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YElms L Y. _Ake .FSO IC gam' �s �Eq:Y aEY' ie,s/Y .tN="s�s,� �y 1, p aePePa aY�e A [Nbks�iRP.1f0.� 5.,.. iT 0 AM am um� 4-YV LE am_=iddF 8 ia60 ll, Y 10101 SOME MOON "Y•.0 � w✓Y3 - - Y4 � � N fe 0 8: (Yi w'6r�efL� Y Y ,INMI= Li WIN 7�1 r6 b # MWIMMEN EMMS 'dv= Fi JNOMME MM MM �I2 9 „d :. �J ia.::. .AL '�,�k i.'.A;Wl =.met:(" aIAO� Y M Oa n Y �- ' Y a. F.2,ug /M Imams y Lp fNICAL Marl / !NAL. SIMMONS ena R �i.Y: MENNEN 3, aim EM 110011M oaE MN MONO An maaa�lw..■® .;_- 1f r::i R_ Ma UMMMIMMOMMIME 1110 Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores,FL Phone: (306)796-2204 Fax: (305)766.8972 Inspection Number. INSP-260609 Permit Number: RC-346471 Scheduled Inspection Date:June 08,2016 Permit Type: Residential Construction Inspector. Mesa,Michel Inspection Type: Final Building Owner: GABRIELA SABATE GUILLERMO Work Classification: Alteration Job Address:89 NW 106 Street Miami Shores,FL 33160- Rhone Number Parcel Number 1121360060170 Project <NONE> Contractor. BILANTAR CONSTRUCTIONS USA LLC Phone:(786)6864489 Building Department Comments fnftctto Passed Comments DRYWALL,FLOORING,PAINT INSPECTOR COMMENTS False Inspector Comments Passed Failed D Correction a Needed Re-Inspection Fee No Additional Inspections can be sdvduled until re-inspection fee is paid. 3 June 07,2016 For Inspections please calf:(305)762-4949 Page 34 of 36 6 Miami Shores Village7BY: `M� Building Department MAR 8 12018 10050^E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 2014 _ BUILDING Master Permit No. L-3- �b ` PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC [] ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATION ❑ SHOP (n.� o (� CONTRACTOR DRAWINGS JOBADDRESS: VJ"1 U) '�Vl City: Miami Shores County: Miami Dade Zi : Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: 1 FFFE: ( J OWNER:Name(Fee SimVK_ ehold ):CIL I`N mo AlnAclPhone#. & 1 -� 0o— ' `� Addres s: ' CIl�(,B,/��(/� �iV 1t� L / p City: Lia L State: F L Zip: Tenant/Lessee Name: Phone#: Email: r CONTRACTOR:Company Name: L i Ila-hone#: _ d Address: r City: i State: ipp�/ Qualifier Name: +dPhon State Certification or Registration#: Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$15,IAJI J Square/Linea �r -F,000ttage of Work: Type of Work: F-1Addition El Alteration • ❑ N - LJ Repair/Replace ❑ Demolition Description of Work: L-)Dn nq , Fa k A C. Specify color of color thru tile: IS70 •C m // v�o ' CCF$Submittal Fee$ 'LAG CO/CC$ `J® - Scanning Fee$ Radon Fee$ r0• (� DBPR$ _ Notary$ Technology Fee$ 12- . Q Training/Education Fee$ Double Fee$ Structural Reviews$ A Bond$ t . Gil;-— TOTAL FEE NOW DUE$ G-• J (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. 1 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 f,rst 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 0 ER or AGENT rrum ,,, ONTRACTOR The foregoing nstrument was acknowledged before me this The foregoing inswas acknowledged before me this day of MCI( 20 �l� ,by 3O IIdaay of NA� ,20 1 � ,by CIUA 4V who is personally known to t t Al M CLLAX!Jawho is personally known to me or who has produced as me or who has produced as identification and who did ke an oath. identification and who did take an oath. NOTARY UBLIC: NOTARY P L Sign: Sign: Print: Print &O era: Seal: Aiq' ��; Nonem a era Seal: COMMISSION # FF190254 COMMISSI N # FF190264 =" EXPIRES:J8110Y 15,2019 Q.` EXPIRES:January 15,2019 11 � wWW.AARONNOTARY.COM °'•i' a `° www.AARONNOTARY. OM hill APPROVED ` 441 APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) 01 RD 3� Miami shores Village o Building Department p R 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CHANGE OF CONTRACTOR/ARCHITECT Permit NZ-4- Owner's .9,_14 p Owner's Name(Fee im a itle Ider) Fl%i( t� Phone 4�9( to `-r"r b Owners Adf gess: City: MI(A IkL State: Zip Code:MIA Job Address (Of where work is being done): City: Miami Shores State:—Florida Zip Code: Contractor's Company Nam c Phone#: `" _ Address: -(%rLu PIE 15U4 City: ( State: Zip Cod Qualifier's Name: Lic. Number: �1 Architect/Engineer of Record Name: Phone#: Address: City: l State:(�� Zip Code: Describe Work: 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 Miami Shores harmless of all legal involvement. Signature Signature er r t Co tractor or Architect The foregoing ins men was j ow ged fore me�/ The foregoing instru nt w'asna�knowledged of a me akn thi day of 0I y MAD `� '� this day ofuQa 1 ,2 y Who is personally knowr ho has produced who is ersonally known a or who has produced as indentification. as indentification. Not i Notary u lic: Sign: Sign: Seal: Seal: NAM COMMISSION Nohemy Caldera COMMISSIONFf1 ra I COMMISSION# FF190M . , EXPIRES:January 15,2019 �''�+Im�r,��`��` EXPIRES:January 152018 .COCA WWW.AARORINOTARY.COl� ►•AARowouaR, �' f4 DEPARTMENT OF � IONAL RBCaULA N ; 3 3 3 3 � i CONSTRUCTION INDUS BOARD SNI 1040 NORTH MONROE14 LLAHASSEE FL 3239 € i rqg E�� iji ��a l [�� V E# RAIN H€€!33 }�f �i 3 l ( h 7i, it h i 4f •: - €.'_� - -- �� ifs E�tia l��i�.�i� HS �;ia„� B� .;.� �q gratin atiU �' `,�Jtth ti115 license yAtT tT'GCSme 11{ a .x \ ' million F"icridfans licen:ser�fey khe C�epartra�ei�tof\ � � vg Q!! ecsicnaiegifaf on. Cur profess©Hale aE usllta� ,'vF FLC aic hitects to yacht brokers,from boxers to barbv Olney keep Florida's economy strong �Pfff!1 In ENT ? L3 ALMotor,, \ im_ query, y, �Q prove he vap:: e dQ hustnes in pfir „' � � to N,., serve you S r o`r f formation a ottt�our services,please log on � y' wviiviii.myfloridalicense=co , There you can find more information about our divislons,and the r+ ulatios that impact you, subscribe CERTIFIED CERALC)tI lA F }, �E to iiartmaiatrsletters and learn rnAre''abrut the Department'sATINE I, ERi J,EFFti.AiPI ` initiatives iii Y TAR UUMiTRUCTIONS USA LLL Out Tni� iA v I, of€IIoa We const e party nt is L Eoense! ff,cient y, F?egulate Fairly n y o serve 'better sa that yon,can serve you, cust�lnlvr 3fOu for d( OUsiness In Florida, t t t d 4,Wii pr ions ol Ct! 489 ES ,and tong T1S ren your, -,ense! iM�ri�1 2016 U4 00I4E \ \ c \ 33 \ t� 33 S! - Yi Y�. �Y , .." a a alrli € f �'a, ! c r \� ) S� •yy} H\ kA `\ fS y, ..( FWIN y r .f �.' . yf vv E tEFLORIC}A' \\ ,; I EPARTI`�ENT } 'INESS AND PROFESSIONAL REG�fLA1`I y \ \ \ , 0ONSTRU TION INDUSTRY LICENSING BOARD The CEM NTRACTOR Named S RTIFIED Under, of Chapter 489 FS Expiratt s P11A1 'i. IL - RAIN BILANTAR CONSTRUCTIONS USA LL 364 W IIT TI-ORN DRIVE 3 » � >, MIAMI SPRINGS FL 3166 ��.: :z � -�. �� Mt A� s . ISSUEU 063/2912 3 \ :• H EQU11�E0 i Ti " a�..3i' a .:\�.�•. ..li:..s.,. ..', !.. S.. .........�., a ,:...,. .:5:;'. . t 900787 " '.c ,,. w4rwwwiwww�wiwrrnwwwwwwwxMww .604 """, ^T^v cl' as vi:'�!ZIA! L SIP awl r :ET-pt btisitt88ffi �►' ,fit.�8r 1fJ' OWNNR BHC.TWE Of BOMB; PAYME6t,ROCEMSO Bl 'fA9'CONSTRUaP 6,USA LCC .196 GMRAL Bmw��V1;1 '1't3R gY TAXVOLGECT"' WOES) 4 CGC1514096 $45.00-07/14/2015 CREU1TCARD-15-036164 pts '_ Tax.Tlar is aat a t�enae. fl�`�fBe 1 "R .