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RC-15-2197 (Oct ( Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-255289 Permit Number: RC-8-15-2197 Scheduled Inspection Date: March 23, 2016 Permit Type: Residential Construction Inspector: Rodriguez, Jorge Inspection Type: Final Owner: RIZZO, OSCAR Work Classification: Alteration Job Address: 107 NE 93 Street Miami Shores, FL 33138- Phone Number (305)759-7466 Parcel Number 1132060133000 Project: <NONE> Contractor: LAUMAR ROOFING SYSTEMS LLC Phone: (561)370-8822 Building Department Comments TRUSS REPAIR Infractio Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed 9I CREATED AS REINSPECTION FOR INSP-255232. Failed Correction Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. March 22, 2016 For Inspections please call: (305)762-4949 Page 25 of 34 % 'a 3IMPNK, - ' NINPermit Na. RC-$- ter. Miami Shores Village 1 ,,!tType Residential Construction 10050 N.E.2nd Avenue NE � 06tft Classification:Alteration Miami Shores,FL 33138-00005-1 Phone: (305)795 2204 € Te mit Status:APPROVED FNY 5 H 9 LORi�P � ue flame 1p1 Expiration: 07/10/2016 s Project Address Parcel Number Applicant 107 NE 93 Street 1132060133000 OSCAR RIZZO Miami Shores, FL 33138- Block: Lot: Owner Information Address Phone Cell OSCAR RIZZO 107 NE 93 Street (305)759-7466 MIAMI SHORES FL 33138-2817 Contractor(s) Phone Cell Phone uation: $ 4,750.00 LAUMAR ROOFING SYSTEMS LLC (561)370-8822 TotalSq Feet: 0 [Val Approved: In Review Available Inspections: Comments: Inspection Type: Date Approved: : In Review Window Door Attachment Date Denied: Framing Type of Construction:TRUSS REPAIR Occupancy: Insulation Stories: Exterior: Drywall Screw Front Setback: Rear Setback: Final PE Certification Left Setback: Right Setback: Window and Door Buck Bedrooms: Bathrooms: Fill Cells Columns Plans Submitted:Yes Certificate Status: Review Building Certificate Date: Additional Info: Review Building Review Building Bond Return : Classification:Residential Review Structural Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Review Structural CCF $3.00 Review Planning Change of Contractor Fee $75.00 Invoice# RC-1-16-58371 Review Electrical DBPR Fee $2.14 02/08/2016 Check#:2931 $ 78.00 $0.00 Review Plumbing DCA Fee $2,14 Review Mechanical Education Surcharge $1.00 Invoice# RC-8-15-56877 Permit Fee $142.50 01/07/2016 Credit Card $353.78 $50.00 Plan Review Fee(Engineer) $120.00 08/26/2015 Check#:2841 $50.00 $0.00 Plan Review Fee(Engineer) $120.00 Scanning Fee $3.00 Scanning Fee $9.00 Technology Fee $4.00 Total: $481.78 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans,drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL,WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS 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. Futhermore,I authorize the above- contractor to do the work stated. ��— February 08, 2016 Authorized Signature:Owner / Applicant / Contractor / Agent Date Building Department Copy February 08, 2016 1 Miami Shores Village R IFD Building Department JAN 122016 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 BY: Tel: (305)795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305)762-4949 FBC 20 BUILDING Master Permit No. a- 4V PERMIT APPLICATION Sub Permit No./CC A(--- 2 r9� BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION EXTENSION RENEWAL [-]PLUMBING ❑ MECHANICAL ❑PUBLIC WORKSNGE OF ❑ CANCELLATION [:] SHOP r� O<CdOANTRACTOR DRAWINGS 9 ,3 JOB ADDRESS: I" N� -S+ /I p City: Miami Shores County: Miami Dade Zip: S3 Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder): Phone#: �'�� 3 - 99a o Address: 10--f /UF City: R- State: EY— Zip: 3 3 13e Tenant/Lessee Name: Phone#: Email: ySCYl R �fZ� O C� CONTRACTOR: Company Name: Z--L24 Phone#: SE' / 3:D Address: -TOO s &,) a/ nT� City: ( QVeit-2 Ja I � State: �^L-' Zip: Qualifier Name: Phone#: State Certification or Registration#cr, J l J Certificate of Competency#: DESIGNER:Architect/Engineer. f i-f h Phone#: 30 j yhp -d��5 Address: 1�)- City:/,) ) 1 i vel/ State: C,Zip: �- Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration J/ ❑ New [`] Repair/Replace ❑ Demolition Description of Work: ? Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ ` (z Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved nd a reinspection fee will be charged. Signature Signature NER or AGENT TRACTOR The foregoing instrument was acknowledged before me this The foregoing ins um t was acknowledged before me this day of J Cci✓l-L4 ei , 20 / by fj day of / CI- . 20 by COS GSD/? r? -LO who is personally known to �bS c'c' GCz� who is per___sonally known to me or who has produced as me or who has produced as identification and who diEVt3EN1YA PAVLYUKOVA identification and who did take an oath. '•. NOTARY PUBLIC: MY COMMISSION#FF911829 NOTARY PUBLIC: EXPIRES August 23,2019 11971>•IOtSS ikndnftae Servke.ow Sign: Sign: Print: ,1/Yi9 ?�y1yUkOli2 Print: Seal: Seal: EVOENIYA PAVLYUKOVA MY COMMISSION tl FF911829 EXPIRES August 23,2019 IW!>IL�Ji7 ikvi0atdaary3orvke.cxr ************************** * ***** *********************************************************************** LSP APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) SHOREs �K .193s L,� s� Miami shores Village fills Building Department sEFN as 10050 N.E.2nd Avenue OR[Dp` Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CHANGE OF CONTRACTOR/ARCHITECT Permit N. �- Owner's Name (Fee Simple Title Holder): 1' � c- hone#:_ -�,0 =3.3 / -49.2 O Owner's Address: 101 W L_- cl 3 St City: Vol I' C�m �O R , � State : Zip Code: 3 3 I31R .lob Address (Of where work is being done):_ I C� - Al r ja t City: Miami Shores State:—Florida Zip Code: 3 Contractor's Company Name:_ /'S �vh s-� � � �, phone#: 8 /3 J-�3)-- Address: ) C( % f',r, e- 4?-e � City: 4 LEX State: T'-- Zip Code: 3L Qualifier's Na e � : � � - //''� dl Lic. Number: C r C 105-:31 V46 Architect/Engineer of Record Name: . gum J&. Phone#: 5- Address: Address: /_1 -3 -7 -S L,) a0Y Te-Z City: �'}') I'U m I State: C=(. Zip Code: 3 3 f } Describe Work: M 21) &2LJ<foS -fie R-ee2_ I hereby certify that the work has been abandoned and/or the contractor/architect is unable or unwilling to complete the contract. I hold the Building Official and the Mi mi Shores harmless for all legal involvemen . Signature(-92i' Signature own rAgent Contractor or Architect The foregoing instrurne6f was aknowledged before me The foregoing instrument was aknowledged before me this_day ofOK,by �cyK NI,?-Zo this day 4nuan 20 by .'7 F'e- ScrLL,'vah Who is personally known to me or who has produced who is personally known to me or who has produced "bl- as SLas indentification. S y/5-— yd2/•-6,6 —�26ff—c as indentification. Notary Publ(c: � Notary Public. ; Sign: OVA g y,� ' EVOENIYA PAVLYUKOVA ' Seal: MY COMMISSION N FF911829 Seal: ... A k :: EXPIRES August 23.2010 '~ M'COMMISSION#FF91 1829 uuo�►3aasc,s3 FlortlNypl� s«vb.om EXPIRES August 23.2019 1�0713YD-0153 Fkx4&JOfe S*rvk*.om RICK SCOTT, GOVERNOR KEN LAWSON, SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARDOEM= j CGC1515362 The GENERAL CONTRACTOR ; Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 31, 2016 � Q BAEZ, JOSE EUGENIO JR ' LAUMAR ROOFING SYSTEMS L.L.C. 17607 73 CT N LOXAHATCHEE FL 33470 ISSUED: 09/02/2014 DISPLAY AS REQUIRED BY LAW SEQ u L1409020001584 RICK SCOTT,GOVERNOR KEN LAWSON,SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION ,L CONSTRUCTION INDUSTRY LICENSING BOARD The ROOFING CONTRACTORS ti Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 31, 2016 �Q BAEZ, JOSE EUGENIO JR ; LAUMAR ROOFING SYSTEMS L.L.C. 17607 73 CT N ! LOXAHATCHEE FL 33470 ISSUED: 09:02/2014 DISPLAY AS REQUIRED BY LAW SEQ L1409020001456 ,'Ll�, ,aF, Baa' ,x.t?/»;;mv,✓�°.. s �:, 46•. -°•• .., �x-v,,3p�'.3ia%�+ ..:s;.. �:' "si�`..nk, ..vF//„w.u��•...;r, to,..`:r BROWARD COUNTY LOCAL BUSINESS TAX RECEIPT 115 S. Andrews Ave., Rm. A-100, Ft. Lauderdale, FL 33301-1895— 954-831-4000 VALID OCTOBER 1,2015 THROUGH SEPTEMBER 30,2016 DBA: Receipt#'GENERALSCONTRACTOR ;GENERAL Business Name:LAUMAR ROOFING SYSTEMS LLC Business Type:CONTRACTOR', F i' Owner Name:JOSE EUGENIO BAEZ JR Business Opened:05/08/2008 Business Location:501 SW 21 TER BAY 1 State/County/Cert/Reg:CGC1515352 FT LAUDERDALE Exemption Code: Business Phone: Rooms Seats Employees Machines Professionals _ ..._...... ......... For Vending Business Only Number of Machines: Vending Type: I Tax q Amount Transfer Fee NSF Fee Penalty Prior Years Collection Cost Total Paid 27.00 0_QC O.00 2.70 C.00 0.00 29.70 THIS RECEIPT MUST BE POSTED CONSPICUOUSLY IN YOUR PLACE OF BUSINESS THIS BECOMES A TAX RECEIPT This tax is levied for the privilege of doing business within Broward County and is non-regulatory in nature. You must meet all County and/or Municipality planning WHEN VALIDATED and zoning requirements. This Business Tax Receipt must be transferred when the business is sold, business name has changed or you have moved the business location. This receipt does not indicate that the business is legal or that it is in compliance with State or local laws and regulations. Mailing Address: JOSE EUGENIO BAEZ JR Receipt #wWW-15-00000827 501. SW 21 TER BAY 1 Paid 10/12/2015 29.70 FORT LAUDERDALE, FL 33312 2015 - 2016 WE Date CERTIFICATE OF LIABILITY INSURANCE 1/11/2016 Producer: 'Plymouth Insurance Agency This Certificate is issued as a matter of information only and confers no 2739 U.S. Highway 19 N. rights upon the Certificate Holder. This Certificate does not amend,extend Holiday, FL 34691 or after the coverage afforded by the policies below. (727) 938-5562 Insurers Affording Coverage NAIC# Insured: South East Personnel Leasing, Inc. & Subsidiaries Insurer A: Lion Insurance Company 11075 2739 U.S. Highway 19 N. Insurer B: Holiday; FL 34691 Insurer C: Insurer D: Insurer E: Coverages The policies of insurance listed below have been issued to the insured named above for the policy period indicated. Notwithstanding any requirement,term or condition of any contractor other document with respect to which this certificate may be issued or may pertain,the insurance afforded by the policies described herein is subject to all the terms,exCluSions,and conditions of such policies. Aggregate limits shown may have been reduced by paid claims. INSR ADDL Policy Effective Policy Expiration LTR INSRD Type of Insurance Policy Number Date Date Limits (MM/DD/YY) (MM/DD/YY) GENERAL LIABILITY Each Occurrence T mmercial General Liability Damage to rented premises(EA Claims Made 11 Occur occurrence) Med Exp General aggregate limit applies per: Personal Adv Injury General Aggregate 1 11 11 Policy Project LOC Products-Comp/Op Agg AUTOMOBILE LIABILITY Combined single om t Any Auto IEA Accident) All Owned Autos Bodily Injury (Per Person) Scheduled Autos Hired Autos Bodily Injury Non-Owned Autos (Per Accident) Property Damage (Per Accident) EXCESS/UMBRELLA LIABILITY Each Occurrence Occur ❑Claims Made Aggregate Deductible A Workers Compensation and WC 71949 01/01/2016 01/01/2017 X I wC statu- OTH- Employers'Liability tory Limits ER Any proprietor/partner/executive officer/member E.L.Each Accident $1,000,000 excluded? NO E.L.Disease-Ea Employee $1,000,000 If Yes,describe under special provisions below. E.L.Disease-Policy Limits 1 $1.000,000 Other Lion Insurance Company is A.M. Best Company rated A-(Excellent). AMB# 12616 Descriptions of Operations/LocationsNehicles/Exclusions added by Endorsement/Special Provisions: Client ID: 84-67-330 Coverage only applies to active employee(s)of South East Personnel Leasing,Inc.&Subsidiaries that are leased to the following"Client Company": Laumar Roofing Systems,LLC Coverage only applies to injuries incurred by South East Personnel Leasing,Inc,&Subsidiaries active employee(s;,while working in:FL. Coverage does not apply to statutory employee(s)or independent contractor(s)of the Client Company or any other entity. A list of the active employee(s)leased to the Client Company can be obtained by faxing a request to(727)937-2138 or by calling(727)938-5562. Project Name: ISSUE 01-11-16(TD) in Bete 1217/2015 CERTIFICATE HOLDER CANCELLATION VILLAGE OF MIAMI SHORES Should any of the above described policies be cancelled before the expiration date thereof,the issuing insurer will endeavor to mail 30 days written notice to the certificate holder named to the left.but failure to BUILDING DEPARTMENT do so shall impose no obligation or liability of any kind upon the Insurer,its agents or representatives. 10050 NE 2ND AVENUE MIAMI SHORES, FL 33138 AC." DATE(MMIDDIYYY1) • CERTIFICATE OF LIABILITY INSURANCE i 01/12(16 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: if the certificate holder is an ADDITIONAL INSURED,the policy(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 CONTACT JOSE HERRERA NAME: AN Florida Insurance PHONE , (954)510-7321 No): (954)510-7323 7750 Wiles Road E-MAIL jherrera@myNins.com Coral Springs,FL 33067 INSURER(S) AFFORDING COVERAGE MAIC# Phone (954)510-7321 Fax 954)510-7323 INSURER A: ARCH SPECIALTY INS CO/AXIS UNDERWRITERS INSURED INSURERS: Laumar Roofing Systems Uc. INSURER C: 501 SW 21 ST TERRACE BAY 1 INSURER D: FORT LAUDERDALE,FL 33312 (954)646-2358 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. TYPE OF INSURANCE U POLICY EFF POLICY EXP LTR POLICY HUMBER LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000.00 AG TO REWTED © COMMERCIAL GENERAL LIABILITY PREMISES Ea occurrence $ 50,000•DO A ❑ ® CLAIMS-MADE ❑ OCCUR N N 10/24/2015 10124!2016 00AGLOO18714-00 ' MED EXP(Arty one person $ 5, 0.00 ❑ PERSONAL&ADV INJURY $ 1,000,ODO.00 ❑ GENERAL AGGREGATE S 2,000,000.00 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG S 2,000,000.00 ❑ POLICY ❑ PRcT O- ❑ LOC $ AUTOM064LE LIABILITY COMBINED SINGLE LIMIT ❑ ANY AUTO BODILY INJURY(Per person) $ ❑ AUTOWNED ❑ AUTOS ULED BODILY INJURY(Per accident S ❑ HIRED AUTOS ❑ AUTOS ED PPROPER DAMAGE S ❑ S UMBRELLA I" ❑OCCUR EACH OCCURRENCE $ EXCESS LIAB ❑CLAIMS-MADE AGGREGATE $ DED ❑ RETENTION$ i $ WORKERS COMPENSATIONW C STATU- 11 OTH AND EMPLOYERS'LIABILITY Y I N Y-LI" ANY PROPRIETORIPARTNERIEXECUTIVE E.L.EACH ACCIDENT $ OFFICER(MEMBER EXCLUDED? MIA -- (Mandatory In NH) El E.L.DISEASE-EA EMPLOYE $ If yesdescribe under --- DESCRIPTION OF OPERATIONS below --T-7 E.L.DISEASE-POLICY LIMIT $ DESCRIPTION OF OPERATIONS/LOCATIONS I VEHICLES (Attach ACORD 101,Additional Remarks Schedule,N more space is required) ROOF REPAIR AND MAINTANCE.. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Miami Shores Village Bldg Dept THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN 10050 NE 2nd Ave ACCORDANCE WITH THE POLICY PROMS. Miami Shores,FL 33138 AUTHOItzED NATIVE ©1988.2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010/05)OF The ACORD name and logo are registered marks of ACORD a/cel�s • �� ua(� �/ Miami Shores Village g Building Department artment AUG 2 2015 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 4Q FBC 201 q BUILDING Master Permit No. 12Fs ( �-1 0011 PERMIT APPLICATION Sub Permit No. lzL115r !'tq_—) BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL [—]PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 10V A& City: Miami Shores County: Miami Dade Zip: 1/ 39 Folio/Parcel#: 1 j- 3 Z©fo •-o/ 3 - 3000 Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): cQ►"- �/ X.� Phone#: Address: /0 7 / sI City: Ai.AM I �l1/�/?PS State: 00r-1 d!9 Zip: 33)3 6 Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: _ Oatj� riz u(T I o U Phone#: I 3S 7 O 1'7 Address: 2 Q U —j V 5- City:GT-•ic'r reg_ State: Zip: 33.�C6 k4 Qualifier Name: /S�uu n/dw/-/� Phone#: S 77 State Certification or Registration)#:1 J 7"7 I� Certificate of Competency#: DESIGNER:Architect/Engineer: AR Phone#: Address: v(cU u.