'radings, and in no way constitute or imply approval by a local building authority. The engineer, in rNiew of the data submitted, finds that, in his opinion, the product, material, system, or method of construction.specifir aN9• • identified in this report conforms with or is a suitable alternate to that specified in the AoMa Building,.. Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT • • : • • : ' •• •••• Jeffrey P. Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology); is fhaauth(! ed • evaluating engineer of this report. Apex Technology is the prime professional, as defined in Floridt Rule 61G-30.002, authorized to sell the engineering services performed by Jeffrey P. Arnesor•%W is in no way acting, nor attempting to act, as an approved evaluation entity. Neither Jeffreq'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.: SIM201702 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 61 G20-3.009. Truss to Wall Connectors MTS24C, MTS30C, H16, H16S, H16-2, H16-2S • • • •••••• Page 1 of 10 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9D1-BEBDOF5889B9 Stud Plate Tie TSP Heavy Twist Straps HTSQ16Z, HTSQ16SS, HTSQ20Z, HTSQ20SS Strap Ties HRS6, HRS8, HRS12 Heavy Angles ML24Z, ML24SS, ML26Z, ML26SS Multiple Member Column Caps CCCQ, CCTQ, ECCLQ ....•• •.•• •••• 3. SCOPE OF EVALUATION: • • • • •. • Y Load Evaluation as a Structural Component using the requirements of the 6th Edition (201?')•• Florida Building Code, Building and 6th Edition (2017) Florida Building Code? 04dentio.0 • • • •••• 4. DESCRIPTION: 4.1 MTS24C and MTS30C Twist Strap. These twist straps are used to anchor wood trusses or rafters to wood top plates, wood top plates to studs, and other applications requiring uplift anchorage. They can be used to resist uplift from wind or other loading. The C denotes that the twist is in the center of the strap. They are installed with either 10d common nails or 10dX1'/2" nails. The MTS24C and MTS30C are manufactured from No. 16 gauge steel meeting ASTM A653 SS Grade 33 with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 1. See Figure 1 for additional details. 4.2 H16, H16S, H16-2, H16-2S Hurricane Tie. The H16, H16S, H16-2, and H16-2S are used to anchor wood trusses or rafters to wood top plates or to masonry or concrete walls. These connectors wrap over the top of the rafter or truss. For wood wall applications, the straps are then wrapped under the top plate and nailed to the face of the top plate with (4) 10dxll/2' nails and to the bottom of the top plate with (6) 10dX1'/2' nails. For masonry or concrete wall applications, the straps are fastened to a masonry wall with %"x2%" Titen® or Titen® 2 screws, or a concrete wall with %"xl3/" Titen or Titen 2 screws. These connectors are manufactured from No. 18 gauge steel meeting ASTM A653 SS Grade 40 with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 1 for wood framing and Table 2 for masonry or concrete walls. See Figures 2 and 3 for additional details. 4.3 TSP Stud -to -Plate Connector. The TSP is used to connect a stud to either double top plates or a single sill plate. The TSP twists to attach to the side of the stud to reduce interference with sheathing, drywall, and trim nailing. The TSP has a short flange on it that installs either over the top of the top plates or hooked under the sill plate. For sill plate application, fill all round holes. For top plate application, fill all round and triangle shaped holes. The TSP is installed with either 10dxll/2" or full- length 10d common nails. The TSP is manufactured from No. 16 gauge steel meeting ASTM A653 SS Grade 40 with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 3. See Figure 4 for additional details. 4.4 HTSQ Twist Strap. The HTSQ series of twist straps are used to provide a tension (uplift) connection between two perpendicular wood framing members. They can be Page 2 of 10 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9D1-BEBDOF5889B9 used to resist uplift from wind or other loading. They are installed with '/4"X1'/2" long Strong -Drive® SDS Heavy -Duty Connector Screws, which are included with the connector. All HTSQ's are manufactured from No. 14 gauge steel. The HTSQZ models are manufactured from steel meeting ASTM A653 SS Grade 40 with a G185 galvanized finish. The HTSQSS models are manufactured from AISI Type 316L stainless steel, with a minimum yield strength of 40 ksi. Allowable loads and fastener schedule are shown in Table 4. See Figure 5 for additional details. ••.. 4.5 HRS Heavy Strap Tie. The HRS strap tie models are straps nE�rf to provide a tension connection between two wood members. The HRS6, 8, anq j4jre 1 %,"O cte • and are installed with 10d common nails. The straps are manufacUeOiftom No. 1*2 gauge steel meeting ASTM A653 SS Grade 33 with a G90 galvanized fini%q.:, Allowable loads and fastener schedule are shown in Table 5. SesoWIgure 6 for additional details. . •.. • • • • • • 4.6 ML Angles. The ML series of heavy angles can be used to tranv:ftar forces between two perpendicular members. They fasten to wood members with '/4'VIA"• • long Simpson Strong -Tie Strong -Drive® SDS Heavy -Duty Connector Screws. ML angles are manufactured from 12 gauge steel. The ML24Z and ML28Z modejs,•• are manufactured from steel meeting ASTM A653 SS Grade 33 with a G185 galvanized finish. Products designated ML24SS and ML26SS are manufactured from AISI Type 316L stainless steel, with a minimum yield strength of 33 ksi. Stainless steel connectors require stainless steel Strong -Drive® SDS Heavy -Duty Connector Screws. Allowable loads, fastener schedule, and dimensions are shown in Table 6. See Figure 7 for additional details. 4.7 CCCQ, CCTQ, ECCLQ Multiple Member Column Caps. The CCCQ, CCTQ, and ECCLQ are used to connect multiple beams to the top of wood columns. The beams can be oriented in a "cross' configuration (CCCQ), "T" configuration (CCTQ), or an "L" configuration (ECCLQ). The Column Caps fasten to the beams with'/4'X2'/z' long Strong -Drive® SDS Heavy -Duty Connector Screws (provided with the part). The CCCQ, CCTQ, and ECCLQ are manufactured from 7 gauge steel meeting ASTM A1011 Grade 33 with a powder coat painted finish. Allowable loads, fastener schedule, and dimensions loads are shown in Table 7. See Figure 8 for additional details. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. In addition to the standard G90 coating, 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, total for both sides. Some models (designated with a model number ending with SS) are available in Type 316L stainless material manufactured in accordance with ASTM A240 sheet, strip or plate and ASTM A480 (General Requirements) in the following designation: UNS designation S31603, AISI Type 316L. Model numbers in this report may not include the Z, HDG, or SS ending, but the information shown applies. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued -laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables 1 through 7. Unless Page 3 of 10 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9D1-BEBDOF5889B9 otherwise noted, lumber shall be Southern Pine (SP) or Douglas Fir -Larch (DF) having a minimum specific gravity of 0.55 or 0.50, respectively. Where indicated by SPF, lumber shall be Spruce -Pine -Fir having a minimum specific gravity of 0.42. 5.3 Concrete/Masonry. Concrete and masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report: ••.• • • •..• Material Specification Minimum Compreggive'Strentaiii.: Concrete, fc - 2,500 Masonry, f m ASTM E447 1,500 SL Masonry Unit ASTM C90 1,90U "'O :"" Mortar ASTM C270 Type S 1,800 psi orb oportions) • • • Grout ASTM C476 2,000 psi or by preportion&)*;• • .... • • 5.4 Nails. Unless noted otherwise, nails shall be common nails. Nails shalFcomill1yviN ASTM F1667 and shall have the minimum bending yield strength Frti . ' Nail Pennyweight Nail Shank Diameter inch Nail Length inch(psi) Fyb 10dx 1'/2 0.148 1.50 90,000 10d Common 0.148 3.00 90,000 Fasteners for galvanized connectors in pressure -preservative treated wood shall be hot -dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153 or steel mechanically galvanized in accordance with ASTM B695, Class 55. Fasteners for stainless steel connectors shall be stainless steel except where otherwise permitted by the treatment manufacturer. The allowable loads of stainless -steel connectors match those of carbon -steel connectors when installed with Simpson Strong -Tie stainless -steel, SCNR ring - shank nails, unless noted otherwise. 5.5 Strong -Drive® SDS Heavy -Duty Connector Screws. Fasteners used with the connectors described in Tables 4, 6, and 7 of the report must be Simpson Strong - Tie® Strong -Drive SDS Heavy -Duty Connector wood screws recognized in FL9589. Model numbers shown in this report may not include the full SDS model number after the connector model number (e.g., CCTQ-SDS2.5), but the information shown applies. SDS screws used in contact with preservative -treated or fire -retardant - treated lumber must, as a minimum, comply with FL9589. The lumber treater or Simpson Strong -Tie Company should be contacted for recommendations on minimum corrosion resistance and connection capacities of fasteners used with the specific proprietary preservative -treated or fire retardant -treated lumber. 5.6 Titen® 2 and Titen® Concrete and Masonry Screws. Titen® 2 screws shown in Table 2 and Figure 3 shall be Simpson Strong -Tie Titen 2 Concrete and Masonry screws as recognized in FL16230. Installation shall be as specified in FL16230. Alternately, Titen® screws of the same diameter and length may be substituted for Titen 2 screw models shown. Titen screws are recognized in FL2355. Installation shall be as specified in FL2355. Page 4 of 10 Simpson Strong -Tie DocuSign Enbelope ID: 78BB1BB6-A83D-425B-B9DI-BEBDOF5889B9 s�l►PIr_14WIN 0Is] 3 Installation shall be in accordance with this report and the most recent edition of the Simpson Strong -Tie Wood Construction Connectors catalog. Information in this report supersedes any conflicting information between information provided in this report and the catalog. 7. SUBSTANTIATING DATA: •••• Test data submitted by Testing Engineers Inc. and Simpson Strong-Tie'andsignede& sealed calculations performed by Bryan Wert, P.E., performed in accorc�ar i with the 6tn Edition (2017) Florida Building Code, Building and Residential codes. • • : • • Model No. Test Lab Test Number 000090 06 MTSC Testing Engineers, Inc. :0 F397 H16, H16S, H16-2, H16-2S Testing Engineers, Inc. H591, 1376 .•..•• TSP Testing Engineers, Inc. M812, M999, P08 , P2 7,•P298, P332 • HTSQ16 Testing Engineers, Inc. V980 • • HTSQ20 Testing Engineers, Inc. V981 • • • • • • ML24Z Testing Engineers, Inc. P181 • • • • ML24SS Testing Engineers, Inc. Q851 ML26Z Testing Engineers, Inc. P182 MS26SS Testing Engineers, Inc. Q852 CCTQ Testing Engineers, Inc. N784, 0139, 0140, 0412, 0413 CCCQ Testing Engineers, Inc. N786 ECCLQ Testing Engineers, Inc. N782, 0125, 0142, 0414, 0415 8. FINDINGS: The connectors listed in this evaluation report comply with the 6th Edition (2017) Florida Building Code, Building, and 6t" Edition (2017) Florida Building Code, Residential when installed in accordance with this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Connectors in this report having a galvanized coating thickness less than G185 shall not be installed in contact with preservative -treated wood products that are exposed to rainfall or ground moisture. 10. ALLOWABLE LOADS AND INSTALLATION ILLUSTRATIONS: The tables that follow reference the allowable loads for the aforementioned products. Page 5 of 10 Simpson Strong -Tie DocuSign Errvelope ID: 78BB1BB6-A83D-425B-B9DI-BEBDOF5889B9 TABLE 1: MTSC and H16 Wood -to -Wood Fasteners and Allowable Loads Fasteners Allowable Uplift Loads (lb.) Model No. Ga. To Trussed DFISP SPF/HF To Plates To Studs3 Rafters 160 160 MTSC3 16 (7) 10dX1'/2" (7) 10dX1'/2' — 990 850 MTS3030C3 H 164 18 (2)10dx1'/2' (10)10dxlY2" — 1,370 + ' • 1 180 H16S4 H16S4 •••i•• • ••••+• H16-2S4 Notes: 000401, • ' 1. Uplift loads have been increased 60% for wind loading as permitted by the cod2. "I"further • • • • • • increase permitted. Reduce where other loads govern. • • • * • • • • • • 2. Hurricane ties are shown installed on the inside of the wall for clarity. Instakkicm•on the *so* outside of the wall is acceptable. For a continuous load path, truss to top plate sail 4applate • to stud connections must be on the same side of the wall. : • : • • . 3. MTS24C, MTS30C can be attached directly to the studs provided the (7) 10dxj'/i' mils are ; '..' attached to the stud and not split over the stud and the top plate. so.* : moos 4. H16 is pre -sloped at a 5:12 pitch and can be used on pitches from 3:12 to 7:12. The minimum • • • • • • heel height for H16-series is 4". The maximum heel height is 13'/2" (Use H16 or H16-2). For H16S and H16-2S, S = short. See Figure 2 for dimensions. u tw MTS30C MTSC Installation as a Truss -to -Top Plate Tie FIGURE 1: MTSC Dimensions and Typical Installations s;. DIo"� oecenevq o • I _ efgnt. hx: n+strnt. sl aF'�zay uYrap s rap lkay wrap to back of plate tc back a' piste. r'.. tt I �p ••E 1 .% • II11I / -fir' ( ( R Ins: ail (4) t pl x 1 V install 16)1Dd T'/e' f f i � to inside. eedge,U(2N ;o race of 2x Install (4 Itfe •' ;o inside eoQ ei 2c m la;t o' 2% H16-2 Installation H16 Installation • •.` it FIGURE 2: H16 and H16-2 Dimensions and Typical Installation Page 6 of 10 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9DI-BEBDOF5889B9 TABLE 2: H16 Wood-to-Masonry/Concrete Dimensions, Fasteners, and Allowable Loads Model Fasteners Allowable Up lift Loads lb. Truss/Rafter CMU Concrete DFISP SPFIHF No.(in.) Ga.Length iten 2 3 iten 2 3 160 160 H16 18 18 314 (2)10dx1'/2" (6) %N2'/;' (6) %"xlY4" 1,470 1,265 H16-2 H16S 18 11 11/16 (2) 10dx1'/2' ' " ' " (6) /< X2/. ' " ' " (6) /< X1 /. 1,470 1,265 H16-2S Notes: • • • • 1. Uplift loads have been increased 60% for wind loading as permitted by the codg. Nc further • • • • • • increase permitted. Reduce where other loads govern. • • • 2. H16 is pre -sloped at a 5:12 pitch and can be used on pitches from 3:12 to 7:12. Tt e mirnmum : e e o e o heel height for H16 series is 4". • • •: • • 3. Titen screws of the same diameter and length may be substituted for the tabufa 4d •il'ten 2 screw size with no change in allowable load. • • • • • • #5 n FIGURE 3: H16 Typical Installation to Masonry TABLE 3: TSP Dimensions, Fasteners, and Allowable Loads Model No. Plate Location Fasteners Allowable U lift Loads lb. Stud Top or Sill Plate Double Top Plate Sin le Sill Plate DFISP 160 SPF 160 DFISP 160 SPF 160 TSP Double Top Plate (9) 10dX1Y2' (6) 10dX1'/z" 755 650 — — (6)10d 1,015 875 Single Sill Plate (6)10dx1'/2' (3)10dX1Y2' — — 4654 400 Notes: 1. Uplift loads have been increased 60% forwind loading as permitted by the code. No further increase permitted. Reduce where other loads govern. 2. TSP connectors achieve different loads depending on whether full length nails or 1'/2" long nails are used, and whether connector is used to fasten stud to top plates or sill plate. 3. When cross grain bending or cross grain tension cannot be avoided, mechanical reinforcement to resist such forces should be considered. Large plate washers on anchor bolts can serve this purpose. 4. TSP Southern Pine stud to Southern Pine sill plate, 520 lb. uplift. TSP SPF stud to Southern Pine sill plate, 405 lb. uplift. FIGURE 4: TSP Dimensions and Typical Installations Page 7 of 10 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9D1-BEBDOF5889B9 TABLE 4: HTSQ Dimensions, Fasteners, and Allowable Loads Model No. Dimensions in' SIDS Screw Fasteners Allowable Up lift_Loads „(lb.) DF/SP SPFIHF W L 100 160 100 160 HTS016Z 1'/4 16 (8)'/4x1'/2" 1,000 1,145 720 800 HTSQ16SS HTS020Z 1'/4 20 HTS020SS Notes: 1. Uplift loads in the (160) column have been increased 60% for wind loading as permitted by the code. No further increase permitted. Reduce where other•loads govern. •••••• 2. Tabulated loads are for a single connector. Two identical connectors may when the fasteners do not interfere. • 0.0 3. Install half of the tabulated fasteners in each member to achieve full loads. 14TSQ29 models have two extra holes per side to allow for installation flexibility ... •r; iv •••••• .,.....—.,.... . �� • • • HTSQ i}7 � E � � � t • 3 114' Min. i ! 0 FIGURE 5: HTSQ Dimensions and Typical Installation TABLE 5: HRS Dimensions, Fasteners, and Allowable Loads Model No. W (in.) L (in.) Ga. Nails Allowable Tension Load (lb.) DFISP 160 SPFIHF 160 HRS6 1 3/8 6 12 (6)10d 605 525 HRS8 1 3/8 8 12 (10)10d 1,010 880 HRS12 1 1 3/a 12 1 12 1 (14) 10d 1,415 1,230 Notes: 1. Tension loads have been increased 60% for wind loading as permitted by the code. No further increase permitted. Reduce where other loads govern. 2. Install half the tabulated nails in each end of the strap. a Il I0 0 I O O !ijMF_..ON O O 0. 0 0, 0 sirup -Tice O 0 O HRS12 HRS8....._._..__._..._..__.........., HRS6 FIGURE 6: HRS Dimensions ..•. ..•... • • • • •• • • •••• • • •••• Page 8 of 10 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9DI-BEBDOF5889B9 TABLE 6: ML Dimensions, Fasteners, and Allowable Loads Model No. H SDS Screw Fasteners DFISP Allowable Vertical Loads lb. 100 115 125 160 ML24Z _knL 4 (6)'/4" 1/2" 515 515 515 515 ML24SS 605 605 605 605 ML26Z . X 2 1,000 1,090 1,090 1,090 ML26SS 1,000 1,075 1,075 1,075 Notes: 1. Uplift loads have been increased 60% for wind loading as permitted by the c;9 rNe further increase permitted. Reduce where other loads govern. •••••• 2. Strong -Drive SDS Heavy -Duty Connector screws are not provided with the ankle. FIGURE 7: MIL Dimensions and Typical Installation • •••.% TABLE 7: ECCLQICCCQICCTQ Fasteners and Allowable Loads Qty. of SDS %"x2%" DFISP Allowable Loads (lb.) Screws Column Cap Series Main Side Uplift (160) Download (100) Beam Beam Past Main Beam Side Beam Tota13 Side Beams Total ECCLQ-SDS2.5 16 8 12 2,835 1,840 3,795 6,780 CCCQ-SDS2.5 16 8 12 4,780 2,3902 4,780 7,000 Refer to Note #4 CCTQ-SDS2.5 16 8 12 4,910 2,350 5,315 7,000 Notes: 1. Uplift loads have been increased 60% for wind loading as permitted by the code. No further increase permitted. Reduce where other loads govern. 2. Allowable load is per seat. Side beams must be loaded symmetrically for the CCCQ. 3. The combined uplift loads applied to all beams in the connector must not exceed the total allowable uplift load listed in the table. 4. The combined download for all of the carried beams shall not exceed the allowable download for the unmodified standard CCQ column cap (CCQ load for CCCQ and CCTQ, or ECCQ load for ECCLQ). 5. The download to each side beam shall not exceed the allowable load shown. Page 9 of 10 Simpson Strong -Tie DocuSign EnVelope ID: 78BB1BB6-A83D-425B-B9D1-BEBDOF5889B9 • t • •••• ECCLLQ-SDS2.5 CCCQ-SDS2.5 CCTQ • • • • • • • (Left direction shown) • • • • • • • Order ECCLRC-SDS2.5 #tir r1g1l direvt on FIGURE 8: ECCLQ/CCCQ/CCTQ Dimensions "•'•' •••••• •••• 11. REFERENCES: • • • • • • Florida Building Code, Building 6th Edition (2017) •• Section 104.11 Alternative materials, design, ••• and methodS•of ConstrglCtb% and equipment 0000 Chapter 19 Concrete Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Florida Buildina Code. Residential 6th Edition (2017 R 101.2.1 Scope R4405 HVHZ Concrete R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood Standards AISI S100 2012 ANSI/AWC NDS 2015 ASTM D7147 2005 12. IDENTIFICATION: Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. %0,11oocuftned�byy.��PS' ,`{PAiq L079614DE!!3 �8544 EB2... *; ;* �9 • STATE OF ' �/ 10/19/2017 ��`FSS1 o ��'N.�'� < o R Jax Apex Technology, Inc. Jeffrey P. Arneson, P.E. P.E. No. 58544 October 19, 2017 Page 10 of 10 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9DI-BEBDOF5889B9 Jax Apex Technology, Inc. 4745 Sutton Park Court, Suite 402 Jacksonville, FL 32224 FL CA No. 7547 •....• -..... Evaluation reports are the opinion of the engineer who prepared the report, based on tiv fjgdings, and iq no way constitute or imply approval by a local building authority. The engineer, in 11eyiQy bf the CAM 0 0 submitted, finds that, in his opinion, the product, material, system, or method of constrveUw& specificalj%. identified in this report conforms with or is a suitable alternate to that specified in the F1org8a Bui]d;$g Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT ...... • • • • • Jeffrey P. Arneson, an employee of Jax Apex Technology, Inc. (Apex Technolog)4, isjw autliorifdd evaluating engineer of this report. Apex Technology is the prime professional, asVefin*ed in EfMcta Rule 61 G-30.002, authorized to sell the engineering services performed by Jeffrey P. Arnesor ,'Jild 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.: SIM201702 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 61 G20-3.009. 2. PRODUCT NAME: Truss to Wall Connectors MTS24C, MTS30C, H16, H16S, H16-2, H16-2S Page l of 10 Simpson Strong -Tie DocuSign Envelope ID: 78136113136-AM-42513-139D1-BEBDOF5889B9 Stud Plate Tie TSP Heavy Twist Straps HTSQ16Z, HTSQ16SS, HTSQ20Z, HTSQ20SS Strap Ties HRS6, HRS8, HRS12 Heavy Angles ML24Z, ML24SS, ML26Z, ML26SS Multiple -Member Column Caps CCCQ, CCTQ, ECCLQ 3. SCOPE OF EVALUATION: Load Evaluation as a Structural Component using the requirements of the 91h Edition { 41 z) Florida Building Code, Building and 61h Edition (2017) Florida Building Code, Residential. 4. DESCRIPTION: 4.1 MTS24C and MTS30C Twist Strap. These twist straps are used to anchor wood trusses or rafters to wood top plates, wood top plates to studs, and other applications requiring uplift anchorage. They can be used to resist uplift from wind or other loading. The C denotes that the twist is in the center of the strap. They are installed with either 10d common nails or 10dxll/2" nails. The MTS24C and MTS30C are manufactured from No. 16 gauge steel meeting ASTM A653 SS Grade 33 with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 1. See Figure 1 for additional details. 4.2 H16, H16S, H16-2, H16-2S Hurricane Tie. The H16, H16S, H16-2, and H16-2S are used to anchor wood trusses or rafters to wood top plates or to masonry or concrete walls. These connectors wrap over the top of the rafter or truss. For wood wall applications, the straps are then wrapped under the top plate and nailed to the face of the top plate with (4) 10dx11/2" nails and to the bottom of the top plate with (6) 10dx11/2" nails. For masonry or concrete wall applications, the straps are fastened to a masonry wall with '/4 xM' Titen® or Titen® 2 screws, or a concrete wall with '/4"X13/" Titen or Titen 2 screws. These connectors are manufactured from No. 18 gauge steel meeting ASTM A653 SS Grade 40 with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 1 for wood framing and Table 2 for masonry or concrete walls. See Figures 2 and 3 for additional details. 4.3 TSP Stud -to -Plate Connector. The TSP is used to connect a stud to either double top plates or a single sill plate. The TSP twists to attach to the side of the stud to reduce interference with sheathing, drywall, and trim nailing. The TSP has a short flange on it that installs either over the top of the top plates or hooked under the sill plate. For sill plate application, fill all round holes. For top plate application, fill all round and triangle shaped holes. The TSP is installed with either 10dx1'/2" or full- length 10d common nails. The TSP is manufactured from No. 16 gauge steel meeting ASTM A653 SS Grade 40 with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 3. See Figure 4 for additional details. 