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EL-15-6 C Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-237701 Permit Number: EL-1-15-6 Scheduled Inspection Date: August 12,2015 Permit Type: Electrical - Residential Inspector: Devaney, Michael Inspection Type: Final Owner: HADDAD, DILCIA Work Classification: Alteration Job Address: 12 NE 111 Street Miami Shores, FL 33161-7047 Phone Number (786)399-6979 Parcel Number 1121360040020 Project: <NONE> Contractor: WEST KENDALL ELECTRIC Phone: 305-596-6240 Building Department Comments UPGRADE ALL SWITCHES AND ADD LIGHTS IN THE Infractio Passed Comments KITCHEN & BATHROOMS (2) INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-237551. Electrical contractor stated that he did not call this inspection in. Failed Correction Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. August 11,2015 For Inspections please call: (305)762-4949 Page 14 of 36 Date: 3/6/2015 Time: 11:03 AM To: 1 800 685 7530 Page: 02 Client#:7899 WESTKEND ACORDTM CERTIFICATE OF LIABILITY INSURANCEDATE(MM/DD/YYYY) 3/06/2015 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW.THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT:If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must be endorsed.If SUBROGATION IS WAIVED,subject to the terns and conditions ofthe policy,certain policies may require an endorsement.A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsem ent(s). PRODUCER CONTACT NAME: Car(ssa LaFreniere Cypress Insurance GroupE-MAILc,°"Iv E.11:954 771-0300 ac N,), 954 772 9424 PO Box 9328 E-MAIL CarissaL@Cypresslnsurance.com Fort Lauderdale, FL 33310-9328 ADDRESS: 954 771-0300 INSURER(S)AFFORDING COVERAGE NAIC 0 INSURERA:Charter Oak Fire Insurance INSURED West Kendall Electric Inc. B INSURER :Normandy Harbor Insurance Co INSURER C: 9305 SW 94th Street Miami, FL 33176-2013 INSURERD: INSURER E INSURER F COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSRDDL UBR LTR TYPE OF INSURANCE NSR WVD POLICY NUMBER POM/LDICY EFF MPMIDDDY EXP LIMITS A GENERAL LIABILITY 16601055X579TCT1 0212812015 02/28/2016 EACH OCCURRENCE $1,000,000 X COMMERCIAL GENERAL LIABILITY DAMAGE TO RENTED REM. (Eoccurrence) $100,000 CLAIMS-MADE 5XI OCCUR MED EXP(Anyone person) $5,000 PERSONAL B ADV INJURY $1,000,000 GENERAL AGGREGATE $2,000,000 GE N'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMPlOP AGG $2,000,000 POLICY 0 PRO- JECT LOC $ AUTOMOBILE LIABILITY COMBINED SINGLE LIM IT Ea accident $ ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED AUTOS AUTOS BODILY INJURY(Per accident) $ HIRED AUTOS NON-OWNED AUTOS AUTOS Per accident $ $ UMBRELLA LIAR OCCUR EACH OCCURRENCE $ EXCESS LIAB CLAIMS-MADE AGGREGATE $ DED RETENTION$ WORKERS COMPENSATION NGFL130916 3/20/2013 03/20/2014 X B TATU- OT - AND EMPLOYERS'LIABILITY WCSr ANY PROPRIETOR/PARTN ER/EXECUTIVE YIN NHFL140916 3/20/2014 03/20/201 E.L.EACH ACCID ENT $1 000000 OFFICER/M EMBER EXCLUDED) ❑ N/A (Mandatory In NH) Byes,describe under E.L.DISEASE-EA EMPLOYEE $1,000,000 DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT 1$1,000,000 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES(Attach ACORD 101,Additional Remarks Schedule,If more space Is required) Workers Compensation applies to Florida operations and employees only. West Kendall Electric(Electrical Contractor)-State License#EC13001890. CERTIFICATE HOLDER CANCELLATION Village of Miami Shores SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Bulding Dept. ACCORDANCE WITH THE POLICY PROVISIONS. 10050 NE 2nd Avenue Miami Shores Village, FL 33138 AUTHORIZED REPRESENTATIVE y' ®1988-2010 ACORD CORPORATION.All rights reserved. ACORD 25(2010105) 1 of 1 The ACORD name and logo are registered marks of ACORD #S195425/M 171920 CL Miami Shores Villagej _- � Building Department 10050 N.E.2nd Avenue,Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 BUILDING Master PermitNo. PERMIT APPLICATION Sub Permit No. ❑BUILDING ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL PUBLIC WORKS F-1 CHANGE OF ❑ CANCELLATION D SHOP j CONTRACTOR DRAWINGS JOB ADDRESS: ° � �� City: Miami Shores County: Miami Dade Zip: -331 4 1 Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: f Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder): is I l C� 1 004 D- Phone#: 3S 60-5 Address: 12- QF— tit 'S+ City: B w%4 State: Zip: �3 Tenant/Lessee Name: Phone#: Email: p p CONTRACTOR:Company Name: �� °' G �,� �Cd e�'`�L-C oet%�Phone#: Address: City:�A i/,/L,,/I State: Zip: Qualifier Name: O,CCC'r� Liu -7 Phone#:(3e°�� State Certification or Registration#: z-`C_ CC) d,-2e�? Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: b� C Value of Work or thj �ernit $. ��. "l`- Square/Linear Footage of Work: _Yatate :k � Type of Work: , Addlitign. ] Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of rk" ��• �1 t( (AK "� w` bee- � Specify color of color thru tile: Submittal Fee$ Permit Fee$ ;?grI®® CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ 2q V (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State 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 rapproved and ei pection fee will be charged. �1 Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregping instrument a acknowledged before me this .�12 day of �4.,, `� ,20 IS by & day of 20 by t Ai (4h� who is ersonall known to �. N�� r? who is ersonall known to i P y Y me or who has produced as me or who has produced as identification and who did take an oath. identific iogaa ,kr o i ATER NOTARY PU C: N ry PUN -State of FlariEa �d9'r°uey� Notary Public State of Florida NOTA _ ').= Comm. Was Jul 27 2015 Javier Fajardo %s9 Com sloe EE 1 219 My Commission EE13467 3 '•y;occ • or poi Expires 09/29/2015 Th 8 Sign: l f Sign: Print: / t Cr Print: Seal: Seal: APPROVED B Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) r - R�s n full . % Miami shores Village Building Department RiDp' 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner - Workers' Compensation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if 1. The officer owns at least 10 percent of the stock of the corporation,or in the case of an LLC,a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State,Division of Corporations;and 3. The corporation is registered and listed as active with the Florida Department of State,Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption.In these circumstances,Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company. Therefore. o�ay be personally liable for the worker compensation injuries of any person allowed to work under this permit Please check with your insurance carrier since most property insurance policies DO NOT cover this type of liability. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Owner Contractor Print Name: Print Name: Signature: Signature: State of Florida) State of Florida) County of Miami-Dade) County of Miami-Dade) Sworn to and subscribed before me this Sworn to and subscribed before me this day of ,20 day of ,20 By By (SEAL) (SEAL) Type of Identification produced Type of Identification produced Date: 312512014 Time: 10:56 AN To: 1 800 685 7530 Page: 02 Client#:7899 WESTKEND ACORD.. CERTIFICATE OF LIABILITY INSURANCE DADD/YYYY) 3/125/22512014 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW.THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT:If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must be endorsed.If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement.A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER NAME:CONTACT Larissa LaFreniere Cypress Insurance Group ar PHONE EM 954 771-0300 a� No):: 954 772 9424 PO Box 9328 E-MIL CarissaL C ressinsurance.com Fort Lauderdale, FL 33310-9328 ADDRESS: @ Yp 954 771-0300 INSURER(S)AFFORDING COVERAGE NAIL p INSURERA:Charter Oak Fire Insurance INSURED West Kendall Electric Inc. INSURER B:Normandy Harbor Insurance Co 9305 SW 94th Street INSURER C Miami, FL 33176-2013 INSURERD: INSURER E INSURER F COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. lNSRDDL UBR LTR TYPE OF INSURANCE INSR WVD POLICY NUMBER PM/DDC�F MMlLDID/YYYYY LIMITS A GENERAL LIABILITY 16601055X579TCrT14 2/28/2014 02/28/2015 EACH OCCURRENCE $1.000.000 XCOMMERCIAL GENERAL LIABILITY DAM ASETo RENTED $100000 CLAIMS-MADE FRIOCCUR P REM MED IXP(Anyone person) $5,000 PERSONAL&ADV INJURY $1,000,000 GENERAL AGGREGATE $2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $2,000,000 POLICY PRO- ECT LOC $ AUTOMOBILE LIABILITY COM B IN ED-SINGLE LIMIT Ea accident $ ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED AUTOS AUTOS BODILY INJURY(Per accident) $ HIRED AUTOS NON-OWNED PROPERTY DAMAGE AUTOS Per accident $ $ UMBRELLA L OCCUR EACH OCCURRENCE $ EXCESS LIAB CLAIMS-MADE __H AGGREGATE $ DED RETENTION$ B WORKERS COMPENSATION NGFL130916 3/20/2013 03/20/201 X WC STATU- JOTH- AND EMPLOYERS'LIABILITY Y I ANY PROP RIMB R/PXCLUDED? CUTNEYIN NHFL140916 3/20/2014 03/20/201 E.L.EACH ACCIDENT $1.000.000 OFFICER/MEMBERIXCLUDED? ❑ NIA (Mandatory In NH) Byes,describe under E.L.DISEASE-EA EMPLOYEE $1,000000 DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $1,0001,000 DESCRIPTION OF OPERATIONS/LOCATIONS f VEHICLES(Attach ACORD 101,Additional Remarks Schedule,If more space Is required) Workers Compensation applies to Florida operations and employees only. Electrical Contracting Lic No. EC 13001890 CERTIFICATE HOLDER CANCELLATION City of Miami Shores Building SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Dept. THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. 10050 NE 2nd Avenue Miami,FL 33138 AUTHORIZED REPRESENTATIVE r O 1988-2010 ACORD CORPORATION.All rights reserved. ACORD 25(2010105) 1 of 1 The ACORD name and logo are registered marks ofACORD #S172179/M171920 CAT 2,c Is - q c FEB 19 2015 ESR-2613 mw I= izs' for Florida State Wide Product Approval # FL10456 Products on this Report which are approved: Product FL# Product FL# DSP 10456.1 HTS28 10456.25 FTA2 10456.2 HTS30 10456.26 FTA5 10456.3 HTS30C 10456.27 FTA7 10456.4 LFTA 10456.28 H1 10456.5 LTS 12 10456.29 H10 10456.6 LTS16 10456.30 H10-2 10456.7 LTS 18 10456.31 H15 10456.8 LTS20 10456.32 H15-2 10456.9 MTS 12 10456.33 H2 10456.10 MTS16 10456.34 H2.5 10456.11 MTS18 10456.35 H2.5A 10456.12 MTS20 10456.36 H3 10456.13 MTS30 10456.37 H4 10456.14 RSP4 10456.38 H5 10456.15 RST-1 10456.39 H6 10456.16 RST-2 10456.40 H7Z 10456.17 SP1 10456.41 HGT-2 10456.18 SP2 10456.42 HGT-3 10456.19 SP4 10456.43 HGT-4 10456.20 SP6 10456.44 HS24 10456.21 SP8 10456.45 HTS16 10456.22 SPH4 10456.46 HTS20 10456.23 SPH6 10456.47 HTS24 10456.24 SSP 10456.48 • • SIM P.