� //" City: t t' _State:&,—Zip: �3 Value of Work for this Permit:$ `t,`_ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New 2rRe air Replace ❑ Demolition Description of Work: Specify color of color thru tile: N f Submittal Fee$ Permit Fee$ 2 ' CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ 12.0, CIZ) f u(A Bond$ 7 TOTAL FEE NOW DUE$ 353 3U (Rev1sed02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature NER or AGENT CONTRACTOR The foregoing instrum nt was acknowledged before me this The for�ng instrument was acknowledged before me this It day of Tti� 20 by 2+� day of �'uC� �-t� ,20 I S ,by sL�Y 2 ,C) who is personally known toe �rQ u , 1�r/1 ,who is personally known to me or who has produced 'V� )(2 'L-- as me or who has produced s identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: VENEICE CAMMOCK NOTARY PUBLIC: .m n C(,,)1 .;ion a DD 583964 E.e p i r es Jun.: 3 20?7 Sign: / Sign: Print: AIN\ o CA Print: ice GI. 0 CV— Seal: Seal: vENEICE CAMMO964 VfNPC. C'AMMOCi( z_ Commission N DD 583964 / n'+ 583964 My Commission Expires u "r>ics June 30, 2017 2u17 APPROVED BY ` Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) 15NORES GI 'Y �,,,, Irl iami shores Village � J Building Department 0RID 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CONTRACTORS' REGISTRATION IF CONTRACTOR IS A FLORIDA STATE CERTIFIED CONTRACTOR: A. /COPY OF QUALIFIER'S STATE LICENCES B. ✓ COPY OF LOCAL BUSINESS TAX RECEIPT C. ✓ COPY OF LIABILITY INSURANCE* D. COPY OF WORKERS COMPENSATION INSURANCE* (Workers Compensation EXEMPTION must have NOTICE TO OWNER form and Contractor Affidavit) IF CONTRACTOR HAS A MIAMI DADE COUNTY CERTIFICATE OF COMPETENCY: A. COPY OF CERTIFICATE OF COMPETENCY OF QUALIFIER B. COPY OF LOCAL BUSINESS TAX RECEIPT C. COPY OF STATE REGISTERED CONTRACTOR LICENSE OR MIAMI DADE COUNTY MUNICIPAL CONTRACTOR'S TAX RECEIPT. D. COPY OF LIABILITY INSURACE* E. COPY OF WORKERS COMPENSATION INSURANCE* (Workers Compensation EXEMPTION must have NOTICE TO OWNER form and Contractor Affidavit) *YOUR INSURANCE COMPANY MUST ISSUE A CERTIFICATE AS FOLLOW: Certificate Holder: MIAMI SHORES VILLAGE BLDG DEPT 10050 NE 2ND AVE MIAMI SHORES, FL 33138 Certificate must specify the description of operations or contractor license number. BUSINESS NAME:Tj 'I S CON"5'7gc tC 7 W t1 BUSINESS ADDRESS: Zia Gt �T �0q 1-�I Y STATE ZIP BUSINESS PHONE: - FAX NUMBER ( � ) s 3'1 zS I CELL PHONE ( � ) �` 3 ,UALIFIER'S NAME: � )of falel QUALIFIER'S LIC NUMBER:( , STATE OF FLORIDA = � DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD (850) 487-1395 " ate 1940 NORTH MONROE STREET TALLAHASSEE FL 32399-0783 SULLIVAN, JEFFREY ALLEN AXIS CONSTRUCTION INC. 206 EAST TENNESSEE AVE SEFFNER FL 33584 Congratulations! With this license you become one of the nearly one million Floridians licensed by the Department of Business and ''"' Professional Regulation. Our professionals and businesses range 9 'li' STATE OF FLORIDA from architects to yacht brokers,from boxers to barbeque restaurants, DEPARTMENT OF BUSINESS AND and they keep Florida's economy strong. PROFESSIONAL REGULATION Every day we work to improve the way we do business in order to CBC057476 ISSUED: 09/01/2014 serve you better. For information about our services,please log onto www.myfloridalicense.com. There you can find more information CERTIFIED BUILDING CONTRACTOR about our divisions and the regulations that impact you, subscribe SULLIVAN, JEFFREY ALLEN to department newsletters and learn more about the Department's AXIS CONSTRUCTION INC. initiatives. Our mission at the Department is: License Efficiently, Regulate Fairly. We constantly strive to serve you better so that you can serve your customers. Thank you for doing business in Florida, IS CERTIFIED under the provisions of Ch 489 FS. and congratulations on your new license! Expiration date AUG 31 2016 L1409010000412 DETACH HERE RICK SCOTT, GOVERNOR KEN LAWSON, SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD CBC057476 The BUILDING CONTRACTOR Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 31, 2016 o a SULLIVAN, JEFFREY ALLEN AXIS CONSTRUCTION INC. 206 EAST TENNESSEE AVE SEFFNER FL 33584 ISSUED: 09/01/2014 DISPLAY AS REQUIRED BY LAW SEQ# L1 40901 00004 1 2 i 1 i i ACCOUNT NO. 2015 - 2016 HILLSBOROUGH COUNTY BUSINESS TAX RECEIPT EXPIRES SEPTEMBER 30,2016 17356 OCC.CODE NEW BUSINESS 090.004000 BUILDING CONTRACTOR 1 Employees Receipt Fee 18.00 Hazardous Waste Surcharge 40.00 Law Library Fee 0.00 CBC057476 BUSINESS SULLIVAN JEFFREY ALLEN AXIS CONSTRUCTION INC206 E TENNESSEE - 2016 SEFFNER FL 3 584E 2015 NAME SULLIVAN JEFFREY ALLEN MAILING AXIS CONSTRUCTION INC ADDRESS 206 E TENNESSEE AVE Paid 14-329-003057 SEFFNER,FL 33584 08/26/2015 58.00 i BUSINESS TAX RECEIPT DOUG BELDEN,TAX COLLECTOR 813-635-5200 HAS HEREBY PAID A PRIVILEGE TAX TO ENGAGE IN BUSINESS,PROFESSION,OR OCCUPATION SPECIFIED HEREON THIS BECOMES A TAX RECEIPT WHEN VALIDATED. I 68/26/2015 14: 56 813-684-2997 A KILBRIDE INS PAGE 01/01 Act CERTIFICATE OF LIABILITY INSURANCE �siz6zo15' THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER, IMPORTANT, If the certificate holder Is an ADDITIONAL INSURED, the policy(les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy,certain policies may require an endorsement, A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NA sllelia Gartman A.Kilbride Insurance,Inc. PHONE 813-6$4-7467 ale Nu: 813-684-2997 400 N.Parsons Avenue EorAle�: SheiiaCa�Aitilbride.com Brandon,FL 33511 INSURERS AFFORDING COVERAGE NA1C A INSURER A: Republic-Vanquard Ins Co INSURED :INSURER B Axis Construction Inc INSURER G: 206 E TENNESSEE AVE Seffner, FL 33584 INSURER D INSURER E: 1NSUR6R 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- INR1TYPE OF IN SP YWVVrn]INSURANCE AODL s POLICY NUMBER NMLto EFF MMILDU LIMITS GENERAL LIABILITY EACH OCCURRENCE S 1,000.000 ✓ COMMERCIAL GENERAL LIABILITY PREMISES nancc A CLAIMS-MADE [z] OCCUR CBC20000257900 1/16/15 01/16/16 MED ExP(Any one Arson) 5,000 PERSONAL 8 ADV INJURY S 1,000,000 GENERAL AGGREGATE S 2,000,000 GEN'L AGGREGATE LIMIT APPLIES PER: FRODUCYS-COMP/OP AGG $ 2,000,000 POLICY PRO- L4C $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT- ANY ITANY AUTO BODILY INJURY(Per per-ten) $ ALL OWNED SCHEDULED ld INJURY JPer Bcc ¢nt AUTOS AUTOS BODILY IN ( ) $ HIRED AUTO NON-OWNED PROPERTY DA AGE $ AUTOS r ccid¢nt UMBRELLA LIAR OCCUR EACH OCCURRENCE $ EXCESS LIAB CLAIMS-MADE AGGREGATE $ DEC I RETENTIONS $ WORKERS COMPENSATION i WO STATU- OTH, AND EMPLOYERS'LIABI LITY Y/N ANY PROPRiETOR/PARTNERiFXECUTIVE N/A E.L.EACH ACCIDENT $ OFFICER/MEMBER EXCLUDED? (Mandatory in NH) E.L.DISEASE-EA EMPLOYEL S yyes,describe under DE.L.DISEASE-POLICY LIMIY S ESCRIP'TkON OF OPERATIONS be3ow DESCRIPTION OF OPERATIONS/LOCAT10N9/VEHICLES (Attach ACORD 101,Additional Remarks Sch¢dul¢,ff mare space Is required) Jeffery Sullivan License# CBC057476 CERTIFICATE HOLDER CANCELLATION Miami Shares Village SHOULD ANY OF THE ABOVE DESCRIBED POLICIES 13E CANCELLED BEFORE 10050 NE 2nd Ave THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN Miami Shores, FL 33138 ACCORDANCE WITH THE POLICY PROVISIONS. Fax: (305)795-2204 AUTHO I REPRESENTATIVE ®1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010105) The ACORD name and logo are registered marks of ACORD (� 12-03-21514 4 - JEFF ATWATER STATE OF FLORIDA CHIEF F INANCIALOFFICER DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS" COMPENSATION * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS` COMPENSATION LAW CONSTRUCTION INDUSTRY EXEMPTION This I certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFE TIVE DATE: 12/03/2014 EXPIRATION DATE: 12/03/2016 PER ON: SULLIVAN JEFFREY FEIN 273582382 BUSINESS NAME AND ADDRESS: AXIS CONSTRUCTION INC 206 EAST TENNESSEE AVE SEFF ER FL 33584 S ES OF BUSINESS OR TRADE: 1- LICENSED BUILDING CONTRACTOR (h[p0g L. pursuant to Chapter 440 . 05!141. F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may aot recover benefits or compensation under this chapter. Pursuant to chapter 440.05(12), F.S-, Certificates of election to be zxempt_.. apply only within the hapter scope if the business or trade listed ec(n(othe¢noctaioof it, at any timeto zaftermpL the filingant to of theCnotice orthe(lissuan a ofNotices certificate, theopers nexempt edand oncertificates notice or be exempt shall be f nt shall revoke a certificate at any time for failure of the person certito to Pi 'nate. The department'fi to no Ion er meets the requirements of this section for issuance of a cert[!/ ? -16 9 nem 9 QUESTIONS? 1850) 413 0 named on the certificate to meet the requirements of this section. DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 01-11 PLEASE CUT OUT THE CARD BELOW AND RETAIN FOR FUTURE REFERENCE STATE FFLORIDA IMPORTANT DEPAR ENT OF FINANCIAL SERVICES F Pursuant to Chapter 440.05(14), F.S., an officer of a corporation who DIVISI OF WORKERS,COMPENSATION 0 elects exemption from this chapter by filing a certificate of election CONS RUCTION INDUSTRY C ERTIF ATE OF ELECTION TO BE EXEMPT FROM FLORIDA under this section may not recover benefits or compensation under this WORK 5 COMPENSATION LAW — D chapter. EFFE VE: 12/03/2014 EXPIRATION DATE: 12/03/2016 Pursuant to Chapter 440.05(12), F.S., Certificates of election to be PERS JEFFREY SULLIVAN H exempt.. apply only within the scope of the business or trade listed on E the notice of election to be exempt- FEIN: xemptFEIN: 273582382 R D ADDRESS: E Pursuant to Chapter 440.05(13), F.S., Notices ll election to be exempt AN revocation NAME subject to e BUSINESS n to be exempt shall be s le of election AXIS NSTRUC710N INC and certificates los E ST TENNESSEE AVE if, at any time after the filing of the notice or the issuance of the sEFFN FL ssssa certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the SCOP OF BUSINESS OR TRADE: person named on the certificate to meet the requirements of this section_ t- LIC NSED BUILDING CONTRACTOR QUESTIONS? (850) 413-1609 CUT HERE Carry bottom portion on the job, keep upper portion for your records. AXIS CONSTRUCTION, INC 206 EAST TENNESSEE AVE SEFFNER, FL 33584 813-598-7737 CBC 057476 8/26/15 State of Florida County of Miami Dade Before me this day personally appeared Jeffrey Sullivan who, being duly sworn deposes and says: That he or she will be only person working on the project located at: 107 NE 93`d St, Miami Shores, FI 33138 Sworn to (or affirmed) and subscribed before me this '2 ' day of ) .20_, by Personally know Or Produced Identification Type of Identification Produced VENEICE CAMMOCK My COMMISSION#FF032349 EXPIRES:JUN 30,2017 Bonded through 1st State Insurance ------------- Print,Type or Stamp Name of Notary te�tt♦SNORES G� Miami shores Village REIN oma Building Department ',PZOR{pAy 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 and has acknowledge that he or she will not use day labor,part-time employees or subcontractors for your project.The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances,Miami Shores Village does not require verification of workers'compensation insurance coverage from the contractor's company for day labor,part-time employees or subcontractors. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. ignature: ®r,�q 4wner State of Florida County of Miami-Dade The foregoing was acknowledge before me this day of J�'f ,20 By �� n 2_-� who is personally known to me or has produced as identification. Notary: ��i(�—�, Y VENEICE CAMMOCK otM..he MY COMMISSION#FF032349 SEAL: EXPIRES:JUN 30,2017 °` Bonded through 1st State Insurance Petro w. RC4 5-219 ' sNO1s i,� Miami Shores Village Permit Type:,Residential Construction � venue 10050 N.E.2nd ANE r� '' �i� t t Work Classification:Alteration ""'� Miami Shores,FL 33138-0000 I[ a Q _ Permit Status:APPROVED Phone: (305)795-2204 To Issue ration: 07/05/20°15 �?a� 1�!'12�q � Expiration:p� 3, Project Address Parcel Number Applicant 1U7 NE 93 Street 1132060133000 Miami Shores, FL 33138- Block: Lot: OSCAR RIZZO Owner Information Address Phone Cell OSCAR RIZZO 107 NE 93 Street (305)759-7466 MIAMI SHORES FL 33138-2817 Contractor(s) Phone Cell Phone AXIS CONSTRUCTION INC (813)598-7737 Valuation: $ 4,750.00 Total Sq Feet: 0 Approved: In Review Available Inspections: Comments: Inspection Type: Date Approved: : In Review Window Door Attachment Date Denied: Framing Type of Construction:TRUSS REPAIR Occupancy: Insulation Stories: Exterior: Drywall Screw Front Setback: Rear Setback: Final PE Certification Left Setback: Right Setback: Window and Door Buck Bedrooms: Bathrooms: Fill Cells Columns Plans Submitted:Yes Certificate Status: Review Building Certificate Date: Additional Info: Review Structural Bond Return : Classification: Residential Review Structural Review Building Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Review Planning CCF $3.00 Review Electrical DBPR FeeInvoice# RC-8-15-56877 Review Plumbing $2.14 01/07/2016 Credit Card $ 353.78 $ 50.00 DCA Fee $2,14 Review Mechanical Education Surcharge $1.00 08/26/2015 Check#:2841 $50.00 $0.00 Permit Fee $142.50 Plan Review Fee(Engineer) $120.00 Plan Review Fee(Engineer) $120.00 Scanning Fee $9.00 Technology Fee $4.00 Total: $403.78 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans,drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL,PLUMBING,MECHANICAL,WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS 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. Futhepmo-re, I� horize the above-named contractor to do the work stated. January 07, 2016 Authorized Signature:Owner / Applicant / Contractor / Agent Date Building Department Copy January 07, 2016 1 0000.9 9 0090.. .. 0 00.0.0.. . .00 0 000000 0000 . 0000 0990. 0000 0 .00000 . 0000. SOUTH FLORIDA. S.G. & E. ENGINEERTS •:. :;; TESTING LABORATORY CERTIFICATE NUMBER 04-0329.02•;•; 00 STRUCTURAL GEOTECHNICAL&ENVIROMENTAL ENGINEERING • • :.0.:. 9 9 9 9 0 9 . • 8060 west 231 avenue suite#7 Hialeah Florida 33016 0 0 Tel:(305)826-3855,(305)305-0718 Fax:(305)826-8545 •• • 9 000 9 0000.. E Mail: soflaengineering @yahoo.com 0"0 0 0 12/11/2015 City of Miami Shores Villas Building Code Compliance Department 10050 NE 2"d Avenue Miami Shores, Florida Ref: ROOF INSPECTION Address: 107 NE 93'd Street Miami Shores,Florida Permit Number: RF-5-15-1091 Lot Block Contractor: y Dear Sirs: This letter is issued to inform you that a representative of SOUTH FLORIDA.S.G. &E.ENGINEERING performed a visual roof inspection at the above referenced project. Based on our conversation and inspection, we found the roof structure at t: a existing house was not working except the garage area. There are some works at the roof components included roof plywood sheathing(wood tanged), also works at the interior partitions, mechanical works etc. Please find picture for your review. SOUTH FLORIDA. S.G & ENGINEERING.Appreciates the opportunity to assist you in this project. If there are any questions or comments, please do not hesitate to contact our office. If I can be of further service, please call at(305)825-3855, (305) 305-0718. Sincerely, SOUTH FL RID G. EXGINEERING TESTING O E IV1lMBER 04-0329.02 4 Jos engineer n I Architect, RA a 3114014 Floe i la 8tilarig code Ordirre Business & Professional Regulation Fbriclp"v mreE BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats&Fads Publications FBC Staff SCIS Site Map Links Search Busines Approval Product ( J 'Public User Regulation Product Approval Menu>Product or Application Search>Application Cheddist>Appprati•a Datai FL* FL10446-R2 Application Type Editorial Change Code Version 2010 Application Status Approved Comments Archived 0 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 • • • • •• ••• • •• •••••• Address/Phone/Em ••ail 1720 Couch Drive • McKinney,TX 75069 000000 • • • (800)999-5099 •"••• rshackelford@strongtie.com is • •••••• •••• • ••••• •••••• • ••• ••••• Quality Assurance Representative Pat Woodall • • • • • •• •• •• • •••••• - Address/Phone/Email 1720 Couch Drive 0 McKinney,TX 75069 ••• • • • (800)999-5099 • • • • • • • • •••••• pwoodaN@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 Certificate of Independence FL10446 R2 COI ICC Cert of Indeoendence.odf Referenced Standard and Year(of Standard) Standard Year ASTM D1761 2000 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 Licensed Professional Engineer or Architect FL10446 R2 Eauiv 2010 Self Affirmation Simoson.odf Sections from the Code t Product Approval Method Method 1 Option C Date Submitted 03/14/2012 http:/tw,Aw.floridabLiicing.org/pr/pr app dtl.aspx?paran-r-wGEVXQwtDqudsDrlH6[487bArnTOOcfi/o2fb6MQ%6G)P9Y)6AyXGk�SbwP/o3d%3d 1/4 1 3J14/2014 Florida Btildurg Code Ondine nate vauaateo U4/t5/[u1[ Date Pending FBC Approval 05/02/2012 Date Approved 06/11/2012 Summary of Products Go to Page k.Z d Page 1/2 FL# Model,Number or Name Description 10446.1 A21 - Angle LUnits of Use Lrstalietion Instructions Approved for use in HVHZ:Yes FL10446 R2 II ESR-2606.odf Approved for use outside HVHZ:Yes Verified By:Randal Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other:Supplimental connectors nest be used to acheive 700# FL10446 R2 AE ESR-2606.odf uplift for HVHZ. 10446.2 A23 Angle Limits of the. lnsta�ation Instructions Approved for use in HVHZ:Yes FL10446 R2 II ESR-2606.Ddf 'r Approved for use outside HVHZ:Yes Verified By: Randal 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 700# FL10446 R2 AE ESR-2606.odf uplift for HVHZ. ...._.... . 