Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
RC-14-2359
Miami Shores Village Building Department X v, �++ 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 OCT 2 4 2914 Tel: (305) 795-2204 Fax: (305) 756-8972 BY: — INSPECTION LINE PHONE NUMBER: (305) 762-4949 q FBC 20 BUILDING Master Permit No. PERMIT APPLICATION Sub Permit No. QBUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL [PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 570 Nw 112 st - / c Citv: Miami Shores County: Miami Dade Zia: 1k0® Folio/Parcel#:11-2136-021-0620 Is the Building Historically Designated: Yes NO bf Occupancy Type:5 Load: Construction Type: I Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): I� � � S VA i -1146 fkbone#: � /6�!/P' Address: S��O lei f c.I J 1 2 S �— city: 1441 State: r_7L_ Zip: 3316 Tenant/Lessee Name: Email: j 64 -G -6-i /9 y,,, V00111- CONTRACTOR:Company Name: Pyramid Engineering & Construction, Inc. Phone 4 --- Address: 45 41 sw 28 way City. Ft Lauderdale State: FL Zip: 33312 Qualifier Name: Michael Grant Phone#: YSL — 2;1-4 1 State Certification or Registration #: CGC-059687 Certificate of Competency M DESIGNER: Architect/Engineer: Edward Landers Phone#: 30 r' S Z3 —3� �p 4 3 Address: �,5 (� /VW 11&b� City: ,�� ],aC"tate:E(e.. Zip: Value of Work for this Permit: $ 3,500 Square/Linear Footage of Work: ® S Type of Work: ❑ Addition ❑ Alteration ❑ New Repair/Replace Demolition Description of Work: Replace Damage carport Rafters and decking and ceiling`s Specify color of color thru tile: 6 Submittal Fee $ a Permit Fee $ _ 1 �� CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Structural Reviews $ (Revised02/24/2014) Double Fee $ Bond $ TOTAL FEE NOW DUE $ 4 to _�sd q-0 Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) vl 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." I - Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signa re Signatu OWNER or AGENT CONTRACTOR The fo7-14 oing instrument was acknowledged before me this ay of ��'3`/�� . 20 by %JAd who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: A/0 Sign. Print: Seal:` APPROVED BY (Revised02/24/2014) UP!RES FEA.03,2017 www.AARONNowyam L( ,I vl l (S , The foregoirT{, instrument was acknowledged before me this ��day of 0 (-400'e , 20 ) H . • by ° 11C%1�1 f'_ � AfA4-iorvA 6a�l%ho is personally known to me or who has produced L �Z - as Identification and who did take an oath. NOTARY PUBLIC: Sign: Print: LU % Seal: IMILYN ART®LA NotM Public. State of Florda- Commissiod►If EE 167448 Plans Examiner Zoning Structural Review Clerk RICK SCOTT, GOVERNOR v KEN LAWSON, SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD LICENSE NUMBER The GENERAL CONTRACTOR Named below IS CERTIFIED Under, the provisions of Chapter 489 FS. Expiration date: AUG 31, 2016 GRANT, MICHAELA PYRAMID ENGINEERING -$ GQNSTRUCTIION INC 4541 SW 28 WAY FT LAUDERDALE FL 33312 ISSUED: 08/3112014 DISPLAY AS REQUIRED BY LAW SEQ # L1408310004692 age: 2 Of 2 10/24/2014 NE #954�07 09:49 AM TO:13057568972 FROM: MICHAEL GRANT PYRAM-1 OP ID: BB '44� om CERTIFICATE OF LIABILITY INSURANCE DATE(M4120 4 10/24/2014 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 pollcy(les) must be endorsed. If SUBROGATION IS WANED, 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 Bull(n on Insurance Group LLC 1448 W. Busch Blvd. Tampa, FL 33612 Brooks Bullington CONTACTNAME: Brooks Builington (AICC.No Ext : 813-248-6800 WCC No .813-248-6877 E-MAIL ADDRESS: INSURER(S) AFFORDING COVERAGE NAIL # MMWD EXP INSURER A: LLoyds of London A INSURED Pyramid Engineering $ Construction Inc. INSURER 8: INSURER C : 4541 SW 28th Way INSURER D : Davie, FL 33312 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 CONTRACT OR 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. LTR TYPE OF INSURANCE POLICY NUMBER MMMDY EFF MMWD EXP LIMITS A X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,00 CLAIMS -MADE Q OCCUR UEEE-O 09/21/2014 09/21/2015 PRENSES occurrence $ 100,000 MED EXP (Any one person) $ 5,00 PERSONAL & ADV INJURY $ 1,000,00 GEN1- AGGREGATE LIMIT APPLIES PER: GFJJERAL AGGREGATE $ 1,000,000 POLICY a P 4 � LOC PRODUCTS -COMPIOPAGG $ 1,000,00 OTHER: $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ Ea acddent BODILY INJURY (Per person) $ ANY AUTO ALLOWNEDED SCHEDULED BODILY INJURY (Per acddent) $ A HIRED AUTOS NON -OWNED AUTOS PROPERTY DAMAGE Peracddent $ $ UMBRELLALIABHLAMS-.ADE OCCUR EACH OCCURRENCE $ EXCESS LIAB AGGREGATE $ DED RETENTION $ WORKERS COMPENSATION �_ AND EMPLOYERS' LIABILI Y YIN N ANY PROPRIETORPPARTNER/F_XECUTIVE STATUTE ER E.L. EACH ACCIDENT $ OFFICERIMEMBER EXCLUDED9 EI N I A (Mandatory In Nn K es descnbe urt�r DESCRIPTION OF OPERATIONS below EL DISEASE - EA EMPLOYE $ EL OLSFASE - POLICY LIMIT $ DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached H more space is required) Contractor License CGC-059687 Miami Shores Village Building Department 10050 NE 2nd Ave Miami Shores, FL 33138 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE W 1V5tF-ZU94ACURLI CORPORATION. All rights reserved. ACORD 25 (2014/01) The ACORD name and logo are registered marks of ACORD * * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW • " CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 2/1212014 EXPIRATION DATE: 2/12/2016 PERSON: GRANT MICHAEL A FEIN: 680822046 BUSINESS NAME AND ADDRESS: PYRAMID ENGINEERING & CC 4541 SW 28 WAY FT LAUDERDALE FL 33312 SCOPES OF BUSINESS OR TRAM: LICENSED GENERAL LICENSED ROOFING CONTRACTOR CONTRACTOR Purawt to Cher 440.OR14), F.S., an officer of a corporation who etects exemptlon from this chapter by ffi t a oerbF=te of efectlon under the section may not recavar benefits or oompensatlon under this chapter. Pursuant to Chapter 440.05(12), F.S., Certificates of election to be exempt... apply only Within the scope of the business or trace Rated on the notice of election to be exemp. Pursuant to Chapter 440.x5(13), F.S., Notices of election to be exerts and certStioatee of election to be exempt shall be subject to revocatlon if, at any time after the filing of the notice or the Issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of tit section for issuance of a certificate. The department shall revoke a ceriift erte at any tine for failure of the person ranted an the certificate to meet the requirements of this section. DFS -F2 DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 07-12 QUESTIONS? (850)413-9tg Miami shores V11age Building Department 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, ygu maybe personally liable for the worker compensation iniuries of any person allowed to work under this permit Please check with your insurance carver 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 ' Print Name: Signa e: State of Florida ) County of Miami -Dade ) Sworn to and subscribed before me this �l day of QC kjQ-4— , 20 l Jy I, rvpR" FUNIC, State of Florida (SEAT,) CommissION EE 167446 Type of nation X201® Contractor Sworn to and qukscdbed before me this day of ���� , 20 —]A- . By M 9, 12/6/2014 - e ��i g Lr6f 1 4t rcr �� �* ihN�gpIE ���i �Yk iia BCIS Home Log In User Registration Hot Topics Business Professional ,USER Product Fegu'-:i:-) Florida Bglding Code Online Mrm1 4 Submit Surcharge Stats & Fads Publications ' FBC Staff j BCIS Site Map 1 Unks Search Product Approval Menu > Product or Application Search -> Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL10655-R2 Editorial Change 2010 Approved Simpson Strong -Tie Co. 2221 Country Lane McKinney, TX 75070 (972) 439-3029 rshackelford@strongtie.com Randall Shackelford rshackelford@strongtie.com Randall Shackelford ifi * 7 1 ' 1720 Couch Drive McKinney, TX 75069 se 2014 (800) 999-5099 rshackelford@strongtie.co Pat Woodall 1720 Couch Drive McKinney, TX 75069 (800) 999-5099 pwoodall@strongtie.com Structural Components Wood Connectors Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC Benchmark Holdings, L.L.C. 12/31/2014 Jeffrey P. Arneson, P.E. Validation Checklist - Hardcopy Received FL10655 R2 COI ICC Cert of Independence pdf •• ••• • • • • •• Referenced Standard andPYear (o1:S rilyd) . ;�ard year • • • • • • • • • • ASTM D1761 2000 • • • • • 00: 0•0 • • N i4 SPEC FOR DESIGN OF COLD FORMED STEEL CONSTRUCTION 2001 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2005 • ••• • ••• ••• or Equivalence of Prod ui:S:andprds • • • • • Certified By 0 g • • • : • a s • : �oride•Licensed Professional Engineer or Architect R10b•55 R2 Eauiv 2010 Self Affirmation Simpson pdf Sections from the Codea go go 0 00 00 • . , . � � � • • • • • • • • • • • ••• • • • ••• • • httpsJ/www.floridabuilding.orgtpr/pr app dtJ.espxTparam--wGEVXQwtDgtBNbEY5V%2boQTICuAhT5s527XEcsRgT314dUIGFVCfwwQ%3dp/oW 1/4 12/6/2014 6 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Go to Page Florida Building Code Online Method 1 Option C 04/25/2012 04/26/2012 05/02/2012 06/11/2012 0 0 Page 1/ 9* 0 FL # Model, Number or Name Description 10655.1 HHUS210-2 I Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10655 R2 II ESR-2549.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. 4 FL10655 R2 AE ESR-2549.pdf 10655.2 1 HHUS26-2 ' Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 H ESR-2549.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.pdf 10655.3 HHUS28-2 Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes 8.10655 R2 H ESR-2549.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.pdf 10655.4 HHUS410 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10655 R2 II ESR-2549.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.pdf 10655.5 HHUS46 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10655 R2 II ESR-2549.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.odf 10655.6 HHUS48 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHW: ires• • • • • • • • FL10655 R2 II ESR-2549.odf Approved for use out.91' de HVH*: Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A • • • • • • • • • • • Created by Independent Third Party: Yes • ' ' Design Pressure: N/A• • • • • • • ' ' ' ' ' • • • • • Evaluation Reports P Other: FL10655 R2 AE ESR-2549.pdf 10655.7 Joist Hanger Limits of Use • • • • : : • • ; Installation Instructions Approved for use in F&H2: �'es '.' ;' ' ; • FL10655 R2 II ESR-2549.pdf Approved for use outside HVHZ: Yes •' Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A, �. • • • Evaluation Reports Other. • • • • • • • • • FL10655 R2 AE ESR-2549.odf • • • • as •• • 10655.8 • r i4StbL214-Q • • • •• •• • • • • • Joist Hanger httpslwww.floridabuildirig.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgtBidbEY5V°lo2boQTICuAhT5s527XEcsRgT3i4dUleFVcfvuwQ%3d%3d 214 17/6/2014 Florida Building Code Online Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10655 R2 II ESR-2549.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.odf 10655.9 HSUL26-2 Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 II ESR-2549.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: When resisting wind uplift supplemental connectors F1,10655 R2 AE ESR-2549.odf may be required to acheive 700# uplift for HVHZ. 10655.10 HSUL410 Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 II ESR-2549.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.pdf 10655.11 HSUL414 l Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10655 R2 II ESR-2549.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.odf 10655.12 HSUL46 Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 II ESR-2549.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: When resisting wind uplift supplemental connectors FL10655 R2 AE ESR-2549.odf may be required to achelve 700# uplift for HVHZ. 10655.13 HSUR210-2 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10655 R2 II ESR-2549.Ddf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.odf 10655.14 HSUR214-2 Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 II ESR-2549.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: EL10655 R2 AE ESR-2549.pdf 10655.15 j 15UR2Q • • • • Joist Hanger Limits of Use • • • • • : : : :.: ' • Installation Instructions Approved for use InHWOYos; '.; '.' ; ; FL10655 R2 II ESR-2549.pddf �•' Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/jt • • • • • G o • 000 Evaluation Reports Other: When resistin AyInd lift supplemental connectors. FL10655 R2 AE ESR-2549.pdf may be required to acaelve 70# uplift Cor 14QVHZ. .' 10655.16 HSUR410 Joist Hanger Limits of UseInstallation ': • Instructions Approved for use In HVHZ Yso es : : : ; ; FL10655 R2 II ESR-2549.odf Approved for use outsidl MOM; YDs ;'; ; � e Verified By: Randall Shackelford P.E. 68675 • Impact Resistant: N/A •• • • • • • • • • • • • •' ' ' ' "' ' ' Created by Independent Third Parry: Yes Design Pressure: N/A Evaluation Reports httpsJlwww.floridabuilding.org/pr/pr app t.asp(?param=wGEVXQwtDgtBNbEY5V%2boQTICuAhT5s527XEcsRgT314dUieFVcfwwQ%3d%3d 3/4 12/6/2014 Florida Building Code Online Other: I FL10655 R2 AE ESR-2549.Ddf 10655.17 HSUR414 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10655 R2 II ESR-2549.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.odf 10655.18 HSUR46 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10655 R2 II ESR-2549.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. When resisting wind uplift supplemental connectors FL10655 R2 AE ESR-2549.Ddf may be required to acheive 700# uplift for HVHZ. 10655.19 HU210 Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10655 R2 R ESR-2549.Ddf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: When resisting wind uplift supplemental connectors FL10655 R2 AE ESR-2549.Ddf must be used to acheive 700# uplift for HVHZ. 10655.20 HU210-2 Joist Hanger Limits of Use installation Instructions Approved for use in HVHZ: Yes FL10655 R2 IT ESR-2549.Ddf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.Ddf Go to Page 0 0 0 Page 1/ 9 0 Q Contact Us :: 1940 North Monroe Street Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mall address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick hare . Product Approval Accepts: ® e,.he _ g> Credit§jr,' •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• ••• ••• • • • • • • • • • • • •• • • •• • • •• ••• • • • • ••• • • • • • • • • • • • • ••• •• •• • • • •• •• • • • • ••• • • https:Iwww.foridabuilding.org/prlpr_app dtl.aspx?param=wGEVXQwtDgtBNbEY5W/a2bd2TICuAhT5s527XEmRgT3i4dUieFVcfwwQ%3d%3d 414 -� ESR -2549 � REPORT TM ,S Issued February a, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. BuslnesslReglonal Office # 5360 Worlvnan Mill Road, Whittler, Califomia 9=1 # (562) 699-0543 Regional Office # 900 Montclair Road, Suite A, Birmingham, Alabama 35213 # (205) 599-9800 wwy,i ° f O C -C S • ®rO Regional Office # 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 # (708) 799.2305 DIVISION: 06—WOOD AND PLASTICS Section: 06090—Wood and Plastic Fastenings REPORT HOLDER: SiMPSON STRONG TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800)925.5099 w,%w.stronatie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE FACE -MOUNT HANGERS FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: # 2006 International Building Code® (IBC) # 2006 International Residential Code® (IRC) # Other Codes (see Section 8.0) Properties evaluated: Structural 2.0 USES The Simpson Strong -Tie face -mount hangers described in this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie face -mount hangers described in this report are U-shaped hangers that have prepunched holes for the installation of nails into the face of the supporting wood header or beam or ledger. hangers having a width equal to or greater than 28116 inches (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series hanger and Figure 3b for an HUC hanger. 3.1.4 LUS Series Hangers: The LUS series hangers are formed from No. 18 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45 -degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 4 forthe hanger dimensions, required fasteners, and allowable loads; and Figure 4 for a drawing of a typical LUS series hanger. 3.1.5 MUS Joist Hanger: The MUS series hangers are formed from No. 18 gage galvanized steel. The U-shaped portion of the hangers has prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 5 for the hanger dimensions, required fasteners, and allowable loads; Figure 5 for a drawing of a typical MUS series hanger. 3.1.6 HUS Series Hangers: The HUS series hangers are formed from No. 14 gage galvanized steel with the exception of the HUS26, HUS28 and HUS210 hangers, which are formed from No. 16 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 6 for the hanger dimensions, required fasteners, and allowable loads; and Figure 6 for a drawing of a typical HUS series hanger. 3.1.7 HHUS Series Hangers: The HHUS series hangers are formed from No. 14 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 7 for the hanger dimensions, required fasteners, and allowable loads; Figure 7 for a drawing of a typical HHUS series hanger. 3.1.8 SUR/L Series Hangers: The SUR/L series hangers 3.1.1 LU Series Hangers: The LU series hangers are are formed from No. 16 gage galvanized steel. SUR and SUL formed from No. 20 gage galvanized steel. See Table 1 for are mirror-image identical hangers, skewed at 45 degrees hanger dimensions, required fasteners, and allowable loads; right and left, respectively. See Table 8 for the hanger and Figure 1 for a drawing of a typical LU series hanger. dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.2 U Series Hangers: The U sefids MACg4rspr%fbrVd@ .'3.1.9 HSUR/L Series Hangers. The HSUR/L series from No. 16 gage galvanized stebj Sal ;T�t71� 2 for it,; • • dangers are formed from No. 14 gage galvanized steel. SUR hanger dimensions, required fastegefs, arLd�lbweb loa*s;* • • and SUL are mirror-image identical hangers, skewed at 45 and Figure 2 for a drawing of a typical U seriesVanger. degrees right and left, respectively. See Table 9 for the 3.1.3 HU/HUC Series Hangers: The HU and HUC series hanger dimensions, required fasteners, and allowable loads; hangers are formed from No. 1A page galvanized d14A. HU' 58 Figure 9 for a drawing of typical HSUR/L series hangers. • . . . • . • • • . • • . • • Fr$ REPORTS" are not to be construed as representing aesthetics or any other attributes not specUcally addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service. Inc, express or implied, as to any finding or other matter in this report, or as to aro' pyo'ducycovereJ by2he:ep.*r` • mom Copyright ©2008 ••• �• •� ••• •i• i� •i Pagel of 10 Page 2 of 10 ESR -2549 3.2 Materials: 3.2.1 Steel: The hangers described in this report are manufactured from galvanized steel complying with ASTM A 653, SS designation, Grade 33, with a minimum yield strength, Fr of 33,000 psi (227 MPa) and a minimum tensile strength, F,,, of 45,000 psi (310 MPa). Minimum base -metal thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (inch) No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For SI: 1 inch = 25.4 mm. The hangers have a minimum G90 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, in accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/m2), total for both sides. Model numbers in this report do not include the Z or HDG ending, but the information shown applies. The lumber treater or holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Wood members with which the connectors are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the supporting wood member (header, beam, or ledger) must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Nails used for hangers described in this report must comply with ASTM F 1667 and have the following minimum fastener dimensions and bending yield strengths (F,,): COMMON NAIL SIZE SHANK DIAMETER (inch) FASTENER LENGTH (inches) Fyb (psi) 10d x 11/2 0.148 1'/2 90,000 10d 0.148 3 90,000 16d x 21/ 0.162 21/ 90,000 duration factor, Co, corresponding with the applicable loads in accordance with the NDS. Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100°F (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, Cm, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.80C), the allowable loads in this report must be adjusted by the temperature factor, C, specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacture's published installation instructions, this report governs. 5.0 CONDITIONS OF USE The Simpson Strong -Tie face -mount hangers for wood - framed construction described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statues of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 6.0 EVIDENCE SUBMITTED 16d 2 0.162 3'/2 90,000 Data in accordance with the ICC -ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October For SI: finch = 25.4 mm, 1 psi = 6.895 k e9• • • • • • • . 2006 (corrected March 2007). Fasteners used in contact with pt esery atP etseatpd or tri : •7 0 IDENTIFICATION retardant treated lumber must comply with.I9C•S1ct=drt 2304.9.5 or IRC Section R319.3, as aplil%able: "elumbef • • The products described in this report are identified with a die - treater or this report holder (Simpson Strong -Tie Company) stamped label indicating the name of the manufacturer should be contacted for recgrnmeglgtions pn �nlrlimu ; • • •(Simpson Strong -Tie), the model number, and the number of corrosion resistance of fastenedand Gonneclion capacities • an index evaluation report (ESR -2523) that is used as an of fasteners used with the speCifl; prQprie#aiy press: adve • • i8 entifier for the products recognized in this report. treated or fire retardant treated lumbers • • 8.V OTHER CODES 4.0 DESIGN AND INSTALLATION 8.1 Evaluation Scope: . .. . . . ... . . 4.1 Design: .• • • • •In addition to the codes referenced In Section 1.0, the The tabulated allowable loads shovii in 6§ jipdjt $re I*sel • • •:products in this report were evaluated for compliance with the on allowable stress design (AM •aild include the •load .requirements of the following codes: Page 3 of 10 ESR -2549 # 2003 International Building Code® (2003 IBC) # 2003 International Residential Code® (2003 IRC) # 2000 International Building Code® (2000 IBC) # 2000 International Residential Code® (2000 IRC) # 1997 Uniform Building CodeTm (UBC) The products described in this report comply with, or are suitable alternatives to what is specified in, the codes listed above, subject to the provisions of Sections 8.2 through 8.7. 8.2 Uses: 8.2.1 2003 IBC, 2003 IRC, 2000 IBC, and 2000 IRC: See Section 2.0 of this report. 8.2.2 UBC: Replace the information in Section 2.0 with the following: Simpson Strong -Tie face -mount hangers are used as wood framing connectors in accordance with Section 2318.4.8 of the UBC. 8.3 Description: 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this report. 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this report, except modify Section 3.2.3 of this report to reference Section R323.3 of the IRC. 8.3.3 UBC: See Section 3.0 of this report, except modify the first sentence in the last paragraph of Section 3.2.3 as follows: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC, and UBC: See Section 4.0 of his report. 8.5 Conditions of Use: 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 8.0, subject to the same conditions of use indicated in Section 5.0 of this report. 8.5.2 UBC: The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, the UBC, subject to the same conditions of use indicated in Section 5.0 of this report, except the last sentence of Section 5.5 is replaced with the following: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.6 Evidence Submitted: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 6.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 7.0 of this report. •• .•. . • • . . •. . •• • • • • •.• . . •.. • ... .•• ••• • . • • • • • • . • • •• • • •• • • •• • . . • • • • • . • •.. • . . ... . . Page 4 of 10 ESR -2549 TARr F 1—AI 1 nWA921 = 1 nAma =no Tu= 1 11 CUD =0 1A10T LJALI/%-=MC 1 - . 1 Il ILII - AJ."4111i 11, 1 Jul -'T.-fu IV. 1. Refer to Figure 1 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. LU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm). 5. The quantity of 10d or 16d common nails specified in the "Header" column under "Fasteners" is required to achieve the tabulated allowable loads shown in the Allowable Download "10d" or "16d" columns. 6. Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govem. FIGURE 1—LU SERIES HANGER • • • • • • • • • • DIMENSIONS' (inches) FASTENERSZ (Quantity -Type) _ -'_ "'--- --'-•----._. ... _.__. ALLOWABLE LOADS 348(lbs) M ODEL W H B Headers Joist Uplifts Download CD =1.33 CD =1.0 CD= 1-15 CD= 1.25 or = 1.6 10d7 16d 10d 16d 10d 16d LU24 18/,s 3% 1% 4 2-10dx1% 245 445 530 510 610 555 665 LU26 19/18 43/4 1% 6 4-10dx1'/ 490 665 800 765 920 830 1,000 LU28 19/18 6'/a 1'% 8 6-10dx1'/2 735 890 1,065 1,025 11225 1,110 1,300 LU210 19/1e 713/18 1'/z 10 6-10dx1'/2 735 1,110 1,330 1,275 1,530 1,390 1,660 1 - . 1 Il ILII - AJ."4111i 11, 1 Jul -'T.-fu IV. 1. Refer to Figure 1 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. LU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm). 5. The quantity of 10d or 16d common nails specified in the "Header" column under "Fasteners" is required to achieve the tabulated allowable loads shown in the Allowable Download "10d" or "16d" columns. 6. Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govem. FIGURE 1—LU SERIES HANGER • • • • • • • • • • Page 5 of 10 ESR -2549 TABLE 2 -ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS MODEL No DIMENSIONS' (inches) W H B FASTENERS2 (Quantity -Type) Headers Joist -a Uplift CD =1.33 or =1.6 ALLOWABLE LOADS ' (lbs Download Co =1.0 Co =1.15 10d 16d 10d 16d Co =1.25 10d 16d U24 18/16 31/6 2 4 2-10dx11/2 240 445 530 510 610 555 665 U26 19/18 43/4 2 6 4-10dx1'/2. 480 665 800 765 920 830 1,000 U210 18/16 713/18 2 10 6-10dx11/2 720 1,110 1,330 1,275 1,530 1,390 1,660 U214 18/16 10 2 12 8-10dxl1/2 960 1,330 1,595 1,530 1,835 1,665 1,995 U34 28/16 33/8 2 4 2-10dx11/2 240 445 530 510 610 555 665 U36 29/16 53/8 2 8 1 4-10dx11/2 480 890 1,065 1,025 1,225 1,110 1,330 U310 29/16 8r/e T 2 14 6-10dx11/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U314 28/16 101/2 2 16 6-10dx11/2 720 1,775 2,130 2,040 2,450 2,220 2,660 U44 39/16 2% 2 4 2-10d 295 445 530 510 610 555 665 U46 39/16 47/8 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U410 38/16 83/8 2 1 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U414 39/16 10 2 16 6-10d 890 1,775 2,130 2,040 2,450 2,220 2,660 U24-2 31/8 3 2 4 2-10d 295 445 530 510 610 555 665 U26-2 31/8 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U210-2 3118 8112 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U66 1 51/2 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U610 1 51/2 81/2 2 14 1 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U210-3 1 51/2 7314 --9/-8-2 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U24R 21/18 4 2-10dx11/2 240 445 530 510 610 555 665 U26R 21/18 56/8 2 8 4-10dx11/2 480 690 1,065 1,025 1,225 1,110 1,330 U21OR 21/16 91/8 1 2 14 6-10dx11/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U44R 41/18 2518 2 4 2-16d 355 445 530 510 610 555 665 U46R 41/16 45/e 2 8 4-16d 710 890 1,065 1,025 1,225 1,110 1,330 U41OR 41/16 8116 2 14 6-16d 1,065 1,555 1,860 1,790 2,140 1,940 2,330 U66R 6 5 2 8 4-16d 710 890 1,065 1,025 1,225 1,110 1,330 U61OR 6 81/2 2 14 6-16d 1,065 1 1,555 1,860 1 1,790 2,140 1,940 2,330- 1. Refer to Figure 2 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. U Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist Is 0.125 inch (3.2 mm). 5. The quantity of 10d or 16d common nails specified in the "Header" column under "Fasteners" is required to achieve the tabulated allowable loads shown in the Allowable Download "10d" or "16d" columns. 6. Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govem. • FIGURE 2-1.1 SERIES HANGER • (See Table 2 -above) • � n 1 a i+a loa; li •! ••• • • "• • •'1 Fe so • • • @gam•' e • FIG4RI13.4M dRIriS I-rANGER • (Ste Tadle 3-NdAkt Pale) ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• FIGURE 3b-HUC SERIES HANGER (See Table 3, Footnote 3 -Next Page) Page 6 of 10 ESR -2549 TABLE 3-ALLOWA13LE LOADS FOR THE HUlHUC SERIES JOIST HANGERS MODEL HANGER DIMENSIONS' (inches) FASTENERS2 (Quantity -Type) ALLOWABLE LOADS (Ibs)3.4.5 NO. W H B Header Joist Uplifts Co =1.33 or =1.8 Co=1.0 Download Cp=1.15 Cl) =1.25 HU26 19/,s 3'/„ 2% 4-16d 2-10dxl'/2 240 535 615 670 HU28 19/16 5% 2% 1 6-16d 4-10dxl'/, 480 805 925 1,005 HU210 19/16 7'/8 2'/a 8-16d 4-10dxl'/2 480 1,070 1,230 1,340 HU212 19/18 9 2% 10-16d 6-10dx1'/2 720 1,340 1,540 1,675 HU214 11,/1. 10'/e 2'/a 12-16d 6-10dx1'/2 720 1,610 1,850 2,010 HU34 29/18 33/8 2'/a 4-16d 2-10dx1% 240 535 615 670 HU36 28/16 53/8 2'/a 8-16d 4-10dx1'/2 480 1,070 1,230 1,340 HU38 29/18 7'/e 2'/a 10-16d 4-10dx1 /2 480 1,340 1,540 1,675 HU310 291,8 81/8 2'/a 14-16d 6-10dxl'/2 720 1,875 2,155 2,345 HU312 29/,8 10 /8 2% 16-16d 6-10dx1'/2 720 2,145 2,465 2,680 HU314 2911. 123/8 2'/a 18-16d 8-10dx1% 960 2,410 2,770 3,015 HU316 29/18 14'/8 2'/a 20-16d 8-10dx1'/2 960 2,680 3,080 3,350 HU44 39/18 2'/8 2'/a 4-16d 2-10d 300 535 615 670 HU46 39/18 53/18 2 Y 8-16d 4-10d 605 1,070 1,230 1,340 HU48 391,. 61311, 2'/z 10-16d 4-10d 605 1,340 1,540 1,675 HU410 39/,8 85/8 2% 14-16d 6-10d 905 1,875 2,155 2,345 HU412 39/,8 10 !,e 2'/a 16-16d 6-10d 905 2,145 2,465 2,680 HU414 39/18 1 /e 2 Y 18-16d 8-10d 1,205 2,410 2,770 3,015 HU416 39/,e 135/a 2'/a 20-16d 8-10d 1,205 2,680 3,080 3,350 HU66 5'/a 43/,8 2'/a 8-16d 4-16d 715 1,070 1,230 1,340 HU68 5Ya 513/16 2 Y2 10-16d 4-16d 715 1,340 1,540 1,675 HU610 5Ya 75/. 2 Ya 14-16d 6-16d 1,070 1,875 2,155 2,345 HU612 5Ya 93/8 21/2 16-16d 6-16d 1,070 2,145 2,465 2,680 HU614 5Ya 115/8 2'/ 18-16d 8-16d 1,430 2,410 2,770 3,015 HU616 5% 12 !,e 2'/ 20-16d 8-16d 1,430 2,680 3,080 3,350 HU24-2 3'/8 3'/,e 21/2 4-16d 2-10d 300 535 615 670 HU26-2 3'/e 5 V. 2% 8-16d 4-10d 605 1,070 1,230 1,340 HU28-2 3'/s 7 2 Ya 10-16d 4-10d 605 1,340 1,540 1,675 HU210-2 3'/s 87/1. 2'/z 14-16d 6-10d 905 1,875 2,155 2,345 HU212-2 31!e 109/1. 2'/a 16-16d 6-10d 905 2,145 2,465 2,680 HU214-2 3'/e 1213/1, 2 Y2 18-16d 8-10d 1,205 2,410 2,770 3,015 HU216-2 3'/8 13'/8 21/2 20-16d 8-10d 1,205 2,680 3,080 3,350 HU310-2 5'/8 8718 2 Y2 14-16d 6-10d 905 1,875 2,155 2,345 HU312-2 5'!e 105/8 2'/a 16-16d 6-10d 905 2,145 2,770 2,680 HU314-2 5'/e 125/. 2'/ 18-16d 8-10d 1,205 2,410 2,770 3,015 HU210-3 1 41'/18 1 89/16 21/2 14-16d 6-10d 905 1,875 2,155 2,345 HU212-3 4/1. 10 /1. 2 Ya 16-16d 6-10d 905 2,145 2,465 2,680 HU214-3 4 I„ 12'!1, 2'% 18-16d 8-10d 1,205 2,410 2,770 3,015 HU216-3 411/18 137/8 2 Y2 20-16d 8-10d 1,205 2,680 3,080 3,350 For SI: 1 Inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figures 3a and 3b (previous page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3. HU series hangers with widths (W) equal to or greater than 2 9/,s inches (65 mm) are available with header flanges turned in (concealed) and are Identified with the model designation HUC#. See Figure 3b (previous page). 4. Tabulated allowable loads must be seleoted teased on elural+on qt Igpd as,permitted by the applicable building code. 5. HU Series hangers provide torsional r4istance, Qrh%:s Qefite jaCa Moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of thd•(pp oF lot91im•of4h�joisowith respect to the vertical position of the joist is 0.125 inch (3.2 mm). 6. Allowable uplift loads have been increased foo wind os oaNualte laacUewith no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. • ••• • ••• ••• ••• • • • • • • • • • • • •• • • •• • • •• ••• • • • • ••• • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 7 of 10 ESR -2549 TABLE 4 -ALLOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS MODEL NO. W DIMENSIONS' (inches) H B COMMON NAILS2 (Quantity -Type) Header Joists Uplifts Cb =1.33 or =1.6 ALLOWABLE LOADS3,4 (lbs) Download Co=1.0 Co=1.15 Co=1.25 LUS24 19/18 31/8 13/4 4-10d 2-10d 465 640 735 800 LUS26 19/16 43/4 13/4 4-10d 4-10d 930 830 955 1,040 LUS28 11/1e 65/s 1 /a 6-10d 4-10d 930 1,055 1,215 1,320 LUS210 11/,, 713/18 13/a 8-10d 4-10d 930 1,275 1,465 1,595 LUS24-2 3'!e 3'/a 2 4-16d 2-16d 440 765 880 960 LUS26-2 3'/8 415/18 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS28-2 3'/a 7 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS210-2 3'/s 815/18 2 8-16d 6-16d 1,710 1,765 2,030 2,210 LUS214-2 3'/e 1015/,s 2 10-16d 6-16d 1,710 2,030 2,335 2,540 LUS44 3"/16 3 2 4-16d 2-16d 440 765 880 960 LUS46 3s /,e 43/4 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS48 38/1s 63/4 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS410 39/1s 83/4 2 8-16d 6-16d 1,710 1,765 2,030 2,210 LUS414 38/,s 103/4 2 10-16d 6-16d 1,710 2,030 2,335 2,540 For Si: 7 inch ='25.4 mm, 1 lbf = 4.45 N. 1. Refer to Figure 4 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. When LUS Series hangers support joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase Is allowed. The allowable uplift loads must be reduced when other load durations govem. 1'/s° Max, FIGURA"-L7U9SRRIES K4NQ4EF; g • •• ••• •• ••• 1 i ••• • • ••• ••• ••• ••• • • �•••: i i ••• • • i i•••i • ••• • 'age 8 of 10 Co=1.0 Co=1.15 Co=1.25 HUS26 15/e 53/6 3 14-16d 6-16d 1,550 HUS28 16/6 71/16 2,565 2,950 3,205 3 22-16d 8-16d 2,000 HUS210 1s/6 91/16 3 3,585 3,700 3,775 ESR -2549 3,775 3,920 TABLE 5 -ALLOWABLE LOADS FOR THE 4-16d 4-16'4 1,080 HUS48 38!16 615/16 2 1,005 1,115 1,255 6-16d 6-16d 1,550 HUS410 38/16 815/16 2 1,505 1,730 MUS SERIES HANGERS 8-16d 8-16d 2,160 HUS412 38/16 103/4 2 2,010 2,310 2,510 DIMENSIONS inches COMMON NAILS ALLOWABLE LOADS, 4-16d 1,080 HUS28-2 31/6 73/16 2 6-16d MODEL 1,255 Quantity -T e lbs 8-16d 2,160 HUS212-2 3'/e 11 2 10-16d NO. W H B Header Joist6 Uplifts Download 1. Refer to Figure 6 (this page) for definitions of hanger nomenslatur • • • • • • • • • • 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum phy�;cal properties. • • • Co =1.33 or 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HUS series hangers support solid -sawn MUS26 1 s/16 53/16 ementof0 i0 or bott� Rt of• ttopn fA of the joist is 0.125 inch (3.2 mm). • =1.6 Co=1.0 CD- 1-15 Co=1.25 MUS28 2 1 s/,s 63/4 2 6-10d 6-10'4 1,090 1,310 1,505 1,640 or SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 8-10'4 8-10'4 1,555 1,750 2,010 2,185 1. Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. When MUS series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase Is allowed. The allowable uplift loads must be reduced when other load durations govern. FIGURE 5 -MUS HANGER (see Table 5) DIMENSIONS' COMMON NAILSZ MODEL (Inches) (Quantity -Type) T NO. I I I I W I H I B I Header I Joists FIGURE 6 -HUS SERIES HANGER (see Table 6) THE Uplifts Co=133 or ALLOWABLE LOADS3'4 (lbs) Download =1.6 Co=1.0 Co=1.15 Co=1.25 HUS26 15/e 53/6 3 14-16d 6-16d 1,550 HUS28 16/6 71/16 2,565 2,950 3,205 3 22-16d 8-16d 2,000 HUS210 1s/6 91/16 3 3,585 3,700 3,775 30-16d 10-16d 2,845 HUS46 38/16 45/76 2 3,775 3,920 4,020 4-16d 4-16'4 1,080 HUS48 38!16 615/16 2 1,005 1,115 1,255 6-16d 6-16d 1,550 HUS410 38/16 815/16 2 1,505 1,730 1,885 8-16d 8-16d 2,160 HUS412 38/16 103/4 2 2,010 2,310 2,510 10-16d 10-16d 2,700 HUS26-2 3/8 53/16 2 4-16d 2,510 1 2,885 3,140 4-16d 1,080 HUS28-2 31/6 73/16 2 6-16d 1,005 1,115 1,255 6-16d 1,550 HUS210-2 3'/s 93178 21,885 8-16d 1,505 1,730 8-16d 2,160 HUS212-2 3'/e 11 2 10-16d 2,010 T 2,310 2,510 •1G -16d• For SI: 1 inch = 25.4 mm, 1 pound =,C45 N. • 2,56 2,510-7-2,885 3,140 1. Refer to Figure 6 (this page) for definitions of hanger nomenslatur • • • • • • • • • • 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum phy�;cal properties. • • • 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HUS series hangers support solid -sawn joists, they providetorsiona♦ res "ce, i fined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the I Q � fir* m: ementof0 i0 or bott� Rt of• ttopn fA of the joist is 0.125 inch (3.2 mm). • a joist with respect to the vertical position 5. Joist nails must be driven at a 45 degree angle through the joist into the ReAer • • • • 6. Allowable the to hallowable 8Is uplift loads have been increased for wind or earthquake loading with n/ oo further increase allowed. ed. Theiling) must be reduced when other load durations govern. uplift lve oads Page 9 of 10 ESR -2549 1. Refer to Figure 7 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HUS series hangers support solid -sawn joists having a maximum depth of 11 inches, they provide torsional resistance, which Is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 Inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. I.-2' ?q m. D H �• • e ° ' k D b 4k FIGURE 7-HHUS SERIS HANGER (see Table 7) FIGURE 8- SUR/L SERIES HANGER (see Table 8) I PVDL-r- 0-Fu-L_uw1MN1E LOADS FOR THE SUR/SUL SERIES JOIST HANGERS DIMENSIONS°FASTENERS2 ALLOWABLE LOADS3.4 MODEL NO. (inches) (Quantity Type) (lbs) uplar W H B Al A2 Header Joist Co =1.33 or Download TABLE 7 -ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS =1.8 CD= 1-0 SURJL24 1 9/16 3'/16 2 11/8 1'/4 C°=1.15 Co=1.25 DIMENSIONS' (inches) 610 COMMON NAILS2 6-16d 6-10dx1 /z 720 800 SUR/L26-2 3/s 415116 2s/g 02 23/g 8-16d ALLOWABLE LOADS3,4 1,000 MODEL 1,225 1,330 1,330 SURIL214 19/1e 10 2 1'/8 1'/4 12-16d 12-10dxl /2 1,440 1,595 (Quantity -Type) 1,660 1,995 (lbs) 2,140 2,330 NO. W H • 00 1. Refer to Figure 8 (this page) for definitions of hanger nomentAturd ", H, 8j. These kangeas.heve a 45• Uplifts Download 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where SUR/L series hangers support solid -sawn joists, they pr6tQe torsjdhal resistancep "IcH is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the B Header Joists • • • . • 0 • • • • 5. Allowable uplift loads have been increased for wind or eartlAuaklb loadinghn+ith rm further increaVis allowed. The allowable must be reduced when other load durations govem. uplift loads C° or 6-16d =1136 1,550 C13= 1.0 2,580 C° =1.15=C.= 2,965 3,225 HHUS26-2 HHUS28-2 35/16 36/,g 5 /16 3 7/2 14-16d HHUS210-2 35/,g 9'/g 3 3 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUS46 3% 51/4 3 30-16d 10-16d 2,855 5,190 5,900 5,900 HHUS48 3% 71/e 3 14-16d 22-16d 6-16d 1,550 2,580 2,965 3,224 HHUS410 35/8 9 3 1 30-16d 8-16d 2,000 3,885 4,470 4,855 For SI: finch = 25.4 mm, 1 Ibf = 4.45 N. 10-16d 2,855 5,190 5,900 5,900 1. Refer to Figure 7 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HUS series hangers support solid -sawn joists having a maximum depth of 11 inches, they provide torsional resistance, which Is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 Inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. I.-2' ?q m. D H �• • e ° ' k D b 4k FIGURE 7-HHUS SERIS HANGER (see Table 7) FIGURE 8- SUR/L SERIES HANGER (see Table 8) I PVDL-r- 0-Fu-L_uw1MN1E LOADS FOR THE SUR/SUL SERIES JOIST HANGERS DIMENSIONS°FASTENERS2 ALLOWABLE LOADS3.4 MODEL NO. (inches) (Quantity Type) (lbs) uplar W H B Al A2 Header Joist Co =1.33 or Download =1.8 CD= 1-0 SURJL24 1 9/16 3'/16 2 11/8 1'/4 C°=1.15 Co=1.25 6 4-16d 4-10dx1 /2 450 530 SUR/L26 1/18 5 2 1'/g 1'!4 610 665 6-16d 6-10dx1 /z 720 800 SUR/L26-2 3/s 415116 2s/g 02 23/g 8-16d 960 1,000 4-16dx1 /Z 710 1,065 SUR/L210 19/18 83/16 2 1'/g 1'/4 10-16d 10-10dx1'/2 1,200 1,225 1,330 1,330 SURIL214 19/1e 10 2 1'/8 1'/4 12-16d 12-10dxl /2 1,440 1,595 1,530 1,835 1,660 1,995 SURA -210-2 3'/g 8"/16 25/g 11/2 23/g 14-16d 6-16dx2'/2 1,065 1,860 SUR/1_414 39/1s 121/2 25/g 2,140 2,330 1 23/g 1 ®d • •846*21/, • •1,4$Q 2,395 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 2,500 2,500 • 00 1. Refer to Figure 8 (this page) for definitions of hanger nomentAturd ", H, 8j. These kangeas.heve a 45• skew. 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where SUR/L series hangers support solid -sawn joists, they pr6tQe torsjdhal resistancep "IcH is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lgteFal ve ne othe fop or boton ol:he joist with respect of the joist is 0.125 inch (3.2 mm). e • to the vertical position • • • . • 0 • • • • 5. Allowable uplift loads have been increased for wind or eartlAuaklb loadinghn+ith rm further increaVis allowed. The allowable must be reduced when other load durations govem. uplift loads Page 10 of 10 •—#%LLVVVA sit LUAD5 FOR THE HSUR/HSUL SERIES JOIST HANGERS DIMENSIONS' FASTENERS' ALLOWABLE LOADS3,4 (inches) (Quantity -Type) MODEL NO. (lbs) W H B Al A2 Header Joist Uplifts Downioad Co =1or 1.6.6 Co = 1.0 Cu a 1.15 Co =1.25 = HS (1-26-2 3'/s 4's/,s 27/,8 1'/4 23/18 12-16d 4-16dx2'/2 715 1,610 1,850 2,000 HSUR/L210-2 31/e 8"/,s 2'/,s 11% 23/,6 20-16d 6-16dx21/2 1,070 2,680 3,080 3,350 HSUR/L214-2 3% 12"/,e 27/,s 1'/4 23/16 26-16d 8-16dx21/2 1,430 3,485 4,005 4,355 HSURIL46 39/,8 43/4 2'/,s 1 23/,e 12-16d 4-16d 715 HSUR/L410 39/ g1/ 2�/ 1 3 1,610 1,850 2,000 1s 2 1s 2 /16 20-16d 6-16d 1,070 2,680 3,080 3,350 HSURIL414 39/,8 121/2 2'/,s 1 23/16 26-16d 8-16d 1,430 3,485 4,005 4,355 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 9 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45° skew. 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HSUR/L series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. w FIGURE 9—HSUR/L SERIES HANGER •• ••• • • • • •• • •• • • • • ••• •• ••• •• • • • • •• 004 0 • •• •• • • ••• • 0 • i ••• •• 0 •• • 19J8/2,014 i ° 9A =I- 2; 7., 77 BCIS Home Log In User Registration Hot Topics Business Professional Product Approval USER: Public User Florida Building Code Online Submit Surcharge Stats & Fads Publications : FBC Staff BaS Site Map Links Search 11109091 Product Approval Menu > Product or Application Search > Anolicabon List > Application Detail FL # FL10456-R2 Application Type Editorial Change C TY, Code Version 2010 Application Status Approved Comments Archived P Y Product Manufacturer Simpson Strong -Tie Co. Address/Phone/Email 2221 Country Lane McKinney, TX 75070 (972) 439-3029 rshackelford@strongtie.com Authorized Signature Randall Shackelford rshackelford@strongtie.com Technical Representative Randall Shackelford l Address/Phone/Emall 1720 Couch Drive_______ McKinney, TX 75069.�q, (800) 999-5099 f: `,i _, rshackelford@strongtie.com bE6 16 2694 Quality Assurance Representative Pat Woodall 'i Address/Phone/Email 1720 Couch Drive -- - ------ McKinney, TX 75069 (800) 999-5099 pwoodall@strongtie. com Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Structural Components Wood Connectors Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC Benchmark Holdings, L.L.C. 12/31/2014 Jeffrey P. Arneson, P.E. ,' Validation Checklist - Hardcopy Received F1.10456 R2 COI ICC Cert of Independence odf Referenced Standard and Ye& (of St6d&A SladMard year •• • i i i *4TM*W761 2000 . • . • • • • • • eA *SPEC FOR DESIGN OF COLD FORMED STEEL CONSTRUCTION 2001 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2005 Equivalence of Product Sten • rd e . : : : . . . Certified By . . • . . • FI• s& rinsed Professional Engineer or Architect FL10456 R2 Eguiv 2010 Self Affirmation Simpson.odf ••• • • • • ••• • • Sections from the Code • • • • • • • • ••• • • • ••• • • httpsd www.floridabuilding.org/pr/pr app dtl.espx7param=wGEVXQwtDqudsDrIH814&A9MCap/o2flofYBYUGJCxUg&tcH8N7mgNpVw%3d%3d 1/4 1202014 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products - Go to Page 0 Florida Building Code Online Method 1 Option C 03/14/2012 04/25/2012 05/02/2012 06/11/2012 0 0 Pagel/30 0 FL # Model, Number or Name Description 10456.1 DSP Double Stud to Plate tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R2 II ESR-2613.1?df Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Supplimental connectors may be required to acheive FL10456 R2 AE ESR-2613.Ddf 700# uplift for HVHZ. 10456.2FTA2 Floor Tie Anchor Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R2 11 ESR-2613.Ddf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other.. FL10456 R2 AE ESR -2613 Ddf 10456.3 FfAS Floor Tie Anchor Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R2 H ESR-2613.pd Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Fl_10456 0456 R2 AE ESR -2613 pdf 10456.4 FTA7 Floor Tie Anchor Limits of Use Installation Instructions Approved for use in HVHZ: Yes FLID456 R2 II ESR -2613.r) Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. FL10456 R2 AE ESR -2613 odf 10456.5 H1 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes F 10456 R2 II ESR -2613 odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: 2connectors must be used to acheive 700# uplift for FL10456 R2 AE ESR -2613 Ddf HVHZ. 10456.6 Hip Hurricane Tie Limits of Use • • • : : : s : Installation Instructions •• • • • • • • • • Approved for use in HVH •.Yes • • F i D456 RZ II ESR-2613.pd f Approved for use outsld1641V1t1".Kes 0 0 • • • • Verified B Y: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. • • • • • 0!0 ••• • • FL10456 R2 AE ESR -2613 Ddf • • • • ' ' ' 10456.7 ;10-;. • • • • • • • • Hurricane Tie Limits of Use Installation Instructions Approved for use In HVHZ: Yes F1-10456 R2 II ESR-2613.pd Approved for use outsickrNVMZ: Yes • • • • • • • Verified By: Randall Shackelford P.E. 68675 ' Impact Resistant: N/A ' • • • • • • • • • ... � Created by Independent Third Party: Yes � � Design Pressure: N/A; • • • • • • • Evaluation Reports Other. 2 connectors mustbe used tc•acTieiLeWDQ# "lift :or FL10456 R2 AE ESR-2613.Ddf httpsJiwww.floridabuilding.orglpr/pr app ot.aspx?param=wGEVXQwtDqudsDrIH6148zA9MCa°/A2flofYBYUGJCxUg6tcH8N7mgNpVw%3d%3d 214 12/6/.2014 Florida Building Code Online HVHZ when using SPF/HF lumber. 10456.8 H15 Hurricane Tie Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10456 R2 II ESR-2613.12df Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10456 R2 AE ESR-2613.odf 10456.9 H15-2 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R2 1I ESR-2613.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10456 R2 AE ESR-2613.odf 10456.10 H2 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R2 H ESR-2613.adf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Supplimental connectors must be used to acheive FL10456 R2 AE ESR-2613.odf 700# uplift for HVHZ. 10456.11 H2.5 Hurricane Tie Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10456 R2 II ESR-2613.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: 2 connectors must be used to acheive 700# uplift for FL10456 R2 AE ESR-2613.odf I HVHZ. 10456.12 H2.5A Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R2 II ESR-2613.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: 2 connectors must be used to acheive 700# uplift for FL10456 R2 AE ESR-2613.odf HVHZ. 10456.13 H3 Hurricane Tie Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10456 R2 II ESR-2613.adf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Supplimental connectors must be used to acheive FL10456 R2 AE ESR-2613.Ddf 700# uplift for HVHZ. 2 1-13's may be used in DF/SP lumber to meet the 700# requirement. 