�'Y �Ntfxne�el t1EE1�WTT1�akarea� i �tayeA+�gra9ca��tsl� a �g - ,. +i�: isS�Ba . Fut ` ami • a ACC>RV® CERTIFICATE OF LIABILITY INSURANCE DATE(MM/D°",rYY' 1/25/2016 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). NT PRODUCER SUNZ Insurance Solutions, LLC. ID:(TLR) NAME: Aimee Gra c%TLR of Bonita, Inc PHONE 727-520-7676 x 222 a/c.No):_ 727-525-3862__ 700 Central Ave Suite 500 E-MAIL - St.Petersburg, k 33701 ADDRESS: INSURER(S)AFFORDING COVERAGE _ NAIC 0 INSURER A: SUNZ Insurance Company 34762 INSURED INSURER B: Aspen Re-London-Best Rating"A+" __ __ _ TLR of Bonita, Inc INSURER C Chaucer Syndicate-L +" : aloyds-Best Rating"A Enten)dseHR _ 700 Central Avenue Suite 500 INSURER D: Faraday Syndicate-Lloyds-Best Ratin "A+" St. Petersburg FL 33701 INSURER E: INSURER F COVERAGES CERTIFICATE NUMBER: 28256502 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. _ ITE TYPE OF INSURANCE ADDL SUER POLICY NUMBER MMIDO EFF MM,D EXP LIMITS -- COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ AMAGECJI ENTED CLAIMS-MADE OCCUR PR T a LJ rrenoe $ MED EXP(Any one person) $ J PERSONAL&ADV INJURY $ I GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $$ POLICY JE LOC PRODUCTS-COMP/OP AGG OTHER: $ COMAUTOMOBILE LIABILITY Ea a�dertIN L LIMIT I+$ 1 ANYAUTO BODILY INJURY(Per person) i$ ALL OWNED SCHEDULED BODILY INJURY(Per accident)+_$ HIRED AUTOS AUTOS -- - - — -- - AUTOS AUTOS NON-OWN PROPERTY DAMAGE $ Per accident I $ UMBRELLA LIAR OCCUR EACH OCCURRENCE $ EXCESS LIAR CLNMS-MADE AGGREGATE $ -----_—_ --_-- i DED RETENTION$ $ A WORKERS COMPENSATION WCPE00000001 11 6/1/2015 6/1/2016 STATUTE1 ER H- AND EMPLOYERS LIASILITY ANY PROPRIETORIPARTNER/EXECUTIVE YIN E.LEACH ACCIDENT $ 1,000,000 OFFICERIMEMBER EXCLUDED? (Mandatory In NH) E.L.DISEASE-EA EMPLOYEE $ 1,000,000 If yyes desa(be under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ 1,000,000 B Workers Compensation This Is for informational purposes C Excess Coverage and nothing shall create any right D under such reinsurance. DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES(ACORD 101,Addkional Remarks Schedule,may be attached H more space is required) Coverage Provided for all leased employees but not subcontractors of:BILANTAR CONSTRUCTIONS USA LLC Client Effective:12/22/2015 CERTIFICATE HOLDER CANCELLATION 1010 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Miami Shores Village THE EXPIRATION DATE THEREOF, NOTICE VVILL BE DELIVERED IN 10050 NE 2nd Ave. ACCORDANCE WITH THE POLICY PROVISIONS. Miami Shores FL 33138 AUTHORIZED REPRESENTATIVE Glen J Distefano Imo/ ©1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25(2014/01) The ACORD name and logo are registered marks of ACORD 28256502 1 Master Certificate I Aimee Gray 1 1/25/2016 12:49:00 PM (CST) I Page 1 of 1 �°►�Q® CERTIFICATE OF LIABILITY INSURANCE 1 DAT / 033/30/30/22016016 Y) THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the pollcy(ies) must be endorsed. If SUBROGATION 13 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). PRODUCERCONTACT Patrice CBVlodes NAME: CARRERA INSURANCE-KENDALL PHONE 305-385-2886 (ac.Nor 305-385-8275 13500 SW 88 ST STE 235 E Dom; Linda@carrerainsurance.com INSURERS AFFORDING COVERAGE _ NAIC# MIAMI FL 33186 INSURERA: Intemationa Inc Co of Hannover INSURED INSURER B; Mercury Insurance Company BILANTAR CONSTRUCTIONS USA,LLC INSURERC: 20200 NW 2 Ave 402 INSURER D INSURER E Miami FL 33169- 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. INSR ADDLTYPE OF INSURANCE ma SUER POLICY NUMBER POLICY uD EFF POLIMMfDD EXP LIMITS LTR COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1000000 DAMAGE TO RENTED CLAIMS-MADE �J OCCUR PREMISES Ea occurrence $ 100000 _ MED EXP(Any one person) $ 5000 A IG06CO04087-06 04/09/2015 04/09/2016 PERSONAL&ADV INJURY $ 1000000 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2000000 POLICY 7 CT El LOC PRODUCTS-COMP/OP AGG $ 2000000 OTHER: is AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ N/A Ea accident ANY AUTO BODILY INJURY(Per person) $ 50000 B ALL OWNED SCHEDULED BA090000008684 05/23/2015 05/23/2016 BODILY INJURY(Per accident) $ 100000 AUTOS AUTOS PROPERTY DAMAGE $ 25000 NON-OU D ED r(Par acddentl _ HIRED AUTOS ATOS —�_—___ $ UMBRELLA LIAR OCCUR EACH OCCURRENCE $ _ EXCESS LIAB CLAIMS-MADE AGGREGATE $ DED I I RETENTION $ WORKERS COMPENSATION OTH- AND EMPLOYERS'LIABILITY Y/N STATUTE I ER ANY PROPRIETORIPARTNER/EXECUTIVE E.L.EACH ACCIDENT $ OFFICERIMEMBER EXCLUDED? N/A — (Mandatory in NH) E.L.DISEASE-EA EMPLOYE $ Use describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ I I � i DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES (ACORD 101,Additional Remarks Schedule,may be attached N more space is required) CGC1514896 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN MIAMI SHORES VILLAGE ACCORDANCE WITH THE POLICY PROVISIONS. BUILDING DEPARTMENT 10050 NE 2ND AVE AUTHORIZED REPRESENTATIVE MIAMI SHORES,FL 33138 ,. ©1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25(2014/01) The ACORD name and logo are registered marks of ACORD From:Israel Bilancied Fax:(306)690-5986 To: Fax: +1(306)756-8972 Page 2 of 2 04/1312016 1:20 PM CERTIFICATE OF LIABILITY INSURANCE DATE(MMIDDIYYYY) 04/13/2016 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the pollcy(les) must be endorsed. If SUBROGATION IS 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 Ileu of such endorsement(s). PRODUCER NcONTAcTAME: Patrica Caviedes CARRERA INSURANCE-KENDALL PHO N : 305-385-2886 FAc No: 305-385-8275 W .13500 SW 88 ST STE 235 E-MAIL RESS Linda@carreminsurance.com INSURER(S)AFFORDING COVERAGE NAIC MIAMI FL 33186 INSURERA: Intemationa Inc Co of Hannover INSURED INSURERS: Mercury Insurance Company BILANTAR CONSTRUCTIONS USA,LLC INSURERC: 20200 NW 2 Ave 402 INSURER D: INSURERE: Miami FL 33169- INSURERF: 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. ILTRNSR TYPE OF INSURANCE POLI EFF POLICY EXP POLICY NUMBER MMID MIDDAYYY LIMITS COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1000000 CLAIMS MADE ®OCCUR Eu- PREMISES Es occurrence $ 100000 MED EXP(Any one person) $ 5000 A IG06C004087-06 04/09!2016 04/09!2017 PERSONAL&ADV INJURY $ 1000000 GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2000000 POLICY F]5?COT LOC PRODUCTS-COMP/OP AGG $ 2000000 OTHER: $ AUTOMOBILE LIABILITY Ea accidentI $ N/A ANY AUTO BODILY INJURY(Per person) $ 50000 B ALLAUTOS�� SCHEDULED BA090000008684 05/23!2015 05/23!2016 BODILY INJURY(Per accident) $ 100000 HIRED AUTOS NON-OWNED AMAGE $ 25000 AUTOS Per accident UMBRELLA LIAR HOCCUR EACH OCCURRENCE $ EXCESS LIAR CLAIMS-MADE AGGREGATE $ DED I RETENTION$ $ WORKERS COMPENSATION AND EMPLOYERS'LIABILITY Y f N STATUTE ER"- ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICERIMEMBER EXCLUDED? EIN I A E.L.EACH ACCIDENT $ (Mandatory in E.L.DISEASE-EA EMPLOYEE $ If as.describe under un DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (ACORD 101,Additional Remarks Schedule,maybe attached if more space is required) CGC1514896 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN MIAMI SHORES VILLAGE ACCORDANCE WITH THE POLICY PROVISIONS. BUILDING DEPARTMENT 10050 NE 2ND AVE AUTHORIZED REPRESENTATIVE MIAMI SHORES FL 33138 O 1888-2014 ACORD CORPORATION. All rights reserved. ACORD 25(2014/01) The ACORD name and logo are registered marks of ACORD 7P ` .- AC Rl�® DATE(MM/DDtYYY1) �,,,.... CERTIFICATE OF LIABILITY INSURANCE 6nrzo16 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 have ADDITIONAL INSURED provisions or 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 SUNZ Insurance Solutions, LLC. ID: (TLR) E`" Workers'Comp Department do TLR of Bonita, Inc PHONE 727-520-7676 x 3 a No: 727-525-3862 700 Central Ave Suite 500 St. Petersburg, k 33701 no�DRDRE` : certs encorehr.com INSURER(S)AFFORDING COVERAGE NAICA INSURER A: SUNZ Insurance Company 34762 INSURED INSURER 13: AS n Re-London-Best Rating"A+" TLR of Bonita, Inc EnterpriseHR INSURER C: Chaucer Syndicate-Lloyds-Best Rating"A+" 700 Central Avenue Suite 500 1 INSURER D: Faraday Syndicate-Lloyds-Best Rating"A+" St. Petersburg FL 33701 INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: 30293677 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. INSR TYPE OF INSURANCE ADDL SUER POLICY EFF POLICY EXP LIMITS TR POLICY NUMBER M M D COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ CLAIMS-MADE F]OCCUR DAMAPREM T R ERTEO PREMISES Ea occurrence) $ MED EXP(Any one person) $ PERSONAL&ADV INJURY $ GEN'L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ POLICY❑JECT 7 LOC PRODUCTS-COMP/OP AGG $ OTHER: $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ Ea accident ANY AUTO BODILY INJURY(Per person) $ OWNED SCHEDULED BODILY INJURY(Per accident) $ AUTOS ONLY AUTOS HIRED NON-OWNED PROPERTY DAMAGE $ AUTOS ONLY AUTOS ONLY Per accident UMBRELLA LIM OCCUR EACH OCCURRENCE $ EXCESS LIAR CLAIMS-MADE AGGREGATE $ DED I I RETENTION $ A WORKERS COMPENSATION WCPE0000000112 6/1/2016 6/1/2017 �/ STATUTE ERS AND EMPLOYERS'LIABILITY YIN WCPE00000001 11 6/1/2015 6/1/2016 ANYPROPRIETORIPARTNERIEXECUTIVE E.L.EACH ACCIDENT $ 1,000,000.00 OFFICERJMEMBEREXCLUDED7 NIA (Mandatory in NH) E.L.DISEASE-EA EMPLOYE $ 1 0001 000.00 If yesdescribe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT I$ 1,000,000.00 B Workers Compensation This is for informational purposes C Excess Coverage and nothing shall create any right D under such reinsurance. DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES(ACORD 101,Additional Remarks Schedule,maybe attached H more apace Is required) Coverage Provided for all teased employees but not subcontractors of:BILANTAR CONSTRUCTIONS USA LLC Client Effective:12/22/2015 License number:CGC1514896 CERTIFICATE HOLDER CANCELLATION 1010 Miami Shores Village SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE g THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN 10050 NE 2nd Avenue ACCORDANCE WITH THE POLICY PROVISIONS. Miami Shores FL 33138 AUTHORIZED REPRESENTATIVE Glen J Distefano ©1988-2015 ACORD CORPORATION. All rights reserved. ACORD 25(2016/03) The ACORD name and logo are registered marks of ACORD 30293677 1 Master certificate I Kathleen Wilkes 1 6/7/2016 3:21:34 PM (EDT) I Page 1 of 1 I� m Miami Shores Village „? v 10050 N.E.2nd Avenue NW N £ 3 sr Miami Shores,FL 33138-0000 ' z Phone: (305)795-2204 ; , x: X Iry Expiration: 10112J2016 •:'a .,. ' Project Address Parcel Number Applicant 89 NW 106 Street 1121360060170 GUILLERMO ALMADA GABRIEL Miami Shores, FL 33150- Block: Lot: Owner Information Address Phone Cell GUILLERMO ALMADA GABRIELA 3966 PARK Avenue - - -- MIAMI FL 33133- 3966 PARK Avenue MIAMI FL 33133- Contractor(s) Phone Cell Phone $ 15,000.00 Valuation: BILANTAR CONSTRUCTIONS USA LL (786)586-4489 F A Total Sq Feet: 0 Approved:In Review Available Inspections: Comments: Inspection Type: Date Approved::In Review Final PE Certification Date Denied: Window Door Attachment Type of Construction:DRYWALL,FLOORING,PAINT Occupancy:Single Family Framing Stories: Exterior: Insulation Front Setback: Rear Setback: Drywall Screw Left Setback: Right Setback: Window and Door Buck Bedrooms: Bathrooms: Fill Cells Columns Plans Submitted:Yes Certificate Status: Review Electrical Certificate Date: Additional Info: Review Mechanical Bond Retum: Classification:Residential Review Planning Review Plumbing Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Review Building CCF $9.00 Review Structural CO/CC Fee $50.00 Invoice# RC-3-1"9239/CFee $6 75 03/31/2016 Check#:1888 $50.00 $492.15 DBPR DCA Fee $6,75 04/15/2016 Check#:1297006E $492.15 $0.00 Education Surcharge $3.00 Miscellaneous Fee $1.65 ' Permit Fee $450.00 Scanning Fee $3.00 Technology Fee $12.00 Total: $542.15 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, ORS,ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information rate and hat all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore,I authorize the above-nam ntr r he work stated. April 15,2016 Authorized Signature:Owner / Applicant / Co if acto Date Building Department Copy April 15,2016 1 ? t t ROBERTO C. TOTH, P.E. CONSULTING ENGINEER FL. P.E. No:77032 17814 N.W. 70 COURT, HIALEAH, FL. 33015 OFFICE PH: 305-335-7812 C Is STRUCTURAL CALCULATIONS REVISION—2 89 N.E. 10& STREET MIAMI SHORES, FL. 33150 PAGES: From: 0 to 16 CARL 0,S, ENSF • 'C�y': ZZ 4 No.77032 .p • S 4 � �i��SS/ONp,i�� DESIGN CRITERIA WIND LOADS (ANSUASCE 740) Method 2-Analyftal-Procedure Basic Wind Sped, V175 mph(FBC 20107 Structurm Category 2 Exposure Category C Roof Type GASLE ROOF Importance Factiv I=1.0'�FBC 2010) K-d-0-86 WOOD JOIST DESIGN 2"X 8"@ 1& Spar, =9 83 LOADS Roof DL= mf Rcof LL= T f INDEX 1. WIND LOADS (PAGE#1 THRU#2) Corm rmehT 3 2. REACTION Comr►,ent (PAGES#3) IWIND ANALYSIS. (PAGES# 4 THRU#5 ) 4. CONNECTION (PAGES#6 THRU#14) 5. DEFLETION DESIGN. (PAGES#15 THRU#16) Caleb calcis P9d 3. MecaNind Std v2 .2 . 3 . 5 per ASCE 7-10 . Developed by MECA Enterprises, Inc. =opyri.ght wrww•mecaet:*,ergrises.c= Date 5/7/2014 Project No. = 3obNo company NAme Designed By A:ldress Description City Customer Name State Pral Location Zmput garaa&ters: airectionsl procedure All Remits Btaildiug (Ch 27 part 1) Basic Wind Speed(V) s 175.00 mph structural Category II Exposure Category C Natural Frequency m N/A Flexible Structure No importance Factor . 1.00 Rd Directional Factor - 1.00 Alpha 9.50 Zg . 900.00 ft At m 0.11 Bt 1.00 Am 0.15 am 0.65 Cc 0.20 1 e 500.00 ft Epsilon 0.20 Zmin 15.00 ft Slope of Roof m 3 : 12 Slope of RooflTheta) . 14.04 Deg Ht: Mean Roof Ht m 10.56 ft Type of Roof - CABLED Rut: Ridge Ht 12.13 ft Eht. Eave Height 9.00 ft ON: Roof Overhang at Eaves .00 ft Overhead Type a ON V/ soffit Bldg Length Along Ridge a 52.00 ft Bldg Width Across Ridge- 25.00 ft Aust Factor Calculations Gust Factor Category I Rigid structures - simplified Method 0.85 Gustl: For Rigid Structures (Nat. Freq.>l Ha) use 0.85 Gust Factor Category II Rigid Structures - Complete Analysis 15.00 ft Em: 0.6•Ht ti 0.23 lzm: Cc+(33/Zm)"0.16'1 - 427,06 ft Lrm: 1•(Zm/33)"Epsilon 0.94 0: (1/11+0.63•((B+Ht)/Lzm)'0.63)�'0.5 Gust2: 0.925'((1+1.7.1zm•3.4•Q)/(1+1.7.3.4•lzm)) 0.89 Gust Factor Summary 0.85 Not a Flexible Structure use the Lessor of Gustl or Gu9t2 !able 26.11-1 Intermal pressure Coeflicienuts for Buildings, AL'pi GCPi : Internal Pressure Coefficient Wind pressurs Detain W nd Force Besiet"M System 0 ) - Rat Figure 27.4-1 N'h: 2.01•(Ht/Zg)'(2/Alpha) 0.85 Kht: Topographic Factor (Figure 6-4) 2.00 Qh: .00256•(V)"2•I•Kh*Kht•Rd 39.93 psf Cpww: Windward Wall Cp(Ref Fig 6-6) 0.80 1340.01 ft"2 Roof Area m 0.80 Reduction Factor based on Roof Area OMS-aall pressures for Wind Normal to 92 ft wall (Normal to Ridge) All pressures shown are -ftsed uF^n ASL Desa7.^., wrath a Load FA!rer f r: Nall CP pressure Pressure 40 pi (pat) _QCVi (pef) ------ __ Leeward Wall -0.50 " _24.16) -9.78 Side Walls -0.70 30T5 -16.57 Inali Blev Rs Rat cp qz Pre" Prese Total ft pot +M*i -*Cpi +/-ACPs Windward 85 00 c.80 39.93 11 9 34.34 4;.1 9 00 02 Roof Location Cp Pressure Pressure +GCpi(pe!)-moi tpef) ---------------------------------------------------0 68---- 30 --- ----15 .89 Windward - Min CP -y,S3 -11.60 2. 78 Windward - Max CP -0.49 -23.82 T4 Leeward Norm to Ridge Notes - Normal to Ridge V Note (1) Per rig 27.4-1 Nate 7, Since Theta > 10 Deg base tales on Mean Ht Note (2) Wall i Roof Pressures - Qh'(G'Cp - GCPi) Note (3) +GCpi - Positive Internal Bldg Press, -GCPi - Negative Internal Bldg Press Note (4) Total Pressure - Leeward Frees • Windward Press (Fox + or - GCPi) Note (S) Ref rig 27.4-1, Normal to Ridge (Theta>-10), Theta- 14.0 Deg. h/1- 0.20 Bsassnses for bind Normal to 25 ft wall M1009 Rid,Q) Ali pressures shown arP based upon FSC Des.an, with a Loaa Factor of .6 Nall CP Vsesntse Psessare +GCPi (Pat) -0*1 (Dsf) ------ ----------- --------- - Leeward Wall -0.30 17.23 -2.86 Side Walls -0.70 -30.95 -16.57 wall Elev Iia sat Cp qs Press Press Total ft Psf +moi -QCP1 +/-=P1 ------------------------------------------------------------------- Windward 12.13 0.85 1.00 0.80 39.93 19.97 34.34 37.20 Windward 9.00 0.85 1.00 0.80 39.93 19.97 34.34 37.20 Roof - Dist from windward ado* cp Pressure Fromm" --------------------------------------------------------------- Roof: 0.0 ft to 5.3 ft -0.90 -37.74 -23.36 Roof: 5.3 ft to 10.6 ft -0.90 -37,74 -23.36 Roof: 10.6 ft to 21.1 ft -0.50 -24.16 -9.78 Roof: 21.1 ft to 52.0 ft -0.30 -17.37 -2.99 Nntea - Along Rifte Note (1) Ref Gig 27.4-1, Parallel to Ridge (All), h/1- 0.20 Psea&UM on Components and Cladding (Ch 30 Part 1) All pressures shown are nasea uper. AS: Deslan, watt a (.sad Factor �)t •f Width of Pressure Coefficient Zone -a' - 3.00 ft Description 9141th SPeR Asea Zone Ides MA Mas P Min P ft ft ft"2 OCP 6CP Pat W _.-....-----------------------------------------.------_------------.._------ JOIST 1.33 9.83 32.2 2 0.40 -1.45 23.10 -64.93 RIDGE 9.83 9.50 93.4 2 0.31 -1.21 19.40 -55.70 PLYWOOD SHEATHING 4.00 8.00 32.0 1 0.40 -0.85 23.12 -41.11 PLYWOOD SHEATHING 4.00 8.00 32.0 2 0.40 -1.45 23.12 -64.99 PLYWWOD SHEATHING 4.00 8.00 32.0 3 0.40 -2.30 23.12 -98.91 jMcc:Ccaap. 