10446.3 A34 Angles • • Limits of Use Installillation Instructions ••• • ••••:• Approved for use in HVHZ:Yes FL10446 R2 II ESR-2606.odf •• • •• • • Approved for use outside HVHZ:Yes Verified By: Randal ShackelfordoP•.�y(l,8§75 •••• • 0000 Impact Resistant:N/A I Created by Independent Third Party Yes Design Pressure:N/A Evaluation Reports 000000 • •••• Other:Supplimental connectors crust be used to acheive 700# FL10446 R2 AE ESR-2606.odf •••• a • • • uplift for HVHZ. • • •••••• 10446.4 A35 Angle •••••• • ••• • ••• Limits of Use Instafation Instructions •• •• ••a• Approved for use in HVHZ:Yes FL10446 R2 II ESR-2606.Ddf •••••• • • Approved for use outside HVHZ:Yes Verified By: Randal Shackelford P.E768•675 • • • •• • Impact Resistant:N/A Created by Independent Third arty:Yes ••••• • • Design Pressure:N/A Evaluation Reports • • • ed 0000 Other:Supplimental connectors must be used to acheive 700# FL10446 R2 AE ESR-2606.Ddf •+ • • ••• • • uplift for HVHZ. •••• 10446.5 FC4 Framing Clip Limits of Use Installillation Instructions Approved for use in HVHZ:Yes FL10446 R2 II ESR-2606.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:Supphmental connectors must be used to acheive 700# FL10446 R2 AE ESR-2606.Ddf uplift for HVHZ. 10446.6 FC6 Framing Clip Limits of Use Insta6ation Instructions Approved for use in HVHZ:Yes FL10446 R2 II ESR-2606.Ddf Approved for use outside HVHZ:Yes Venfied By: Randal 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 700# FL10446 R2 AE ESR-2606.Ddf uplift for HVFIZ. 10446.7 GA1 Gusset Angle Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10446 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 700# FL10446 R2 AE ESR-2606.Ddf uplift for HVHZ. 0446.8 GA2 Gusset Angle Limits of Use Installiation Instructions Approved for use in HVHZ:Yes FL10446 R2 II ESR-2606.odf Approved for use outside HVHZ:Yes Verified By: Randal Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports hftp://wmN.floridabLilding.org/pr/pr_app_ 1.aspx?paranr-wGEVXQwtDqudsDrIH61487bArnToo.fi/`2fb6MQv50A:19YAAyXGkv6bw%3d°/`3d 2/4 3!1412014 Florida Building Code Online Other:Supplimental connectors must be used to acheive 700# FL10446 R2 AE ESR-2606.pdf uplift for HVHZ. 10446.9 HH4 Header Hanger Limits of Use InstaNtion Instructions Approved for use in HVHZ:Yes FL10446 R2 II ESR-2606.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: FL10446 R2 AE ESR 2606.pdf 10446.10 HH6 Header Hanger Limits of Use Instatlation Instructions Approved for use in HVHZ:Yes FL10446 R2 11 ESR-2606.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: FL10446 R2 AE ESR-2606.pdf 10446.11 L30 Angle Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10446 R2 II ESR-2606.pdf Approved for use outside HVHZ:Yes Verified By: Randal 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 700# 5 R2 AE ESR-2606.pdf uplift for HVHZ. 10446.12 L50 Angle • • Limits of Use Instaillation Instructions • • • • Approved for use in HVHZ:Yes FL10446 R2 II ESR-2606.pdf •• • •• • • Approved for use outside HVHZ:Yes Verified By: Randall Shackelforc6QE..VQ75 Impact Resistant:N/A Created by Independent Third Party#Yes Design Pressure: N/A Evaluation Reports 000000 • •••• Other.Supplimental connectors must be used to acheive 700# FL10446 R2 AE ESR-2606.pdf •••• • • • • uplift for HVHZ. • • •••••• 10446.13 UO Angle • • • • � •i•••• Limits of Use Installation Instructions • Approved for use in HVHZ:Yes i FL10446 R2 II ESR-2606.pdf •'�' ' '• Approved for use outside HVHZ:Yes Verified By: Randall ShackelfordrP.E.68675 • • •••••• Impact Resistant:N/A Created by Independent Third arty:Yes •'•'•• Design Pressure:N/A Evaluation Reports • • • • ••- Other:Supplimental connectors must be used to acheive 700# FL10446 R2 AE ESR-2606.odf •• • • ••• • • uplift for HVHZ. i ••�' --J10446.14 L90 Angles { Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10446 R2 II ESR-2606.pdf Approved for use outside HVHZ:Yes Verged By: Randall Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure: N/A Evaluation Reports Other. FL R2 AE ESR-2606.pdf 10446.15 LS30 Skewable Angle Umits of Use Installation Instructions Approved for use in HVHZ:Yes `SR-2606.pdf Approved for use outside HVHZ:Yes Verified By: Randal 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 700# FL10446 R2 AE ESR-2606.udf uplift for HVHZ. 10446.16 LS50 Skewable Angle Limits of Use Llstaltation Instructions Approved for use in HVHZ:Yes FL10446 R2 II ESR-2606.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:Supplimental connectors must be used to acheive 700# FL10446 R2 AE ESR-2606.odf uplift for HVHZ. 10446.17 LS70 Skewable Angle Limits of Use InstaMath m Instructions Approved for use in HVHZ:Yes FL10446 R2 II ESR-2606.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:Supplimental connectors must be used to acheive 700# FL10446 R2 AE ESR-2606.odf http://wv,w.floridabuiIding.org/pr/pr_app_dd.aspx?pararrF-wGEVXQWDqudsDrIH61487bArnTOOaV/a2fb6MQ\60A:19YAAy)(Gkv bw%3d%3d 314 3114/2014 Florida Building Code Ordine uplift for HVHZ. I - 10446.18 LS90 Skewable Angle Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10446 R2 II ESR-21f Approved for use outside HVHZ:Yes j Verified By: Randall Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A 1 Evaluation Reports Other. FL10446 R2 AE ESR-2606.odf 10446.19 LTP4 i Lateral Tie Plate Limits of Use Installation Instructions Approved for use in HVHZ:Yes I FL10446 R2 II ESR-2606.Ddf Approved for use outside HVHZ:Yes Verified By: Randal Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other.Supplimental connectors crust be used to acheive 700# FL10446 R2 AE ESR-2606.Ddf uplift for HVHZ. 10446 20 Z4 Z Clip Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10446 R2 II ESR-2606.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.Supplimental connectors crust be used to acheive 700# FL10446 R2 AE ESR-2606.Ddf uplift for HVHZ. Go to Page O O plf4�•�/•2 0 CD •••••• • •• •••••• • Conal Us::1940 North Monroe Street,Tallahassee FL 32399 Phone:850-487-U24•••• ••• • • • 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 rent your e-mail address released In response to a subllcpemrds reduest•do#ot send electronic mail to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,please c.neact 850.487.*65.*Fairsuant to*••••• Section 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department Wth an email address if s they have one.The emails provided may be used for official communication With the licensee.However email addressss411i0bp"c record.If yousdo not wish to • supply a personal address,please provide the Department with an email address Which can be made available to thetlublic.sro Setennine if you are a licensee • under Chapter 455,F.S.,please dick here. • • • • •••s•• Product Approval Accepts: • • • • • ••s• • • ••• •s••s: as • sccuritv"I http:/twAw.floridabLilcing.org/pr/pr app od.aspVWanr-wGEVXQwtDqudsDrIH61487bAmTOOaV/p2fb6MQv5O)P9Y)OAyXGkGb%P/g3dg/gad 4/4 ESR-2606 REPORT TIVII Issued February 1, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. BusinesslRegianat Office#5360 Workman Mil Road,Whittier,Calitmia 90601#(562)699-0543 Regional Office#goo Montdair Road,Suite A,Birmingham,Alabama 35213 #(205)599-9800 WWW•1 Gc-eS•014 Regional Office#4051 West Flossmoor Road,Country Club Hills,Illinois 60478#(708)799-2305 DIVISION:06—WOOD AND PLASTICS slots or bend lines. See Table 2 for angle dimensions, Section:06090—Wood and Plastics Fastenings fastener schedules, and allowable loads. See Figure 2 for illustrations of framing configurations with the A34 and A35 REPORT HOLDER: angles. 3.1.3 LTP4 Lateral Tie Plate: SIMPSON STRONG-TIE COMPANY,INC. 5956 WEST LAS POSITAS BOULEVARD The LTP4 lateral tie plate is formed from No. 20 gage PLEASANTON,CALIFORNIA 94588 galvanized steel. See Table 3 for fastener schedules and (800)925-5099 allowable loads. See Figure 3 for dimensions of the LTP4 connector and a drawing of the LTP4 used as a top plate-to- vviniw.:,OU4 rim joist connections. EVALUATION SUBJECT: 3.1.4 FC Series Framing Clips: SIMPSON STRONG-TIE STRUCTURAL ANGLES, CLIPS, The FC series framing clips are formed from No. 16 gage AND PLATES FOR WOOD FRAMING galvanized steel. See Table 4 for clip model numbers, clip dimensions, fastener schedules, and allowable loads. See Figure 4 for clip dimensions and a drawing of FC fsarvic;clips 1.0 EVALUATION SCOPE used as an alternative to cripple sludsfbyheadePs and used Compliance with the following codes: to connect a wood post to a wood s9lt plate. ;•• •• •• ...... . .. ...... # 2006 International Building Code(IBC) 3.1.5 HH Series Header Hangers'. •• • # 2006 International Residential Code"(IRC) The HH series header hangers are4ormed from Plod I6 gage galvanized steel. See Table 5 forJwger modQPnum ers, ..... # Other Codes(see Section 8.0) hanger dimensions,fastener sche0WIV5,.qpd allowable JVds. *0:604 Properties evaluated: See Figure 5 for hanger dimensiopi 9n j 9 drawitl8 of ai�HH ••• hanger connecting a wood door header to jambs. • Structural """ • 2.0 USES 3.1.6 GA Series Gusset Angles: •• 000*% •••• The GA series gusset angles are forrpgd from Mo. 18 gage ;...•; The Simpson Strong-Tie structural angles,clips, and plates galvanized steel. See Table 6 fb? gdtset apnle.?Vdel • described in this report are used aswood-to-wood connectors numbers, angle length, fastener schedules, and•allovrable in accordance with Section 2304.9.3 of the IBC.The angles, loads. See Figure 6 for a drawing of a GA angle connecting clips, and plates may also be used in structures regulated a joist to a header. under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.1.7 L Series Reinforcing Angles: 3.0 DESCRIPTION The L series reinforcing angles are formed from No. 16 gage galvanized steel. See Table 7 for angle model numbers, 3.1 General: angle length, fastener schedules, and allowable loads. See The angles,clips,and plates described in this report are used Figure 7 for angle dimensions and a drawing of an L angle as wood-to-wood connections in structural systems that have connecting a joist to a header. been designed to transfer loads from their point of origin to 3.1.8 LS Series Skewable Angles: load-resisting elements. The LS series skewable angles are formed from No.18 gage 3.1.1 A Series Angles: galvanized steel. The angle is fabricated to assist field The A series angles are formed from No.18 gage galvanized adjustment from zero degrees up to a 135-degree bend.See steel. See Table 1 for angle model numbers, angle Table 8 for angle model numbers, angle length, fastener dimensions, fastener schedules, and allowable loads_ See schedules, and allowable loads. See Figure 8 for angle Figure 1 for a drawing of A series angles connecting a wood dimensions and a drawing of an LS angle connecting a post to a wood sill plate. skewed joist to a header. 3.1.2 A34 and A35 Framing Angles: 3.1.9 Z Series Panel Stiffener Clips: The A34 and A35 framing angles are formed from No. 18 The Z series stiffener clips are formed from No. 12 gage gage galvanized steel. The A35 angle has slots and bend galvanized steel.The Z clips are used to support nominally 2- lines to permit field adjustments of the legs for two-and three- by-4 or 2-by-6 wood blocking between joists or trusses that way tied connections.The A34 is an equal leg angle without provide solid backing for ceiling panel material.See Table 9 f-t4 REPORTS'- are mile,be construed as representing aesthetics or anv other aariberte_v rmi specifically addressed,—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 anv t fading or other matter in this report,or as to any product covered by lite report. UI,4 kcrNleP R>grvn nipfVCt IXFfRYA'Ov Copyright©2007 Page 1 of 9 Page 2 of 9 ESR-2606 for Z clip model numbers, clip dimensions, fastener 4.0 DESIGN AND INSTALLATION schedules, and allowable loads. See Figure 9 for Z clip dimensions and an illustration of Z clips supporting wood 4.1 Design: blocking for ceiling panels. The tabulated allowable loads shown in this report are based 3.2 Materials: on allowable stress design (ASD) and include the load duration factor, Co, corresponding with the applicable loads 3.2.1 Steel:The angles,clips,and plates described in this in accordance with the NDS. report are manufactured from galvanized steel in accordance with ASTM A 653,SS designation,Grade 33,with a minimum Tabulated allowable loads apply to products connected to yield strength, F,,, of 33,000 psi (227 MPa) and a minimum wood used under dry conditions and where sustained tensile strength, F., of 45,000 psi (310 MPa). Base-metal temperatures are 100°F(37.8°C)or less.When products are thicknesses for the connectors in this report are as follows: installed to wood having a moisture content greater than 19 percent(16 percent for engineered wood products),or where NOMINAL THICKNESS MINIMUM BASE-METAL wet service is expected,the allowable loads must be adjusted (inches0 THICKNESS(inch) by the wet service factor, CA,, specified in the NDS. When No. 12 0.0975 connectors are installed in wood that will experience No.16 0.0555 sustained exposure to temperatures exceeding 100°F No.18 0.0445 (37.80C),the allowable loads in this report must be adjusted No.20 0.0335 by the temperature factor, C„specified in the NDS. For SI: 1 inch=25.4 mm. Connected wood members must be analyzed for load- The connectors have a minimum G90 zinc coating carrying capacity at the connection in accordance with the specification in accordance with ASTM A 653.Some models NDS. (designated with a model number ending with Z)are available 4.2 Installation: with a G185 zinc coating specification in accordance with . ASTMA653.Some models(designated with a model number Installation of the connectors must be in occordarjc'PA"this ...... ending with HDG)are available with a hot-dip galvanization, evaluation report and the nA4r1LlfaQturer's� published •• also known as "batch" galvanization, in accordance with installation instructions.In the ever:sof:conflict betweenthis ASTM A 123,with a minimum specified coating weight of 2.0 report and the manufacturer's published insfallation ""'• ounces of zinc per square foot of surface area (600 g/mz), instructions,this report governs. •••"' ;•• •; total for both sides. Model numbers in this report do not •••••• •• • • include the Z or HDG ending, but the information shown 4.3 Special Inspection: .... •• applies.The lumber treater or holder of this report(Simpson 4.3.1 IBC: Periodic special irispecti'gn is reiluijcd for •••••• Strong-Tie Company) should contacted for installation of connectors descrltSe'd "this repott'thal are see*:- connectors in contact with the specific proprietary recommendations on minimum corrosion resistance of steel designated as components of 62•�dilmic-force-resisting • • preservative treated or fire retardant treated lumber. system for a structure in Seismic®esign Category�,D,E or ...... F in accordance with Section 1W07.3.or 1707:4,14M the • 3.2.2 Wood: Wood members which the connectors are exception of those structures t%t.