10456.14 H4 Hurricane Tie ° ° ° % • • • Limits of Use ° ° •. • • • Installation Instructions ° , . � � � Approved for use in HVHZ: Yes • • • • • • • • FL10456 R2 II ESR-2613.pdf Approved for use outside HVHZ?Iesi : : : : °; ° ° Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A • ° • •' ' • • • • • • Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. Supplimental connectors must be used to acheive FL10456 R2 AE ESR-2613.odf 700# uplift for HVHZ. 2:14's rMj? be ujdtInIMSP luorOAr 6a meet the 700# requireme�tar • • • : • ° 10456.15 iH! ° ° • • Hurricane Tie Limits of UseInstallation Instructions Approved for use In $$ •; • Approved for use outside MV4, Yep ; °; ; Verified By Randall Shackelford P.E. 68675 Impact Resistant: N/A ; *000: • Created by Independent Third Party: Yes • Design Pressure: N/A • • • • • • • • • • • Evaluation Reports Other: 2 connectors must be used to acheive 700# uplift for FL10456 R2 AE ESR-2613.adf httpsJ/www.floridabuilding.org/pr/pr app ff.aspx?param=wGEVXQwtDqudsDrIH6148zA9MCa%2ftofYBYUGJCxUg6tcHBN7mgNpVw%3d%3d 3/4 12/6/2014 Florida Building Code Online N\/H7. Go to Page 0 ME W v rage i/ a W ar Contact Us :: 1940 North Monroe Street Tallahassee Fl- 32399 Phone 850-487-1824 The State of Florida Is an AA/EEO employer. CoQydqht 2007-2013 state of Florida :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e -mall address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850,487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Acceptst ® eChe_t 10456.16 H6 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R2.11 ESR-2613.Ddf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10456 R2 AE ESR-2613.odf 10456.17 H7Z Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R2 II ESR -2613.12d Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure. N/A Evaluation Reports Other: Fl 10456 R2 AE ESR 2613 Ddf •• • ••• -b 10456.18 HGT-2 Heavy Girder Tiedown Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10456 R2 II ESR-2613.odf Approved for use outside HVHZ: Yes 68675 Impact Resistant: N/A ted by Independent Third Party Yes Created Design Pressure: N/A Evaluation Reports Other: FU0456 R2 AE ESR -2613 pd 10456.19 I HGT-3 Heavy Girder Tiedown Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10456 R2 II ESR-2613.Ddf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 { Impact Resistant, N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10456 R2 AE ESR-2613.odf 10456.20 HGT-4 Heavy Girder Tiedown Limits of Use Installation Instructions Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes FL10456 R2 II ESR-2613.pd Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10456 R2 AE ESR -2613 Ddf Go to Page 0 ME W v rage i/ a W ar Contact Us :: 1940 North Monroe Street Tallahassee Fl- 32399 Phone 850-487-1824 The State of Florida Is an AA/EEO employer. CoQydqht 2007-2013 state of Florida :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e -mall address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850,487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Acceptst ® eChe_t hVs:lhvww.loridabuilding.org/pr/prapp d ,aspx?param=wGEVXQwtDqudsDrIH6148ZA9MCa%2nofYBYUGJCxUg6tcH8N7mgNpVw%3d%3d 4/4 •• as: •• • • • •• • ••• • ••• ••• ••• • •• • • •• • • •• 0:0 •• • • • • 0:0 •• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • hVs:lhvww.loridabuilding.org/pr/prapp d ,aspx?param=wGEVXQwtDqudsDrIH6148ZA9MCa%2nofYBYUGJCxUg6tcH8N7mgNpVw%3d%3d 4/4 C ESR -2613 R G P O RTTM Issued February 1, 2008 F This report is subject to re-examination in two years. ICC Evaluation Service, Inc. Business/Regional Office # 5360 Wowignan MM Road, Whittler Caffomia 90601 # (562) 699-0543 Regional Office # 900 Montclair Road, Suufte & Birmingham, Alabama 35213 # (205) 599.9800 www.icc-es.org Regional Office # 4051 west Rossmoor Road, Country Club His, Ilgnols 60478 # (708) 799-2305 DIVISION: 06—WOOD AND PLASTICS Section: 06090—Wood and Plastics Fastenings REPORT HOLDER: SIMPSON STRONG TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800)925-5099 w"nx.stroncUe.com EVALUATION SUBJECT: SIMPSON STRONG -TIE HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: # 2006 International Building Code® (IBC) # 2006 International Residential Code® (IRC) # Other Codes (see Section 8.0) Properties evaluated: Structural 2.0 USES The Simpson Strong -Tie hurricane and seismic straps and ties described in this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION drawings of installation configurations with designated allowable load directions. 3.1.2 HS24 Hurricane Tie: The HS24 hurricane tie anchors wood rafters or trusses to wood wall top plates. The HS24 connector is formed from No. 18 gage galvanized steel. See Table 2 for required fasteners and allowable loads. See Figure 2 for a drawing of the HS24 tie and a typical installation detail. 3.1.3 RST -1 and RST -2 Hurricane Ties: The RST hurricane ties are used to anchor single -plywood roof trusses (or rafters) to vertically aligned wood studs. The RST -1 is designed to anchor single -ply wood trusses with lumber oriented horizontally, and the RST -2 is designed to anchor two -plywood trusses with lumber oriented vertically or single - plywood trusses with lumberodented horizontally. The RST -1 and RST -2 hurricane be connectors are fabricated from No. 20 and No. 18 gage galvanized steel, respectively. See Table 3 for RST model numbers, width and length dimensions, required fasteners, and allowable uplift loads. See Figure 3 for drawings of the RST -1 tie and a typical Installation detail. 3.1.4 LTS, MTS, and HTS Series Twist Straps: The LTS, MTS, and HTS series twist straps are used to anchor wood trusses or rafters to wood wall double top plates, wood studs, wood beams, or wood rim boards. The LTS, MTS, and HTS series twist straps are formed from No. 18, No. 16, and No. 14 gage galvanized steel, respectively. See Table 4 for strap model numbers, overall strap lengths, required fasteners, and allowable uplift loads when installed with different fastener schedules. See Figure 4 for a drawing of an LTS12 twist strap and two typical MTS strap installations. 3.1.5 LFTA Light Floor Tie Anchor: The LFTA lightfloor tie anchor is used as a floor -to -floor tension tie and is formed from No. 16 gage galvanized steel. See Table 5 for anchor tie dimensions, required fasteners, and the assigned allowable uplift load. See Figure 5 for a drawing of the LFTA connector. 3.1 General: 3.1.6 FTA Floor Tie Anchors: The FTA floor tie anchors The Simpson Strong -Tie hurricane and seismic straps and are used to connect vertically aligned studs between a horizontal wood diaphragm assemblage with floor joists ties recognized in this report are installed to resist design having a maximum 12 -inch nominal depth. The FTA2 and forces on wood -frame construction resulting from the application of the most critical effects of the load FTA5 are formed from No. 10 gage galvanized steel, and the combinations prescribed by code that include wind or seismic FTA7 is formed from No. 3 gage galvanized steel. See Table 6 for FTA models, anchor dimensions, required fasteners, loads. and allowable tension loads. See Figure 6a for a drawing of 3.1.1 Hurricane Ties: Hurricane ties are used to anchor an FTA floor anchor tie defining overall length and clear span, wood rafters or joists to wood wall plates or studs or to anchor and Figure 6b for drawings of a typical FTA anchor wood studs to wood sill plates. The H6, H7Z, H15, and H15-2 installation. ties are formed from No. 16 gage ggJ18niLS$ slee}; the 1-11 • • • SP and SPH Series Stud Plate Connectors- The H2, H2.5, H2.5A, H3, H5, H10, H10R, and x-110►• ti'�eSiarQ: ;3.1.7 formed from No. 18 gage galvanized Otsel- and:ha 4 t% it"SPI connector fastens one edge of a wood stud to the formed from No. 20 gage galvanized steel.1ee Ta'61e 1 Tor tib •contiguous 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 contiguous edge of a wood stud. The SP4, SP6, SP8, SPH4, allowable loads. See Figures 1a and Ib f9r drav4ngs, pf the hurricane ties recognized in this;rAport; and Pigire *c for • • • . SPM, and SPH8 are 1 /4 inch -wide (32 mm) U-shaped straps • . • • • • • • • . . not spec Cally addressed, nor are they to be construed as an FF& Rr=PORTS- are not to be construed as representing aesthetics or any other attributes endorsement of the subject of the report or a recommendation for Its use. There is no warranty by ICC Evaluation Service, Inc, express or implied, as to any 4Z finding or other matter in this report, or as to any p roduct osvered g, 4 rey+• ort • • • • • • • • • • • • • • • • • °Bti0Po0 " • • • tm�eta • •• •• • • • Copyright ©2007 ••• • • • ••• •• •• • • Page Iof12 Page 2 of 12 ESR -2613 with a horizontal portion that bears against the wood wall top plates or sill plates and two vertical legs that are nailed to the edges of a wood stud. The SP and SPH connectors are fabricated from No. 20 and No. 18 gage galvanized steel, respectively. See Table 7 for SP and SPH models, connector dimensions, required fasteners, and allowable uplift loads. See Figure 7for drawings of the SPI and SP2 connector, and of typical stud -to -plate connection details for the S131, S132, SP4, and SPH4 connectors. 3.1.8 RSP4 Reversible Stud Plate Ties: The RSP4 tie plates are used to connect a nominally 2 -inch -wide wood stud to either a top or sill plate of a wood framed wall. The RSP4 tie connector is fabricated from No. 20 gage galvanized steel. See Table 8 for required fasteners and allowable loads. See Figure 8a for a drawing of the RSP4 connector showing overall dimensions; Figure 8b for a drawing of a typical RSP4 installation connecting a wood double top plate to a wood stud; and Figure 8c for a typical RS134 installation connecting a wood stud to a wood sill plate. 3.1.9 SSP and DSP Stud Plate Connectors: The SSP stud -to -plate connector is used to provide a positive connection between a single wood stud and the top or sill plate of the same wood wall, and the DSP stud -to -plate connector is used to provide a positive connection between a double wood stud and the wood wall top or sill plate of the same wood wall. The SSP and DSP connectors are fabricated from No. 18 gage galvanized steel. See Table 9 for required fasteners and allowable uplift loads. See Figure 9 for drawings of the SSP and DSP connectors showing overall dimensions; a drawing of an SSP installation connecting a stud to a sill plate; and a drawing of a DSP installation connecting a double wood stud assembly to a top plate. 3.1.10 HGT Heavy Girder Tiedown Brackets: The HGT heavy girder tiedown brackets are used to provide a positive connection between wood roof beams or multi -ply wood roof trusses and wood posts vertically aligned to support the end reaction of the beam or truss member. The HGT tiedown connector is a U-shaped bracket that is installed over the top chord of the roof truss having a slope from 3:12 (14 degrees) to 8:12 (34 degrees). Other components required for the connection, such as the anchor rods and hold-down or tie - down devices, that must be used to form a complete load path to resist design uplift forces from their point of origin to the load -resisting elements, that is, the vertically aligned supporting wood post, must be designed and specified by the registered design professional. The HGT tiedown brackets are fabricated from No. 7 gage steel, and are supplied with insert plates and crescent washers. See Table 9 for tiedown connector models, connector dimensions, fastener schedules, and allowable uplift loads. See Figure 9 for a drawing of the HGT-2 tiedown connector, and a drawing of a typical connection detail showing necessary components, including those not covered in this evaluation report, such as the HTT22 tension Tie. 3.2 Materials: • • . •. . . 3.2.1 Steel: Unless otherwise noted, file ee*ri)ci)r$•; described in this report are fabricated6fr8m.A$TMA633,4S$ designation, Grade 33, galvanized steel with a minimum yield P d t H The body of the HGT heavy girder tiedown backet is fabricated from ASTM A 1011, SS designation, Grade 33, hot rolled steel with a minimum yield strength of 33,000 psi (227 MPa) and a minimum tensile strength of 52,000 psi (358 MPa), and the crescent washers of the HGT bracket are fabricated from ASTM A 36 steel with a minimum yield strength of 36,000 psi (248 MPa) and a minimum tensile strength of 58,000 psi (399 MPa). Base -metal thicknesses forthe connectors in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (Inch) No. 3 0.2265 No. 7 0.1705 No. 10 0.1275 No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For SI: 1 inch = 25.4 mm. The galvanized connectors have a minimum G90 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, in accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/m2), total for both sides. Model numbers in this report do not include the Z or HDG ending, but the information shown applies. The FTA floor anchor ties and HTS twist straps have a painted finish and may also be available with the HDG finish. The lumber treater or holder of this report (Simpson Strong - Tie Company) should be contacted for recommendations on minimum corrosion resistance of steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Supporting wood members to which these connectors are fastened must be solid sawn lumber, glued -laminated lumber, or engineered lumber [such as Laminated Veneer Lumber (LVL), Parallel Strand Lumber (PSL), and Laminated Strand Lumber (LSL)] having dimensions consistent with the connector dimensions shown in this report. Unless otherwise noted, supporting wood members and supported members must have an assigned minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), except as noted in Table 7 for the SPH stud plate tie connectors, which permits lumber having an assigned minimum specific gravity of 0.50 and 0.55; and Table 9 for the SSP and DSP stud -to -plate tie connectors, which permits lumber having an assigned minimum specific gravity of 0.50 and 0.43. The lumber used Ath the connectors described In this report must have a "aximum moisture content of 19 percent (16 percent for strength, F. of 33,000 psi (227 M a) an a minimum ensi a engineered lumber) except as noted in Section 4.1. strength, F", of 45,000 psi (310 MPa). I%WFTA floor smahor ... Tqc thickness of the wood members must be equal to or ties are fabricated from ASTM A 10•h•Io SSdeVneti®n, tirade . •gretter than the length of the fasteners specified in the tables 33, hot rolled steel with a minimum Veld•atrenglh If 33,P00 ,in ft report, except if noted otherwise in the tables and psi (227 MPa) and a minimum tensile strength of"162,000 psi acdbmpanying footnotes in this report, oras required by wood (358 MPa). The HTS twist straps, the SSP and DSP stud -to- member design, whichever controls. plate ties, and the H2.5A hurricaneUa6e fablicpt 0d from 3.411.3 Fasteners: Bolts, at a minimum, must comply with ASTM A 653, SS designation, Grode :40,t 11 a witSi• a minimum yield strength of 40,000 Qsi �LASTM A 36 or A 307. Nails used for connectors, straps, and 7b �/IIPe�. . . . • .. tiss described in this report must comply with ASTM F 1667 minimum tensile strength of 55,000 pais(3� Oaf af . .% . Page 3 of 12 ESR -2613 and have the following minimum dimensions and bending yield strengths (F,,b): FASTENERS NAIL DIAMETER (inch) NAIL LENGTH (inches) F,.,, (psi) 8d x V/2 0.131 11/2 100,000 8d 0.131 21/2 100,000 10d x 1% 0.148 1112 90,000 10d 0.148 3 90,000 For SI: 1 inch = 25.4 mm. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or IRC Section R319.3, as applicable. The lumber treater or this report holder (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in this report are based on allowable stress design (ASD) and include the load duration factor, Co, corresponding with the applicable loads in accordance with the NDS. Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100°F (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or when wet service is expected, the allowable loads must be adjusted by the wet service factor, Cm, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.80C), the allowable loads in this report must be adjusted by the temperature factor, C, specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacture's published installation instructions, this report governs. 4.3 Special Inspection* 4.3.1 IBC: Periodic special inspection is required for installation of connectors described in this report that are designated as components of the seismic -force -resisting 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statues of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 5.6 The FTA series tie anchors are factory -welded connectors manufactured under a quality control program with inspections by Professional Service Industries, Inc. (AA -660) or by Intertek Testing Services NA, Inc. (AA -688). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2006 (corrected March 2007). 7.0 IDENTIFICATION The products described in this report are identified with a die - stamped label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report ESR -2523) that is used as an identifier for the products recognized in this report. Additionally, the factory -welded FTA series tie anchors manufactured in the United States are identified with their acronym of the inspection agency (PSI), and factory -welded FTA series be anchors manufactured in Canada are identified with the name of their inspection agency (Intertek). 8.0 OTHER CODES 8.1 Evaluation Scope: In addition to the codes referenced in Section 1.0, the products in this report were evaluated for compliance with the requirements of the following codes: # 2003 International Building Code® (2003 IBC) # 20031ntemational Residential Code® (2003 IRC) # 2000 International Building Code® (2000 IBC) # 2000 International Residential Code® (2000 IRC) # 1997 Uniform Building CodeTm (UBC) system for a structure in Seismic Design Category C, D, E or The products described in this report comply with, or are F in accordance with Section 1707.3 or 1707.4, with the suitable alternatives to what is specified in, the codes listed exception of those structures qualifyingunder%cQo41;04.1: p156ve, subject to the provisions of Sections 8.2 through 8.7. 4.3.2 IRC: Special inspections are nottegd'i�d; ; ; ; �•� n uses: •• •.• .• • • . .. 5.0 CONDITIONS OF USE The Simpson Strong -Tie Hurricang and.%ismic §traps and Ties described in this report corCgly with, or aressNkle alternatives to what is specified 4n,•those oodes:11st4d ira Section 1.0 of this report, subject to tine fol%wind CdndiQdns: 5.1 The connectors must be manufactured, identified and installed in accordance withe his, repgft •arid •trg manufacturer's published instalaticM instru��isns.•A copy of the instructions must be jivaiMte at t epbsite at all times during installation. • • • • • • 000 8.2.1 2003 IBC, 2003 IRC. 2000 IBC, and 2000 IRC: See Section 2.0 of this report. ••• ••. • 18.2.2 UBC: Replace the information in Section 2.0 with the .foll fling: Simpson Strong -Tie hurricane and seismic straps • andoties are used as wood framing connectors in accordance with Section 2318.4.8 of the UBC. 8.1 Description: • •$ R.1 2003 IBC and 2003 IRC: See Section 3.0 of this • report. Page 4 of 12 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this report, except modify Section 3.2.3 to reference Section R323.3 of the IRC. 8.3.3 UBC: See Section 3.0 of this report, except modify the first sentence in the last paragraph of Section 3.2.3 as follows: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.4 Design and Installation: 8.4.1 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC: See Section 4.0 of this report. 8.4.2 UBC: See Section 4.0 of this report, except delete Section 4.3 since special inspection is not required. 8.5 Conditions of Use: 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, those ESR -2613 codes listed in Section 8.0, subject to the same conditions of use described in Section 5.0 of this report. 8.5.2 UBC: The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, the UBC, subject to the same conditions of use indicated in Section 5.0 of this report, except the last sentence of Section 5.5 is replaced with the following: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.6 Evidence Submitted: 2003 IBC, 2003 IRC, 2000 1113C, 2000 IRC, and the UBC: See Section 6.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC, and the UBC: See Section 7.0 of this report. .. ••• . • . • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• ••• or • • • • • • • • • • • •• • • •• • • •• •• 4:0 • • • •• • 6:0 • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 5 of 12 ESR -2613 TAR: F 1—w"PRI[_ONF TIFS 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/Z 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 Plate 5 1.0. The three terms in the unity equation consider all possible forces that the hurricane tie may be designed and installed to resist. The number of terms that must be considered for simultaneous loading is determined by the registered design professional and is 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 1c (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 banding or tension of the truss or rafter members. p • ° m 3111 60 40 o of o i 5111 j • • • • • • . 1 /,e a' i i . • ••• • • s •• •.• • *!Q.5 ••• ••• H2.5A H3 • • • • • • • • • • • •• • • •• • • •• FIGURE 1a-1-11, H2, H2.5, H2.5A, AND H3 HURRICANE TIES ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • FASTENERS (Quantity-Type)Ibs ALLOWABLE LOADS MODEL NO. To Rafter To Plates To Stud Connection Configurationsa UpIle5 01.33 or Cp=1.6 Lateral ' C13=1.33 or Cd=1.6 F1 F2 H1 6-8dx1'/2 4-8d — 1 490 485 165 H10 8-8dx1'/Z 8-8dx1'/2 — 905 585 525 1-11011 8-8dx1'/2 84dxl'/2 — 905 585 525 H10-2 6-10d 6-10d — 760 455 395 H2 5-8d — 5-8d 2 335 — — 5-8d 54d — 3 415 150 150 H2.5 — 5-8d 5-8d 8 370 — — H2.5A 5-8d 5-8d — 3 600 110 110 H3 4-8d 4--8d — 455 125 160 H5 4-8d 4-8d — 455 115 200 — 4-8d 4-8d 8 360 — — H4 4-8d 4--8d — g 360 165 160 H6 — 8-8d 8-8d 12 915 — — H7Z 4-8d 2-8d 8-8d 13 930 400 — H15 4-10dx1'/2 4-10dx11/2 12-10dx1'/2 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/Z 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 Plate 5 1.0. The three terms in the unity equation consider all possible forces that the hurricane tie may be designed and installed to resist. The number of terms that must be considered for simultaneous loading is determined by the registered design professional and is 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 1c (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 banding or tension of the truss or rafter members. p • ° m 3111 60 40 o of o i 5111 j • • • • • • . 1 /,e a' i i . • ••• • • s •• •.• • *!Q.5 ••• ••• H2.5A H3 • • • • • • • • • • • •• • • •• • • •• FIGURE 1a-1-11, H2, H2.5, H2.5A, AND H3 HURRICANE TIES ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • Page 6 of 12 ESR -2613 H5 aw H6 H7Z H (H10R similar) H10-2 wr optional ruble shear III holes FIGURE 1b—H4, H5, H6, H77, H10, H10-2, AND H15 HURRICANE TIES ' - )ilii -.._ F� �"-► II H2.5 Installation (Nails Into both top plates) (H2.5A, H3, H5 similar) o=) H6 Stud to �i Double Top 12 Plate Installation 12 H1 Installation H10, H10-2 similar) 6 ° ,� H4 Installation (1-12.5 similar) Lsea m n(, cl wa 8dvk NssiwolAUS {(offal loot 86 nitsiftw AIS] /•/ • • • •• NsstgdBaind io Wks ; •• 13 Installation H15 (1-115-2 similar) H2 Installation (Allowable Uplift Load Only) o° ° F 9 a � ° H4 Installation (Nails Into upper top plate) fth 0:12 t07.12 F, IwA &: rmis �I/ wo prates. Fw8d 13 r llsim SIAS H7Z Installation FIGURE 1c—CONNECTION CQNFVURA-MQRS OP+HURRIrCANE;-WE INSTALLATIONS SPECIFIED IN TABLE 1 H15 Installation Page 7 of 12 ESR -2613 TABLE 2—HS24 HURRICANE TIE""' 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� • ee e e s e b•b • O 23 ° • ° HS24 Dimensions O 7 HS24 Installation and Allowable Load Directions FIGURE 2—HS24 HURRICANE TIE TABLE 3—RST HURRICANE TIES MODEL FASTENERS' (Quantity -Type) ALLOWABLE LOADS (Ibs) where CD=1.33 or C6=1.6 MODEL NO. To Rafter or Truss To Double Top Plate Upllfe Lateral''4 F, F2 RST -1 8-8dx1'/2 & 24d (slant) 84d 605 645 1,025 HS24 8-8dxl'/2 "d 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� • ee e e s e b•b • O 23 ° • ° HS24 Dimensions O 7 HS24 Installation and Allowable Load Directions FIGURE 2—HS24 HURRICANE TIE TABLE 3—RST HURRICANE TIES MODEL RST HURRICANE TIE FASTENERS ALLOWABLE UPLIFT LOADS'"2 (lbs) NO. DIMENSIONS in) (Quantity -Type) CD =1.33 or CD =1.6 (VIS (L) To Rafter or Truss I To Stud RST -1 11/2 12'/2 1-10dxl'/2 10-10dx11/2 550 RST -2 3'/8 11 "/,e 2-10dxl'/2 I 12-10dxl'/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. Aliowabie loads must be reduced when other load durations govern. 2. Allowable uplift loads are based on lumber having an assigned speck gravity of 0.55, such as Southern Pine (SP). RST -1 (RST -2 similar •• ••• • • • • • •• • •• • • • • ••• • i ••• • ••• ••• ••• • • • • • • • • •• • • •• • • •• • • •• FIGURE 3—RST HURRICANE TIE • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • RST -1 Installation Page 8 of 12 ESR -2613 TART F A-1 TC MTC ANn NTC TWIST CTRAPS TWIST STRAP SERIESin) STRAP MODEL NO. LENGTH TOTAL QUANTITY OF FASTENERS' ALLOWABLE UPLIFT LOADS�3 (lbs) When Installed with 10d Common Nails When Installed with 10dxl'/2 Common Nails When Installed with 10d Common Nails When Installed with 10dx1'12 Common Nails CD =1.33 or CD =1.6 CD =1.33 Co =1.6 LTS4 LTS12 12 12 12 775 720 720 LTS1LTS16 16 LTS20 20 MTS4 MTS12 12 14 14 1,000 840 1,000 MTS16 16 MTS18 18 MTS20 20 MTS30 30 • HTS16 16 16 16 1,260 1,005 1,150 HTS5 HTS20 20 20 24 1,450 1,450 1,450 HTS24 24 HTS28 28 HTS30 30 HTS30C 30 for 51: 1 Incn = Lb.4 mm, 1 [US = 4.40 N 1. Half of the fasteners must be installed on each and of the strap to achieve the allowable uplift load. 2. Tabulated allowable uplift loads must be selected based on duration of load as pemiltted 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. 