4.4 HTSQ Twist Strap. The HTSQ series of twist straps are used to provide a tension (uplift) connection between two perpendicular wood framing members. They can be Page 2 of 10 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9D1-BEBDOF5889B9 used to resist uplift from wind or other loading. They are installed with %"x1'/2' long Strong -Drive® SDS Heavy -Duty Connector Screws, which are included with the connector. All HTSQ's are manufactured from No. 14 gauge steel. The HTSQZ models are manufactured from steel meeting ASTM A653 SS Grade 40 with a G185 galvanized finish. The HTSQSS models are manufactured from AISI Type 316L stainless steel, with a minimum yield strength of 40 ksi. Allowable loads and fastanar schedule are shown in Table 4. See Figure 5 for additional details, '....• 4.5 HRS Heavy Strap Tie. The HRS strap tie models are straps osell•to prodlde a tension connection between two wood members. The HRS6, 8, an&t2 are 13/" wide and are installed with 10d common nails. The straps are manufac4amlt from roo,i2, gauge steel meeting ASTM A653 SS Grade 33 with a G90 g!tWnized finish. Allowable loads and fastener schedule are shown in Table 5.'94d*1igure•6:for' additional details. 4.6 ML Angles. The ML series of heavy angles can be used to traisfer•shear iprcV;*• between two perpendicular members. They fasten to wood membpj3 vgith '/4' ;j1'g long Simpson Strong -Tie Strong -Drive® SDS Heavy -Duty Connector ScrewE•TaQ* ML angles are manufactured from 12 gauge steel. The ML24Z and ML26Z models are manufactured from steel meeting ASTM A653 SS Grade 33 with a G185 galvanized finish. Products designated ML24SS and ML26SS are manufactured from AISI Type 316L stainless steel, with a minimum yield strength of 33 ksi. Stainless steel connectors require stainless steel Strong -Drive® SDS Heavy -Duty Connector Screws. Allowable loads, fastener schedule, and dimensions are shown in Table 6. See Figure 7 for additional details. 4.7 CCCQ, CCTQ, ECCLQ Multiple Member Column Caps. The CCCQ, CCTQ, and ECCLQ are used to connect multiple beams to the top of wood columns. The beams can be oriented in a "cross" configuration (CCCQ), "T" configuration (CCTQ), or an "L" configuration (ECCLQ). The Column Caps fasten to the beams with %"x2'/2' long Strong -Drive® SDS Heavy -Duty Connector Screws (provided with the part). The CCCQ, CCTQ, and ECCLQ are manufactured from 7 gauge steel meeting ASTM A1011 Grade 33 with a powder coat painted finish. Allowable loads, fastener schedule, and dimensions loads are shown in Table 7. See Figure 8 for additional details. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. In addition to the standard G90 coating, 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, total for both sides. Some models (designated with a model number ending with SS) are available in Type 316L stainless material manufactured in accordance with ASTM A240 sheet, strip or plate and ASTM A480 (General Requirements) in the following designation: UNS designation S31603, AISI Type 316L. Model numbers in this report may not include the Z, HDG, or SS ending, but the information shown applies. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued -laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables 1 through 7. Unless Page 3 of 10 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9D1-BEBDOF5889B9 otherwise noted, lumber shall be Southern Pine (SP) or Douglas Fir -Larch (DF) having a minimum specific gravity of 0.55 or 0.50, respectively. Where indicated by SPF, lumber shall be Spruce -Pine -Fir having a minimum specific gravity of 0.42. 5.3 Concrete/Masonry. Concrete and masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report: Material Specification Minimum Compressive Strength" Concrete, fc - 2,500 • si . • Masonry, f m ASTM E447 1,500 pii • • • • Masonry Unit ASTM C90 1,900 L • • Mortar ASTM C270 Type S 1,800 psi or by prQpQrtions Grout ASTM C476 2,000 psi orb o crtions • •••••• •••• 5.4 Nails. Unless noted otherwise, nails shall be common nails. Nails-ihalhcomply"th ASTM F1667 and shall have the minimum bending yield strengths;Pyb;•; • • 00 .. Nail Nail Shank Diameter Nail Length . • •Fyb Pennyweight inch inch • • • • • • si goo 10dx 1'/z 0.148 1.50 90,000 10d Common 0.148 3.00 90,000 Fasteners for galvanized connectors in pressure -preservative treated wood shall be hot -dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153 or steel mechanically galvanized in accordance with ASTM B695, Class 55. Fasteners for stainless steel connectors shall be stainless steel except where otherwise permitted by the treatment manufacturer. The allowable loads of stainless -steel connectors match those of carbon -steel connectors when installed with Simpson Strong -Tie stainless -steel, SCNR ring - shank nails, unless noted otherwise. 5.5 Strong -Drive® SDS Heavy -Duty Connector Screws. Fasteners used with the connectors described in Tables 4, 6, and 7 of the report must be Simpson Strong - Tie® Strong -Drive SDS Heavy -Duty Connector wood screws recognized in FL9589. Model numbers shown in this report may not include the full SDS model number after the connector model number (e.g., CCTQ-SDS2.5), but the information shown applies. SDS screws used in contact with preservative -treated or fire -retardant - treated lumber must, as a minimum, comply with FL9589. The lumber treater or Simpson Strong -Tie Company should be contacted for recommendations on minimum corrosion resistance and connection capacities of fasteners used with the specific proprietary preservative -treated or fire retardant -treated lumber. 5.6 Titen® 2 and Titen® Concrete and Masonry Screws. Titeno 2 screws shown in Table 2 and Figure 3 shall be Simpson Strong -Tie Titen 2 Concrete and Masonry screws as recognized in FL16230. Installation shall be as specified in FL16230. Alternately, Titen® screws of the same diameter and length may be substituted for Titen 2 screw models shown. Titen screws are recognized in FL2355. Installation shall be as specified in FL2355. Page 4 of 10 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9DI-BEBDOF5889B9 6. INSTALLATION: Installation shall be in accordance with this report and the most recent edition of the Simpson Strong -Tie Wood Construction Connectors catalog. Information in this report supersedes any conflicting information between information provided in this report and the catalog. 7. SUBSTANTIATING DATA: Test data submitted by Testing Engineers Inc. and Simpson Strong -Tie, and signe0'and. sealed calculations performed by Bryan Wert, P.E., performed in accorjangdpith thV81" Edition (2017) Florida Building Code, Building and Residential codes. " ' : S s o: S S o S S o S o Model No. Test Lab Test Number MTSC Testing Engineers, Inc. F397 • • • • • H16, H16S, H16-2, H16-2S Testing Engineers, Inc. H591,1376 TSP Testing Engineers, Inc. M812, M999, P089.P.N1,10298, P332. HTSQ16 Testing Engineers, Inc. V980 .. HTSQ20 Testing Engineers, Inc. V981 0 ' ML24Z Testing Engineers, Inc. P181 0• • ML24SS Testing Engineers, Inc. Q851 .. • • • • ML26Z Testing Engineers, Inc. P182 • • • • MS26SS Testing Engineers, Inc. 0852 CCTQ Testing Engineers, Inc. N784, 0139, 0140, 0412, 0413 CCCQ Testing Engineers, Inc. N786 ECCLQ Testing Engineers, Inc. N782, 0125, 0142, 0414, 0415 8. FINDINGS: The connectors listed in this evaluation report comply with the 6h Edition (2017) Florida Building Code, Building, and 6n Edition (2017) Florida Building Code, Residential when installed in accordance with this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Connectors in this report having a galvanized coating thickness less than G185 shall not be installed in contact with preservative -treated wood products that are exposed to rainfall or ground moisture. 10. ALLOWABLE LOADS AND INSTALLATION ILLUSTRATIONS: The tables that follow reference the allowable loads for the aforementioned products. S o s o S S Page 5 of 10 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9DI-BEBDOF5889B9 TABLE 1: MTSC and H16 Wood -to -Wood Fasteners and Allowable Loads Model No. Ga, Fasteners Allowable Uplift Loads (lb.) To Trusses) Rafters To Plates To Studs3 DFISP 160 SPFIHF 160 MTS24C3 16 (7)10dx1'/2' (7)10dX1'/2" — 990 850 MTS30C H 16a 18 (2)10dx1'/2' (10)10dX1'/2" — 1,370 1,180 • 0.6 • a H16 2a H16-2S4 Notes: .0*000 1. Uplift loads have been increased 60% for wind loading as permitted by the code.Na further increase permitted. Reduce where other loads govern. 0000 2. Hurricane ties are shown installed on the inside of the wall for clarity. InstallAggrti pM the outside of the wall is acceptable. For a continuous load path, truss to top plate an d�qQ plate to stud connections must be on the same side of the wall. • 3. MTS24C, MTS30C can be attached directly to the studs provided the (7) 10d-11,?" halls are attached to the stud and not split over the stud and the top plate. : • •: •: 4. H16 is pre -sloped at a 5:12 pitch and can be used on pitches from 3:12 to 7:12. Tme minifhum heel height for H16-series is 4". The maximum heel height is 13'Y2" (Use H16 orji16,j% For H16S and H16-2S, S = short. See Figure 2 for dimensions. • • • r r. MTS30C MTSC Installation as a Truss -to -Top Plate Tie ) t Typical MTSC Installation FIGURE 1: MTSC Dimensions and Typical Installations 3vY NW-dt noon Dependtrq Or, heel height — hx- r.ae strap may wrap i strap may p wra to had pl phte. E✓� (, •.� to back of plate . r ,� Y�.� ~�y�.•; �m �" �•► �.b 'ley,., E •. �— Ins'ail (6; 1Dd .'I Install (4)1Dd x 1:'.t' to face of 2x I 1 to inside etlty. of 2x Install la- lad 1 ' t" In31tle ede CI 2x — inslail'Si too x t"A'' ,p iay ot�y : •,I Ht 6.2 Installation H16 Installation 1 FIGURE 2: H16 and H16-2 Dimensions and Typical Installation .... ...... .... ...... Page 6 of 10 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9DI-BEBDOF5889B9 TABLE 2: H16 Wood-to-Masonry/Concrete Dimensions, Fasteners and Allowable Loads Model Length Fasteners Allowable Up lift Loads Ob.) Truss/Rafter CMU Concrete DF/SP SPF/HF No.(in.) Ga. iten 2 3 iten 2 s 160 160 H16 18 18 3/4 (2)10dX1'/z' (6)'/,"x2'/<" (6) Vx11/:" 1,470 1,265 _H16-2 H16S 18 11 11/16 (2)10dX1'/2' 6 '/,"X2'/<" () ' " 3 " (6) /< X1 /. 1,470 1,265 H16-2S .•00 Notes: • • 1. Uplift loads have been increased 60% for wind loading as permitted by the code. No•further 0000 increase permitted. Reduce where other loads govern. '' • : • • •: • 2. H16 is pre -sloped at a 5:12 pitch and can be used on pitches from 3:12 to 7:12. 1'Ffb•41"mum • heel height for H16 series is 4". 000000 3. Titen screws of the same diameter and length may be substituted for the tabulated iaen 2 ; • • .; • screw size with no change in allowable load. 0000 • r3 " FIGURE 3: H16 Typical Installation to Masonry TABLE 3: TSP Dimensions, Fasteners, and Allowable Loads Model No. Plate Location Fasteners Allowable U lift Loads lb. Stud Top or Sill Plate Double Top Plate Sin le Sill Plate DF/SP 160 SPF 160 DF/SP 160 SPF 160 TSP Double Top Plate (9) 10dX1'/2' (6)10dX1'/i' 755 650 — — (6)10d 1,015 875 Single Sill Plate (6)10dX1Y2" (3)10dX1'/z' — I — 1 4654 400 Notes: 1. Uplift loads have been increased 60% for wind loading as permitted by the code. No further increase permitted. Reduce where other loads govern. 2. TSP connectors achieve different loads depending on whether full length nails or 1'/2" long nails are used, and whether connector is used to fasten stud to top plates or sill plate. 3. When cross grain bending or cross grain tension cannot be avoided, mechanical reinforcement to resist such forces should be considered. Large plate washers on anchor bolts can serve this purpose. 4. TSP Southern Pine stud to Southern Pine sill plate, 520 lb. uplift. TSP SPF stud to Southern Pine sill plate, 405 lb. uplift. FIGURE 4: TSP Dimensions and Typical Installations Page 7 of 10 Simpson Strong -Tie DoccSign Envelope ID: 78BB1BB6-A83D-425B-B9D1-BEBDOF5889B9 TABLE 4: HTSQ Dimensions Fasteners, and Allowable Loads Model No. Dimensions SDS 'Screw Fasteners Uplift Loads (lb.) LAIIwable ISP SPFIHF W L 160 100 160 HTSQ16Z 1'/4 16 (8) %x1'/2" 1,000 1,145 720 800 HTS016SS HTSQ20Z 1'/4 20 HTSQ20SS Notes: • • 1. Uplift loads in the (160) column have been increased 60% for wind loaaing•a9 permitted by the code. No further increase permitted. Reduce where oth%JQads govern. 2. Tabulated loads are for a single connector. Two identical connectors may beegS4 when the fasteners do not interfere. ' • • • • • 3. Install half of the tabulated fasteners in each member to achieve full loads. HTSQ20 models have two extra holes per side to allow for installation flexibility • •: 00 • •: W� • • • • • •• HTS02Dc L 6'E 1YimA 0 s FIGURE 5: HTSQ Dimensions and Typical Installation TABLE 5: HRS Dimensions, Fasteners, and Allowable Loads Model No. (in.) (in) Ga. Nails Allowable Tension Load (lb.) DFISP 160 SPF/HF 160 HRS6 1 3/8 6 12 (6)10d 605 525 HRS8 1 3/a 8 1 12 (10) 10d 1,010 880 HRS12 1 3/8 12 1 12 (14)10d 1,415 1,230 Notes: 1. Tension loads have been increased 60% for wind loading as permitted by the code. No further increase permitted. Reduce where other loads govern. 2. Install half the tabulated nails in each end of the strap. ..._............._............._._...................._......__._..........._......_...............__......_.._........__.__.............—.__—.....a.: 4 +Z O O i 0 O 3MIPSON O O O, 3i 7e• f o o o "0^9- o o o HRS12 .- HRS8 HRS6 FIGURE 6: HRS Dimensions .... ...... • .... °...•. • Page 8 of 10 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9DI-BEBDOF5889B9 TABLE 6: ML Dimensions, Fasteners, and Allowable Loads Model No. H m. SDS Screw Fasteners DFISP Allowable Vertical Loads lb. 100 115 125 160 ML24Z . X 2 515 515 515 515 ML24SS 605 605 605 605 ML26Z 11000 1,090 1,090 1,090 ML26SS 1,000 1,075 1,075 1,075 Notes: • • • 1. Uplift loads have been increased 60%for wind loading as permitted by the coco.N o further increase permitted. Reduce where other loads govern. • 2. Strong -Drive SDS Heavy -Duty Connector screws are not provided with the araTe. ••• • • •••••• •• as FIGURE 7: MIL Dimensions and Typical Installation • • .... ...... •••••• • w • • ••.••• •.•••• • • • w • • •• • • •••• • • • •••• TABLE 7: ECCLQICCCQICCTQ Fasteners and Allowable Loads Qty. of SDS %"x2%" DFISP Allowable Loads (lb.) Screws Column Cap Series Main Side Uplift (160) Download (100) Beam Beam Post Main Beam Side Beam Tota13 Side Beams Total ECCLQ-SDS2.5 16 8 12 2,835 1,840 3,795 6,780 CCCQ-SDS2.5 16 8 12 4,780 2,3902 4,780 7,000 Refer to Note #4 CCTQ-SDS2.5 16 8 12 4,910 2,350 5,315 7,000 Notes: 1. Uplift loads have been increased 60% for wind loading as permitted by the code. No further increase permitted. Reduce where other loads govern. 2. Allowable load is per seat. Side beams must be loaded symmetrically for the CCCQ. 3. The combined uplift loads applied to all beams in the connector must not exceed the total allowable uplift load listed in the table. 4. The combined download for all of the carried beams shall not exceed the allowable download for the unmodified standard CCQ column cap (CCQ load for CCCQ and CCTQ, or ECCQ load for ECCLQ). 5. The download to each side beam shall not exceed the allowable load shown. Page 9 of 10 Simpson Strong -Tie DocuSign Envelope ID: 78BB1BB6-A83D-425B-B9DI-BEBDOF5889B9 L �'1� f • • ECCLLQ-SDS2.5 CCCQ-SDS2.5 CCTQ e&e' 96 • (Lek direction shown) 0000 • • Order ECCLRO-SDS2.5 for right direction • • • • • • • • FIGURE 8: ECCLQ/CCCQ/CCTQ Dimensions • • • • •. • • • • 11. REFERENCES: ' Florida Building Code, Building 6th Edition (2017) •• Section 104.11 Alternative materials, design, and methods of construCW �••••. and equipment Chapter 19 Concrete Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Florida Buildina Code. Residential 6th Edition (2017 R101.2.1 Scope R4405 HVHZ Concrete R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood Standards AISIS100 2012 ANSI/AWC NDS 2015 ASTM D7147 2005 12. IDENTIFICATION: Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. DocuSigned by'. .��� P AR/V ',. - �%% F fi� : Eoil 'SOZ L079614DBiEB?- No 58544 �0. STATE F 4/� _ TL O , O����;. 10/19/2017��isS/ONA� ti .�` ` �',,+►n n 110% Jax Apex Technology, Inc. Jeffrey P. Arneson, P.E. P.E. No. 58544 October 19, 2017 Page 10 of 10 Simpson Strong -Tie - DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSIY& : • • • •: SECTION: 06 05 23-WOOD, PLASTIC, AND COMPOSITE FA&�TNGS - • • • • • ...... .... ..... .. .. .... ...... . . .. . ...... REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 EVALUATION SUBJECT: SIMPSON STRONG -TIE® FACE -MOUNT HANGERS FOR WOOD FRAMING ICC ICC ICC PMG LISTED 1\ �®a "2014 Recipient of Prestigious Western States Seismic Policy Council ■®� (WSSPQ Award in Excellence" A Subsidiary of coil RNAIuNCItV 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 any finding or other matter in this y y report, or as to an product covered b the report. l C."JS-EC ' Copyright ° 2018 ICC Evaluation Service, LLC. All rights reserved. IMES Evaluation Report ESR-2549 Reissued January 2018 Revised May 2018 This report is subject to renewal January 2019. vwvw.icc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° 0000 . . •••• •••••• DIVISION: 06 00 00—WOOD, PLASTICS, AND the hanger dimensions, required fasteners, opal.allowable • COMPOSITES loads; and Figure 2 for a drd%114181 a tylliical U series' • • �' • Section: 06 05 23—Wood, Plastic, and Composite hanger. """ ' : • • • •: Fastenings • 3.1.3 HU and HUC Series Flangg0e�0s: The Oil! e:Id HUC series hangers are formed from No. 4 gage �: Ivy nized� • REPORT HOLDER: steel. HU hangers having a wi8tl�.ddual to or gceaier than SIMPSON STRONG -TIE COMPANY INC. 29/1s inches (65 mm) are availSMe With concetfeb flanges** 5956 WEST LAS POSITAS BOULEVARD and are specified with the mJMZf2$ignation MC. See ' PLEASANTON, CALIFORNIA 94588 Table 3 for the hanger dimensions, required fpslen%s, and"' • • • (800) 925-5099 allowable loads; and Figure 3a fo ,a drawing of•a typical: • • 0 0 www.strongtie.com HU series hanger and Figure 364w an•HUC gang .,, • • 3.1.4 LUS Series Hangers: The LUS series hti'loers are EVALUATION SUBJECT: formed from No. 18 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are SIMPSON STRONG -TIE® FACE -MOUNT HANGERS FOR driven at a 45-degree angle through the joist and into the WOOD FRAMING header, which is described as double shear nailing in the 1.0 EVALUATION SCOPE installation instructions. See Table 4 for the hanger dimensions, required fasteners, and allowable loads; and Compliance with the following codes: Figure 4 for a drawing of a typical LUS series hanger. ■ 2015, 2012, 2009 and 2006 International Building Code® (IBC) ■ 2015, 2012, 2009 and 2006 International Residential Code (IRC) Property evaluated: Structural 2.0 USES The Simpson Strong -Tie face -mount hangers described in this report are used as wood framing connectors in accordance with Section 2304.10.3 of the 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 face -mount hangers described in this report are U-shaped hangers that have prepunched holes for the installation of nails into the face of the supporting wood header or beam or ledger. 3.1.1 LU Series Hangers: The LU series hangers are formed from No. 20 gage galvanized steel. See Table 1 for hanger dimensions, required fasteners, and allowable loads; and Figure 1 for a drawing of a typical LU series hanger. 3.1.2 U Series Hangers: The U series hangers are formed from No. 16 gage galvanized steel. See Table 2 for 3.1.5 MUS Joist Hanger: The MUS series hangers are formed from No. 18 gage galvanized steel. The U-shaped portion of the hangers has prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 5 for the hanger dimensions, required fasteners, and allowable loads; Figure 5 for a drawing of a typical MUS series hanger. 3.1.6 HUS and HUSC Series Hangers: The HUS and HUSC series hangers are formed from No. 14 gage galvanized steel with the exception of the HUS26, HUSC26, HUS28, HUSC28, HUS210, and HUSC210 hangers, which are formed from No. 16 gage galvanized steel. The HUS models having a seat width (W) equal to 39/16 inches (90 mm) are available with concealed flanges and are specified with the model designation HUSC. The hangers have prepunched holes for the installation of joist nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 6 for the hanger dimensions, required fasteners, and allowable loads; and Figure 6 for a drawing of a typical HUS series hanger. 3.1.7 HHUS Series Hangers: The HHUS series hangers are formed from No. 14 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at a 45-degree angle through the joist and into the header, which is described as double shear ICC-ES Evaluation Reports are not to be construed as representing aesthetics or am other attributes not specifically addressed, nor are they to be construed " as an endorsement of the subject of the report or a recommendanon,for its use. There is no warranh, by ICC Evaluation Service. LLC, express or implied, as INS to arty finding or other matter in this report, or as to any product covered by the report. ce :''^� Copyright © 2018 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 14 ESR-2549 Most Widely Accepted and Trusted Page 2 of 14 nailing in the installation instructions. See Table 7 for the hanger dimensions, required fasteners, and allowable loads; Figure 7 for a drawing of a typical HHUS series hanger. 3.1.8 SUR/L and SUR/LC Series Hangers: The SUR/L series hangers are formed from No. 16 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. The 2-2x and 4x SUR/L models are available with the A2 flanges concealed and are identified with the model designation SUR/LC. See Table 8 for the hanger dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.9 HSUR/L and HSUR/LC Series Hangers: The HSUR/L series hangers are formed from No. 14 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. The 2-2x and 4x HSUR/L models are available with the A2 flanges concealed and are identified with the model designation HSUR/LC. See Table 9 for the hanger dimensions, required fasteners, and allowable loads; and Figure 9 for a drawing of typical HSUR/L series hangers. 3.1.10 The HTU Series Hangers: The HTU hangers are designed to support trusses installed with full or partial heel heights and gaps between the truss and the supporting girders of up to, but not exceeding, 1/2 inch (12.7 mm), as shown in Tables 10A and 10C, and 1/8 inch (3.2 mm) as shown in Table 10B. Minimum and maximum nailing options are given in Tables 10A, 1013, and 10C to address varying heel heights and support conditions. The HTU hangers are formed from No. 16 gage galvanized steel. See Table 10A and Figures 10A and 10B for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the gap between the truss and the supporting girders is less than or equal to inch (12.7 mm). See Table 10B and Figures 10A and 10B for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the gap between the truss and the supporting girders is less than or equal to 1/8 inch (3.2 mm). See Table 10C and Figures 10A and 10C for hanger dimensions, required fastener schedule, allowable loads and an installation detail for installations in which the minimum allowable number of nails is driven into the supporting girder, and the gap between the truss and supporting girder is less than or equal to 1/2 inch (12.7 mm). 3.1.11 The LUCZ Series Hangers: The LUCZ hangers have concealed flanges to allow for installation near the end of a supporting member such as a ledger or header. The hangers are formed from No. 18 gage galvanized steel. See Table 11 and Figure 11 for hanger dimensions, required fastener schedule, allowable loads and a typical installation detail. 