�u4lify undgr Wtion •••• used must be either sawn lumber or engineered lumber 1704.1. • • having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber),and 4.3.2 IRC:Special inspections are not required. having a maximum moisture content of 19 percent (16 5.0 CONDITIONS OF USE percent for engineered lumber) except as noted in Section 4.1.The thickness of the wood main member must be equal The Simpson Strong-Tie structural angles, clips,and plates to or greater than the length of the fasteners specified in the described in this report comply with, or are suitable tables in this report,or as required by wood member design, alternatives to what is specified in, those codes listed in whichever is greater. Section 1.0 of this report,subject to the following conditions: 3.2.3 Fasteners:Nails used for connectors described in this 5.1 The connectors must be manufactured, identified and report must comply with ASTM F 1667 and have the following installed in accordance with this report and the minimum fastener dimensions and bending yield strengths manufacturer's published installation instructions. A (FA): copy of the instructions must be available at the jobsite COMMON SHANK NAIL LENGTH F,. at all times during installation. NAIL DIAMETER (inches) (psi) 5.2 Calculations showing compliance with this report must (inch) be submitted to the code official.The calculations must 8d x 1'12 0.131 1112 100,000 be prepared by a registered design professional where 10d x 1'/2 0.148 1'/2 90,000 required by the statues of the jurisdiction in which the 10d 0.148 3 90,000 project is to be constructed 16d 0.162 3'l 90.000 5.3 Adjustment factors noted in Section 4.1 and the For SI: 1 inch=25.4 mm,1 psi=6.895 kPa. applicable codes must be considered,where applicable. Fasteners used in contact with preservative treated or fire 5.4 Connected wood members and fasteners must comply, retardant treated lumber must comply with IBC Section respectively,with Sections 3.2.2 and 3.2.3 of this report. 2304.9.5 or IRC Section R319.3,as applicable.The lumber treater or this report holder(Simpson Strong-Tie Company) 5.5 Use of connectors with preservative treated or fire should be contacted for recommendations on minimum retardant treated lumber must be in accordance with corrosion resistance of fasteners and connection capacities Section 3.2.1 of this report. Use of fasteners with of fasteners used with the specific proprietary preservative preservative treated or fire retardant treated lumber treated or fire retardant treated lumber. must be in accordance with Section 3.2.3 of this report. Page 3 of 9 ESR-2606 6.0 EVIDENCE SUBMITTED 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this Data in accordance with the ICC-ES Acceptance Criteria for report,except modify Section 3.2.3 of this report to reference Joist Hangers and Similar Devices (AC13), dated October Section R323.3 of the IRC. 2006(corrected March 2007). 8.3.3 UBC:See Section 3.0 of this report,except modify the 7.0 IDENTIFICATION first sentence in the last paragraph of Section 3.2.3 as follows: Fasteners used in contact with preservative treated The products described in this report are identified with a die- or fire retardant treated lumber must,as a minimum, comply stamped label indicating the name of the manufacturer with UBC Section 2304.3. (Simpson Strong-Tie),the model number,and the number of an index evaluation report c3�t-2jzo) that is used as an 8.4 Design and Installation: identifier for the products recognized in this report. 8.4.1 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC: See 8.0 OTHER CODES Section 4.0 of this report. 8.1 Evaluation Scope: 8.4.2 UBC:The same as Section 4.0 of this report,except In addition to the codes referenced in Section 1.0, the delete Section 4.3 since special inspection is not required. products in this report were evaluated for compliance with the 8.5 Conditions of Use: requirements of the following codes: 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The # 2003 International Building Code'(2003 IBC) Simpson Strong-Tie products described in this report comply # 2003 International Residential Code'(2003 IRC) with,or are suitable alternatives to what is specified in,those codes listed in Section 8.0,subject to the same conditions of # 2000 International Building Code®(2000 IBC) use indicated in Section 5.0 of this report. # 2000 International Residential Code(2000 IRC) 8.5.2 UBC:The Simpson Strong-Tie products described in # 1997 Uniform Building CodeTm (UBC) this report comply with,or are suitable alternatives.tow"t is specified in,the UBC,subject to tie same condlions of use •••••• The products described in this report comply with, or are indicated in Section 5.0 of this 'r8port, excE:)t�tht last •• suitable alternatives to what is specified in,the codes listed sentence of Section 5.5 is reptdMo'Arith the following: ....:. above,subject to the provisions of Sections 8.2 through 8.7. Fasteners used in contact with preservative treated or fire retardant treated lumber must, ase.raunimum, compllW with ""•' 8.2 Uses: • • UBC Section 2304.3. 00090 0 ;""• •,••• 8.2.1 2003 IBC,2003 IRC, 2000 IBC,and 2000 IRC: See 8.6 Evidence Submitted:2003'1 •• 03 IR 2 e•BC, **so* • Section 2.0 of this report. �� 2000 IRC,and UBC: 8.2.2 UBC:Replace the information in Section 2.0 with the ...... . • following: Simpson Strong-Tie structural angles, clips, and See Section 6.0 of this report. ; ••• • plates are used as wood framing connectors in accordance •••••• 8.7 Identification: 2003 IBC, 300:FRC 2009 IBC, 2000 with Section 2318.4.8 of the UBC. ...... IRC,and UBC: •• • ... 8.3 Description: •..' See Section 7.0 of this report. 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this report. Page 4 of 9 ESR-2606 TABLE 1—ALLOWABLE LOADS FOR THE A ANGLES ANGLE FASTENERS 2 sa 5,e DIMENSIONS (Quantity-Type) ALLOWABLE LOADS''' (Ibs) in MODEL F,where CD= F2 where CD= NO. Supporting Supported 1.33 1.33 L W, W2 Member Member 10 1.15 1.25 or 1.0 1.15 1.25 or (Base) (Post) 1.6 1 1.6 A21 13/e 2 1'12 2-10dx1Y 2-10dx1'% 180 210 230 245 175 175 175 175 A23 23/a 2 1'12 4-10dx1~/� 4-10dx1Y2 365 420 455 485 365 420 455 485 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1. Refer to Figure 1 for definitions of angle dimension nomenclature(L,W1,W2)and allowable load directions(F1 and F2)- 2. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 3. F1 and F2 loads cannot be combined. 4.The F,allowable loads are for one connector.When angles are installed on each side of wood member,the minimum member thickness must be 3 inches. 5.The F2 allowable loads apply only when the connectors are used in pairs. 6. Allowable loads under Co=1.33 or 1.6 columns have been increased for wind or earthquake loading.No further increase is allowed. F • ...... OF .... • .•..• ...... . ... ..... Wt� A21 . . . . ...... A2 ...... FIGURE 1—A21 AND A23 ANGLE INSTALLATION DETAIL Page 5 of 9 ESR-2606 TABLE 2—ALLOWABLE LOADS FOR A34 AND A35 FRAMING CONNECTORS FASTENERS(Quantity-Type) ALLOWABLE LOADS3.4,5 (Ibs) CONNECTION LOAD CD=1.25 MODEL NO. Joist Header/Plate CONFIGURATION' DIRECTION' Co=1.0 CD=1.15 CD=1.33 CD=1.6 A34 4-8dx1'/ 4-8dx1% See A34 Framing F, 345 365 365 Illustration F2 j6) 280 280 280 A, 260 295 320 3-8dx1'/� 6-8dx1Yz 2 E 260 295 320 C, 170 170 170 A35 A2 260 295 320 6-8dx1'/z 6-8dx1'h 3 C2 260 295 315 D 150 150 150 6-8dxl% 6-8dx1Yz 4 F, 450 450 450 F2(e) 515 595 645 For Sl:1 inch=25.4 mm,1 lbs=4.45 N. 1.Some illustrations show connections that could cause cross-grain tension or bending of the wood during loading if not reinforced sufficiently. In this case,mechanical reinforcement should be considered. 2.Refer to the illustrations in Figure 2 for definitions of load directions(A,,A2,C,,C2,D,E,F1,F2)- 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.Allowable loads are for one anchor.When anchors are installed on each side of the joist,the minimum joist thickness is 3 inches. • 5.Allowable loads under CD=1.33 or 1.6 column have been increased for wind or earthquake loading.No further&increase is alloyed.6' 0.0 6 0 6 Allowable loads must be reduced when other load durations govern. 0 0 0.0 0 •• • •0 6. Connectors are required on both sides of joist to achieve F2 loads in both directions. • • • • 6.000 • •• •••••• • 6666•• • • • 6666•• 4rAi:eE �)� •••• • • • • r lg�� • • 6660•• ! •• • • 6666• Wr2i A34 Framing Connection •••a•• tA2 F 4"J 4. W2F4 A35 Framing Connections A35 FIGURE 2—A34 AND A35 FRAMING CONNECTORS Page 6 of 9 ESR-2606 TABLE 3—ALLOWA13LE LOADS FOR THE LTP4 FRAMING CONNECTOR MODEL DIRECTION FASTENERS(Quantity-Type) ALLOWABLE LOADS''2(lbs) NO. Plates Rim Joist OF LOAD CD=1.0 CD=1.15 CD=1.25 Cl,=1-33 or Blockin CD=1.6 LTP4 6-8dxl'/2 6-8dxl'/2 G 515 590 645 685 &-8dx1'/2 6-8dxl'/2 H 515 590 645 685 For SI: 1 inch=25.4 mm,1 lbs=4.45 N. 1.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 2.The LTP4 may be installed over wood-based structural sheathing(as shown in Figure 3)having a maximum thickness 002 inch without adversely affecting the tabulated allowable loads. LTP4 H r- 4 ' • 4,c • • LTP4 v s – attatliipy.• •• Top Plates to ••+•+• LTP4 Dimensions LTP4 Installed over •• • Rim•1Dist• Sheathing •.•••• �••• ••••�• • FIGURE 3—LTP4 FRAMING CONNECTOR004009 •'•' • • • • • TABLE 4—ALLOWABLE LOADS FOR THE FC FRAMING CONNECTORS'2'3 ; ' ' • ALLO111YABLE DOWNL4MI0!F,• Awre MODEL NO. CONNECTOR WIDTH(W) FASTENERS " CD`1.0 • ••• • • (in) (Quantity-Type) CD=1.15 •. CD=1.25 lbs. FC4 3"/,6 8-16d 800 FC6 5'/2 10-16d 920 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 2.Minimum thickness of the supporting member(post)must be 2'/2 inches to achieve the table load value(similar to Figure 5). 3. Loads may not be increased for short-term loading. • Fi f • 1,,, W y FC Connector Dimensions Typical FC Connector Installation FIGURE 4—FC CLIPS Page 8 of 9 ESR-2606 TABLE 6-ALLOWABLE LOADS FOR THE GA ANGLES ANGLE ALLOWABLE LOADS'2,3(Ibs) MODEL LENGTH FASTENERSg31885! where Co= F2 where CD= NO. (L) (Quantity-Type) 1.33 1.33 (inches) 5 1.25 or 1.0 1.15 1.25 or 1.6 1.6 GA1 23/4 4-1Od 185 185 220(4� 260"r 28014) 300") GA2 31/4 6-10d (4) 415(41 450141 335 14) 385(4) 42014, 45014) For SI:1 inch=25.4 mm, 1 lbs=4.45 N- 1. .1.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 2.Allowable F,and F2 loads under Co=1.33 or 1.6 column have been increased for wind or earthquake loading.No further increase is allowed. Allowable loads must be reduced when other load durations govern. 3. Connectors are required on both sides to achieve F2 loads in both directions. 4. 10dx1'/2-inch-long nails may be used provided the tabulated allowable loads are multiplied by 0.81,except for the GA1 angles in the F,direction, which must be limited to 185 lbs for all load durations. o �o L Fi F2 ...... UJ -- • • • *00000 • •• 000000 • ••••r• Typical GA Installation 0900 . . • • GA1 FIGURE 6-GA ANGLES •••• • .• ••. •. •• .• • Pee*:. TABLE 7-ALLOWABLE LOADS FOR THE L REINFORCING ANGLES ;r•:': • •r ALLOWABLE LOADS 1.2,3,4(lbsf • ••.;. *60060 r••r• ANGLE • r MODEL LENGTH FASTENERS F,where CD= F2 where CD= 00.000 NO. (L) (Quantity-Type) 1.33 • 4.38 • • (inches) 1.0 1.15 1.25 or 1.0 1.15 1.25 • oro 1.6 1.6 L30 3 4-10d 220 240 240 240 220 255 280 295 L50 5 6-10d 335 385 415 445 335 385 415 445 L70 7 8-10d 445 510 555 565 445 510 555 565 L90 9 10-10d 555 640 1 695 740 555 640 695 740 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 2. Allowable F,and F2 loads under Co=1.33 or 1.6 column have been increased for wind or earthquake loading.No further increase is allowed. Allowable loads must be reduced when other load durations govern. 3. Minimum lumber thickness must be 2'/2 inches to achieve the tabulated allowable load values. 4. 10dx1%nails may be used provided the tabulated allowable loads are multiplied by 0.81. 5. Connectors are required on both sides to achieve F2 loads in both directions. L90 L70 L50 • L30 • • F2 L Angle Typical L50 Installation and Allowable Load Directions FIGURE 7-L REINFORCING ANGLES Page 9 of 9 ESR-2606 TABLE 8—ALLOWABLE LOADS FOR THE LS REINFORCING ANGLES ANGLE FASTENERS ALLOWABLE LOAD PARALLEL TO LENGTH OF ANGLE 1,2(Ibs) MODEL NO. LENGTH(in) CD=1.33 ( j (Quantity-Size) Co=1.0 Co=1.15 Co=1.25 Co=1.6 LS50 4f/i, 8-10d 450 520 560 600 8 LS90 1 7/, 12-10d t 670 770 840 890 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 2. The tabulated allowable loads are for a single connector. " M • Direction • A13jowabk ———— '• from("to 135" LW • Bend ane Ome aYv. \\ 1 t$T9 • \\ ai 45° • LS90 • •Load •••••• �21 DOW • • • • • • •••••• • •• •••••• • LS Angle Dimensions Allowable Bend Angles LS A 4g"Ipstalled • • •••• • • •••••• •••• • ••••• •••••• • ••• ••••• FIGURE 8—LS REINFORCING ANGLE • • • • • •• •• •• • •••••• • • • • •••••• TABLE 9—ALLOWABLE LOADS FOR THE Z CLIPS •••••• CLIP DIMENSIONS ALLOWABLE4)OWNLOAD i••••i in) FASTENERS Mere' • ••• • • MODEL Co=1.0 •• • NO. W H B TF Top Seat Co=1.25 lbs. Z4 11/2 3'/2 2'/8 1 '/a 1-16d 1 -16d 465 Z6 1'/2 53/8 2 1 3/8 1-16d 1 -16d 485 Z44 2'/2 1 3'/z 2 1 '/e 2-16d 2-16d 865 For SI:1 inch=25.4 mm, 1 lbs=4.45 N. 1.Refer to Figure 9 for definitions of clip dimension nomenclature(W,H,B,TF). 2. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 3. Compression perpendicular-to-grain capacity for the joists bearing on the clips must be verified and must not exceed the allowable loads noted in the table. y � t 0 lr � 0 FIGURE 9—Z CLIPS MECAWind Version 2 . 1. 0 . 6 per ASCE 7-10 Developed by MCA Enterprises, Inc. Copyright 2015 www.mecaenterprises.com Date 10/29/2015 Project No. Company Name Designed By Address Description City Customer Name State Proj Location File Location: C:\Users\User\Desktop\10-28-15\jo®e\107 NE 93 ST roof calcs\REV 1\CALCS\WLcales 10-27-15.wnd Directional Procedure All Heights Building (Ch 27 Part 1) All pressures shown are based upon STRENGTH Design, with a Load Factor of 1 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency N/A Flexible Structure - No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt - 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 4 : 12 Slope of Roof(Theta) = 18.40 Deg Ht: Mean Roof Ht = 11.00 ft Type of Roof = Gabled RHt: Ridge Ht = 13.00 ft Eht: Save Height = 9.00 ft OH: Roof Overhang at Eave= 1.50 ft Roof Area = 2279.00 ftA 2 Bldg Length Along Ridge = 58.00 ft Bldg Width Across Ridge= 48.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gusti: 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)A0.167 - 0.23 Lzm: 1*(Zm/33)^Eps.ilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)"0.63))A0.5 = 0.92 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88 •••••• 0000•• Gust Factor Summary ' ' ' Not a Flexible Structure use the Lessor of Gustl or Gust2 = AVO 85' *0 ' •00000 0 •• •••••• Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi ..•:•• • ;�...; GCPi Internal Pressure Coefficient = +/sa•18 • • • ' � . 