1. TO. LTS12 Typical MTS Installation — Typical MTS Installation — (MTS and HTS Similar) Rafter to Stud Truss to Double Top Plate • •• • • • • ••• • •• ••• •• • • • •• FIGURE 4—TWIST STRAPS • •• • • •• • • •• Page 9 of 12 ESR -2613 TABLE 5-LFTA LIGHT FLOOR TIE ANCHOR' LFTA ANCHOR DIMENSIONS (in) FASTENERS2 ALLOWABLE TENSION LOAD3.4 (lbs) MODEL NO. Strap Width Clear Span Overall Length (Quantity -Type) Co =1.33 or Co =1.6 L) Tie StrapClear Overall Span Length Width 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. 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' MODEL NO. FTA ANCHOR DIMENSIONS (in) FASTENERS23 (Quantity -Type) ALLOWABLE TENSION LOADS4'8 (lbs) When Lumber Thickness, tm _ (Inches) Tie StrapClear Overall Span Length Width 11/2 2 2'/2 3 31/2 Where Co = 1.33 1.6 1.33 1.6 1.33 1.6 1.33 1.6 1.33 1.6 FTA2 3 17 37'/2 4-j/,"dia. M.B. 1,575 1,890 2,095 2,515 2,600 3,120 2,820 3,385 2,820 3,385 FTAS 3'/2 17 451/2 4214" 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'/2 17 56 6-7/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 Itis = 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 (7D). 2. Machine Bolts (M.B.) must comply with ANSI/ASME Standard B31;2.1. 0 3. A washer, not less than a standard cut washer, is required on thl lumbej�idg 81po;it 8th: Fi Abd tween the wood and the nut. 4. Tabulated allowable tension loads must be selected based on duration ofEad as perAUGM the applicable building code. 5. Tabulated allowable tension loads have been increased for windfor eaAliquake' IbadiAg. A lartftt increase is allowed. Allowable loads must be reduced when other load durations govern. • ••• • ••• ••• ••• • • • • • • • • • • • •• • • •• • • •• ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 10 of 12 ESR -2613 TABLE 7—SP AND SPH STUD PLATE TIES CONNECTOR SERIES MODEL NO. CONNECTOR DIMENSIONS in FASTENERS Quantt -T a ALLOWABLE UPLIFT LOADS2,3,4 (I S) (W (L) To Stud To Plate Co 1.33 C13 1.6 S.G =0.50 S.G.=0.55 S.G.=0.50 S.G.=0.55 SP SP1 — — 6-10d 4-10d 585 585 585 585 SP2 — — 6-10d 6-10d 890 890 1,065 1,065 SP4 39/16 71/4 6-10dx11/z — 735 735 885 885 6-16dx21/2 — 800 800 930 930 SP6 59/16 73/4 6-10dx1 /z — 735 735 885 885 6-16dx21/2 — 800 800 930 930 SP8 75/16 85/76 6-10dx11/2 — 735 735 885 885 6-16dx2/2 — 800 800 930 930 SPH4 g 3 /1g 3 8 /4 10-10dx11/2 — — 1,240 — 1,240 12-10dx1'/z — 1,360 1,490 1,360 1,490 SPH SPH6 59 /16 91/4 10-10dx1/z — — 1,240 — 11240 12-10dx1 11, — 1,360 1,490 1,360 1,490 SPH8 5 7 /fe 3 8 /5 10-10dxl1/2 — — 1,240 — 1,240 12-10dx11/2 — 1,360 1,490 1,360 1,490 For SI: 1 Inch = 25.4 mm, 1 lbs = 4.45 N. 1. For Models SP1 and SP2, one 10d common stud nail must be installed as a toenail. It must be driven through the connector at an angle approximately 30° with the stud with the nail penetrating through the stud into the wood sill plate. (See detail on this page entitled "SP1 Nailing Profile.") 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 STUD1 © e (SP2 6'a1 SP1/SP2 SPI Installation: Stud to SIII Plate SP2 Installation: SPI Nailing Profile Stud to Double Top Plate • •• • • • • ••• • • • • • • • • 10drit Halls Each Side of Stud Typical SPH4 Installation: • Typical SP4 Installation: Stud to Wood Sill Plate • • • beugfe%p 011"IS to Stud (SPH Similar) FIGURE 7—SP AND SPH STUD PLATE TIES • • . • • • • • Page 11 of 12 ESR -2613 TABLE 8—RSP4 REVERSABLE STUD PLATE CONNECTOR' For SI: 1 inch = 25.4 mm, 1 Ibs = 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. 1•'t3 'a I 0 u a u 4y- 0 0 0 0 �2F8 Figure 8a—RSP4 Stud Plate Connector Dimensions Figure 8b—RSP4 Installation: Figure 8c—RSP4 Installation: Stud to Double Top Plate Stud to Sill Plate TABLE 9—SSP AND DSP STUD PLATE TIE CONNECTORS FASTENERS ALLOWABLE LOADS2" (Ibs) where Co =1.33 or Cc =1.6 MODEL(Quant t -T e (Ibs) NO. To Stud To Plate Connection Configuration Uplift Lateral Where Co=1.33 or Co=1.6 NO. F, F, RSP4 4-8dx1 /2 4-Sdx1 /2 Stud to Double Top Plate 450 210 250 Stud to Sill Plate 315 210 250 Double Top Plate Sill Plate For SI: 1 inch = 25.4 mm, 1 Ibs = 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. 1•'t3 'a I 0 u a u 4y- 0 0 0 0 �2F8 Figure 8a—RSP4 Stud Plate Connector Dimensions Figure 8b—RSP4 Installation: Figure 8c—RSP4 Installation: Stud to Double Top Plate Stud to Sill Plate TABLE 9—SSP AND DSP STUD PLATE TIE CONNECTORS 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. c-'' g+'r • "-•L ' � • • ,moi • • I • .�• • ice.,.:✓, I t. c � ' •� •'� ; �• :. ; Imo- '2'4'---• • •'"�::`•' '•' •./"• • • • i :.SS*' IhAllatkn: • a • • SSP DSP • Single Stub to SAI Plate • • FIGURE 9—SSI:/DSP STIED PhATE VIES: • •• •• i i • %'.: DSP Installation: Double Stud to Double Top Plate FASTENERS ALLOWABLE UPLIFT LOADS (Ibs) MODEL (Quantity -Type) Where Co=1.33 or Co=1.6 NO. Double Top Plate Sill Plate Studs Double Top Plate Sill Plate S.G. = 0.50 S.G. = 0.50 S.G. = 0.43 4-10dx1'/2 3-10dx1'/2 — 350 — — — 1-10dx1'/2 — 420 325 SSP 3-10d — 435 — - 4-10d - 1-10d — 455 420 6-10dx1'/2 6-10dx1'/2 — 775 — — — 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. c-'' g+'r • "-•L ' � • • ,moi • • I • .�• • ice.,.:✓, I t. c � ' •� •'� ; �• :. ; Imo- '2'4'---• • •'"�::`•' '•' •./"• • • • i :.SS*' IhAllatkn: • a • • SSP DSP • Single Stub to SAI Plate • • FIGURE 9—SSI:/DSP STIED PhATE VIES: • •• •• i i • %'.: DSP Installation: Double Stud to Double Top Plate Page 12 of 12 ESR -2613 TABLE 9—HGT HEAVY r;IRnFR Til=nnwm r_nNUGrTno4Q1.2 MODEL3'4 HGT CONNECTOR DISTANCE BETWEEN FASTENERS ALLOWABLE UPLIFT NO. WIDTH ANCHOR RODS (Quantity -Type) LOADS" ' A(on center) Where Co=1.33 or Co=1.6 (in.) (inches) Anchor Rod '5 To Multi -ply Truss (lbs) HGT-2 35/16 53/4 2--P/a" Dia. 16-10d 10,980 HGT-3 41511e 73/e 1 2- /e" Dia. 16-10d 10,530 HGT-4 M— CI- 4 ;--k 68/18 9 — I=n....-_ w ice_ _ • .r .� 2-5/a" Dia. 16-10d 9,520 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 govem. 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. a. Two LBP 5/e -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. 1-13135/8 washers are available from Simpson Strong -Tie Company, and are 2 -inch square by alwinch thick galvanized steel washers with a center bolt hole to accommodate a 5/a -inch diameter threaded boit/rod. Crescent washer Stfpprprl anrd ramdrard HGT-2 (HGT-3 and HGT-4 similar) Install two LBMW washers on top of each crescent washer (total four Va washers) for wood installation. Au washers and crescent mashers are required. Creesent washers are sulpplied. Typical HGT-3 Installation, with HTT22 Tension Tie connectors used to attach the HGT Tledown to the vertically aligned wood postfcolumn. The design of the HTT22 tension tie connectors attached to the wood postfealumn Is outside the scope of this report. • • 006 • • • • • • • • •• • • • • ••• • •• ••• •• • • • •• FIGURE 9—HGT HP:1VY 66WER VED041 14 CONNECTCft • • • w 0 • •• •• • ••• • • • • • • •• • • • • • •• •• ••• • • Washer not required HTT22 Tension Tie (Not covered in this Evaluation Report.) 12/6/2014 Florida Building Code Online f + 2 BCIS Home Log In ,User Registration Hot Topics Submit Surcharge i Stats & Facts { Busines ��;�,- �: Product Approval Professi nal. USER: Public User Rec"U1atioII } . Product ADproydI Menu > Product or Application Search > Application List > Application Detail +pi�e�i{ Gn 1° t�Ya'f ads n� d Publications i FBC Stall SCIS Site Map i Links i Search FL # FL11478-R2 Application Type Affirmation Code Version 2010 Application Status Approved VITY Comments Archived Product Manufacturer Simpson Strong-Tie Address/Phone/Email 2221 Country Lane McKinney, TX 75070` 0 ry (972) 439-3029 rshackelford@strongtfe.com Authorized Signature Randall Shackelford rshackelford@strongtie.com % Technical Representative Randall Shackelford �•.� Ly."i 4.i Address/Phone/Email 1720 Couch Drive 2614 !I McKinney, TX 75069 DEC (800) 999-5099 rshackelford@strongtie.c v- Quality Assurance Representative Pat Woodall Address/Phone/Email 1720 Couch Drive McKinney, TX 75069 (800) 999-5099 pwoodall@strongtie.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity IAPMO Uniform Evaluation Services LLC. Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 12/31/2014 Validated By Jeffrey P. Arneson, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL11478 R2 COI IAPMO Certificate of Independence, odf Referenced Standard and Year (of Standards: : ; • •• t til4rd Year • • i • • i •,QFW.A NDS 2005 • • • • • • • • • SS" b1761 2000 Equivalence of Product Standard,: • : • ••• •• • 000 Certified By • • • • • • • • • • Sections from the Code • • ••• • • • • : : •; • ; ^' I affirm that there are no changes in the new Florida Building • • • :': ode which affect my product(s) and my product(s) are in • • • . • • • .irwFVDanee with the new Florida Building Code. ••• • • https://www.floridabuiicing.org/pr/pr app dti.aspx?param=wGEVXQwtDgv8JygqZ9WLiEGMaboyhYYYCVMfgMp/a2bVmVgc7QOLs85Q&A*/aid*/odd 1/3 12/6/2014 Florida Building Code Online Documentation from approved Evaluation or Validation Entity Yes No N/A Product Approval Method Method 1 Option C Date Submitted 03/21/2012 Date Validated 03/21/2012 Date Pending FBC Approval Date Approved 03/28/2012 11478.4 H10A, HIOA-2, H10S, H14 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL11478 R2 II ER 0112 H -A odf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other. 13=11478 R2 AE ER n„2 u_A, .,af 11478.5 H2A, H2.5T, H8, HGA10 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes 1111478 R2 11 ER 0112 H -A pdf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: When resisting wind uplift, supplemental connectors FL11478 R2 AE ER 0112 H -A pdf must be used to acheive 700# uplift for HVHZ. 11478.6 LCE4 • • • • • • • • . End.P•ost Cap Limits of Use •• .; •'; • I:4ttallation Instructions Approved for use in HVHZ: Yes . •' • • • • • • • FI_iy47g R2 II ER m H_ Approved for use outside HVHZ: Yes ' Atified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports • Other: �:• •'• •0• •p.,�iM4M R2 AE ER 0112 H-A.ndf 11478.7 LS30, LSSfl, LVO, LSgQ' ; • •Skewable Angles Limits of Use Installation Instructions Approved for use In HVHZ: Yes• • • FL11478 R2 II ER 0112 H -A Ddf Approved for use outside HVHZ: lies • ; ; • • Ve0fled By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A ; • • • • • Cr4ted by Independent Third Party: Design Pressure: N/A • •• •. . ; ; L•V�uation Reports Other: ••• • • • .•• • FLl•1478 R2 AE ER 0112 H -A Ddf httpsJ/www.floridabuilding.orgtpr/pr app dU.aspx?param=wGEVXQwtDgv&JyggZ9WuEGMabeyhYYYCVMfgM%2bVmVgc7QOLs85Q6uA%3d%3d 213 FL # Model, Number or Name Description 11478.1 A34, A35 Angles Limits of Use Approved for use in HVHZ: Yes Installation Instructions Approved for use outside HVHZ: Yes FL11478 R2 II ER 0112 H -A Ddf Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Design Pressure: N/A Created by Independent Third Party: Other: When resisting wind uplift, supplemental connectors Evaluation Reports FL11478 R2 AE E&_01.12 H -A must be used to acheive 700# uplift for HVHZ pdf 11478.2 DSP, SSP I Stud to Plate Connectors Limits of Use Approved for use In HVHZ: Yes installation Instructions Approved for use outside HVHZ: Yes FL11478 R2 II ER 0112 H -A odf Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Design Pressure: N/A Created by Independent Third Party: Other: Evaluation Reports FL11478 R2 AE ER 0112 H -A Ddf 11478.3 FSC Floor Span Connector Limits of Use Installation Instructions Approved for use in HVHZ: Yes EL11478 R2 U ER Oi 12 H -A pdf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL11478 R2 AE ER 0112 H -A odf 11478.4 H10A, HIOA-2, H10S, H14 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL11478 R2 II ER 0112 H -A odf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other. 13=11478 R2 AE ER n„2 u_A, .,af 11478.5 H2A, H2.5T, H8, HGA10 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes 1111478 R2 11 ER 0112 H -A pdf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: When resisting wind uplift, supplemental connectors FL11478 R2 AE ER 0112 H -A pdf must be used to acheive 700# uplift for HVHZ. 11478.6 LCE4 • • • • • • • • . End.P•ost Cap Limits of Use •• .; •'; • I:4ttallation Instructions Approved for use in HVHZ: Yes . •' • • • • • • • FI_iy47g R2 II ER m H_ Approved for use outside HVHZ: Yes ' Atified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports • Other: �:• •'• •0• •p.,�iM4M R2 AE ER 0112 H-A.ndf 11478.7 LS30, LSSfl, LVO, LSgQ' ; • •Skewable Angles Limits of Use Installation Instructions Approved for use In HVHZ: Yes• • • FL11478 R2 II ER 0112 H -A Ddf Approved for use outside HVHZ: lies • ; ; • • Ve0fled By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A ; • • • • • Cr4ted by Independent Third Party: Design Pressure: N/A • •• •. . ; ; L•V�uation Reports Other: ••• • • • .•• • FLl•1478 R2 AE ER 0112 H -A Ddf httpsJ/www.floridabuilding.orgtpr/pr app dU.aspx?param=wGEVXQwtDgv&JyggZ9WuEGMabeyhYYYCVMfgM%2bVmVgc7QOLs85Q6uA%3d%3d 213 12/6/2014 Florida Building Code Online Contact Us :: 1940 North Monroe Street, Tallahassee Fl- 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Coovriaht 2007-2013 State of Florida.:: Privacy Statement :: Accesslblllty Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F. S., please click here_. Product Approval Accepts: ® 99 T. fz4NA 090 00: • • 00 . . . . . . 0 06 . • • ... . ... • • • •.•. .. 0:0 . . .. ... :•••: : : ::: . httpsJ/www.floridabuiIcing.orgfpr/pr app dU.aspx7param=wGEVXQwtDgv8JygctZgWuEGMate- hYYYCVMfgM%2bVmVgc7QOLs85QBuA%3d°/a3d 3/3 11478.8 LTP5 Lateral Tie Plate Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL11478 R2 II ER 0112 H-A.odf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: This product must be loaded parallel to the grain of FL11478 R2 AE ER 0112 H-A.adf the lumber to which It is attaching. 11478.9 RBC, RBCP Roof Boundary Clip Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL11478 R2 II ER 0112 H-A.pdf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: This product must be loaded parallel to the grain of FL11478 R2 AE ER 0112 H-A.Ddf the lumber to which It is attaching. 11478.10 T3C37 Truss Jack Clip Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL11478 R2 II ER 0112 H-A.Ddf Approved for use outside HVHZ: Yes Verified By: IAPMO Uniform Evaluation Services LLC. Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: When resisting wind uplift, supplemental connectors FL11478 R2 AE ER 0112 H-A.pdf must be used to achelve 700# uplift for HVHZ. Contact Us :: 1940 North Monroe Street, Tallahassee Fl- 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Coovriaht 2007-2013 State of Florida.:: Privacy Statement :: Accesslblllty Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F. S., please click here_. Product Approval Accepts: ® 99 T. fz4NA 090 00: • • 00 . . . . . . 0 06 . • • ... . ... • • • •.•. .. 0:0 . . .. ... :•••: : : ::: . httpsJ/www.floridabuiIcing.orgfpr/pr app dU.aspx7param=wGEVXQwtDgv8JygctZgWuEGMate- hYYYCVMfgM%2bVmVgc7QOLs85QBuA%3d°/a3d 3/3 EVALUATION REPORT_ ClElrf�i Report Number. 0112 Issued: 08/2008 DIVISION: 06—WOOD, PLASTICS AND COMPOSITES SECTION: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925-5099 www.strongtie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE ANGLES, CLIPS, AND TIES 1.0 EVALUATION SCOPE 1.1 Compliance with the following codes 2009 International Building Code® (IBC) • 2006 International Building Code® (IBC) 2009 International Residential Code® (IRC) • 2006 International Residential Code® (IRC) 1.2 Evaluated In accordance with • IAPMO ES EC 002-2011 1.3 Property evaluated • Structural 2.0 USES Simpson Strong -Tie structural angles, clips and ties are used as wood framing connectors in accordance witr Section 2304.9.3 of the IBC. The products may be usec in structures regulated under the IRC when ar engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION Expires: 08/2012 Revised: 08/31/2011 in installation. Table 1 and Figure 1 list model types, dimensions, fastener schedules and allowable loads. 3.1.2 DSP and SSP Stud Plate Tie Connectors: The SSP stud plate ties are designed to transfer uplift forces between a double top plate to a stud or a stud to sill plate. The SSP is formed from 18 gage steel. The DSP is a double wood stud to a single wood or double wood plate connector and is formed from 18 gage steel. Table 2 and Figure 2 list model types, dimensions, fastener schedules and allowable loads. 3.1.3 FSC Floor Span Connector: The FSC connector transfers tension forces from member to member and may be used as an alternative to the floor to floor strap connectors. The connector is formed from 12 gage steel. Table 3 and Figure 3 list model types, dimensions, fastener schedules and allowable loads. 3.1.4 H2A, H2.5T, H8, H10A, H10A-2, H10S H14 and HGA10 Hurricane Ties: The H2A, H2.5T, H8, H10A, H10A-2, H10S, H14, and HGA10 Hurricane Ties are designed to tie wood rafters or trusses to wood wall plates or studs and are formed from 18 gage steel. HGA10 are formed from 14 gage steel. Table 4 and Figure 4 list model types, dimensions, fastener schedules and allowable loads. 3.1.5 LCE4 Post Cap: The LCE4 post cap transfers uplift and lateral forces from a beam to a post and is formed from 20 gage steel. Table 5 and Figure 5 list model types, dimensions, fastener schedules and allowable loads. 3.1.6 LTP5 Lateral Tie Plate: The LTP5 lateral tie plate transfers shear force from the wood top plate to wood rim joist or blocking members and is formed from No. 20 gage steel. Table 6 and Figure 6 list model types, dimensions, fastener schedules and allowable loads. h 3.1.7 LS Skewable Angles: The LS skewable angles are used to transfer lateral loads between wood framing members and are formed from No.18 gage steel. The angle is designed to allow field skewing from 0 to 135 3.1 Product Information •: 3.1.1 A34 and A35 Framing Angles: The A34 and A35 framing angles are used to attach wood framhq members and are fabricated from No. 18 Inge :steel. � �Fhe connectors have cutouts on each leg and a Orpng d: • degreeg.• Table 7 and Figure 7 list model types, dIntr$ions, fastener schedules and allowable loads. • V: :.1'8'RBC and RBCP Roof Boundary Clips: The RBC/RBCP roof boundary clip transfers lateral loads beW, aer4fbe roof diaphragm perimeter blocking and wall top• pTatel and are formed from 20 gage steel. Table 8 . % •�• Page 1 of 13 • Copyright © 2011 by International Association of Plumbing and blechoicil C1jnc 19.9411 rights raservedVrinted in the United States of America. No part of this publication may be reproduced, stored in an electronic retrieval system, or transmitted* in a•yaforo pr ate melns, e0ooftni•, mechanical, photocopying, recording, or othervvise, without the prior written permission of the publisher. Ph: 1-877-41ESRPT • Fax: 909.472*4" - deb: www.iaamaerq'g- 061 L%f Philadelphia Street • Ontario, California 91761-2816— USA EVALUATION REPORT Report Number: 0112 Issued: 08/2008 and Figure 8 list model types, dimensions, fastener schedules and allowable loads. 3.1.9 TJC37 Jack Truss Connector: The TJC37 is a field skewable connector and transfer forces from jack trusses, joists, rafters and blocking members to supporting members and is formed from 16 gage steel. Table 9 and Figure 9 list model types, dimensions, fastener schedules and allowable loads. 3.2 Materials 3.2.1 Steel: The A34, A35, FSC, 1-12A, H10A, H10A-2, H1OS, HGA10, LS and TJC37 connectors described in this report are manufactured from galvanized steel complying with ASTM A 653, SS designation with a minimum yield strength of 33,000 psi (227 MPa) and a minimum ultimate tensile strength of 45,000 psi (310 MPa). The DSP, H2.5T, H8, H14, LCE4, LTP5, RBC, RBCP and TSP connectors described in this report are manufactured from galvanized steel complying with ASTM A 653, SS designation with a minimum yield strength of 40,000 psi (227 MPa) and a minimum ultimate tensile strength of 55,000 psi (358 MPa). Base metal thicknesses for the connectors in this report are as follows: GAGE BASE METAL THICKNESS (in.) No. 12 0.0975 No. 14 0.0720 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For 51: 1 inch = 25.4 mm The connectors have a minimum G90 zinc coating specification per ASTM A 653. Some models may also be available with either a G185 zinc coating (denoted by model numbers ending in the letter Z) or with a batch hot - dipped galvanized coating with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/M2), total for both sides in accordance with ASTM A 123 (denoted by model numbers, epolp wjth the letters HDG). Model numbers in this r4port dcC nel the Z or HDG ending, but the information shdVin aMlis: Expires: 08/2012 Revised: 08/3112011 steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Wood members with which the connectors are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber). The thickness (depth) of the wood main member must be equal to or greater than the length of the fasteners specified in the tables in this report, unless the reduced penetration effect on the load calculation per the applicable National Design Specification for Wood Construction and its Supplement (NDS) is taken into account, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Common nails must comply with ASTM F 1667 when used with connectors in this report and have the following minimum fastener dimensions and bending yield strengths (Fyb): FASTENER SHANK DIAMETER inches FASTENER LENGTH inches Fyb (psi) 8d x 1'/2 0.131 1'/2 100,000 8d 0.131 2%z 100,000 10d x 1'/ 0.148 1'/2 90,000 10d 0.148 3 90,000 16d 0.162 31/2 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with fire -retardant -treated or preservative -treated lumber must comply with IBC Section 2304.9.5 or the 2009 IRC Section R317.3 (2006 IRC Section R319.3), as applicable. The report holder or lumber treater should be contacted for recommendations on minimum corrosion resistance and connection capacities of fasteners used with the specific proprietary preservative -treated or fire -retardant treated lumber. SDS wood screw fasteners described in Table 4 must be Simpson Strong -Tie SDS wood screws recognized in ICC -ES ESR -2236. 4 0 DFA3 bN AND INSTALLATION The holder of this report (Simpson Strong -Tie Company) or lumber treater should be v contacted . for.. 4.1 pAsIg • recommendations on minimum corrosol reslstanL4 of; + Page 2 of 13 • • EVALUATION REPORT E Report Number: 0112, ;; Issued: 08/2008 The tabulated connector loads shown in this report are for allowable stress design and include the load duration factor, Co, corresponding with the applicable loads in accordance with the National Design Specification for Wood Construction and its supplement (NDS). Further load duration increases are not permitted other than those shown. Tabulated allowable loads apply to products connected to wood used where sustained temperatures are 100°F (37.8°C) or less and under dry conditions. The allowable loads must be adjusted by the wet service factor, CM, specified in the NDS for dowel -type fasteners, when products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected. . The allowable loads in this report must be adjusted by the temperature factor, Ct, specified in the NDS when connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.8°C), 4.2 Installation Installation of the connectors shown in this report must be in accordance with the manufacturer's published installation instructions and this evaluation report. If there is a conflict between this report and the manufacturer's published installation instructions, this report prevails. 4.3 Special Inspection 4.3.1: Periodic special inspection shall be conducted when the product series are components within the main wind -force -resisting system of structures constructed in areas listed in the 2009 IBC Section 1706.1 (Section 1705.4 for the 2006 IBC). Special inspection requirements do not apply to structures, or portions thereof, that qualify for exception under the 2009 IBC Section 1704.1, 1704.4, 1706.2 or 1706.3 (Section 1704.1 and 1704.4 for the 2006 IBC). 