4 Clad. Table 6-3 Case 1 - 0.85 Qhec:.00256•v'2•Rhcc*Kht'Ed - 39.93 pof 3 �2"lt Y N 4 } H r� ffDD r, yv z- A WW n # N 1 ilul AVY A1010 X -A 71 2 1-2'1 e, ?"Ovehe 7ZI rl e,4 6� ZZ/ e:/e_v)loe Af- -174, Ak 1-74 -T-J'-7 4-1 ;K ole WAVLhMLUSPROFt3 Atschw 2.2A - pig; t Pmlem Address: Sub-Pfo I Pas.No.: Phone 1 Fax: -1- Owe: 5/7114 E Spetmeft 1.A LS and KvAk Soft TZ-CS,V2(3114) h.a 3250 in-h_®4.000 an Carbon Steel L.. Bvidualon Sandoe Rapat:: ESR 1917 issued t1/Yd: 511/2011 5(111013 plact. desln neI ACI 318 t AC 193 tns rt: e.■0.000 in.(no stand-M:t m 0.500 in. Anchor 0W: 1,x I,x t c 8.000 x 13.500 x 0.800 tn. pMe Odekneas:not fid) prom no WvMe Base .2500.i;=2500 Psl:h.420.000 br Marr(70nd1t m B.~concWon B.no t edge rekdaroemsrd:rxx'xr or<No.4 bar Sekmk loads(caL C.0.E.or R no asome"0k1 d LoadIft W KA Y ' <;' :10 � _GOP -Y- 600 . so .. g � d 1 } v "'X DROFIS AaOs(a)1 HM AQ FL4M SD'AW 8015 1o tfSdw m*d Ftp A%8 + h PROFIS9 Anchor 2._2.4 Page: 2 speeftr p - Ate: SUW%od 1 POs.No.: P11one i Foe -( Date:. 6l1i2m Ell: 2.LOW NOW anchor fdrees Load aha(govwrJngt Atmftw r P Ifs I PQ Tens(on tome:(•Tansbon.Win) Andmr TenWon tonne Stir tome Shear tome x Shat tonna y 1 200 390 280 300 y 2 200 390 280 300 rgmt come omn wsWe sb9fn f%4; 0.00 T "OL ant owpms$ a stress W4 0 resu"taheon►tome M W =(o.00oro.WM f bt 400 ; x ft=In") OQ fbl-0 9 S.TenWW food Pt00t load Nr Pbl Cs y 8N.)ib) tin Is.(%I s N.I#N. Stettr8 SWIG• 200 8029 2 Ott Pullout SSP 200 3198 6 OK t:onmft BMMMA Strength" 400 4446 9 OK atdar t dng the highest toadirg "anchor gmW(atrdeors to Wrrslon) t Nd at ESFt who reW to JCC-ES ESR 1917 0 Now 2 NO AO 318-M Eq.(0-1) Yam h Ax pn.j Lt.DWI _ 1 0.10 108000 � No pq — 10706 N_Obi - lOm 0.780 2M e�pa4�arOremasa>dterranataea� .asr ers ooh seMeor o�a�r' PROM AMWI e)MO.MMN AG,FL4VM&amu+ eHe n a romsesao Tt k a�K3.Senna+ WWWAMLUO PROM Anchor 2.L4 Compaw. Pew 3 Pte. Addren: SubPro)eat I Paz.Nb.: Pyne I Felt -i. Oslo, 6/7fZ014 E P9 EQUIRIMM .Nsem Y refer to IMES ESR 1917 ♦p',at NO ACI 318438 Eq.(D.1) vallawn Cum Nigm�1 3gpp 491S 1000 Nm Pbj 4915 0.850 3195 200 Oe8 mr \ � Vsm*Wea V+aoe�No ACI 318-M Eq.(O S) a ka ACI 318-08 Eq.PI) A* see Ata 31$.08.Part 0.8.2.1.Fig.RD.5.2.10) Amo .9 ACI 31648 Eq.(4) (1 2 1 s 1.0 ACI 318-08 Eq.(D-9) 1A =0.7.0.3 tI s 4.0 ACI 31848 Eq.(D-1 1) Woos tilAX{ ,s 1.0 ACI 31948 Eq.(D-13) ACI 318-08 Eq.(D67) Ila 3�0 0.000 0.000 4.000 1.000 8.000 17 1 2500 Cdpaldilm 0.0 Mme') N�►1 -- 138.00 9508 1.000 1.000 0.949 1.000 499D Re1tuftB Kmo Irl _ +• -_� �1_ �6Pbl see 0.650 4448 400 routaeueae eraYer aa�ee a ftr$room*we mea ov awwwo era ex Offinow oaoFl$aderl 011' �+►A.FL�918d+aen ►oer n e rs�roa rraee d�Ao.s� /� PROFIS Anchor 2.3A Coa14mgr Fqe: 4 Spmjea- Address: 1 Pba.No.: Phone 1 Fetr -i : 6/712014 E-Mot &Shmfoad Prot L.oOd V.Pb) CapaM+V.1b) LNIzation N 1`161 V_qV. Sous Staff Stret161h• 390 3572 11 OK sket Idrus tam inwaraly` WA WA WA WA Pwd •• 781 9576 8 OK CO unit E );e mmin ew*on 781 3275 24 OFC x+" 'eaOw he"the highest ba" —WWW WOW(+elewd anchors) a" V„ a EBR vats re*to ICC-ES FSR 1917 ACI 318-08 Eq.(p-1) Yaelsbiss. n a..v Pmj 4ti[vs►) 1 - 0.10 108000 Vr pq Rosaft va 5495 0.650 3572 390 trhutmrsebrroa mua aa�waewrsesrn.n�.4+e�s.mnn000�aaa aneex oa�sm� PROF' Aedror l a)>D0S20W M AQ F 4W Sdme Mom s mq3wwTrsftwkarIftAG SOW �d PROFYB Anchor 2.2A Pte: s Specular Prate Address: & 1 PCs.too.: Ptrone 1 Fac •)- Die: 50=14 (((( Vw a k,M)wftx max wt.*Woos►Ne, ACI 3184)8 Eq.(D-31) 6 V46 8 V,a ACI 31848 Eq.(D.1) Am mel ACI 318-08,Part D.5.2.1,Fig.RD-6.2,10) Aum a 91& ACA 31648 Eq.MA t \ Vwx a C1+2 eN 161.0 ACI 318-M EA.0.9) `ax a0.7♦0.3�� ,S1.0 ACI 3184M Eq.0.11) Waw a W"{��,1'� 61.0 ACI 313-06 Esq.M-13) t4 a 141 `x t ACI 31&M Eq.0-77 vadamn hien] _eo+�pn.) --- 4iay pn-I- 4a»�•l `r wa lel _ kc_ _— 2 3.250 0.000 0.000 4.000 t.000 8.000 17 2500- — 138.00 Ik308 1.000 1.000 0.948 1.000 4960 Rests -�. —! - !y°�til _—_V.,Obi^- 1388- 0.700 9578 781 apa mra ase aaAa muN as dwaiea eor apseeara+dt ar eft eaeu ane w rta�� P Mdv l a 12099.�00�111a Ata.FLS Saaa3n �u a Tri d►ito M3.Sahaan wawjdmLas P ROFte Alachor MA Pogo:Speomv. Project 8 1 POs.No.: PhOee 1 Rmc Date: 3x1/2014 E-M* Coaareb adp l l&M In ONG=ezi Veno . A.- wmv Vod v vkv on v v mw.v Vu ACI 318-08 Eq.M42) 4 vdO:Vr, ACI 318a Eq.(D-1) Aw see ACI 318-08.Pmt 0.82.1•R9.RD-8.2.1(b) Amm a 4A en ACI 318.08 Eq.(D-23) // weev 1—11—i 1 )s 1.0 ACI 31848 Eq,t*i lwav w&7+0- -,f 1 A ACI 318-08 Eq.(D-M vkv o at 1.0 ACI 31M Eq.a29) V° =(? (�)U%K6,,'kl' ACI 318-08 EQ.(8-24) Vales ea pmt Ga Dn.) e.„fv+.l. _WON - h.M•1 _ 4 Pe.) —_ x d,PfL1 a®i90 0.000 1.000 -420.000 —3 230 1 0500 2500 1.000 cOmmum MM 7200 - 1.000 1.000 1.00 2879 14as� V m Pbl-- 4m 0.741 3275 L COYY and Sheaf 10aft 16 @"a 16 s V./yV. ti U tY�11,11 ^'� -0090 0.238 _ 93 - -- -- 11 OC S.WAmhW SMSM C A e vow�retrma ery em is used.The m Mentor non4 Ptd eed Pr#&A oil p 1 92 Cwt g eta when wAMWMWMV mbdwmmd is and used erred fm PuftA Sbetglh and PgOut go.Rater to ACI 318.Pmt 0.4.4(o. •Refer to are mermb weft product dwrahm for dam ltg eine IreneWWACWM- CVMMV go bomb d WNUWM Ift areohor p is a rAyted be 611 +eW h1 to be t0 Cee ' 1 Aa3se or the t�ev�d Fastening meets the design criteria! ueuears.ma� ewa+omemraoe�e+�a�• oanaaoraar' �f e OW,-- a 1a�ACi R 9t 8deaan ►tee 4 a Tnedeta�et d Fr81I Mi.Stl�n d+ WAVLhFAMS PROD Anchor 2.2.4 C="W- Pop: 7 Spuffiv. PMJOM Addrem' Sub4h*IW I POS.W: PhOnO I For Deft: SMA14 E4AIR T.hmftux*M dab AWW OW.ale&- Andw tPO and dWrAftr KvAk 80 TZ-CS.112(3 114) pn3ft no pmme U torqtm:480.001 im4b mft dWmeW in the 0 0.583 h Hcft dMmeW in the base nsa-p b I OAW Im Phu Ndmm OVA:0.500 in. Bole depM in the baw nmbwW:4.000 In. not Caftlaw kQ*Mm Olde of 80 base"NUfM SAW in. vi 2 4.0000 4.0000 4.0000 4.0000 CoordbOnAndiarDLI Andlor x y C_ C, I O.WO -3.750 4.000 4.000 2 O.M 3760 4.000 4.000 - ;;-0--. Anm(e)200bMMAILFL4WSdll "Miss 091' stlTtof!W AG.WNW PROFIS Anchor 224 t+age: 8 : Ad&M SL64hood t Pas.No.: F%M t FOC I. tie: 8r7=i4 E-U* L PAmm ftl.Your CooperaWn Dudes •Any and etl and data aorta tn the same Coruna so*the use of M pnxkm and are b=W an the proles.tomttfs and sewft tapdMm to amrftm vM Wn tedpftW dmCWm and apffWft maudbtg wd ems..Md acral be sftft a=Omd wit by ms uw AD t Mftmd thereat acs wierW ftum.and umsb o uw4POdft IBM are to be aondtiad Pft to using Ute rid MW gram t The rests of fie as, OWWlffmmofftambasWmwft*CnftdM"UPAkL 7hwefm you bear the no (a ft absatoe of®rtes.the oanptaterress ane the mlwwm of the data to be pd to by YML MWOOM, you bar of rsOWMMW ta►tw&q the resin of the ComisUm d adred and deand by an eWwL partuadarttr%ft mWd to wrVW a+0 appac"aosss and p, N pbr to M"vWn tar your sped6c taCft TWSO%N=serm"asanaWfmbW lumeWdIll,ndts vrtrhtrtd cry as to ft ebserwe of eras.the ewlecomm arra"ratew"of the rmft or sully far a sped mucam •you must lake d neamsery and magma*steps 10 pevwu or oft damage meed by the Sotbears. in w t ft.yen must WWP 8x the o of progranm erd data and,tt ,�Y cut the trpd�es of the So>lsraTe adared by M on a rmgldpr tress.tf Yat do nW use no ALUUpd6te f me ton of the foil"M�=nwrst ensure than You sre twang Bre uererd and Oas up-t Oft vs SW of Vw SatNe In eaoh me &I ad et8(ara)uWa the Mtlgi vM trot bet W eaeagtraraea.gum asft rely of kwor dwBa POW&►a.ertdng film a bread+of duty by ym kwdates+rtmum m"ad"*wbga-R"wome ashsicar0 ' P!�ffiAns�ste) 148AG.R.4�ta4rs� ►ae�sa �, a�aase�+ Pr q A11-1- 41-1K �4X YkZx. 93 Y, its. .2� Z .�'oo� IPC = �S-�r.