0000•• 0000• 0000 • � • • ••• 0000• 0000•• • Figure 27.4-1 External Pressure Coefficients • • • ��.. Cp - Loads on Main Wind-Force Resisting Systems 00 0* 0000•• • • • • • � � 0000•• • • 0000•• � • eta h L z n Bi Kh: 2.01*(Ht/Zg)A(2/Alpha) = 0.85 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)A2*I*Kh*Kht*Kd = 56.57 psf Cpww: Windward Wall Cp(Ref Fig 6-6) - 0.80 Roof Area = 2279.00 ftA2 Reduction Factor based on Roof Area = 0.80 MWFRS-Wall Pressures for Wind Normal to 58 ft wall (Normal to Ridge) Wall Cp Pressure Pressure +OCPi (Psf) -GCPi (Psf) ------ ---- ------ ------- ------- • • Leeward-Wall---- eeward-Wall---- -0.50 -34.22---- -13.86---- 0000•• 0000•• Side Walls -0.70 -43.84 -23.48 ••• • • Wall tlev xz xzt Press Press Total • Hz 0000•• • •• 0000•• ft Pef +GCpi -GCPi +/-Gcpi •••�•• • • • ---------------- ------ ----- ----- ------- ------- ------- --------- 0000•• • • • • Windward 13.00 0.85 1.00 56.57 28.28 48.65 62.51 •0000 0 0000•• 0000 •• ••• 0 000000• Note: 1) Total = Leeward GCPi + Windward GCPi •0•• • • 0000•• • • • •• •• •• • 0000*0 Roof Location CP +GCPi(Psf) -GCPi(Psf) ••:•: • •• ----------------------- ------- ---------- ---------- • • • • 0080•• 0000•• Windward - Min Cp -0.36 -27.49 -7.13 • • • • • Windward - Max Cp 0.14 -3.45 16.91 •e•• • ••• :•••0i Leeward Perp to Ridge -0.57 -37.59 -17.23 • • • Overhang Top (Windward) -0.36 -17.31 -17.31 •• • Overhang Top (Leeward) -0.57 -27.41 -27.41 Overhang (Windward only) 0.80 38.47 38.47 MWFRS-Wall Pressures for Wind Normal to 48 ft wall (Along Ridge) Wall CP Pressure Pressure +GCPi (Psf) -GCPi (Psf) --------------- ------ ----------- ----------- Leeward Wall -0.46 -32.22 -11.86 Side Walls -0.70 -43.84 -23.48 Wall Elev &z &zt qz Press Press Total ft psf +GcPi -GCpi +/-GCpi ---------------- ------ ----- ----- ------- ------- ------- --------- Windward 13.00 0.85 1.00 56.57 28.28 48.65 60.51 Note: 1) Total = Leeward GCPi + Windward GCPi Roof - Diet from Windward Edge CP Pressure Pressure +GCpi(psf) -Gcpi(psf) ------------------------------- ------ ---------- ---------- 0.0 ft to 5.5 ft -0.90 -53.46 -33.09 5.5 ft to 11.0 ft -0.90 -53.46 -33.09 11.0 ft to 22.0 ft -0.50 -34.22 -13.86 - 22.0 ft to 58.0 ft -0.30 -24.61 -4.24 9999•• • • • 9999•• •• • •• • • 900.00 •000900 •• 9999•• • 00 • • • • • • 99.999 • • • • • • 9999•• 99.9•• • •00 0 • • • • • MECAWind Version 2 .1. 0 . 6 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2015 www.mecaenterprises.com Date 10/29/2015 Project No. Company Name Designed By Address Description City Customer Name State Proj Location File Location: C:\Users\User\Desktop\10_28_15\jose\107 NE 93 ST-roof calcs\REV 1\CALCS\WLcales 10 _27_15.wnd a 3L.? .3 3L3 1 i - 1 Roof not ' I 1 1 1 shomm 5 ' ' 51 i 1 :2 ?I i7 i 1 i7 1 7 i 1 L 1 2 a/ � ► 1 1 4 `� i ► i i R'ans a Gable Roof 7<0<=45 a Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon STRENGTH Design, with a Load Factor of 1 Width of Pressure Coefficient Zone °a® = 4.4 ft Description Width Span Area Zone Max Min Dias P Kin P ft ft ft"2 Gcp GCp psf psf -------------------------------------------------------------------------- RAFTER 13.75FT 1.33 13.75 63.0 3 0.34 -2.12 29.42 -130.13 i•••i• RAFTER 13.75FT 1.33 13.75 63.0 2 0.34 -1.30 29.42 :-8?6%4 • 0900:0 RAFTER 13.75FT 1.33 13.75 63.0 1 0.34 -0.82 29.42 *16.97 •• • •• RAFTER 8.5FT 1.33 8.50 24.1 3 0.42 -2.37 34.15 *3"P+1 •• 0000 • • • • •• RAFTER 8.5FT 1.33 8.50 24.1 2 0.42 -1.51 34.15 •-MS5 • • • RAFTER 8.5FT 1.33 8.50 24.1 1 0.42 -0.86 34.15 -,%q,,,940000•• • • 0000•• 0000• 0000 • • • 0000•• • ••• 00% Khcc:Comp. & Clad. Table 6-3 Case 1 = ••�i8� • • • • •• • 0000•• Qhcc: .00256*VA2*Khcc*Kht*Kd = •S6•67 psf • •• • • • • .0000• 00..00 • • 0000•• WOOD JOIST DESIGN (ROOF) LOADS BASED ON NDS 2005 &ASCE 740 DL = 15.00 psf DL = 9.00 psf + LL = 30.00 psf +- 0.6 UPLIFT = -50.40 psf UL = 45.00 psf UL = -41.40 psf UL (w-7m RE®ucmm)= -41.40 psf 1.33 ft Wmm = 59.85 #/ft WOOD BENDING AND DEFLECTION DEFLECTION L = 13.75 ft Wmax = 59.85% • b = 4.50 in d = 5.50 in • FI, = 1,000.00 psi CD=1.0 E = 1.40E+06 psi I = 62.39 in" ( DL + LL )A = 0.55 in DL+LL-*L/240 flim= 0.69 in, FBC 1610.1 ' 9999.. 9999. Lmax= 14.80 ft. Allowable for deflection to DL +P LL' • '• • .90.00 9 .9 ... .. ( LL )A = 0.37 in 9999.. • 9999 9999. LLL/3wAprm= 0.46 in, FBC 1610.1 :""' ••; •. L 14.80 ft. Allowable for deflection to LL. •' ''' �",r�c= 9999 .. 9999. A 5, OK . 9999. BENDING Mae �•• •� Mmax= 1,414.42 #-ft VGRAVITY= 411.4-10' S = 16.97 in' VNET UPLIFT= 378.55 #-ft Sx = 22.69 in' S s, OK Sx Lmm= 15.90 ft. Allowable for bending USE WOOD I JOIST 3 2 X 6 @ 16 in O/C PROJECT' SUBJECT: ROOF STRAP DESIGN ADDRESS: DATE: SHEET No. DEEM BY: OF STRAP DESIGN BASED ON ASCE 710 ENTRYDATA STRAP 1: SEE PLANS Wind Pressure 84 psf(ULTIMATE) DEAD LOAD 15 psf FL.#10655 LIVELOAD 30 psf Ll 0.00 ft GRAVITY NA L2 13.75 ft UPLIFT 490.0 lb L3 1.33 ft STRAP 2: SEE PLANS JOIST SEPARATION 15.96 in AL.GRAVITY(1) NA NIA FL.#16294 AL UPLIFT(1) + 490.0 lb STR.1 OK AL.GRAVITY(2) NA N/A GRAVITY NA AL.UPLIFT(2) + 1125.0 lb STR.2 0K I UPLIFT 1125.0 lb RA VI TY = D + L L TOTAL 15.08 ft REACTM I span 6.88 It GravILY 411.5 lb21,j ITY' , 0.60 9 psf L I L3 0.6w 50.4 PSI L TOTAL ------ - Net Upfift -378.61b • REACTION 2 11ET UPLIFT O-6D 0.6lWqCP* 0•0 • SPW 8.21 ft Graft 491.1 lb =L 6D 9 psf 0 0---- w 50.4 PSI .4 Not Uplift -451.8 lb Ll L 2 -. —----- _ 0:0 *"--,--L3** I " 0 0 eoeoo* 4r TOTAL WOOD JOIST DESIGN (ROOF) LOADS BASED ON NDS 2005 &ASCE 740 _ DL = 15.00 psf DL = 9.00 psf + LL = 30.00 psf I- 0.6 UPuFT = -57.60 psf UL = 45.00 psf UL = -48.60 psf UL ML.IM REDUc'r N)= -48.60 psf 4WW= 1.33 ft Wmax= 64.64 #/ft WOOD BENDING AND DEFLECTION DEFLECTION L = 8.50 ft Wmax = 64.64 % b = 1.50 in d = 5.50 in Fb = 1,250.00 psi CD=1.0 E = 1.60E+06 psi I = 20.80 in ( DL + LL ) A = 0.21 in DL+LL-4L/24o Aperm= 0.43 in, FBG 1610.1 :""' ••• •• L40 10.73 ft. Allowable for deflection to DL + • MX — .. . . .. ... .. ( LL )A = 0.14 in ' LL--)%w Ap,m= 0.28 in, FBG 1610.1 ••• • ...... . ... ... . Lmax= 10.73 ft. Allowable for deflection to LL. ..•..' '••' ••• •• ... .. BENDING mmax = 583.76 #-ft VGRnnvITY= 254.361t'--tt S = 5.60 in' VNET UPLIFT= 274.71 #-ft SX = 7.56 in' S 5, OK Sx Lmax= 9.87 ft. Allowable for bending USE WOOD I JOIST 1 2 X 6 @ 16 in O/C PROJECT: SUBJECT: ROOF STRAP DESIGN ADDRESS: DATE: SHEET No. DESIGN BY: OF WT—RMDESMON SMED ON ASC 7-10 MMY®ATA STRAP 1: SEE PLANS Wind Pressor@ 96 psf(ULTIMATE) DEAD LOAD 15 psf FL.#16294 LIVELOAD 30 psf L1 0.00 ft GRAVITY NA L2 3.50 ft UPLIFT 1135.0 lb L3 1.33 ft STRAP 2: SEE PLANS JOIST SEPARATION 15.96 in AL GRAVITY(1) NA N/A FL.#16294 AL UPUFT(1) + 1135.0 lb STR.1 OK GRAVITY(2) NA N/A GRAVITY NA AL UPLIFT(2) + 1125.0 Ib STR 2 OK UPLIFT 1125.0 lb GRAVITY = D -1- L TOTAL 9.83 it i REA QUON 1 Span 425ft Gravity 264.4 lb Xl 1 \ .6 D 9 psf - Ll L2 - L- 6 W 57.6 psf - ---- - - -_TOT A - - ._ UpBft 274.7 lb • • 0000. RE4C • • • 0000.• TON2 NET UPLIFT = 0.6D + 0.6WINIDe.•.•. •.. 0000:. span 5.56 ft1. • •• • .•.•.• Gravity 334.0 —1_ _ _I !LL� . .• T,• To. • . 0.6D 9Paf I_ 0000 • 0000• • • 0.6W 57.6 J 0... -- 00.00 �•• �,7 • • UpliftNet Ll L2 • -.• R`� •• •.•.:• --.- ... - 0000.• - - -- - — --- --- L_-TOTAL -- ---• i•_iT.: • • 0000.. 2W2014 Plaids Bulidhrg Code Online 4 L fi Y Florida Deparment; SCIS Home Log in { user Reglstration Hot Topics Submit Surcharge I Stats&Fads ! Publications Fac Stan j SCIS Site Map ! Links Search Busines �) Professi I L, :Ppbvaer Regulation Rteg ul!ill4llyl!&!l!lt�i Product Approval Menu>Product or Aoolicadon Search>Application List>Application DatHB aAt.` FL# FL16294 Application Type New Code Version 2010 Application Status Approved Commerets Archived O Product Manufacturer Nu-Vue Industries Inc. Address/Phone/Email 1055 E 29th street Hialeah,FL 33013 (305)694-0397 vtolat@sbcglobal.net Authorized Signature Marta Guardado vtolat@sbcglobaLnet Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Em58 Category Structural Components Subcategory Wood Connectors CompBance Method Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer ® Evaluation Report-Hardcopy Received Florida Engineer or Architect Name who developed the Vlpin N.Tolat • • Evaluation Report • • 00000 •••••• Florida Ucense PE-12847 • • • • •• • •• • • Quality Assurance Entity National Accreditation&Management Institute, • • • ••••• •• •• Quay Assurance Contract Expiration Date 12/31/2014 *00:00 ••0•• •000000 :0006:• Validated By 3esus Gonzalez,P.E. ••••• ® Validation Checklist-Hardcopy Received •••••• i 00000 ••••• •• Certificate of Independence FL16294 RO COI scan0205.ndf i••: •• :0: ••••• •• 00 Referenced Standard and Year(of Standard) i•i • • 0 000000 AISI 5100 • • 200:00000 • • ASTM D1761-88 S •••• i 2� NOS :•: • • Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D Date Subnttted 04/18/2013 Date Validated 04/22/2013 Date Pending FOC Approval 04/28/2013 htW/Roridabuilclng.org/ix/pr app OAspX?PwsrrrwGEVXCAtADgsNc73MWiwm*nUj2H6UaZCJFg4geWor7oCoAgszuQ%3d%3d 1/3 2I4PZ014 Florida Bt bong Code Online vote AM"veo �/litluls 8134 Sw mnry of Products FLS Model,If umber or Name Description � 16294.1 ABS,AB7,MfHC 37,Taves 16 and 17 18 gage angle Cans and 5 way grip cI LbnRs of Use Installation Instructions Approved for use In HVNZ:Yes FL16294 RO II scan0204.odf Approved for use outside HVHZ:Yes Verified By.Vipin N.Tolat,P.E.PE 12847 Impact Resistance WA Created by Independent Third Party:Yes Dry+ :WA EvaltaHon Rem Other FL16294 RO AE scan0204.odf Created by Independent Third Party:Yes 16294.2 NVBH 24 and NVUH 26,Tables 2 and 3 Joist hangers Limits of useIsteRetlou Istru ctious Approved for use In HVHZ:Yes FL16294 RO II scaM0204.odf Approved for use outside HVHZ:Yes Verified By:VW N.Tolat,P.E.PE 12847 Impact ReslstsM WA Created by Independent Third Party:Yes Design Pressure:WA 'EvahraBoun Raports Other: FL16294 RO AE scan0204,odf Created by(dependent Third Party:Yes 6294.3 NVHCR,NVHCL,NVSTA,NVHTA Tables 18 gage Hurricane cis and 14 gage single and double straps 9,10,11 Limits of Use Ista u Instructions Approved for use In HVHZ Yes FL16294 RO II scan0204.odf Approved for use outside HVHZ:Yes Verified By:V434n N.Tolat,P.E.PE 12847 Impact ReshMsut:N/A Created by Independent Third Party:Yes Design Pressunn WA Evaluation Reports Other: FL16294 RO AE scan0204.odf Created by Independent Third Party:Yes j 16294.4 NVJH,NVSO Tables 12 and 13 18 Gage and 16 Gage Joist hangers iAmits of use Installation Ishuct�ns Approved for use lrNVHZ:Yes FL16294 RO II s:an0204.odf Approved for use outside HVHZ:Yes Verified By:VW N.Totat,P.E.PE 12847 Impact int:WA Created by Independent Third Party:Yes Design Pressure:WA Evaluation Reports Other. FU6294 RO AE scan0204.odf Created by Independent Third Party:Yes 16294.5 NVRT,Table 4 14 Gage Flat and twisted rafter ties Limits of Use Ian Istrudims Approved for use In HVHZ:Yes FL16294 RO II scan0204.odf Approved for use outside HVHZ:Yes Verified By:Voln N.Tit,P.E.PE 12847 Impact tint:WA Created by Independent Third Party:Yes • • Design Pressure:WA Evaluation Reports �••••• ••••• Other. FL16294 RO AE scan0204.odf • •�• • Created by Independent Third ParA*aYes• •• • 16294.6 8,NV 458,Tables 6,7,8 Skewed Nall Plate and 14 Gage don #Wjs. • • • rUnits of Use Installation 0000 • + •••••• Approved for use In HVHZ:Yes FL16294 RO II scan0204.odf • • ••• •• ••••• Approved for use outside HVHZ:Yes Verify By:VW N.Tolat,P.E PE • • Impact Restsfunt;WA Created by Independent Third Part"hoar• • ••• ••••• Design Pressure:WA Evafuition Reports ••••• •• i *00 ••• Odler: FL16294 RO AE scan0204.odf Created by Independent Third Pa 7 • •• 16294.7 WSTA,NVHTA Tables 20 and 21 14 Gage Single and Double Straps • -- • • Limits of use Istallation Isdvctl6m; •• • • :• • • Approved for use In HVHZ:Yes FL16294 RO II scan0204.adf •• • Approved for use outside HVHZ:Yes Verified By:Vipbn N.Tolet,P.E.PE 12847 Impact Resistant:WA Created by Independent Third Party:Yes Design Pre:WA Evaluation Reports Other: FL16294 RO AE scan0204.odf Created by Independent Third Panty:Yes 16294.8 NVTA,NVTAS,NVTH,NVTHS,Tables 1 14 Gage Truss anchors wood to concrete F— and 5 Limits of its Use Approved Irsta�ttouu Tist►uruxtos for useluHVHZYes FL16294 RO II scan0204.Ddf Approved for use outmode HVHZ:Yes Verified BY:Vlpin N.Tolat,P.E.PE 12847 Impact Resistant:WA Created by Independent Third Party:Yes Design Pressure:WA Evaluation Repots Other. FL16294 RO AE scan0204.odf Created by Independent Third Party:Yes c — FriprJlflorid> hiltlng org/pr/pr_appM.aspgmffFr�EVXQwfDgsNc73�bMiosatrd1j21i6UaZCJFg4geJYar7oOowgszuQ%3d°/aid 2/3 X14 Flatda Bd I&V Cade Ordirte 116294.9 NVTHJ and IKE,Tables 18 and 19 12 Gage Truss and Kp&Jack d gage Stud Plate ties. !&nits of use Insta8atlon Instritictions Approved for use in HVHZ:Yes FL16294 RO II scanO204.0df l in Resistant:WA outside HVHZ:Yes Verified By:Created by)ndependentt Third Party:847 Ye Design pressure.WA Evaluation Reports Ogrer; FL16294 RO AE scanO204.Ddf Created by Independent Third Party:Yes j 16294.10 NVTP,NV'PH,NMC Tables 14 and 15 20 gage Top Plate anchors and 18 gage Hurricane Clips lbraBa of Use Instislatioa busductil s Approved for use In HVHZ:Yes FL16294 RO H scanO2O4.Ddf Approved for me ogle HVHZ:Yes Verined By:Vion N.Tolat,P.E.PE 12847 anpact int:N/A Created by Independent Third Party:Yes Design Pressure:WA Evaluation Reports Other; FL16294 RO AE scan0204.Ddf Created by Independent Third Party:Yes 0 0 Contact Us;:1940 fdorth Monroe.S*reat,Tallahassee FL 32399 Phone:850-487-1824 The State of Florida Is an AA/EEO employer.Cayneht 2007-2013 State of Florida.::Privacy Statement::Accessibility Statement;:Refund Statement Under Florida law,email addresses are public records.If you do not vast your a-mail address released in response to a pubiio-records request,do not send edecbonic 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 Sector 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department vtth an email address If they have one.The emails provided may be used for official communication%ti the licensee.However email addresses are public record.If you do not%sh to supply a personal address,please provide the Department with an email address%rich can be made available to the public To determine It you are a licensee under Chapter 455,F.S.,please dick here. Product Approval Accepts: is sccurit wnuc� 0000•• 0000•• • • • 00 • • •• • 0 0 • • 00.0.0 • •• 00.00• • • • 0000••• 0000•• • • • 0••••0 i••6•• •0000 ••6a • • • •6••6• • ••• 0000• • • • • • 0000•• 0000•• • • • • 0 • • • • 0000•• •0000• • • 00 • •0600• •• • 0 000 • • 6 •• • hit JMorldsWIchng.org/pr/pr app d xap(eperarrFwGEVXQWDgsNc73 ►AioearriJJ2H6LJaZCJF94gevYor7oOmgszuQ°k3dO/o3d 313 VIPIN N. TOLAT, P.B. e 10/34 15123 Lantern Creek Lane, & - Houston,TX.77068-3831 odacl. iJuoerile TEL: 281-444-9183 Fax: 281-444-9184 EMMIL. vtand&be&bal.net PaRe ENGINEER'S EVALUATION REPORT#NU0413 CATEGORY:Structural Components SUB CATEGORY: Metal Connectors REPORT HOLDER: • NuVue Industries Inc; 1055 E.29*Street, Hialeah,FL.33013 www.nu-vueindustries.com nuvue0lbellsouth.net Phone:305-694-0397 Fax: 305-694-0398 EVALUATION SCOPE: . Compliance with 2010 Florida Building Code-Building and Residential 2.0 PRODUCT DESCRIPTION: Refer to tables I through 21 of this report for Product name,size,size and number of kfasteners,fastening details shown in the diagrams and the allowable loads. I 3.0 STRUCTURAL SPECIFICATIONS: 1. Steel shall conform to ASTM A653, SS grade 33,min.yield 33 ksi,min.tensile :••••• ••••;• strength 45 ksi and min.galvanized coating of G 60 per A§TM A653. •6•• : •• • 2. Allowable loads and fasteners are based on NDS 2005. ••6:•6 ' 0000 6•00:0 3. Design loads are for S. Pine,specific gravity 0.55.Design loads for other'§ �e6s • ;0006: shall be adjusted per NDS 2005. 00000 0.66 0•••'6 00000 p 16 666 66:66• 4. Allowable ulift loads have been adjusted for load duration factor CD of Allowable gravity loads have been adjusted for CD values of I.0, 1.15 and01:25'per 60.6 00.000 table 2.3.2 of NDS 2005.Design loads do not include 33%increase for Marla" • 66 .666.. Concrete. • • :600:6 • 5. Concrete in Tie beams shall be min.of 2500 psi. Concrete Masonry,Gro*t ai0 6 • •0060: 6 666 . 6 mortar in concrete masonry shall be min.of 1500 psi.Concrete masonry shift 6 •••0 0 comply with ASTM C90. 6. Combined load of Uplift,LI and L2 shall satisfy the following equation. Actual Uplift + Actual LI + Actual L2 <=1.0 Allowable Uplift Allowable L I Allowable L2 —777 v 11 /34 Page 2 4.0 INSTALLATION Installation shall be in accordance with this report and the latest edition of Nu-Vue Industries Catalog.The information in this report supercedes any conflicting information in the catalog. 5.0 EVIDENCE SUBMITTED: Test reports submitted by Product testing Inc,(PT) Atec Associates Inc(Atec) and PSI Inc and signed and sealed calculations in conformance with FBC 2010 by Vipin N.Tolat,P.E. Product Test#/fest lab Date tested Tested NVTA/NVTAS 02-3938/PT 8/6/02 NVTA/NVTAS 024073/PT 11/6/02 NVTA/NVTAS 024074/PT 11/6/02 NVTA/NVTAS 024075/PT 11/6/02 NVTA/NVTAS 31.22456.0002/ATEC 7/6/02 NVBH 24 024096/PT 12/3/02 NVUH 26 024095/PT 1/17/03 NVRT 034177/PT 2/3/03 NVRT 034202/PT 2/19/03 y { NVRT 03/4270,4271/PT 3/27/03 NVTH/NVTHS 04-4698/PT 4/15/04 j NVSNP3 03-4482/PT 9/15/03 j NV358 03/4543/PT 12/19/03 NV458 034590/PT 12/31/03 NVHCUR 03-4625/PT 1121/04 :••••• ...... NVSTA/NVHTA 044641,4642/PT 3/17W3/22/04 ;•• •• •� NVJH24,26,28 034385,86,87/PT " 30/03 •••••• NVS0236 034349,57,5&?T 5/13,5/1k*j/ b/03 •• NVTP4 034303,44/PT 4?".f t/03 ;••••• ••••• NVTP4H 034345,43/PT 5/x,44403 . ..