§ N UNOWTIR COMPANY, INC . . . . . . . . . . Goo 0 . .. .. . . . .. .. ES REPORT TM ESR-2613* Issued February 1, 2008 �� This report is subject to re-examination in two years. ICC Evaluation Service, Inc. BusinesslRegional Office a 5360 Worianan Mill Road,Whittier,California 90601■(562)699-0543 Regional Office a 900 Montclair Road,Suite A,Birmingham,Alabama 35213 ■(205)599-9800 www.icc-es.org Regional Office■4051 West Flossmoor Road,Country Club Hills,Illinois 60478■(708)799-2305 DIVISION:06—WOOD AND PLASTICS drawings of installation configurations with designated Section:06090—Wood and Plastics Fastenings allowable load directions. REPORT HOLDER: 3.1.2 HS24 Hurricane Tie:The HS24 hurricane tie anchors wood rafters or trusses to wood wall top plates. The HS24 SIMPSON STRONG-TIE COMPANY,INC. connector is formed from No. 18 gage galvanized steel.See 5956 WEST LAS STRONG-TIE S BOULEVARD Table 2 for required fasteners and allowable loads.See Figure PLEASANTON,CALIFORNIA 94588 2 for a drawing of the HS24 tie and a typical installation detail. (800)925-5099 3.1.3 RST-1 and RST-2 Hurricane Ties:The RST hurricane www.stroncttie.com ties are used to anchor single-ply wood roof trusses (or rafters) to vertically aligned wood studs. The RST-1 is EVALUATION SUBJECT: designed to anchor single-ply wood trusses with lumber oriented horizontally, and the RST-2 is designed to anchor SIMPSON STRONG-TIE HURRICANE AND SEISMIC two-ply wood trusses with lumber oriented vertically or single- STRAPS AND TIES FOR WOOD FRAMING ply wood trusses with lumber oriented horizontally.The RST-1 and RST-2 hurricane be connectors are fabricated from No. 1.0 EVALUATION SCOPE 20 and No.18 gage galvanized steel,respectively.See Table 3 for RST model numbers, width and length dimensions, Compliance with the following codes: required fasteners,and allowable uplift loads.See Figure 3 for ■ 2006 International Building Code®(IBC) drawings of the RST-1 tie and a typical installation detail. ■ 2006 International Residential Code®(IRC) 3.1.4 LTS,MTS,and HTS Series Twist Straps:The LTS, ■ Other Codes(see Section 8.0) MTS, and HTS series twist straps are used to anchor wood trusses or rafters to wood wall double top plates,wood studs, Properties evaluated: wood beams, or wood rim boards. The LTS, MTS, and HTS series twist straps are formed from No.18,No.16,and No.14 Structural gage galvanized steel, respectively. See Table 4 for strap 2.0 USES model numbers,overall strap lengths,required fasteners,and allowable uplift loads when installed with different fastener The Simpson Strong-Tie hurricane and seismic straps and ties schedules.See Figure 4 for a drawing of an LTS12 twist strap described in this report are used as wood framing connectors and two typical MTS strap installations. in accordance with Section 2304.9.3 of the IBC.The products may also be used in structures regulated under the IRC when 3.1.5 LFTA Light Floor Tie Anchor:The LFTA light floor tie an engineered design is submitted in accordance with Section anchor is used as a floor-to-floor tension tie and is formed R301.1.3 of the IRC. from No. 16 gage galvanized steel.See Table 5 for anchor tie 3.0 DESCRIPTION dimensions, required fasteners, and the assigned allowable uplift load.See Figure 5 for a drawing of the LFTA connector. 3.1 General: 3.1.6 FTA Floor Tie Anchors:The FTA floor be anchors are The Simpson Strong-Tie hurricane and seismic straps and ties used to connect vertically aligned studs between a horizontal recognized in this report are installed to resist design forces wood diaphragm assemblage with floor joists having a on wood-frame construction resulting from the application of maximum 12-inch nominal depth. The FTA2 and FTA5 are the most critical effects of the load combinations prescribed by formed from No. 10 gage galvanized steel, and the FTA7 is code that include wind or seismic loads. formed from No.3 gage galvanized steel.See Table 6 for FTA 3.1.1 Hurricane Ties: Hurricane ties are used to anchor models,anchor dimensions,required fasteners,and allowable wood rafters orjoists to wood wall plates or studs or to anchor tension loads. See Figure 6a for a drawing of an FTA floor wood studs to wood sill plates.The H6,H7Z,H15,and H15-2 anchor tie defining overall length and clear span,and Figure ties are formed from No. 16 gage galvanized steel; the H1, 6b for drawings of a typical FTA anchor installation. H2, H2.5, H2.5A, H3, H5, H10,fHfOA,•and:Hol O2YiesaXe••• 3.1.7 SP and SPH Series Stud Plate Connectors: The formed from No. 18 gage galvant¢ed steel; arJthe M46-is•• SP1 connector fastens one edge of a wood stud to the formed from No.20 gage galvanized.steel•S;e ralle.1 fer>ie • contiguous edge of a wood sill plate,and the SP2 connector model numbers, tie dimensions,*fasleW stnedtnes,'aild" fastens to one side of a wood double top plate and to the allowable loads. See Figures 1a and 1b for drawings of the contiguous edge of a wood stud.The SP4,SP6,SP8,SPH4, hurricane ties recognized in tit's r%Rgrt, ancL Figp9e• 1c fpL• •SPH6,and SPH8 are 11/4-inch-wide(32 mm)U-shaped straps '•• i • i'• i'Carrec�ed.�611�2008 • •• • • •• • • • • REPORTS— are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject ofthe report or a recommendation for its use.There is no warranty by ICC Evaluation Service,Inc.,express or implied,as to ary finding or other matter in this report,or as to a rodu�'ove'd t'r'o' "' ' ' P nYP is rY' by liC �rti • • • Copyright 0 2007 "' ' ' ' "' ' ' Page 1 of 12 Page 2 of 12 ESR-2613 with a horizontal portion that bears against the wood wall top strength of 40,000 psi (275 MPa) and a minimum tensile plates or sill plates and two vertical legs that are nailed to the strength of 55,000 psi(379 MPa). edges of a wood stud. The SP and SPH connectors are The body of the HGT heavy girder tiedown backet is fabricated from No. 20 and No. 18 gage galvanized steel, fabricated from ASTM A 1011,SS designation,Grade 33,hot respectively.See Table 7 for SP and SPH models,connector rolled steel with a minimum yield strength of 33,000 psi(227 dimensions, required fasteners, and allowable uplift loads. MPa) and a minimum tensile strength of 52,000 psi (358 See Figure 7 for drawings of the SP1 and SP2 connector,and MPa), and the crescent washers of the HGT bracket are of typical stud-to-plate connection details for the SP1, SP2, fabricated from ASTM A 36 steel with a minimum yield SP4, and SPH4 connectors. strength of 36,000 psi (248 MPa) and a minimum tensile 3.1.8 RSP4 Reversible Stud Plate Ties: The RSP4 be strength of 58,000 psi(399 MPa). plates are used to connect a nominally 2-inch-wide wood stud Base-metal thicknesses for the connectors in this report are to either a top or sill plate of a wood framed wall.The RSP4 tie as follows: connector is fabricated from No. 20 gage galvanized steel. See Table 8 for required fasteners and allowable loads. See NOMINAL THICKNESS MINIMUM BASE-METAL Figure 8a for a drawing of the RSP4 connector showing (gage) THICKNESS(inch) overall dimensions;Figure 8b for a drawing of a typical RSP4 No.3 0.2285 installation connecting a wood double top plate to a wood No.7 0.1705 stud;and Figure 8c for a typical RSP4 installation connecting No.10 0.1275 a wood stud to a wood sill plate. No.14 0.0685 3.1.9 SSP and DSP Stud Plate Connectors: The SSP No.16 0.0555 stud-to-plate connector is used to provide a positive No.18 0.0445 connection between a single wood stud and the top or sill No.20 0.0335 plate of the same wood wall, and the DSP stud-to-plate For SI:1 inch=25.4 mm. connector is used to provide a positive connection between a double wood stud and the wood wall top or sill plate of the The galvanized connectors have a minimum G90 zinc same wood wall.The SSP and DSP connectors are fabricated coating specification in accordance with ASTM A 653.Some from No. 18 gage galvanized steel.See Table 9 for required models(designated with a model number ending with Z)are fasteners and allowable uplift loads.See Figure 9 for drawings available with a G185 zinc coating specification in accordance of the SSP and DSP connectors showing overall dimensions; with ASTM A 653. Some models (designated with a model a drawing of an SSP installation connecting a stud to a sill number ending with HDG) are available with a hotdip plate;and a drawing of a DSP installation connecting a double galvanization, also known as "batch" galvanization, in wood stud assembly to a top plate. accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface 3.1.10 HGT Heavy Girder Tiedown Brackets: The HGT area (600 g/m2), total for both sides. Model numbers in this heavy girder tiedown brackets are used to provide a positive report do not include the Z or HDG ending,but the information connection between wood roof beams or multi-ply wood roof shown applies. trusses and wood posts vertically aligned to support the end reaction of the beam or truss member. The HGT tiedown The FTA floor anchor ties and HTS twist straps have a connector is a U-shaped bracket that is installed over the top painted finish and may also be available with the HDG finish. chord of the roof truss having a slope from 3:12(14 degrees) The lumber treater or holder of this report(Simpson Strong- to 8:12 (34 degrees). Other components required for the Tie Company)should be contacted for recommendations on connection, such as the anchor rods and hold-down or tie- minimum corrosion resistance of steel connectors in contact down devices,that must be used to form a complete load path with the specific proprietary preservative treated or fire to resist design uplift forces from their point of origin to the retardant treated lumber. load-resisting elements, that is, the vertically aligned supporting wood post,must be designed and specified by the 3.2.2 Wood: Supporting wood members to which these registered design professional.The HGT tiedown brackets are connectors are fastened must be solid sawn lumber, fabricated from No.7 gage steel,and are supplied with insert glued-laminated lumber, or engineered lumber [such as plates and crescent washers. See Table 9 for tiedown Laminated Veneer Lumber (LVL), Parallel Strand Lumber connector models,connector dimensions,fastener schedules, (PSL), and Laminated Strand Lumber (LSL)] having and allowable uplift loads. See Figure 9 for a drawing of the dimensions consistent with the connector dimensions shown HGT-2 tiedown connector, and a drawing of a typical in this report. Unless otherwise noted, supporting wood connection detail showing necessary components, including members and supported members must have an assigned those not covered in this evaluation report,such as the HTT22 minimum specific gravity of 0.50(minimum equivalent specific tension Tie. gravity of 0.50 for engineered lumber), except as noted in •. ••• ••Table 7 for the SPH stud plate tie connectors,which permits 3.2 Materials: a •• lumber having an assigned minimum specific gravity of 0.50 3.2.1 Steel: Unless otherwise.