� �• 9�� _ -��® �� e IMES Evaluation Report ESR-1465* Reissued October 1, 2011 This report is subject to renewal in two years. www.icc-es.ora 1 (800)423-6587 1 (562)699-0543 A Subsidiary of the International Code Council® DIVISION:06 00 00—WOOD,PLASTICS AND 3.2 GTU Girder Truss Hanger: COMPOSITES The GTU Girder Truss Hanger is designed to support a Section:06 05 23—Wood,Plastic,and Composite girder truss from another girder truss. The girder truss Fastenings hanger is fabricated from No. 7 gage hot-rolled steel plate REPORT HOLDER: and is prepunched for 10d common nails and 3/a-inch- diameter(19 mm) bolts. The seat is factory-welded to the D STEEL PRODUCTS COMPANY supporting base with 3/1&-inch (4.8 mm) fillet welds. See UNITE 14305 D STEEL DRIVE,SUITE 200 Figure 2 and Table 3 for product dimensions, fastener BURNSVILLE,MINNESOTA 55306 schedule,allowable loads,and a typical installation detail. (952)898-8772 3.3 BN Breakfast Nook Hanger: www.usRconnectom.com The BN Breakfast Nook Hanger is designed to connect infoAusaconnectors.com four sets of mono-trusses or other wood-framing members in the traditional "breakfast nook" configuration. The BN EVALUATION SUBJECT: series connector is cold-formed from No. 14 gage steel and prepunched for 10d common nails into the header and USP STRUCTURAL CONNECTORS 10d by 11/2-inch nails into the joist. The connector joints are factory-welded with '/e-inch (3.2 mm) fillet welds. See 1.0 EVALUATION SCOPE Figure 3 and Table 4 for product dimensions, fastener Compliance with the following codes: schedule,allowable loads,and typical installation details. * 2012,2009 and 20061ntemational Building Code®(IBC) 3.4 HGA Hurricane Gusset Angle: ® The HGA10 connector is designed to connect wood- * 2012, 2009 and 2006 International Residential Code framing members together. The connectors are cold- (IRC) formed from No. 14 gage steel and prepunched for Property evaluated: installation with United Steel Products WS3 or WS15 wood Structural screws, which are supplied with the device. See Figure 4 and Table 5 for product dimensions, fastener schedule, 2.0 USES allowable loads,and typical installation details. The USP structural connectors described in this report 3.5 KCCQ and KECCQ Column Caps: (see Table 1 for a complete listing)are used for connecting The KCCQ and KECCQ Column Caps are designed to wood framing members in accordance with Section connect wood beams to column posts utilizing United Steel 2304.9.3 of the IBC. They may also be used in structures Products WS3 wood screws, which are supplied with the regulated under the IRC when an engineered design is device.The column caps are fabricated from No.7 gage or submitted in accordance with IRC Section R301.1.3. No. 3 gage hot-rolled steel and are painted subsequent to fabrication. The connectors consist of a U-shaped plate, 3.0 DESCRIPTION factory-welded to two vertical straps with 3/le-inch(4.8 mm) 3.1 HJC and HTHJ Hip/Jack Connectors: fillet welds. See Figure 5 and Table 6 for product The HJC and HTHJ Hip/Jack Connectors are designed to dimensions, fastener schedule, allowable loads, and support single-ply hip and jack trusses from double-ply typical installation details. girder trusses.The hip truss is installed at 45 degrees with 3.6 JN and JNE Power Nail Hangers: respect to the jack truss. The HJC series hanger is cold- JN and JNE Joist Hangers are designed to support one- formed from No. 12 gage steel and prepunched for 16d and two-ply nominally 2-by-6 and 2-by-8 wood joists. The common nails to be installed into the supporting truss or JN joist hangers are cold-formed from No.18 gage steel girder bottom chord and 10d common nails for nailing into and have a seat depth of 15/8 inches (41 mm). The JNE the hip and jack members. The HTHJ series connector is joist hangers are cold-formed from No. 20 gage steel and cold-formed from No. 18 gage steel and prepunched for have a seat depth of 2 inches (51 mm). JN and JNE joist 10d or 16d common nails. See Figure 1 and Table 2 for hangers are not prepunched for nails. See Figure 6 and product dimensions, fastener schedule, allowable loads, Table 7 for product dimensions, required fastener and typical installation details. schedule,allowable loads,and a typical installation detail. *Revised January 2012 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied as t to any finding or other matter in this report,or as to any product covered by the report. woo Copyright 0 2012 Page 1 of 24 ESR-1465 I Most Widely Accepted and Trusted Page 2 of 24 t 3.7 LS Light Slope Hanger: 3.13 LUGT and LUGTC Girder Tledowns: The LS Light Slope Hanger has a seat that can be field- LUGT and LUGTC Girder Tiedowns are designed to adjusted to a maximum of 30 degrees from horizontal, to connect girder trusses and other framing members to the accommodate slopes up to seven units vertical in 12 units top of light-frame wood walls or posts. The LUGT and horizontal.The seat depth and width are 3 inches(76 mm) LUGTC series tiedowns are cold-formed from No. 14 gage and 18/16 inches(40 mm),respectively.The hanger is cold- steel and prepunched for 10d common nails. See Figure formed from No. 18 gage steel and is prepunched for 16d 13 and Table 14 for product dimensions, fastener common and 10d by 11/2-inch nails. See Figure 7 and schedule,allowable loads,and typical installation details. Table 8 for product dimensions, fastener schedule, 3.14 CMSTC and MSTC Strap Ties: allowable loads,and a typical installation detail. 3.8 SPT Stud-Plate Tie: The CMSTC and MSTC Strap Ties are designed to connect wood framing to resist tension forces when The SPT Stud-Plate Tie is designed to fasten single and attached to multiple 2-by members.The strap ties are cold- double plates to studs.The SPT 44 and stud-plate ties are formed from No. 16 or No. 14 gage steel and prepunched designed to accommodate connections of double or triple for 10d or 16d common nails. See Figure 14 and Table 15 studs to the plate, respectively. The stud-plate ties are for product dimensions, fastener schedule, allowable cold-formed from No. 20 gage steel.The SPT 22 and SPT toads,and a typical installation detail. 24 stud plates are prepunched to accept 10d common 3.15 FTC Floor Truss Clip: nails,and the SPT 44 and plates are prepunched to accept 16d common nails. Nails fastened to the wide face of the The FTC Floor Truss Clip is designed to transfer vertical stud must be driven at 30 degrees from the perpendicular (in-plane) loads between two floor trusses having single- on the horizontal plane. See Figure 8 and Table 9 for ply chords or double-ply chords to allow the two trusses to product dimensions, fastener schedule, allowable loads, act as a single floor girder truss. The FTC clip is cold- and a typical installation detail. formed from 18 gage steel and is prepunched for 10d common or 10d by 11/2-inch nails. See Figure 15 and 3.9 STC Scissor Truss Clip: Table 16 for product dimensions, fastener schedule, The STC Scissor Truss Clip is designed to connect a allowable loads,and typical installation details. single-ply scissor truss to nominally 2-by-4,2-by-6 or 2-by- 3.16 RT Strap Rafter Tie: 8 wall top plates.The connector is cold-formed from No. 12 gage steel and has prepunched horizontal nail slots for The RT Strap Rafter Tie is designed to connect roof rafters horizontal adjustment of the scissor truss, and prepunched and trusses to their supporting construction. All RT series flanges for installation of 10d by 11/2-inch nails into sill connectors, except the RT 10 and the RT 20, connect roof plates. See Figure 9 and Table 10 for product dimensions, rafters or trusses to the top plate. The RT 10 and RT 20 fastener schedule, allowable loads, and a typical connect the rafter or truss to both the top plate and the installation detail. vertical wall stud below. The RT connector is fabricated from No. 18 or No. 16 gage steel and is prepunched for 8d 3.10 LDSC4 and DSC4 Drag Strut Connectors: common, 8d by 11/2-inch, 10d common or 10d by 1'/2-inch The LDSC4 and DSC4 Drag Strut Connectors are nails. See Figure 16 and Table 17 for product dimensions, designed to be wooden truss chord members to the top fastener schedule, allowable loads, and typical installation plates in a wall system. The drag strut connector is details. fabricated from No. 14 gage or No. 3 gage hot-rolled steel. 3.17 Materials: The DSC4 Drag Strut is prepunched with holes for United Steel Products WS3 wood screws,which are provided with 3.17.1 Steel: The specific types of steel and corrosion the device. The LDSC4 Drag Strut is prepunched for 10d protection for each product are described in Table 18 of by 11/2-inch nails. See Figure,10 and Table 11 for product this report. Minimum steel base-metal thicknesses for the dimensions, fastener schedule, allowable loads, and a different gages are shown in the following table: typical installation detail. GAGE NO. MINIMUM BASE-METAL THICKNESS(Inch) 3.11 HHCP2 Hurricane/Seismic Anchor: 20 0.033 The HHCP2 Hurricane/Seismic Anchor is designed to 18 0.044 connect hip rafters or trusses to wail top plates, such that 16 0.055 the rafter or truss bisects the 90-degree angle between the 14 0.070 two intersecting wall planes. The hanger is cold-formed from No. 18 gage steel and is prepunched for 10d by 11/2- 12 0.099 inch nails. See Figure 11 and Table 12 for product 10 0.129 dimensions; fastener schedule, allowable loads, and a 7 0.171 typical installation detail. 