• ••;••• NVHC43,43/2 70-02-94-00381/ATEC -4100/95 '..' ...... AB5 05-5195,95A/PT ;••p1;5/08 .' A137 05-51%,%A/PT ' 2/15/08 ;.•.;• •••••• NVHC37 03697.0001/ATEC 1-1'127/96 ' ;...•; IKE 1 05-5612/PT 0.3/10/06 •• :•: ' IKE2 06-5622/PT 5/1/06 NVTHJ26 04-4995/PT&138-96013-01/PSI 1/31/05&2/7/89 NVTHJ28 044996/PT& 138-96013-05/PSI 1/31/05&12/2/89 i 12/34 Page 3 6.0 DESIGN: 1 Maximum allowable loads shall not exceed the allowable loads listed in this report.Allowable loads are based on allowable stress design per NDS. 2. Capacity of wood members is not covered by this report.Allowable loads shall not exceed the capacity of wood members.Capacity of wood members shall be checked by Engineer/Architect of record. 3.Wood members with which the connectors are used must be nominal dimension lumber or approved structural composite lumber. 7.0 CODITIONS OF USE: 1. NuVue Industries metal structural connectors described in this report comply with or are suitable alternative to what is speed in section 1.0 of this report. 2. Design loads must be less than the allowable loads shown in all the tables of this report. 3. The connectors must be manufactured,identified and installed in accordance with this report and the manufacturer's instructions. 4. Products covered by this report are manufactured by NuVue industries Inc in Hialeah,Florida under a quality control program with inspections by NAM] Inc having State of Florida licence#QUA 1789. r TN Vipin N.Tolat,P.E. ,.`J�Q�*' • •. Florida P.E.#12847 �G N SF ,••, :*00:0 ...... 4/15/2013 :• No.12847 � = '••' .. vnt/nu0413 �*p STATE OF ; '•'••• • '010 'g, Q•,`, . • • •••••• • f 13/34 Page 4 TABLE 1 Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS 14 G Straps. 20 G Seats Perpendicular to wall Length Product L2 g Code in 16 NVTA-16 NVTAS 212 ,:- li d 18 NVTA-18 WAS 214 H 20 NVTA-20 WAS 216 MIN 4" 22 NVTA-22 NVTAS 218 EMB. Parallel Ll to well 24 NVTA-24 WAS 220 NVTAS 1" concrete Tie Seam or Tie Bean formed 26 NVTA-26 WAS 222 1» with concrete filed masonry 28 NVTA-28 NVTAS 224 ' 30 NVTA-30 WAS 226 W 36 NVTA-36 WAS 232 48 NVTA-48 WAS 244 » O 1 " H 2j" O MIN 4» EMB. 0 2j" 1" O No. of Maximum Allowable Load lbs NVTA Holes Dia. NVTANVTAS :••.:• Fasteners Uplift Uplift L1 Single L2 Single •0 • Goo*** each strap Single Double & Double& Double .*0 * 00 * * 10d Strap Straps Straps Straps • • No. of Maximum Allo wable.► >!5 lbs • 0090:0 5 757 1514 250 500 Fasteners Uplift Uplift Lt Mn Te L2 Single 0****0 6 805 1610 250 500 each strop Single Double &•do1► & Dq4 0* • • 10d x 1.5 Strap Straps Stt5a3 Strdps 00:000 7 854 1708 250 500 00 •00•• 8 902 •1804 250 5� 5 1032 2236 *2ft*0 505•• i 000000 6 1127 2254 031 0 0 565 •0 4 951 •1902 250 5 7 1136 2272 •520 • 6360• i• 00000• 10 999 *1998 250 500 • • 0 0 11 1048 2096 250 500 8 1144 •2288 62 • 630. *. 00000• • 9 1153 •2306 520 630.0 • 12 1096 02192 250 500 1 13 1145 '2290 250 500 0 1161 *2322 520 630 11 1170 *2340 520 630 14 1193 *2290 250 500 12 1178 02356 520 630 *Note: For 8 or more nails per strap, use double 13 1187 •2374 520 630 truss for double straps. For all Loads Caa1.6 14/34 Page 5 TABLE 2 TABLE 3 NVBH 24 BUTTERFLY HANGER NVUH 26 JOIST HANGER FASTENER ALLOWABLE FASTENER ALLOWA13LE ►- SCHEDULE LOADS (lbs.) SCHEDULE LOADS (Ibs.) W 5 0 g W r DOWNWWAARRD Nhnd2 W.0 �'^" DOWNWARD NAND o a LOADS Uplift Load m o� a s rn + (LADS UPLIFT W q a LOADS LOAD i Ca-1.0 CV-1.6 = Co-1.0 C0=1.6 R2, N��241 18 /2 6 1113 364 T2,rNVUH26 14 20 10 2233 1213 Notes: Notes: 1. Values are based on 1j- header and .foist 1. Values are based on 3" header thickness and thickness. 1 J' Joist thickness. 2. Can only be used in Non—HVHZ. UPLIFT LOAD UPLIFT LOAD WD)OMWARD PDOWWWARD LOAD o . 0.000. OAD: o o o • •••••• •• • •• • 0 • 0000•• • •f 0000•• • 0000•• • • • 0000 • 0 ••000• 2,71 000.00 • 000*0 • 0 2 - 2� 000096 • ••• 0000• • •• •0 • 000000 0 � o 0 • , • •° • •• ®DO • o 00 :•f•i• :0000: • • • ° o�• • •o• 0••••• 2�. 0 ® • 5 • • • ° ,v •0 0 o 2!r • 3r ,Ir 15/34 Page 6 TABLE 4 N — Flat and TwistedRTies-17x,14 G NVRT Wood to W 16d Fasten Lood (lbs) Length Product Gouge TOTAL In not Ties Twisted Ties (in) Code s s 12 NVRT-12 14 8 4 725 724 16 NVRT-16 14 i 18 NVRT-18 14 12 6 998 996 20 NVRT-20 14 14 7 1135 1132 - VRT Wood to Concr 22 NVRT-22 14 No. of 16d nails No. of " diameter Maximum Uplift 24 NVRT-24 14 to Wood Framing Topcons to Concrete Load (lbs) ' 30 NVRT-30 14 3 3 588 36 NVRT-36 14 5 4 856 48 NVRT-48 14 7 5 1125 Notes: 1. Specify 'F" for Flat and 'T' for Twisted when ' s 0o not ordering. use circled holes - 0 16d 2. Fastener values are based on a minimum Ir thick wood members. O 1" ' o }'Topccrns 3. ' Indicates no. of nails in each connected 1j° Io wood member. 11* 4- ° o O LL 4. ITW topcons shall be embedded a minimum of 0 1 o 0 1" 1 j- into concrete tiebeam or tiebeorn famed 1 a ° y�. 'TIr with concrete filled masonry. ITW topcons shag ° • • have a man. edge distance of 2j" and minimum NVRT Anchor �••••• 9999.• staggered spacing of %" as shown. Holes dia. •• i •• • • 90••99 • •• S. •0909. Use only in Non—HVH UPLIFT ..0i.0 j . 6. For Uplift loads Cp=1.6 •909 • • �••••� • . •9.•90 9999 0 09:90 90900• �.�*}. • / ` 1 *O • 099009 �,'4'.�:-• 9999 • •• • 9.09•. FLAT 000000 • 0 • •00909 HALF HALF •• • Connected Connected to truce to was 2j' Nin. edge distance (• LENGTH J TYr1STED �i Tie Beam formed with concrete filled mosoncry or concrete tie boom 1 16/34 Page 7 TABLE Truss Anchors NVTH 1Y4"x14Gt Seat 18G H No. of Maximum Uplift Loads (lbs) Maximum Lateral Loads (Ibs Length Product Code Fasteners Single Strap Double Straps Single Strap Double Strap(in) in each Strap on on 12 NVTH-16 NVTHS 212 10d x 1.5" Single Truss Double Truss Lt L2 L1 L2 14 NVTH-18 NVTHS 214 5 1032 2064 560 525 1120 1050 16 NVTH-20 NVTHS 216 6 1222 2444 671 630 1342 1260 18 NVTH-22 NVTHS 218 7 1275 2550 783 735 1566 1470 20 NVTH-24 NVTHS 220 8 1329 2658 783 735 1566 1470 22 NVTH-26 NVTHS 222 9 1383 2766 783 735 1566 1470 24 NVTH-28 NVTHS 224 10 1437 2874 783 735 1566 1470 26 NVTH-30 NVTHS 226 11 1490 2980 783 735 1566 1470 32 NVTH-36 NVTHS 2321 12 1544 3088 783 735 1566 1470 44 NVTH-48 NVTHS 244 1 13 1598 3196 783 735 1566 1470 CD=1.6 for Uplift and Lateral loads. tY: t h7 o ' tY: 2)r O i rd' stat 0.20rx 1' H tY• H O MIN 4- Holes Dia MIN. 4' O EMB. EMB. 6666•• NVTHS t" NVTH 1 NVTH,#t HS •• • ••••�• • 6666•• • •• 66.66• • 6666•• • • • 6666 � • 6666•• • 6666•• 6666 • 6666• 6666•• • ••• ••i••6 • • • • • •• •• • 666600 6666 • 0• • • • • 6666•• • � 4 <. •66004 • •0 060• • • ••• • • • 0 • Double Single Strap Double Truss Single Truss r Concrete Tie Beam Concrete Tie Benin or Tie Beam farmed or Tie Beam formed with concrete fined with concrete filled masonry masonry I 17/34 Page 8 TABLE 6 - SKEWED NAIL PLATE Product Steel Fasten nAllowable Loads (lbs) � Code Gouge Schedule Eaeh End I Gravity I UPIN IV Or life Nva to (s)8d x fYe 584 594 3J4 0 0 For Uplift. use two NVSNP3, one at top chord and r* 8 one at bottom chord of the supportirt and supple 00Trusses in compliance with sectio~ 2321.7 of the FOC.C�1.0-Grovity o0 CD-1.6-Uplift � TV= 'x�' op&bottom o 0 0 • �. •t.-i s�portee • 'xa tYa /Ys' 9fa Frws Tarp 1@ bottom ehard Hata pattern Is mkrar kreage of the Hate �o W ext, oppetta ekfe NVSNP3 Installation 14 G Strops NV358/NV458 TABLE 7 - NV358-2 Ply Seat TABLE 8 - NV458-3 Ply Seat • Assembly 14G Strop Dimension Total No. Total No. Allowable Total No. Total No. Allowable Product Product N of Fasteners of Fasteners Loads (lbs) of Fasteners of Fasteners Loads (lbs) Code Code (inches) in 2 Straps in Seat in 2 Straps in Seat 10d x 3 10d x 3" Uplift L1 L2 10d x 3' 10d x 3" Uplift a t2 —12 or Mis 12 8 8 2245 1961 MM 8 8 2245 2783 2078 —14 M M18 14 10 8 2323 2208 2088 10 8 2525 3131 2338 —18 WM20 1s 12 8 2808 2452 2M 12 8 MM 3479 2587 20 Iw M24 20 14 8 3088 2887 2528 14 8 3088 3827 2857 22 NVM28 22 18 8 3387 2842 2758 18 8 3387 41-M 3117 2{ NVM28 24 28 wam CD-1.6 for Uplift. L1 & L2. • • 32 NVM38 32 )¢' •3- • •••••• NVnM 44 4 Nv49$ •• • •• o Or ••••• • •• •••••• OrOr tY•' ••i•• • • • O L k • ••i• • • •••• • ••••• O 21r • • 204wdetMSSe •�ii� •••� t •••••• 3 Py wd HVM H UPLIFT aholes DhLw • •• } • .rte • • • •••••• sot e.2asx r o ta► w.t bad oO"0f" DkLW 2V FnbeawN. 110b• o • Concrete Tie Beam ° ':.r. or Tie Sw. fornod '•r Frith Concrete f aW 21F 1' M tlli Hales Dia t 18G Seat Mal 1 Pa e 9 TABLE 9 18/34 g HURRICANE CUPS ProductFps tOd x 1 � � ! bbVT_1.1 L2 11VM MWWXAM CLAP—MW 18 6 6 523 283 333 NYIKL IWMWAW CUP—UWT t8 6 6 323 253 333 For UN. use two dilm one an each Is to comply with section 2321.7 of the FOC Cp=1.6 for Uplift. Lt & L2. tm awe . e e o e uesT � 0 0 To awe Mete®e..&nr NV1 L t N1MC s v • F'"1fe�"1 bA Ptatw eotYs � Crew—Section °°te L2 0. now NVMM L TABLE 10 TABLE 11 140 NY1H Straps NVSTA/NVHTA NVSTA—Single Strep NVHTA—Double Strops Assembly 14C Strap Db"t w Told No. Total No. of Allowable Loads (Mo) Toted Na Total No. of Allowable Load's(lbs) Product Product H of Fasteners Fasteners 61 rc-2500 Psi of Fostenexs Fasteners In re-25pp Psi unless Noted • (hehes) In Skrrm 20 0A. Seat in two Strops 20 GA. Seat WOSTA-1N1 10d x 1 - 10d x V UP" Ll L2 10d x 131 10d x 11¢' u L2 w1 RTA—t2r1 WM t2 5 a 1308 700 18k9 to 8 IM 287a tea 1450 MMA-14# 8 f4 a a 1426 750 1144 12 a 1994 2338 1181 N2173 11t1RA-14M 7 6 1543 823 1238 14 6 2215 2388 1712 NMSTA—ial4 NN/TA-18X „vMW 18 8 a tB84 887 1S3S 18 8 2437 2886 1441 X lA_� py}p}24 20 9 8 178b No 1136 18 8 2889 3117 ISMS A--� RVRras 22 C -1.6 for Uplift, L1 & L2. n, N M AA---2 14 avow—2414 W_. e o p .' UMA-20VrW ww"TA—� • o "a MIA-32H NYI1436 32 . see eM A�4a1 Mvn118 44 ° • • "• •••••• • 0• 0 • 0 Sr • • •• "dw Ow • •• 0000•• • • • 0 2001E Seat • • 0000•• • • tis^�Ys 0000• 1 � 0 • 000 •••••• •• 00 •• • •00.00 H 0000•• • •• • • • • H • • • • 0000•• 4*MOLConaft • 0 •00••• • • • e UPLIFT Bet 0.903'%1' tuMsOntaeL •V • • ••• •••0: EA1bm�rmnL ` LZ �� • • • NVMTA 12i! •• • 115 44H NVSTA 12ii. 44H RafAtO►aM�� Ratefareed Catweta � tie boon 1011. � tb boom or 2� Ta®&bouton e►rwbltoreee Tao C bottom or r Sol CataeTe blee#•Ea ,�` Ceaotite Oleek eme � L,,`` NOW -7 1 19/34 Page 10 TABLE 12 JOIST SUPPORTS 18 G NVJH JOIST SUPPORTS Allowabie Leads(ms) Product Jaw DOUNG aster 0ia•ty Looes tote UM Looe•t= Code Size Header H Jokds DGAW s►pto 900 a 000th W H 8s Sl" Sim .. I M•aen 1to•e•r NVJf24 19fi 3963 20 2-2x4 2x4 6-10d e-UW x W 4-104 x 1W 744 744 483' 2x6 2-24 2x6 ~26 1 S 3 2,8 2� bis 10-104 10-t0t. e-tdd x W 1240 1240 821 2x8 2-2x8 2x8 NVJi28 13(1 6 3 2x10 2-2x10 2x10 14-10d 14-104 x 7-ted x W 1736 1736 1079 202 2-21112 2x12 • • Use ordy In non-HVHZ Sinfe Neater 1-2X 174 3- Oauhie Header fift O10 NVUH 26 as sho m NVJ1 24 dt 28 • skn1w but with 13IML—i dttferent Motes. • TABLE 13 NVSO 236, 16 GAUGE, HEAVY DUTY FACE MOUNT JOIST HANGER Fasteners Allowable bods (Lbs.) Joist Heider Size Size Header Joist GRAVITY uplift Co=1.0 C1.6 2-2414-100 6-/0d 1758 1108 • • •••i• 0000•• 2x6-8 2-U10 s 14-164 6-18d 1875 1279 '••° i •• • •° Lou x 6-160 808 1217 0000•• i '••' •0.0i• • 0000•• • • • Header0000 • • 0000•• 2-2X Mbabnum • • ••••0• • • 0000 • 00000 r'196:06 00 • 0.00•0 • ® 0 g •8 0 i•••0 ••••0• • ° o • • • • • � O 31r t Ili .btst 1-2X Mirbnum BST HOLES 1/2" 01A. 1� NAIL HOLE 3/16. 01A. 1 20/34 Page •11 TABLE 14 TOP PLATE ANCHORS Ir NVTP & NVTPH A Size Product Gouge Dimensions (in) Cale A e 2.4/4x4 WTP4 20 3 $• 24/4A N4IP6 20 sr $' o 24/438 NVIP8 20 7jr $' 0 0 $4/40 NVIP4N 18 3r $" J 8 e MM. 2 x4 o 20/4e6 WMM 18 $• o ° 20 0 0 2.8/4x8 NVIPBN 18 7j $" I ° O O Told number of fasteners a a • Product 10d x t X* ° O Code Max. Uplift Copodty(Ibs) ° 0 6 8 10 12 0 IMP 4.6.8 828 1087 1346 1608 NVIP 4N,BN.BN 938 1207 1476 1745 Note 1. One half of all specified fasteners shall be used an < each side of the stud to achieve tabulated values '• 4' 2. Ca@1.6 for Uplift •�: TABLE 15 18 Gauge NVHC 43 & NVHC 43/2 HURRICANE CLIP. PRODUCT FASTENERS DESIGN LOADS(LOS) CO DESCRIPTION HEADER .QST UPLIFT it � _ NVHC 43 NwrkaM cup- eerie 9-10d 9-10d 687* 407 308 NVHC 43/2 rtwd—COP- Mad 10-10d t0-10d 917 547 432 *For Uplift. use two dips, one on each side to comply with section 2321.7 of the FBC C0=1.6 for Uplift. L1 & L2. • • t 3Y4" Y4t 3fi" • . ••..• -- ...••• 3If y1" 3a" •• � . . so* • •.... 0 900 *0000 •° • .. .• AWA-1— 1 ...... UPLIFT 2- Y1IIMs •• U�i•• � • 0• 00 NVHC 43/2 ''i •• :...i. :• ••is NVHC 43 0 x0.00: L2 L2 UQM-a�illfah dtee LI t 21 /34 Page 12 1 an mnev ons OWM) Fastens Stltedils Ma..We Load*" Cade wt I W2 L HaoAor Joist F1 F2 ABS 1 211ip` 5 3-10dxlW 3-10dxlJr 511 585 A97 TWMWW- 794 JttIIIIIIII; flail wkw 0b9 to Joist and Shater µ9 to Header. Com 1.6 for Fl dr F2 e jr L L F 0 Tunical Installation �Z T Y 18WE 37 5W Grro Cig} (5201 Table 17 1O Salado Mo•oblo tsas%n Loods0e) Fradtut Code Description Header Pkft Lt L2 or Stod NAC 37 "" cup 18-8d or 12—N or 710 560 730 16—tOd 12-10d CD = 1.6 for uplift, L1 & L2 00• • ••••• •••••• •• • •• • • 00•• • •• 0000•• • ••• • • • • • 0000•• • 0000 • ••••• ` 1 0000•• • ••• ••i••• t UPLIFT 0000•• •• • 000000 ••• • • •••••• 0000•• Y Lis • • ' Lt • • • • 4. r + i 111 22/34 Page 13 1214 o WW Truss Hio & Jack Hamer Table 18 eta Loeb Pee me same Pr•mud °D *Rd 10d Jodi Nd104 Com to max-F,in I 1256 Nem 160 a b IbUl C I d I toW 141 IUM $478 2444 2444 1 2444 16 4 3 7 2 3 1 5 woo 1931 3229 3333 3143 20 5 4 1 9 1 2 3 1 5 Note: For 1-2a membsts 100x1)•nakc Con be used 2W Stud Pete Ties—Ike a Left a a a Table 19 �C- Pradeet D OOC&h-) Faetanars Amb ImOs(W) I —b coo • H LS1u0 Plate 8-104 4-10dd 8-100 7-ta0 Upm Ll L2 00, BE/ Th. S• �• 787 337 337 Jack60:2 tjg• 8 31�' 932 451 318 1-2" CD = 1.6 for uplift, Lt do L2 tam UPLO 1 WOU-28 os 0. WOU-28 smlar -7f-per. . • `i• •• ( ) e3/1IKE 6• L^� Lam_ r� 03/t8' L 4t •. TM H • • •• ••TYPlt11L 60:1 •• • • W lel'- ...A" • •• •••••• -'�'_� •••••• • f • •••• • ••••• 00 to •••••• • • XeONr 2-2X \ MMU-26 as dean NVOU-28 s l 23/34 Page 14 Seat Truss Ancbor.iMq afo te:maid Nerd serf 00 tames b mode d 14 1 dad aw 9fs aebb d geuge t el Table 20 TOW NO. Total No. of 11P10 T - ' stir + ) of FoatOMM Fasterms in x Proftet (kWh-) in Sir" 20 GA. Seat F'° ® 2 10&lh' 100rr1)I' :Ui Lt L2 NMA12 12 S 6 1046 1 700 1 1049 1 ° NVSfA18 t6 6 6 1141 M 1144 a 7 6 1236 823 1239 NVSfA20 20 8 6 1331 887 1 1335 9 6 1428 950 I 1430 I L1 WSTA22 22 CO = 1.6 for uplift. Li & L2 NYSfA24 24 2HfST0 Holden Double Strap Riveted Tniss Anchor. TbW med 14 goes ded ae Ok b ford M"am"a fares ft serfs am mode d M deet Table 21 Assen W 0i nwmim Taal No. Toto) No. of 119o•010 LOOCItNW) ProdiotM of Famtenera Foataners in F'e m mow (teres ottrererfte noted) Cott (Leehes) in txm SUWS 20 GA. Sant upoft 10dxW 10dx1j' Ulm r" U L2 N1liffAT2 12 10 5 1$08 1786 1050 1450 NYNfA16 16 12 6 1695 1987 1181 1631 NVHTA20 14 6 1883 2208 1312 1812 16 6 2071 1 2429 1444 1994 NVHTA22 22 18 6 2259 2649 1575 2178 WJWA24 24 CD 1.6 for uplift, L1 de L2 tT • • • •••••• • L2 00*0 • •••••• •••• • ••••• x •• •• •• • •••••• a ;, fir: •• • •• 0•* • • •• • Lt 1 ESR-2549 4 Used for Florida State Wide Product L= Approval# 16 U21 I Pq FL10655 - Products on this Report which are SIMPSON STRONG-TIE COMPANY, approved: INC Product FL# Product FL# Product FL# Product FL# HHUS210-2 10655.1 HU36 10655.42 HUC44 10655.82 SUL210 10655.122 HHUS26-2 10655.2 HU38 10655.43 HUC46 10655.83 SUL210-2 10655.123 HHUS28-2 10655.3 HU410 10655.44 HUC48 10655.84 SUL214 10655.124 HHUS410 10655.4 HU412 10655.45 HUC610 10655.85 SUL24 10655.125 HHUS46 10655.5 HU414 10655.46 HUC612 10655.86 SUL26 10655.126 HHUS48 10655.6 HU416 10655.47 HUC614 10655.87 SUL26-2 10655.127 HSUL210-2 10655.7 HU44 10655.48 HUC616 10655.88 SUL414 10655.128 HSUL214-2 10655.8 HU46 10655.49 HUC66 10655.89 SUR210 10655.129 HSUL26-2 10655.9 HU48 10655.50 HUC68 10655.90 SUR210-2 10655.130 HSUL410 10655.10 