4.3.2: Periodic special inspection shall be conducted in accordance with the applicable sections of Section 1707 when the product series are componen•isp wkliiine the seismic -force -resisting system of structure; conitrilAd: in Seismic Design Category C, D, E pr -F. %peaaC inspection requirements do not apply to structures, or portions thereof, that qualify for exception under IBC Section 1704.1, 1704.4, 1705.3, 1-07.3'pr Sgotiora:• 1707.4 of the 2009 IBC. "• • • • • Expires: 08/2012 Revised: 08/31/2011 4.3.3: For installations under the IRC, special inspection is not normally required. However, for an engineered design where calculations are required to be signed by a registered design professional, periodic special inspection requirements and exemptions are as stated in Sections 4.3.1 and 4.3.2 as applicable for installations under the IRC. 5.0 CONDITIONS OF USE The Simpson Strong -Tie products described in this report are in compliance with, or are acceptable alternatives to what is specified in those codes listed in Section 1.0 of this report subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with the manufacturer's published installation instructions and this report . A copy of the instructions must be available at the jobsite continuously during installation. 5.2 Where applicable, adjustment factors noted in Section 4.1 and the applicable codes must be considered. 5.3 Fasteners and connected wood members must be in compliance, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.4 Use of connectors with fire -retardant -treated or preservative- lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with fire -retardant - treated or preservative- lumber must be in accordance with Section 3.2.3 of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with IAPMO ES Evaluation Criteria for the Testing and Analysis of Joist Hangers and Miscellaneous Connectors (EC 002-2011), inclusive of tgstp aqd calculations. Page 3 of 13 • • • 'i '.' ... . •. .. .:• )0EVALUATION REPORT Report Number: 0112 Issued: 08/2008 Expires: 08/2012 Revised: 08/3112011 7.0 IDENTIFICATION The products described in this report are identified with a die -stamped label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of the index evaluation report (ER -102) which identifies products recognized in this report IAP �o ES OTM IAPMO #0112 5M, 1kit 6____ Director of Evaluation Services ... • •'• •;• •t• ... ... • .. • . • Page 4 of 13 EVALUATION REPORT Report Number: 0112 Issued: 08/2008 Expires: 08/2012 Revised: 08/3112011 TABLE 1: ALLOWABLE LOADS FOR THE A34 / A35 FRAMING ANGLES MODEL NO. FASTENERS (Quantity -Type) DIRECTION OF LOAD ALLOWABLE LOADS'12 (Ibs) JOlst Header/Plate Co=1.00 Co=1.15 Co=1.25 Co=1.60 A34 4-8dx1% 4-8dx1% F, 395 450 485 515 4-8dx1'/ 4-8dx1%z F2 395 450 455 455 A35 3-80x1Y2 6-8dx1'/z Al 295 3$5 365 395 3-8dx1% 6-8dx1Yz C, 210 210 210 210 3-8dx1'/a 6-8dx1'/z E 295 335 365 425 6-8dx1Y2 6-8dx1'/z A2 295 335 365 380 6-Sdx1Y2 6-8dx1'/z C2 295 335 365 370 6-8dx1Yz 6-8dx1Yz D 230 230 230 230 6-8dx1% 6-8dx1'/z F, 595 670 695 695 6-8dx1'/ 6-8dx1'/z F2 595 670 670 670 al: 1 Inun = Go.4 mm, l IDs = 4.4D N. 1. Tabulated allowable loads shall be chosen based on duration of load as permitted by the applicable building code. 2. Connectors are reouired on both sides of joist to achieve F2 loads in both directions. 8 6 A35 tc, A34 Typical Installation A35 Typical Installations �`p� �Ff 12 . ... . . ... ... i re 1 AAA . les . •• : • •• . • •• • Przge•5 of A 3• ... . . . .. . . .. . . .... . . . .. .. ••• • • • ••• • • EVALUATION REPORT Report Number: 0112 Issued: 08/2008 Expires: 08/2012 Revised: 08/31/2011 TABLE 2: ALLOWABLE LOADS FOR SSP AND DSP STUD PLATE TIES MODEL FASTENERS (Quantity -Type) ALLOWABLE UPLIFT LOADS'(Ibs) Studs Double Top Plate Sill Plate Double Top Plate Co=1.60 Sill Plate Co=1.60 NO. 4-10dX1'/z 3-10dX1'/z - 350 - 1-10dX1%z - 420 SSP 4-10d 3-10d - 435 - - 1-10d - 455 8-10dX1 %z 6-10dX1'/z - 775 - 2-10dX1'/z - 660 DSP 8-10dH10d- d - 825 - - 1 2-10d - 825 01. 1 IIIVII - 4u.4 HIM, I Iu5 - 4.4.7 IN 1. The uplift loads have been Increased for wind or earthquake loading with 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 Double Top Plate allowable load, fill all round and triangle nail holes. 4. For Sill Plate allowable load, fill all round nail holes. SSP SSP SIII Plate Installation (DSP Similar) DSP 6' T/te4 DSP Top Plate Installation (SSP Similar) ..... . . . . . .. Figure 2 — SSR and:DSLD StticIP.Ift Ties . . . . . . . . .. ... .. . .... . ..• . ... ... ... .... . ... .. . .. . .. . .. 000 .. 090 .. Rage -6 of 93. ... . . . . . . . . . . . . .• .. . . . .. .. ... . . . .... . EVALUATION REPORT S Report Number: 0112 Issued: 08/2008 Expires: 08/2012 Revised: 08/31/2011 TABLE 3: ALLOWABLE LOADS FOR FSC FLOOR STRAP CONNECTOR MODEL NO. ALLOWABLE UPLIFT LOADS'2(lbs) Stud Ancho? Co=1.60 FSC 15-10dx1 %z 3/8" ATR 1830 51: 1 Inca = 25.4 mm, 1 lbs = 4.45 N 1. The uplift loads have been increased for wind or earthquake loading with no further Increase allowed. Reduce loads when other load durations govern. 2. Load values are based on a minimum lumber thickness of 1'/". 3. Standard cut washer is required with the 3/8" all thread rod. 13/4° FSC •• • •,VS'C23fbdtd Stud ..• ..: ••::Ir+ 0ret 00 ch Figure 3 - FSC Stud fdStudInstallatrotl •;• .. . ... . •• .. . . .. . . . • .. ?egV ofell : 9:* : • . . ::*0 . . . . . .. . . •• •• • • • •• •• ... . 0 0 ••• 0 0 EVALUATION REPORT Report Number: 0112 Issued: 08/2008 ° Expires: 08/2012 Revised: 08/31/2011 TABLE 4: ALLOWABLE LOADS FOR H HURRICANE TIES MODEL NO. FASTENERS (Quantity -Type) ALLOWABLE LOADS' -2-3 (Ibs) UPIIW Lateral C13=1.60 Co=1.60 F1° F2 To Rafter To Plates To Studs 1-12A 5 - 8d x 1% 2 - 8d x 1'/z 5 - 8d x 1'/2 575 130 55 H2.5T 5-8d 5 - 8d - 545' 135 145 H8 5 —10d x 1 '/2 5— 10d x 1 '/z - 795 95 90 H 10A 9 - 10d x 1 '/2 9 - 10d x 1 % - 1140 590 285 H10A-2 9 —10d x 3 9— 10d x 3 - 1245 815 260 H10S 8-8dx1'/ 8-8dx1'/ 8-8d 10101.8 6608 215 H14 12 - 8d x 1'/2 1Q 13 - 8d - 1350 725 285 12 - 8d x 1 %2 20 15 - 8d - 1465 670 230 HGA10 4 — SDS 1/4 x 1'/2 4 — SDS 1/4 x 3 - 695 1165 94010 SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N 1. Allowable loads are for one anchor. A minimum rafter thickness of 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 Plate < 1.0. The number of terms considered in the equation Is dependent on the designer's method of calculating wind forces and the utilization of the connector in the structural system. 3. The loads have been increased for wind or earthquake loading with no further Increase is allowed. Reduce loads when other load durations govern. 4. Allowable loads in the F, direction are not intended to replace diaphragm boundary members or prevent cross grain bending of the truss or rafter members. 5. When cross -grain bending or cross -grain tension cannot be avoided In the members, mechanical reinforcement to resist such forces shall be considered. 6. Hurricane Ties are shown installed on the outside of the wall for clarity. Installation on the inside of the wall is acceptable. For uplift Continuous Load Path, connections in the same area (i.e. truss to plate connector and plate to stud connector) must be on same side of the wall. 7. Allowable uplift load for the H2.5T and H1 OS with 8dX1'/ fasteners is 425 lbs and 550 lbs, respectively. 8. H1 OS nails to plates are optional for uplift but required for lateral loads. 9. Stud can be offset 1" maximum from center of rafter for a reduced uplift and F, load capacities of 890 lbs and 545 lbs, respectively. 10. HGA10 F2 load is for load acting toward the connector. For load away from the connector F2 = 780 lbs.. •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• ••• ••• • • • • • • • • • • • •• • • •• • • •• .Page 8 of l 3 .... . . ..... . .. . . .... . . . ... . ... . . . .... . EVALUATION REPORT Report Number: 0112 Issued: 08/2008 Expires: 08/2012 Revised: 08/3112011 may, i�}• Sic nom. \ " �" i�•2 j �/8� •, I ; 1 f_ _yip �O \ I It H2A H2.5T 1-12A Typical Installation H10S Plate rgiis y tar lateral 1 loads only H10S Typical Installation 1-12T Typical Installation H8 H10A H10A-2 � r H8 Typical Installation H10A Typical Installation HIDA -2 Typical Installation ® is X 3" HGA10 H14 - Edge . F :' 1 1 �_ Sdmmmarsto y Fa h+... . plates. F!I are at Ht4 ha0amt HQA10KT�"N� •• ••• • • • ••• tRa9alra°OwWo '• • • • • • • • Top PL—)0 • • • • • • • • • • ••• .•: •41¢I1p¢alT$@@Plate HGA10 Typical Installation Installation • • • • • Figute — H Hirribane.'Ties; TABLE 5: ALLUwAbL!t LUAUb"FUI t (:L�4 FUST CAP .?ag�9af1,3. ••• • . •• •• . . . .. .. ... . • . ... . . 5 °e t � Bd commons to header. E H14 Typical Beam Installation EVALUATION REPORT Report Number: 0112 Issued: 08/2008' Expires: 0812012 Revised: 08/31/2011 MODEL NO. FASTENERS (Quantity- Type) ALLOWABLE LOADS''' (lbs) Uplift' Lateral Beam Post Co=1.60 Co=1.60 LCE4 14-16d 10-16d 1955 1425 LCE4 (Mitered Comer) 14-16d 10-16d 985 - 01: "I InCn = Z0.4 mm, 7 IDS = 4.40 N 1. The loads have been Increased for wind or earthquake loading with no further Increase allowed. Reduce loads when other load durations govern. 2. Loads apply only when used in pairs. Loads in table above are for each connector. 3. Uplift loads to not apply to splice conditions. 0 u � 7- 0 LCE4 LCE4 (Mitered Corner) Figure 5 — LCE4 Post Cap TABLE 6: ALLOWABLE LOADS FOR LTP5 LATERAL TIE PLATE SI: 1 incn = Z5.4 mm, 7 IDs = 4.45 N. 1. The loads have been Increased for wind or earthquake loading with no further Increase allowed. Reduce loads when other load durations govern. 2. The LTP5 may be installed over wood structural panel sheathing no greater than W thick. 0 •• ••• . a • . • :• • • P�' `I'+�►piLaal Installations .. ... .. . .. FigurQ6—1'tTP5•L•gtefal Tie -Plate • • • • • • • • • • •Ragiv10 Qf 13• see • • • •• •• • s • •• •• 660 • • • ••• • • FASTENERS (Quantity -Type) ALLOWABLE MODEL NO. CONNECTOR LATERAL LOADS' CONFIGURATION Rim Board Plates (Ibs) Co=1.60 LTP5 G 6-8dx1 '/ 6-8dx1 '/ 620 H 6-8dx1 '% 6-8dx1 %z 545 SI: 1 incn = Z5.4 mm, 7 IDs = 4.45 N. 1. The loads have been Increased for wind or earthquake loading with no further Increase allowed. Reduce loads when other load durations govern. 2. The LTP5 may be installed over wood structural panel sheathing no greater than W thick. 0 •• ••• . a • . • :• • • P�' `I'+�►piLaal Installations .. ... .. . .. FigurQ6—1'tTP5•L•gtefal Tie -Plate • • • • • • • • • • •Ragiv10 Qf 13• see • • • •• •• • s • •• •• 660 • • • ••• • • EVALUATION REPORT Report Number: 0112 Issued: 08/2008 Expires: 08/2012 Revised: 08/31/2011 TABLE 7: ALLOWABLE LOADS FOR LS SKEWABLE ANGLES bI: 1 Incn = zb.4 mm, l IDs = 4.4b N. 1. Tabulated allowable load capacities shall be selected based on duration of load as permitted by the applicable building code. 2. LS Installed load directions shown in Figure 7. 3. Reference Figure 7 for the load directions. LS Adjustable from to \r' Bend anea timea only Shipped at at 45°-- �a LS Bend Angles Figure 7 — LS Skewable Angles LS Installed ERS Allowable Load 13 (lbs) MODEL L (Quantity -Type) Carried Carrying NO. (inches) Member Member Co=1.00 Co=1.15 Co=1.25 CD=1.60 LS30 1 3% 3-10d 3-10d 355 395 395 395 LS50 4 % 4-10d 4-10d 1 475 1540 1585 1730 LS70 6% 5-10d 5-10d 595 675 730 915 LS90 7% 6-10d 6-10d 715 1 810 875 1040 bI: 1 Incn = zb.4 mm, l IDs = 4.4b N. 1. Tabulated allowable load capacities shall be selected based on duration of load as permitted by the applicable building code. 2. LS Installed load directions shown in Figure 7. 3. Reference Figure 7 for the load directions. LS Adjustable from to \r' Bend anea timea only Shipped at at 45°-- �a LS Bend Angles Figure 7 — LS Skewable Angles LS Installed EVALUATION REPORT Report Number: 0112 Issued: 08/2008 Expires: 08/2012 Revised: 08/3112011 ME` TABLE 8: ALLOWABLE LOADS FOR RBC/RBCP ROOF BOUNDARY CLIPS MODEL NO. CONNECTION TYPE BEND ANGLE4 FASTENERS (Quantity -Type) Allowable Lateral IA3 (lbs) Co=1.60 Plate BlockingLoads RBC Inside 45 to 90' 6-10dx1 '/2 6-10dx1 '/ 445 Outside 0 to 29° 435 30 to 45° 480 bi: l Incn = GD.4 mm, 'I IDS = 4.45 N. 1. The loads have been increased for wind or earthquake loading with no further Increase allowed. Reduce loads when other load durations govem. 2. Allowable loads are for one anchor attached to blocking minimum 1'/: thick. 3. RBCP replaces blocking fasteners with prongs. All load values are Identical. 4. RBC/RBCP is shipped flat Bending angle Is measured from Initial flat orientation. For Inside installation, the bend angle = 90" - roof slope. For outside Installation, the bend angle = roof slope. 41& RBC 4", E RBCP a RBC Inside Installation (RBCP Similar) RBC Outside Installation •• ••• • • • • • •• •: ,•: R&,CP•Qu%lde Installation .. ... .. . . . .. . ••• . ••• ••• ••• Figure 8 - RSC* ar:d �j� Iieof gpur� lary Clips •;Page 12.pofi1I •• . . . . . . . . . . . .. .. ... ..• .. . . ... . . . . . to )ap a 4 C=) a a a a o =73o�a� CD SIfiAPslZn Jnr m i �Im v E RBCP a RBC Inside Installation (RBCP Similar) RBC Outside Installation •• ••• • • • • • •• •: ,•: R&,CP•Qu%lde Installation .. ... .. . . . .. . ••• . ••• ••• ••• Figure 8 - RSC* ar:d �j� Iieof gpur� lary Clips •;Page 12.pofi1I •• . . . . . . . . . . . .. .. ... ..• .. . . ... . . . . . to )ap EVALUATION REPORT Report Number: 0112 -;'` Issued: 08/2008 Expires: 08/2012 Revised: 08/3112011 TABLE 9: ALLOWABLE LOADS FOR TJC37 TRUSS JACK CONNECTOR JI: 7 Inen = '15.4 mm, 9 Ids = 4.45 N. t. No load duration increase allowed. 2. Allowable loads are for vertical direction (uplift or download). TJC37 TJC37 Typical Installation Jack Tru Bottom i TJC37 Bend Angles Figure 9 — TJC37 Truss Jack Connector ....... . .. .. . ......... . .. ... .. . .... . ••• . ••• ••• ••• .. . ... . .. . . •• . • •• . • •• • laacge 13 -of -13 • . . . . . . . % . . . .. .. . . . . . FASTENERS (Quantity -Type) ALLOWABLE LOADS"2 (lbs) Co=1.00/1.15/1.25/1.60 MODEL NO. Ca in Me beg Carried Member 0° Skew 1 to 60° Skew 61 to 67.50 Skew 4-8dxl '/2 4-8dxl '/2 340 300 320 TJC37 6-8dxl %2 6-8dxl '/2 580 485 425 JI: 7 Inen = '15.4 mm, 9 Ids = 4.45 N. t. No load duration increase allowed. 2. Allowable loads are for vertical direction (uplift or download). TJC37 TJC37 Typical Installation Jack Tru Bottom i TJC37 Bend Angles Figure 9 — TJC37 Truss Jack Connector ....... . .. .. . ......... . .. ... .. . .... . ••• . ••• ••• ••• .. . ... . .. . . •• . • •• . • •• • laacge 13 -of -13 • . . . . . . . % . . . .. .. . . . . . EVALUATION REPORT Report Number: 0112 SUPPLEMENT Issued: 08/2008 Expires: 08/2012 Revised: 08/31/2011 DIVISION: 06—WOOD, PLASTICS AND COMPOSITES SECTION: 06 05 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925-5099 www.strongtie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE ANGLES, CLIPS AND TIES This supplement is issued to indicate that the Simpson Strong -Tie connectors, described in the master report, comply with the codes listed in Section 1.1 of this Supplement when designed and installed in accordance with the master evaluation report and the amendments of the report as shown below. 1.0 EVALUTION SCOPE 1.1 Compliance with the following codes • 2007 Florida Building Code with the 2009 Supplement – Building (FBC-B) • 2007 Florida Building Code with the 2009 Supplement –'Residential (FBC-R) SUBSTANTIATING DATA Signed and sealed test reports by Testing Engineers Inc. (shown below), along with calculations provided by Tim Murphy, P.E., Jeremy Gilstrap, P.E., Prentiss Douglass, P.E., and Sam Hensen, P.E. performed in accordance with the 2007 Florida Building Code with the 2009 Supplement. Tests were performed in accordance with ASTM D1761-2000 and fastener calculations were performed in accordance with the AF&PA NDS -05. Product Test Number Date Tested A34 M361, N643 05/17/2006, 08/22/2007 M557, M558, 10/10/2006, 10/11/2006, A35 M559, M560, 09/27/2006, 10/13/2006, M50" U362,:.11G/1:1/�0�06, 09/26/2006, M5 M46f*: ;I Q/10/200Q, 10/03/2006 1873; 187? " 06/11MW02, 06/10/2002 DSP 1873, 1703 06/10/2002, 04/15/2002 1687 ':' .'. W/05/2Zf02:' SSP 197.4,11-72 � � � *IbAX2; 66/10/2002 1707, 1704 04/15/2002, 04/11/2002 acj+e 1 of • . . .. .. . . . . . .. .. . . . .. .. ... . . . ... . . Mom EVALUATION RFPnRT -21- E( pa 2 3• •see a • • •• •• • • • •• •• EVALUATION REPORT'° f '. Report Number. 0112 Issued: 08/2008 Expires: 08/2012 Revised: 08/31/2011 LS70 M425 05/17/2006 LS90 M426 06/06/2006 M723, M724, 08/02/2006, 08/01/2006, RBC/RBCP M725, M323 06/14/2006, 06/14/2006 M324, N219 06/12/2006, 10/20/2006 N220 10/20/2006 K617, L428, 09/10/2004, 06/01/2005 TJC37 K558, L787 08/03/2004, 10/03/2005 K618 09/10/2004 ....... . . ... ........ . . .. ... .. . .... . 0:0 . 0:0 •.• •.• ... .. .. . ... . .. . . .. .. .. .. .. .... of S ....... . P�9e3 :.: . ..... . ... . ...... . % .... . . .... . 11/19/2014 Florida Building Code Online ' n Ewa. -� ,;�„� [,:?��: �, � •_; it:' 8CI5 Home ;Log In User Registration Hot Topics Submit Surcharge Stats &Fads ; Publications FeC Staff BCIS Site Map ,f Unks ; Search I Business Professional � Product ER: lic User royal Reoution Product Approval Menu > Product or Application Search > 72010 pplA ication Detaff y FL # FL10852-R2 x ' Application Type Editorial Change Code Version Application Status Comments Archived Product Manufacturer Simpson Strong -Tie Co. Address/Phone/Email 2221 Country Lane McKinney, TX 75070 29 rshackelford@strongtie.com 1 9— Authorized Signature Randall Shackelford rshackelford@strongtie.m DEC I o 204 Technical Representative Randall Shackelford Address/Phone/Email 1720 Couch Drive McKinney, TX 75069 (800) 989-5099 rshackelford@strongtie.com Quality Assurance Representative Pat Woodall Address/Phone/Email 1720 Couch Drive McKinney, TX 75069 (800) 999-5099 pwoodall@strongtie.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 12/31/2014 Validated By Jeffrey P. Arneson, P.E. Validation Checklist - Hardcopy Received Certfflcate of Independence FL10852 R2 COI ICC Cert of Independence,ndf •• ••• • • • • • •• Referenced Standard and Year (of Standard) ; Star lard: : . . . • Year •D49 • • ASTT4 7 i i ii • 2000 •• ••• •• • • • on N.A. SPEC FOR DESIGN OF COLD FORMED STEEL CONSTRUCTION 2001 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2005 Equivalence of Product Standards ;'; : • : : : • •� Certified By • • • • • • • • • . • • Florida Ucensed4Professi&al Engineer or Architect FL10852 R2 Eauiv 2010 Self Affirmation Simoson.odf •• • • • • ••• • • Sections from the Code • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • httpsJ/www.floridabullding.org/pr/pr app d8.aspx?param=wGEVXQwtDgtwudLxnkwGmQF2o5gypOOGSdIlo2fVrKrxp96sCMyHJb118w%3d%3d 114 11/19/2014 Florida Building Code Online Product Approval Method Method 1 Option C Date Submitted 03/14/2012 Date Validated 05/02/2012 Date Pending FBC Approval 05/09/2012 Date Approved 06/11/2012 10852.2 FHAl2, FHA18, FHA24, FHA30, Straight Strap IFHA6,FHA9 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10852 R2 H ESR-2105.odf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10852 R2 AE ESR-2105.odf 10852.3 HST2, HST3, HSTS, HST6 I Straight Strap Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10852 R2 IT ESR -2105 odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10852 R2 AE ESR -2105 odf 10852.4 LSTA12, LSTA15, LSTA18, LSTA21,I Straight Strap 1STA24, LSTA30, LSTA36 Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10852 R2 II ESR -2105. pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant. N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10852 R2 AE ESR-2105.odf 10852.5 LSTA9 Straight Strap Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10852 R2 II ESR-2105.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. When resisting wind uplift supplemental connectors FL10852 R2 AE ESR-2105.odf may be required to achelve 700# uplift for HVHZ. 10852.6 LSTI49, LSTI73 • • • • : : FL # Model, Number or Name Description 10852.1 CMST12, CMST14, CMSTCI6, CS14, Colled Straps • CS14-R, CS16, CS16-R, CS16Z, Approved for use outside HVHZ: Yes CS18, CS18-R, CS18S, CS20, CS20- Impact Resistant: N/A R, CS22, CS22-R Created by Independent Third Party: Yes Limits of Use • • • • Installation Instructions Approved for use in HVHZ: Yes FL10852 R2 II ESR-2105.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford PE 68675 (TX)` Impact Resistant: N/A 10852.7 Created by Independent Third Party: Yes Design Pressure: N/A Strl4lght Strap • Evaluation Reports Other: F1.10852 R2 AE ESR -2105 pdf 10852.2 FHAl2, FHA18, FHA24, FHA30, Straight Strap IFHA6,FHA9 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10852 R2 H ESR-2105.odf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10852 R2 AE ESR-2105.odf 10852.3 HST2, HST3, HSTS, HST6 I Straight Strap Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10852 R2 IT ESR -2105 odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10852 R2 AE ESR -2105 odf 10852.4 LSTA12, LSTA15, LSTA18, LSTA21,I Straight Strap 1STA24, LSTA30, LSTA36 Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10852 R2 II ESR -2105. pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant. N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10852 R2 AE ESR-2105.odf 10852.5 LSTA9 Straight Strap Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10852 R2 II ESR-2105.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. When resisting wind uplift supplemental connectors FL10852 R2 AE ESR-2105.odf may be required to achelve 700# uplift for HVHZ. 10852.6 LSTI49, LSTI73 • • • • : : Skrai,gh: Stall • • Limits of Use • • I§st' lllfi f n IilgXructions Approved for use in HVHZ: Yes • • • • • • RA089P R2 " ESR-2105,pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A • • • • • Evalaation f ep•rts Other: • • • FL=0852 R?,*1E R-2105.pdf 10852.7 MST27, MST27HDG, MST2fZ, • Strl4lght Strap • M5T37, MST37HDG, MST37Z, MST48, MST48HDG, MST48Z, MST60, MST60HDG, MQ"2! ! ! •!• Limits of Use .: • :. 0: � �lg&a iV � EESR-2105.odf ructlons Approved for use in HVHZ: Yes haps://www.floridabuilding.org/pr/pr_app df.aspx?param=wGEVXQwtDgtwudLxnkwGmQF2o5gypQOGSd%2FVrKrxpg6sCMyHJbll6w%3d%3d 2/4 Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10852 R2 AE ESR-2105.odf 10852.8 MSTA12, MSTA12Z, MSTA15, Straight Strap MSTAI5Z Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10852 R2 II ESR-2105.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design ressure: N ation Reports Ot FL10852 r 0-2105. df 10852.9 MSTA18, MSTA18 , MSTA21, Straight Strap MSTA2IZ, MSTA2 MSTA2 , MSTA30, MSTA30Z, 6, MSTA36Z, MSTA49 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10852 R2 II ESR-2105.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes esign Pressure: N/A Evaluation Reports 0tr: FL10852 R2 AE ESR-2105.odf 10852.10 MSTA9 Straight Strap Limits of Use ns a a ion Ins ructions Approved for use in HVHZ: Yes FL10852 R2_II ESR -2105 odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: When resisting wind uplift supplemental connectors FL10852 R2 AE ESR-2105.odf may be required to acheive 700# uplift for HVHZ. 10852.11 MSTC28, MSTC40, MSTC52, Straight Strap MSTC66, MSTC78 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10852 R2 H ESR-2105.