3 0.240 3.12 JPF Purtin Hanger: For SI:1 inch=25.4 mm. The JPF Purlin Hanger is designed to support nominally 3.17.2 Wood:Wood members must be sawn lumber or 2-by lumber.The connector is provided with constant width structural glued laminated timber with a minimum specific and different heights and consists of °U° shaped straps gravity of 0.50, or approved structural engineered lumber with bent top flanges. The puriin hanger is cold-formed (structural composite lumber, alternative strand lumber, or from No.20 gage steel and is prepunched for 10d common prefabricated wood 1-joists) with a minimum equivalent nails. The joist nails must be driven at an angle from 30 to specific gravity of 0.50, unless otherwise noted in the 45 degrees horizontally through the joist into the header applicable table within this report. Wood members must such that the joist is toe-nailed to the header. See Figure have a moisture content not exceeding 19 percent 12 and Table 13 for product dimensions, fastener (16 percent for structural engineered lumber), except as schedule,allowable loads,and typical installation details. noted in Section 4.1. For connectors installed with nails or ESR-1465 I Most Widely Accepted and Trusted Page 3 of 24 t WS series wood screws, the thickness of each wood durations other than those specified. Tabulated allowable member must be sufficient such that the specified loads are for connections in wood seasoned to a maximum fasteners do not protrude through the opposite side of the moisture content of 19 percent(16 percent for engineered member,unless otherwise permitted in the applicable table wood products) or less, used under continuously dry within this report. Wood members that are structural conditions and where sustained temperatures are limited to engineered lumber must be recognized in, and used in 100°F (37.8°C) or less. When connectors are installed in accordance with,a current ICC-ES evaluation report.Refer wood having a moisture content greater than 19 percent to Section 3.17.7 for issues related to treated wood. (16 percent for engineered wood products), or where the 3.17.3 Fasteners: Required fastener types and sizes for in-service moisture content is expected to exceed this use with the USP structural connectors described in this value, the applicable wet service factor, CM, must be report are specified in this section and in Tables 4 through appthe lapplicable weied. Unless ts service factorerwise noted! Cm, is as specifiedn the tables of this rm 17. the NDS for lateral loading of dowel-type fasteners. When 3.17.4 Bolts:At a minimum,bolts must comply with ASTM connectors are installed in wood that will experience A 36 or ASTM A 307, and must have a minimum bending sustained exposure to temperatures exceeding 100°F yield strength of 45,000 Ibf/in2 (310 MPa). Bolt diameters (37.8°C),the allowable loads in this evaluation report must must be as specified in the applicable tables of this report. be adjusted by the temperature factor, Ct, specified in 3.17.5 WS Series Wood Screws: The WS series wood Section 10.3.4 of the NDS. The group action factor, CA, screws used with the HGA, KCCQ, KECCQ and DSC has been accounted for, in accordance with Section 10.3.6 connectors must be United Steel Products WS3 and WS15 of the NDS, in the tabulated allowable toads, where wood screws, as described in ESR-2761. The appropriate applicable. For connectors installed with bolts, minimum size of WS series wood screw must be used, as indicated edge distances and end distances within the wood in the applicable tables of this report. members must be met, such that the geometry factor, C,, is 1.0, in accordance with NDS Section 11.5.1. Connected 3.17.6 Nails: Nails used for connectors described in this wood members must be checked for load-carrying capacity report must comply with material requirements, physical at the connection in accordance with NDS Section 10.1.2. properties, tolerances, workmanship, protective coating 4.2 Installation: and finishes, and packaging and package marking requirements specified in ASTM F 1667; and must have Installation of the connectors must be in accordance with lengths, diameters and bending .yield strengths, Fyb, as this evaluation report and the manufacturer's published shown in the following table: installation instructions. Bolts must be installed in accordance with NDS Section 11.1.2. WS series wood FASTENER FASTENER SHANK MINIMUM screws must be installed in accordance with ESR-2761. DESIGNATION LENGTH DIAMETER REQUIRED (inches) (inch) F,b(Ibf/In) 4.3 Special Inspection: P-nail' 1.375 0.105 100000 4.3.1 IBC: Periodic special inspection is required for 8d x 1'/2 1.5 0.131 100000 installation of connectors described in this report that are 8d common 2.5 0.131 100000 designated as components of the seismic-force-resisting 1 O common 3.0 j 0.148 j 90000 system for structures in Seismic Design Categories C, D,E or F in accordance with IBC Section 1707.3 or 1707.4,with 10d x 02 1.5 0.148 90000 the exception of those structures that qualify under the 16d common 3.5 0.162 90000 Exceptions to Section 1704.1. For SI:1 Inch=25.4 mm,1 psi=6.89 kPa. 4.3.2 IRC: Special Inspections are not required for 'The fastener designation "P-nail" refers to pneumatically driven connectors used in structures regulated under the IRC. nails described In ESR-1539.The fastener must have a minimum 5.0 CONDITIONS OF USE diameter, length, and bending yield strength as specified in this table. The USP Structural Connectors described in this report 3.17.7 Use In Treated Wood: Connectors and fasteners comply with, or are suitable alternatives to what is used in contact with preservative-treated or fire-retardant- specified in,those codes listed in Section 1.0 of this report, treated wood must comply with IBC Section 2304.9.5 or subject to the following conditions: IRC Section R319.3. The lumber treater or the holder of 5.1 The connectors must be manufactured, identified and this report (United Steel Products Company), or both, installed in accordance with this report and the should be contacted for recommendations on the manufacturer's published installation instructions. A appropriate level of corrosion resistance for the connectors copy of the manufacturer's published installation and fasteners as well as the connection capacities of the instructions must be available at the jobsite at all fasteners used with the specific proprietary preservative- times during installation. In the event of a conflict treated or fire-retardant-treated lumber. between this report and the manufacturer's published 4.0 DESIGN AND-INSTALLATION installation instructions,this report governs. 