HU610 10655.51 HUS210 10655.91 SUR214 10655.131 HSUL414 10655.11 HU612 10655.52 HUS210-2 10655.92 SUR24 10655.132 HSUL46 10655.12 HU614 10655.53 HUS212-2 10655.93 SUR26 10655.133 HSUR210-2 10655.13 HU616 10655.54 HUS26 10655.94 SUR26-2 10655.134 HSUR214-2 10655.14 HU66 10655.55 HUS26-2 10655.95 SUR414 10655.135 HSUR26-2 10655.15 HU68 10655.56 HUS28 10655.96 0210 10655.136 HSUR410 10655.16 HUC210-2 10655.57 HUS28-2 10655.97 U210-2 10655.137 HSUR414 10655.17 HUC210-3 10655.58 HUS410 10655.98 U210-3 10655.138 HSUR46 10655.18 HUC212-2 10655.59 HUS412 10655.99 U21OR 10655.139 HU210 10655.19 HUC212-3 10655.60 HUS46 10655.100 U214 10655.140 HU210-2 10655.20 HUC214-2 10655.61 HUS48 10655.101 U24 10655.141 HU210-3 10655.21 HUC214-3 10655.62 LU210 10655.102 U24-2 10655.142 HU212 10655.22 HUC216-2 10655.63 LU24 10655.103 U24R 10655.143 HU212-2 10655.23 HUC216-3 10655.64 LU26 10655.104 U26 10655.144 HU212-3 10655.24 HUC24-2 10655.65 LU28 10655.105 U26-2 10655.145 HU214 10655.25 HUC26-2 10655.66 LUS210 10655.106 U26R 10655.146 HU214-2 10655.26 HUC28-2 10655.67 LUS210-2 10655.107 U310 10655.147 HU214-3 10655.27 HUC310 10655.68 LUS214-2 10655.108 U314 10655.148 HU216-3 10655.29 HUC310-2 10655.69 LUS24 10655.109 U34 10655.149 HU24-2 10655.30 HUC312 10655.70 LUS24-2 10655.110 U36 10655.150 HU26 10655.31 HUC312-2 10655.71 LUS26 10655.111 U410 .10655.151 HU26-2 10655.32 HUC314 10655.72 LUS26-2 10655.112 �L111OR • 10655.4920:0 HU28 10655.33 HUC314-2 10655.73 LUS28 10655.113 " U414 ;•. -'W655.1530. HU28-2 10655.34 HUC316 10655.74 LUS28-2 10655.114 -0*X44 ' "10655.194"o HU310 10655.35 HUC34 10655.75 LUS410 10655.115 *::*.014R *.10655. §6-- HU310-2 10655.36 HUC36 10655.76 LUS414 10655.116 9-00W46 ;••••I'0655.a,�� HU312-2 10655.37 HUC38 10655.77 LUS44 10655.117 ....W46R ..10655.952.9' HU314 10655.38 HUC410 10655.78 LUS46 10655.118 --0-W810 �••� ;0655.468•.. HU314-2 10655.39 HUC412 10655.79 LUS48 10655.119 ;--;15¢10R 10655.159- HU316 10655.40 HUC414 10655.80 MUS26 10655.120 ' U66 :...:10655.160'-' HU34 10655.41 HUC416 10655.81 MUS28 10655.121 :,,-066R �� 0655.364.. '� SR 254 S REPORT25 �a�,, Zig '9 ' This report is subject to re-examination in two years. ICC Evaisidon Service, Inc. W Rgi udOfte#MMWakmhaRo4WhklwCa&xrdagMM#MM40543 PagionidoMm#MOWW*%4&ft&gn&vtigMAWwm=3#PWSWM www.icc-@S.oirg ftffiwW Gfflm#4051weatRoe==PWed.CWftCkbHff .12nob60478#(7S)799-2305 DIVISION:06-4WOOD AND PLASTICS hangers having a width equal to or greater than 29/te inches SeWon:06090—Wood and Plastic Fastenings (65 mm) are available with concealed flanges and are specified with the model designation HUC.See Table 3 for REPORT HOLDER: the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series SIMPSON STRONG-TIE COMPANY,INC. hanger and Figure 3b for an HUC hanger. 5956 WEST LAS POSITAS BOULEVARD 3.1.4 LUS Series Hangers: The LUS series hangers are PLEASANTON,CALIFORNIA 94NO formed from No.18 gage galvanized steel.The hangers have (800)925.5099 prepunched holes for the installation of nails that are driven www.stronatie.com at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installaticin EVALUATION SUBJECT: instructions.See Table 4 for the hang dimensions,required fasteners,and allowable loads;and Figure 4 for a drawing of SIMPSON STRONG TIE FACE-MOUNT HANGERS FOR a typical LUS series hanger. WOOD FRAMING 3.1.5 MUS Joist Hanger. The MUS series hangers are 1.0 EVALUATION SCOPE formed from No. 18 gage galvanized steel. The U-shaped portion of the hangers has prepunched holes for the Compliance with the following codes: installation of joist nails that are driven at an angle through the joist and into the header,which is described as double # 2006 Intematronal Building Code®(IBC) shear nailing in the installation instructions.See Table 5 for # 2006 lntem ftnal Residential Code®(IRC) the hanger dimensions, required fasteners, and allowable loads;Figure 5 for a drawing of a typical MUS series hanger. # Other Codes(see Section 8.0) 3.1.6 HUS Series Hangers-The HUS series hangers are Prupertles evaluated: formed from No.14 gage galvanized steel with the exception of the HUS26, HUS28 and HUS210 hangers, which are Structural formed from No.16 gage galvanized steel.The hangers have 2.0 USES prepunched holes for the installation of joist nails that are driven at an angle through the joist and Into the header,which The Simpson Strong-Tie face-mount hangers described in is described as double shear nailing in the installation this report are used as wood framing connectors in instructions.See Table 6 for the hang dimensions,required accordance with Section 2304.9.3 of the IBC.The products fasteners,and allowable loads;and Figure 6 for a drawing of may also be used in structures regulated underthe IRC when a typical HUS series hanger. an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.1.7 HHUS Series Hangers:The HHUS series hangers are formed from No.14 gage galvanized steel.The hangers 3.0 DESCRIPTION have prepunched holes for the installation of joist nails that 3.1 General: are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation The Simpson Strong-Tie facie-mount hangs described in instructions.Sea Table 7 for the hang dimensions,required this report are U-shaped hangers that have prepunched holes fasteners,and Towable loads; Figure 7 for a drawing of a for the installation of nails into the face of the supporting wool typical HHUS series hanger. treader or beam or ledger• 3.1.8 SUR&Series Hangers:The SUR/L seLa k4agers 3.1.1 LU Series Hangers: The LU serer hangers are are formed from No.16 gage gal4nW steel.SOR and SUL •••• • formed from No.20 gage galvanized steel.See Table 1 for are mirror-image identical hanger9,•ske9red a;4!,d8Wees •. hanger dimensions,required fasteners,and allowable loads; right and left, respectively. See dFartp 8 for•the•dtanger •••••• and Figure 1 for a drawing of a typical LU series hanger. dimensions, required fasteners,•arviiallowable loads; and e •• 6 Figure 8 for a drawing of typical SUR4..series hangers. 3.1.2 U Swiss Hangers:The U series hangers are formed • • • from No. 16 gage galvanized steel. See Table 2 for the 3.1.9 HSUR/L Series Hang:W. •Phe HSt7R/L••••s•eries ••;••• hanger dimensions,required fasteners,and allowable loads; hangers are formed from No.14 gWgp#9"nize06UR 00*** and Figure 2 for a drawing of a typical U series hang. and SUL are mirror-image identical hangers,skewed et 45 e•.•:• degrees right and left, respedival)Legve Table 9•f6r the • 3.1.3 HUMUC Series Hangers:The HU and HUC series hanger dimensions,required fest4nert,Od alloyvablejoads; ••.•;• hangers are formed from No. 14 gage galvanized steel.HU and Figure 9 for a drawing of typicipl HSl)R/L serfs+N ers. • •. . • ••• • ore we to be construed ar representing aesthefles or my other attributes not spec&4Uy addressed nor are they to be coadnmd as an o of du•subjeat ofthe report oro recmmneadation for lar nm?7rere ism wmrmay by ICC El ahw1Wn SerYkr,hw.,eWre=or impW m to mry jkft or other matter in this report.or or to any product covered by the report umaemamurveos wameraot�s Copyright 0 2008 Peg•1 of 10 Page 2 of 10 ESR-2549 3.2 Materials: duration factor, CD,corresp aLuplicable loads 3.2.1 Steel: The hangers described In this report are in accordance with the NDS. manufactured from galvanized steel complying with ASTM A Tabulated allowable loads apply to products connected to 653, SS designation, Grade 33, with a minimum yield wood used under dry conditions and where sustained strength,F of 33,000 psi(227 MPa)and a minimum tensile temperatures are 100 (37.8°C)or less.When products are strength,d N of 45,000 psi(310 MPa).Minimum base-metal installed to wood having a moisture content greater than 19 thicknesses for the hangers In this report are as follows: percent(16 percent for engineered wood products),or where wet service is expected,the allowable loads must be adjusted NOMINAL THICKNESS MINIMUM BASE-METAL by the wet service factor, C,u, specified in the NDS.When (ga") THICKNESS(inch) connectors are instatW in wood that will experience No.14 0.0685 sustained exposure to temperatures exceeding 100°F No.16 0.0555 (37.80C),the allowable loads in this report must be adjusted No.18 0.0445 by the temperature factor,C„specified in the NDS. No.20 0.0335 Connected wood members must be analyzed for load- For SI:1 Inch=25.4 mm. carrying capacity at the connection in accordance with the The hangers have a minimum G90 zinc dating NDS. specification In accordance with ASTM A 653.Some models 4.2 Installation: (designated with a model numberer with Z)are available Installation of the connectors must be in accordance with this with a G185 zinc coating specification in accordance a with evaluation report and the manufacturer's published ASTM A 653.Some models(designated with a model number Installation instructions.In the event of a conflict between this ending with HDG)are available with a hot-dip galvanization, repot and the manufacture's published installation also known as "batch galvanization, in accordance with instructions,this report governs. ASTM A 123,with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area(600 gtm�, 5.0 CONDITIONS OF USE total for tenth sides. Mendel numbers in this repot do not The Simpson Strong-Tie face-mount hangers for wood- Include the Z or HDG ending, but the information shown framed construction described in this re applies.The lumber treater or holder of this report(Simpson I comply hose codes with,or Strong-Tie Company) should be contacted for are suitable alternatives to what is specified in,those recommendations on minimum corrosion resistance of steel listed in Section 1.0 of this report, subject to the following eons: connectors incontact with the specific proprietary preservative treated or fire retardant treated lumber. 5.1 The connectors must be manufactured,identified and 3.2.2 Wood:Wood members with which the connectors are installed in accordance with this report and the • used must be either sawn lumber or engineered lumber manufacturees published installation Instructions. A having a minimum specific gravity Q.50 (minimum copy of the instructions must be available at the jobske at all times during installation. equivalent specific gravity of 0.50 for engineered lumber),and having a maximum moisture content of 19 percent (16 5.2 Calculations showing compliance with this report must percent for engineered lumber)except as noted in Section be submitted to the code official.The calculations must 4.1.The thickness of the supporting wood member(header, be prepared by a registered design professional where beam,or ledger)must be equal to or greater than the length required by the statues of the jurisdiction in which the of the fasteners specified in the tables in this report, or as project is to be constructed. required by wood member design,whichever is greater. 5.3 Adjustment factors noted in Section 4.1 and the 3Z3 Fasteners:Nails used for hangers described in this applicable codes must be considered,where applicable. report must comply with ASTM F 1667 and have the following 5.4 Connected wood members and fasteners must comply, minimum fastener drnertalons and bending yield strengths respectively,with Sections 3.2.2 and 3.2.3 of this report. (F',J: 5.5 Use of connectors with preservative treated or fire COMMON SHANK FASTENER Fj, retardant treated lumber must be in accordance with NAIL SIZE DIAMETER LENGTH (pc) Section 3.2.1 of this report Use of fasteners with (Ifflic') lid) preservative treated or fire retardant tr 10d x 1112 0.148 1'12 90,000 must be in accordance with 6ec tion 3.2.3 lvla f r Go**:* 10d 0.148 3 90,E 8.0 EVIDENCE SUBMITTED •••• i •• • • 16dx2112 0.162 1 2112 90,000 ••9090 i 9999 99••i9 16d 0.162 3'1 90,E D�in accordance with the ICC-AS• • tance C"aria for a • For SI:1 inch=25.4 mm,1 psi=6.895 kPa. Joist Hangers and Similar Devicesoff,13), dated •••• 2006(corrected March 2007). • • •••••• Fasteners used in contact with preservative treated or fire ••9• • •• ••• 7.0 IDENTIFICATION retardant treated liner must comply with IBC Section •••••• • ••• *fee* 2304.9.5 or IRC Section R319.3,as applicable.The lumber The products described in this report are l6entifi4w'i1h a die- •••••• treater or this report holder(Simpson Strong-Tie Company) stamped label indicating the nsa e.cif, the manufacturer •' should be contacted for recommendations on minimum (Simpson Strong-Tie),the model aumbet and tip nuryber of .... :• corrosion resistance of fasteners and connection capacities an index evaluation report(ESE-252 that isghtd-as an • of fasteners used with the specific proprietary preservative identifier for the products recognized in this repo ••9 •••• treated or fire retardant treated lumber. 8.0 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 shown in this report are based products in this report were evaluated for compliance with the on allowable stress design (ASD) and include the load requirements of the following codes: Page 3 of 10 ESR-2549 # 2003 International Building Code®(2003 IBC) or fire retardant treated lum imum,comply # 2003 International Residential Code®(2003 IRC) with UBC Section 2304.3. # 2000 Intemahonai"ding Code®(2000 IBC) 8A Design and Installation: 2003 IBC,2003 IRC, 2000 IBC,2000 IRC,and UBC: # 2000 International Residential Code®(2000 IRC) See Section 4.0 of his report. # 1997 Uniform Building CodeTm(UBC) 8.5 Conditions of Use: The products described In this report comply with,or are 8.5.1 20x3 IBC,2003 IRC 200o IBC,and 2000 IRC:The suitable alternatives to what is specified In,the codes listed above,subject to the provisions of Sections 8.2 through 8.7. Simpson Strong-Tie products described in this repot comply with,or are suitable alternatives to what is specified in,those 8.2 Uses: codes fisted in Section 8.0,subject to the same conditions of 8.2.1 2003 IBC,2003 IRC,2000 113C,and 2000 IRC:See use indicated in Section 5.0 of this report. ' Section 2.0 of this report. 8.5.2 UBC:The Simpson Strong-Tie products described in 8.2.2 UBC:Replace the Information in Section 2.0 with the this report comply with,or are suitable alternatives to what is following:Simpson Strong-Tie face-mount hangers are used specified in,the UBC,subject to the same conditions of use • as wood framing connectors in accordance with Section indicated in Section 5.0 of this report, except the last 2318.4.8 of the UBC. sentence of Seclion n 5.5 is replaced with the following: Fasteners used in contact with preservative treated or fine 8.3 Description: retardant treated lumber must,as a minimum,comply with 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this UBC Section 2304.3. report. 8.6 Evidence Submitted:2003 IBC,2003 IRC 2000 IBC, 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this 2000 IRC,and UBC: report,except modify Section 3.2.3 of this report to reference See Section 6.0 of this report. Section R323.3 of the IRC. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000 8.3.3 UBC:See Section 3.0 of this report,except modify the IRC,and UBC: first sentence in the last paragraph of Section 32.3 as follows:Fasteners used In contact with preservative treated See Section 7.0 of this report • •••• • ••••• •••••• • ••• ••••• •• •• •• • •••••• • • • • • •••••• Page 4 of 10 ESR 2545 TABLE 1—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGER DIMENSIONS' FASTENEW ALLOWABLE LOADS"B pis) (inches) (Quarft-Tww) SEL UpQBs Download No. W H B Hendee Joest C.0 w 1.33 Co a 1.0 CD=1-15 C6=1.25 or a 1.6 10d I 16d 10d 16d 10d 16d gLU281a/� 4'/a 1Ya 6 4-10dxl% 490 665 ;8&W* 765 820 830 1,000 1a/� 7431 1'f. 10 6-10dxl% 735 1,110 1,275 1,530 1,390 1,660 For SI: 1 Ix h=25.4 mm,1 lbf=4.45 N. 1.Refer to Fide 1(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this repot for nag sizes and required minimum physical properties. 