3.1.12 The HGUS Series Hangers: The HGUS series hangers are formed from No. 12 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45 degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 12 for the HGUS series hanger model numbers, hanger dimensions, required fasteners, and allowable loads; and Figure 12 for a drawing of a typical HGS hanger. 3.2 Materials: 3.2.1 Steel: All hangers described in this report, with the exception of the HTU and HGUS series hangers, are manufactured from galvanized steel complying with ASTM A653, SS designation, Grade 33 with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tensile strength, F,,, of 45,000 psi (310 MPa). The HTU and HGUS series hangers are manufactured from galvanized steel complying with ASTM A653 SS designation, Grade 40 with a minimum yield strength, Fy, of 40,000 psi (276 MPa) and a minimum tensile strength, F., of 55,000 psi (379 MPa). Minimum base -steel thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (inch) No. 12 No. 14 +• • 0.0865 + No. 16 "';" 0.05'55 No. 18 0.0445 • For Sl:1 inch =25.4mm. •••••• •••• •••••• The hangers have a mirthuM G90 zlri(! coating"":• specification in accordance rt :**TM A653. Some '. models (designated with a model nuRiber epflog•)Vith Z)""" are available with a G185 zip c coating specif coition in:.,,.,: accordance with ASTM A653. Some*models +(designated• • with a model number ending with HDG) a#a.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 for all hangers in this report, except the LUCZ series hangers, do not include the Z or HDG ending, but the information shown applies. 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: Wood members with which the connectors are used must be either sawn lumber, structural glued laminated timber or other engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for structural glued laminated timber and engineered lumber) except as noted in Section 4.1. The thickness of the supporting wood member (header, beam, or ledger) must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Nails used for hangers described in this report must comply with ASTM F1667 and have the following minimum fastener dimensions and bending yield strengths (Fyb): COMMON NAIL SIZE SHANK DIAMETER (inch) FASTENER LENGTH (inches) Fyb (psi) 10d X 11/2 0.148 11/2 90,000 10d 0.148 3 90,000 16d X 2'/2 1 0.162 1 2% 90,000 16d 1 0.162 1 31/2 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with 2015 IBC Section 2304.10.5, 2012, 2009 and 2006 IBC Section 2304.9.5 or 2015, 2012 and 2009 IRC Section R317.3, or ESR-2549 Most Widely Accepted and Trusted Page 3 of 14 2006 IRC Section R319.3, 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, CID, 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 where 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, the most restrictive governs. 5.0 CONDITIONS OF USE The Simpson Strong -Tie face -mount hangers for wood - framed construction 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. In the event of conflict between this report and the Simpson Strong - Tie published installation instructions, the more restrictive governs. 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 statutes of thejeAS ition in which the project is to be sonstnucted. • • • • • • • • • • 5.3 Adjustment factors noted•1h 4ection;4.49:wd the rr applicable codes musf • b: •consid'bred, where"' `• • applicable. •••••• • �r•••� 5.4 Connected wood memipers• and faetI must • comply, respectively, with $ecoons 3.2.E and 3.2.3 •rrrr• or*:**- rrr• •rrrr this report. . r • •• •• •rr• rrrrr• 5.5 Use of connectors with QreaWtive treated or fire • • retardant treated lumber Fi usto be in acigrdapce with• • • •: • Section 3.2.1 of this report. Use of steners with preservative treated or file ratardant treated lumber: • r so: must be in accordance Wh glection r3.2!3• of this • report. 0000 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES 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 an 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. TABLE 1—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS DIMENSIONS' (inches) FASTENERS2 (Quantity -Type) ALLOWABLE LOADS3,4,5 (Ibf) MODEL No. W H B Header5 Joist Uplift` Download Co = 1.6 Co = 1.0 Cp = 1.15 Cp = 1.25 10d 16d 10d 16d 10d 16d LU24 11/18 31/8 11/2 4 2-10d x 1'/2 240 465 555 530 630 570 655 LU26 19/16 43/4 1'/2 6 4-10d x 1% 540 695 835 800 950 860 1,030 LU28 11/16 63/6 1% 8 6-10d x 1% 850 930 1,110 1,065 1,180 11145 1,180 LU210 19/16 713/16 1% 10 6-10d x 02 850 1,160 1,390 1,330 1,580 1 1,430 1 1,615 For SI: 1 inch = 25.4 mm. 1 Ibf = 4.45 N. 'Refer to Figure 1 for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4LU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm). The height, H, of the � st hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. TThe quantity of 10d or 16d common nails specified in the "Header" column under "Fasteners" is required to achieve the tabulated allowable loads shown in the Allowable Download " 10d" or " 16d" columns. 6Aloowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. ESR-2549 Most Widely Accepted and Trusted Page 4 of 14 TABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS MODEL DIMENSIONS' (inches) inches FASTENER S2 (Quantity -Type) ALLOWABLE LOADS3,4,5 (Ibf) Uplift 6 Download No. W H B Headerfi Joist Co = 1.6 == CD 1.0 CD 1.15 Cp=1.25 10d 16d 10d 16d 10d 16d U24 19/16 3'/6 2 4 2-10d x 02 240 490 575 550 650 590 705 U26 19/,6 43/4 2 6 4-10d x 1% 535 730 865 830 980 890 1,055 U210 19/16 713/16 2 10 6-10d x 02 990 1,220 1,440 1,380 1,565 1,A 9,565 U214 19/16 10 2 12 8-10d x 02 990 1,465 1,730 1,655 '�.1!95 1775 2,110 U34 29/,6 3% 2 4 2-10d x 02 240 490 575 550 . • 950, TOO 0 • 0705 U36 29/,6 53/e 2 8 4-10d x 02 535 975 1,150 1,105 • •;S0b 1,185. 1,410 U310 29/,6 87/6 2 14 6-10d x 02 990 1,710 2,015 1,930 •2,280 2,070 2,465 U314 29/,6 10'/2 2 16 6-10d x 11/2 990 1,950 2,305 2,210 02,Q10 2870 2,815 U24-2 31/6 3 2 4 2-10d 240 490 575 550 ; %tQ 590• • • 705 U26-2 31/6 5 2 8 4-10d 535 975 1,150 1,105 05 1•1M 1,410 U210-2 3'/6 8% 2 14 6-10d 990 1,750 2,015 1,930• 2,280 2,070� 2,465 U44 39/16 27/6 2 4 2-10d 240 490 575 550 0 50 690 • 705 U46 39/16 4% 2 8 4-10d 535 975 1,150 1,105%.1,3D5 1, 85 1,410 • U410 39/,6 8% 2 14 6-10d 990 1,710 2,015 1,930 2,280 2,Q7.0. •2,465 U414 39/16 10 2 16 6-10d 990 1,950 2,305 2,210 2,610 2,370 2,815 U26-3 4% 41/4 2 8 4-10d 535 975 1,150 1,105 1,305 1,185 1,410 U66 51/2 5 2 8 4-10d 535 975 1,150 1,105 1,305 1,185 1,410 U610 51/2 8% 2 14 6-10d 990 1,710 2,015 1,930 2,280 2,070 2,465 U210-3 4% 73/4 2 14 6-10d 990 1,710 2,015 1,930 2,280 2,070 2,465 U24R 21/,6 35/6 2 4 2-10d x 11/2 240 490 575 550 650 590 705 U26R 21/16 55/6 2 8 4-10d x 02 535 975 1,150 1,105 1,305 1,185 1,410 U210R 21/,6 91/a 2 14 6-10d x 02 990 1,710 2,015 1,930 2,280 2,070 2,465 U44R 41/16 2% 2 4 2-16d 240 490 575 550 650 590 705 U46R 41/,6 4% 2 8 4-16d 535 975 1,150 1,105 1,305 1,185 1,410 U410R 41/,6 8'/6 2 14 6-16d 990 1,710 2,015 1,930 2,280 2,070 2,465 U66R 6 5 2 8 4-16d 535 975 1,150 1,105 1,305 1,185 1,410 U610R 6 8'/2 2 14 6-16d 990 1,710 2,015 1,930 2,280 2,070 2,465 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 2 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4U Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5The quantity of 10d or 16d common nails specified in the "Header" column under "Fasteners" is required to achieve the tabulated allowable loads shown in the Allowable Download "10d" or "16d" columns. 6Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. a'f�r� U7A FIGURE 1-LU SERIES HANGER FIGURE 2-1.1 SERIES HANGER (See Table 1-Page 3) (See Table 2-above) ESR-2549 Most Kride/y Accepted and Trusted Page 5 of 14 TABLE 3-ALLOWABLE LOADS FOR THE HU/HUC SERIES JOIST HANGERS MODEL HANGER DIMENSIONS' (inches) FASTENERS2 (Quantity -Type) ALLOWABLE LOADS (Ibf)3,4,5 NO. W H B Header Joist Uplift` Download Co = 1.6 CD = 1.0 CD = 1.15 CD = 1.25 HU26 19/16 3'/16 21/4 4-16d 2-10d x 11/2 305 595 670 720 HU28 19/16 51/4 21/4 6-16d 4-10d x 1% 605 895 1,010 1,080 HU210 19/16 71/8 21/4 8-16d 4-10d x 1'/2 605 1,190 1,345 1,440 HU212 19/16 9 21/4 10-16d 6-10d x 1% 1,135 1,490 • •1,680 1 800 HU214 19/16 101/8 21/4 12-16d 6-10dx1% 1,135 1,790 • •• ::015 0 2w160 HU216 19/16 1215/16 21/4 18-16d 8-10d x 1% 1,510 2,680 • • • • )36025 • • •1,240 HU34 29/16 33/8 21/2 4-16d 2-10d x 11/2 380 595 • • • • • 670 • 720 HU36 29/16 53/8 21/2 8-16d 4-10dx11/2 605 1,190 •9••1,345 • U440 HU38 29/16 7'/8 21/2 10-16d 4-10d x 11/2 605 1,490 0 - • •1,680 + T,900 HU310 29/16 87/8 21/2 14-16d 6-10dx1'/2 905 2,085 •0 6601,350 ••5,620 HU312 29/16 105/8 21/2 16-16d 6-10d x 02 905 2,385 • • **2,690 • • • 2,880 HU314 29/16 123/8 21/2 18-16d 8-10d x 1% 1,510 2,680 * • • 3,025 • 3,240 HU316 29/16 141/8 21/2 20-16d 8-10d x 1% 1,510 2,980 3,360 0• S 00 HU44 39116 27/8 2'/2 4-16d 2-10d 380 595 • • •670 • • •720 HU46 39/16 53/16 21/2 8-16d 4-10d 755 1,190 1,345 1.440 HU48 39/16 6 13/ 16 21/2 10-16d 4-10d 755 1,490 1,680 1,800 HU410 39/16 85/8 2'/2 14-16d 6-10d 1,135 2,085 2,350 2,520 HU412 39/16 105116 2'/2 16-16d 6-10d 1,135 2,385 2,690 2,880 HU414 39/16 125/e 2% 18-16d 8-10d 1,510 2,680 3,025 3,240 HU416 39/16 13% 2'/2 20-16d 8-10d 1,510 2,980 3,360 3,600 HU66 51/2 43/16 2'/2 8-16d 4-16d 895 1,190 1,345 1,440 HU68 51/2 513/16 21/2 10-16d 4-16d 895 1,490 1,680 1,800 HU610 51/2 75/e 2'/2 14-16d 6-16d 1,345 2,085 2,350 2,520 HU612 51/2 93/8 2'/2 16-16d 6-16d 1,345 2,385 2,690 2,880 HU614 51/2 115/8 2'/2 18-16d 8-16d 1,780 2,680 3,025 3,240 HU616 5'/2 12'1/16 21/2 20-16d 8-16d 1,780 2,980 3,360 3,600 HU24-2 3'/8 3'/16 21/2 4-16d 2-10d 380 595 670 720 HU26-2 3'/e 53/8 21/2 8-16d 4-10d 755 1,190 1,345 1,440 HU28-2 3'/8 7 21/2 10-16d 4-10d 755 1,490 1,680 1,800 HU210-2 31/8 813/16 21/2 14-16d 6-10d 1,135 2,085 2,350 2,520 HU212-2 31/e 109/16 21/2 16-16d 6-10d 1,135 2,385 2,690 2,880 HU214-2 31/8 1213/16 21/2 18-16d 8-10d 1,510 2,680 3,025 3,240 HU216-2 31/8 137/e 21/2 20-16d 8-10d 1,510 2,980 3,360 3,600 HU310-2 51/a 87/8 2'/2 14-16d 6-10d 1,135 2,085 2,350 2,520 HU312-2 51/8 105/8 2'/2 16-16d 6-10d 1,135 2,385 2,690 2,880 HU314-2 51/8 125/8 21/2 18-16d 8-10d 1,510 2,680 3,025 3,240 HU26-3 411116 51/2 21/2 8-16d 4-10d 755 1,190 1,345 1,440 HU210-3 411/16 89/16 2'/2 14-16d 6-10d 1,135 2,085 2,350 2,520 HU212-3 411/16 105/16 21/2 16-16d 6-10d 1,135 2,385 2,690 2,880 HU214-3 4t1/16 121/16 21/2 18-16d 8-10d 1,510 2,680 3,025 3,240 HU216-3 417/16 137/8 21/2 20-16d 8-10d 1,510 2,980 3,360 3,600 HU210-4 6'/e 83/8 21/2 14-16d 6-16d 1,345 2,085 2,350 2,520 HU88 71/2 65/8 2112 10-16d 4-16d 895 1,490 1,680 1,800 HU810 71/2 83/8 21/2 14-16d 6-16d 1,345 2,085 2,350 2,520 HU812 71/2 101/8 21/2 16-16d 6-16d 1,345 2,385 2,690 2,880 HU814 71/2 117/8 21/2 18-16d 8-16d 1,780 2,680 3,025 3,240 HU816 71/2 13% 21/2 20-16d 8-16d 1,780 2,680 3,360 3,600 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figures 3a and 3b (page 6) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3HU series hangers with widths (W) equal to or greater than 2 9/16 inches (65 mm) are available with header flanges turned in (concealed) and are identified with the model designation HUC#. See Figure 3b (page 6). `Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 5HU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. ESR-2549 Most Widely Accepted and Trusted Page 6 of 14 TABLE 4-ALLOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS MODEL DIMENSIONS' (inches) COMMON NAILSZ (Quantity -Type) ALLOWABLE LOADS3,4 (Ibf) NO. W H B Header 5 Joist Uplift, Download Cp=1.6 Co=1.0 Co=1.15 Co=1.25 LUS24 11/', 3'/8 13/4 4-1Od 2-10d 435 670 765 820 LUS26 19/1, 43/4 13/, 4-10d 4-10d 1,165 865 990 1,060 LUS28 19/1, 6% 13/4 6-10d 4-10d 1,165 1,100 1,260 1,350 LUS210 18/1, 713/16 13/4 8-10d 4-10d 1,165 1,335 1,530 1 1,640 LUS24-2 3'/, 31/, 2 4-16d 2-16d 410 800 905 980 LUS26-2 31/8 415/16 2 4-16d 4-16d 1,060 1,030 1,170 1,265 LUS28-2 31/8 7 2 6-16d 4-16d 1,060 1,315 1,490 1,610 LUS210-2 3'/8 815/,6 2 8-16d 6-16d 1,445 1,830 2,075 2,245 LUS214-2 31/8 1015/,6 2 10-16d 6-16d 1,445 2,110 2,395 2,590 LUS26-3 4% 41/8 2 4-16d 4-16d 1,060 1,030 1,170 1,265 LUS28-3 45/8 61/4 2 6-16d 4-16d 1,060 1,315 1,490 1,610 LUS210-3 4% 813/16 2 8-16d 6-16d 1,445 1,830 2,075 ••2,%5 LUS36 28/,6 5'/4 2 4-16d 4-16d 1,060 1,030 • • ,J70 i,265 LUS44 39/,6 3 2 4-16d 2-16d 410 800 905 • • 0960 LUS46 39/,6 43/4 2 4-16d 4-16d 1,060 1,030 • •: J470 1,265 LUS48 39/,6 63/4 2 6-16d 4-16d 1,060 1,315 ••J,490 1.610 LUS410 38/16 83/4 2 8-16d 6-16d 1,445 1,830 • • �,075 • • Z*Za5 LUS414 39/16 103/4 2 10-16d 6-16d 1,445 2,110 • • • E895 •012"o • For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. • • • • • +• • • • • • • • Refer to Figure 4 (this page) for definitions of hanger nomenclature (W, H, B). • • • 3Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. • • ;' • • • • • • • • 4Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building 4)de.• • 0 • • • • • LUS Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (YX N)otimes tha 40h of the; • • • •; joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inctf Q..rgfi). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. ,Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. �'�i� Max. 0 •��H N 0 II ° � 111 • � 6 G / � B FIGURE 3a-HU SERIES HANGER FIGURE 3b-HUC SERIES HANGER FIGURE 4-LUS SERIES HANGER (See Table 3-Page 5) (See Table 3, Footnote 3-Page 5) (See Table 4 above) ESR-2549 Most Widely Acdepted and Trusted Page 7 of 14 TABLE 5-ALLOWABLE LOADS FOR THE. MUS SERIES HANGERS MODEL DIMENSIONS' (inches) COMMON NAILSZ (Quantity -Type) ALLOWABLE LOADS''` (Ibf) NO. W H B Header 5 Joist Uplift` Download CD = 1.6 Co = 1.0 Cp = 1.15 Co = 1.25 MUS26 19/,6 5'/,6 2 6-10d 6-10d 930 1,295 1,480 1,560 MUS28 19/,6 63/4 2 8-10d 8-10d 1,320 1,730 1,975 2,125 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B). zRefer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. `MUS series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 5Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. FIGURE 5-MUS HANGER (see Table 5) • • I�-*2'' •••• •••••• ; f • • • • • • • • • • • 0 .... 00*0 • • •••• FIGURE 6-HUS SERIES HANGER (see Table 6) TABLE 6-ALLOWABLE LOADS FOR THE HUS AND HUSC SERIES HANGERS DIMENSIONS' (inches) COMMON NAILS' (Quantity -Type) ALLOWABLE LOADS3'4'' (Ibf) MODEL NO. W H B Header Joist' Uplift6 Download Cp=1.6 Cp=1.0 Co=1.15 Cp=1.25 HUS26 15/6 5% 3 14-16d 6-16d 1,320 2,735 2,845 2,845 HUS28 1% 7'/,6 3 22-16d 8-16d 1,760 3,695 3,695 3,695 HUS210 15/6 91/16 3 30-16d 10-16d 2,635 5,450 5,795 5,830 HUS46 3'/,6 4'/,6 2 4-16d 4-16d 1,165 1,055 1,195 1,290 HUS48 3'/,6 615116 2 6-16d 6-16d 1,320 1,580 1,790 1,930 HUS410 3'/,6 815/16 2 8-16d 8-16d 3,220 2,110 2,385 2,575 HUS412 3'/16 103/4 2 10-16d 10-16d 3,435 2,635 2,985 3,220 HUS26-2 31/6 5'/,6 2 4-16d 4-16d 1,165 1,055 1,195 1,290 HUS28-2 3'/6 7'/,6 2 6-16d 6-16d 1,320 1,580 1,790 1,930 HUS210-2 31/6 91/,6 2 8-16d 8-16d 3,220 2,110 2,385 2,575 HUS212-2 31/6 11 2 10-16d 10-16d 3,435 2,635 2,985 3,220 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'Refer to Figure 6 (this page) for definitions of hanger nomenclature (W, H, B). zRefer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. °HUS series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. 'Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. 'HUS series hangers with widths (W) equal to or greater than 39/16 inches (90 mm) are available with header flanges turned in (concealed) and are identified with the model designation HUSC#. ESR-2549 Most Widely Accepted and Trusted Page 8 of 14 TABLE 7-ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS DIMENSIONS' (inches) COMMON NAILS' (Quantity -Type) ALLOWABLE LOADS''` (Ibf) MODEL NO. W H B Header Joists Uplifts Download CD= 1.6 CD= 1.0 CD= 1.15 CD= 1.25 HHUS26-2 35/,s 5'/,s 3 14-16d 6-16d 1,320 2,830 3,190 3,415 HHUS28-2 35/,s 71/2 3 22-16d 8-16d 1,760 4,265 4,810 5,155 HHUS210-2 3'/16 9'/s 3 30-16d 10-16d 3,550 5,705 6,435 6,485 HHUS46 3% 5'/4 3 14-16d 6-16d 1,320 2,830 3,190 3,415 HHUS48 35/s 7'/s 3 22-16d 8-16d 1,760 4,265 4,810 5,155 HHUS410 3% 9 3 30-16d 10-16d 3,550 5,705 6,435 6,485 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 7 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4HUS series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, gs de%?Wed by others. • • •••••••• SJoist nails must be driven at a 45 degree angle through the joist into the header/beam to achieve the tabulated loads. : • •• •'• 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. 16%al pwable uolfft'I8M must • be reduced when other load durations govern. 0 . H2. AI" •••• • • o •. • • e • • �• 4\ FIGURE 7-HHUS SERIES HANGER (see Table 7) FIGURE 8-SUR/L SERIES HANGER (see Table 8) TABLE 8-ALLOWABLE LOADS FOR THE SUR/L AND SUR/LC SERIES JOIST HANGERS MODEL DIMENSIONS' (inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADS3'4,6 (Ibf) NO. W H B Al A2 Header Joist Uplifts Download CD= 1.6 CD= 1.0 CD= 1.15 Cp= 1.25 SUR/1_24 19/16 31/,s 2 11/s 1'/4 4-16d 4-10d x 1% 395 575 650 705 SUR/1_26 19/16 5 2 11/8 11/4 6-16d 6-10d x 1% 675 865 980 1,055 SUR/1_26-2 3'/s 415/,6 2% 1% 2% 8-16d 4-16dx1'/2 725 1,150 1,305 1,325 SUR/1_210 19/,s 8'/,s 2 11/e 11/4 10-16d 10-10d x 1% 1,250 1,440 1,630 1,760 SUR/1_214 19/,s 10 2 1'/8 04 12-16d 12-10d x 1% 1,890 1,730 1,955 2,110 SUR/1-210-2 3'/s 811/,s 25/e 1% 23/6 14-16d 6-16d x 21/2 1,150 2,015 2,280 2,345 SUR/L2.56/9 29/,6 813/,s 33/16 1'/e 2'/s 14-16d 2-10d x 11/2 210 2,015 2,280 2,465 SUR/L2.56/11 29/1s 113/16 33/16 1'/e 2'/s 16-16d 2-10d x 1% 210 2,305 2,610 2,665 SUR/1_414 39/1s 121/2 25/8 1 2'/s 18-16d 8-16d x 2% 1,490 2,400 1 2,400 1 2,400 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 8 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45° skew. 'Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4SUR/L series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. SAllowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. 6The 2-2x and 4x SUR/L models are available with the A2 flanges concealed and are specified with the model designation SUR/LC. ESR-2649 Most Widely Accepted and Trusted Page 9 of 14 TABLE 9—ALLOWABLE LOADS FOR THE HSUR/L AND HSUR/LC SERIES JOIST HANGERS MODEL DIMENSIONS' (inches) FASTENERS' (Quantity -Type) ALLOWABLE LOADSI,4,6 (Ibf) NO, W H B Al A2 Header Joist Uplift, Download CD= 1.6 CD= 1.0 CD= 1.15 CD= 1.25 HSUR/L26-2 3'/,, 4"/,6 27/16 1'% 2'/,6 12-16d 4-16dx2'/2 725 1,790 1,795 1,795 HSUR/L210-2 3'/6 8"/16 1'/. 2'/16 20-16d 6-16dx2'/2 1,150 2,980 3,360 3,410 HSUR/L214-2 3'/6 12"/16 1'/a 2'/,6 26-16d 8-16dx2'/, 1,490 3,875 4,370 4,680 HSUR/L46 3'/,6 4'/4 r2'/l, 1 23/,6 12-16d 4-16d 725 1,790 1,795 1,795 HSUR/L410 3'/,, 81/2 1 2'/,6 20-16d 6-16d 1,150 2,980 3,360 3,410 HSUR/L414 3'/,, 12% 1 2'/,6 26-16d 8-16d 1,490 3,875 4,370 4,680 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 9 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45' skew. 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4HSUR/L series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2m m). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as aeslgped by others. • . • 0090 ,Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. .... • • • ... ; 6The 2-2x and 4x HSUR/L models are available with the A2 flanges concealed and are specified with the model.Vji;gation HSUR/ LC. A2 I- ,W e FIGURE 9—HSUR/L SERIES HANGER ESR-2549 Most Widely Accepted and Trusted Page 10 of 14 TABLE 10A-DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS (1/2 Inch Maximum Gap between Supporting Member and Supported Member- Maximum Number of Nails into Supporting Member) MODEL No. DIMENSIONS (inches) FASTENERS` (Quantity -Type) ALLOWABLE LOADS 6,6,7 (Ibf) W H B Into Supporting Member Into Supported Member Uplift° Download Cp=1.6 Cp=0.9 Cp=1.0 Cp=1.15 Co=1.25 Cp=1.6 Single 2X Sizes HTU26 ('/z" Gap -Min Nail)' 15/e 57/,6 3'/2 20-16d 11-10dx1% 635 2,395 2,395 2,395 2,395 2,395 1% 5'/16 3% 20-16d 14-10dx11/2 1,175 2,640 2,940 3,100 3,100 3,100 HTU26 ('/2" Gap - Max Nail)2 15/6 57/16 3'/2 20-16d 20-10dxl'/2 1,215 2,640 2,940 3,320 3,580 3,630 HTU28 ('/2" Gap - Min Nail)' 1% 7'/,6 3'/2 26-16d 14-10dxl'/2 1,110 3,430 3,770 3,770 3,770 3,770 HTU28 ('/2" Gap - Max Nail)2 15/6 7'/16 3'/2 26-16d 26-10dxl'/2 1,920 3,430 3,820 4,315 4,655 5,015 HTU210 02" Gap - Min Nail)' 1% 9'/,6 3'/2 32-16d 14-10dxl'/2 1250 3,600 3,600 3,600 3,600 3,600 HTU210 (1/2" Gap - Max Nail)2 1% 9'/16 3'/2 32-16d 32-10dx11/2 3255 4,225 4,705 5,020 5,020 5,020 Double 2X Sizes HTU26-2 02" Gap - Min Nail)' 35/16 57/16 31/2 20-16d 14-10d 1,515 2,640 2,940 31320 3 500 3,500 HTU26-2 02" Gap - Max Nail)2 35/1(i 57/16 31/2 20-16d 20-10d 1,910 2,640 2,940. 3.320 •3•5.0p• 3,50 HTU28-2 ('/2" Gap - Min Nail)' 35/16 7'/,6 31/2 26-16d 14-10d 1,490 3,430 3,820 4 ,40 3,980. 3,980 HTU28-2 02" Gap - Max Nail)2 3 5/1 6 71/16 31/2 26-16d 26-10d 3,035 3,430 3,820• 4 • a" 5 WAS'5,529. HTU210-2 (1/2" Gap - Min Nail)' 35/16 9'/16 31/2 32-16d 14-10d 1,755 4,225 4,255• 4 • 04". 5 4,256 4,256 HTU210-2 ('/2" Gap - Max Nail)2 35/16 91/16 31/2 32-16d 32-10d 3,855 4,225 4,705. ' 5 10 %7.3p• 6,478 •••• • ••••• For S1: 1 inch = 25.4 mm, 1 pound = 4.45 N. � • •••••• •••• ••••• 'The suffix '(1/2" Gap - Min Nail)' corresponds to installed conditions where the gap between the supporting mem4er'apg tupportgq :Vmber is rrJ,oje • • than /6 inch (3.2 mm) and less than or equal to /2 inch (12.7 mm), and, at a minimum, the number of nails specifiedyin the table above are instaTTlec� • • into the supported wood truss. Refer to Figure 10B on page 11 for a typical installation detail. • • • • 2The suffix '(1/2" Gap - Max Nail)' corresponds to installed conditions where the gap between the supporting member and%upport1d lnefnper is n"Le • • than '/a inch (3.2 mm) and less than or equal to 1/2 inch (12.7 mm), and all of the pre -punched nail holes in the U-shaped portion•af the hanger • supporting the truss (joist) are filled with nails. This is designated in the table as "Max Nail" and is shown in Figure iQQon page 11... • • • • 3Refer to Figure 10A for definitions of hanger nomenclature (W, H, B). • • `Allowable loads correspond to installations where the maximum possible number of nails is driven into the supporting member. Refer tolection 3.2.3 of this report for nail sizes and required minimum physical properties. STabulated allowable loads are for installations in wood members complying with Section 3.2.2 of this report. 6Tabulated loads must be selected based on the applicable load duration factor, Co, as permitted by the applicable building code. See Sections 4.1 and 4.2 for design and installation requirements. 'HTU series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm), for joists having a height no tgreater than the height (H) of the hanger. Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The tabulated allowable uplift loads must be reduced proportionally when other load durations govern. 