4.1 Design: 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations The allowable load capacities in Tables 4 through 17 are must be prepared by a registered design professional based on allowable stress design.The use of the allowable where required by the statutes of the jurisdiction in load values for the products listed in Table 1 of this report which the project is to be constructed. must comply with all applicable requirements and 5.3 Connected wood members and fasteners must conditions specified in this report. Tabulated allowable comply with Sections 3.17.2 and 3.17.3, respectively. loads are for normal duration and/or short duration, based on load duration factors, Co, in accordance with Section 5.4 Adjustment factors, noted in Section 4.1 of this report 10.3.2 of the NDS, as indicated in Tables 4 through 17 of and the applicable codes, must be considered where this report. No further increases are permitted for load applicable. ESR-1465 1 Most Widely Accepted and Trusted Page 4 of 24 '5.5 Use of connectors and fasteners with preservative- 7.0 IDENTIFICATION treated or fire-retardant-treated lumber must be in Each connector described in this report is identified by the accordance with Section 3.17.7. product model (stock) number, the number of the ICC-ES 5.6 Connectors identified in Table 1 as being index evaluation report for United Steel Products Company manufactured under a quality control program with (ESR-2685), and by one or more of the following third-party inspections are manufactured at the designations: USP, or United Steel Products Company. designated facilities under a quality control program Labels on connectors identified in Table 1 as being with inspections by PFS Corporation(AA-652). manufactured under a quality control program with third- 6.0 EVIDENCE SUBMITTED party inspections also bear the name of the third-party inspection agency(PFS Corporation). Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2010(editorially revised December 2011). TABLE 7—CROSS-REFERENCE OF PRODUCT NAMES WITH APPLICABLE REPORT SECTIONS,TABLES AND FIGURES PRODUCT NAME REPORT TABLE NO. FIGURE NO. SECTION BN Breakfast Nook Hanger3.3 4 3 CMSTC Strap Tie 3.14 15 14 DSC4 Drag Strut Connector 3.10 11 10 FTC Floor Truss Clip 3.15 16 15 GTU Girder Truss Hanger' 3.2 3 2 HGA Hurricane Gusset Angle 3.4 5 4 HHCP2 Hurricane/Seismic Anchor 3.11 12 11 HJC Hip/Jack Connector 3.1 2 1 HTHJ Hip/Jack Connector 3.1 2 1 JN Power Nail Hanger 3.6 7 6 JNE Power Nail Hanger 3.6 7 6 JPF Puriin Hanger 3.12 13 12 KCCQ Column Cap' 3.5 6 5 KECCQ Column Cap' 3.5 6 5 LDSC4 Drag Strut Connector 3.10 11 10 LS Light Slope Hanger 3.7 8 7 LUGT Girder Tiedown 3.13 14 13 LUGTC Girder Tiedown 3.13 14 13 MSTC Strap Tie 3.14 15 14 RT Strap Rafter Tie 3.16 17 17 SPT Stud-Plate Tie 3.8 9 8 STC Scissor Truss Clip 3.9 10 8 'Products are manufactured at the USP manufacturing facilities in Largo, FL; Livermore, CA; and Montgomery, MN under a quality control program with third party inspections by PFS Corporation (AA-652). TABLE 2—HJC AND HTHJ HIP/JACK CONNECTOR ALLOWABLE LOADS 1,2.3 _ m y DIMENSIONS In FASTENER SCHEDULE ALLOWABLE LOADS(lbs) S A STOCK STEEL Carrying Truss Carried Trusses Uplifts �+ NO. GAGE '--— Download' W H D Jack7 Hip Total oty T E716d ype - Jack pe _ C1p1.0' Ctp1.15 01.25 Cp=1.6 Co=1.6 C�1.6HTHJ26-18 18 5�/s 5F3'/4 16 16d Common 5 ommon 2190 2520 2740 1045 745 1790HJC26 12 6 53/8 16 16d Common 7 ommon 2385 2740 2980 — — 1840 a HJC28 12 6 7'/s 20 16d Common 8 6 10d Common 2980 3425 3505 — — 1840 For SI:1 inch=25.4 mm,1 Ib.=4.45 N. n 'Allowable loads have been adjusted for load duration factors,Co,as shown,in ac cordance.with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. a ZSee Section 3.17.3 for required fastener dimensions and mechanical properties. 3Aliowable loads shown are for installations in wood members complying with Section 3.17.2.Wood members must also have a reference compression perpendicular to grain design value,FI,of y 625 psi(4.31 MPa)or greater. in ¢Allowable downloads are the total allowable download for the hip and jack trusses combined,and assume that 75%of the total load is distributed to the hip truss and 25%Is distributed to the Q ,hack truss. Allowable uplift loads on-the HJC26 and HJC28 are the total allowable uplift loads for the hip and jack trusses combined,and assume that 75%of the total load is distributed to the hip truss and 25%is distributed to the jack truss. a BMW y iii 6938 �� ,_.,9W N•tea :.Fe'' qh'!w H � -•-,.. "'+.�� . �,�X` _ l � �� as #AJC WIWI TWaid HJC/HTHJ Ina,+t��lo�t FIGURE 1—HJC AND HTHJ HIP JACK CONNECTOR 'G m Ch 0 A TABLE 3—GTU GIRDER TRUSS HANGER ALLOWABLE LOADS"23 _ m to F F S. 4UM 4 soft _. NO CAGE A FW2 t t tea 4 I' T 'f Pv The ft 7"Foy! Ti m� O e-E Qv roe Qty Two CO-1-0 CD-1.15 C&1-0 C.a=1-0 011.15 0125 "A "Ar GgUM40 ry 7 :*4 5% 22°12 6 2 x 6 5 31, 2 /4 8 10d cm Esq GM tib fim 6= M tib n 7 GTLRM �'!� 5'!Z �'!Z 2x8 6 'f� 2 4 8 1Ud 8435 970D 105C 9270 1MM 10M 1= IMM GTU104 7 7 8W/2 6 2 x t0 6 3f4 2 sd 8 90d SWO 9910 110660 9M5 1 XIM 1n For SI:1 inch=25.4 mm,1 ibf=4.45 N. ^► Q 'Allowable loads have been adjusted for load duration factors,CD,as shown,In accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. a See Section 3.17.3 for required fastener dimensions and mechanical properties. 'Allowable loads shown are for installations in wood members complying with Section 3.17.2. y 4The Carrying Member is defined as the vertically aligned lumber web member of a minimum two-ply plated-wood truss."Two Ply"denotes a minimum carrying member thickness of a 3 inches(76.2 mm)along the bolt axis."Three Ply"denotes a minimum carrying member thickness of 4.5 inches(114 mm)along the bolt axis.The bottom chord of the carrying truss must not be larger than a nominal 2 x 8,in order to achieve the required end distances for bolts into the carrying member. 5The Carried Member must be constructed such that the two bolts pass through a vertically-oriented web member,with a minimum 11/2 inch(38 mm)edge distance and 51/4 inch (133 mm)end distance. W •i� - .� ' 0TU10Typical GTU GTU40 %*5Teirnilar) In 11S 'o FIGURE 2—GTU GIRDER TRUSS.HANGER y m w 0 -w ESR-1465 I Most Widely Accepted and Trusted Page 7 of 24 J TABLE 4—BN BREAKFAST NOOK HANGER ALLOWABLE LOADS 1.2.3.4 DMENSOMS 11 FASTE14M SCHEME ALLOWMILE LOADS ij'lls.)s STOCK STEEL Headef dolt Download UPIM7 NO. GAGE H L t4ty rAlle MYs TIAP Cel-0 CD-LIS CdM25 CD-1.6 14 6% 10 2D 10d Camnan 8 1O x 1'12735 2975 60 14 7'Ja 10 M I 10d CMMM, 10d x 1112 2380 2735 2N5 , 645 For SI:1 inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads have been adjusted for load duration factors,CM as shown,In accordance with the NDS.The allowable loads do not apply to toads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and Installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations in wood members complying with Section 3.17.2. 4The BN hanger supports four members simultaneously.Each supported member must be 1.5 inches(38 mm)wide. $Two nails must be installed in each of four members for a total of eight nails. eAllowable loads must be distributed equally(within 10%)among the four supported members. Maximum uplift on any member must not exceed 175 pounds,and the sum of all four members must not exceed the tabulated load shown. Field adjustable . nailirk3 t ate . s —..,1 with elottod � Ay farming holes for elarrG nailing H 3 ,1qY ' Y BILI Nal line R 45- ust to F r g 221124 mono crussm 5N Typical 13N Standard Configuron Ini;atallation (tom view) FIGURE 3—SN BREAKFAST NOOK HANGER ESR4466 I Most Widely Accepted and Trusted Page 8 of 24 TABLE 5—HGA HURRICANE GUSSET ANGLE ALLOWABLE LOADS 1,2 DONEMCNS(M) FASTENER SCHEDME S AUMWAME LOADS{t6s) STOIC STEEL Pim .Ra111911TRISS F9 F24 Fa UPM NO. t,'N4t3E W H O Y rfim QtY rAwG®=9.i C®�9.6 CQ�1.6 fiflg8.6 10 14 3112 3 2 4 VM 4 WS15 1320 1556 835 1285 1 For SI:1 inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads have been adjusted for a load duration factor,Co,of 1.6,corresponding to a ten minute load duration(i.e.,wind or earthquake loading),In accordance with the NDS.The allowable toads do not apply to loads of other durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2Allowable loads shown are for Installations in wood members complying with Section 3.17.2. 