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10852 R2 AE ESR-2105.odf 10852.12 MSTI26, MSTI36, MSTI48, MSTI60, Straight Strap MSTI72 Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL10852 R2 H ESR-2105.odf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10852 R2 AE ESR-2105.2df 10852.13 ST12, ST18, ST2122, ST -22, ST2215, Straight Strap ST292, ST6215, ST6224, ST6236, ST9 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10852 R2 II ESR-2105.pdf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10852 R2 AE ESR-2105.1)df • • 10852.14 ST2115 +•• ••o •• Sf-rsrgh:Awap•• Limits -of Use Installation Instructions Approved for use in HVHZ: Yes • •«• • FL10852 R2 11 ESR -21 5. df Approved for use outside HVHZ: Yes • • + ler fed 11V:0411 Shackelford P.E. 68675 Impact Resistant: N/A ;'; ; ; Crgateg by'Indeptndent Third Party: Yes Design Pressure: N/A• �• Evslvation RepoAs l• Other: When resisting wind uplift supplemental connectors FL10852 RZ AE ESR-2105.odf must be used to acheive 700# uplift for HVHZ. • • « •rte • • • httpsJ/www.floridabuilding.orgfpr/pr_app dtl.aspx?param=wGEVXQwtDgtwudl:Qkvis�mir2S5gypCyStrxp96sCMyHJb116W%3d%3d 3/4 V/17 p£%p£%M9llgf HAWos96dxjNjNZ%p• • • VQM9j=I0OQ- W)fl etb8MXA3E)M=weiedtxdse'pp dde ad/id/Bio•Bulplingepliog'mr^wf.SC[44 •• • • . •• ••• • • • • • ••• •• mideow IBAouddy jonpoJd '-UiT) )Plp aseafd '•S'd 'SSb ja4de4i uapun aasusoll a aie noA 11 oul"app of ollgnd a4j oa algapene spew aq ueo 4o14m ssaippe pews us 441m woupedaa 944 apinad aseeld 'ssWppe feumad e Alddns o; 4slm sou op noA jj 'paooaj ollqnd aie sasmppe flews JanamoH •essuaoll 844 4alm uopeolunwwoo fep),jjo Jai pasn aq Aew paplAo�d spews ayl auo ane4 Aa44 if ssaippe hews us 4alm juaurpedaa a4j ap)Aoad asnw 'S'd 'SS4 jaide43 japun pasuao)l saasuaoll 'ZIOZ I uagoyop anpoajja 'sa I J sil we ' 4.1. -a 'S54 uo)joaS of auensind* '56£I'LBV'OSS aoeauoo aseafd 'suopsanb Aue ane4 noA di 'ilew feuop)perj Aq jo auo4d Aq aoljjo a4j joejuoo 'peajsui •Ajpua sf4j of pew oNMoala puns sou op 'jsanba� sp�ooa�-oIlgnd a oa asuodsaj of posealej ssaippe pew -a jnoA quem jou op noA di sp�ooei opgnd aje sesswppe pews 'mef eppofj japup uawajejS puryald :: WawamS AllllqlsswoV:: awajejS Nd :: ep)Jo Jo ajeaS r!OZ-LO Z 14 N o:) •jaAofdws o33 ft ue sl eppofj 10 ajejS aN1 UOT -0S £ d e l ja S a o o 046 :: n jo uo:) a ESR -2105 , S REPORTT"' Reissued January 1, 2009 This report is subject to re-examination in two years. ICC Evaluation Service, Inc■I Business/Regional Office ■ 5360 Workman Mfg Road, Whittler, Crdoami'a 90601 ■ (562) 699-0543 wwwJcc-es.o[9Regional Office ■ 900 Montclair Road, Sub A, Birmingham, Alabama 35213 ■ (205) 599-9800 Regional Office ■ 4051 West Flossmoor Road, Country Club Hills, iltlnois 60478 ■ (708) 799-2305 DIVISION: 06—WOOD AND PLASTICS 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 TIE STRAPS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2006 International Building Code' (IBC) ■ 2006 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES The Simpson Strong -Tie FHA, HST, LSTA, LSTI, MST, MSTA, MSTC, MSTI, and ST Series Straight Tie Straps; and CMST and CS Series Coiled Tie Straps; and the CMSTC16 Coiled Tie Strap are used to transfer between wood members wind or seismic loads resulting from the critical load combination in accordance with Section 1605.3 of the IBC where allowable stress equations are used. The straps may also be used in structures regulated by the IRC where an engineered design is submitted in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 Straight Tie Straps: The FHA, HST, LSTA, LSTI, MST,MSTA, MSTC, MSTI, and ST Series straight tie straps are supplied in manufacturer - designated lengths with prepunched holes for nails or bolts. 3.1.1 FHA Series: The FHA Series tie straps are 63/6 to 30 inches (162 to 762 mm) long, and have a constant width of 13/18 inches (30.2 mm). The total strap width between longitudinal edges is 17/16 inches (36.5 mm). The longitudinal edges of the tie straps have'/4 inch -deep (6.4 mm) notches that are spaced 2 inches (51 mm) on center. Each %r ofsEirrr FHA strap has four "/B4 inch -diameter (4.3 mm) prepnche& nail holes. See Figure 1 for a drawing of the FHA Series t% straps. See Table 1 for strap dimensions, fastener scVedure3' and allowable tension loads. are 9 to 216/8 inches (229 to 549 mm) long and 1'/4 inches (31.8 mm) wide. Each strap has unevenly spaced I (4.3 mm) prepunched nail holes. One end of each strap has a "speed prong" which is formed from the steel strap. See Figure 2 for a drawing of the ST9, ST12, ST18, and ST 22 be straps. The ST292, ST2122, ST2215, ST6215, ST6224, and ST6236 straps are 96/16 to 3313/16 inches (236.5 to 858.8 mm) long, and have a constantwidth of 113/18 inches (46 mm). The total strap width between longitudinal edges is 21/18 inches (52.4 mm). Notches are a/3Z inch (7.1 mm) deep and are spaced 131, inches (44.5 mm) on center. Each longitudinal edge of an ST strap has a row of"/84 inch -diameter (4.3 mm) prepunched nail holes, spaced 13/4 inches (44.5 mm) on center. See Figure 3 for a drawing of the ST292, ST2122, ST2215, ST6215, ST6224, and ST6236 tie straps. The ST2115 strap is 16611, inches (414.3 mm) long and 3/4 inch (19.1 mm) wide, and has one row of "/,; inch -diameter (4.3 mm), prepunched nail holes, spaced 16/6 inches (41.3 mm) on center. See Figure 4 for a drawing of the ST2115 tie strap. See Table 1 for ST Series tie strap dimensions, fastener schedules, and allowable tension loads. 3.1.3 HST Series: The HST Series tie straps are either 211/4 or 25/2 inches (540 or 648 mm) long and from 2'/2 to 6 inches (63.5 to 152 mm) Wide. Each end of an HST strap has either three orsixprepunchedholestoaccommodate 6/e inch-or3/4 inch-diameter(15.9 and 19.1 mm) bolts. The spacing and the location of the bolt holes in the strap length comply With the code -required bolt spacing and end distances. See Figure 5 for a drawing of the HST Series tie straps. See Table 2 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.4 MST Series. The MST Series to straps are 27 to 72 inches (686 to 1829 mm) long and 2'/18 inches (52.4 mm) wide. Each strap has two rows of"/84 inch -diameter (4.3 mm) prepunched nail holes spaced 13/4 inches (43.7 mm) on center. Additionally, the straps have 5/, -inch -diameter (15.9 mm) prepunched bolt holes spaced 5'/4 inches (133.4 mm) on center. See Figure 6 for a drawing of the MST Series to straps. See Table 2 for strap dimensions, fastener sched ul es, and allowable tension loads. 3.1.5 LSTA and MSTASeries:The LSTA and MSTASeries tie straps are 9 to 49 inches (229 to 1245 mm) long and 11/4 inches (32 mm) wide. Each strap has one row of staggered "/64 inch -diameter (4.3 mm) prepunched nail holes. The SIFA•499 has %pr -inch -diameter (4.0 mm) prepunched nail :• o,�des• l.ongittdinal spacing (pitch) of consecutive holes is Alf, i1c1;e%: (38%nm), and the transverse distance (gage) behOserf stagt,Iered holes is /16 inch (14.3 mm). For the MST) 91 the longitudinal spacing (pitch) of consecutive holes 3.1.2 ST Series: The ST9, STI 2, STI 8, and $T 22 Sups is 2 inches (38.9 mm), and the transverse distance (gage) goo 00 0 0 00 '✓& REPORTS'" are not to be construed as representing aesthetics or any other attributes not specicall addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for Its use. There Is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by thA port. • • • • • • • • • ' • • • Copyright 0 2007 • % V " ' ' • • • • • Page 1 of 12 Page 2 of 8 ESR -2105 between staggered holes is 112 inch (12,7 mm). Both ends of every strap (except for the MSTA49) has one nail hole located between the last two staggered holes. See Figure 7 for a drawing of the LSTA and MSTA Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.6 LSTI Series: The LSTI Series tie straps are either 49 or 73 inches (1244 or 1854 mm) long and 33/4 inches (95.3 mm) wide. Each strap has two rows of staggered 513,-inch- diameter /32inch- diameter (4.0 mm) prepunched nail holes. Longitudinal spacing (pitch) of consecutive holes in a row is 3 inches (76 mm), and the transverse distance (gage) between staggered holes in a row is 3/e inch (9.5 mm). See Figure 8 for a drawing of the LSTI Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.7 MSTI Series: The MSTI Series tie straps are 2'118 inches (52.4 mm) wide and from 26 to 72 inches (660 to 1829 mm) long. Each strap has three rows of'/,, -inch -diameter (4.0 mm) prepunched nail holes spaced 3 inches (76 mm) on center. The holes in adjacent rows are offset by 1 inch (25.4 mm), resulting in one nail hole per inch of strap. See Figure 9 for a drawing of the MSTI Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.8 MSTC Series: The MSTC Series tie straps are 28'/4 to 773/4 inches (718 to 1975 mm) long and 3 inches (762 mm) wide. The straps have two rows of staggered prepunched holes spaced 11/2 inches (38.1 mm), measured from center - to -center of holes. On the nail head side of the strap, the holes are oblong and measure 13/' inch wide by 1/32 inch long (5.1 mm by 7.1 mm), and are chamfered at 120 degrees. On the wood side of the strap, the holes are "/64 inch wide by/, inch inch long (4.4 mm by 6.4 mm). The long direction of the nail holes is perpendicular to the length of the strap. See Figure 10 for a drawing of the MSTC Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.2 Coiled Tie Straps: The CS Series, CMST Series, and CMSTC16 tie straps are supplied in coils and are cut to a specified length at the jobsite for engineered applications where the connected wood members are not abutting each other. 3.2.1 CS Series: The CS14, CS16, CS18, CS20, and CS22 straps are supplied as 100-, 150-, 200-, 250-, and 300 -foot - long (30.5, 45.7, 61.0, 76.2, and 91.4 m) coils, respectively. The coiled steel is 1'/4 inches (32 mm) wide and has two rows of prepunched, 6/,, -inch -diameter (4.0 mm) holes. The longitudinal spacing of the holes in each row is 21116 inches (52.4 mm). See Figure 11 for a drawing of the CS Series tie straps and Figure 14 for a typical installation. See Table 4 for strap dimensions, fastener schedules, and allowable tension loads. 3.2.2 CMST Series: The CMST12 strap is supplied as a 40 - foot -long (12.19 m) coil, and the CMST14 strap is suppliedaa a 52'/, -foot -long (16.0 m) coil. The coiled steel is 3 inches (76.' mm) wide and has two rows of prepunched round holes wit: "/64 inch (4.3 mm) diameters, and two rows of el�dilatftt triangular holes sized to circumscribe an "/14 -inch -diameter (4.3 mm) hole. The longitudinal spacing of the, rou d and triangular holes in each row is 3.5 inches (E omi.$ee Figure 12 for a drawing of the CMST14 be straps Bid Fi=gure 13 for a typical installation. See Table 4 for strap dirlenciQns, fastener schedules, and allowable tension loads. from center -to -center of holes. On the nail head side of the strap, the holes are oblong and measure'/, inch wide by "/,4 inch long (6.4 mm by 8.3 mm), and are chamfered at 120 degrees. On the wood side of the strap, the holes are "/s4 inch wide by 114 inch long (4.4 mm by 6.4 mm). See Figure 13 for a drawing of the CMSTC16 tie strap and Figure 13 for a typical installation. See Table 4 for strap dimensions, fastener schedules, and allowable tension loads. 3.3 Materials: 3.3.1 Steel: The tie straps described in this report are manufactured from galvanized steel complying with ASTM A 653, SS designation, and minimum G90 zinc coating specifications, except for the HST3 and HST6 tie straps, which are manufactured from galvanized steel complying with ASTM A 1011. Refer to the tables in this report for the minimum specked yield and tensile strengths, FY and F,,, respectively, of the steel for each strap described in this report. Some models are available with a G185 continuous sheet galvanization in accordance with ASTM A 653. The model numbers of tie straps with a G185 zinc coating are followed by the letter Z. Some models are available with a batch hot -dip galvanized coating with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/m2), total for both sides, in accordance with ASTM A 123. The model numbers of tie straps with a batch hot -dipped zinc coating are followed bythe letters HDG. The galvanized steel tie straps have the following minimum base -metal thicknesses: GAGE BASE -METAL THICKNESS (inch) No. 3 0.2285 No. 7 0.1715 No. 10 0.1275 No. 12 0.0975 No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0334 3.3.2 Wood: Wood members with which the be straps are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber). The thickness (depth) of the wood main member must be equal to or greater than the length of the fasteners specified in the tables in this report, unless the reduced penetration effect on the load calculation per the applicable National Design Specification for Wood Construction and its Supplement (NDS) is taken into account, or as required by wood member design, whichever is greater. 3.3.3 fasteners: Nails must comply with ASTM F 1667 and LaYd.mMirDurgr bending yield strength, F.,,, of 90,000 psi . • :6Z0.3 flP$). -Bolts used with the MST and HST Series tie •, �trtgs n=ust as a -minimum comply with ASTM A 36 or A 307 and have a rAhmum bending yield strength of 45,000 psi (310.1 MPa). • ••• ••• ••• Fasteners u5edoin contact with preservative -treated or fire- ; ;retilroant-ttreated3umber must, as a minimum, comply with • IBO Sectior►23049.5 or IRC Section R319.3, as applicable. The lumber treater or report holder should be contacted for 3.2.3 CMSTC16: The CMSTC16 strap is supplied p; 9,54 -recommendations on minimum corrosion resistance and • foot -long (16.46 m) coil. The width of the coiled s=eel4s 3 • •canftboo camcities of fasteners used with the specific inches (76.2 mm). The strap has two rows of staggered : : fJbp*tarj prlservative-treated or fire -retardant -treated prepunched holes spaced 1'/2 inches (38.1 mm), wosesi�recr 'lifhit=Psr` ; • •; Page 3 of 8 4.0 DESIGN AND INSTALLATION 4.1 Design: Tabulated allowable tension loads in this evaluation reportare based on allowable stress design and are the lesser of the tie strap steel strength or the connection strength. When connection strength governs, the tabulated allowable loads include the load duration factor, CD, corresponding to design wind and seismic loads in accordance with the NDS. Tabulated allowable loads are for be straps connected to wood used under continuously dry interior conditions, and where sustained temperatures are 100°F (37.8°C) or less. When tie straps are fastened to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable tension loads based on fastener lateral design values in this evaluation report must be adjusted by the wet service factor, C,, specified in the NDS. When tie straps are connected to wood that will experience sustained exposure to temperatures exceeding 100°F (37.7°C), the allowable loads in this evaluation report must be adjusted by the temperature factor, C„ specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the tie strap connection in accordance with the NDS. 4.2 Installation: Installation of the tie straps must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 5.0 CONDITIONS OF USE The Simpson Strong -Tie Straight and Coiled Tie Straps described in this report comply with, or are suitable ESR -2105 alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The tie straps must be manufactured, identified, and installed in accordance with this report and the manufacturer's published installation Instructions. A copy of the instructions must be available at the jobsite at all times during installation. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statues of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 of this report and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.3.2 and 3.3.3 of this report 5.5 Use of tie straps with preservative -treated and fire - retardant -treated lumber Is outside the scope of this report. Use of fasteners with treated lumber must comply with Section 3.3.3 of this report. 6.0 EVIDENCE SUBMITTED 6.1 Structural calculations. 6.2 Quality documentation. 7.0 IDENTIFICATION Each tie strap described in this report is Identified with a die - stamped label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report (ESR -2523) which contains a summary of all the product model numbers in the ICC -ES evaluation reports issued to this manufacturer. .. ••• • • • • • .. ... .. . . . .. .. . Page 4 of 8 ESR -2105 TABLE 1—ALLOWABLE TENSION LOADS FOR THE ST AND FHA SERIES TIE STRAPS MODEL SERIES MODEL NO. Thickness (Gage No.) TIE STRAP PROPERTIES Length Minimum FY (Inches) (ksi) Minimum Fn (ksi) COMMON NAILS' (Total Quantity–Size) ALLOWABLE TENSION LOADS 2.1,4 (lbs.) Co = 1.6 FHA FHA6 12 63/8 33 45 8-16d 945 FHA9 12 9 33 45 8-16d 945 FHAl2 12 11`/8 33 45 8-16d 945 FHA18 12 17'/4 33 45 8-16d 945 FHA24 12 23/8 33 45 8-16d 945 FHA30 12 30 33 45 8-16d 945 ST ST292 20 98/18 33 45 12-16d 1,26516' ST2122 20 1213/16 40 55 16-16d 1,530(" ST2115 20 166/18 50 65 10-16d 660") ST2215 20 166/16 50 65 20-16d 1,8756) ST6215 16 166/18 33 45 20-16d 2,09516) ST6224 16 236/18 40 55 28-16d 2,540(') ST6236 14 3373/16 50 65 40-16d 3,845161 ST9 16 9 33 45 8-16d 885 ST12 16 116/6 33 45 10-16d 1,105 ST18 16 173/4 3345 14-16d 1,4206' ST22 16 216/6 33 1 45 18-16d 1,42016' For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. IQuantity of fasteners is the minimum number of common nails required to achieve the tabulated allowable loads. One half of the tabulated quantity must be installed In each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report 'Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. 'Allowable tension loads are the lesser of the tie strap steel strength or the connection strength. 4Tabulated allowable tension loads are governed by connection strength, unless noted otherwise. Connection strength is derived by multiplying the number of nails by the minimum value from the yield mode equations in Section 11.3.1 from the NDS -05, where the side member (i.e., the steel tie strap) dowel bearing strength, Fas, is equal to 2.2F./C,, where Co equals 1.6 as shown in the table, and where F. equals the minimum specified tensile strength value of the steel shown In the table. The tabulated allowable tension loads governed by connection strength have been multiplied by the load duration factor, Co, noted In the table, and are not permitted to be adjusted for other load durations. 'The tabulated allowable tension load is governed by steel strength, and does not include a one-third stress increase or the load duration factor, Co. The steel strength is the lesser of yielding at the gross section of the strap, the fracture In the net section away from the connection, or fracture at the connection in accordance with Section C2 of AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members, including the 2004 Supplement). 17As' 'oi T� 3/4' I+—FHA30 i 1/4' FHA24 T FHA18 7 ST22 t F 1 ST18 . ST12 FIGURE 1—FHASERIES TIE STRAPS • • •• �— • ojL• • 21/,6° ' o �13/a h- . •0 1h. • • I, 1, L 4 . —F —ST6236 ST6224 f BTU�o�r �FSTdaer•+`�•A$�• • • • • • • • • • FIGURE 3—ST SERIES TIE STRAPS • a • • • • FIGURE 2—ST SERIES TIE STRAPS • • 3/46 ••• •4r�••• 165/16n• • • + :+ • : • hGURE 4—ST2115 TIE STRAP • •• • • • • ••• • • • • ••• 0 • • ••• • Page 5 of 8 ESR -2105 TABLE 2—ALLOWABLE TENSION LOADS FOR THE HST AND MST SERIES TIE STRAPS For 51: 1 Inch = 25.4 mm, 1 ibf = 4.45 N. 'Quantity of fasteners is the total number of common nails or bolts, but not both, required to achieve the tabulated allowable loads. One half of the tabulated quantity must be installed in each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report. 'Allowable tension loads for nailed and bolted connections are not cumulative. 'Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. 'Allowable tension loads are the lesser of the to strap steel strength or the connection strength. 'Tabulated allowable tension loads are governed by connection strength, unless noted otherwise. Connection strength is derived by multiplying the number of fasteners by the minimum value from the yield mode equations in Section 11.3.1 from the NDS -05, where the dowel bearing strength, Fa„ of the side member (.e., the steel tie strap) is equal to 2.2FJC, for nailed and bolted connections, where the load duration factor, C„ equals 1.6 as shown In the table, and where the minimum specified tensile strength, F. of the steel strap is as shown in the table. For bolted connections, the tabulated allowable tension loads include the load duration factor, C„ noted in the table, and the applicable group action factor, Ca. 'The tabulated allowable tension load is governed by steel strength, and does not include a one-third stress increase or the load duration factor, C,. The steel strength is the lesser of yielding at the gross section of the strap, the fracture In the net section away from the connection, orfracture at the connection in accordance with Section C2 of AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members, including the 2004 Supplement). L �---- HST2 = 21/2" HST3 = 3" HST5 = 5" � HST6 = 6" �1/41 ------------------------ 21h° HST2 and HST5 HST2 HST5 11 3° HST3 and HST6 HST3 HST6 FIGURE 5—HST SERIES TIE STRAP • • - 2� ;. o. o i o i o i o ' ALLOWABLE TENSION LOADS2,3,4,' MST72 TIE STRAP PROPERTIES FASTENERS' (Quantity -Size) (lbs.) C, =1.6 • • 3748 • MODEL MODEL • MSTa7 M • •r • • • • ••• Thick. • FIGURE 6—MST SERIES TIE ShU** Bolts SERIES NO. (Gage Length Min. Min. F Nails Bolts Nails Wood Member Thickness (In.) •r• • • s • ••• No.) (in.) (ksi) (ksi) 3 31/Z • • • •• •• HST2 7 21'/4 40 55 — 6-'/°" — 5,280 5,260 5,220 HST5 7 21'/4 40 55 — 12 "/B" — 10,560 10,605 10,650 HST HST3 3 26/2 33 52 — 6-3/4" — 6,875 7,740 7,680 HST6 3 25'/2 33 52 — 12-'/4" — 13,545 15,240 15,475 MST27 12 27 40 55 30-16d 4-'/2" 3,705 2,175 2,170 2,165 MST37 12 37'/2 40 55 42-16d 6-1/2" 5,080 3,075 3,060 3,030 MST MST48 12 48 42 56 50-16d 8-42" 5,310"' 3,696" 3,695"' 3,675 MST60 10 60 42 56 68-16d 10-'/2" 6,730(8) 4,665 4,605 4,490 MST72 10 72 42 56 68-16d 10-'/ " 6,730(') 4,665 4,605 1 4,490 For 51: 1 Inch = 25.4 mm, 1 ibf = 4.45 N. 'Quantity of fasteners is the total number of common nails or bolts, but not both, required to achieve the tabulated allowable loads. One half of the tabulated quantity must be installed in each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report. 'Allowable tension loads for nailed and bolted connections are not cumulative. 'Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. 'Allowable tension loads are the lesser of the to strap steel strength or the connection strength. 'Tabulated allowable tension loads are governed by connection strength, unless noted otherwise. Connection strength is derived by multiplying the number of fasteners by the minimum value from the yield mode equations in Section 11.3.1 from the NDS -05, where the dowel bearing strength, Fa„ of the side member (.e., the steel tie strap) is equal to 2.2FJC, for nailed and bolted connections, where the load duration factor, C„ equals 1.6 as shown In the table, and where the minimum specified tensile strength, F. of the steel strap is as shown in the table. For bolted connections, the tabulated allowable tension loads include the load duration factor, C„ noted in the table, and the applicable group action factor, Ca. 'The tabulated allowable tension load is governed by steel strength, and does not include a one-third stress increase or the load duration factor, C,. The steel strength is the lesser of yielding at the gross section of the strap, the fracture In the net section away from the connection, orfracture at the connection in accordance with Section C2 of AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members, including the 2004 Supplement). L �---- HST2 = 21/2" HST3 = 3" HST5 = 5" � HST6 = 6" �1/41 ------------------------ 21h° HST2 and HST5 HST2 HST5 11 3° HST3 and HST6 HST3 HST6 FIGURE 5—HST SERIES TIE STRAP • • - 2� ;. o. o i o i o i o ' MST72 f MST60 • • 3748 • • • • MSTa7 M • •r • • • • ••• • FIGURE 6—MST SERIES TIE ShU** ••• • • •• • • ••Goo• • •r• • • s • ••• • • • • • • • • • ♦A• �• •• • • • • • • •• •• Page 6 of 8 ESR -2105 TABLE 3—ALLOWABLE TENSION LOADS FOR THE LSTA, MSTA, LSTI, AND MSTI SERIES TIE STRAPS MODEL SERIES MODEL NO. Thickness (Gage No.) TIE STRAP PROPERTIES Length Min. Fr (inches) (ksi) Min. Fe (ksi) NAILV (Total Quantity -Size) ALLOWABLE TENSION LOADS',',' (lbs.) C, =1.6 LSTA LSTA9 20 9 50 65 8-10d common 740 LSTA12 20 12 50 65 10-10d common 925 LSTA15 20 15 50 65 12-10d common 1,110 LSTA18 20 18 50 65 14-10d common 1,235(8' LSTA21 20 21 50 65 16-10d common 1,235(') LSTA24 20 24 50 65 18-10d common 1,235j ) LSTA30 18 30 50 65 22-10d common 1,640(8) LSTA36 18 36 50 65 24-10d common 1,640t" ]VISTA MSTA9 18 9 50 65 8-10d common 750 MSTA12 18 12 50 65 10-10d common 940 MSTA15 18 15 50 65 12-10d common 1,130 MSTA18 18 18 50 65 14-10d common 1,315 MSTA21 18 21 50 65 16-10d common 1,505 MSTA24 18 24 50 65 18-10d common 1,640(" MSTA30 16 30 50 65 22-10d common 2,050(8) MSTA36 16 36 50 65 26-10d common 2,050'8) MSTA49 16 49 50 65 26-10d common 2,020(') LSTI LSTI49 18 49 40 55 32-10dx1'/, common 2,975 LST173 18 73 40 55 48-10dx1'/, common 4,205(') MST[ MSTI26 12 26 40 55 26-10dx1'/, common 2,745 MSTI36 12 36 40 55 36-10dx1'/, common 3,800 MSTI48 12 48 40 55 48-10dx1'/, common 5,065 MST160 12 60 40 55 60-10dx11/, common 5,080" MST172 12 72 40 55 72-10dx1'/, common 5,0800" MSTC MSTC28 16 28'/4 50 65 36-16d sinker 3,455 MSTC40 16 401/4 50 65 52-16d sinker 4,745'8' MSTC52 16 52'/, 50 65 62-16d sinker 4,745" MSTC66 14 653/4 50 65 76-16d sinker 5,860(8) MSTC78 14 1 7T4 1 50 65 76-16d sinker 5,860(') For SI: 1 inch = 25.4 mm. 1 Ibf = 4.45 N. 