3U FIGURE 10A-HTU SERIES HANGER ESR-2549 Most widely Accepted and Trusted Page 11 of 14 TABLE 10B-DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS (1/8 Inch Maximum Gap between Supporting Member and Supported Member- Maximum Number of Nails into Supporting Member) MODEL No. DIMENSIONS' (inches) FASTENERS` (Quantity -Type) ALLOWABLE LOADS 6'6'' (Ibf) W H B Into Supporting Member Into Supported Member Uplift° Download Cp=1.6 Co=0.9 Co=1.0 Co=1.15 Cp=1.25 Cp=1.6 Single 2X Sizes HTU26 ('/e" Gap -Min Nail)' 15/, 57116 31/2 20-16d 11-10dx1'/2 640 2,640 2,670 2,670 2,670 2,670 15/, 57/16 31/2 20-16d 14-10dx11/2 1,250 2,640 2,940 3,200 3,200 3,200 HTU26 (1/8" Gap- Max Nail)2 1% 57/,6 31/2 20-16d 20-10dx1'/2 1,555 2,640 2,940 3,320 3,580 4,010 HTU28 (1/8" Gap- Min Nail)' 1% 7'/,6 31/2 26-16d 14-10dx11/2 1,235 3,430 3,820 3,895 3,895 3,895 HTU28 (1/8" Gap - Max Nail)2 1% 71/16 3'/2 26-16d 26-10dx11/2 2,020 3,430 3,820 4,315 4,655 5,435 HTU210 (1/8" Gap - Min Nail)' 15/8 91/16 3% 32-16d 14-10dxl'/2 1,330 4,225 4,300 4,300 4,300 4,300 HTU210 (1/8" Gap - Max Nail)2 16/, 91/16 3'/2 32-16d 32-10dxl'/2 3,315 4,225 4,705 5,310 5,730 5,995 Double 2X Sizes HTU26-2 ('/e" Gap - Min Heel)' 35/16 57/16 31/2 20-16d 14-10d 1,515 2,640 2,940 • 3,320 3,5$Q • 3,91 Q HTU26-2 (1/8" Gap - Max Nail)2 3 5/1 6 5 7/ 16 31/2 20-16d 20-10d 2,175 2,640 2,940 •3,320 8,580 • 4,480 HTU28-2 (/a" Gap - Min Nail)' 35/16 71/16 31/2 26-16d 14-10d 1,530 3,430 3,820 • •:,3'i0 %,310 4,310 • HTU28-2 ('/e" Gap - Max Nail)2 35/16 7'/16 31/2 26-16d 26-10d 3,485 3,430 3,820 •4,315 4,655 51825 • HTU210-2 (1/8" Gap - Min Nail)' 35/16 91/16 31/2 32-16d 14-10d 1,755 4,225 4,705• • 4$i5 'jl�'13 • 4,81� • HTU210-2 ('/e" Gap - Max Nail)2 35/16 9'/16 3'/2 32-16d 32-10d 4,110 4,225 4,7050 :56g0 5789 • 6,515 • For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'The suffix '(1/8" Gap - Min Nail)' corresponds to installed conditions where the gap between the supporting memt:ar Ad supported wood truss i : 0e• inch (3.2 mm) or less, and at a minimum, the number of nails specified in the table above are installed into the supported wood truss•Refor to Figure 210E for a typical installation detail. • • • ; 1, ; The suffix '( /8" Gap - Max Nail)' corresponds to installed conditions where the gap between the supporting membdt`and Supportj&vAed truss i9 /8 • inch (3.2 mm) or less, and the all of the pre -punched nail holes in the U-shaped portion of the hanger supporting the truss (joist) are filloSwith nails. This is designated in the table as "Max Nail" and is shown in Figure 10B on this page. 'Refer to Figure 10A for definitions of hanger nomenclature (W, H, B). `Allowable loads correspond to installations where the maximum possible number of nails is installed into the supporting member. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. STabulated allowable loads are for installations in wood members complying with Section 3.2.2 of this report. 6Tabulated loads must be selected based on the applicable load duration factor, CD, as permitted by the applicable building code. See Sections 4.1 and 4.2 for design and installation requirements. 'HTU series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm), for joists having a height no greater than the height (H) of the hanger. 6Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The tabulated allowable uplift loads must be reduced proportionally when other load durations govern. i Min. heel height per table `-_See footnotes No. 1 and No. 2 for maximum gap between end of truss and carrying member FIGURE 106 TYPICAL HTU INSTALLATION ESR-2549 Most Widely Accepted and Trusted Page 12 of 14 TABLE 10C—DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS — ALTERNATE INSTALLATION (1/2 Inch Maximum Gap between Supporting Member and Supported Member - Minimum Number of Nails into Supporting Member) DIMENSIONS' FASTENERS` ALLOWABLE LOADS 6'6'' (Ibf) (inches) (Quantity -Type) No. DEz Into Into Uplift6 Download Cp=1.6 Cp=0.9 Cp=1.0 CD=1.15 Cp=1.25 Cp=1.6 W H B Supporting Member Supported Member HTU26 ('/2° Gap— Min Nail)' 1% 57/1g 3'/2 10-16d 14-10dx1'/2 845 1,320 1,470 1,660 1,790 1,875 HTU26 02" Gap— Max Nail)2 15/6 57/16 3'/2 10-16d 20-10dx1'/2 1,240 1,320 1,470 1,660 1,790 2,220 HTU28 ('/2° Gap — Max Nail)2 1% 7'/16 31/2 20-16d 26-10dx1'/2 1,920 2,640 2,940 3,320 3,580 3,905 HTU210 ('/z" Gap —Max Nail)2 15/8 9'/,s 3'/2 20-16d 32-10dx1'/2 2,880 2,640 2,940 3,320 3,580 3,905 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'The suffix '(1/2" Gap — Min Nail)' corresponds to installed conditions where the gap between the supporting member and supported member is more than inch (3.2 mm) and less than or equal to inch (12.7 mm), and at a minimum, the number of nails specified in the table above are installed into the supported wood truss. Refer to Figure 10C for an alternate installation detail. 2The suffix '('/2" Gap — Max Nail)' corresponds to installed conditions where the gap between the supporting member and supported dwwa ber is more than 1/6 inch (3.2 mm) and less than or equal to inch (12.7 mm), and the all of the pre -punched nail holes in the U-shaped post ri pttl)e hanggj • 0 • • supporting the truss (joist) are filled with nails. This is designated in the table as "Max Nail" and is shown in Figure fO.C, • • 'Refer to Figure 10A for definitions of hanger nomenclature (W, H, B). 000000 • `Allowable loads correspond to installations where the minimum allowable number of nails is installed into the sup*ptfto� tnembeP. Refer to SectitA • • • • 3.2.3 of this report for nail sizes and required minimum physical properties. 000600 • • • 5Tabulated allowable loads are for installations in wood members complying with Section 3.2.2 of this report. 0000 • . : ""; 6Tabulated loads must be selected based on the applicable load duration factor, Co, as permitted by the applicabl2JVgrli1g code:S"Sections 4.1 and 4.2 for design and installation requirements. • • 'HTU series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N: Mjs the deptr•ot the joist l• • • which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 fft)! Ibr joists 14&Alg a height"* • • • 'Allowable than the height (H) of the hanger. • • • • • • • Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. T& tabul;ted must be reduced proportionally when other load durations govern. • • • • • FIGURE 10C—ALTERNATE HTU INSTALLATION allavyable, uplift loagd� ,, • ESR-2549 Most Widely Accepted and Trusted Page 13 of 14 TABLE 11—DIMENSIONS, NAILING SCHEDULES AND DESIGN VALUES FOR LUCZ SERIES HANGERS DIMENSIONS (inches) FASTENERS' (Quantity -Type) z a a 6 ALLOWABLE LOADS ' ' ' (Ibf) MODEL No. W H Into Supporting Member Into Supported Member Uplift` Download Co=1.60 CD =0.9 CD =1.0 CD =1.15 CD =1.25 CD =1.60 LUC26Z 19/16 43/4 6-10dx11/2 4 - 10d x 1 % 730 640 710 810 875 1,100 6 - 10d 730 640 710 810 875 1,100 6 - 16d 730 760 845 965 1,040 1,315 LUC210Z 19/16 73/4 10- 10d x 1% 6- 10d x 11/2 985 1,065 1,185 1,345 1,455 1,830 10- 10d 985 1,065 1,185 1,345 1,455 1,830 10-16d 985 1,270 1,410 1,605 1,735 2,180 For SI: 1 inch = 25.4 mm, 1 pound = 4.45 N. 'Allowable loads correspond to installations where all pre -punched nail holes in the hanger are filled with nails. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. zTabulated allowable loads are for installations in wood members complying with Section 3.2.2 of this report. 3Tabulated loads must be selected based on the applicable load duration factor, CD, as permitted by the applicable buikjAJLddjp. See Sections 4.1 and 4.2 for design and installation requirements. • • • • • • • • • • • • `The maximum allowable gap between the joist end and the supporting member is inch (3.2 mm). • • • • . . • 6LUCZ series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds.( pounds"times 8 tgotil of the, • • joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 nch Z�.. mm), for nominal 2x6� • 6joists supported by the LUC26Z and nominal 2x10 joists supported by the LUC210Z. see• •. •. • Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed• TMLP 4ulated%livifie uplift• • loads must be reduced proportionally when other load durations govern. • • • • • 090015 •••••• •••• ••••• •• •• •••• •••••• • yr��lz���r����:�t�3.1_�:L�3�:7_1:U71:F�L•T�A�i[•]:��]��_lI� ESR-2549 Most Widely Accepted and Trusted Page 14 of 14 TABLE 12-ALLOWABLE LOADS FOR THE HGUS SERIES JOIST HANGERS6 Model No. DIMENSIONS' FASTENERSZ ALLOWABLE LOADS' s Uplift Download W H B Header Joist` CD = 1.6 CD = 1.0 Co = 1.15 CD = 1.25 HGUS26 15/, 5'/8 5 20-16d 8-16d 875 4,340 4,850 5,170 HGUS28 15/6 7'/e 5 36-16d 12-16d 1,650 7,275 7,275 7,275 HGUS210 15/e 91/6 5 46-16d 16-16d 2,090 9,100 9,100 9,100 HGUS26-2 3'/,6 5'/16 4 20-16d 8-16d 2,155 4,340 4,850 5,170 HGUS28-2 3'/,6 7'/,6 4 36-16d 12-16d 3,235 7,460 7,460 7,460 HGUS210-2 37/16 91/,6 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS46 35/6 5'/4 4 20-16d 8-16d 2,155 4,340 4,850 5,170 HGUS48 3% 7 4 36-16d 12-16d 3,235 7,460 7,460 7,460 HGUS410 3% 9 4 46-16d 16-16d 4,095 9,100 9,100 9,100 HGUS412 3% 10'/16 4 56-16d 20-16d 4,085 9,045 9,045 000007,045 HGUS414 3% 127/,6 4 66-16d 22-16d 4,580 9,525• • •9,525 • • • t,525 HGUS26-3 4 15/ 16 57/16 4 20-16d 8-16d 2,155 4,340600 • •4,850 : • • • 50170 HGUS28-3 415/16 7'/,6 4 36-16d 12-16d 3,235 7,46CU • • • •7,460 • 7,460 HGUS210-3 415/16 9'/,6 4 46-16d 16-16d 4,095 9,1006 ••9,100 i• 0Z0100 HGUS212-3 4t5/16 10'/4 4 56-16d 20-16d 4,085 9,04� • • • •9,045 • •9,045 HGUS214-3 415/16 12'/4 4 66-16d 22-16d 4,580 9,52Ef• 10 9,525 00 • 9,525 HGUS26-4 6'/16 57/,6 4 20-16d 8-16d 2,155 4,34•• •:4,850 • 5,170 HGUS28-4 6/,6 73/16 4 36-16d 12-16d 3,235 7,460, • 7,460 • J!460 HGUS210-4 6'/,6 9'/16 4 46-16d 16-16d 4,095 9,100 00 09,100 0 -49,100 HGUS212-4 6'/16 10'/16 4 56-16d 20-16d 4,085 9,045 9,045 0 • 09,045 HGUS214-4 6'/16 12'/,6 4 66-16d 22-16d 4,580 9,525 9,525 9,525 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Refer to Figure 12 (this page) for definitions of hanger nomenclature (W, H, B). 2Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. `Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve tabulated loads. 5Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. 6HGUS series hangers provide torsional resistance, which is defined as the moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125" (3.2 mm). The height, H, of the joist hanger must be at least 60 percent of the height of the joist unless additional lateral restraint is provided, as designed by others. -.- 0s�- B FIGURE 12-HGUS SERIES JOIST HANGER Originally Issued: 08/31/2008 Revised: 09/01/2017 Valid Through: 08/31/2018 EVALUATION SUBJECT: SIMPSON STRONG -TIE ANGLES, CLIPS, AND TIES REPORT HOLDER: Simpson Strong -Tie Company Inc. 5956 West Las Positas Boulevard Pleasanton, California 94588 (800)999-5099 www.stronatie.com CSI Division: 06—Wood, Plastics and Composites CSI Section: 06 05 23—Wood, Plastic, and Composite Fastenings 1.0 SCOPE OF EVALUATION 1.1 Compliance to the following codes & regulations: • 2015, 2012, 2009, and 2006 International Building Codee (IBC) • 2015, 2012, 2009, and 2006 International Residential Codee (IRC) 1.2 Evaluated in accordance with: • IAPMO UES Evaluation Criteria for Joist Hangers and Miscellaneous Connectors (EC 002-2017) 1.3 Properties assessed: • Structural 2.0 PRODUCT USE Simpson Strong -Tie structural angles, clips and ties are used as wood framing anchors and mechanical fastenings in accordance with Section 2304.10.3 of the 2015 IBC and 2304.9.3 of the 2012, 2009, and 2006 IBC. The products may 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 PRODUCT DESCRIPTION 3.1 Product information 3.1.1 A Series Angles: The A series angles transfer shear loads between wood members and are formed from No. 18 gage steel. Table 1 of this report provides model numbers, dimensions, fastener schedules, allowable loads, and installation details. adjustments of the legs for two- and three-way tied connections and shall be bent one-time only. Table 2 and F1gUre 2 of this report provide model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.3 FC Series Framing Clips: The FC series framing clips transfer shear loads between wood members and are formed from No. 16 gage steel. Table 3 anc.PfiUre3 of this report provide model nL*bers! • dimensf&?s! fastener • •: • schedules, allowable loads, and tnstAlation e�ih • • 3.1.4 GA Series Gusset Aaglesr The GA series gusgee • • • angles connect wood framing jA"bers andare formed from • No. 18 gage steel. Table 4 and F' ntre 4 of this report contain... model numbers, dimensions,•sr sc teeehedules,allowande:.. • fa loads, and installation details! • • • • •. • ...... 3.1.5 H2A, H2.5T, H8, H1A-2*H20S, H.1s1 and HGAJO..% Hurricane Ties: The hurricane ties connect wood rafters' . or trusses to wood wall plate%or sIds. The JFiA, H2.V,,' • •; H8, H10A-2, HI OS, and HI are formed from W. 18 gage steel, and the HGA10 is formed from No. 14 gage steel. Table 5 and Figure 5 of this report contain model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.6 HH Series Header Hangers: The HH series header hangers transfer wind uplift and lateral loads between wood roof and wall members and are formed from No. 16 gage steel. Table 6 and Figure 6 of this report provide model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.7 L Series Reinforcing Angles: The L series reinforcing angles connect wood framing members and are formed from No. 16 gage steel. Table 7 and Figure 7 of this report describe model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.8 LCE4 Post Cap: The LCE4 post cap transfers uplift and lateral forces from a wood beam to a wood post and is formed from No. 20 gage steel. Table 8 and Figure 8 of this report describe model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.9 LS Series Skewable Angles: The LS series skewable angles transfer loads between wood framing members and are formed from No. 18 gage steel. The angles are designed to allow field skewing from 0 to 135 degrees and shall be bent one time only. Table 9 and Figure 9 of this report contain model numbers, dimensions, fastener schedules, 3.1.2 A34 and A35 Framing Angles: The A34 and A35 allowable loads, and installation details. framing angles connect wood framing members and are fabricated from No.18 gage steel. The connectors have 3.1.10 LTP4 and LTP5 Lateral Tie Plates: The LTP4 and cutouts on each leg and a prong to aid in installation. The LTP5 lateral tie plates transfer shear loads from the wood A35 angle has slots and bend lines to permit field top plate to wood rim joist or blocking members and is The product described in this Uniform Evaluation Service (UES) Report has been evaluated as an alternative material, design or method of construction inorder to satisfy and comply with ES the intent of the provisions of the code, as noted in this report, and for at least equivalence to that prescribed in the code in quality, strength, effectiveness, fire resistance, durability and safely, as applicable, in accordance with IBC Section 104.11. This report shall only be reproduced in its entirety. Copyright © 2017 by International Association of Plumbing and Mechanical Officials. All rights reserved. Printed in the United States. Ph. 1-877-41ESRPT • Fax: 909.472.4171 web: www.unitbrm-es.org • 4755 East Philadelphia Street, Ontario, California 91761-2816 - USA Page 1 of 18 Originally Issued: 08/31/2008 Revised: 09/01/2017 Valid Through: 08/31/2018 formed from No. 20 gage steel. Table 10 and Figure 10 of this report provide model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.11 RBC and RBCP Roof Boundary Clips: The RBC/RBCP roof boundary clips transfer loads between the roof diaphragm perimeter blocking and wall top plates and are formed from No. 20 gage steel. The clips may be field bend to desired angle one time only. Table l 1 and Figure 11 of this report contain model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.12 TJC Jack Truss Connectors: The TJC Jack Truss Connectors are field skewable connectors that transfer loads from jack trusses, joists, rafters and blocking members to supporting members, and are formed from No. 16 gage steel. Table 12 and Figure 12 of this report describe model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.13 Z Series Panel Stiffener Clips: The Z2 and Z4, Z44 panel stiffener clips are formed from No. 20 and No. 12 gage steel, respectively. The Z clips are used to support nominally 2-by-4 or 2-by-6 wood blocking between joists or trusses that provide solid backing for ceiling panel material. Table 13 and Figure 13 of this report provide model numbers, dimensions, fastener schedules, allowable loads, and installation details. 3.1.14 FWANZ Foundation Wall Angles: The FWANZ foundation wall angles are used to attach the foundation or basement walls to the floor system to resist out -of -plane loads imposed by soil pressure. Each angle fastens to the wood rim -board and wood mudsill with nails. The FWANZ is formed from No. 14 gage steel. Table 14 and Figure 14 of this report provide model numbers, dimensions, fastener schedule, allowable loads, and installation details. 3.2 Materials CORRESPONDING BASE CONNECTOR METAL THICKNESS STEEL GAGE inches No. 12 0.0975 No. 14 0.0720 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For SI: 1 inch = 25.4 mm 3.2.1 Steel: The FWANZ, H2A, H2.5T, H8, H14, LCE4, LTPS, RBC, and RBCP connectors described in this report are manufactured from galvanized steel complying with ASTM A653, Grade 40, SS designation with a minimum yield strength of 40,000 psi (227 MPa) and a minimum ultimate tensile strength of 55,000 psi (358 MPa). All other connectors described in this report are manufactured from galvanized steel complying with ASTM A653, Grade 33, SS designation with a minimum yield strength of 33,000 psi (227 MPa) and a minimum ultimate tensile strength of 45,000 psi (310 MPa). The connectors have a minimum G90 zinc coating designation complying with ASTM A653. Some models also are available with a G185 zinc coating designation in a000rdance with ASTM A653 (denoted by model numbers errdrrbg m the letter... Z). Some models are available with a.batcla hot -dipped.' galvanized coating in accordan"swth ASS l*V23, wirh"% minimum specified coating weigh of 2.0 ounces of zinc per . square foot of surface area (W" g/rn), tgtal fqr both 48M O ; (denoted by model numbers w"ag with Ilse letters HpW.. Model numbers in this report Ui" list the Z ar.IJVG endipl.. • but the information shown applits.. Go% The holder of this report (SitDpsdh strong-T'je) qr the lurvptr.; treater shall be contacted forrecogimendafoAs, pA minimum corrosion resistance of steel..dbnpectors jU.pontact Widt•: specific proprietary preservative -treated •qr. .f1re-retardant- treated lumber. 3.2.2 Wood: Wood members with which the connectors are used shall be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber), except as noted in Section 4.1 of this report. The thickness (depth) of the wood main member shall be equal to or greater than the length of the fasteners specified in the tables in this report, unless the reduced penetration effect on the load calculation per the applicable ANSI/AWC National Design Specification for Wood Construction and its Supplement (NDS) is taken into account, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Common nails shall comply with ASTM 171667 when used with connectors in this report and shall have the following minimum fastener dimensions and bending yield strengths (Fyb): SHANK FASTENER Fyn FASTENER DIAMETER LENGTH inches(inches)(psi) 8d x 1'/z 0.131 1'/z 100,000 8d 0.131 2'/2 100,000 1 Od x 1'/z 0.148 1'/z 90,000 lOd 0.148 3 90,000 l6d 0.162 3'/z 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with fire -retardant -treated or preservative -treated lumber shall comply with Section 2304.10.5 of the 2015 IBC; Section 2304.9.5 of the 2012, 2009, or 2006 IBC; 2015, 2012 or 2009 IRC Section R317.3, or 2006 IRC Section R319.3, as applicable. The report Page 2 of 18 Originally Issued: 08/31/2008 Revised: 09/01/2017 Valid Through: 08/31/2018 holder or lumber treater shall be contacted for recommendations on minimum corrosion resistance and connection capacities of fasteners used with the specific proprietary preservative -treated or fire -retardant -treated lumber. SDS wood screw fasteners described in Tables 5 and 12 of this report shall be Simpson Strong -Tie SDS wood screws recognized in ICC-ES ESR-2236. 4.0 DESIGN AND INSTALLATION 4.1 Design The tabulated connector loads shown in this report are for allowable stress design and include the load duration factor, Co, corresponding with the applicable loads in accordance with the ANSI/AWC National Design Specification for Wood Construction and its supplement (NDS). Further load duration increases are not permitted other than those shown. Tabulated allowable loads apply to products connected to wood used where sustained temperatures are 1007 (37.8°C) or less and under dry conditions. The allowable loads shall be adjusted by the wet service factor, Cm, specified in the NDS for dowel -type fasteners, when products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected. The allowable loads in this report shall be adjusted by the temperature factor, C,, specified in the NDS when connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.8°C). 4.2 Installation Installation of the connectors shown in this report shall be in accordance with the manufacturer's published installation instructions and this evaluation report. If there is a conflict between this report and the manufacturer's published installation instructions, the more restrictive prevails. 4.3 Special Inspection 4.3.1 Periodic special inspection shall be conducted in accordance with 2015 IBC Sections 1704.2 and 1705.11, 2012 IBC Section 1705.10, 2009 IBC Section 1706, or 2006 IBC Section 1704, as applicable, when the product series are components within the main wind -force -resisting system of structures constructed in areas listed in 2015 IBC Section 1705.11, 2012 IBC Section 1705.10, 2009 IBC Section 1706.1 and Section 1705.4 for the 2006 IBC. Special inspection requirements do not apply to structures, or portions thereof, that qualify for exception under 2015 IBC Sections 1704.2 or 1705.11, 2012 IBC Sections 1704.2, 1705.3, 1705.10.1 or 1705.102, 2009 IBC Sections 1704.1, 1704.4, 1706.2 or 1706.3 and 2006 IBC Sections 1704.1 or 1704.4. 4.3.2 Periodic special inspection shall be conducted in accordance with the applicable subsections of Sections 1704.2 and 1705.12 of the 2015 IBC, Section 1705.11 of the 2012 IBC and Section 1707 of the 2009 and 2006 IBC when the product series are components within th%reiimic-force- resisting system of structures.constxucted i$ $cysOiic DesygN •. • Category C, D, E or F. Specizl.i%ssection.requirements do . • not apply to structures, or p"pjj$ 1hereof;1111*Qualify fqr..; • exception under 2015 IBC Sec- i94s 1704.2 or 1105.12, 2Q12 • IBC Sections 1704.2 or 1705.1J.;Q09 IBC.Sections 1701.1! • • 1707.3 or 1707.4 or 2006 IBC $;rtjdns 170;1'P 8? t707.3.. 0 • • • ...... .... ..... 4.3.3 For installations unde�t*.W spe�laf Jnspectiorli%... not normally required. Howpyq. f9r an engineered design • • where calculations are required t8 b; signed by k registered • • design professional, periodic.Speciil inspectonrequirements and exemptions are as stated' j. Sections 4.3.1 and 4.3.2 of • • • this report as applicable for installations under the-IRC. • 5.0 LIMITATIONS The Simpson Strong -Tie products described in this report are in compliance with, or are acceptable 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 shall be manufactured, identified and installed in accordance with the manufacturer's published installation instructions and this report A copy of the instructions shall be available at the jobsite continuously during installation. If there is a conflict between this report and the manufacturer's published installation instructions, the more restrictive prevails. 5.2 Where applicable, adjustment factors noted in Section 4.1 of this report and the applicable codes shall be considered. 5.3 Connected wood members and fasteners shall be in compliance, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.4 Use of connectors with fire -retardant -treated or preservative -treated lumber shall be in accordance with Section 3.2.1 of this report. Use of fasteners with fire - retardant -treated or preservative -treated lumber shall be in accordance with Section 3.2.3 of this report. 