• rs noted* M connecto ..sand 0.55;and Table 9 for the SSP and DSP stud-to-plate tie described in this report are fabricated from ASTM A 653, SS connectors, which permits lumber having an assigned designation,Grade 33,galvanized steel with a minimum yield minimum specific gravity of 0.50 and 0.43.The lumber used strength, Fr of 33,000 psi(221 T4Pd):1hd a g1rffmUtrttensN2; with the connectors described in this report must have a strength, F., of 45,000 psi(31fl•I4Pajj Thg Plt�floQr arLchQF+ njaximum moisture content of 19 percent (16 percent for ties are fabricated from ASTM A 14011.8S designatior3 Grade• .engineered lumber)except as noted in Section 4.1. 33,hot rolled steel with a minimum yietd strength of 33,000 psi • The thickness of the wood members must be equal to or (227 MPa)and a minimum tensile strength of 52,000 psi(358 greater than the length of the fasteners specified in the tables MPa).The HTS twist straps,the$SP and DSP•styd-)-plate . in this report, except if noted otherwise in the tables and ties,and the H2.5A hurricane be aiV fa0ricat4d r941 A$TM: ;accompanying footnotes in this report,or as required by wood 653, SS designation, Grade 40, steel Nth.$rrinitnunj yid• member design,whichever controls. ... . . . ... . . Page 3 of 12 ESR-2613 3.2.3 Fasteners: Bolts, at a minimum, must comply with 5.1 The connectors must be manufactured, identified and ASTM A 36 or A 307. Nails used for connectors,straps,and installed in accordance with this report and the ties described in this report must comply with ASTM F 1667 manufacturer's published installation instructions.A copy and have the following minimum dimensions and bending yield of the instructions must be available at the jobsite at all strengths(F,,,): times during installation. FASTENERS NAIL NAIL Fy, 5.2 Calculations showing compliance with this report must DIAMETER LENGTH (psi) be submitted to the code official.The calculations must (Inch) (inches) be prepared by a registered design professional where 8d x V/2 0.131 11/2 100,000 required by the statues of the jurisdiction in which the 8d 0.131 2'/2 100,000 project is to be constructed. 10d x 11/2 1 0.148 11/2 90,000 5.3 Adjustment factors noted in Section 4.1 and the 10d 1 0.148 3 90,000 applicable codes must be considered,where applicable. For SI:1 inch=25.4 mm. Fasteners used in contact with preservative treated or fire 5.4 Connected wood members and fasteners must comply, retardant treated lumber must comply with IBC Section respectively,with Sections 3.2.2 and 3.2.3 of this report. 2304.9.5 or IRC Section R319.3, as applicable. The lumber 5.5 Use of connectors with preservative or fire retardant treater or this report holder(Simpson Strong-Tie Company) treated lumber must be in accordance with Section 3.2.1 should be contacted for recommendations on minimum of this report. Use of fasteners with preservative or fire corrosion resistance of fasteners and connection capacities of retardant treated lumber must be in accordance with fasteners used with the specific proprietary preservative Section 3.2.3 of this report. treated or fire retardant treated lumber. 5.6 The FTA series tie anchors are factory-welded 4.0 DESIGN AND INSTALLATION connectors manufactured under a quality control 4.1 Design: program with inspections by Professional Service Industries,Inc.(AA-660)or by Intertek Testing Services The tabulated allowable loads shown in this report are based NA, Inc. (AA-688). on allowable stress design (ASD) and include the load duration factor,Co,corresponding with the applicable loads in 6.0 EVIDENCE SUBMITTED accordance with the NDS. Data in accordance with the ICC-ES Acceptance Criteria for Tabulated allowable loads apply to products connected to Joist Hangers and Similar Devices (AC13), dated October wood used under dry conditions and where sustained 2006(corrected March 2007). temperatures are 100°F(37.8°C)or less.When products are 0 IDENTIFICATION installed to wood having a moisture content greater than 19 percent(16 percent for engineered wood products),or when The products described in this report are identified with a die- wet service is expected,the allowable loads must be adjusted stamped label indicating the name of the manufacturer by the wet service factor, CM, specified in the NDS. When (Simpson Strong-Tie),the model number,and the number of connectors are installed in wood thatwill experience sustained an index evaluation report (ESR-2523) that is used as an exposure to temperatures exceeding 100•F (37.80C), the identifier for the products recognized in this report. allowable loads in this report must be adjusted by the Additionally, the factory-welded FTA series tie anchors temperature factor, Cr,specified in the NDS. manufactured in the United States are identified with their Connected wood members must be analyzed for load- acronym of the inspection agency(PSI), and factory-welded carrying capacity at the connection in accordance with the FTA series be anchors manufactured in Canada are identified NDS. with the name of their inspection agency(Intertek). 4.2 Installation: 8.0 OTHER CODES Installation of the connectors must be in accordance with this 8.1 Evaluation Scope: evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and In addition to the codes referenced in Section 1.0, the the manufacture's published installation instructions, this products in this report were evaluated for compliance with the report governs. requirements of the following codes: 4.3 Special Inspection: ■ 2003 International Building Code®(2003 IBC) 4.3.1 IBC: Periodic special inspection is required for ■ 2003 International Residential Code®(2003 IRC) installation of connectors descrAb ih'Qiis rd�ojf'th4 4e�" s 2000 International Building Code®(2000 IBC) designated as components ofO%ie sei$mV--ibrc:3-►)sfypg system for a structure in Seismic�R@sigrl;atei;pryQ!D:E:)r..• ■ 2000 International Residential Code®(2000 IRC) F in accordance with Section 1707.3 or 1707.4, with the exception of those structures qualifying under Section 1704.1. ■ 1997 Uniform Building CodeTm (UBC) ' "' *% `the products described in this report comply with, or are 4.3.2 IRC:Special inspectiaws are aot required. p p y • •• $citable alternatives to what is specified in, the codes listed 5.0 CONDITIONS OF USE �: r :. above,subject to the provisions of Sections 8.2 through 8.7. The Simpson Strong-Tie Hurricane and Seismic Straps and 8.2 Uses: Ties described in this report comply with, or are suitable alternatives to what is specified;ih, Zhose;cQdo RC8d:n ; 8.2.1 2003 IBC,2003 IRC, 2000 IBC, and 2000 IRC: See Section 1.0 of this report,subject to the f9llo. JJ;oncltioT: ; Section 2.0 of this report. . •• •• 00 • •• .. ... . . . ... . . Page 4 of 12 ESR-2613 8.2.2 UBC: Replace the information in Section 2.0 with the 8.5 Conditions of Use: following: Simpson Strong-Tie hurricane and seismic straps g,5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The and ties are used as wood framing connectors in accordance with Section 2318.4.8 of the UBC. Simpson Strong-Tie products described in this report comply with,or are suitable alternatives to what is specified in,those 8.3 Description: codes listed in Section 8.0,subject to the same conditions of 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this use described in Section 5.0 of this report. report. 8.5.2 UBC:The Simpson Strong-Tie products described in this report comply with,or are suitable alternatives to what is 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this specified in,the UBC, subject to the same conditions of use report, except modify Section 3.2.3 to reference Section indicated in Section 5.0 of this report,except the last sentence R323.3 of the IRC. of Section 5.5 is replaced with the following: Fasteners used 8.3.3 UBC:See Section 3.0 of this report,except modify the in contact with preservative treated or fire retardant treated first sentence in the last paragraph of Section 3.2.3 as follows: lumber must,as a minimum,comply with UBC Section 2304.3. Fasteners used in contact with preservative treated or fire 8.6 Evidence Submitted:2003 IBC,2003 IRC,2000 IBC, retardant treated lumber must, as a minimum, comply with 2000 IRC,and the UBC: UBC Section 2304.3. 8.4 Design and Installation: See Section 6.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC, 2000 IBC, 2000 8.4.1 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC: See IRC,and the UBC: Section 4.0 of this report. 8.4.2 UBC: See Section 4.0 of this report, except delete See Section 7.0 of this report. Section 4.3 since special inspection is not required. .. ... . . . . . .. . .. . . . . .•. . •• ••• •• • • • •• • ••• •• ••• ••• • • • •• • • • • •• • • • • • • • • • • •• • • •• • • • • ••• • • • • 0 10 • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 5 of 12 ESR-2613 TABLE 1—HURRICANE TIES FASTENERS ALLOWABLE LOADS MODEL Quant -T a lbs NO. Connection Uplift45 Lateral 5-1 To Rafter To Plates To Stud Co=1.33 or Co=1.6 Conflgurations3 Co=1.33 or Cp=1.6 F, F2 1-11 6-8dx1'/2 4-8d — 490 485 165 H10 8-8dx1'/2 "dx1'/Z — 1 995 590 275 H10A 9-10dx1'/2 9-10dx1'/2 — 1,140 590 285 H10-2 6-10d 6-10d — 760 455 395 H2 5-8d — 5-8d 2 335 — — H2.5 5-8d 5-8d — 3 415 150 150 5-8d 5-8d 8 370 — — H2.5A 5-8d 5-8d — 600 110 110 H3 4-8d 4-8d — 3 455 125 1 160 H5 4-8d 4-8d — 455 115 200 H4 — 4-8d 4-8d 8 360 — — 4-8d 4-8d — 9 360 165 160 H6 — 8-8d 8-8d 12 915 — — H7Z 4-8d 2--8d 8-8d 930 400 — H15 4-10dx1'/2 4-10dx1'/2 12-10dx1'12 13 1,300 480 — H15-2 4-10dx1'/2 4-10dx11/2 12-10dx1'/2 1,300 480 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wood member. A rafter minimum actual thickness of 21/2 inches must be used when framing anchors are installed on each side of the rafter and on the same side of the plate. 2.Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+ Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plates 1.0. The three terms in the unity equation consider all possible forces that the hurricane tie may be designed and installed to resist.The number of terms that must be considered for simultaneous loading is determined by the registered design professional and is dependant on the method of calculating wind forces and the assumed load path that the connector is designed to resist. 3."Connection Configurations"shown in Figure 1 c(next page)indicate the load directions F,and F2,and are details showing connector installations on the outside of the wall for clarity.Installation on the inside of the wall is acceptable to achieve the tabulated allowable loads. 