3.Tabulated allowable toads must be selected based on duration of load as permitted by the applicable building code. 4.LU Series ham 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. S.Allowable uplift loads are for hangers Installed with e&her 10d or 16d common mr on r Into the supporting headerltxam,and have been Increased for wind or earthquake ba rg with no further Increase awed. The allowable uplift loads must be reduced when other load durations govern. s� 0 ® e e e ® eH 9 ...... . . l� •• 9 .• • .� • • • .....• • .. 0000•. • .000.0 '�iy � 0.00•• �„�„�� .••• • 0.000 0000•• • ••• 0000• •• •• 09 0 00.000 • 0000•• 0 • • • • • 90904• 90.000 • • 0 • • • 9 9 •99.90 FIGURE 1—LU SERIES HANGER 00•• Page 5 of 10 ESR 2549 29/34 TABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS Dtl1bENSIONS FASTENERS ALLOWABLE LO MODEL ( ) ( TYIne) 09)Download � up�t CD 1.33 or Co1.0 q, .15 Co1.25 W N B t Joie =1.6 10d 16d 10d 16d 10d 16d U24 1% 3'fe 2 4 2-10du1 la 240 445 530 510 610 555 665 U26 1!ra 414 2 6 4-10dx1'/2 480 665 800 785 920 8301,000 0210 1e/�a 7'!is 2 10 6-10tfx1'!2 720 1,110 1,330 1,275 1,530 1,390 1,6W U214 19ho 10 2 12 1 8-10dx1!2 9W 1,330 1,595 1,530 1,835 1,665 1,99.5 U34 71. 3F1. 2 4 2-10dx1'l2 240 445 530 510 610 1 555 665 U36 29/16 5a/a 2 8 4-10W'12 480 890 1,065 1,025 1,215 1,110 1,330 U310 2effe 8!a 2 14 6-10dxl'/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U314 tl. 1012 2 16 610dx1!2 720 1,775 2,130 2,040 2,450 2,220 2,660 U44 3a/ie fie 2 4 2-10d 205 445 5W 510 610 555 665 - U46 3eica 47/a 2 8 4-10d 590 690 1,065 1,0255 1,225 1,110 1,330 U410 ire 8315 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U414 Pie 10 2 16 6-10d 890 1,775 2,130 2,040 2,450 2,220 2,680 024-2 3111, 3 2 4 2-10d 295 445 530 510 610 555 665 L126-2 3% 5 2 a 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U210-2 3'18 81!2 2 14 6-104 890 1,555 1,860 1,790 2,140 1,940 2,330 UM 6% 5 2 8 440d 590 890 1,065 1,025 1,225 1,110 1,330 0610 51/2 B lz 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 0210.3 5'/2 73/4 2 14 6-10d 890 1,555 1,8W 1,790 2,140 1,940 2,330 U24R 2'!ce 3a/8 1 2 4 1 2-10dxl'12 240 445 530 510 610 555 665 U26R 2 lra 5/a 2 a 4-10dx1'12 480 aw 1,065 1,0255 1,225 1.110 1,330 U210R 2%. 9 le 2 14 6-10dxl/2 720 1,555 1,86D 11790 2,140 1,940 2,330 U44R 411. /8 2 4 2-18d 355 445 530 510 610 555 665 U46R 4%, 415 2 a 4-164 710 890 1,065 1,025 1,225 1,110 1,330 U41OR 4'/Ie 8'/8 2 14 6-16d 1,065 1,555 1.860 1.790 2,140 1,940 2,330 U68R 6 5 2 8 4-16d 710 890 1,065 1,025 1,225 1,110 1,330 U610R 6 1 812 2 1 14 6-16d 1,065 1,555 1,860 1,790 2,140 1,940 2,330 For 8I:1 inch=25.4 mm,I Ibf=4.45 N. 1.Refer to Foe 2(this page)for defirMons of hanger nomenclature(W,H,% 2.Refer to Section 3.2.3 of thft report for nag sizes and required minimum physical properties .T allowable loads must be selected based on duration of load the a code. 3 Tabulated Permitted by applicable building 4.U Series hangers provide torsional resisho ce,which Is defined as a moment of not less than 75 pounds(334 N)tines 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 or 10d or 16d common nails specified in the column under"Fasteners"is required to achieve the tabulated allowable quantity loads shown In the Allowable Download"10d"or"16d"columns. 6.Allowable u loads are for unstaffed with either 10d or 16d common naffs into the headertbea rn,and have been P� fifers e increased for wind or earthqualm loaft with no fug Increase allowed. The allowable uplift toads must be reduced when other load durations govern. >x• D L 4b s i • e 0 D 4 D • • E H D N m o' ,� co • •• • FIGURE 2-U SERIES HANGER FIGURE 3a-HU SERIES HANGER FIGURE 36_-jilICSERIES j iArR •••• (See Table 2-above) (See Table 3-Next Page) (See Table oo Mate •eat •go) P 6 of 10 ESR-2N9 TABLE 3.ALLOWA13.E LOAM FOR THE HINKIC SE11M.1OW MW-30/34 HANGER DIMENISIOP S{ FASTENERW ALLOWAIKE LOADS(fbaff MODEL ( ) ( TWO) NO. Upme Download W H B Header Joist C0=1.33or =1.8 Cu=1.0 Co=t.t5 Co=125 HU26 1/,B 3/,e 2'/ 4-163 2-10dx1/a 240 535 615 670 HU28 191's 5% 2% 6-16d 4-10d)(1112 480 805 925 1,005 HU210 1!,s -7-T/-. 2'/ 846d 4-10dx1 Ja 480 1,070 1,230 1,340 HU212 101,6 9 2% 10-16d 6-104x1 112 720 1,340 1,540 1,675 HU214 1/,8 10/e 2'/, 12-16d 6-10dxi/a 720 1,610 1,850 2,010 HU34 i/,e /e 21% 4-16d 2-1OW/a 240 535 615 670 ' HU38 /,8 /e 2'/a 8-164 4-10dx1/a 480 1,070 1,230 1,340 HIM LRAS 7/s 2% 10-164 4-10bt1/a 480 1,340 1,540 1,675 HU310 /,e 818 2% 14-16d 6-100)d/2 720 1,875 2,155 2,345 HU312 21,8 1 t8 2% 16-16d 6-10dx1 12 720 2,145 2,465 2,680 HU314 118 1 !a 2% 18-16d 8.10dxl/a 980 2,410 2,770 3,015 HU316 !,e 14% 2% 20-16d 8.10dxt is 960 2,680 3.080 3,350 HU44 3!,s 21a 2'A 4-16d 2-10d 300 535 615 670 HU46 Ple 5 t,e 2% 8-16d 4.104 605 1,070 1,230 1,340 HU48 /,a 6 !,e 2'% 10-16d 4-10d 605 1,340 1,540 1,675 HU410 /,6 eta 2% 14-16d 6-10d 905 1,875 2,155 2,345 HU412 3/,e 1 /,8 2%s 18.16d 6-10d 905 2,145 2,465 2,680 HU414 3/,e 1 /e 2'% 18-16d 8.10d 1.205 2,410 2,770 3,015 HU416 3/,e 1 !e 2'A 20-18d 8.10d 1,205 2,680 3,080 3,350 HUBS 5'/s 41,a 2'A 8-16d 4-16d 715 1,070 1,230 1,340 HU68 51A 5 t,e 21% 10-16d 4-16d 715 1,340 1,540 1,675 HU610 5'/ /e 2% 14-16d 6-16d 1,070 1,875 2,155 2,345 HU612 5'h to 2'A 16-16d 6-16d 1,070 2,145 2,465 2,680 1-11.1614 5'h 11 K. 2% 18-16d 8-16d 1,430 2,410 2,770 3,015 1-11.1616 5'/Z 12 !18 2% 20-16d 8-16d 1,430 2,680 3,080 3,350 HU24-2 3!e 3N,. 2% 4-16d 2-10d 300 535 615 670 HU26-2 3% 51a 2% 8-16d 4-10d 605 1,070 1,230 1,340 HU28-2 3% 7 2% 10-16d 4-10d 605 1,340 1,540 1,675 HU210.2 9/-. 8 /,e 2'/ 14-16d 6-10d 905 1,875 2,155 2,345 HU212-2 3% lop/is 2'/ 16-16d 6-10d 905 2,145 2,465 2,680 HU214-2 3!e 1271% 2% 18-16d 8-104 1.205 2,410 2,770 3,015 HU216-2 31a 13/8 2'/: 20-16d 8-10d 1,205 2,680 3,080 3,350 HU310-2 5 W. 8/a 2% 14-16d 6-10d 905 1,875 2,155 2,345 HU312-2 5/8 1 !s 2% 16-16d 6-10d 905 2,145 2,770 2,680 HU314-2 EN.- f Pl. 2% 18-16d 8-10d 1,M 2,410 2,770 3,015 HU210-3 4"/w /is 2% 14-16d 6-10d 905 1,875 2,155 2,345 HU212-3 4 /,a 1 . 2% 16-IW 6-10d 90.5 2,145 2,465 2,6o HU214-3 4 t18 f2/,e 2'A 18-16d 8-10d 1,205 2,410 2,770 3,015 HU216-3 4 t,e 13!8 2'�i 20-16d 8-10d 1,205 2,6 3,080 3.350 For SI: 1 inch=25.4 mm,1 IN=4.45 N. • • •0000• 1.Refer to Fid 3a and 3b(previous page)for demonomenclature of hanger namclature(W,H,B). ; ••• • •••• • 2.Refer to Section 3.2.3 of the report for nail sizes and required minknum physical properties •• • •0 •• •• 3.HU series hangers with wWft(1N)equal to or greater than 2 8/18 Inoses(65 mm)are available with header t Vtad in( ) •0•••• and are&damnified with the model designation HUC#. See Figure 3b(prevlous page). 000000 • • • 4.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building c%c6% •••••• 5.HU Series hangers provide torsional resistance,which Is defined as a moment of not less than 75 pounds(334 N times the de �oitrd#w •••••• joist at which the lateral movement of the top or bottom of the joist with resp to the vertical position of the joisf it Vol 26 inch 2 mm). • • 6.Allowable uplift loads have been Increased for wind or earthquake loading with no further increase allowed. T110 f ib"ble uplT"s P ust ••••• be reduced when other load durations govern. •• •• •• • o••••• 0000•• • •• •000•• • • 0 • • Page 7 of 10 ESR 2549 31 /34 TABLE 4--M.LOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS DIGENSION31 COIMMON NAll.3' ALLOWABLE LOADS til.. ( ) ( i-Tlpe) Obs) NO. UpNtta Download W H S Header Joists CQ=1.33 a X1.6 C6=1.0 Ca=1.15 Ca=1.25 LUS24 1946- 3/s 1314 4-10d 2-10d 465 640 735 800 LUS26 19/16 414 1/4 4-10d 4-10d 830 830 955 1,040 WS28 I% /a I/, 6-10d 4-10d 930 1,055 1,215 1,320 LUS210 1% 713/1s 1/4 8-104 4-10d 930 1,275 1,465 1,595 LUS24.2 9/-. 3/s 2 4-16d 2-16d 440 765 880 960 LUS26-2 3'/a 45/is 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS28.2 3/s 7 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS210-2 3!8 8 116 2 8-16d 6-164 1,710 1,765 2,030 2,210 LUS214-2 31/j, 10 /is 2 10-16d 6-16d 1,710 2,030 2,335 2,540 LUS" /16 3 2 4-16d 2-16d 440 765 880 960 LUS46 3116 43/4 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS48 11a 6'/4 1 2 6-16d 4-16d 1,140 1,265 1,465 1,585 LUS410 3119 8'/ 2 8-16d 6-16d 1,710 1,765 1 2,030 2,210 LUS414 1. 1 /4 2 10-164 6-16d 1,710 2,030 1 2,335 2,540 For Sh 1 Inch=25.4 mm,1 Ibf=4.45 N. 1.Refer to Figure 4(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 32.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable be&must be selected based on duration of loam as permitted by the applicable building code. 4.When LUS Series hangers support jolsts,they provide torsional resistance,which Is defined as a moment of not less than 75 pounds(334 N)tines 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.Joh nabs mit be driven at a 45 degree angle through the list Into the headeribemn(double shear nalling)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. - 1'1+�AAax- s • ° ° e H c N-- a .°. .•.•�• ...... • .. •..•.• FIGURE 4-LUS SERIES HANGER • •• • • • • •••• • ••••• •••••• • ••• ••••• •• •• •• • •••••• • • • • • •••••• • • • • • to So • • Page 8 a 10 ESR 2548 TABLE S--ALLOWABLE LOADS FOR THE MUS SERIES HANGERS 32/34 DIMENSIONS7 COMMON N ALLOWABLE LOADWA Onches) T MODE UpHtt° Download NO. W H B Header Joist° Co=1'33 or Co=1.0 (".0=1.15 Co=1.25 -1.6 MUS26 1 /, 51ie 2 6-10d 6-10d 1,090 1,310 1505 1,640 MUS28 I1 lie /a 2 8-10d 8-10d 1,555 1,750 2,010 J 2,185 For Si:1 Inch=25A mm,1 IV=4.45 N. 1.Refer to Figure 5(this page)fo'definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nal sizes and required min&num physical propel. 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-Sam joists,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)tines 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 jofOst is 0.125 inch(32 mm). 5.Joh naffs must be driven at a 45 degree angle thrown the joist into the header/beam(double shear nailing)to achieve the tabulated toads. 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 bad durations govern. e � o �o C e C • H c • • x o FIGURE 5-MUS HANGER(see Table 5) FIGURE S-HUS SERIES HANGER(sea Table 6) TABLE 6--ALLOWABLE LOADS FOR THE HUS SERIES HANGERS DIMENSIO ' COMMON NAILS2 ALLOWABLE LOAW4 (Inches) ( y-Type) (Ibs) _ MODEL Uplift DownloadNO. W H B Header Jotste CD 1.33 or =1.6 CD=1-0 Ca=1.15 Co 1.25 HUS28 1% /s 3 14-16d 6-16d 1,550 2,565 2,950 3,205 HUS28 -i%- 7 . 3 22-16d 8-16d 2,000 3,585 3,700 3,775 HUS210 1/g 9/+s 3 30-16d 10-16d 2,845 3,775 3,920 4,020 HUS46 /. 4/ie 2 4-16d 4-16d 1,080 1.005 1,115 1,255 HUS48 6 1,8 2 6-16d 6-16d 1,550 1,505 1,730 1,885 HUS410 iw 8 ! 2 8-184 8-164 2,160 2.010 2,310 2,510 HUS412 3116 1 14 2 10-16d 10.164 2,700 2,510 2,8135 •••0Q9 HUS26.2 3/a 5/. 2 4-16d 4-16d 1,080 1,005 0,145 1,255 •.••i• HUS28-2 3/a /,e 2 6-16d 6-16d 1,550 1,505 1,7 • �4, • HUS210-2 3% t:s 2 8-16d 8-16d 2,160 2,010 &7310 2, 10 •••••• HUS212 2 31s 11 2 10-164 10-16d 2,560 2,510 3,140 •••• For Si:1 inch=25A mm,1 pound=4.45 N. • • .•..•• • • •••• • ••••• 1.Refer to Figure 6(this page)for definitions of hanger nomenclature(W,H,B). 09:00: • ••• 69:90 2.Refer to Section 3.2.3 of Oft repot for ted sizes and required minimum physio properties. • • • •• •• •• • •••••• 3.Tabulated allowable bads must be selected based on duration of load as permitted by the applicable bung code. • 4.Where HUS series hangers support soild-sawn joists,they provide torsional resistance,which is defined as a iS&%fi f not less#An 75 �• pounds(334 N)times the depth of the joist at which the feral movement of the top or bottom of the joist with respect tb the vertical position •••••• of the joist is 0.125 Inch(3.2 min). • • i••••• • • 5.Joist nada must be driven at a 45 degree armee through the joist kilo the hem/beam(double shear nailing)t&W4&vJ the tatty �adS. •••••• 6.Allowable uplift toads have been Increased for wind or earthquake loading with no further Increase Is allowed.The allowable upl loads • • must be reduced when other load durations govern. 00 0 Page 9 of 10 ESR 2549 TABLE T-ALLOWABLE LOADS FOR THE HHUS SERIES 3 3/34 DIMENSIONS' COMAM NAILS= ALLOWABLE LOADe (Inch") (Quandty�Type) (S) MODEL UplNts Download NO. W H B Header Jalsts C0=1'33 or C0=1.0 CD=1.15 Co=1.25 =1.6 HHUS26-2 elle 9/is 3 14-16d 6.164 1,550 2,580 2,965 3,225 HHUS28-2 3"/s 712 3 22-16d 8-16d 2,000 3.885 4,470 4,855 HHUS210-2 lis 9/e 3 30-16d 10-164 2,855 5,190 5,900 5,900 HHUS46 318 514 3 14-164 6-164 1,550 2,580 2,965 3,224 HHUS48 ale 718 3 22-164 8-164 2,000 3,885 4,470 4,855 HHUS410 /8 9 3 30-164 10-16d 2,855 5,190 5,900 5,900 For SI:1 Inch=25.4 mm,1 0tf=4.45 N. 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 bad as permitted by the applicable building code. 4.Where HUS series hangers support solid-sawn joists having a maxi m rn doh of 11 Inches,they provide torsional resistances,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(32 mm). 5.Joist nails must be driven at a 45 degree angle trough the joist into the headerAeam to achieve the tabulated toads. S.Allow"uplift bads have been Increased for wind or earthquake ceding with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. til . • q: s . o H e tr h FIGURE 7-HHUS SERBS HANGER(see Table 7) FIGURE 6-SUR1L SERIES HANGER(see Table 8) TABLE 8-ALLOWABLE LOADS FOR THE SURISUL SERIES JOIST HANGERS DBIIENSIOPW FASTENERS= ALLOWABLE LOADS2'4 (Inches) (QuarrtitthType) pis) MODEL NO. Upffle Download W H B Al I A2 Mader Joist r.0=1.33 or =1.6 Cn=1.0 rD=1.15 CD=1.25 SURIL24 1/hs 3lhs 2 1% 1'/4 4-16d 4-10dx1/2 450 530 610 665 SUR/L26 1!hs 5 2 1 Is 1/4 6-16d 6-103x1/2 720 aw 960 1, SUWL28--2 3/9 4'51,s tle *2 /s 8-16d 4-16dx1/2 710 1, 1,225 •01,830 SURIL210 -F/I-. -0-1. 2 1 V, -'F/1- 10.10 10-10dxl/2 1,200 1,330 • ,530 1,660 ••••�• SUR&214 1 7W 10 2 1!e 1r,,, 12-16d 1210dx1/2 1,440 1,595. logo 1,835 •1,995 •• SUR/L210-2 318 8 its /s 1/2 Js 14-16d 6-164x2/2 1 1,065 1,860 • 2,140 2,330 •••••• SURIL414 7/,-. 1212 /8 1 /8 18.16d 8-16dx2 J2 1,420 2,395 2,5 ,5� i••••i For SI:1 Inch=25.4 mm,1 Ibf=4.45 N. • • *00000 • • •••• • ••••• 1.Refer to Figure 8(this page)for definitions of hanger nomenclature(W H,B).These hangers have a 45°skews• •• •• • 0009*• 2.Refer to Section 32.3 of this report for nail sizes and required minimum physical properties. •• •• •• • *00000 3.Tabulated allowable loads rust be selected based an duration of load as permitted by the applicable building i•• •• 4.Where SURIL serer hangers support soild-saum joists,they provide torsional resistance,which Is defined as o motmm t of not less&an 75 • pounds(334 N)tithes the depth of the joist at which the lateral movement of the top or barn of the joist with 3bspect ib thev 0***** 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.*We till4vable upljft In* ;••••� must be reduced when other Ind durations govern. 0 0 • Page 10 of 10 ESR 2549 34/34 TPA"8--ALLOWM E LOADS FOR THE HSURIHSUL SERIES JOIST HANGERS MEW IONS' FASTENERS'• ALLOWABLE LOADS3jt ( ) (QuarmY-TYpe) (Ibs) MODEL NO. upime Doamioad W H B Al A2 Header joist CD=1.33 or 1 =1.6 Coe 1.0 CD=1.15 Com 1.25 HSURA—*-2 3'I° 4'6/,m f1tis IY. I 23/t° 12-16d 4-16d&/2 715 1,610 1,850 2,000 HSUR/L210.2 3'/e 8"/je 21/is 1% 231% 20-16d 6-16dx2/2 1,070 2,680 3,080 3,350 HSUR/i214-2 3'/9 12"he flys 1'/. 231�e 26-16d 8-1662% 1,430 3,485 4,005 4,355 HSURA.46 3B/,s 4314 A6 1 23/js 12-16d 4-164 1 715 1,610 1,850 2,000 HSUR4.410 ^6 02 2'/16 1 ells 20-164 6-16d 1,070 2,680 3,080 3,350 HSURIL414 3°l,6 12% As 1 23he 26-16d 8-16d 1,430 3,485 4,005 4,355 For 31:1 Inch=25.4 mm,l bf=4.45 N. 1.Refer to Figure 9(ft page)for danitions of hanger nomenclature({N,H.B).These his have a 45'skew. ' 2.Refer to Section 323 of this report for nat sizes and required minhm m physk:ai properties. 3.Tabulated allowable loads must be selected based on duration of load as pemvitted by the applicable building code. 4.Vt hm HSUR/L series hangs support solid-saam Joists.they provide tial rte.which Is defitief as a marnent Of not less than 75 pounds(334 N)tkries 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(32 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. -1Fr , W 7r- &B 'Z FIGURE 9—HSURIL SERIES HANGER 0000•• • • • 0000•• 00 0 •0 0 • • • 0000•• • •••• 0000•• • •00.00 • • • • 0000 • • • • • 0000•• 0000 • 0000• 00.06• w ••• 0000• 00 •• 00 • 0000•• 00000• 0 •• • • • • 0000•• 0000•• • •00 0 • 0000•• 0 •