6.0 SUBSTANTIATING DATA Data in accordance with IAPMO UES Evaluation Criteria for the Testing and Analysis of Joist Hangers and Miscellaneous Connectors (EC 002-2017), inclusive of tests and calculations. Page 3 of 18 Originally Issued: 08/31/2008 Revised: 09/01/2017 7.0 IDENTIFICATION A label shall be affixed on at least one of the following: product, packaging, installation instructions or descriptive literature. The label shall include the company name or trademark, model number, and the 1APM0 Uniform ES Mark of Conformity the name of the inspection agency (when applicable) and the Evaluation Report Number (ER- 112) to identify the products recognized in this report. A die - stamp label may also substitute for the label. Either Mark of Conformity may be used as shown below: IAPMO STM ES ® or IAPMO UES ER-112 Brian Gerber, P.E., S.E. Vice President, Technical Operations Uniform Evaluation Service ,/�1-f� Richard Beck, PE, CBO, MCP Vice President, Uniform Evaluation Service K� GP Russ Chan y CEO, The IAPMO Group For additional information about this evaluation report please visit www.uniform-es.org or email at info aluniform-es.org Page 4 of 18 Valid Through: 08/31/2018 • . . .... ...... ...... . ...... ...... .... ..... . . .. . ...... Originally Issued: 08/31/2008 Revised: 09/01/2017 Valid Through: 08/31/2018 TABLE 1: ALLOWABLE LOADS FOR THE A ANGLES ANGLE DIMENSIONS'` FASTENERS ALLOWABLE LOADS2,3,4s (Ibs) (in) (Quantity -Type) MODEL NO. Supporting Supported F, where CD = F2 where CD = 1.0 1.15 1.25 1.66 1.0 11.15.-A.W 1.66 L W, W2 Member Member (Base) (Post) A21 13/8 2 11/2 2-10d x 11/22-10d x 11/2 235 270 290 330 'T50 150: .1.`a�b 150 .... .. A23 23/4 2 11/2 4-10d x 11/24-10d x 11/2 475 540 580 680 a•••• 04-P3 . 5350 53.6 53i • A33 11/2 3 4-10d 4-10d 560 625 665 765 ,344� 340. .0 0 346* A44 11/2 0/16 E43/8 4-10d 4-1Od 560 625 665 775 1 2§0: 290. 290 29p. • • Sk 1 inch = 25.4 mm, 1 Ibs = 4.45 N. • • • • • • • • • 1. Figure 1 of this report details definitions of angle dimension nomenclature (L, Wi, W2) and allowable load directions (F, and F2). • • • • • • 2. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. 3. F, and F2 loads shall not be combined. 4. The Fi allowable loads are for one connector. When angles are installed on each side of wood member, the minimum member thickness shall be 3 inches. 5. The F2 allowable loads apply only when the connectors are used in pairs. 6. Allowable loads have been increased for wind or earthquake loading. No further increase is allowed. Figure 1 — A21 and A23 Angles Page 5 of 18 Originally Issued: 08/31/2008 Revised: 09/01/2017 Valid Through: 08/31/2018 TABLE 2: ALLOWABLE LOADS FOR THE A34 / A35 FRAMING ANGLES MODEL FASTENERS (Quantity -Type) DIRECTION ALLOWABLE LOADS',2,4 (lbs) NO. OF LOAD s Joist Header/Plate CD=1.0 CD=1.15 CD=1.25 CD=1.6 4-8dx1'/z 4-8dx1'/2 F1 395 450 465 465 A34 4-8dx1'/2 4-8dxl'/z F2 395 430 430 ¢36" 3-8dxl'/2 6-8dxl'/z Al 295 335 •8 • 950 s•••. 3-8dx1'/2 6-8dxl'/2 C1 185 185 „1 , 1850 3-8dxl'/2 6-8dx1 %z E 295 335 • • •f•' 05.:. • A35 6-8dxl'/2 6-8dxl'/ A2 295 325 • • FOPS 326 o e 6-8dxl'/2 6-8dxl'/2 C2 295 330 0.491 • • • 330 6-8dx1'/2 6-8dx11/ D 225 225 225 • , • •• 6-8dx1'/2 6-8dxl'/2 F1 590 650 06500 06CQo • 6-8dx1'/2 6-8dx1'/2 F2 590 670 670 670 SI: 1 Incn = 20.4 mm, 1 IDS = 4.40 N. 1. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. 2. Allowable loads are for one angle. When anchors are installed on each side of the joist, the minimum joist thickness is 3 inches. 3. Connectors are required on both sides ofjoist to achieve F2 loads in both directions. 4. Some illustrations below show connections that could cause cross -grain tension or bending of the wood during loading if not reinforced sufficiently. In this case, mechanical reinforcement should be considered. r 1�Jts 1� c. e � ° e. �r e 2 tA2Ft Figure 2 — A34 and A35 Framing Angles Page 6 of 18 Originally Issued: 08/31/2008 Revised: 09/01/2017 Valid Through: 08/31/2018 TABLE 3: ALLOWABLE LOADS FOR THE FC FRAMING CLIPS MODEL NO. CONNECTOR WIDTH (W) (in) FASTENERS (Quantity -Type) ALLOWABLE DOWNLOAD, F11'2 (lbs.) Cu=1.0 Co=1.15 Co=1.25 FC4 39/16 8-16d 865 870 870 FC6 5112 10-16d 1 1,005 1,140 1,160 SI: 1 Inch = 2b.4 min, l IDS = 4.40 N. 00*0 1. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. 2. Minimum thickness of the supporting member (post) shall be 21/2 inches to achieve the tabulated load value (similar • • • • • • • trsF�� of this report).• • • • • • • • • o F1 A ••i•• •••• • • ••••• • • 1114 1'/4 ••••• • e */ . .•. • • •00000* 2s FC Connector Dimensions Typical FC Connector Installation Figure 3- FC Framing Clips TABLE 4: ALLOWABLE LOADS FOR GA GUSSET ANGLES MODEL NO. ANGLE LENGTH (L) (inches) FASTENERS (Quantity -Type) ALLOWABLE LOADS' (Ibs) t 1 where CD = F2 where CD =' 1.0 1.15 1.25 1.62 1.0 115 1.25 1.62 GA1 2'/4 4-10d x 1 '/2 235 270 290 350 235 270 290 365 GA2 3'/4 6-10d x 1 '/2 355 405 435 550 355 405 435 550 51: 1 inch = 2b.4 min, 1 IDS = 4.4b N. 1. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. 2. Allowable loads have been increased using the tabulated value of CD for wind or earthquake loading. No further increase is allowed. 3. Connectors are required on both sides to achieve F2 loads in both directions. I,_l.T'Y . J P.l m 0 L o 0 F2 GA1 Typical GA Installation Figure 4 — GA Gusset Angles Page 7 of 18 Originally Issued: 08/31/2008 Revised: 09/01/2017 Valid Through: 08/31/2018 TABLE 5: ALLOWABLE LOADS FOR H HURRICANE TIES MODEL NO. FASTENERS (Quantity -Type) ALLOWABLE LOADS' 2,3•6,6 (Ibs) Uplift3 CD=1.6 Lateral CD=1.6 To Rafter To Plates To Studs F,4 Fz H2A 5 - 8d x 1'/2 2 - 8d x 1'/2 5 - 8d x 1'/2 525 130 55 H2.5T 5 - 8d 5 - 8d - 4957 135 145 H8 5 —10d x 1 '/2 5 —10d x 1 '/2 - 735 95 90 H10A-2 9 —10d x 3 9 —10d x 3 - 1,080 680 „02613. H 1 OS 8 - 8d x 1 % 8 - 8d x 1 % 8 - 8d 910 7,8•9 &0 8.9 s 12-8dx1'/2 1� 13-8d' - 1,275 7 ;•L$9• H14 12 - 8d x 1% 2❑ 15 - 8d - 1,340 Ew"%. 230 HGA10 4 — SDS 114 x 1'/2 4 — SDS 114 x 3 - 650 1,.AA • • • ...• : •yq{ 9 • SI:1 inch =25.4 mm, 1 Ibs=4.45N ••.••• •••• 1. Allowable loads are for one anchor. A minimum rafter thickness of 2'/2 inches shall be used when framing anchors•are installed on eact side of the rafter and on the same side of the plate. Hurricane ties do not replace solid blocking. When instaTtV 4rf Dlated trusses (on the side opposite the truss plate) the ties shall not be fastened through the truss plate from behind. This may forcedhe trus,Mlate• off of the truss and compromise truss performance. • . : . •. • 2. Allowable simultaneous loads in more than one direction on a single connector shall be evaluated as follows: . • • Design Uplift/Allowable Uplift + Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate + Design Latsfal PL1rpendic6I3r ta•, Plate/Allowable Lateral Perpendicular to Plate < 1.0. The number of terms considered in the equation is dependent on the desig"'S • method of calculating wind forces and the utilization of the connector in the structural system. 3. The loads have been increased for wind or earthquake loading using the tabulated value of CD with no further increase is allowed. Allowable loads shall be adjusted when other load durations govern. 4. Allowable loads in the F1 direction are not intended to replace diaphragm boundary members or prevent cross -grain bending of the truss or rafter members. 5. When cross -grain bending or cross -grain tension is present in the members, mechanical reinforcement of the wood members to resist such loads shall be considered. 6. Hurricane Ties are shown installed on the outside of the wall for clarity. Installation on the inside of the wall is acceptable. For a Continuous Load Path against uplift loads, connections in the same area (i.e. truss to plate connector and plate to stud connector) shall be on same side of the wall. 7. Allowable uplift load for the H2.5T and H 10S with 8dX1'/z fasteners is 420 Ibs and 465 Ibs, respectively. 8. H10S nails to plates are optional for uplift loads but required for lateral loads. 9. For H10S, the stud may be offset 1 inch mapmum from center of rafter for reduced uplift and F, load capacities of 890 Ibs and 535 Ibs, respectively. 10. HGA10 F2 value is for load acting toward the connector. For load away from the connector, F3 = 815 lbs. Page 8 of 18 • 0 1-12A Typical Installation 4.. „x. H10S �3h z"Y H2.5T �— \. H2.5T Typical Installation 3"' Plate nails for lateral °0 . loads only RGA1 i'D.. {Requires Top Pf Revised: 09/01 /2017 R 0 c j : 8' H8 H8 Typical Installation HGA10 Valid Through: 08/31/2018 H10A-2 Typical Installation H14 ►Airtfmum' fff�staence Sd -nmo, t4 plates Fill one of —" three holes to ti14 imttom flange. H10S Typical Installation HGA10 Typical Installation H14 Typical Top Plate Installation Figure 5 — H Hurricane Ties Page 9 of 18 • ..•. ...... .•.• • •.•• Madrrua s DD ° 4< t e Sd commons to heade — Fill all three triangle holes to straightened bottom flange. FA H14 Typical Beam Installation Originally Issued: 08/31/2008 Revised: 09/01/2017 Valid Through: 08/31/2018 TABLE 6: ALLOWABLE LOADS FOR THE HH HEADER HANGERS HANGER FASTENERS ALLOWABLE LOADS2 DIMENSIONS' MIN. (Quantity -Type) (Ibs) MODEL (in) NO. POST F, where Co = 4 F2 Fs 4 SIZE W H Stud Header •" 1.0 1 1.15 1.25 Ift,e Cn =1'd' 2x 7-10dxl1/2 4-10dxl1/2 850 965 1,035 ••�:• 540 625 HH4 31/2 2 13/ 16 Dbl 2x 7-16dx2'/2 4-16dx21/2 1,005 1,140 1,230 • 720 ' • 465 • • • 3x 9-16d 4-16d 1,295 1,470 1,585 .gT�. 720• ;•965 2x 10-10dx1'/2 6 1{}dx1'/2 1,215 1,375 1,480 - • 1,085. 970 HH6 51/2 51/8 Dbl2x 10-16dx2'/2 6-16dx2'/2 1,440 1,630 1,760 1,045 .1,,605 3x 12-16d 6-16d 1,725 1,955 2,110 980 1,045 1,605 SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 1. Figure 6 of this report describes definitions of dimension nomenclature (W and H). 2. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. 3. Allowable loads have been increased using the tabulated value of Co for wind or earthquake loading. No further increase is allowed. 4. Duration of load increase shall not exceed 1.25. F1 0 F2 0 0 0 I �Fa HH4 Hanger Dimensions Typical HH Installation Figure 6 — HH Header Hangers Page 10 of 18 Allowable Load Directions Originally Issued: 08/31/2008 Revised: 09/01/2017 Valid Through: 08/31/2018 TABLE 7: ALLOWABLE LOADS FOR THE L REINFORCING ANGLES ANGLE ALLOWABLE LOADS13,4 (Ibs) LENGTH' F1 where CD = F2 where Co = MODEL FASTENERS5 NO. (L) (Quantity -Type) 1.0 1.15 1.25 1.62 1.0 1.15 1.25 1.62 (inches) L30 3 4-10d x 1 '/2 245 250 250 250 245 • 275. 29%• •�370 L50 5 6-10d x 1 '/2 365 415 445 525 365 • A 1 i.. 44ti• ` r `555 L70 7 8-10d x 1 '/2 485 550 595 740 485 AGO•. 596•• • 740 • • •• L90 9 10-10d x 1 '/2 610 690 740 925 610 740 •625 1 1 :6"o SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. • • • • s • s 1. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. ^ • • • • • 2. Allowable loads have been increased for wind or earthquake loading. No further increase is allowed. • • • • • 3. Minimum member thickness shall be 1% inches to achieve the tabulated allowable load values. • • • 4. Connectors are required on both sides to achieve F2 loads in both directions. • • 5. The L angle's wider leg shall be nailed into the joist to ensure tabulated loads and allow correct nailing. see* L90 i .. I L70 LW L30 i 1 L Angle t- Typical L50 Installation and Allowable Load Directions Figure 7 — L Reinforcing Angles Page 11 of 18 I Originally Issued: 08/31/2008 Revised: 09/01/2017 Valid Through: 08/31/2018 TABLE 8: ALLOWABLE LOADS FOR LCE4 POST CAP MODEL NO. FASTENERS (Quantity -Type) ALLOWABLE LOADS I,2(Ibs) Uplift3 Lateral Beam Post CD=1.60 Co=1.60 LCE4 14-16d 10-16d 1,665 1,230 LCE4 (Mitered Corner) 14-16d 10-16d 885 - SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N • • • • • • 1. The loads have been increased using the tabulated value of Co for wind or earthquake loading, with nohhtherincreasg • • •; • allowed. Allowable loads shall be adjusted when other load durations govern. • • • • • • • 2. Loads apply only when used in pairs. Loads in table above are for each connector. • •;,. • 3. Uplift loads do not apply to splice conditions. •••••• •••• LCE4 LCE4 (Mitered Corner) Figure 8 — LCE4 Post Cap Page 12 of 18 Originally Issued: 08/31/2008 Revised: 09/01/2017 Valid Through: 08/31/2018 TABLE 9: ALLOWABLE LOADS FOR LS SKEWABLE ANGLES FASTENERS ALLOWABLE LOADS' 2,3 (Ibs) MODEL L (Quantity -Type) NO. (inches) Carried Carrying Co=1.0 C0=1.15 Co=1.25 Co=1.6 Member Member 3-10d x 1'/2 3-10d x V/z 320 320 320 320 LS30 3 3/a 3-10d 3-10d 355 395 395 395 4-10d x 1'/2 4-10d x 1 %: 475 540 560 56pe 0 e LS50 4 7/a ' ' r— 4-10d 4-10d 475 540 540 73 .. .' 5-10d x 1'/2 5-10d x V/2 590 645 64& • • • 645 LS70 6 % • 5-10d 5-10d 590 675 72�, • • . 9J 5 • ••••• 6-10d x 1%: 6-10d x V/2 710 805 87T 8 0 LS90 7 Me ""' • 6-10d 6-10d 710 805 870 99 1,ale SI: 1 inch = 25.4 mm, 1 lb S = 4.45 N. - • :0. • • 1. Tabulated allowable load capacities shall be selected based on duration of load as permitted by the applicablAND S e �ition. • • • 2. Figure 9 of this report indicates load directions. • • • • • • • 3. Joist shall be constrained against rotation (for example, with solid blocking) when using a single LS per connection. ' Gee* ' ESm �J LM Lsx LS U.S. Patent 4,230,416 Adjustable from 0" to 135° Bend one lime only. Shipped at45°= LS Bend Angles Figure 9 — LS Skewable Angles Page 13 of 18 Load Direction Load Direction LS Installed Revised: 09/01/2017 Valid Through: 08/31/2018 TABLE 10: ALLOWABLE LOADS FOR LTP4 AND LTP5 LATERAL TIE PLATES FASTENERS (Quantity -Type) ALLOWABLE CONNECTOR LATERAL Rim Board Plates MODEL NO. CONFIGURATION LOADS (Ibs) Co=1.6 G 6-8d x 1 '/z 6-8d x 1 1/2625 LTP4 H 6-8d x 1 '/2 6-8d x 1 '/2 525 G 6-8d x 1% 6-8d x 1 '/ 565 LTP52 H 6-8d x 1 %. 6-8d x 1 1/2 490 SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 1. The loads have been increased using the tabulated value of Co for wind or earthquake loading with no further increase allowed. Allowable loads shall be adjusted when other load durations govern. • • • 2. The LTP5 may be installed over wood structural panel sheathing no greater than inch thick. • • • • • 3. Some illustrations show connections that may cause cross -grain tension or bending of the wood during Io;4V1f * reinforped • sufficiently. In this case, mechanical reinforcement should be considered. • • • •' • • 00 0000 • • 1 . . • • LTP5 LTP5 Typical Installations -t-r m o i j t>P� m m 0 0 4%� q,/,TE VO m o � = o O f m m LTP4 LTP4 Typical Installations Figure 10 - LTP4 and LTP5 Lateral Tie Plates Page 14 of 18 0 Originally Issued: 08/31/2008 Revised: 09/01/2017 Valid Through: 08/31/2018 TABLE 11: ALLOWABLE LOADS FOR RBC/RBCP ROOF BOUNDARY CLIPS MODEL NO. CONNECTION TYPE BENDLATERAL ANGLE4+5 FASTENERS (Quantity -Type)— ALLOWABLE LOADS1,2,3(Ibs) CD=1.6 Plate Blocking RBC Inside 45 to 90° 6-10dxl '/2 6-10dxl '/2 445 Outside 0 to 29° 435 30 to 45° 465 Sl: 1 inch = Zb.4 min, 1 IDS = 4.4b N. 1. The loads have been increased using the tabulated value of Co for wind or earthquake loading with no further increase allowed. Allowable loads shall be adjusted when other load durations govem. ****so 2. Allowable loads are for one clip attached to blocking minimum 1'/2 inch thick. • • • • • • 3. RBCP replaces blocking fasteners with prongs. All load values are identical. Bend holes shall be aligned along lower ed e of block as shown in Figure 11 of this report. All prongs in the RBCP shall be pressed not hammered u$dthe block su • 9 P P 9 P ( ) •••• that there is no more than a 1/32 inch gap between the face of the block and the bottom surface ofANe.R". RBOP prongs shall be installed in clear wood (no knots, etc.). 4. RBC/RBCP is shipped flat. Bending angle is measured from initial flat orientation. For inside installation, t h • ebend angled • 90° - roof slope. For outside installation, the bend angle = roof slope. • • • • • • • 5. RBCP bend holes shall be aligned along lower edge of block as shown in Figure 11 of this report. • • • • • •••••• •••• 41-12* Latral• • • • • • RBC U.S. Patents 7,293,390 7,549,262 RBCP RBC Inside Installation (RBCP Similar) RBC Outside Installation RBCP Outside Installation Figure 11 — RBC and RBCP Roof Boundary Clips Page 15 of 18 to gap up to 14' gap • r , 08/31/2008 Revised: 09/01/2017 Valid Through: 08/31/2018 TABLE 12: ALLOWABLE LOADS FOR TJC TRUSS JACK CONNECTOR ALLOWABLE LOADS' 2,3,4 FASTENERS Where Co=1.0; CD=1.15; CD=1.25; CD=1.6 MODEL NO. (Quantity -Type) (lbs.) Carrying Carried 0° Skew 1 to 600 Skew 61 to 67.5° Member Member Skew 4-8dxl '/2 4-8dxl '/z 340 265 305 TJC37 6-8dx1 '/2 6-8dx1 '/2 510 425 375 •... 12-8dxl '/� 12-8dxl '/2 825 785 • • 750 • • • TJC57 12-SD9112 12-SD9112 1 1,120 1 985 • ' 995 "-• • - I SI: 1 Inch = ZbA mm, 1 IDS = 4.4D N. 0#0- 00 1. No load duration increase allowed. • • • • ' • 2. Allowable loads are for vertical direction (uplift or download). • 0000 • : • • • • • 3. TJC37 and TJC57 require single -ply carried members with minimum 2x4 and 2x6 chord members, respectively. 4. Back-to-back installation on a single -ply girder/hip member is outside the scope of this report. To reduce th%*pZ eA*l for splittigg • the TJC shall be installed with a minimum 3/16 inch edge distance on the chord members. • • • • "• • Shipped at 67.5°. • • • • • • • Adjustable from 0° to 67.5° • • • • • n Bend one time only. • y Supporting Me:" • • • I _ a:�• I I I I I I I I TJC Bend Angles 3vi +� ► 3A, TJC37 Jack Tn Bottom TJC Typical Installation TJC57 Figure 12 — TJC Truss Jack Connector Page 16 of 18 Originally Issued: 08/31/2008 Revised: 09/01/2017 Valid Through: 08/31/2018 TABLE 13: ALLOWABLE LOADS FOR Z PANEL STIFFENER CLIPS ALLOWABLE DOWNLOAD2,3 CLIP DIMENSIONS' FASTENERS Where (in)" (Quantity -Type) CD=1.0 MODEL Co=1.15 NO. CD=1.25 W H B TF Top Seat CD=1.6 (lbs.) Z2 25/16 11/2 1 3/8 1 3/8 2-10d x 11/2 2-10d x 11/2 420 Z4 11/2 31/2 2118 13/4 1-16d 1-16d 420 Z44 21/ 31/2 2 1 3/8 2-16d 2-16d 775 . •' • • SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. • • • 1. Figure 13 of this report provides definitions of clip dimension nomenclature (W, H, B, TF). • • • ; • • • • • : • 2. No load duration increase permitted. • • • 3. Compression perpendicular -to -grain capacity for the joists bearing on the clips shall be verified in accordance with M%Mitable NDS edition and shell • • • • not exceed the allowable loads noted in the table. 009000 : • • :� �, •.. .•..• .N 000 • • • • • • l ' VA Figure 13 — Z Panel Stiffener Clips Page 17 of 18 Typical Z Clip Installation r 4LJ Originally Issued: 08/31/2008 Revised: 09/01/2017 Valid Through: 08/31/2018 TABLE 14: ALLOWABLE LOADS FOR FWANZ FOUNDATION WALL ANGLES Fastener Rim Allowable F2 Load Model Sill Plate (Quantity -Type) Board No. Material Rim Sill Plate CID = 0.90 Co =1 00 Co = 1.60 Board 1" OSB 750 750 750 1 %e' OSB 815 815 815 2x4, 3x4, (8) (5) 1%" I -Joist 940 1,045 14GZ0 1%" LSL 940 •1, % 2-2x4, 10d x 1'/2 10d x 1'/2 44 2x DF/SP 940 1 045 • :259; • 1%" LVL 940 •1gQU 1,245 FWANZ 1" OSB 750 '!6e•. :SSG:. 1%" OSB 935 �•� 935 • • 2x6, 3x6, (11) (5) 1%" I -Joist 955 •959•* ••9;f7 1'/4" LSL 1,025 1�d�': 1,015 2-24, 10d x 1'/2 10d x 1% 4x6 2x DF/SP 1,295 .1,440. �,�• 1%" LVL 1,295 1-85 • '• SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 1. Tabulated allowable loads shall be selected based on duration of load as permitted by the applicable NDS edition. 2. FWANZ lateral F, load is equal to 260 Ibs. No further increase in load permitted. 3. For simultaneous Fi and F2 loads, the connector shall be evaluated as follows: Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate + Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plate <_ 1.0. The number of terms in the equation is dependent on the utilization of the connector in the structural system. 4. For joist/blocking spacing up to 16 inches on center FWANZ shall be centered between joists/blocking. For joist/blocking spacing greater than 16 inches on center but not exceeding 48 inches on center. The FWANZ shall be located within 4 inches of the adjacent joist/blocking. 5. Splice joint not permitted on rim board in same bay as FWANZ unless blocking is placed on both sides of the splice joint. 6. When floor joists are parallel to the rimboard, the structural design professional shall ensure proper load transfer from rimboard into the diaphragm. 7. When 1-joist rim material is used, backer blocks shall be used and installed according to the I -Joist manufacturer's instructions. FWANZ web SW F2 F1 r A Typical Installation and Allowable Load Direction Figure 14 — FWANZ Foundation Wall Angles Page 18 of 18 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES' ";••, SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FAWAUNGS ..;. ...... . . .. . ...... REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 EVALUATION SUBJECT: SIMPSON STRONG -TIE STRAPS ICC ICC ICC 11��i� (�� C PMG tISTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPQ Award in Excellence" an Ill®® A Subsidiary of co�Rcauc 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 i recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as � 5oAMo nn66 to any finding or other matter in this report, or as to any product covered by the report. Fl<duld Cer J fiw BodyPIODO A, cai Copyright 0 2017 ICC Evaluation Service, LLC. All rights reserved. IMES Evaluation Report ESR-2105 Reissued January 2017 Revised November 2017 This report is subject to renewal January 2018. WWwAcc-es.orq 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International CodZ C Incil .... DIVISION: 06 00 00—WOOD, PLASTICS AND ...... . ....% 3.1.1 ST Series: The ST9, STJ2.$T18, an;ST straps COMPOSITES are 9 to 215/8 inches (229 .tp.,549 mrp) long and �, • • • •: Section: 06 05 23—Wood, Plastic, and Composite 11/4 inches (31.8 mm) wide. %qa;N Strap I "tmvenly Fastenings spaced 11/64-inch-diameter (4,1 mm) prepunched nail 0 holes. See Figure 1 for a drawing V N� ST9, SM,'ST18,— REPORT HOLDER: and ST 22 tie straps. :' "" 0 • SIMPSON STRONG -TIE COMPANY INC. The ST292, ST2122, ST2235, 5-*215, $.T6U4, and.,.,;, 5956 WEST LAS POSITAS BOULEVARD ST6236 straps are 95/16 to. 331341, inchp,s • .5 to PLEASANTON, CALIFORNIA 94588 858.8 mm) long, and have a cdltsht pvidth of 11• inches • • • • • (800) 999-5099 (46 mm). The total strap width between longitudinal•edges www.stroncitie.com is 2 /16 inches (52.4 mm). Notches are /32 inch (%.1 mm) www.simpsonanchors.com deep and are spaced 13/4 inches (44.5 mm) on center. Each longitudinal edge of an ST strap has a row of EVALUATION SUBJECT: 11/64-inch-diameter (4.3 mm) prepunched nail holes, spaced 13/4 inches (44.5 mm) on center. See Figure 2 for a SIMPSON STRONG -TIE STRAPS drawing of the ST292, ST2122, ST2215, ST6215, ST6224, and ST6236 tie straps. 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2015, 2012, 2009 and 2006 International Building Code® (IBC) ■ 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-2105 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES The Simpson Strong -Tie HST, LSTA, LSTI, MST, MSTA, MSTC, MSTI, and ST Series Straight Tie Straps; CMST and CS Series Coiled Tie Straps; MSTC16 Coiled Tie Strap; CTS218 Compression/Tension Straps; and the MST6133 Pre -bent Tie Straps are used to transfer between wood members wind or seismic loads resulting from the critical load combination in accordance with Section 1605.3 of the IBC where allowable stress equations are used. The straps may also be used in structures regulated by the IRC where an engineered design is submitted in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 Straight Tie Straps: The HST, LSTA, LSTI, MST, MSTA, MSTC, MSTI, and ST Series straight tie straps are supplied in manufacturer - designated lengths with prepunched holes for nails or bolts. The ST2115 strap is 165/16 inches (414.3 mm) long and 3/4 inch (19.1 mm) wide, and has one row of 11/64-inch-diameter (4.3 mm), prepunched nail holes, spaced 15/8 inches (41.3 mm) on center. See Figure 3 for a drawing of the ST2115 tie strap. See Table 1 for ST Series tie strap dimensions, fastener schedules, and allowable tension loads. 