4.Connections in the same area(i.e.truss to plate connector and plate to stud connector)must be on installed on the same side of the wall to achieve the tabulated allowable uplift loads and ensure a continuous load path. 5.Allowable uplift loads have been increased for wind or earthquake loading,and no further increase is allowed.Allowable loads must be reduced when other load durations govern. 6.Allowable lateral loads in the F,direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joiststrafters. 7.Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter members. 9p• t9he • • 19�j8�' 1�r a • J T1 • 0 0 • 69 0 41 M a sy Zy • •• • • • • ••• • • • • • • • • • H1 H2 H2.5 H2.5A H3 • ••• •• ••• ••• • • • •• • • • • 00 • •• • • •• • • • • ••FIGURE 1a—MI,H2,•H2.5,H2•5A,ASVD H3 HURRICANE TIES ••• • • • • ••• • • ••• • • • ••• • • Page 6 of 12 ESR-2613 �Ith" O• 0 14g• talar• • 33'e° •• � � m m 2DW 6. 20V `' o • 16•_ H10A �`I r'r (H10 similar) 3�• •o• .o • e T e • .. � o• ° ° .. •. H5 H6 H7Z H10-2 2 IS >• (Hsimilar)similar) FIGURE 1b—H4,H5,H6,H7Z,H10,H10-2,AND H15 HURRICANE TIES C7 H1 Installation ❑2 H2 Installation (H10,H10A,H10-2 similar) (Allowable Uplift Load Only) ° y e / Y ° F, ° •° • 2 ° f 6 E V F1 ° H2.5 Installation H4 Installation H4 Installation (Nails into both top plates) (1-12.5 similar) (Nails Into upper top plate) (H2.SA,H3,H5 similar) Use a MM!rrW of hm 8d amts this side of truss o (fob Isra 8d rtaas tift Pitch 0:12 mom) to 7:12 l�i •• • • •• F1 TH6Studto : :HA S:ucCto: �BOme Top • • B'jn412 12 •• ••• doisb • •• 13 nis w 13 Installation Installation snug H7Z Installation HIS Installation • ••• •• ••• ••• • • • •• • • • • •• • • • • • • • • • FIGURE 1c—CONNECTIQIj COVFIGUF%-PION;mF Htlglt l�ffi TIE INSTALLATIONS SPECIFIED IN TABLE 1 0:0 •• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 7 of 12 ESR-2613 TABLE 2—HS24 HURRICANE TIE FASTENERS'(Quantity-Type) ALLOWABLE LOADS(lbs)where Co=1.33 or Co=1.6 MODEL Lateral3,4.5 To Rafter or Truss To Double Top Plate Uplife F, F2 HS24 8-8dx11/2 & 2-8d(slant) 8-8d 1 605 645 1,025 8"dx1'/2 8-8d 605 590 640 For SI:1 inch=25.4 mm,1 lbs=4.5 N. 1.`Slant"nailing refers to 8d common nails installed as toenails on each side of the connector.The nails must be driven through the connector at an angle approximately 30"with the rafter/truss member with the nail penetrating through the rafter/truss member into the wood double top plate. 2.The uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 3.Allowable lateral loads in the F,direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 4.Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter member. 5.F,load direction is parallel to plate,and F2 load direction is perpendicular to plate. I 2W • • HS24 Dimensions • 3�°' • L • • HS24 Installation and Allowable Load Directions FIGURE 2—HS24 HURRICANE TIE TABLE 3—RST HURRICANE TIES RST HURRICANE TIE FASTENERS MODEL DIMENSIONS in) (Quantity-Type) ALLOWABLE UPLIFT LOADS'-2(lbs) NO. A (L) To Rafter or Truss To Stud Co=1.33 or Co=1.6 RST-1 11/2 121/2 1-10dx1'/2 10-10dx11/2 550 RST-2 31/8 1111/1, 2-10dx1'/2 12-10dx11/2 550 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.Allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 2.Allowable uplift loads are based on lumber having an assigned specific gravity of 0.55,such as Southern Pine(SP). 00 -- aooeo �`000 9C 6�`O �4 0 0 00 L 0 00 00 • • • • • • • • • •• ••• •• • • • •• 0 e o 0 0 o ° 0 • ••• •• ••• ••• • RST-1(RST-2 simlla`r}• i • i•• i • •• i i RST-1 Installation • •• • • •• • • • • FIGURE 3—RST HURRICANE TIE ••• • • • • 0:0•• • • • • • • • • • • • • ••• • • • ••• • • Page 8 of 12 ESR-2613 TABLE 4—LTS,MTS,AND HTS TWIST STRAPS TWIST STRAP TOTAL QUANTITY OF FASTENERS' ALLOWABLE UPLIFT LOADS'(Ibs) MODEL STRAP NO. LENGTH When Installed When Installed When Installed with When Installed with SERIESin) with 10d with 10dx11!2 10d Common Nails 10dx11/2 Common Nails Common Nails Common Nails Co=1.33 or Co=1.6 Co=1.33 Co=1.6 LTS12 12 LTS" LTS1LTS16 18 16 12 12 775 720 720 LTS20 20 MTS12 12 MTS16 16 MTS4 MTS18 18 14 14 1,000 840 1,000 MTS20 20 MTS30 30 HTS16 16 16 16 1,260 1,005 1,150 HTS20 20 HTS5 HTS24 24 HTS28 28 20 24 1,450 1,450 1,450 HTS30 30 HTS30C 30 For SI:1 inch=25.4 mm,1 lbs=4.45 N 1.Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 2.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 4.Each model of the LTS and MTS twist strap series(except for the MTS30)has more nail holes than the minimum quantity of nails specified in the table. 5.HTS30C has the twist in the center of the strap length. 0 1-Typ L �dP ®� • • • e 0 .• LTS12 Typical MTS Installation— Typical MTS Installation— (MTS and HTS Similar) Rafter to Stud Truss to Double Top Plate • "j1611QEij—•'�V�S=STRAPS 000 00 0 so • ••• •• ••• ••• • •• • • • • • • • • • • •• • • •• • • • • ••• • • • • ••• • • • • • • • • • • • • ••• • • • ••• • • Page 9 of 12 ESR-2613 TABLE 5-LFTA LIGHT FLOOR TIE ANCHOR' LFTA ANCHOR DIMENSIONS(in) FASTENERS2 ALLOWABLE TENSION LOAD3.4(Ibs) MODEL NO. Strap Width Clear Span Overall Length L (Quantity-Type) Co=1.33 or Co=1.6 LFTA 2'/4 17 38'/8 16-10d Common 1,205 For SI:1 inch=25.4 mm,1 lbs=4.45 N 1.The LFTA anchor is used to transfer tension forces between vertically aligned wood studs across floor framing with floor joists having a maximum nominal depth of 12 inches. 2.Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 3.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 4.Tabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. B O e O 17 I L y l � 0 m 0 .; s FIGURE 5-LFTA LIGHT FLOOR FIGURE 6a-FTA FLOOR FIGURE 6b-FTA FLOOR TIE TIE ANCHOR(See Table 5) TIE ANCHOR(See Table 6) ANCHOR INSTALLATION(See Table 6) TABLE 6-FTA FLOOR TIE ANCHORS' FTA ANCHOR ALLOWABLE TENSION LOADS4.5(Ibs) DIMENSIONS MODEL (in) FASTENERSz3 When Lumber Thickness,tm=(Inches) NO. Tie (Quantity-Type) 11/2 2 21/2 3 3% Strap Clear Overall Where Co Width Span Length 1.33 1.6 1.33 1.6 1.33 1.6 1.33 1.6 1.33 1.6 FTA2 3 17 371/2 4j/,"dia.M.B. 1,575 1,890 2,095 2,515 2,600 3,120 2,820 3,385 2,820 3,385 FTA5 3'/2 17 451/2 42/4"dia.M.B. 1,865 2,240 2,500 3,000 3,125 3,750 3,725 4,400 4,050 4,400 FTA7 3% 1 17 56 62/e"dia.M.B. 3,095 3,715 4,185 5,020 5,175 6,210 6,360 7,600 7,395 7,600 For SI:1 inch=25.4 mm,1 lbs=4.45 N,1 psi=6.89 kPa. 1.FTA anchors must be located on the vertical wood studs/posts so that the minimum end distance of the first bolt is equal to or greater than 43/8 inches,i.e.,seven times the bolt diameter(713). 2.Machine Bolts(M.B.)must comply with ANSI/ASME Standard 1318.2.1. 3.A washer,not less than a standard cat washer,ie requirod orithe luraber side opposite the FTA between the wood and the nut. 4.Tabulated allowable tension loads rust be s;Ie&%Jb*ed oQ doralon of load as permitted by the applicable building code. 5.Tabulated allowable tension loads wl I havg be&Pin$refsetl nd:or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load duoefions goverae •• : : ••e • ••• •• ••• ••• • 00• • •• • • • • • •• • • •• • • • • ••• • • • • ••• • • • • • • • • • • • • ••• • • • ••• • • Page 10 of 12 ESR-2613 TABLE 7--SP AND SPH STUD PLATE TIES CONNECTOR FASTENERS ALLOWABLE UPLIFT LOADS• CONNECTOR MODEL DIMENSIONS in Quanta -T a Ibs SERIES NO. (W) (L) To Stud To Plate CD 1.33 CD=1-6 S.G.=0.50 S.G.=0.55 S.G=0.50 S.G.=0.55 SPI — — 6-10d 4-10d 585 585 585 585 SP2 — — 6-10d 6-10d 890 890 1,065 1,065 p6-16dx21/2 — 735 735 885 885 SP4 38/,s 71/4 — 800 800 930 930 SP SP6 5s/,s 73/4 — 735 735 885 885 — 800 800 930 930 55 — 735 735 885 885 SP8 7/,s 8/,s 6-16dx2/2 — 800 800 930 930 s 3 10-10dx1'/2 — — 1,240 — 1,240 SPI-14 3/,s 8/4 12-10dx1'/2 — 1,360 1,490 1,360 1,490 e , 10-10dx1'/2 — — 1,240 — 1,240 SPH SPI-16 5/,s 9/4 12-10dx1'/2 — 1,360 1,490 1,360 1,490 5 3 10-10dx11/2 — — 1,240 — 1,240 SPI-18 7/,s 8/e 12-10dx1'/2 — 1,360 1,490 1,360 1,490 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.For Models SPI and SP2,one 10d common stud nail must be installed as a toenail. It must be driven through the connector at an angle approximately 30°with the stud with the nail penetrating through the stud into the wood sill plate.(See detail on this page entitled"SP1 Nailing Profile.") 2.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 4.Allowable uplift loads are given for wood assemblies consisting of lumber having an assigned specific gravity(S.G.)of 0.50,such as Douglas fir-larch,and 0.55,such as southern pine. r-�'I o o a o °I{ o °1'1pp�1t(( IIQ0p�f1f' � � O °IfNI! tlNh T. O e 0 O ° l4 ° o 16 ✓" SPI Installation: SP2 Installation: SP1 Nailing Profile SP1/SP2 Stud to Sill Plate Stud to Double Top Plate 0 a o V o` • . .. . . . . ... . • •• .0: •• • • • •• 10dx1W Nffi15 Each Side of Stud Typical SPH4 Installation: Typical SK Installation: Stud to Wood.MU PT49 .0* •;• ••; ••pouble Top Plate to Stud(SPH Similar) • • •• • • • • •• • • • • • • • • • • •• • • •• • • • • FIGURE 7—SP AND SPH STUD PLATE TIES • • • • • • • • • • • •• •• • Y • •• •• ••• • • • ••• • • Page 11 of 12 ESR-2613 TABLE 8—RSP4 REVERSABLE STUD PLATE CONNECTOR' MODEL QuantityFASTENIRS ALLOWABLE LOADS''(Ibs)where Co=1.33 or Co=1.6 s NO. To Stud To Plate Connection Configuration" Uplift F, Lateral F2 RSP4 4-8dx1'/2 4-8dx1'/2 Stud to Double Top Plate 450 210 250 LF Stud to Sill Plate 315 210 250 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.Refer to Figure 8a for overall dimensions of the RSP4 plate connector. 2.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 4.Refer to Figure 8b and 8c for connection configurations. 5.F,load direction is parallel to plate,and F2 load direction is perpendicular to plate. F1 F2 � La • o 0 0 o u o0 "( o qs• 1110ol llll o uu e o Figure 8a—RSP4 Stud Plate Figure 8b—RSP4 Installation: Figure 8c—RSP4 Installation: Connector Dimensions Stud to Double Top Plate Stud to Sill Plate TABLE 9—SSP AND DSP STUD PLATE TIE CONNECTORS FASTENERS ALLOWABLE UPLIFT LOADS'-2-4-4(Ibs) MODEL (Quantity-Type) Where C0=1.33 or Co=1.6 NO. Studs Double Top Plate Sill Plate Double Top Plate Sill Plate S.G.=0.50 S.G.=0.50 S.G.=0.43 3-10dx1'/2 — 350 — — 4-10dx1 /2 — 1-10dx11/2 — 420 325 SSP 3-10d — 435 — — 4-10d — 1-10d — 455 420 8-10dx1'/2 6-10dx1'/2 — 775 — — DSP — 2-10dx11/2 — 660 545 8-10d 6-10d — 825 — — 2-10d — 825 600 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.Tabulated allowable uplift loads have been increased for wind or earthquake loading no further increase allowed.Reduce loads when other load durations govern. 2.When cross-grain bending or cross-grain tension cannot be avoided,mechanical reinforcement to resist such forces should be considered. 3.For Sill Plate allowable uplift loads,all round nail holes in the connector must be filled with the specified quantity and type of nails. 4.For Double Top Plate allowable uplift loads,all round and triangular nail holes the tie connectors must be filled with the specified quantity and We of nails. 5. 