'Total fasteners are the minimum number of nails required to achieve the tabulated allowable loads. One half of the total must be Installed in each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report 'Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. 'Allowable tension loads are the lesser of the tie strap steel strength or the connection strength. 'Tabulated allowable tension loads are governed by connection strength, unless noted otherwise. Connection strength is derived by multiplying the number of nails by the minimum value from the yield mode equations in Section 11.3.1 from the NDS -05, where the side member p.e., the steel tie strap) dowel bearing strength, F,,, is equal to 2.2F./Co, where the load duration factor, CD, equals 1.6 as shown In the table, and where the minimum specified tensile strength, F. of the steel strap is as shown in the table. The tabulated allowable tension loads governed by connection strength have been multiplied by the load duration factor, C., noted in the table. 'The tabulated allowable tension load is governed by steel strength, and does not Include a one-third stress Increase or the load duration factor, C,,. The steel strength is the lesser of yielding at the gross section of the strap, the fracture in the net section away from the connection, or fracture at the connection in accordance with Section C2 of AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members, including the 2004 Supplement). •• ••• • •• • • • •• • •• • • • • ••• • •• ••• • • • • •• •• • • • 00 ••• • • • • ••. • • • • ••• •• •• • • • • •• • 0 0 • •i• t• Page 7 of 8 311 1 �� I• I• I I• I I• I �%4 I I I• I I• I I• t 1., 1 1 1 1 1 1 LSTA36 LSTA30 LSTA24 LSTA21 LSTA18 LSTA15 LSTA12 FIGURE 7—LSTA SERIES (MSTA SERIES SIMILAR) TIE STRAP ESR -2105 33/4 3/e• 6•� 6 ° _TYP. 2 o ° e --y— �a LST149 – IT LSTI73 FIGURE 8—LS1I SERIES TIE STRAP 2'/le 1. - 10 1 ' 1 • 'I ' • .1' o . • �I •3a 1+ •o I ' 1 ' . . ' i • •o, MST172 MSTl6o MSTM MSTl36 ------ FIGURE 9—MSTI SERIES TIE STRAP L 01 1 It 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11�z,Opo 0 0 0 Opo 0 0 0 0p0 0 0 0 0p0 –Ilc— l3°-► FIGURE 10—MSTCSERIES TIE STRAP •• ••• •• • • • •• • • • • • • • • • • 1/4' . Page 8 of 8 ESR -2105 TABLE 4—ALLOWABLE TENSION LOADS FORTHE CS AND CMST SERIES COIL STRAPS AND THE CMSTC16 COIL TIE STRAP For SI: 1 Inch = 25.4 mm, 1 Ibf = 4.45 N. 'Total fasteners are the minimum number of nails required to achieve the tabulated allowable loads. One half of the total must be installed In each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report. 'Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. 'Allowable tension loads must be the lesser of the be strap steel strength or the connection strength. `Allowable tension loads based on connection strength are derived by multiplying the number of nails by the minimum value from the yield mode equations in Section 11.3.1, where the side member (i.e., the steel tie strap) dowel bearing strength, F,,, Is equal to 2.2FJC„ where C, equals 1.6 as shown in the table, and where the minimum specified tensile strength, F of the steel strap Is as shown in the table. Allowable tension loads governed by connection strength have been multiplied by the load duration factor, C„ noted in the table. 'The tabulated allowable tension loads based on steel strength do not include a one-third stress increase, and are the lesser of yielding at the gross section of the strap, the fracture in the net section away from the connection, or fracture at the connection in accordance with Section C2 of AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members, including the 2004 Supplement). CM6 16ax6 - 0 1h"11k" 2�hs" FIGURE 11 --CS SERIES TIE STRAP " o " e e o 3° CMST14 14 GAUGE o e e 0 0 FIGURE 12—CMST14TIE STRAP•• ••� TIE STRAP PROPERTIES ALLOWABLE TENSION LOADV MODEL MODEL NO. ••• NAILS' (lbs.) Thickness Length Min. FY Min. F. SERIES - - •• - (Quantity -Size) Based on Steel 3° Typ. (Gage No.) (ksl) (ksl) C, = 1.6 Strength' 30-10d common 2,985 2,490 CS14 14 Cut to length 50 85 36-8d common 3,005 2,490 22-10d common 2,080 1,705 CS16 16 Cut to length 40 55 26-8d common 2,040 1,705 18-10d common 1,675 1,370 CS CS18 18 Cut to length 4055 224d common 1,695 1,370 14-10d common 1,280 1,030 CS20 20 Cut to length 40 55 18-8d common 1,370 1,030 12-10d common 1,100 845 CS22 22 Cut to length 40 55 14-8d common 1,055 845 84-16d common 10,710 9,215 CMST CMST12 12 Cut to length 50 65 98-10d common 10,780 9,215 66-16d common 7,755 6,490 CMST14 14 Cut to length 50 65 78-10d common 7,760 6,490 CMSTC CMSTC16 16 Cut to length 50 65 56-16d sinker 5,375 4,585 For SI: 1 Inch = 25.4 mm, 1 Ibf = 4.45 N. 'Total fasteners are the minimum number of nails required to achieve the tabulated allowable loads. One half of the total must be installed In each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report. 'Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. 'Allowable tension loads must be the lesser of the be strap steel strength or the connection strength. `Allowable tension loads based on connection strength are derived by multiplying the number of nails by the minimum value from the yield mode equations in Section 11.3.1, where the side member (i.e., the steel tie strap) dowel bearing strength, F,,, Is equal to 2.2FJC„ where C, equals 1.6 as shown in the table, and where the minimum specified tensile strength, F of the steel strap Is as shown in the table. Allowable tension loads governed by connection strength have been multiplied by the load duration factor, C„ noted in the table. 'The tabulated allowable tension loads based on steel strength do not include a one-third stress increase, and are the lesser of yielding at the gross section of the strap, the fracture in the net section away from the connection, or fracture at the connection in accordance with Section C2 of AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members, including the 2004 Supplement). CM6 16ax6 - 0 1h"11k" 2�hs" FIGURE 11 --CS SERIES TIE STRAP " o " e e o 3° CMST14 14 GAUGE o e e 0 0 FIGURE 12—CMST14TIE STRAP•• ••� ••• 0 0 0 CMST016 18 GAUGE • • • • 0 0 0 • • IV 3r • • • • "/is • - - •• - 3° Typ. FIGURE 13—CMSTC16 TIE STRM • • FIGURE 14—TYPICAL INSTALLATION OF i i • • • e • • CS, CMST, AND CMSTC16 TIE STRAP ••• • • • ••• • - REPORT TM E ICC Evaluation Service, Inc. www.icc-es.org DIVISION: 06—WOOD AND PLASTICS 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 TIE STRAPS 1.0 EVALUATION SCOPE ESR -2105 Supplement Reissued January 1, 2009 Is report is subject to re-examination in two years. Business/Regional Office ■ 5360 Workman Mm Road, Whittler, Callfomia 90601 ■ (562) 699-0543 Regional Office ra 900 Montclair Road, Suite A, Birmingham, Alabama 35213 ■ (205) 599-9800 Regional Office ■ 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 ■ (708) 799-2305 Compliance with the following code: ■ 2007 Florida Building Code—Building (FBC-B) ■ 2007 Florida Building Code—Residential (FBC-R) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the Simpson Strong -Tie FHA, HST, LSTA, LSTI, MST, MSTA, MSTC, MSTI, and ST Series Straight Tie Straps; and CMSTand CS Series Coiled Tie Straps; and the CMSTC16 Coiled Tie Strap described in Sections 2.0 through 7.0 and in Tables 1, 2, 3, and 4 of the master report, complywith the 2007 Florida Building Code—Building, and the 2007 Florida Building Code—Residential, when designed and installed in accordance with the master evaluation report under the following additional conditions: • The Simpson Tie Straps are selected based on the most critical load combination resulting from the load combinations in Section 1605.3.1 of the FBC. • For use of the Simpson Tie Straps in the High Velocity Hurricane Zone: • The Tie Straps are selected based on the most critical load combination resulting from the load combinations in Section 2.4.1 of ASCE 7. • Straps having an assigned allowable tension capacity of less than 700 pounds (3115 N) must be used such that two or more of the straps are installed so that the total allowable tension capacity exceeds the code -prescribed minimum of 700 pounds (3115N). • Nails must be galvanized. For products failing under Florida Rule 9B-72, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or4l4e code ofFisial whop tae reqprt holder does not possess an approval by the Commission). • • .. • . . •• . • • •.. • .• •.• •. . . . •• This supplement expires concurrently with the master evaluation report issued on January 1, 2009. • ••• • •.• ••• Or ••• • . . • • • • • •• i DEPORTS" are not to be construed as representing aesthetics or any other attributes not specf/Ically addressed, nor are they robe construed as an endorsement of the subject of the report or a recommendation for Its use. There Is no warranty by ICC Evaluation Service, Inc, express or implied, as to any finding or other matter in this report, or as to any product covered Ify:A dart. • • • • • • • • • • • • • • pt�flmeadOq�tm • • • • • • • • • • • •• •• • • • •• •• Copyright m 2007 • • • • • • • • • • • Page 1 of 1 ESR -2105 E'REPORTTM Reissued January 1, 2009 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. Business/Regional Office ■ 5360 Workman Mill Road, Whittler, California 90601 ■ (562) 699-0543 Regional Office ■ 900 Montclair Road, Suite A, Birmingham, Alabama 35213 ■ (205) 599-9800 www.icc-es.org Regional Office ■ 4051 West FlossmoorRoad, Country Club Hills, Illinois 60478 ■ (708)799-2305 DIVISION: 06—WOOD AND PLASTICS 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.stronatie.com EVALUATION SUBJECT: SIMPSON TIE STRAPS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2006 Intemationa/ Building Code® (IBC) ■ 2006 lntemational Residential Code® (IRC) Property evaluated: Structural 2.0 USES The Simpson Strong -Tie .FHA, HST, LSTA, LSTI, MST, MSTA, MSTC, MST[, and ST Series Straight Tie Straps; and CMST and CS Series Coiled Tie Straps; and the CMSTC16 Coiled Tie Strap are used to transfer between wood members wind or seismic loads resulting from the critical load combination in accordance with Section 1605.3 of the IBC where allowable stress equations are used. The straps may also be used in structures regulated by the IRC where an engineered design is submitted in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 Straight Tie Straps: The FHA, HST, LSTA, LSTI, MST,MSTA, MSTC, MST[, and ST Series straight tie straps are supplied in manufacturer - designated lengths with prepunched holes for nails or bolts. 3.1.1 FHA Series: The FHA Series tie straps are 63/8 to 30 inches (162 to 762 mm) long, and have a constant width of 13/18 inches (30.2 mm). The total strap width between longitudinal edges is 1'/16 inches (36.5 mm). The longitudinal edges of the tie straps have'/; inch -deep (6.4 mm) notches that are spaced 2 inches (51 mm) on center. Each end of an FHA strap has four "/14 -inch -diameter (4.3 mpt)eprep onohed nail holes. See Figure 1 for a drawing of the - FHA Serietliit straps. See Table 1 for strap dimensions, fastenarscAldiZe$, and allowable tension loads. " • • • • • 3.1.2 ST Series: The ST9, STI 2, ST18 and ST 22 straps are 9 to 216/8 inches (229 to 549 mm) long and 1'/4 inches (31.8 mm) wide. Each strap has unevenly spaced "/84 inch - diameter (4.3 mm) prepunched nail holes. One end of each strap has a "speed prong" which is formed from the steel strap. See Figure 2 for a drawing of the ST9, ST12, ST18, and ST 22 tie straps. The ST292, ST2122, ST2215, ST6215, ST6224, and ST6236 straps are 96/16 to 33'3/76 inches (236.5 to 858.8 mm) long, and have a constant width of 113/18 inches (46 mm). The total strap width between longitudinal edges is 2'/1e inches (52.4 mm). Notches are 9/32 inch (7.1 mm) deep and are spaced 13/4 inches (44.5 mm) on center. Each longitudinal edge of an ST strap has a row of "/84 inch -diameter (4.3 mm) prepunched frail holes, spaced 13/4 inches (44.5 mm) on center. See Figure 3 for a drawing of the ST292, ST2122, ST2215, ST6215, ST6224, and ST6236 tie straps. The ST2115 strap is 1018 inches (414.3 mm) long and 3/4 inch (19.1 mm) wide, and has one row of "/64 inch -diameter (4.3 mm), prepunched nail holes, spaced I% inches (41.3 mm) on center. See Figure 4 for a drawing of the ST2115 tie strap. See Table 1 for ST Series tie strap dimensions, fastener schedules, and allowable tension loads. 3.1.3 HST Series: The HST Series tie straps are either 21'/4 or 25/2 inches (540 or 648 mm) long and from 2'/2 to 6 inches (63.5 to 152 mm) wide. Each end of an HST strap has either three or six prepunched holesto accommodate B/, -inch- ora/4- inch-diameter (15.9 and 19.1 mm) bolts. The spacing and the location of the bolt holes in the strap length comply with the code -required bolt spacing and end distances. See Figure 5 for a drawing of the HST Series tie straps. See Table 2 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.4 MST Series, The MST Series to straps are 27 to 72 inches (686 to 1829 mm) long and 21/18 inches (52.4 mm) wide. Each strap has two rows of"/B4 inch -diameter (4.3 mm) prepunched nail holes spaced 13/4 inches (43.7 mm) on center. Additionally, the straps have r/, -Inch -diameter (15.9 mm) prepunched bolt holes spaced 5'/4 inches (133.4 mm) on center. See Figure 6 for a drawing of the MST Series tie straps. See Table 2 for strap dimensions, fastenersched ules, and allowable tension loads. 3.1.5 LSTA and MSTASeries: The LSTA and MSTA Series tie straps are 9 to 49 Inches (229 to 1245 mm) long and 11/4 inches (32 mm) wide. Each strap has one row of staggered "/84 inch -diameter (4.3 mm) prepunched nail holes. The MSTA49 has 6/,71rich-diameter (4.0 mm) prepunched nail �•�holes. Lowgitudinal spacing (pitch) of consecutive holes is • • 1:, :nates (38 mm), and the transverse distance (gage) blf*en•%taggered holes is 9118 inch (14.3 mm). For the ' MSl'A4J! the longitudinal spacing (pitch) of consecutive holes is 17%, inches (38.9 mm), and the transverse distance (gage) E_c; REPORTS" are not to be construed as representing aistheCpF or anybthsr atti&ates not:pe`#7ea:v Addressed, nor are they to be construed as an • endorsement of the subject of the report or a recommendation for Its use. There Is no wail only by Idt Eval4tion Service, Inc., express or implied, as to any/ finding or other matter in this report, or as to any product covered by the report. • • • • • • • aaWaretmatcsnmu • • • • • i i Copyright ©2007 • • • • . � � Page 1 of 12 � • •• •• • • • •• •• Page 2 of 8 between staggered holes is 1/2 inch (12.7 mm). Both ends of every strap (except for the MSTA49) has one nail hole located between the last two staggered holes. See Figure 7 for a drawing of the LSTA and MSTA Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.6 LSTI Series: The LSTI Series be straps are either 49 or 73 inches (1244 or 1854 mm) long and 33/4 Inches (95.3 mm) wide. Each strap has two rows of staggered 5/,, inch - diameter (4.0 mm) prepunched nail holes. Longitudinal spacing (pitch) of consecutive holes in a row is 3 inches (76 mm), and the transverse distance (gage) between staggered holes in a row is 3/, inch (9.5 mm). See Figure 8 for a drawing of the LSTI Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.7 MSTI Series: The MSTI Series tie straps are 21/1, Inches (52.4 mm) wide and from 26 to 72 inches (660 to 1829 mm) long. Each strap has three rows of 6/,, -Inch -diameter (4.0 mm) prepunched nail holes spaced 3 inches (76 mm) on center, The holes in adjacent rows are offset by 1 inch (25.4 mm), resulting in one nail hole per inch of strap. See Figure 9 for a drawing of the MSTI Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.1.8 MSTC Series: The MSTC Series tie straps are 281/4 to 773/4 inches (718 to 1975 mm) long and 3 inches (76.2 mm) wide. The straps have two rows of staggered prepunched holes spaced 1'/, inches (38.1 mm), measured from center - to -center of holes. On the nail head side of the strap, the holes are oblong and measure "/, inch wide by a/,Z inch long (5.1 mm by 7.1 mm), and are chamfered at 120 degrees. On the wood side of the strap, the holes are "/B4 inch wide by 1/4 inch long (4.4 mm by 6.4 mm). The long direction of the nail holes is perpendicular to the length of the strap. See Figure 10 for a drawing of the MSTC Series tie straps. See Table 3 for strap dimensions, fastener schedules, and allowable tension loads. 3.2 Coiled Tie Straps: The CS Series, CMST Series, and CMSTC16 tie straps are supplied in coils and are cut to a specified length at the jobsite for engineered applications where the connected wood members are not abutting each other. 3.2.1 CS Series: The CS14, CS16, CS18. CS20, and CS22 straps are supplied as 100-, 150-, 200-, 250-, and 300 -foot - long (30.5, 45.7, 61.0, 76.2, and 91.4 m) coils, respectively. The coiled steel is 1'/, inches (32 mm) wide and has two rows of prepunched, 1/3, -Inch -diameter (4.0 mm) holes. The longitudinal spacing of the holes in each row is 21/18 inches (52.4 mm). See Figure 11 for a drawing of the CS Series tie straps and Figure 14 for a typical installation. See Table 4 for strap dimensions, fastener schedules, and allowable tension loads. ESR -2105 from center -to -center of holes. On the nail head side of the strap, the holes are oblong and measure 1/4 inch wide by "/B4 inch long (6.4 mm by 8.3 mm), and are chamfered at 120 degrees. On the wood side of the strap, the holes are "/84 inch wide by'/4 inch long (4.4 mm by 6.4 mm). See Figure 13 for a drawing of the CMSTC16 tie strap and Figure 13 for a typical installation. See Table 4for strap dimensions, fastener schedules, and allowable tension loads. 3.3 Materials: 3.3.1 Steel: The tie straps described in this report are manufactured from galvanized steel complying with ASTM A 653, SS designation, and minimum G90 zinc coating specifications, except for the HST3 and HST6 tie straps, which are manufactured from galvanizedsteel complying with ASTM A 1011. Refer to the tables in this report for the minimum specified yield and tensile strengths, Fj, and F,,, respectively, of the steel for each strap described in this report. Some models are available with a G185 continuous sheet galvanization in accordance with ASTM A 653. The model numbers of tie straps with a G185 zinc coating are followed by the letter Z. Some models are available with a batch hot -dip galvanized coating with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 gle), total for both sides, in accordance with ASTM A 123. The model numbers of tie straps with a batch hot -dipped zinc coating are followed bythe letters HDG. The galvanized steel tie straps have the following minimum base -metal thicknesses: GAGE BASE -METAL THICKNESS (inch) No. 3 0.2285 No. 7 0.1715 No. 10 0.1275 No. 12 0.0975 No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0334 3.3.2 Wood: Wood members with which the be straps are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber). The thickness (depth) of the wood main member must be equal to or greater than the length of the fasteners specified In the tables in this report, unless the reduced penetration effect on the load calculation per the applicable National Design Specification for Wood Construction and its Supplement (NDS) is taken into account, or as required by wood member design, whichever is greater. 3.2.2 CMST Series: The CMST12 strap is supplied as a 40- 3.3.3 Fasteners: Nails must comply with ASTM F 1667 and foot -long (12.19 m) coil, and the CMST14 strap is supplied as a 521/2 -foot -long (16.0 m) coil. The coiled steel fs•3 Ittlel Q!? . have minimum bending yield strength, d of Serie psi mm) wide and has two rows of prepunched rb�nd hQ�s wig : ; (�2(.L1 MPa). Bolts used with the MST and HST Series tie "/,,4 -inch (4.3 mm) diameters, and two rows. �9�la�erll ; ; s�a{�s frga� t as a minimum comply with ASTM A 36 orA 307 triangular holes sized to circumscribe an "/B4 Inch-diametgr • (310.1 P a minimum bending yield strength of 45,000 psi (4.3 mm) hole. The longitudinal spacing of the round and (310.1 MPa). triangular holes in each row is 3.5 Inches (88►gdnm). -Ree• Figure 12 for a drawing of the CMST14 464rap; and Faure 13 for a typical installation. See Table 4 fol stapvImen sior s, fastener schedules, and allowable tension lbad.4. 3.2.3 CMSTC16: The CMSTC16 strap is supplied as a 54 - foot -long (16.46 m) coil. The width of the•cioiler steal is 3. inches (76.2 mm). The strap has two rows of stagbel$4 prepunched holes spaced 1'/2 inches (38.:rim)r*a a,Oq*uCed; 0 0 :, Fastan%Wsed in contact eservative-treated or fire - ret Ont>Z ated lumber must, as sra minimum, comply with • 18C;Sgctien2304.9.5 or IRC Section R319.3, as applicable. The fumb®r treater or report holder should be contacted for recommendations on minimum corrosion resistance and •joUnection capacities of fasteners used with the specific pro .Vnetaay preservative -treated or fire -retardant -treated • lurvbar. ; • •• •• Page 3 of 8 4.0 DESIGN AND INSTALLATION 4.1 Design: Tabulated allowable tension loads in this evaluation reportare based on allowable stress design and are the lesser of the tie strap steel strength or the connection strength. When connection strength governs, the tabulated allowable loads include the load duration factor, Co, corresponding to design wind and seismic loads in accordance with the NDS. Tabulated allowable loads are for tie straps connected to wood used under continuously dry interior conditions, and where sustained temperatures are 100°F (37.8°C) or less. When tie straps are fastened to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable tension loads based on fastener lateral design values in this evaluation report must be adjusted by the wet service factor, C,, specified in the NDS. When tie straps are connected to wood that will experience sustained exposure to temperatures exceeding 100°F (37.70C), the allowable loads In this evaluation report must be adjusted by the temperature factor, C„ specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the tie strap connection in .accordance with the NDS. 4.2 Installation: Installation of the tie straps must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacturer's published Installation instructions, this report governs. 5.0 CONDITIONS OF USE The Simpson Strong -Tie Straight and Coiled Tie Straps described in this report comply with, or are suitable •• ••• • • • • •• • ••66 668 so • • ESR -2105 alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The tie straps must be manufactured, identified, and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statues of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 of this report and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.3.2 and 3.3.3 of this report 5.5 Use of tie straps with preservative -treated and fire - retardant -treated lumber is outside the scope of this report. Use of fasteners with treated lumber must comply with Section 3.3.3 of this report. 6.0 EVIDENCE SUBMITTED 6.1 Structural calculations. 6.2 Quality documentation. 7.0 IDENTIFICATION Each tie strap described in this report is Identified with a die - stamped label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report (ESR -2523) which contains a summary of all the product model numbers in the ICC -ES evaluation reports issued to this manufacturer. • • • • • • • • • • • set a Page 4 of 8 TABLE 1—ALLOWABLE TENSION LOADS FOR THE ST AND FHA SERIES TIE STRAPS ESR -2105 MODEL SERIES MODEL NO. Thickness (Gage No.) TIE STRAP PROPERTIES Length Minimum FY (inches) (ksi) Minimum F. {ksi) COMMON NAILS' (Total Quantity—Size) ALLOWABLE TENSION LOADS'''"* (lbs.) Co = 1.6 FHA FHA6 12 63/8 33 45 8-16d 945 FHA9 12 9 33 45 8-16d 945 FHAl2 12 113/8 33 45 8-16d 945 FHA18 12 17% 33 45 8-16d 945 FHA24 12 23'/8 33 45 8-16d 945 FHA30 12 30 33 45 8-16d 945 ST ST292 20 98/18 33 45 12-16d 1,265'8) ST2122 20 1273/78 40 55 16-16d 1,530)') ST2115 20 168/78 50 65 10-16d 660)8) ST2215 20 168118 50 65 20-16d 1,875)8) ST6215 16 168/18 33 45 20-16d 2,095)8) ST6224 16 238/18 40 55 28-16d 2,540)8) ST6236 14 3373/78 50 65 40-16d 3,845)8) ST9 16 9 33 45 8-16d 885 ST12 16 11% 33 45 10-16d 1,105 ST18 16 173/4 33 45 14-16d 1,420)8) ST22 16 218/8 33 45 18-16d 1,420'8j For SI: 1 Inch = 25.4 mm, 1 Ibf = 4.45 N. 