3.1.2 HST Series: The HST Series tie straps are either 211/4 or 251/2 inches (540 or 648 mm) long and from 21/2 to 6 inches (63.5 to 152 mm) wide. Each end of an HST strap has either three or six prepunched holes to accommodate 5/8-inch- or 3/4-inch-diameter (15.9 and 19.1 mm) bolts. The spacing and the location of the bolt holes in the strap length comply with the code -required bolt spacing and end distances. See Figure 4 for a drawing of the HST Series tie straps. See Table 2 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.3 MST Series: The MST Series tie straps are 27 to 72 inches (686 to 1829 mm) long and 21/16 inches �52.4 mm) wide. Each strap has two rows of 1/64-inch-diameter (4.3 mm) prepunched nail holes spaced 1314 inches (43.7 mm) on center. Additionally, the straps have 5/8-inch-diameter (15.9 mm) prepunched bolt holes spaced 51/4 inches (133.4 mm) on center. See Figure 5 for a drawing of the MST Series tie straps. See Table 2 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.4 LSTA and MSTA Series: The LSTA and MSTA Series tie straps are 9 to 49 inches (229 to 1245 mm) long and 11/4 inches (32 mm) wide. Each strap has one row of ICC-ES Evaluation Reports are not to be construed as representing aesthetics or anv 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 s to anv finding or other matter in this report, or as to any product covered by the report. Copyright 0 2017 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 11 ESR-2105 I Most Kli'de/y Accepted and Trusted Page 2 of 11 staggered 11/64-inch-diameter (4.3 mm) prepunched nail holes. The MSTA49 has 5/32-inch-diameter (4.0 mm) prepunched nail holes. Longitudinal spacing (pitch) of consecutive holes is 11/2 inches (38 mm), and the transverse distance (gage) between staggered holes is 9/16 inch (14.3 mm). For the MSTA49, the longitudinal spacing (pitch) of consecutive holes is 1 7/32 inches (38.9 mm), and the transverse distance (gage) between staggered holes is 1/2 inch (12.7 mm). Both ends of every strap (except for the MSTA49) has one nail hole located between the last two staggered holes. See Figure 6 for a drawing of the LSTA and MSTA Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.5 LSTI Series: The LSTI Series tie straps are either 49 or 73 inches (1244 or 1854 mm) long and 33/4 inches �95.3 mm) wide. Each strap has two rows of staggered /32-inch-diameter (4.0 mm) prepunched nail holes. Longitudinal spacing (pitch) of consecutive holes in a row is 3 inches (76 mm), and the transverse distance (gage) between staggered holes in a row is 3/8 inch (9.5 mm). See Figure 7 for a drawing of the LSTI Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.6 MSTI Series: The MSTI Series tie straps are 21/16 inches (52.4 mm) wide and from 26 to 72 inches �660 to 1829 mm) long. Each strap has three rows of /32-inch-diameter (4.0 mm) prepunched nail holes spaced 3 inches (76 mm) on center. The holes in adjacent rows are offset by 1 inch (25.4 mm), resulting in one nail hole per inch of strap. See Figure 8 for a drawing of the MSTI Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.7 MSTC Series: The MSTC Series tie straps are 281/4 to 773/4 inches (718 to 1975 mm) long and 3 inches (76.2 mm) wide. The straps have two rows of staggered prepunched holes spaced 11/2 inches (38.1 mm), measured from center -to -center of holes. On the nail head side of the strap, the holes are oblong and measure 3/64 inch wide by 9/32 inch long (5.1 mm by 7.1 mm), and are chamfered at 120 degrees. On the wood side of the strap, the holes are 11/64 inch wide by inch long (4.4 mm by 6.4 mm). The long direction of the nail holes is perpendicular to the length of the strap. See Figure 9 for a drawing of the MSTC Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.2 Coiled Tie Straps: The CS Series, CMST Series, and CMSTC16 tie straps are supplied in coils and are cut to a specified length at the jobsite for engineered applications where the connected wood members are not abutting each other. 3.2.1 CS Series: The CS14, CS16, CS18, CS20, and CS22 straps are supplied as 100-, 150-, 200-, 250-, and 300-foot-long (30.5, 45.7, 61.0, 76.2, and 91.4 m) coils, respectively. The coiled steel is 11/4 inches (32 mm) wide and has two rows of prepunched, 5/32-inch-diameter (4.0 mm) holes. The longitudinal spacing of the holes in each row is 21/16 inches (52.4 mm). See Figure 10 for a drawing of the CS Series tie straps and Figure 13 for a typical installation. See Table 4 for strap dimensions, fastener schedules, and allowable tension loads. 3.2.2 CMST Series: The CMST12 strap is supplied as a 40-foot-long (12.19 m) coil, and the CMST14 strap is supplied as a 521/2-foot-long (16.0 m) coil. The coiled steel is 3 inches (76 mm) wide and has two rows of prepunched round holes with 11/64-inch (4.3 mm) diameters, and two rows of equilateral triangular holes sized to circumscribe an 11/64-inch-diameter (4.3 mm) hole. The longitudinal spacing of the round and triangular holes in each row is 3.5 inches (88.9 mm). See Figure 11 for a drawing of the CMST14 tie strap, and Figure 12 for a typical installation. See Table 4 for strap dimensions, fastener schedules, and allowable tension loads. 3.2.3 CMSTC16: The CMSTC16 strap is supplied as a 54-foot-long (16.46 m) coil. The width of the cgilep * steel is 3 inches (76.2 mm). The strap -has Vo rows•of staggered prepunched holes spaced •11/ • aches CA*f mm), • • *.: • measured from center -to -center o holes. Onheag,head •. side of the the holes Dare: t8long And measure• •. •. • 1/4 inch wide by strap,/64 inch long' (V4 Mm by 8.3 I'hm), and:.,,.: are chamfered at 120 degrees,10MIe woc:143 f the* • strap, the holes are 11/64 inch widLylly /4 inch•long (4.4 mm..•.• by 6.4 mm). See Figure 12 forsodrvaMng of the•GMSTC16••:•.� tie strap and Figure 13 for" typical instairetion. See...... Table 4 for strap dimensions* fastener schedules, and 0 • allowable tension loads. : ; : 0 0 0 0 0 0: 6 3.3 Compression/Tension Strap! • •• The CTS Series compression/tension strap.i?%toplied in* • manufacturer -designated lengths with pre-puh> dd holes for nails or Simpson Strong -Tie SD Series wood screws (ESR-3046). The straps have unique rolled edges and embossments allowing the straps to span gaps to partially restore compression as well as tension capacity to the notched or cut wood lumber framing. The CTS218 is 11/2 inches wide by 177/8 inches long (38 by 454 mm). The flat portion of the strap is 13/8 inches wide (35 mm) and the rolled edge is 3/8 inch deep �9.5 mm). The strap has one row of staggered /32-inch-diameter (4.0 mm) prepunched fastener holes. Longitudinal spacing of consecutive holes is 1/2 inch (12.7 mm), and the transverse distance between staggered holes is 3/8 inch (9.5 mm). There are 24 total prepunched holes, 12 holes on either side of a 65/16-inch-long gap (161 mm). A 53/4-inch-long-by-9/32-inch-deep (147 by 7.1 mm) embossment is centered in the gap and on the strap. See Figure 14 for a drawing of the CTS218 strap and Figure 15 for a typical installation. See Table 5 for strap quantities, fastener schedule, and allowable tensile and compressive loads. 3.4 Pre -Bent Straps: The MSTC48B3 and MSTC66B3 are pre -bent straps designed to transfer tension load from an upper -story wood column or post to joists or a beam at the story below. The MSTC48B3 and MSTC66B3 pre -bent tie straps are 447/8 and 627/8 inches (1140 and 1597 mm) long, respectively, and 3 inches (76.2 mm) wide. The straps have two rows of staggered prepunched holes spaced 11/2 inches (38.1 mm), measured from center -to -center of holes. On the nail head side of the strap, the holes are oblong and measure 13/64 inch wide by 9/32 inch long (5.1 mm by 7.1 mm), and are chamfered at 120 degrees. On the wood side of the strap, the holes are 11/64 inch wide by inch long (4.4 mm by 6.4 mm). The long direction of the nail holes is perpendicular to the length of the strap. See Figure 16 for drawings of the MSTCB3 Series pre -bent tie straps. See Table 6 for strap dimensions, fastener schedules, and allowable tension loads. 3.5 Materials: 3.5.1 Steel: The tie straps described in this report are manufactured from galvanized steel complying with ASTM A653, SS designation, and minimum G90 zinc coating ESR-2105 I Most Widely Accepted and Trusted Page 3 of 11 specifications, except for the HST3 and HST6 tie straps, which are manufactured from galvanized steel complying with ASTM A1011, and the MST48, MST60, and MST72 tie straps, which are manufactured from galvanized steel complying with Simpson Strong-Tie's published specification for steel. Refer to the tables in this report for the minimum specified yield and tensile strengths, Fy and F,,, respectively, of the steel for each strap described in this report. Some models are available with a G185 continuous sheet galvanization in accordance with ASTM A653. The model numbers of tie straps with a G185 zinc coating are followed by the letter Z. Some models are available with a batch hot -dip galvanized coating 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, in accordance with ASTM A123. The model numbers of tie straps with a batch hot -dipped zinc coating are followed by the letters HDG. The galvanized steel tie straps have the following minimum base -metal thicknesses: GAGE BASE -METAL THICKNESS (inch) No. 3 0.2285 No. 7 0.1715 No. 10 0.1275 No. 12 0.0975 No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0334 3.5.2 Wood: Wood members with which the tie straps are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber). The thickness (depth) of the wood main member must be equal to or greater than the length of the fasteners specified in the tables in this report, unless the reduced penetration effect on the load calculation per the applicable National Design Specification for Wood Construction (NDS) and its Supplement is taken into account, or as required by wood member design, whichever is greater. 3.5.3 Fasteners: Nails must comply with ASTM F1667 and have minimum bending yield strength, Fyb, of 90,000 psi (620.1 MPa). Bolts used with the MST and HST Series tie straps must as a minimum comply with ASTM F1554-07a Grade 36 and have a minimum bending yield strength of45,000 psi (310.1 MPa). Fasteners used in contact with preservative -treated or fire -retardant -treated lumber must, as a minimum, comply with 2015 IBC Section 2304.10.5, 2012, 2009 and 2006 IBC Section 2304.9.5, 2015, 2012 and 2009 IRC Section R317.3 or 2006 IRC Section R319.3, as applicable. The lumber treater or report holder should be contacted for recommendations on minimum corrosion resistance 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: Tabulated allowable tension loads in this evaluation report are based on allowable stress design and are the lesser of the tie strap steel strength or the connection strength. When connection strength governs, the tabulated allowable loads include the load duration factor, Co, corresponding to design wind and seismic loads in accordance with the NDS. Tabulated allowable loads are for tie straps connected to wood used under continuously dry interior conditions, and where sustained temperatures are 100°F (37.81.�) r less. 00 When tie straps are fastened to wood havin'gpsayoisture...... content greater than 19 percent0(46 percent for engineered . • wood products), or where wet.so"re is 4epMM, the�,, ,;e allowable tension loads based.44%F4ener lateral design, s values in this evaluation reportjggV be adjusted by the****** wet service factor, CM, specified ire.hgNDS. 00•0•9 When tie straps are conrtactad.to wood..tbat will,,:..* experience sustained exposure tfiAo4eratuw%xceeding...... 100°F (37.7°C), the allowabla.lp@ds in this evaluation 00 report must be adjusted by lie t2rlperatgr factor, Ct,,*,,:, specified in the NDS. 0 a : • . . • Connected wood members rrwst be analyze lefor load-!.* carrying capacity at the tie strap connection i11„ awpldance with the NDS. 4.2 Installation: Installation of the tie straps 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. 5.0 CONDITIONS OF USE The Simpson Strong -Tie Straight and Coiled Tie Straps 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 tie straps 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 of this report and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.5.2 and 3.5.3 of this report. 5.5 Use of tie straps with preservative -treated and fire - retardant -treated lumber is outside the scope of this report. Use of fasteners with treated lumber must comply with Section 3.5.3 of this report. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated February 2017. 6.2 Structural calculations. 6.3 Quality documentation. ESR-2105 I Most Widely Accepted and Trusted Page 4 of 11 7.0 IDENTIFICATION (ESR-2523) which contains a summary of all the product Each tie strap described in this report is identified with a model numbers in the ICC-ES evaluation reports issued to die -stamped label or an adhesive label, indicating the this manufacturer. name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report TABLE 1—ALLOWABLE TENSION LOADS FOR THE ST SERIES TIE STRAPS MODEL SERIES MODEL NO. TIE STRAP PROPERTIES COMMON NAILS' (Total Quantity -Size) ALLOWABLE TENSION LOADS 2,3;4 (Ibs) Thickness (Gage No.) Length (inches) Minimum Fy (ksi) Minimum F„ (ksi) �° - 1.6 ST292 20 g51,6 33 45 12-16dx2'12 1,260151 ST2122 20 121'/,6 40 55 16-16dx2'/2 1,530{" ST2115 20 165/,6 50 65 10-16dx2/2 660i5' ST2215 20 165/16 50 65 20-16dx2'/2 1,8751" ST6215 16 161716 33 45 20-16dx2'12 2,090j"1 ST ST6224 16 235/16 40 55 28-16dx2'/2 2,535151.... ST6236 14 33"/16 50 65 40-16dx2'/2 • . 3,845t • • • • ST9 16 9 33 45 8-16dx2% • • • 885 • • ST12 16 115/e 33 45 10-16dx2'/2 • • • • • • 1,105• ST18 16 17'/4 33 45 14-16dx2/2 • • • • • • 1,420�5) • ST22 16 215/6 33 45 18-16dx2'/2 • • • • 1,420% • For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N.. •••• • ••••• •••••• • • ••i••• 'Quantity of fasteners is the minimum number of common nails required to achieve the tabulated allowable loads. One half ofhe tabulated qu�n�if'y must be installed in each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report. • • • • • #• • 000000 AAllowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum 1 *W%pigravity of 0.5C6 • 'Allowable tension loads are the lesser of the tie strap steel strength or the connection strength. 0 • • • • Tabulated allowable tension loads are governed by connection strength, unless noted otherwise. Connection strength is derived by multiplying taftmllej of nails* • • • • • by the minimum value from the yield mode equations in Section 12.3.1 from the 2015 NDS and Section 11.3.1 from the 2012 an62005 NDE, where the side. • member (i.e., the steel tie strap) dowel bearing strength, F_ is equal to 2.2F /Cp, where Co equals 1.6 as shown in the tabled irliWhIre F. equili he minimu• • • • • • specified tensile strength value of the steel shown in the table. The tabulated allowable tension loads governed by connection strength have bees mu l plim ed by the • load duration factor, Co, noted in the table, and are not permitted to be adjusted for other load durations. 0000 'The tabulated allowable tension load is governed by steel strength, and does not include a one-third stress increase or the load duration factor, Cp. The steel strength is the least of yielding at the gross section of the strap, the fracture in the net section away from the connection, and fracture at the connection in accordance with Section C2 of AISI S100-12 (2015 IBC), Section C2 of AISI S100-07/S2-10 (2012 IBC), Section C2 of AISI S100-07 (2009 IBC) or AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members) (2006 IBC). ( -ST22 —SitB —s�T ._ ST12 • ST9 FIGURE 1—ST SERIES TIE STRAPS Ile ST6236 __ ._.. ._..._.. .. ST6224 �ST62,5 015 ST2122" ST292 FIGURE 2—ST SERIES TIE STRAPS 3, . FIGURE 3—ST2115 TIE STRAP ESR-2105 I Most Widely Accepted and Trusted Page 5 of 11 TABLE 2—ALLOWABLE TENSION LOADS FOR THE HST AND MST SERIES TIE STRAPS MODEL SERIES MODE NO. TIE STRAP PROPERTIES FASTENERS' (Quantity -Size) ALLOWABLE TENSION LOADSZ 3,4'6 (lbs) CD= 16 Thick. (Gage No) Length (in.) Min. F.Min. (ksi) F„ (ksi) COMMON Nails Bolts Nails Bolts Wood Member Thickness (in.) 3 31/2 5112 HST2 7 211/4 33 45 — 62/6" — 5,280 5,260 5,220 HST5 7 211/4 33 45 — 12-5/8 — 10,680 10,650 10,595 HST HST3 3 251/2 33 52 — 6-'/4" — 6,795 7,625 7,650 HST6 3 25% 33 52 — 12-3/4" — 13,760 15,395 15,425 MST27 12 27 40 55 30-16d-2/3 4-'/2" 3,700 2,180 2,175 2,165 MST37 12 37'/2 40 55 42-16d-21/2 6-'/2" 5.070 3,075 3,060 3,030 MST MST48 12 48 42 56 50-16dx2'12 8-1/2" 5,31016) 3,695(6) 3,695'6) 3,675 MST60 10 60 42 56 68-16dx2'/2 10-1/2" 6,730{6j 4,670 4,605 1 4,490 MST72 10 72 42 56 68-16d-2'/2 10-212' 1 6,73016) 1 4,670 1 4,6055 L,4,490 • For Sl:1inch =25.4mm,11bf=4.45N. . . •�•� ����•� 'Quantity of fasteners is the total number of common nails or bolts, but not both, required to achieve the tabulated allowable•IEads.•Dne halPof the•tabulated • quantity must be installed in each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report.• • • • ; 9 * • * 0 • • • • • AAloowable tension loads for nailed and bolted connections are not cumulative. • 'Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum s$9Af1,t5ravity of 0.500 • • 4Aloowable tension loads are the lesser of the tie strap steel strength or the connection strength. so** • • i • • • • 'Tabulated allowable tension loads are governed by connection strength, unless noted otherwise. Connection strength is d P iW%d•bv*multiplyi2�f fh@ f,&nber of fasteners by the minimum value from the yield mode equations in Section 12.3.1. from the 2015 NDS and Section 11.3.1 from the 2012 and 2005 NDS, where the* * • • dowel bearing strength, Fes, of the side member (i.e., the steel tie strap) is equal to 2.2FJCo for nailed and bolted connections!**FbOtMe load dura" "ttor, Cp,• • • • • equals 1.6 as shown in the table, and where the minimum specified tensile strength, F. of the steel strap is as shown in th%liptlS.for boltec6Wlrypctions, the, • • • • • tabulated allowable tension loads include the load duration factor, Cc, noted in the table, and the applicable group action factor, C . • 6The tabulated allowable tension load is governed by steel strength, and does not include a one-third stress increase or the lbd:Aotion factor, C!o. The steel • • strength is the least of yielding at the gross section of the strap, the fracture in the net section away from the connectior* and fracture at Ilse cormection in• • • • • • accordance with Section C2 of AISI S100-12 (2015 IBC), Section C2 of AISI S100-07/S2-10 (2012 IBC), Section C2 of AISI %100-07•(2009 IB(D of lI 10NAS-01 North American Specification for the Design of Cold -formed Steel Structural Members 2006 IBC).• • • • ( P 9 )(•••••• O O O O O O HST2 = 2'ri" HST3 = 3" HST5 = 5" HST6 = G' '- ----' ------------- - '/. 2'/2° HST2 and HST5 HST2 HST5 11!2 3" ' HST3 and HST6 HST3 HST6 FIGURE 4—HST SERIES TIE STRAP 2Ae o* r o o r—5'14'-�a-«1�a"!� ` . o. Cl o Q 11/2p T MST72 is 72"long t MST60 is 60"long MST48 MST37 MST27 FIGURE 5—MST SERIES TIE STRAP ESR-2105 I Most Widely Accepted and Trusted Page 6 of 11 TABLE 3—ALLOWABLE TENSION LOADS FOR THE LSTA, MSTA, LSTI, AND MSTI SERIES TIE STRAPS MODEL SERIES MODEL NO. TIE STRAP PROPERTIES LS (Total Quantity -Size) ALLOWABLE TENSION LOADS"'` ( ibs ) Thickness (Gage No.) Length (inches) Min. FY (ksi) Min. F„ (ksi) CD = 1.6 LSTA LSTA9 20 9 50 65 8-10dx2'/2 common 740 LSTA12 20 12 50 65 10-10d4/2 common 925 LSTA15 20 15 50 65 12-10dx2/2 common 1,110 LSTA18 20 18 50 65 14-10dx2'/2 common 1,2351" LSTA21 20 21 50 65 16-10dx21/2 common 1,23515) LSTA24 20 24 50 65 18-10dx2'/2 common 1,235151 LSTA30 18 1 30 50 65 22-10dx2'/2 common 1,640151 LSTA36 18 36 50 65 24-10d4/2 common 1,6401') MSTA MSTA9 18 9 50 65 8-10d4/2 common 750 MSTA12 18 12 50 65 10-10dx2'/2 common 940 MSTA15 18 15 50 65 12-10dx2'/2 common •1!f30' MSTA18 18 18 50 65 14-10dx2'/2 cor4ons 1 11V MSTA21 18 21 50 65 16-1Odx2'/2 common j*506• • MSTA24 18 24 50 65 18-10dx2'/2comgpp • 1,64(5) MSTA30 16 30 50 65 22-1Odx2'/2 comm". • Z,050; MSTA36 16 36 50 65 26-10dx2'/2 common• • Q,0501 MSTA49 16 49 50 65 26-10dx2'/2 comb DO • 2, 0*• LSTI LSTI49 18 49 40 55 32-10dxl'/2 common* • OfArb LST173 18 73 40 55 48-10dx11/2 common0 4,205(5) MST] MST126 12 26 40 55 26-10dxl'/2 common • •2,1 5 • MST136 12 36 40 55 36-10dx1'/2 cor;rYw MST148 12 48 40 55 48-10dxl'/2 common fr,oi6 MST160 12 60 40 55 60-10dx1'/2 common 5,070(5) MSTI72 12 72 40 55 72-10dxl'/2 common 5,070(51 MSTC MSTC28 16 28/4 50 65 36-16d sinker 3,460 MSTC40 16 401/4 50 65 52-16d sinker 4,73515) MSTC52 16 52'/4 50 65 62-16d sinker 4,735151 MSTC66 14 653/4 50 65 76-16d sinker 5,85015) MSTC78 1 14 1 773/4 1 50 1 65 76-16d sinker 5,850(5) For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Total fasteners are the minimum number of nails required to achieve the tabulated allowable loads. One half of the total must be installed in each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report. 2Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. 'Allowable tension loads are the lesser of the tie strap steel strength or the connection strength. 'Tabulated allowable tension loads are governed by connection strength, unless noted otherwise. Connection strength is derived by multiplying the number of nails by the minimum value from the yield mode equations in Section 12.3.1 from the 2015 NDS and Section 11.3.1 from the 2012 and 2005 NDS, where the side member (i.e., the steel tie strap) dowel bearing strength, Fes, is equal to 2.2F /Co, where the load duration factor, Co, equals 1.6 as shown in the table, and where the minimum specified tensile strength. Fu of the steel strap is as shown in the table. The tabulated allowable tension loads governed by connection strength have been multiplied by the load duration factor, CD, noted in the table. 'The tabulated allowable tension load is governed by steel strength, and does not include a one-third stress increase or the load duration factor, Co. The steel strength is the least of yielding at the gross section of the strap, the fracture in the net section away from the connection, and fracture at the connection in accordance with Section C2 of AISI S100-12 (2015 IBC), Section C2 of AISI S100-07/S2-10 (2012 IBC), Section C2 of AISI S100-07 (2009 IBC) or AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members) (2006 IBC). ESR-2105 1 Most Widely Accepted and Trusted Page 7 of 11 9/16" r ` LSTA36 LSTA30 - - -- LSTA24 LSTA21 --- ......_...._.._.. LSTA18 LSTA15 LSTA12 LSTA9 FIGURE 6—LSTA SERIES (MSTA SERIES SIMILAR) TIE STRAP • • •••• •••••• •••••• • •••••• • 1.. i •• • i, ••••...... _.......... LST48�, .. 1 •••• LS n73 • • • •• • •••••• FIGURE 7—LSTI SERIES TIE STRAP ' • • • • • 0•0 • 0000 0. MST172 MST160 MST148 MSTI36 - -- MST126 FIGURE 8—MSTI SERIES TIE STRAP I.f-3°-► O00 0 0 0 00 0 0 0 0O0 0 0 0 000 1/2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 i • L FIGURE 9—MSTC SERIES TIE STRAP ESR-2105 I Most Widely Accepted and Trusted Page 8 of 11 TABLE 4—ALLOWABLE TENSION LOADS FOR THE CS AND CMST SERIES COIL STRAPS AND THE CMSTC16 COIL TIE STRAP ALLOWABLE TENSION LOADS27 MODEL TIE STRAP PROPERTIES MAILS' (lbs) SERIES MODEL NO. (Quantity —Size) Thickness Length Min. Fr Min. F. C— 16 ° . Based on Steel (Gage No.) (ksi) (ksi) Strengths 26-10dx2/2 common 2,590 2,490 CS14 14 Cut to length 50 65 30-8d common 2,505 2,490 20-10dx2'/2 common 1,890 1,705 CS16 16 Cut to length 40 55 22-8d common 1,725 1,705 16-10dx2'/2 common 1,490 1,370 CS CS18 18 Cut to length 40 55 18-8d common 1,385 1,370 12-10dx2/2 common 1,100 1,030 CS20 20 Cut to length 40 55 14-8d common 1,065 1,030 10-10dx2'/2 common 915 845 CS22 22 Cut to length 40 55 124d common 905 845 74-16dx2/2 common 9,430 S"' s CMST12 12 Cut to length 50 65 86-10dx2'/2 common 9:430 0. 