11 qllilt�' e 00 I: •• • . • • • • • SSF Installation: DSP Installation: SSP ••t1SP;' ••• :! girgle%lud to Sill Plate Double Stud to Double Top Plate :FIGUR •E"SSP/DS-STUO,1 PLATE TIES • • • • • • • • • • • •• •• • Y • •• •• Page 12 of 12 ESR-2613 TABLE 9—HGT HEAVY GIRDER TIEDOWN CONNECTORS'' HGT DISTANCE BETWEEN ALLOWABLE UPLIFT 3a CONNECTOR FASTENERS e6 MODEL, WIDTH ANCHOR RODS (Quantity-Type) LOADS' NO. (W) (inches) center) Where C11=11.33 or Ce=1.6 (in) (inches) Anchor Rod''a To Multi-ply Truss (lbs) HGT-2 35/18 53/4 25/ae Dia. 16-10d 10,980 HGT-3 416/,e 73/e 2-5/e7 Dia. 16-10d 10,530 HGT-4 68/,8 9 2-5/e"Dia. 16-10d 9,520 For SI:1 inch=25.4mm,1 lbs=4.45 N. 1.The HGT connector can accommodate top chord slopes from minimum 3:12(14°)to maximum 8:12(34')and are provided with crescent washers for sloped top chord installations. 2.All elements of the tie-down assembly(multi-ply trusses,vertically aligned wood studs/posts,and the hold-down connectors attached to the wood studs/posts)must be designed to resist applied loads. 3.The HGT-2,HGT-3,and HGT-4 connector attaches to the heel joint of a two-ply,three-ply,and four-ply wood truss,respectively,where each ply thickness is nominal 2 inches. 4.When the HGT-3 is used with a two-ply truss,shimming is required,and the shimming material must be similar(thickness and grade of lumber)as the truss member material. Additionally,the entire assembly must be designed by a registered design professional to act as one unit. 5.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 6.The uplift loads have been increased for wind or earthquake loading with no further increase is allowed. Reduce loads when other load durations govern. 7.Anchor rods must be used to connect the HGT connector to the hold-down or tie-down devices attached to the vertically aligned wood studs/post. The anchor rod material specifications must be identified by the registered design professional. 8.Two LBP 51e-inch washers must be Installed on top of each crescent washer.LBP washers and crescent washers are required.Crescent washers are supplied with the connector. LBP5/8 washers are available from Simpson Strong-Tie Company,and are 2-inch square by 9/64- inch thick galvanized steel washers with a center bolt hole to accommodate a 5/e-inch diameter threaded boit/rod. Iretall two LBPW washers on top of eaM crescent washer (total four 4'd washers)for woos hrslaMation.All washers and crescent washers are retium. Grecsent washers are supplied. Crescent washer supplied and required \ �a i I ( Washer w requlrec t I HGT-2 i (HGT-3 and HGT-4 similar) 'Z�- Typical HGT-3 Installation,with HTT22 Tension Tie connectors used to attach the HGT Tiedown to the HTT22 Tension Tie vertically aligned wood postfcolumn. The design of (Not covered In this the HTT22 tension tie connectors attached to the Evaluation Report.) wood post/column is outside the scope of this report see 00: •• ••• •• • • • •• FIGURE 9—HGT HEAVY GIRDER TIEDOWN CONNECTOR • ••• •• ••• ••• • • • •• • • • • •• • • • • • • • • • • •• • • •• • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ESR-2613 Supplement REPORTE ' T"' Issued February 1, 2008 �' This report is subject to re-examination in two years. ICC Evaluation Service, Inc. BustnesslRegional Office a 5360 Worlanan MSG Road,Whittier,California 90601■(562)699-0543 Regional Office■900 Montclair Road,Suite q Birmingham,Alabama 35213 ■(205)599-9800 www.icc-es.org Regional Office m 4051 West Rossmoor Road,Country Club Hills,Illinois 60478 a(708)799-2305 DIVISION:06—WOOD AND PLASTIC Section:06090—Wood and Plastic 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 HURRICANE AND SEISMIC STRAPS AND TIES 1.0 EVALUATION SCOPE Compliance with the following code: 2004 Florida Building Code—Building Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the Simpson Strong-Tie hurricane and seismic straps and ties described in the master report complywith the 2004 Florida Building Code—Building,when designed and installed in accordance with the master evaluation report. Use of the Simpson Strong-Tie hurricane and seismic straps and ties described in the master evaluation report,for compliance with the High Velocity Hurricane Zone Provisions of the 2004 Florida Building Code—Building, has not been evaluated, and is outside the scope of this supplement. This supplement expires concurrently with the master evaluation report issued on February 1,2008. •• ••• • • • • • •• •• ••• •• • • • •• • ••• •• ••• ••• • • • •• • • • • • •• • • of • • • • 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 ora recommendation for its use.There is no warranty by ICC Fvaluation Service,Inc.,express or implied,as to anyfinding or other matter in this report,oras to arty productrover•d by!h•report.• • • • • • • ••• • • • •• •• • • • •• •• Copyright @ 2008 ••• • • • ••• • • Page 1 of 1 FEB 15 2015 ESR-2613 d r Florida State Wide Product Approval # FL10456 Products on this Report which are approved: Product FL# Product FL# DSP 10456.1 HTS28 10456.25 FTA2 10456.2 HTS30 10456.26 FTA5 10456.3 HTS30C 10456.27 FTA7 10456.4 LFTA 10456.28 H1 10456.5 LTS 12 10456.29 HIO 10456.6 LTS 16 10456.30 H10-2 10456.7 LTS 18 10456.31 H15 10456.8 LTS20 10456.32 H15-2 10456.9 MTS12 10456.33 H2 10456.10 MTS16 10456.34 H2.5 10456.11 MTS18 10456.35 H2.5A 10456.12 MTS20 10456.36 H3 10456.13 MTS30 10456.37 H4 10456.14 RSP4 10456.38 H5 10456.15 RST-1 10456.39 H6 10456.16 RST-2 10456.40 H7Z 10456.17 SP1 10456.41 HGT-2 10456.18 SP2 10456.42 HGT-3 10456.19 SP4 10456.43 HGT-4 10456.20 SP6 10456.44 HS24 10456.21 SP8 10456.45 HTS16 10456.22 SPH4 10456.46 HTS20 10456.23 SPH6 10456.47 HTS24 10456.24 SSP 10456.48 .. see . . . . . .. SIMPSOt4 §TR.ONG:TJF, CQMPANY, INC • . . . . . . . . . . .. .. . . . .. .. ... . . . ... . --1 "' ESR-2613* E' REPORTT Issued February 1, 2008 , S This report is subject to re-examination in two years. ICC Evaluation Service, Inc. BusinesslRegional Office■5360 Workman Mill Road,Whittier,California 90601■(562)6994W Regional Office■900 Montdair Road,Suite q Birmingham,Alabama 35213 ■(205)599-9800 www.icc-es.org Reglortal Office■4051 West Flossmoor Road,Country Club Hills,Illinois 60478■(708)799-2305 DIVISION:06—WOOD AND PLASTICS drawings of installation configurations with designated Section:06090—Wood and Plastics Fastenings allowable load directions. REPORT HOLDER: 3.1.2 HS24 Hurricane Tie:The HS24 hurricane tie anchors wood rafters or trusses to wood wall top plates. The HS24 SIMPSON STRONG-TIE COMPANY,INC. connector is formed from No. 18 gage galvanized steel.See 5956 WEST LAS TIE S BOULEVARD Table 2 for required fasteners and allowable loads.See Figure 2 for a drawing of the HS24 tie and a typical installation detail. PLEASANTON,CALIFORNIA 94588 (800)925-5099 3.1.3 RST-1 and RST-2 Hurricane Ties:The RST hurricane www.stronatie.com ties are used to anchor single-ply wood roof trusses (or rafters) to vertically aligned wood studs. The RST-1 is EVALUATION SUBJECT: designed to anchor single-ply wood trusses with lumber oriented horizontally, and the RST-2 is designed to anchor SIMPSON STRONG-TIE HURRICANE AND SEISMIC two-ply wood trusses with lumber oriented vertically or single- STRAPS AND TIES FOR WOOD FRAMING plywood trusses with lumber oriented horizontally.The RST-1 and RST-2 hurricane tie connectors are fabricated from No. 1.0 EVALUATION SCOPE 20 and No. 18 gage galvanized steel,respectively.See Table 3 for RST model numbers, width and length dimensions, Compliance with the following codes: required fasteners,and allowable uplift loads.See Figure 3 for ■ 2006 Intemational Building Code'(IBC) drawings of the RST-1 tie and a typical installation detail. ■ 2006 International Residential Code'(IRC) 3.1.4 LTS,MTS,and HTS Series Twist Straps:The LTS, ■ Other Codes(see Section 8.0) MTS, and HTS series twist straps are used to anchor wood trusses or rafters to wood wall double top plates,wood studs, Properties evaluated: wood beams, or wood rim boards. The LTS, MTS, and HTS series twist straps are formed from No.18,No.16,and No.14 Structural gage galvanized steel, respectively. See Table 4 for strap 2.0 USES model numbers,overall strap lengths,required fasteners,and allowable uplift loads when installed with different fastener The Simpson Strong-Tie hurricane and seismic straps and ties schedules.See Figure 4 for a drawing of an LTS12 twist strap described in this report are used as wood framing connectors and two typical MTS strap installations. in accordance with Section 2304.9.3 of the IBC.The products may also be used in structures regulated under the IRC when 3.1.5 LFTA Light Floor Tie Anchor:The LFTA light floor be an engineered design is submitted in accordance with Section anchor is used as a floor-to-floor tension tie and is formed R301.1.3 of the IRC. from No.16 gage galvanized steel.See Table 5 for anchor tie 3.0 DESCRIPTION dimensions, required fasteners, and the assigned allowable uplift load.See Figure 5 for a drawing of the LFTA connector. 3.1 General: 3.1.6 FTA Floor Tie Anchors:The FTA floor be anchors are The Simpson Strong-Tie hurricane and seismic straps and ties used to connect vertically aligned studs between a horizontal recognized in this report are installed to resist design forces wood diaphragm assemblage with floor joists having a on wood-frame construction resulting from the application of maximum 12-inch nominal depth. The FTA2 and FTA5 are the most critical effects of the load combinations prescribed by formed from No. 10 gage galvanized steel, and the FTA7 is code that include wind or seismic loads. formed from No.3 gage galvanized steel.See Table 6 for FTA 3.1.1 Hurricane Ties: Hurricane ties are used to anchor models,anchor dimensions,required fasteners,and allowable wood rafters or joists to wood wall plates or studs or to anchor tension loads. See Figure 6a for a drawing of an FTA floor wood studs to wood sill plates.The H6,H7Z,H15,and H15-2 anchor tie defining overall length and clear span, and Figure ties are formed from No. 16 gage galvanVpd steel; the H1, • 6b for drawings of a typical FTA anchor installation. H2, H2.5, H2.5A, H3, H5, H10, H10A,end ATIS-2•ties A. 3.1.7"SP and SPH Series Stud Plate Connectors: The formed from No. 18 gage galvanized steed; anc6deNQtidis: :JP9.connector fastens one edge of a wood stud to the formed from No.20 gage galvanized steal Xee Tdbl@ J 3oMWI ; :ogWUous edge of a wood sill plate,and the SP2 connector model numbers, tie dimensions, fastener schedules, and fastens to one side of a wood double top plate and to the allowable loads. See Figures 1a and 1b for drawings of the contiguous edge of a wood stud.The SP4,SP6,S138,SPH4, hurricane ties recognized in this reed% air Figure'4 c•fisn &1116,and SPH8 are 1'/4 inch-wide(32 mm)U-shaped straps • . •. • • • •: :• ' :-Corr4jed'Jt4yi008 ••• • . . • REPORTS— are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endo rsementofthesubject ofthereport orarecommendaty»f•rit*use.TIVre4noivajptpibyICCE�luationService,Inc.,express orimplied,astoaryfinding 111490""W* or other matter in this report,oras to any product covered;y the jeport. • • :.o.:• • • • • • • • .im.mser.