'Quantity of fasteners Is the minimum number of common nails required to achieve the tabulated allowable loads. One half of the tabulated quantity must be Installed in each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report 'Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. 'Allowable tension loads are the lesser of the tie strap steel strength or the connection strength. 4Tabulated allowable tension loads are governed by connection strength, unless noted otherwise. Connection strength is derived by multiplying the number of nails by the minimum value from the yield mode equations in Section 11.3.1 from the NDS -05, where the side member (i.e., the steel tie strap) dowel bearing strength, F„ Is equal to 2.2F8/CD, where Co equals 1.6 as shown in the table, and where F. equals the minimum specified tensile strength value of the steel shown In the table. The tabulated allowable tension loads govemed by connection strength have been multiplied by the load duration factor, Co, noted in the table, and are not permitted to be adjusted for other load durations. 'The tabulated allowable tension load Is governed by steel strength, and does not Include a one-third stress increase or the load duration factor, C, The steel strength is the lesser of yielding at the gross section of the strap, the fracture In the net section away from the connection, or fracture at the connection in accordance with Section C2 of AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members, including the 2004 Supplement). 1- i. 0 : i I i I O, 34° _F +-FHMO 11/4" I� FHA24 FHA18 FHAl2 �f ST22 ST18 t FHA9 ST12 F14A6 FIGURE 1—FHA SERIES TIE STRAPS ��-ST6236 �• 576224 ST6215 ST2215 ST21 • igip9 • FIGURE 3—ST SERIES TIE STRAP; • • FIGURE 2—ST SERIES TIE STRAPS • • • • 1• • • • !� 165/16" •_I • ' • FIGURE 4—ST2115 TIE STRAP • • ••• • • • • ••• • • Page 5 of 8 ESR -2105 TABLE 2—ALLOWABLE TENSION LOADS FOR THE HST AND MST SERIES TIE STRAPS For SI: 1 Inch = 25.4 mm, 1 Ibf = 4.4b N. 'Quantity of fasteners Is the total number of common nalls or bolts, but not both, required to achieve the tabulated allowable loads. One half Of the tabulated quantity must be installed in each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report. 'Allowable tension loads for nailed and bolted connections are not cumulative. 'Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. 'Allowable tension loads are the lesser of the tie strap steel strength or the connection strength. 'Tabulated allowable tension loads are governed by connection strength, unless noted otherwise. Connection strength is derived by multiplying the number of fasteners by the minimum value from the yield mode equations In Section 11.3.1 from the NDS -05, where the dowel bearing strength, Fa„ of the side member (.e., the steel tie strap) is equal to 2.2F"/C° for nailed and bolted connections, where the load duration factor, C°, equals 1.6 as shown In the table, and where the minimum specified tensile strength, F. of the steel strap is as shown In the table. For bolted connections, the tabulated allowable tension loads include the load duration factor, C°, noted in the table, and the applicable group action factor, C°. 'The tabulated allowable tension load is governed by steel strength, and does not include a one-third stress Increase or the load duration factor, C°. The steel strength is the lesser of yielding at the gross section of the strap, the fracture In the net section away from the connection, or fracture at the connection in accordance with Section C2 of AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members, including the 2004 Supplement). L--�—►� HST2 = 21/2" p O p O O .. 0, HST3 = 3" HST5 = T HST6 = 6" ' 0 1 -------------- -- , 1/a 2'h° HST2 and HST5 HST2 HST5 11/2 3° HST3 and HST6 HST3 HST6 FIGURE 5—HST SERIES TIE STRAP O .01 . O I• O O 412' MST72 MST60 MST48 MST37• 7 • •• • • • • ••• • F (911AE6•- MST-1EAA 1EtT80 • ••• • ••• ••• ••• ALLOWABLE TENSION LOADS'''''' FASTENERS' (lbs.) • • • • • • TIE STRAP PROPERTIES (Quantity -Size) • • •• • • •• • • •• 0 C° =1.6 ••• • MODEL MODEL • ••• • • SERIES NO. Thick.Bolts (Gage Length Min. F. Min. F. Nails Bolts Nails Wood MemberThlckness (tn.) • • • No.) (m.) (ksi) (ksi) •• •• ••• • 3 31/2 51/2 a ••• HST2 7 21'/, 40 55 — 6 °/B" — 5,280 5,260 5,220 HST5 7 21'/4 1 40 55 — 12 °/e" — 10,560 10,605 10,650 HST HST3 3 25'/Z 33 52 — 6-'/4" — 6,875 7,740 7,680 HST6 3 25'/Z 33 52 — 12 '/," — 13,545 15,240 15,475 MST27 12 27 40 55 30-16d 4-'/2" 3,705 2,175 2,170 2,165 MST37 12 37'/2 40 55 42-16d 6-'/2" 5,080 3,075 3,060 3,030 MST MST48 12 48 42 56 50-16d 8-'/2" 5,310(8) 3,695) 3,695161 3,675 MST60 10 60 42 56 68-16d 10-'/2" 6,730'1 4,665 4,605 4,490 MST72 10 72 42 1 56 68-16d 10 '/ " 6,73001 4,665 4,605 4,490 For SI: 1 Inch = 25.4 mm, 1 Ibf = 4.4b N. 'Quantity of fasteners Is the total number of common nalls or bolts, but not both, required to achieve the tabulated allowable loads. One half Of the tabulated quantity must be installed in each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report. 'Allowable tension loads for nailed and bolted connections are not cumulative. 'Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. 'Allowable tension loads are the lesser of the tie strap steel strength or the connection strength. 'Tabulated allowable tension loads are governed by connection strength, unless noted otherwise. Connection strength is derived by multiplying the number of fasteners by the minimum value from the yield mode equations In Section 11.3.1 from the NDS -05, where the dowel bearing strength, Fa„ of the side member (.e., the steel tie strap) is equal to 2.2F"/C° for nailed and bolted connections, where the load duration factor, C°, equals 1.6 as shown In the table, and where the minimum specified tensile strength, F. of the steel strap is as shown In the table. For bolted connections, the tabulated allowable tension loads include the load duration factor, C°, noted in the table, and the applicable group action factor, C°. 'The tabulated allowable tension load is governed by steel strength, and does not include a one-third stress Increase or the load duration factor, C°. The steel strength is the lesser of yielding at the gross section of the strap, the fracture In the net section away from the connection, or fracture at the connection in accordance with Section C2 of AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members, including the 2004 Supplement). L--�—►� HST2 = 21/2" p O p O O .. 0, HST3 = 3" HST5 = T HST6 = 6" ' 0 1 -------------- -- , 1/a 2'h° HST2 and HST5 HST2 HST5 11/2 3° HST3 and HST6 HST3 HST6 FIGURE 5—HST SERIES TIE STRAP O .01 . O I• O O 412' MST72 MST60 MST48 MST37• 7 • •• • • • • ••• • F (911AE6•- MST-1EAA 1EtT80 • ••• • ••• ••• ••• • • • • • • • • • • • •• • • •• • • •• 0 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 6 of 8 ESR -2105 TABLE 3—ALLOWABLE TENSION LOADS FORTHE LSTA, MSTA, LSTI, AND MSTI SERIES TIE STRAPS MODEL SERIES MODEL NO. Thickness (Gage No.) TIE STRAP PROPERTIES Length Min. F, (inches) (ksi) Min. Fn (ksi) NAILS' (Total Quantity–Size) ALLOWABLE TENSION LOADS'.',' lbs. (lbs.) Co =1.6 LSTA LSTA9 20 9 50 65 8-10d common 740 LSTA12 20 12 50 65 10-10d common 925 LSTA15 20 15 50 65 12-10d common 1,110 LSTA18 20 18 50 65 14-10d common 1,235'8' LSTA21 20 21 50 65 16-10d common 1,235" LSTA24 20 24 50 65 18-10d common 1,235'8' LSTA30 18 30 50 65 22-10d common 1,640(') LSTA36 18 36 50 65 24-10d common 1,640(') MSTA MSTA9 18 9 50 65 8-10d common 750 MSTA12 18 12 50 65 10-10d common 940 MSTA15 18 15 50 65 12-10d common 1,130 MSTA18 18 18 50 65 14-10d common 1,315 MSTA21 18 21 50 65 16-10d common 1,505 MSTA24 18 24 50 65 18-10d common 1,640(8) MSTA30 16 30 50 65 22-10d common 2,050(') MSTA36 16 36 50 65 26-10d common 2,050(8) MSTA49 16 49 50 65 26-10d common 2,020(') LSTI LSTI49 18 49 40 55 32-10dx1'/2 common 2,975 LSTI73 18 73 40 55 48-10dx1'/, common 4,2058) MSTI MSTI26 12 26 40 55 26-10dx1'/, common 2,745 MSTI36 12 36 40 55 36-10dx11/2 common 3,800 MSTI48 12 48 40 55 48-10dx1'/, common 5,065 MSTI60 12 60 40 55 60-10dx1'/, common 5,0800) MSTI72 12 72 40 55 72-10dx1'/, common 5,0800) MSTC MSTC28 16 28'/, 50 65 36-16d sinker 3,455 MSTC40 16 401/, 50 65 52-16d sinker 4,745'8' MSTC52 16 52'/, 50 65 62-16d sinker 4,745(') MSTC66 14 653/4 50 65 76-16d sinker 5,860(8) MSTC78 14 773/, 50 65 76-16d sinker 5,860(8) For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Total fasteners are the minimum number of nails required to achieve the tabulated allowable loads. One half of the total must be installed in each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report 'Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. 'Allowable tension loads are the lesser .of the tie strap steel strength or the connection strength. °Tabulated allowable tension loads are governed by connection strength, unless noted otherwise. Connection strength is derived by multiplying the number of nails by the minimum value from the yield mode equations in Section 11.3.1 from the NDS -05, where the side member Q.e., the steel tie strap) dowel bearing strength, F,,, is equal to 2.2F,/C„ where the load duration factor, Co, equals 1.6 as shown In the table, and where the minimum specified tensile strength, F. of the steel strap is as shown in the table. The tabulated allowable tension loads governed by connection strength have been multiplied by the load duration factor, C„ noted in the table. 'The tabulated allowable tension load is governed by steel strength, and does not include a one-third stress increase or the load duration factor, C,. The steel strength Is the lesser of yielding at the gross section of the strap, the fracture In the net section away from the connection, or fracture at the connection in accordance with Section C2 of AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members, including the 2004 Supplement). • •• • • • • ••• • • ••• • ••• ••• ••• • •• • • •• • • •• ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• Page 7 of 8 ESR -2105 3" 11/4" �• �' �• I• I I• I T I I° I I• I •I I .I I •I 'I I •I I • I I •I 9/16n LSTA36 LS 24 LSTA30 L LSTA18 STA21 L LSTA12 STA15 LSTA9 FIGURE 7—LSTA SERIES (MSTA SERIES SIMILAR) TIE STRAP T LSn49 LS- 73 FIGURE 8—LS7I SERIES TIE STRAP 2y/is° O C' ' MSn72 � • � ' •0 1 �/a° MSn60 � MSn48 FIGURE 9—MSTI SERIES TIE STRAP L f ° ° ° ° ° 0 ° 0 ° ° ° 0 3111yz"= 000 ° 0 0 0 ° 00 0 0 °00 ° ° ° ° ° ° 0 ° ° ° 0 FIGURE 10—MSTC SERIES TIE STRAP •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • • • • • • • • • • • •• • • •• • • •• • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 8 of 8 ESR -2105 TABLE 4—ALLOWABLE TENSION LOADS FOR THE CS AND CMST SERIES COIL STRAPS AND THE CMSTC16 COIL TIE STRAP MODEL SERIES MODEL NO. TIE STRAP PROPERTIES ALLOWABLE TENSION LOADS',' NAILS' (lbs.) (Quantity -Size) Based on Steel C, = 1.6 Strength" Thickness (Gage No.) Length Min. Fy (ksi) Min. F. (ksi) CS14 14 Cut to length 50 65 30-10d common 2,985 2,490 36-8d common 3,005 2,490 CS16 16 Cut to length 40 55 22-10d common 2,080 1,705 26-8d common 2,040 1,705 CS CS18 18 Cut to length 40 55 18-10d common 1,675 1,370 22-8d common 1,695 1,370 CS20 20 Cut to length 40 55 14-10d common 1,280 1,030 18-8d common 1,370 1,030 FIGURE 13—CMSTC1 6 TIE STRAP GS22 22 Cut to length 40 55 12-10d common 1,100 845 14-8d common 1,055 845 CMST CMST12 12 Cut to length 50 65 84-16d common 10,710 9,215 98-10d common 10,780 9,215 CMSTC For SI: 1 Inch CMST14 CMSTCI6 = 25.4 mm 1 14 16 Ihf =A Ar M Cut to length Cut to length 50 56 65 65 66-16d common 7,755 6,490 78-10d common 7,760 6,490 F56 -16d sinker 5,375 4,585 'Total fasteners are the minimum number of nails required to achieve the tabulated allowable loads. One half of the total must be Installed In each wood member forming the connection. Fasteners must comply with Section 3.3.3 of this report. 'Allowable tension loads are based on the steel straps connected to wood members having an assigned or equivalent minimum specific gravity of 0.50. 'Allowable tension loads must be the lesser of the tie strap steel strength or the connection strength. `Allowable tension loads based on connection strength are derived by multiplying the number of nails by the minimum value from the yield mode equations in Section 11.3.1, where the side member (I.e., the steel tie strap) dowel bearing strength, F., Is equal to 2.2FJC„ where C, equals 1.6 as shown In the table, and where the minimum specified tensile strength, F. of the steel strap Is as shown in the table. Allowable „ noted in the table. tension loads governed by connection strength have been multiplied by the load duration factor, C 'The tabulated allowable tension loads based on steel strength do not include a one third stress Increase, and are the lesser of yielding at the gross section of the strap, the fracture in the net section away from the connection, or fracture at the connection In accordance with Section C2 of AISI-NAS-01 (North American Specification for the Design of Cold -formed Steel Structural Members, Including the 2004 Supplement). Cs16 16GAUGE 7�°1V4° 0 0 ,, f0 21/16 -� FIGURE 11 --CS SERIES TIE STRAP e e MAW14 14 GAUGE Vi �=3. e e ° e 0 aG 3'h° Ala FIGURE 12--CMST14 TIE STRAP FIGURE 14—TYPICAL INSTALLATION OF *:o ; ; ; •; • ; ;CS, CMST, AND CMSTC16 TIE STRAP • • • • • • • • • • • •• •• 000 • •• •• 0 0 0 •• Y • • 0 0 CMSTCI6 16 GAUGE 1'h" 31 0 0 0 0 • 0 0 ! •• • • 15�fi • ••• • • 3` Typ. • • • • • FIGURE 13—CMSTC1 6 TIE STRAP FIGURE 14—TYPICAL INSTALLATION OF *:o ; ; ; •; • ; ;CS, CMST, AND CMSTC16 TIE STRAP • • • • • • • • • • • •• •• 000 • •• •• F—SREPORTTM ESR -2105 Supplement Reissued January 1, 2009 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. Business/Regional Office ■ 5360 Workman Mill Road, Whittler, Womia 90601 ■ (562)699-0543 Regional Office ■ 900 Montclair Road, Suite A, BIrmirgham, Alabama 35213 ■ (205) 599-9800 WWW.ICC-@S.OYCI Regional Office ■4051West FlossmoorRoad, Country Club Hlits,Illinols60478w(708)799-2305 DIVISION: 06—WOOD AND PLASTICS 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.stronatie.com EVALUATION SUBJECT: SIMPSON TIE STRAPS 1.0 EVALUATION SCOPE Compliance with the following code: 2007 Florida Building Code—Building (FBC-B) 2007 Florida Building Code—Residential (FBC-R) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the Simpson Strong -Tie FHA, HST, LSTA, LSTI, MST, MSTA, MSTC, MST], and ST Series StraightTle Straps; and CMSTand CS Series Coiled Tie Straps; and the CMSTC16 Coiled Tie Strap described in Sections 2.0 through 7.0 and in Tables 1, 2, 3, and 4 of the master report, compiywith the 2007 Florida Building Code—Building, and the 2007 Florida Building Code—Residential, when designed and installed in accordance with the master evaluation report under the following additional conditions: • The Simpson Tie Straps are selected based on the most critical load combination resulting from the load combinations in Section 1605.3.1 of the FBC. • For use of the Simpson Tie Straps in the High Velocity Hurricane Zone: • The Tie Straps are selected based on the most critical load combination resulting from the load combinations in Section 2.4.1 of ASCE 7. • Straps having an assigned allowable tension capacity of less than 700 pounds (3115 N) must be used such that two or more of the straps are installed so that the total allowable tension capacity exceeds the code -prescribed minimum of 700 pounds (3115 N). - Nails must be galvanized. For products falling under Florida Rule 9B-72, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master +gttipn=e joi Buell on January 1, 2009. •• ••• •• • • • •• 11�&FIEPORTS— are not to be construed as representing ae:tfe:cs oirany %rhe:at;ibute06 not pegjcaAy addressed, nor are they to be construed as an endorsement of the subject of fhe report or a recommendation for Its*- a. 1fre Is ng �r�unnt,412y ICC �v�li'a!layS�rvke, Inc., express or Implied, as to any finding or other matter in this report, or as to any product covered by the repot!. \\\\\\ UM9Am ftditw- Copyrlght©2007 ••+ + • • . +•+ • • °" • • • • • • • • • • + ••• • • a Pagel oft • •• •• • • • •• •• ••• • • • ••• • • P.E. #038398 ?0 Edward A. LANDERS,R (305)823-3938 CONSULTING EN711 P.E. #038398 Edward A. _ --� LANDERS, REE (345)823-3938 CONSULTING ENGINEERS _ P.E. #038398 Edward A. L KDERS, P.E. (305)823-3938 C CONSULTING ENGINEERS f4 P.E. #038398 Edward A. _ °----�--�� LANDERS, REI (305)823-3938 CONSULTING ENGINEERS / z ?� -l. P.E. #039398 Edward A. •°�-- ® LANDERS, RE$ (305)823-3938 CONSULTING ENGINEERS ��''$"i ¢9ta�' 1+;IuC')'T,°•i„�,nG'�•�.1�{'Fvit•'.:,S,b•n"•8fi�x`••rd'r.;�`g:.�.:'f;;!i>��c{'W%xi$;"+-;'�';;'rm.,:,.•r.i4.u+cr,�T-' xf-,m.,g.. n,:,• ,., •i 3050 1650 100 660 2250 1,900,000 2850 1600 100 555 2100 1,800,000 2850 1350 100 480 1950 1,700,000 2000 1100 100 660 2000 1,x#00,000 2"-4"thfck 1850 1050 100 565 1850 1,700,000 1700 900 100 480 1700 1,600,000 2°-4"wide 1700 875 90 660 1850 1,700,000 1500 825 90 565 1650 1,600,000 1350 775 90 480 1600 1,4001000 850 •475 90 565 975 1,400,000 .875 :500 90 565 975 1,4001000 2"-4"thick 1100 1625 100 565 1800 1,500;000 625 ; 350 90 565 1500 1,300;000 4" wide 300 i 175 90 565 975 1,300,000 2700 1500 90 660 2150 1,900,000 2550 1400 90 565 2000 1,800,000 2350 1200 QQ 480 1850 9,700,000 1750 950 90 660 1900 1,800,000 2"-4°thick 1650 900 90 565 1750 1,700,000, 150.0 800 90 460 1600 1,600,000 5"-6" wide 1450 775 90 660 1750 1,700,DW 1250 725 90 565 1600 1,600,000 1950 §�5 90 480 1500 1,400,000 750 425 90 565 925 1,400,000 ,775 _. 425 9Q 565 925 1,4063 000 SPIB 2450 ' 1350 90 660 2050 1,900,000 2300 1300 90 565 1900 11800,000 2100 1100 90 460 1750 1,700,000 2"-4"thick 1650 875 90 660 1800 1,800,000 1500 825 00 565 1650 -1,106,660 -----1350 --._725-- -----90--_. ---48R_ _ 1550__..__ _,.,60D QOR___. -- -- _ ---- 1400 675 90 660 1700 1,700,000 1200 650 I 90 568 1550 1,600,000 1100 600 90 480 1450 1,400,000 700 400 .90 565 875 1,400,000 2150 1200 90 660 2000 1,900,000 2050 11.00 90 555 1850 11:,800,0.00 :SPecie>3 9na (Continued) commercial grade She ciassifica8on Bending Non -Dense Select Structural ' ' Shear parallel F cNO.— 1 Dense to grain 1850 No. I 2"-4"thick 1450 Nd.1 Non -Dense Not i 10" 1300 Dense wide 1200 No.2 480 1200 Nat Non -Dense 725 1050 No.3 17$0 950 Dbrise geleot Structural 90 60Q Select Structural 1,700,000 2050 Non -Dense Select Structural 1900 No.1 Dense 575 1750 No.1 '" �wra k 1350 No.1 Wn-Dente - `° 1250 N ense io""r't' 1150 No. 565 1400 0.2 on -Dense 1100 975 No.3 850 900 t'•RRsst, dtruc_U_I7.2 �zg TABLE 8.4 (Continued) Design vafueg in Pounds per sgiia & Inch (psfl Tension parallel Shear parallel Compression Co mPressidri Modulus to grain to rain :Perpendicular to+Frain parallel of Ft Fe ct to;grain ivy Elasticity 77,5 950 90 90 480 7,51, E 1.7.00.000 725 660 565 17$0 1,8.00,000 650 90 480 1600 1,700,000 625 90 1500 1,600,000 575 90 b65 16.0 650 1,700,000 9U 480 1600 1,600,000 25 90 565 1400 1.440,000 1100 90 850 1,400,000 105090 565 1950 ; • 1,900,000 900 90 '480 i 1,800,000 725 660 1700 1,700,000 675 990 0 565 1700 1.800,000 600 90 480 1600 1.700,000 8011600,000 1500 550 J0 so1350 565 1600 1,700,000 1.600,000 325 90 480 480 1,400,000 service conditions — 82S 1'9% orders moisture 1400 000 - r�j�tj1 �-1%5(7--- --155-- 1450 130 --- 660 _ 1,600,000 1 1650 1 Grading Rules Agency ,800,000 SPIE Dense Structural 86(WO! service conditions)00 1 Dense Structural 72• 2-1/2"-4"thlck 21.00 DenseSfrucit,rai 65 1.400 145 440 2=1J2"8 wider 1600 1200 120 440 1300 - 1,600,000 1050 110 1100 440 1000 1,600,000 Sp16 . ... ���� -�'� � `Z��aA'e •'•:•`b3"t ,�• i6:�q 1.600,000 A Fi'A � Fartnsriv . NFPat, Washington. DC. 199q, P.E. #038398 Edward A. _ LANDERS, REE (305)823-3938 CONSULTING ENGINEERS MECAWind Version 2.1.0.6 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2014 wm,,.mecaenterprises.com Date : 7/27/2014 Project No. 1413567-01 Company Name Edward A. Landers, L).E. Designed By Edward A. landers, P.E. Address 7850 NW 146th Street Description Wind Pressures City Miami Lakes Customer Name 570 NW 112th Street State Florida Proj Location Miami, Florida File Location: C:\Program Files (x86)\MECAWind\Default.wnd -------------------------------------------------------------------------- UPLIFT 51 1 4 ilaIIS Gable Roof 0 -:= Wind Pressure on Components and Cladding (Ch 30 Part 1) A11 pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 3.5 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf -------------------------------------------------------------------------- UPLIFT 1.33 7.00 16.3 1 0.28 -0.98 16.00 -39.33 UPLIFT 1.33 7.00 16.3 2 0.28 -1.65 16.00 -62.14 UPLIFT 1.33 7.00 16.3 3 0.28 -2.44 16.00 -88.85 96 MECAWind Version 2.1.0.6 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2014 www.mecaenterprises.com Date 7/27/2014 Project No. 1413567-01 Company Name Edward A. Landers, P.E. Designed By Edward A. landers, P.E. Address 7850 NW 146th Street Description Wind Pressures City Miami Lakes Customer Name 570 NW 112th Street State Florida Proj Location Miami, Florida File Location: C:\Program Files (x86)\MECAWind\Default.wnd Directional Procedure All pressures shown are Basic Wind Speed(V) _ Structural Category = Natural Frequency = Importance Factor = Damping Ratio (beta) _ Alpha = At = Am = Cc = Epsilon = Slope of Roof = Ht: Mean Roof Ht = RHt: Ridge Ht = OH: Roof Overhang at Eave= 2 Bldg Length Along Ridge = Simplified Diaphragrm Building (Ch 27 Part 2) based upon ASD Design, with a Load Factor of .6 175.00 mph Leeward wall pressure acting uniformly outward = .32 * ph= II psf Exposure Category = C N/A 24.47 Flexible Structure = No 1.00 p0-pl = Kd Directional Factor = 0.85 0.01 9.50 Zg = 900.00 ft 0.11 Bt = 1.00 0.15 Bm = 0.65 0.20 1 = 500.00 ft 0.20 Zmin = 15.00 ft 0.25 : 12 Slope of Roof(Theta) = 1.19 Deg 10.00 ft Type of Roof = Monoslope 10.00 ft Eht: Eave Height = 10.00 ft 1.50 ft Roof Area = 664.00 ft" 55.00 ft Bldg Width Across Ridge= 35.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.93 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.89 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Topographic Adjustment 0.33*z = 3.30 Kzt (0.33*z): Topographic factor at elevation 0.33*z = 1.00 Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 = 175.00 mph Net Wind Pressures on Walls (Table 27.6-1) Wall Pressures do not include effect of internal pressure MWFRS-Wall Pressures for Wind Normal to 35 £t wall L/B = 1.57 ph: Net Pressure at top of wall (windward + leeward) = 35.83 psf p0: Net Pressure at bottom of wall (windward + leeward) = 35.83 psf ps: Side wall pressure acting uniformly outward = .6 * ph = 21.39 psf pl: Leeward wall pressure acting uniformly outward = .32 * ph= 11.36 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 24.47 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 24.47 psf )o( MWFRS-Wall Pressures for Wind Normal to 55 ft wall L/B = 0.64 ---- ph: Net Pressure at top of wall (windward + leeward) = 38.70 psf p0: Net Pressure at bottom of wall (windward + leeward) - 38.70 psf ps: Side wall pressure acting uniformly outward = .54 * ph = 20.90 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 14.71 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 23.99 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 23.99 psf See Pig 27.6-2 for Parapet wind Wall Pressures See Table 27.6-1 Elevation Roof Pressures See Table 27.6-2 Mean roof ht. Wind B Plan Net Wind Pressures on Roof (Table 27.6-2): Exposure Adjustment Factor = Zone Load Casel Load Case2 ---- psf ---------- psi ---------- 1 .00 .00 2 .00 .00 3 -36.05 .00 4 -32.18 .00 5 -26.37 .00 1.000 Note: A value of 10' indicates that the zone/load case is not applicable. L[ Monoslope Roof Roof Overhang Loads (Figure 27.6-3): Load Case 1: Povhl: Overhang pressure for zone 1 = .00 psf Povh3: Overhang pressure for zone 3 = -27.03 psf Load Case 2: Povhl: Overhang pressure for zone 1 = .00 psf Povh3: Overhang pressure for zone 3 = .00 psf ef—eae..n C'rr,"i ZkmcN I or 3 ti Pr6 `A md ��lrt1`ilt.7il � IN poll o,f-