97'15 CMST 56-16dx2'/2 common 6,550, • rww • CMST14 14 Cut to length 50 65 66-10dx2 /2 common 6 • 6,475 CMSTC CMSTC16 16 Cut to length 50 65 50-16d sinker 4,8P5. • . 4,699 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. • • •••••• • •••• • ••••• • 'Total fasteners are the minimum number of nails required to achieve the tabulated allowable loads. One half of the total must*b% s&:ed in each I&I 1'nember • • • • • forming the connection. Fasteners must comply with Section 3.3.3 of this report. • • • • 0000 ***see 2Aloowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimur%Veclij gravity of 0.50• * • 'Allowable tension loads must be the lesser of the tie strap steel strength or the connection strength. • • • • 'Allowable tension loads based on connection strength are derived by multiplying the number of nails by the minimum valug from thtk yield n1bEe ec}bations in • • • • • • Section 12.3.1 from the 2015 NDS and Section 11.3.1 from the 2012 and 2005 NDS, where the side member (i.e., the steel tie strap) dowel bearyrg Itj Ith, Fes, � � is equal to 2.2Fu/Cp, where Co equals 1.6 as shown in the table, and where the minimum specified tensile strength, F. of the steel str` is as shown in the table. • *see • Allowable tension loads governed by connection strength have been multiplied by the load duration factor, Co, noted in the table. • * 000000 • • 'The tabulated allowable tension loads based on steel strength do not include a one-third stress increase, and are the least of yielding at the grose4so4on of the strap, the fracture in the net section away from the connection, and fracture at the connection in accordance with Section C2 of AISI S100-12 (2015 IBC), Section C2 of AISI S100-07/S2-10 (2012 IBC), Section C2 of AISI S100-07 (2009 IBC) or AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members) (2006 IBC). Ji i.--_f.. CS16 16Gk)GE Z ty„1114' FIGURE 10—CS SERIES TIE STRAP CMST/4 14 GAUGE 1'k"31 . o ;.. ... 3f�� _... 11/4r.....y FIGURE 11—CMST14 TIE STRAP O 0 0 0 0 0 CMSTC16 16 GAUGE ilk 3" 0- 0 c 0 is�18 3" Typ. 0 Provide min. 1 s/s' end distance for CS and CMST Equal number of specified nails to each end (en,gtihCut �ength o0r.V �e�'gtn FIGURE 12—CMSTC16 TIE STRAP FIGURE 13—TYPICAL INSTALLATION OF CS,CMST,AND CMSTC16 TIE STRAP ESR-2105 I Most Widely Accepted and Trusted Page 9 of 11 TABLE 5—ALLOWABLE TENSION AND COMPRESION LOADS FOR CTS SERIES STRAP MODLE NO. STRAP QTY. INSTALLATION FASTENERS2 (Quantity -Size) ALLOWABLE LOADS' (Ibs) Compression (CD = 1.60f -5 Tension (CD = 1.60) CTS218' 1 One Side 24 — 10d x 11/2 1,125 2,2706 2 One Side 2,2,50 4,5356 2 Two Side 2,515 4,5356 3 Two Side 3,310 6,8056 4 Two Side 5,035 9.0706 1 One Side 24 — SD#9 x 1 % 1,175 2,5107 2 One Side 2,350 5,0207 2 Two Side 2,735 5,0207 3 Two Side 4,130 7,5307 4 Two Side 5,470C4Yf • For SI: 1 inch = 25.4 mm, 1lbf = 4.45 N, 1 psi = 6.89 MPa. • • • • 'Strap properties: minimum Fy = 33, 000 pound per square inch (psi) and minimum F. = 45, 000 psi. 14 gage steel. ***see 0 • • • • • • • • •: • 2Fastener quantities are for a single strap. • 'Allowable loads are based on steel straps connected to wood members having an assigned or equivalent minimum specific grgv�y o1'tlo. • • • • • °The maximum gap between wood framing members is 4'/2 inches (114 mm). • • • • • • • • 'The tabulated allowable compression capacity is controlled by steel buckling and is a tested load. • • • • • • • • • • • • • • • • • 6The tabulated allowable tension loads are governed by the connection strength and have been multiplied by the load duration factor, CD, of 1.60� as shown in the • • table. Connection strength is derived by multiplying half of the required number of nails by the minimum values in the yield modt'"IbIifat dihs in SectioN ".301 of the • • • • • 2015 NDS and Section 11.3.1 of the 2012 and 2005 NDS, where the side member (i.e. steel strap) dowel bearing strength, Fe,•is ogNal to 2.2F«/G.6,•where F. of* • • • • • steel strap equals to 45,000 psi. • 'The tabulated allowable tension loads are governed by the steel strength, and does not include the steel stress increaseQreA4 ald duration fadlor, CD. The • • steel strength is the least of the yielding at the gross section of the strap, the fracture at the net section away from the connection, and fracture atte l•connection in* • • • • • accordance with Section C2 of AISI S100-12 (2015 IBC), Section C2 of AISI S100-07/S2-10 (2012 IBC), Section C2 of the AIS1S100 97 (2009 l§C)!0YArS1-NAS-• • 01, North American Specification for Design of Cold -formed Steel Structural Members (2006 IBC). • • • 040000 w t FYI c'��r Z FIGURE 14—CTS218 COMPRESSION STRAP FIGURE 15—TYPICAL INSTALLATION OF CTS218 COMPRESSION/TENSION STRAP (TWO-STRAP,ONE-SIDED INSTALLATION SHOWN) ESR-2105 I Most Widely Accepted and Trusted Page 10 of 11 TABLE 6—ALLOWABLE TENSION LOADS FOR THE MSTCB3 SERIES PRE -BENT TIE STRAPS''z,3,4,5 MIN. WOOD COMMON NAILS ALLOWABLE TIE STRAP PROPERTIES BEAM (Total Quantity -Size) TENSION MODEL DIMENSIONS LOADS Beam NO (lbs) Studs/ Thickness Length Min. F,, Mini. F Width Depth Face Bottom Post Co = 1.6 (Gage No.) (inches) (ksi) (ksi) (min) (min) MSTC48133 14 44% 50 65 3 9'% 12-10d 4-10d 38-10d 3,975 MSTC66133 14 62% 50 65 3Y: 11"% 14-10d 4,490 For SI: 1 inch = 25.4 mm, I lbf = 4.45 N, 1 psi = 6.89 MPa. ' Nails in studs/post must be installed symmetrically. Nails may be installed over the entire length of the strap over the studs/post. z Allowable tension loads are based on steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. The beam must also have a reference compression design value perpendicular to grain, FL, of 625 psi (4,310 MPa) or greater. 3 The tabulated allowable tension loads are based on the lowest value of the tested tension load at 0.125 inch deflection from static tests on wood members, the connection strength in accordance with Footnote 4, and the steel strength in accordance with Footnote 5. Further increase of the tabulated allowable tension loads is not permitted. "Allowable tension loads based on connection strength are derived by multiplying the number of nails by the minimum value from the yield mode equations in Section 12.3.1 of the 2015 NDS and Section 11.3.1 of the 2012 and 2005 NDS, where the side member (i.e., the steel tie strap) dowel bearingctransth, Fes, is equal to 2.2F /Cp, where CD equals 1.6 as shown in the table, and where the minimum specified tensile strength, F. of the steel strap is as s*,wg jr�tfle table. • • • • • • Allowable tension loads governed by connection strength have been multiplied by the load duration factor, Co, noted in the table, • • • 5 The tabulated allowable tension loads based on steel strength do not include a one-third stress increase, and are the least of fAding49t the grfhss section of the • strap, the fracture in the net section away from the connection, and fracture at the connection in accordance with Section C2 (4 "1-jV0-12 (2:"9C)!Section• • • • � • C2 of AISI S100-07/S2-10 (2012 IBC), Section C2 of AISI S100-07 (2009 IBC) or AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members) (2006 IBC). *so*** • • • 3, .... ..�..• ...... .... ..... Min.2-2xor4x ;• - Min. 2°2XOr4X •� , •m• 447/a" .... • 627/s" for .o, .... MSTC66133 38 Nails 38 Nails Min. Min. Start nails Length 21` Length 21" g 11/2" up from Start nails - end at stud 1 %2" up from - -J,- end of stud -r- : No Nails Req'd Face Nails Beam No Nails Req'd Rim Joist Face Nails • 7/ „ 0 8 —► j f — 27/e Pre bent - Bottom Nails Beam MSTC48133 MSTC66133 Installation with No Rim Joist MSTC66133 Installation with Rim Joist FIGURE 16—MSTCB3 SERIES PRE -BENT TIE STRAPS IMES Evaluation Report ESR-2105 LABC and LARC Supplement Issued November 2017 This report is subject to renewal January 2018. www.icc-es.orq 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, Plastics, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD 0000 PLEASANTON CALIFORNIA 94588 • • (800) 999-5099 • • • • www.strongtie.com :••••• •••••• www.simpsonanchors.com • •.••�• EVALUATION SUBJECT: '•'• • • • • SIMPSON STRONG -TIE STRAPS •••••• •••• ••••• 1.0 REPORT PURPOSE AND SCOPE • •. • • • . •' Purpose: The purpose of this evaluation report supplement is to indicate that Simpson Strong -Tie straps,;Ps0ibDd in ICE $ master:**••� evaluation report ESR-2105, have also been evaluated for compliance with the codes noted below as adopteq by,,he Los Angeles Department of Building and Safety.(LADBS). Applicable code editions: ■ 2017 City of Los Angeles Building Code (LABC) ■ 2017 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Simpson Strong -Tie straps, described in Sections 2.0 through 7.0 of the master evaluation report ESR-2105, 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 straps, described in this evaluation report must comply with all of the following conditions: • All applicable sections in the master evaluation report ESR-2105. • The design, installation, conditions of use and labeling are in accordance with the 2015 International Building Codee (2015 IBC) provisions noted in the master evaluation report ESR-2105. • The design, installation and inspection are in accordance with additional requirements of LABC Chapter 23. • Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted. • The hillside building provisions in LABC Section 2301.1 are excluded from this supplement report. This supplement expires concurrently with the master report, issued January 2107, revised November 2017. 1CC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not spectfically 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 !CC Evaluation Service. LLC, express or imphed, as to any finding or other matter in this report, at, as to any product covered by the report. Copyright © 2017 ICC Evaluation Service, LLC. All rights reserved. RM tW�NUL P^ Page 11 of 11 ...... . ...... DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSJTFi. • • SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FAStEMNGS : . • • • . • .... ..... ...... .... ..... .. .. .... ...... . . .. . ...... REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 EVALUATION SUBJECT: SIMPSON STRONG -TIE STRAPS ICC ICC ICC PMG CLISTED Look for the trusted marks of Conformity! 4® Iti® "2014 Recipient of Prestigious Western States Seismic Policy Council t®- iWSSPC Award in Excellence" CINDDE CO oxa` � A Subsidiary of c�o� caur�cir ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not SOCK"d specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a t recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as " lF+9i'EG ".' to anvfrnding or other matter in this report, or as to any product covered by the report. .U�ic. �` Se y „ IN Copyright 0 2017 ICC Evaluation Service, LLC. All rights reserved. IMES Evaluation Report ESR-2105 Reissued January 2017 Revised November 2017 This report is subject to renewal January 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) 999-5099 www.strongtie.com www.simpsonanchors.com EVALUATION SUBJECT: SIMPSON STRONG -TIE STRAPS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2015, 2012, 2009 and 2006 International Building Code® (IBC) ■ 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-2105 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES The Simpson Strong -Tie HST, LSTA, LSTI, MST, MSTA, MSTC, MSTI, and ST Series Straight Tie Straps; CMST and CS Series Coiled Tie Straps; MSTC16 Coiled Tie Strap; CTS218 Compression/Tension Straps; and the MST663 Pre -bent Tie Straps are used to transfer between wood members wind or seismic loads resulting from the critical load combination in accordance with Section 1605.3 of the IBC where allowable stress equations are used. The straps may also be used in structures regulated by the IRC where an engineered design is submitted in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 Straight Tie Straps: The HST, LSTA, LSTI, MST, MSTA, MSTC, MSTI, and ST Series straight tie straps are supplied in manufacturer - designated lengths with prepunched holes for nails or bolts. . . .... ...... 3.1.1 ST Series: The ST9, ST; J,.8T18 and.ST 2; straps • • are 9 to 215/8 inches (229 to 549 mrm} •long and • 11/4 inches (31.8 mm) wide. Vann strap has unevenly spaced 11/64-inch-diameter (4*3'mm) prepunched nail:....: holes. See Figure 1 fora drawipd t1 ff p ST9,;,%-;V. ST18,' ' and ST 22 tie straps. • •" ' ";"• ...... .... ..... The ST292, ST2122, ST221F3, • � 16215, �J;;24, and...... ST6236 straps are 95/16 to • /4% inches (J36.5 to 0 • 858.8 mm) long, and have a constant width of 113/�gg inches • (46 mm). The total strap width between longi;ldinal edges'''"' is 21/16 inches (52.4 mm). Not&ies.are 9/32 inch r%1 mm):....: deep and are spaced 13/4 inch2S (44.5 mrgrMer,enter.0 ' Each longitudinal edge of an ST strap ha5'8•row of 1 1 /64-inch-diameter (4.3 mm) prepunched nail holes, spaced 13/4 inches (44.5 mm) on center. See Figure 2 for a drawing of the ST292, ST2122, ST2215, ST6215, ST6224, and ST6236 tie straps. The ST2115 strap is 165/16 inches (414.3 mm) long and 3/4 inch (19.1 mm) wide, and has one row of t1/64-inch-diameter (4.3 mm), prepunched nail holes, spaced 15/8 inches (41.3 mm) on center. See Figure 3 for a drawing of the ST2115 tie strap. See Table 1 for ST Series tie strap dimensions, fastener schedules, and allowable tension loads. 3.1.2 HST Series: The HST Series tie straps are either 211/4 or 251/2 inches (540 or 648 mm) long and from 21/2 to 6 inches (63.5 to 152 mm) wide. Each end of an HST strap has either three or six prepunched holes to accommodate 5/8-inch- or 3/4-inch-diameter (15.9 and 19.1 mm) bolts. The spacing and the location of the bolt holes in the strap length comply with the code -required bolt spacing and end distances. See Figure 4 for a drawing of the HST Series tie straps. See Table 2 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.3 MST Series: The MST Series tie straps are 27 to 72 inches (686 to 1829 mm) long and 21/16 inches �52.4 mm) wide. Each strap has two rows of 1/64-inch-diameter (4.3 mm) prepunched nail holes spaced 1314 inches (43.7 mm) on center. Additionally, the straps have 5/8-inch-diameter (15.9 mm) prepunched bolt holes spaced 51/4 inches (133.4 mm) on center. See Figure 5 for a drawing of the MST Series tie straps. See Table 2 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.4 LSTA and MSTA Series: The LSTA and MSTA Series tie straps are 9 to 49 inches (229 to 1245 mm) long and 1114 inches (32 mm) wide. Each strap has one row of ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to he construed, as an endorsement of the subject of the report or a recommendation fin its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as Ia� (( �/ to any finding or other matter in this report, or as to anv product covered by the report. Copyright 0 2017 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 11 ESR-2105 I Most Widely Accepted and Trusted Page 2 of 11 staggered 11/64-inch-diameter (4.3 mm) prepunched nail holes. The MSTA49 has 5/32-inch-diameter (4.0 mm) prepunched nail holes. Longitudinal spacing (pitch) of consecutive holes is 11/2 inches (38 mm), and the transverse distance (gage) between staggered holes is 9/16 inch (14.3 mm). For the MSTA49, the longitudinal spacing (pitch) of consecutive holes is 1 7/32 inches (38.9 mm), and the transverse distance (gage) between staggered holes is inch (12.7 mm). Both ends of every strap (except for the MSTA49) has one nail hole located between the last two staggered holes. See Figure 6 for a drawing of the LSTA and MSTA Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.5 LSTI Series: The LSTI Series tie straps are either 49 or 73 inches (1244 or 1854 mm) long and 33/4 inches �95.3 mm) wide. Each strap has two rows of staggered /32-inch-diameter (4.0 mm) prepunched nail holes. Longitudinal spacing (pitch) of consecutive holes in a row is 3 inches (76 mm), and the transverse distance (gage) between staggered holes in a row is 3/8 inch (9.5 mm). See Figure 7 for a drawing of the LSTI Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.6 MSTI Series: The MSTI Series tie straps are 21/16 inches (52.4 mm) wide and from 26 to 72 inches �660 to 1829 mm) long. Each strap has three rows of /32-inch-diameter (4.0 mm) prepunched nail holes spaced 3 inches (76 mm) on center. The holes in adjacent rows are offset by 1 inch (25.4 mm), resulting in one nail hole per inch of strap. See Fiqure 8 for a drawing of the MSTI Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.7 MSTC Series: The MSTC Series tie straps are 281/4 to 773/4 inches (718 to 1975 mm) long and 3 inches (76.2 mm) wide. The straps have two rows of staggered prepunched holes spaced 11/2 inches (38.1 mm), measured from center -to -center of holes. On the nail head side of the strap, the holes are oblong and measure 3/64 inch wide by 9/32 inch long (5.1 mm by 7.1 mm), and are chamfered at 120 degrees. On the wood side of the strap, the holes are 11/64 inch wide by inch long (4.4 mm by 6.4 mm). The long direction of the nail holes is perpendicular to the length of the strap. See Figure 9 for a drawing of the MSTC Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.2 Coiled Tie Straps: The CS Series, CMST Series, and CMSTC16 tie straps are supplied in coils and are cut to a specified length at the jobsite for engineered applications where the connected wood members are not abutting each other. 3.2.1 CS Series: The CS14, CS16, CS18, CS20, and CS22 straps are supplied as 100-, 150-, 200-, 250-, and 300-foot-long (30.5, 45.7, 61.0, 76.2, and 91.4 m) coils, respectively. The coiled steel is 11/4 inches (32 mm) wide and has two rows of prepunched, 5/32-inch-diameter (4.0 mm) holes. The longitudinal spacing of the holes in each row is 21/16 inches (52.4 mm). See Figure 10 for a drawing of the CS Series tie straps and Figure 13 for a typical installation. See Table 4 for strap dimensions, fastener schedules, and allowable tension loads. 3.2.2 CMST Series: The CMST12 strap is supplied as a 40-foot-long (12.19 m) coil, and the CMST14 strap is supplied as a 52'/2-foot-long (16.0 m) coil. The coiled steel is 3 inches (76 mm) wide and has two rows of prepunched round holes with 11/64-inch (4.3 mm) diameters, and two rows of equilateral triangular holes sized to circumscribe an 11/64-inch-diameter (4.3 mm) hole. The longitudinal spacing of the round and triangular holes in each row is 3.5 inches (88.9 mm). See Figure 11 for a drawing of the CMST14 tie strap, and Figure 12 for a typical installation. See Table 4 for strap dimensions, fastener schedules, and allowable tension loads. 3.2.3 CMSTC16: The CMSTC16 strap is supplied as a 54-foot-long (16.46 m) coil. The width of the coiled steel is 3 inches (76.2 mm). The strap has two rows of staggered prepunched holes spaced 11/2 inches (38.1 mm), measured from center -to -center of holes. On tIt2 Heil head side of the strap the holes ere oblong andD "easure • • • • e • 114 inch wide by '/64 inch long (&. n n by S.3 mon), and ee are chamfered at 120 degrees. Aia Sbe woot's a of the ....:. strap, the holes are 11/64 inch wijie.*.1(4 inch long .(4.4 mm. . by 6.4 mm). See Figure 12 for aAgy(ing of tae CNSTC16;•"'; tie strap and Figure 13 for %typical instpflatlk". See..... Table 4 for strap dimensions fastener schedules, and,,:,.* allowable tension loads. 40 . . .. .. .... ...... 3.3 Compression/Tension Sty ;4; . The CTS Series compression/tension strap is•supplied in • • • • 9 • manufacturer -designated lengths with pre -punched holes . . for nails or Simpson Strong-Ti%S15 Series wootlscrews : * * • *: (ESR-3046). The straps have unique rolled.%dW% and embossments allowing the straps to span gaps to partially restore compression as well as tension capacity to the notched or cut wood lumber framing. The CTS218 is 11/2 inches wide by 177/8 inches long (38 by 454 mm). The flat portion of the strap is 13/8 inches wide (35 mm) and the rolled edge is 3/8 inch deep �9.5 mm). The strap has one row of staggered /32-inch-diameter (4.0 mm) prepunched fastener holes. Longitudinal spacing of consecutive holes is 1/2 inch (12.7 mm), and the transverse distance between staggered holes is 3/8 inch (9.5 mm). There are 24 total prepunched holes, 12 holes on either side of a 65/16-inch-long gap (161 mm). A 53/4-inch-long-by-9/32-inch-deep (147 by 7.1 mm) embossment is centered in the gap and on the strap. See Figure 14 for a drawing of the CTS218 strap and Figure 15 for a typical installation. See Table 5 for strap quantities, fastener schedule, and allowable tensile and compressive loads. 3.4 Pre -Bent Straps: The MSTC48B3 and MSTC66B3 are pre -bent straps designed to transfer tension load from an upper -story wood column or post to joists or a beam at the story below. The MSTC48B3 and MSTC66B3 pre -bent tie straps are 447/8 and 627/8 inches (1140 and 1597 mm) long, respectively, and 3 inches (76.2 mm) wide. The straps have two rows of staggered prepunched holes spaced 11/2 inches (38.1 mm), measured from center -to -center of holes. On the nail head side of the strap, the holes are oblong and measure 13/64 inch wide by 9/32 inch long (5.1 mm by 7.1 mm), and are chamfered at 120 degrees. On the wood side of the strap, the holes are11/64 inch wide by inch long (4.4 mm by 6.4 mm). The long direction of the nail holes is perpendicular to the length of the strap. See Figure 16 for drawings of the MSTCB3 Series pre -bent tie straps. See Table 6 for strap dimensions, fastener schedules, and allowable tension loads. 3.5 Materials: 3.5.1 Steel: The tie straps described in this report are manufactured from galvanized steel complying with ASTM A653, SS designation, and minimum G90 zinc coating ESR-2105 1 Most Widely Accepted and Trusted Page 3 of 11 specifications, except for the HST3 and HST6 tie straps, which are manufactured from galvanized steel complying with ASTM A1011, and.the MST4.8, MST60, and MST72 tie straps, which are manufactured from galvanized steel complying with Simpson Strong-Tie's published specification for steel. Refer to the tables in this report for the minimum specified yield and tensile strengths, Fy and F,,, respectively, of the steel for each strap described in this report. Some models are available with a G185 continuous sheet galvanization in accordance with ASTM A653. The model numbers of tie straps with a G185 zinc coating are followed by the letter Z. Some models are available with a batch hot -dip galvanized coating 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, in accordance with ASTM A123. The model numbers of tie straps with a batch hot -dipped zinc coating are followed by the letters HDG. The galvanized steel tie straps have the following minimum base -metal thicknesses: GAGE BASE -METAL THICKNESS (inch) No. 3 0.2285 No. 7 0.1715 No. 10 0.1275 No. 12 0.0975 No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0334 3.5.2 Wood: Wood members with which the tie straps are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber). The thickness (depth) of the wood main member must be equal to or greater than the length of the fasteners specified in the tables in this report, unless the reduced penetration effect on the load calculation per the applicable National Design Specification for Wood Construction® (NDS) and its Supplement is taken into account, or as required by wood member design, whichever is greater. 