� Copyright©2007 Page 1 of 12 Page 2 of 12 ESR-2613 with a horizontal portion that bears against the wood wall top strength of 40,000 psi (275 MPa) and a minimum tensile plates or sill plates and two vertical legs that are nailed to the strength of 55,000 psi(379 MPa). edges of a wood stud. The SP and SPH connectors are The body of the HGT heavy girder tiedown backet is fabricated from No. 20 and No. 18 gage galvanized steel, fabricated from ASTM A 1011,SS designation,Grade 33,hot respectively.See Table 7 for SP and SPH models,connector rolled steel with a minimum yield strength of 33,000 psi(227 dimensions, required fasteners, and allowable uplift loads. MPa) and a minimum tensile strength of 52,000 psi (358 See Figure 7 for drawings of the SPI and SP2 connector,and MPa), and the crescent washers of the HGT bracket are of typical stud-to-plate connection details for the SP1, SP2, fabricated from ASTM A 36 steel with a minimum yield SP4, and SPH4 connectors. strength of 36,000 psi (248 MPa) and a minimum tensile 3.1.8 RSP4 Reversible Stud Plate Ties: The RSP4 be strength of 58,000 psi(399 MPa). plates are used to connect a nominally 2-inch-wide wood stud Base-metal thicknesses for the connectors in this report are to either a top or sill plate of a wood framed wall.The RSP4 be as follows: connector is fabricated from No. 20 gage galvanized steel. See Table 8 for required fasteners and allowable loads.See NOMINAL THICKNESS MINIMUM BASE-METAL Figure 8a for a drawing of the RSP4 connector showing (gage) THICKNESS(inch) overall dimensions;Figure 8b for a drawing of a typical RSP4 No.3 0.2285 installation connecting a wood double top plate to a wood No.7 0.1705 stud;and Figure 8c for a typical RSP4 installation connecting No.10 0.1275 a wood stud to a wood sill plate. No.14 0.0685 3.1.9 SSP and DSP Stud Plate Connectors: The SSP No.16 0.0555 stud-to-plate connector is used to provide a positive No.18 0.0445 connection between a single wood stud and the top or sill No.20 0.0335 plate of the same wood wall, and the DSP stud-to-plate For SI:1 inch=25.4 mm. connector is used to provide a positive connection between a double wood stud and the wood wall top or sill plate of the The galvanized connectors have a minimum G90 zinc same wood wall.The SSP and DSP connectors are fabricated coating specification in accordance with ASTM A 653. Some from No. 18 gage galvanized steel. See Table 9 for required models(designated with a model number ending with Z)are fasteners and allowable uplift loads.See Figure 9 for drawings available with a G185 zinc coating specification in accordance of the SSP and DSP connectors showing overall dimensions; with ASTM A 653. Some models (designated with a model a drawing of an SSP installation connecting a stud to a sill number ending with HDG) are available with a hotdip plate;and a drawing of a DSP installation connecting a double galvanization, also known as "batch" galvanization, in wood stud assembly to a top plate. accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface 3.1.10 HGT Heavy Girder Tiedown Brackets: The HGT area (600 g/m2), total for both sides. Model numbers in this heavy girder tiedown brackets are used to provide a positive report do not include the Z or HDG ending,but the information connection between wood roof beams or multi-ply wood roof shown applies. trusses and wood posts vertically aligned to support the end reaction of the beam or truss member. The HGT tiedown The FTA floor anchor ties and HTS twist straps have a connector is a U-shaped bracket that is installed over the top painted finish and may also be available with the HDG finish. chord of the roof truss having a slope from 3:12(14 degrees) The lumber treater or holder of this report(Simpson Strong- to 8:12 (34 degrees). Other components required for the Tie Company)should be contacted for recommendations on connection, such as the anchor rods and hold-down or tie- minimum corrosion resistance of steel connectors in contact down devices,that must be used to form a complete load path with the specific proprietary preservative treated or fire to resist design uplift forces from their point of origin to the retardant treated lumber. load-resisting elements, that is, the vertically aligned supporting wood post,must be designed and specified by the 3.2.2 Wood: Supporting wood members to which these registered design professional.The HGTtiedown brackets are connectors are fastened must be solid sawn lumber, fabricated from No.7 gage steel,and are supplied with insert glued-laminated lumber, or engineered lumber [such as plates and crescent washers. See Table 9 for tiedown Laminated Veneer Lumber (LVL), Parallel Strand Lumber connector models,connector dimensions,fastener schedules, (PSL), and Laminated Strand Lumber (LSL)] having and allowable uplift loads. See Figure 9 for a drawing of the dimensions consistent with the connector dimensions shown HGT-2 tiedown connector, and a drawing of a typical in this report. Unless otherwise noted, supporting wood connection detail showing necessary components, including members and supported members must have an assigned those not covered in this evaluation report,such as the HTT22 minimum specific gravity of 0.50(minimum equivalent specific tension Tie. .. ... . . • • gravity of 0.50 for engineered lumber), except as noted in • • �. :• ab197 for the SPH stud plate tie connectors,which permits 3.2 Materials: • • • • • Qinher having an assigned minimum specific gravity of 0.50 • '§nd Q55;and Table 9 for the SSP and DSP stud-to-plate tie 3.2.1 Steel: Unless otherwise noted` thy conAictof� described in this report are fabricated from ASTM A 653, SS connectors, which permits lumber having an assigned designation,Grade 33,galvanized stee4wit4 a jninimuig yieI minimum specific gravity of 0.50 and 0.43.The lumber used strength,F,of 33,000 psi 227 MPa ' f w& the connectors described in this report must have a g , p ( )�n1y a Qrinimujn•tensa�e noAraum moisture content of 19 percent (16 percent for strength,F,,, of 45,000 psi(310 MPa).OTe IbTA floor anchor . . ties are fabricated from ASTM A 1011!99 de;ignatiorR bra(V eno in��P d lumber)except as noted in Section 4.1. 33,hot rolled steel with a minimum yield strength of 33,000 psi The thickness of the wood members must be equal to or (227 MPa)and a minimum tensile strength of 52,000 psi(358 greater than the length of the fasteners specified in the tables MPa).The HTS twist straps,the SSP and b�P stu0-t4-p:3t2!;• :n thip report, except if noted otherwise in the tables and ties,and the H2.5A hurricane tie are fabriCate§frprr=A;"fr A -accompanying footnotes in this report,or as required by wood 653, SS designation, Grade 40, steel vyh arinit:um.�4eld• ;ve*m uer design,whichever controls. a . 0 0 Page 3 of 12 ESR-2613 3.2.3 Fasteners: Bolts, at a minimum, must comply with 5.1 The connectors must be manufactured, identified and ASTM A 36 or A 307. Nails used for connectors,straps,and installed in accordance with this report and the ties described in this report must comply with ASTM F 1667 manufacturer's published installation instructions.A copy and have the following minimum dimensions and bending yield of the instructions must be available at the jobsite at all strengths(F,,,): times during installation. FASTENERS NAIL NAIL Fyb 5.2 Calculations showing compliance with this report must DIAMETER LENGTH (psi) be submitted to the code official.The calculations must (Inch) (inches) be prepared by a registered design professional where 8d x 1% 0.131 11/2 100,000 required by the statues of the jurisdiction in which the 8d 0.131 2'/2 100,000 project is to be constructed. 1 O x V/2 1 0.148 1 11/2 190,000 5.3 Adjustment factors noted in Section 4.1 and the 10d 1 0.148 1 3 90,000 applicable codes must be considered,where applicable. For SI:1 inch=25.4 mm. Fasteners used in contact with preservative treated or fire 5.4 Connected wood members and fasteners must comply, retardant treated lumber must comply with IBC Section respectively,with Sections 3.2.2 and 3.2.3 of this report. 2304.9.5 or IRC Section R319.3, as applicable. The lumber 5.5 Use of connectors with preservative or fire retardant treater or this report holder(Simpson Strong-Tie Company) treated lumber must be in accordance with Section 3.2.1 should be contacted for recommendations on minimum of this report. Use of fasteners with preservative or fire corrosion resistance of fasteners and connection capacities of retardant treated lumber must be in accordance with fasteners used with the specific proprietary preservative Section 3.2.3 of this report. treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 5.6 The FTA series tie anchors are factory-welded connectors manufactured under a quality control 4.1 Design: program with inspections by Professional Service Industries,Inc.(AA-660)or by Intertek Testing Services The tabulated allowable loads shown in this report are based NA, Inc.(AA-688). on allowable stress design (ASD) and include the load duration factor,Co,corresponding with the applicable loads in 6.0 EVIDENCE SUBMITTED accordance with the NDS. Data in accordance with the ICC-ES Acceptance Criteria for Tabulated allowable loads apply to products connected to Joist Hangers and Similar Devices (AC13), dated October wood used under dry conditions and where sustained 2006(corrected March 2007). temperatures are 100•F(37.81C)or less.When products are 7 0 IDENTIFICATION installed to wood having a moisture content greater than 19 percent(16 percent for engineered wood products),or when The products described in this report are identified with a die- wet service is expected,the allowable loads must be adjusted stamped label indicating the name of the manufacturer by the wet service factor, CM, specified in the NDS. When (Simpson Strong-Tie),the model number,and the number of connectors are installed in wood thatwill experience sustained an index evaluation report (ESR-2523) that is used as an exposure to temperatures exceeding 100°F (37.80C), the identifier for the products recognized in this report. allowable loads in this report must be adjusted by the Additionally, the factory-welded FTA series tie anchors temperature factor, C,specified in the NDS. manufactured in the United States are identified with their Connected wood members must be analyzed for load- acronym of the inspection agency(PSI), and factory-welded carrying capacity at the connection in accordance with the FTA series be anchors manufactured in Canada are identified NDS. with the name of their inspection agency(Intertek). 4.2 Installation: 8.0 OTHER CODES Installation of the connectors must be in accordance with this 8.1 Evaluation Scope: evaluation report and the manufacturer's published installation instructions.In the event of a conflict between this report and In addition to the codes referenced in Section 1.0, the the manufacture's published installation instructions, this products in this report were evaluated for compliance with the report governs. requirements of the following codes: 4.3 Special Inspection: ■ 2003 International Building Code®(2003 IBC) 4.3.1 IBC: Periodic special inspection is reqt.yrpi fore •■ .2003 International Residential Code®(2003 IRC) installation of connectors described in this r§port that arg; 0 2000;nternationa/Building Code®(2000 IBC) designated as components of the seismic-fare-re istinge e e fee 00 •• system for a structure in Seismic Design Category G�t E er• •■ •20minternational Residential Code®(2000 IRC) F in accordance with Section 1707.3 or 1707.4, with the exception of those structures qualifying under Section 1704.1. in 1997 Uniform Building CodeTm (UBC) 4.3.2 IRC: Special inspections are not rec rbd. ; ;• :The prQduots described in this report comply with, or are •• • •suilebie altam®tives to what is specified in, the codes listed 5.0 CONDITIONS OF USE ••: :• ••• :above,subjecfto the provisions of Sections 8.2 through 8.7. The Simpson Strong-Tie Hurricane and Seismic Straps and 8.2 Uses: Ties described in this report comply with, oj•%re•suitaple• ••• • alternatives to what is specified in, those codes•listed•in• • 802.1 •2003 IBC, 2003 IRC, 2000 IBC,and 2000 IRC: See Section 1.0 of this report,subject to the followinV coiiditioAs::•: Section 2.0 of this report. .. •• . . . •• •• •.. 0 . . ... . . Page 4 of 12 ESR-2613 8.2.2 UBC: Replace the information in Section 2.0 with the 8.5 Conditions of Use: following: Simpson Strong-Tie hurricane and seismic straps g,5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The and ties are used as wood framing connectors in accordance with Section 2318.4.8 of the UBC. Simpson Strong-Tie products described in this report comply with,or are suitable alternatives to what is specified in,those 8.3 Description: codes listed in Section 8.0,subject to the same conditions of 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this use described in Section 5.0 of this report. report. 8.5.2 UBC:The Simpson Strong-Tie products described in this report comply with,or are suitable alternatives to what is 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this specified in,the UBC, subject to the same conditions of use report, except modify Section 3.2.3 to reference Section indicated in Section 5.0 of this report,exceptthe lastsentence R323.3 of the IRC. of Section 5.5 is replaced with the following: Fasteners used 8.3.3 UBC:See Section 3.0 of this report,except modify the in contact with preservative treated or fire retardant treated first sentence in the last paragraph of Section 3.2.3 as follows: lumber must,as a minimum,comply with UBC Section 2304.3. Fasteners used in contact with preservative treated or fire 8.6 Evidence Submitted:2003 IBC,2003 IRC,2000 IBC, retardant treated lumber must, as a minimum, comply with 2000 IRC,and the UBC: UBC Section 2304.3. 8.4 Design and Installation: See Section 6.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC, 2000 IBC, 2000 8.4.1 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC: See IRC,and the UBC: Section 4.0 of this report. 8.4.2 UBC: See Section 4.0 of this report, except delete See Section 7.0 of this report. Section 4.3 since special inspection is not required. •. ..• . . . . . .. •• ••• •• • • • •• • ••• •• ••• ••• • • • •• • • • • •• • • • • • • • • • • •• • • •• • • • • 0:0 •• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• Page 5 of 12 ESR-2613 TABLE 1—HURRICANE TIES FASTENERS ALLOWABLE LOADS MODEL Quant -T a Ibs NO. Connection Uplift°�s Co=1.33Lateral` To Rafter To Plates To Stud Configurations3 Cp=1.33 or Co=1.6 33 oorCo=1.6 r F1 F2 H1 6-8dx1'/2 4-8d — 490 485 165 H10 8-8dx1'/2 "dx1'/2 — 1 995 590 275 H10A 9-10dx1'/2 9-10dx1'/2 — 1,140 590 285 H10-2 6-10d 6-10d — 760 455 395 H2 5-8d — 5-8d 2 335 — — H2.5 5-8d 5-8d — 3 415 150 150 5-8d 5-8d 8 370 — — H2.5A 5-8d 5-8d — 600 110 110 H3 4-8d 4-8d — 3 455 125 160 H5 4-8d 4-8d — 455 115 200 H4 — 4-8d 4-8d 8 360 — — 4-8d 4-8d — 9 360 165 160 H6 — 8-8d 8-8d 12 915 — — H7Z 4-8d 2-8d 8-8d 930 400 — H15 4-10dx1'/2 4-10dx11/2 12-10dx1'/2 13 1,300 480 — H15-2 4-10dx1'/2 4-10dx1'/2 12-10dx1'/2 1,300 480 — For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wood member. A rafter minimum actual thickness of 21/2 inches must be used when framing anchors are installed on each side of the rafter and on the same side of the plate. 2.Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+ Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plates 1.0. The three terms in the unity equation consider all possible forces that the hurricane tie may be designed and installed to resist.The number of terms that must be considered for simultaneous loading is determined by the registered design professional and is dependant on the method of calculating wind forces and the assumed load path that the connector is designed to resist. 3."Connection Configurations"shown in Figure 1 c(next page)indicate the load directions F,and F2,and are details showing connector installations on the outside of the wall for clarity.Installation on the inside of the wall is acceptable to achieve the tabulated allowable loads. 4.Connections in the same area(i.e.truss to plate connector and plate to stud connector)must be on installed on the same side of the wall to achieve the tabulated allowable uplift loads and ensure a continuous load path. 5.Allowable uplift loads have been increased for wind or earthquake loading,and no further increase is allowed.Allowable loads must be reduced when other load durations govern. 6.Allowable lateral loads in the F,direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 7.Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter members. 2/4 19�je I 0 • • �" • 0 O J a�.r° • 0 0 0 �e • t ' • 0 0 • f ,gyp e 0 IC 0 5 • • • • • • • 00 11 1/18' •• ••• •• • • • • H1 1-12 H2.5H2.5A H3 • ••• ••• ••• • • . • • • •• •• • • • • • • • • • ••• • • • • • FIGURE la HI,H2,H2.5,1-115A,;XD H3 HURRICANE TIES 0:0 •• • • • • 0:0 •• • • • • • • • • • • • • ••• • • • ••• • • Page 6 of 12 ESR-2613 f..r�• �1p/,s O• 1 • . Tr • o �'y ° ° .•• 131/: e 1! 20V H10A S ° •. •e 203,E p" (H10 similar) •m• •. • o e • O � 4yf p/,� ' • � 3' • •O• o • 0 0 H5 H6 H7Z H10-2 H15 r (1-115-2 similar) FIGURE 1b—H4,H5,H6,H7Z,H10,H10-2,AND H15 HURRICANE TIES 1 HI Installation ❑2 H2 Installation (H10,H10A,H10-2 similar) (Allowable Uplift Load Only) ° 0 Y° Fes`► " . 0 o / r o ❑3 6 ❑9 •• F1 .. H2.5 Installation H4 Installation H4 Installation (Nails into both top plates) (1-12.5 similar) (Nails Into upper top plate) (1-12.5A,H3,HS similar) We a mVr•rl 01 Gr08d rail; p1I1 SWB Qf buss JJH8r1a1 law ed MIS W Pitch 0:12to 7.12°^ H6 Stud to 6,$tud gyp• •. •• WpmfDouble Top12 Plate 12 ist 13 6d 13Installation stallation H7Z Installation H15 Installation goo • .• • • • • FIGURE 1c—CONNECTION CONFIGURATIONS OF HURRICANE TIE INSTALLATIONS SPECIFIED IN TABLE 1 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• Page 7 of 12 ESR-2613 TABLE 2—HS24 HURRICANE TIE FASTENERS'(Quantity-Type) ALLOWABLE LOADS(Ibs)where Co=1.33 or Co=1.6 MODEL Lateral3,4,5 NO. To Rafter or Truss To Double Top Plate Uplife F, F2 HS24 8-8dx11/2 & 2-8d(slant) 8--8d 605 645 1,025 "dx11/2 8-8d 605 590 640 For SI:1 inch=25.4 mm,1 lbs=4.5 N. 1."Slant"nailing refers to 8d common nails installed as toenails on each side of the connector.The nails must be driven through the connector at an angle approximately 30°with the rafter/truss member with the nail penetrating through the rafter/truss member into the wood double top plate. 2.The uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 3.Allowable lateral loads in the F,direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 4.Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter member. 5.F,load direction is parallel to plate,and F2 load direction is perpendicular to plate. W. ° 2W rte'► € • • HS24 Dimensions • 3� 2W HS24 Installation and Allowable Load Directions FIGURE 2—HS24 HURRICANE TIE TABLE 3—RST HURRICANE TIES RST HURRICANE TIE FASTENERS MODEL DIMENSIONS in (Quantity-Type) ALLOWABLE UPLIFT LOADS'2(lbs) NO. (W) (L) To Rafter or Truss To Stud Cu=1.33 or Co=1.6 RST-1 11/2 12'/2 1-10dx1'/2 10-10dx1112 550 RST-2 3'/a 11"/16 2-10dx1'/2 12-10dx11/2 550 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.Allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 2.Allowable uplift loads are based on lumber having an assigned specific gravity of 0.55,such as Southern Pine(SP). rW� o e. Beev� �`000 0 ems' 0 m m m m ° °° L •' ° ° 0 0 0 0° °0 • ••• •• ••• ••• • • • • :0. • • • • • RST-1 (RST-2 similar) • • • • . *T6*1 Installation ••• • • • • • FIGURE 3—RST HURRICANE TIE ••• • • • • ••• • • • •• •• • • • •• •• Page 8 of 12 ESR-2613 TABLE 4—LTS,MTS,AND HTS TWIST STRAPS TWIST STRAP TOTAL QUANTITY OF FASTENERS' ALLOWABLE UPLIFT LOADS2.3(Ibs) MODEL SER ES NO. LENGTH When Installed When Installed When Installed with When Installed with (in) with 10d with 10dx1'12 10d Common Nails 10dx1112 Common Nails Common Nails Common Nails Co=1.33 or Co=1.6 Co=1.33 Co=1.6 LTS12 12 LTS' LTS1LTS16 18 16 12 12 775 720 720 LTS20 20 MTS12 12 MTS16 16 MTS4 MTS18 18 14 14 1,000 840 1,000 MTS20 20 MTS30 30 HTS16 16 16 16 1,260 1,005 1,150 HTS20 20 HTS5 HTS24 24 HTS28 28 20 24 1,450 1,450 1,450 HTS30 30 HTS30C 30 For SI:1 inch=25.4 mm,1 lbs=4.45 N 1.Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 2.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govem. 4.Each model of the LTS and MTS twist strap series(except for the MTS30)has more nail holes than the minimum quantity of nails specified in the table. 5.HTS30C has the twist in the center of the strap length. 0 1'TYD L •�i�i• • 0 ! 1114' LTS12 Typical MTS Installation— Typical MTS Installation— (MTS and HTS Similar) Rafter to Stud Truss to Double Top Plate • •• • • • • ••• • FIGlVV4;IVIST•ITRJM: : •. • ••• •• ••• ••• • • • •• • • . • •• • • • • • • • • • • •• • • •• • • • • • • • • • • • • • • • •• •• • • • •• •• ••• 0 0 0 ••• 0 0 Page 9 of 12 ESR-2613 TABLE 5-LFTA LIGHT FLOOR TIE ANCHOR' LFTA ANCHOR DIMENSIONS(in) z MODEL NO. Strap Width Clear Span Overall Length FASTENERS ALLOWABLE TENSION LOAD',"(lbs) L (Quantity-Type) CD=1.33 or Co=1.6 LFTA 2% 17 383/8 16-10d Common 1,205 For SI:1 inch=25.4 mm,1 lbs=4.45 N 1.The LFTA anchor is used to transfer tension forces between vertically aligned wood studs across floor framing with floor joists having a maximum nominal depth of 12 inches. 