3.5.3 Fasteners: Nails must comply with ASTM F1667 and have minimum bending yield strength, Fyb, of 90,000 psi (620.1 MPa). Bolts used with the MST and HST Series tie straps must as a minimum comply with ASTM F1554-07a Grade 36 and have a minimum bending yield strength of45,000 psi (310.1 MPa). Fasteners used in contact with preservative -treated or fire -retardant -treated lumber must, as a minimum, comply with 2015 IBC Section 2304.10.5, 2012, 2009 and 2006 IBC Section 2304.9.5, 2015, 2012 and 2009 IRC Section R317.3 or 2006 IRC Section R319.3, as applicable. The lumber treater or report holder should be contacted for recommendations on minimum corrosion resistance 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: Tabulated allowable tension loads in this evaluation report are based on allowable stress design and are the lesser of the tie strap steel strength or the connection strength. When connection strength governs, the tabulated allowable loads include the load duration factor, Co, corresponding to design wind and seismic loads in accordance with the NDS. Tabulated allowable loads are for tie straps connected to wood used under continuously dry interior conditions, and where sustained temperatures are 100°F (37.8°C) or less. When tie straps are fastened to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is gxpecled, the allowable tension loads basedo on fastener latar+ei •design.... •. re values in this evaluation report •ust:be a*sted by the .• wet service factor, CM, specifiedirtitliQN.0000 DS.. ....•. • When tie straps are con&?dt2(?•to wood -that will:..,,: experience sustained exposure, tb'ttVeraturs %)"eding• • 100°F (37.7°C), the allowablee"els in this evaluation•••.o report must be adjusted by #x:laTperature.•feeior, Ct,..:..• specified in the NDS. .. .. 0009 ...... Connected wood members arLSt bQ analyzed•for load- • • carrying capacity at the tie strap conritction JrgccMidance• • • • • • with the NDS. • • •• • 4.2 Installation: • • • . 0000 . • • •••• Installation of the tie straps 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. 5.0 CONDITIONS OF USE The Simpson Strong -Tie Straight and Coiled Tie Straps 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 tie straps 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 of this report and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.5.2 and 3.5.3 of this report. 5.5 Use of tie straps with preservative -treated and fire - retardant -treated lumber is outside the scope of this report. Use of fasteners with treated lumber must comply with Section 3.5.3 of this report. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated February 2017. 6.2 Structural calculations. 6.3 Quality documentation. ESR-2105 I Most Widely Accepted and Trusted Page 4 of 11 7.0 IDENTIFICATION (ESR-2523) which contains a summary of all the product Each tie strap described in this report is identified with a model numbers in the ICC-ES evaluation reports issued to die -stamped label or an adhesive label, indicating the this manufacturer. name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report TABLE 1—ALLOWABLE TENSION LOADS FOR THE ST SERIES TIE STRAPS MODEL SERIES MODEL NO. TIE STRAP PROPERTIES COMMON NAILS' (Total Quantity -Size) ALLOWABLE TENSION LOADS 2,3pt (lbs) Co = 1.6 6000 Thickness (Gage No.) Length (inches) Minimum F,. (ksQ ;Minimum F„ (ksi) ST292 20 95/16 33 45 12-16d x2'/2 • • 1,26015� • • • • ST2122 20 1213/,6 40 55 16-16dx2% 0001,5301516 0 ST2115 20 165116 50 65 10-16dx2'/2 • • • • • • 660(5' • ST2215 20 165/16 50 65 20-16d x2'/2 • * • • • 01,875'S' • ST6215 16 16'/16 33 45 20-16dx2% • • • • ,090(6)6 • ST ST6224 16 235/,6 40 55 28-16dx2'/2 ' • • 0 2,53515y ST6236 14 3313/,6 50 65 40-16dx2'/2 ' •: •• :3,8451f') : •`• ST9 16 9 33 45 8-16dx2'/2 • go 885 • • ST12 16 111,16 33 45 10-16dx2'/2 • • • 1,105 ST18 16 173/a 33 45 14-161:1412 1,420(5• • • ST22 16 2'15/6 33 45 18-16dx2'/2 • • •1,420(5 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. • • 'Quantity of fasteners is the minimum number of common nails required to achieve the tabulated allowable loads. One half of the tabulated quantity must be installed in each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report. 2Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. 3Allowable tension loads are the lesser of the tie strap steel strength or the connection strength. °Tabulated allowable tension loads are governed by connection strength, unless noted otherwise. Connection strength is derived by multiplying the number of nails by the minimum value from the yield mode equations in Section 12.3.1 from the 2015 NDS and Section 11.3.1 from the 2012 and 2005 NDS, where the side member (i.e., the steel tie strap) dowel bearing strength, Fe„ is equal to 2.2FJCo, where Co equals 1.6 as shown in the table, and where F. equals the minimum specified tensile strength value of the steel shown in the table. The tabulated allowable tension loads governed by connection strength have been multiplied by the load duration factor, Co, noted in the table, and are not permitted to be adjusted for other load durations. 'The tabulated allowable tension load is governed by steel strength, and does not include a one-third stress increase or the load duration factor, CD. The steel strength is the least of yielding at the gross section of the strap, the fracture in the net section away from the connection, and fracture at the connection in accordance with Section C2 of AISI S100-12 (2015 IBC), Section C2 of AISI S100-07/S2-10 (2012 IBC), Section C2 of AISI S100-07 (2009 IBC) or AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members) (2006 IBC). i_.....__.__....................._..._._.._...._._......._.......__...._......_.._...... .. ................ I -ST22 _STIR _..... ST12 _.__.....ST9.........._ FIGURE 1—ST SERIES TIE STRAPS + sTsz36 ST6224 ST6215 ST2215 ST2122 ST292 ~ FIGURE 2—ST SERIES TIE STRAPS 3f; FIGURE 3—ST2115 TIE STRAP ESR-2105 I Most Widely Accepted and Trusted Page 5 of 11 TABLE 2—ALLOWABLE TENSION LOADS FOR THE HST AND MST SERIES TIE STRAPS MODEL SERIES MODE NO. TIE STRAP PROPERTIES FASTENERS' (Quantity -Size) ALLOWABLE TENSION LOADSZs,4'6 (Ibs) Co= 1.6 Thick. (Gage No.) Length (in.) Min. F,. (ksi) Min. F. (ksi) COMMON Nails Bolts Nails Bolts Wood Member Thickness (in.) 3 3 12 5 !2 HST2 7 21'/, 33 45 — 6-5/8' — 5,280 5,260 5,220 HST5 7 211/, 33 45 — 122/," — 10,680 10,650 10,595 HST HST3 3 25% 33 52 — 62/4" — 6,795 7,625 7,650 HST6 3 25% 33 52 — 122/4" — 13,760 15,39� 0 0%425 MST27 12 27 40 55 30-16dx2'/2 4-1/2" 3,700 180• • 2,175 .165 MST37 12 37'/2 40 55 42-16dx2'/2 6-'/Z" 5.070 3 075 3,060! • • eO30 MST MST48 12 48 42 56 50-16dx2'/2 8-'/2" 5,310'61 3,PV • 3,695(61 •3,675 MST60 10 60 42 56 68-16dx2/2 10-'/2" 6,730) 4,670• 4,605r 4,490 MST72 1 10 72 1 42 56 68-16dx2'/2 10-'/2" 6,730t5' 14,9T0• 4,605• 4,490 ForSI: 1 inch =25.4mm, 1 Ibf=4.45N. •••••• •••• ••••• •• 'Quantity of fasteners is the total number of common nails or bolts, but not both, required to achieve the tabulated allowabl•e• load•s• . One half•of••the• tabulated•••• • quantity must be installed in each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this repot• • • • • • • zAllowable tension loads for nailed and bolted connections are not cumulative. • • • • • • • • • • • 3Aloowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum spec'rfi gravity ofb.5E. 4Allowable tension loads are the lesser of the tie strap steel strength or the connection strength. • • • • • 000000 0 5Tabulated allowable tension loads are governed by connection strength, unless noted otherwise. Connection strength is deritAtl by 9nultiplyin A Rumber of • • fasteners by the minimum value from the yield mode equations in Section 12.3.1. from the 2015 NDS and Section 11.3.1 from the 2012 and 2005 WQS 4vAere the dowel bearing strength, F"s, of the side member (i.e., the steel tie strap) is equal to 2.2F"/CD for nailed and bolted connections, where the load duration factor, CD, equals 1.6 as shown in the table, and where the minimum specified tensile strength, F. of the steel strap is as shown in the table. For bolted connections, the tabulated allowable tension loads include the load duration factor, CD, noted in the table, and the applicable group action factor, C'. 'The tabulated allowable tension load is governed by steel strength, and does not include a one-third stress increase or the load duration factor, CD. The steel strength is the least of yielding at the gross section of the strap, the fracture in the net section away from the connection, and fracture at the connection in accordance with Section C2 of AISI S100-12 (2015 IBC), Section C2 of AISI S100-07/S2-10 (2012 IBC), Section C2 of AISI S100-07 (2009 IBC) or AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members) (2006 IBC). L O O O O O O HST2 = 2'k" HST3 = 3" HST5 = 5" HST6 = G' - - ---a-------------- --- - - �114 2V i HST2 and HST5 HST2 HST5 1'IZ 3*-'HST3 and HST6 HST3 HST6 FIGURE 4—HST SERIES TIE STRAP 1112 Vie' o Q � �5'�'--�, -.? 1'k' 1�- o. o ! o , o T MST72 is 72"long t rvw i w is vv *long MST48 MST37 MST27 FIGURE 5—MST SERIES TIE STRAP ESR-2105 I Most Widely Accepted and Trusted Page 6 of 11 TABLE 3—ALLOWABLE TENSION LOADS FOR THE LSTA, MSTA, LSTI, AND MSTI SERIES TIE STRAPS MODEL SERIES MODEL NO. TIE STRAP PROPERTIES NAILS 1 (Total Quantity -Size) ALLOWABLE TENSION LOADS2.3.4 (Ibs} Thickness (Gage No.) Length (inches) Min. F,. (ksi) Min. F. (ks), Co = 1.6 LSTA LSTA9 20 9 50 65 8-10dx2'/2 common 740 LSTA12 20 12 50 65 10-10dx2'/2 common 925 LSTA15 . 20 15 50 65 12-10dx2'/2 common 1,110 LSTA18 20 18 50 65 14-10dx2'/2 common •1 ,M1f1 LSTA21 20 21 50 65 16-10dx2/2 convnon• 1;,3��I LSTA24 20 24 50 65 18-10dx2/2 common •1t2B6 I• LSTA30 18 30 50 65 22-10d4/2 connog • 1,64 (5) LSTA36 18 36 50 65 24-10dx21/2 comniQn•. •1,640;) MSTA MSTA9 18 9 50 65 8-10dx21/2 commost• • • 750 MSTA12 18 12 50 65 10-10dx2/2 confMtpl" `• yee MSTA15 18 15 50 65 12-10dx2'/2 comrriOn • • ils0 MSTA18 18 18 50 65 14-10dx2'/2 con;m(N 1,315 MSTA21 18 21 50 65 16-10dx2'/2 corrynon • • 1 S • MSTA24 18 24 50 65 18-10d4/2 conTrucV01.fy#p,f MSTA30 16 30 50 65 22-10dx2/2 common 2rOb():5 9STA36 16 36 50 65 26-10dx21/2 common 2,05015) MSTA49 16 49 50 65 26-10dx2'/2 common 2,02015) LSTI LSTI49 18 49 40 55 32-10dx11/2 common 2,970 LSTI73 18 73 40 55 48-10dx1%common 4,205t5) MSTI MST126 12 26 40 55 26-1Odx02 common 2,745 MST136 12 36 40 55 36-10dx1'/2 common 3,800 MST148 12 48 40 55 48-10dx11/2 common 5,070 MSTI60 12 60 40 55 60-10dx02 common 5,070t5) MSTI72 12 72 40 55 72-1Odx02 common 5,070(5) MSTC MSTC28 16 281/4 50 65 1 36-16d sinker 3,460 MSTC40 16 40'/4 50 65 52-16d sinker 4,735151 MSTC52 16 521/4 50 65 62-16d sinker 4,735") MSTC66 14 65'/4 50 65 76-16d sinker 5,8501" MSTC78 14 77'/4 50 1 65 76-16d sinker 5,85015' For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Total fasteners are the minimum number of nails required to achieve the tabulated allowable loads. One half of the total must be installed in each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report. 2Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. 'Allowable tension loads are the lesser of the tie strap steel strength or the connection strength. 'Tabulated allowable tension loads are governed by connection strength, unless noted otherwise. Connection strength is derived by multiplying the number of nails by the minimum value from the yield mode equations in Section 12.3.1 from the 2015 NDS and Section 11.3.1 from the 2012 and 2005 NDS, where the side member (i.e., the steel tie strap) dowel bearing strength, Fes, is equal to 2.2F /Cp, where the load duration factor, CD, equals 1.6 as shown in the table, and where the minimum specified tensile strength, Fu of the steel strap is as shown in the table. The tabulated allowable tension loads governed by connection strength have been multiplied by the load duration factor, Co, noted in the table. 'The tabulated allowable tension load is governed by steel strength, and does not include a one-third stress increase or the load duration factor, CD. The steel strength is the least of yielding at the gross section of the strap, the fracture in the net section away from the connection, and fracture at the connection in accordance with Section C2 of AISI S100-12 (2015 IBC), Section C2 of AISI S100-07/S2-10 (2012 IBC), Section C2 of AISI S100-07 (2009 IBC) or AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members) (2006 IBC). ESR-2105 I Most Widely Accepted and Trusted Page 7 of 11 ---►172n � �rr 11/4n 1 1 I• I I• tt LSTA36 LSTA30 I • I .I 1 11 I .1 •I . - •) '9f16" LSTA24 — f f LSTA21 — LSTA18 •••• LSTA15 . . .... • ...... —LSTA12 of LSTA9 ...... •••••• • ...... FIGURE 6—LSTA SERIES (MSTA SERIES SIMILAR) TIE STRAP • ' • • • • • • •••• • ••••• •••••• •••• ••••• • ••.••• . • • • •• • •••••• . • • • . • •• • • • 0000 39t• . B' I'— IJ* wT:YP. 6• �,.............. --......... — ................................ L5T64$ _ ...._- .....� I LSTI73 FIGURE 7—LSTI SERIES TIE STRAP 2Y4� 0 0 -I gh Imo: b 0 1'k" —� MSTI72 MSTI60 T MSTI48 MSTB6 FIGURE 8—MSTI SERIES TIE STRAP 000 0 0 0 000 0 0 0 000 0 0 0 000 1lz 0 0 0 0 0 0 0 .0 0 0 0 0 0_ 0 0 0 a i • L , FIGURE 9—MSTC SERIES TIE STRAP ESR-2105 I Most Widely Accepted and Trusted Page 8 of 11 TABLE 4—ALLOWABLE TENSION LOADS FOR THE CS AND CMST SERIES COIL STRAPS AND THE CMSTC16 COIL TIE STRAP ALLOWABLE TENSION LOADS23 MODEL TIE STRAP PROPERTIES NAILS' (lbs) SERIES MODEL. NO. (Quantity -Size) Thickness Min. Fr Min. F. Based on Steel (Gage No.) Length (ksi) (ksi) C=16 o . Strengths 26-10dx2'/2 common 2,590 2,490 CS14 14 Cut to length 50 65 30-8d common 2,505 2,490 20-10dx21/2 common 1,890 1,705 CS16 16 Cut to length 40 55 22-8d common 1,725 • t w 16-10dx2'/2common ;,49%`• CS CS18 18 Cut to length 40 55 18-8d common 1,385 • •i,1 12-10dx2/2 common 1,30 CS20 20 Cut to length 40 55 14-8d common 1,9" . 1,040 10-10dx2'/2common 9Ai•• • 84 CS22 22 Cut to length 40 55 12-8d common em • • • OWS • 74-16dx2;/2 common 9,W ` 009,215 CMST12 12 Cut to length 50 65 86-10dx2 /2 common ;MS • 9,115 C ST rCMST14 56-16dx2'/2 common ,550 • 8,4131 14 Cut to length 50 65 66-10dx2, /2 common CMSTC I CMSTCI6 16 Cut to length 50 65 50-16d sinker 4,805 •I,fsfi For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Total fasteners are the minimum number of nails required to achieve the tabulated allowable loads. One half of the total must be installed in each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report. 2Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. 'Allowable tension loads must be the lesser of the fie strap steel strength or the connection strength. °Allowable tension loads based on connection strength are derived by multiplying the number of nails by the minimum value from the yield mode equations in Section 12.3.1 from the 2015 NDS and Section 11.3.1 from the 2012 and 2005 NDS, where the side member (i.e., the steel tie strap) dowel bearing strength, Fes, is equal to 2.2Fu/Cp, where Co equals 1.6 as shown in the table, and where the minimum specified tensile strength, F. of the steel strap is as shown in the table. Allowable tension loads governed by connection strength have been multiplied by the load duration factor, Co, noted in the table. 'The tabulated allowable tension loads based on steel strength do not include a one-third stress increase, and are the least of yielding at the gross section of the strap, the fracture in the net section away from the connection, and fracture at the connection in accordance with Section C2 of AISI S100-12 (2015 IBC), Section C2 of AISI S100-07/S2-10 (2012 IBC), Section C2 of AISI S100-07 (2009 IBC) or AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members) (2006 IBC). OS16 16GA" _.'h" 1Ya' } •-2Y%6 FIGURE 10—CS SERIES TIE STRAP A A 3' CMM4 14 GAUGE 1"1V 0 0 0 1� FIGURE 11—CMST14 TIE STRAP 0 0 0 CMSTCI6 16 GAUGE 1'h' 3" 0 0 o iy,fi — 3Typ.— FIGURE 12—CMSTC16 TIE STRAP FIGURE 13—TYPICAL INSTALLATION OF CS,CMST,AND CMSTCI6 TIE STRAP ESR-2105 I Most KIIdely Accepted and Trusted Page 9 of 11 TABLE 5—ALLOWABLE TENSION AND COMPRESION LOADS FOR CTS SERIES STRAP MODLE NO. STRAP QTY. INSTALLATION FASTENERSZ (Quantity -Size) ALLOWABLE (Ibs) LOADS' Compression (Cn = 1.60) -' Tension (Cc) = 1.60) CTS218' 1 One Side 24 — 10d x 11/2 1,125 2,2706 2 One Side 2,2,50 4,535' 2 Two Side 2,515 4,5356 3 Two Side 3,310 uw$ : 4 Two Side 5,035 ; • • 9.6M6 1 One Side 24 — SD#9 x 1'/Z 1,175 •A.9 - 2 One Side 2,350 • • • :. 5,0207 2 Two Side 2.735 •' "' Q?Q` 0 3 Two Side 4,13000000 7,1�; 4 Two Side 5,470 • • • • 4 @,;40' For SI: 1 inch = 25.4 mm, 1lbf = 4.45 N, 1 psi = 6.89 MPa. ; • •; •; • • • • • •• • •••••• 'Strap properties: minimum Fy = 33, 000 pound per square inch (psi) and minimum F. = 45, 000 psi. 14 gage steel. • • • 2Fastener quantities are for a single strap. • • • • • • • • • • 3Allowable loads are based on steel straps connected to wood members having an assigned or equivalent minimum specific gratlk? of M.O. 6666 • • "The maximum gap between wood framing members is 41/2 inches (114 mm). • 0000 • 5The tabulated allowable compression capacity is controlled by steel buckling and is a tested load. 6The tabulated allowable tension loads are governed by the connection strength and have been multiplied by the load duration factor, Co, of 1.60, as shown in the table. Connection strength is derived by multiplying half of the required number of nails by the minimum values in the yield mode equations in Section 12.3.1 of the 2015 NDS and Section 11.3.1 of the 2012 and 2005 NDS, where the side member (i.e. steel strap) dowel bearing strength, F.., is equal to 2.2F./Co, where F. of steel strap equals to 45,000 psi. 'The tabulated allowable tension loads are governed by the steel strength, and does not include the 1/3 steel stress increase or the load duration factor, CD. The steel strength is the least of the yielding at the gross section of the strap, the fracture at the net section away from the connection, and fracture at the connection in accordance with Section C2 of AISI S100-12 (2015 IBC), Section C2 of AISI S100-07/S2-10 (2012 IBC), Section C2 of the AISI S100-07 (2009 IBC), or AISI-NAS- 01, North American Specification for Design of Cold -formed Steel Structural Members (2006 IBC). 1'12'ye. FIGURE 14—CTS218 COMPRESSION STRAP FIGURE 15—TYPICAL INSTALLATION OF CTS218 COMPRESSION/TENSION STRAP (TWO-STRAP,ONE-SIDED INSTALLATION SHOWN) ESR-2105 I Most Widely Accepted and Trusted Page 10 of 11 TABLE 6—ALLOWABLE TENSION LOADS FOR THE MSTCB3 SERIES PRE -BENT TIE STRAPS' 2,3,4,5 MIN. WOOD COMMON NAILS ALLOWABLE TIE STRAP PROPERTIES BEAM (Total Quantity -Size) TENSION MODEL DIMENSIONS LOADS (lbs) NO. Beam Studs/ Thickness Length g Min. F ,, Mini. F„ Width Depth Face Bottom Post CID = 1.6 (Gage No.) (inches) (ksi) (ksi) (min) (min) MSTC4863 14 447/8 50 65 3 9'% 12-10d 4-10d 3810d 3,975 MSTC66B3 14 627/e 50 65 3'/2 11% 14-10d ••.41490 For Sk 1 inch = 25.4 mm, 1lbf = 4.45 N. 1 psi = 6.89 MPa. • • • • • • • • • • • • Nails in studs/post must be installed symmetrically. Nails may be installed over the entire length of the strap over the studs/post • • • • • • • • • • 2 Allowable tension loads are based on steel straps connected to wood members having an assigned or equivalent minimurii t 11e:&Ogravity of 0.50. The bean? • • • • • must also have a reference compression design value perpendicular to grain, Fes, of 625 psi (4,310 MPa) or greater. • • • • • • • • • 3 The tabulated allowable tension loads are based on the lowest value of the tested tension load at 0.125 inch deflection from jtjtjF ests on wood members, tht • • • • • • connection strength in accordance with Footnote 4, and the steel strength in accordance with Footnote 5. Further increase of the tabu sled allompYlo >ieyyion loads is not permitted. • • • • • 00000 "Allowable tension loads based on connection strength are derived by multiplying the number of nails by the minimum valWrp"t4e yield modip"yations i% • • • • Section 12.3.1 of the 2015 Nos and Section 11.3.1 of the 2012 and 2005 NDS, where the side member (i.e., the steel tie strap) doNel bearing Strength, Fey, is equal to 2.2F /Cp, where Cp equals 1.6 as shown in the table, and where the minimum specified tensile strength, F. of the Mel%tap is as s5%81r?in the table****: • Allowable tension loads governed by connection strength have been multiplied by the load duration factor, Co, noted in the tablie• • • • • • • 'The tabulated allowable tension loads based on steel strength do not include a one-third stress increase, and are the least (: yieltlinC at the gas se Lion of then • • • � • strap, the fracture in the net section away from the connection, and fracture at the connection in accordance with Section C2 of AISI S100-12 (301i 113 Section C2 of AISI S100-07/S2-10 (2012 IBC), Section C2 of AISI S100-07 (2009 IBC) or AISI-NAS-01 (North American Specification for t he*Design ofCold�ldrmed Stee? • • • • Structural Members) (2006 IBC). • • • • • • • • • --P- 3" I-♦— 447/8" 627/8" for MSTC66B3 27/6" MSTC48B3 Min. 2-2x or 4x 38 Nails Min. Start nails Length 21` 1�2 up from ` and of stud — No Nails Req'd • Face Nails Beam i ,1 i —► i+— 27/8' Pre -bent Bottom Nails MSTC66133 Installation with No Rim Joist Start nails 1 %2' up from end of stud Min. 2-2x or 4x 38 Nails Min. Length 21" No Nails Req'd Rim Joist Face Nails Beam MSTC66B3 Installation with Rim Joist FIGURE 16—MSTCB3 SERIES PRE -BENT TIE STRAPS IMES Evaluation Report ESR-2105 LABC and LARC Supplement Issued November 2017 This report is subject to renewal January 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 " ' : ' • • •:0 • Section: 06 05 23—Wood, Plastics, and Composite Fastenings '•';" • 91 REPORT HOLDER: •... • . +�•��: • • •••••+ •••• • ••••• SIMPSON STRONG -TIE COMPANY INC. • • • • • • *fee . • :. • • 5956 WEST LAS POSITAS BOULEVARD ' ' ' 00 PLEASANTON, CALIFORNIA 94588 ' (800) 999-5099 009000 • • • e 0 ' www.strongtie.com 060 • • www.simpsonanchors.com •• : 09, 0 00 : • • • •: 0 EVALUATION SUBJECT: • "" SIMPSON STRONG -TIE STRAPS 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Simpson Strong -Tie straps, described in ICC-ES master evaluation report ESR-2105, 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: ■ 2017 City of Los Angeles Building Code (LABC) ■ 2017 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Simpson Strong -Tie straps, described in Sections 2.0 through 7.0 of the master evaluation report ESR-2105, 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 straps, described in this evaluation report must comply with all of the following conditions: • All applicable sections in the master evaluation report ESR-2105. • The design, installation, conditions of use and labeling are in accordance with the 2015 International Building Code® (2015 IBC) provisions noted in the master evaluation report ESR-2105. • The design, installation and inspection are in accordance with additional requirements of LABC Chapter 23. • Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted. • The hillside building provisions in LABC Section 2301.1 are excluded from this supplement report. This supplement expires concurrently with the master report, issued January 2107, revised November 2017. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to he construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty b}' ICC Evaluation Service. LLC, express or implied, a.si„ to any, finding or other matter in this report, or as to any product covered by the report. cacecaus �. Copyright 0 2017 ICC Evaluation Service, LLC. All rights reserved. Page 11 of 11