2.Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 3.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 4.Tabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. O ® O L91 N N 91 V 2L 8 ' I O B FIGURE 5-LFTA LIGHT FLOOR FIGURE 6a-FTA FLOOR FIGURE 6b-FTA FLOOR TIE TIE ANCHOR(See Table 5) TIE ANCHOR(See Table 6) ANCHOR INSTALLATION(See Table 6) TABLE 6-FTA FLOOR TIE ANCHORS' FTA ANCHOR ALLOWABLE TENSION LOADS415(Ibs) DIMENSIONS When Lumber Thickness,tm=(Inches) MODEL (in) FASTENERSz'3 NO. Tie (Quantity-Type) 1'/2 2 21/2 3 31/2 Strap Clear Overall Where Co= Width Span Length 1.33 1.6 1.33 1.6 1.33 1.6 1.33 1.6 1.33 1.6 FTA2 3 17 371/2 4-5/8"dia.M.B. 1,575 1,890 2,095 2,515 2,600 3,120 2,820 3,385 2,820 3,385 FTA5 31/2 17 451/2 4-3/a"dia.M.B. 1,865 2,240 2,500 3,000 3,125 3,750 3,725 4,400 4,050 4,400 FTA7 31/2 1 17 56 1 6-'/8°dia.M.B. 3,095 3,715 4,185 5,020 5,175 6,210 6,360 7,600 7,395 7,600 For SI:1 inch=25.4 mm,1 lbs=4.45 N,1 psi=6.89 kPa. 1.FTA anchors must be located on the vertical wood studs/posts so that the minimum end distance of the first bolt is equal to or greater than 43/8 inches,i.e.,seven times the bolt diameter(713). 2.Machine Bolts(M.B.)must comply with ANSI/ASME Standard B18.2.1. 3.A washer,not less than a standard cut washer,is require*J on lhe:u"site$ppplle the FTA between the wood and the nut. 4.Tabulated allowable tension loads must be seleaft basso pn V80tiln If ldbPVs`i$rmitted by the applicable building code. 5.Tabulated allowable tension loads have been increased foravind or eerthqueka loading.No further increase is allowed.Allowable loads • must be reduced when other load durations govern• ••• •• • •. • •• • ••• •• ••• ••• • 00• • •• • • • • 00* • • • • 000 • • • • • • • • • • • • • •• •• • • • •• •• ••• 0 0 0 000 0 0 Page 10 of 12 ESR-2613 TABLE 7—SP AND SPH STUD PLATE TIES CONNECTOR FASTENERS ALLOWABLE UPLIFT LOADS2-3,4 CONNECTOR MODEL DIMENSIONS In Quanta -T ® Ibs SERIES NO. (L) To Stud To Plate Cp=1.33 Co=1.6 S.G.=0.50 S.G=0.55 S.G.=0.50 S.G.-O.55 SP1 — — 6-10d 4-10d 585 585 585 585 SP2 — — 6-10d 6-10d 890 890 1,065 1,065 SP4 39/,s 71/4 6--10dx1'/2 — 735 735 885 885 SP 6-16dx2'/2 — 800 800 930 930 SP6 59/16 73/4 6-10dx1'/2 — 735 735 885 885 6-16dx2'/2 — 800 800 930 930 s s 6-10dx1'/2 — 735 735 885 885 SP8 7/,s 8/,s 6-16dx2'/2 — 800 800 930 930 g 3 10-10dx1'/2 — — 1,240 — 1,240 SPH4 3/,s 8/a 12-10dx1'/2 — 1,360 1,490 1,360 1,490 SPH SPI-16 59/1s g'/4 10-10dx1'/2 — — 1,240 — 1,240 12-10dx1'/2 — 1,360 1,490 1,360 1,490 3 10-10dx1'/2 — — 1,240 — 1,240 SPH8 75/16 8/s 12-10dx1'/2 — 1,360 1,490 1,360 1,490 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.For Models SPI and SP2,one 10d common stud nail must be installed as a toenail. It must be driven through the connector at an angle approximately 30°with the stud with the nail penetrating through the stud into the wood sill plate.(See detail on this page entitled"SP1 Nailing Profile.") 2.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 4.Allowable uplift loads are given for wood assemblies consisting of lumber having an assigned specific gravity(S.G.)of 0.50,such as Douglas fir-larch,and 0.55,such as southern pine. F ST-0°� c 0 O O o O ° tD mo o rnc: cL O ° 5,�• O e ' 0 n o U Ivl rD ✓" SPI Installation: SP2 Installation: SP1 Nailing Profile SP1/SP2 Stud to Sill Plate Stud to Double Top Plate i o � o 0 ` , iI •• ••• • • • • • •• •• ••• •• • • e •• 101x114•Nali1s Each Side of Stud Typical SPH4 Installation: + ••• •• ••• Typical SP4 Installation: Stud to Wood Sill Plate • • . • . Dou�ie.•Tap`tllate to Stud(SPH Similar) :0 000 V 000 FIGURE 7—SP AND SPH STUD PLATE TIES • • • • • • • • • • ••• • 0 0 ••• • 0 Page 11 of 12 ESR-2613 TABLE 8—RSP4 REVERSABLE STUD PLATE CONNECTOR' MODEL QuantityFASTENER a ALLOWABLE LOADSz''(Ibs)where C°=1.33 or Co=1.6 NO. To Stud To Plate Connection Configuration° Uplift Laterals F� Fz Stud to Double Top Plate 450 210 250 RSP4 4-8dx1 /z 4 8dx1 /z Stud to Sill Plate 315 210 250 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.Refer to Figure 8a for overall dimensions of the RSP4 plate connector. 2.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 4.Refer to Figure 8b and 8c for connection configurations. 5.F,load direction is parallel to plate,and Fz load direction is perpendicular to plate. F1 F2 0 0 o ° 0 00 co Go o ° 0 0 01 Figure 8a—RSP4 Stud Plate Figure 8b—RSP4 Installation: Figure 8c—RSP4 Installation: Connector Dimensions Stud to Double Top Plate Stud to Sill Plate TABLE 9—SSP AND DSP STUD PLATE TIE CONNECTORS FASTENERS ALLOWABLE UPLIFT LOADS (Ibs) MODEL (Quantity-Type) Where C13=1.33 or C0=1.6 NO. Studs Double Top Plate Sill Plate Double Top Plate Sill Plate S.G.=0.50 S.G.=0.50 S.G.=0.43 4-10dx1'/z 3-10dx1'/2 — 350 — — SSP — 1-10dx1'/2 — 420 325 4-10d 3-10d — 435 — - - 1-10d — 455 420 6-10dx1'/2 — 775 — — 8-10dx1 /z — 2-10dx1'/2 — 660 545 DSP 6-10d — 825 — — 8-10d — 2-10d — 825 600 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.Tabulated allowable uplift loads have been increased for wind or earthquake loading no further increase allowed.Reduce loads when other load durations govern. 2.When cross-grain bending or cross-grain tension cannot be avoided,mechanical reinforcement to resist such forces should be considered. 3.For Sill Plate allowable uplift loads,all round nail holes in the connector must be filled with the specified quantity and type of nails. 4.For Double Top Plate allowable uplift loads,all round and triangular nail holes the tie connectors must be filled with the specified quantity and type of nails. 5. s s ' • • • • • • • i o v 8'fib' • • • • • • • • ° c o ° 1 ° fie• �^Ey, • • • • `�,t, :••.. .�o •• • • • • • • • • • • •• • • S9F'Installat4orn • DSP Installation: SSP DSP 606 ` 'hingle Stud to 9jill Plate Double Stud to Double Top Plate ••• • • • • 0 10 • • FIGURE 9--.5SPiVStSJUDPLAf ET INS • •• •• • • • •• •• 964 0 0 0 000 0 0 Page 12 of 12 ESR-2613 TABLE 9—HGT HEAVY GIRDER TIEDOWN CONNECTORS'' HGT DISTANCE BETWEEN ALLOWABLE UPLIFT 34 CONNECTOR FASTENERS a6 MODEL' ANCHOR RODS LOADS5-6 WIDTH (Quantity-Type) NO. � (on center) Where Co=1.33 or Co=1.6 (in.) (Inches) Anchor Rod To Multi-ply Truss (lbs) HGT-2 35/16 53/4 2-5/6"Dia. 16-10d 10,980 HGT-3 45/16 73/6 2-5/6"Dia. 16-10d 10,530 HGT-4 69/16 9 2-5/6"Dia. 16-10d 9,520 For SI:1 inch=25.4mm,1 lbs=4.45 N. 1.The HGT connector can accommodate top chord slopes from minimum 3:12(14")to maximum 8:12(34")and are provided with crescent washers for sloped top chord installations. 2.All elements of the tie-down assembly(multi-ply trusses,vertically aligned wood studs/posts,and the hold-down connectors attached to the wood studs/posts)must be designed to resist applied loads. 3.The HGT-2,HGT-3,and HGT-4 connector attaches to the heel joint of a two-ply,three-ply,and four-ply wood truss,respectively,where each ply thickness is nominal 2 inches. 4.When the HGT-3 is used with a two-ply truss,shimming is required,and the shimming material must be similar(thickness and grade of lumber)as the truss member material. Additionally,the entire assembly must be designed by a registered design professional to act as one unit. 5.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 6.The uplift loads have been increased for wind or earthquake loading with no further increase is allowed. Reduce loads when other load durations govern. 7.Anchor rods must be used to connect the HGT connector to the hold-down or tie-down devices attached to the vertically aligned wood studs/post. The anchor rod material specifications must be identified by the registered design professional. 8.Two LBP 5/vAnch washers must be installed on top of each crescent washer.LBP washers and crescent washers are required.Crescent washers are supplied with the connector. LBP5/6 washers are available from Simpson Strong-Tie Company,and are 2-inch square by 9/64- inch thick galvanized steel washers with a center bolt hole to accommodate a 5/6-inch diameter threaded bolt/rod. hisM two LBPW washers on top of each crescent washer (tocol tour W washers)for woos ftsWlefan.M washers and crescent washers are required. Crecseat washers are supplied. Crescent washer supplied and required 0 3sls' $ Wor nut ( requires I 1 HGT-2 (HGT-3 and HGT-4 similar) Typical HGT-3 Installation,with HTT22 Tension Tie connectors used to attach the HGT Tiedown to the HTT22 Tension Tie vertically aligned wood post/column. The design of (Not covered In this the HTT22 tension tie connectors attached to the Evaluation Report.) wood post/column is outside the scope of this reports• ••• • • • • • •• • •• • • • • ••• • of ••• of • • • •• FIGURE 9,,--HGJ LiEAVYJVR9�V TIErJQI IN gONNECTOR • •• • • •• • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • —� ESR-2613 Supplement REPORTET"" Issued February 1, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. Business/Regional Office■5360 Workman Mill Road,Whiter,Cafifomia 90601■(562)699-0543 Regional Office■900 Montdair Road,SLdte A,Birmingham,Alabama 35213 ■(205)599-9800 www.icc-es.org Regional Office•4051 West Flossmoor Road,Country Club Hills,Illinois 60478•(708)799-2305 DIVISION:06—WOOD AND PLASTIC Section:06090—Wood and Plastic 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 HURRICANE AND SEISMIC STRAPS AND TIES 1.0 EVALUATION SCOPE Compliance with the following code: 2004 Florida Building Code—Building Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the Simpson Strong-Tie hurricane and seismic straps and ties described in the master report comply with the 2004 Florida Building Code—Building,when designed and installed in accordance with the master evaluation report. Use of the Simpson Strong-Tie hurricane and seismic straps and ties described in the master evaluation report,for compliance with the High Velocity Hurricane Zone Provisions of the 2004 Florida Building Code—Building, has not been evaluated, and is outside the scope of this supplement. This supplement expires concurrently with the master evaluation report issued on February 1,2008. •• ••• • • • • • •• •• ••• •• • • • •• 00 • •• • • •• • • • • 0S 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 recommendationfor it*is*Tlvre is nev ailtan4,b*`GEVluation Service,Inc.,express or implied as to arty finding or other matter in this report,or as to any product covered by the report. so • Le.: •••••• • %*.:• •• •• •m�m� • ••• • • • ••• • • Copyright©2008 Page 1 of 1