3See Section 3.17.3 for required fastener dimensions and mechanical properties. °Allowable loads in the F2 direction are based on a reference compression perpendicular to grain design value,F,„of 565 psi(3.90 MPa)or greater. WLNUM9 lam a 4—to FIT— rw,g4a'Sa�PkrE - F1 "'42 �. HCPA10 TyplaW HOA10 InstalWon FIGURE 4—HGA HURRICANE GUSSET ANGLE TABLE 6-KCCQ AND KECCQ COLUMN CAP ALLOWABLE LOADS 1,2,3 WOOD MEMBERS DIMENSIONS(Inches) NO.OF USP WS3 ALLOWABLE LOADS(lbs.) W L WOOD SCREWS Download" Upltit' STOCK NO. Beam Post Steel Width SW Gage W' Wz H C6=1.0 C0=1.69 ---- _ KCCQ KECCQ- -Beam- Post _ KCCQ KECCQ KCCQ KECCQ KCC0325-4 31/8 31/2 7 31/4 38/8 6'/2 11 71/2 16 14 21,485 14,650 7,390 7,105 vim, KCCQ325-6 3'/a 51/2 7 3'14 5'/2 02 11 7112 16 14 21,485 14,650 7,390 7,105 n, KCCQ44 31/2 31/2 7 38/8 38/e 61/2 11 8'/2 16 14 24,065 16,965 7,390 7,105 KCCQ45 31/2 51/2 7 38/8 5'/2 6'/2 11 7112 16 14 24,065 16,405 7,390 7,105 KCCQ46 3112 51/2 7 3818 5'12 61/2 11 812 16 14 24,065 18,595 7,390 7,105 a KCCQ47 31/2 7 7 38/8 7'/a 61/2 11 91/2 16 14 24,065 20,780 7,390 7,105 Q 3 KCCQ47X 31/2 7 3 3% 71/8 8 13 91/2 16 14 28,440 20,780 7,390 7,105 Q KCCQ48 31/2 7112 7 38/8 7112 61/2 11 81/2 16 14 24,065 18,595 7,390 7,105 KCCQ525-4 5'/e 31/2 3 51/4 38/8 8 13 9112 16 14 41,640 22,330 7,390 7,105 y' m Q KCCQ525-6 5'/8 51/2 3 51/4 51/2 8 13 91/2 16 14 41,640 27,300 7,390 7,105 KCCQ525-8 51/e 71/2 3 51/4 71/2 8 13 91/2 16 114 41,640 30,430 7,390 7,105 KCCQ57 51/4 7 7 53/8 7'/8 02 11 91/2 16 14 36,905 31,170 7,390 7,105 KCCO57X 51/4 7 3 53/8 71/8 8 13 91/2 16 14 42,655 31,170 7,390 7,105 KCCQ64 5'/2 31/2 7 51/2 38/8 61/2 11 81/2 16 14 37,815 23,535 7,390 7,105 KCCQ 66 51/2 51/2 7 51/2 51/2 61/2 11 8112 1 16 14 37,815 28,910 7,390 7,105 KCCQ67X 51/2 7 7 51/2 7'/a 61/2 11 81/2 16 14 37,815 29,220 7,390 7,105 KCCQ68 51/2 71/2 7 51/2 71/2 6112 11 81/2 16 14 37,815 29,220 7,390 7,105 KCCQ71-4 7 3112 3 7'/9 38/a 61/2 11 81/2 16 14 48,125 28,240 7,390 7,105 KCCQ71-6 7 51/2 3 71/a 51/2 6112 11 81/2 16 14 48,125 35,285 7,390 7,105 KCCQ71-71 7 7 3 7'/a 7'/a 61/2 11 8'/2 16 14 48,125 37,190 1 7,390 7,105 KCCQ71-8 7 7'/2 3 7'/8 71/2 61/2 11 8'/2 16 14 48,125 37,190 7,390 7,105 KCCQ74 63/4 3'/2 3 6'/e 3% 6'/2 11 8112 16 14 46,405 27,465 7,390 7,105 KCCQ76 63/4 61/2 3 6'/a 51/2 6'/2 11 81/2 16 14 46,405 35,860 7,390 7,105 KCCQ77 63/4 63/4 3 6'/8 67/e 61/2 11 81/2 16 14 46,405 35,860 7,390 7,105 KCCQ78 6314 71/2 3 67/8 7112 6'/2 11 81/2 16 14 46,405 35,860 7,390 7,105 KCCO84 71/2 31/2 7 7'/2 38/a 61/2 11 81/2 16 14 51,565 29,785 7,390 7,105 KCCQ86 71/2 51/2 7 7'/2 5'/2 61/2 11 8'/2 16 14 51,565 37,390 7,390 7,105 KCCQ88 7'/2 3'/2 7 7'/2 7'/2 6'/2 11 8112 16 14 51,565 39,845 7,390 7,105 KCCQ94 83/4 31/2 7 8'/a 38/a 61/2 11 8'/2 16 14 60,155 33,595 7,390 7,105 m KCCQ96 83/4 51/2 7 8'/8 51/2 61/2 11 81/2 16 14 60,155 42,630 7,390 7,105 2. KCCO98 83/4 71/2 7 8'/8 7'/2 61/2 11 81/2 16 14 60,155 46,485 7,390 7,105 KCCO106 9112 5112 7 9112 51/2 6112 11 8'/2 16 14 65,315 45,760 7,390 7,105 For Sh 1 inch=25.4 mm,1 Ibf=4.45 N. Footnotes for Table 6: _ m N 'Allowable loads have been adjusted for load duration factors,CD,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not T permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. See Section 3.17.3 for required fastener dimensions and mechanical properties. Allowable loads shown are for,installations in wood members complying with Section 3:1-7.2.Wood members must also have a reference compression perpendicular to grain design value,F,,,of 625 psi(4.31 MPa)or greater. °Values indicate the required dimension of the post in the direction parallel to the long axis of the beam. o 'Allowable downloads apply to conditions in which the underside of the beam and top of the post are in contact with the steel bearing surfaces of the column cap,and the beam Is continuous over the length L,of the column cap. 'Allowable downloads must be further reduced to account for stress limitations in the column(including axial loading and moment due to eccentricity),where such limitations govern. 'Allowable uplift loads for the KCCQ column caps do not apply to spliced beam configurations. D 2 CL ' -- L_ a H }e 2 Typical KCCQ W2 Typical KECCQ center cap end ca KCCQ Installation KECCQ InstallaVon FIGURE 6—KCCQ AND KECCQ COLUMN CAPS '0 st 0 0 ESR44M I Most Widely Accepted and Trusted page 11 Of 24 TABLE 7—JN AND JNE POWER NAIL HANGER ALLOWABLE LOADS 1,2 STOCK MIST STEEL DR4ENSMS(Im) rASTENM SCHEDULE ALLOWABLE LOADS Pb94 NO. VWDM GAGE W H D Dowidoaxil Upaft City Typo (Uy Type Cv-1.0 011.115 C6-1.25 Co;4.6 8 P-nad 6 P-rso GM STS 10 p4ma 6 P-n2d GM Go 750 676 12 Nag 6 P-nal 720 8M 9M 575 J (2)1112 18 3%, 531, 151, 14 P-ral 6 P-r 1050 575 JN2B-2 .(2)1% 18 elia 74/R 1518 16 . P-nW 6 P-n2ff 960 1105 12M 575 18 P-nal 6 P-nad 1080 1240 1350 575 20 P-nail 6 P-nad 1200 13%). 1500 675 22 PqW 6 P-na 1320 152NO 1650 575 24 P-nW 6 P-o" 1440 165-5 law 575 8 P-ned 4 P-nad 47D 545 590 340 10 P4W 4 P-W 5M 680 740 340 JN26E *2 20 lolls 04 2 12 P-rdd 4 P-nad 710 815 8% 340 JN28E 9'/2 20 IQito e14 2 U P-na 4 P 8Z %0 1M 340 JN210E 1'12 20 lolls 8'14 2 16 P-n2d 4 P-na 96 1065 11M 30 18 P-na 4 P-W 1060 12M 1330 34 A P-nM 4 P-nad 1415 1430 1 340 For SI:1 inch=25.4 mm,I Ibf=4.45 N. 'Allowable loads have been adjusted for load duration factors,Co,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and Installation requirements. ;Allowablel loads shown are for installations in wood members complying with Section 3.17.2. 'The fastener designation"P-nail"refers to pneumatically-driven nails described In ESR-1539, and must have a minimum diameter, length,and bending yield strength as specified in Section 3.17.3 of this report. 4 Fasteners: must be pneumatically driven in such a way as firmly seats the nail head against the hanger steel,without embedding the nail head through the plane of the metal surface,or otherwise punching through. The quantity of nails Installed must be equally distributed to both sides of the hanger.The nails must be located at one inch spacing in a row,with the vertical rows spaced at%'Inch(9.53 mm);also no less than$/16 Inch(7.94 mm)from a sheared edge and no less than 5/le Inch(7.94 mm)from a formed edge. 6JN and JNE hangers provide torsional resistance up to a maximum joist depth of 10 inches(254 mm),whom torsional resistance is defined as a moment not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist Is 0.125 inch(3.2 mm). M J"-E Typt"I A In boon FIGURE 6—JN AND JNE POWER NAIL HANGERS ESR-1465 I Most Widely Accepted and Trusted Page 12 of 24 TABLE 8—LS LIGHT SLOPE HANGER ALLOWABLE LOADS 1,2,3,4 DMEMSIOM(M) FAMENERS ALLOWABLE LOADS(th5) STOCK STEELHeader Jow 0ad uplift — NO, GME W H D QtY TYPO MY TWM `Cd�-Q 0 .18 COMM CD-1.6 LSM 18 101S 5912 3 7 10d x*2 7 10d x*2 785 900 980 675 7 16d CMTMW 7 11M x*2 M 1105 1170 675 ILS210 18 9°J� 7�As 3 9 10d x*2 9 1i�x 19Iz 1010 1160 9260 1035 9 16d 9 10d x 1112 1235 1370 1370 1 For SI:1 inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads have been adjusted for load duration factors,CD,as shown,In accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other toad durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 'Allowable loads shown are for installations In wood members complying with Section 3.17.2. 4Hangers may be field adjusted to a maximum of 30 degrees from horizontal,to accommodate slopes up to 7:12. 3� IF i r^',"-�� 1/tf�lr L5TyPiGal L5 i n ata I la ion FIGURE 7—LS LIGHT SLOPE HANGER ESR-1465 I Most!dely Accepted and Trusted Page 13 Of 24 TABLE 9—SPT STUD-PLATE TIE ALLOWABLE LOADS 1,$3 DIMENSIONS(in) FASTENERS 4 ALLOWABLE LOADS(Ibs)e STOCK STEEL Stud Plate Uplift F1 F2 NO. GAGE W H L Qty Type Qty Type CD=1.6 CD=1.6 Co=1.6 SPT22 20 19/,8 43/8 31/2 4 10d Common 4 10d Common 685 560 260 SPT24 20 19/,8 59/8 3'/2 6 10d Common 6 10d Common 1030 560 260 SPT44 1 20 1 39/,8 1 63/4 1 6'/2 1 6 1 16d Common 6 16d Common 1305 680 255 For SI:1 Inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads have been adjusted for a load duration factor, CD, of 1.6, corresponding to a ten minute load duration (i.e., wind or earthquake loading),in accordance with the NDS.The allowable loads do not apply to loads of other durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations In wood members complying with Section 3.17.2. 4The two nails fastened to the wide face of the stud must be driven 300 from the perpendicular on the horizontal plane. 'The allowable loads are for a single SPT device per connection.If two SPT devices are used for a single connection(with one on either side of the framing),allowable loads may be doubled. �( Pot a W S, Typical Sr I SIFT ilr� 11n FIGURE 8—SPT STUD-PLATE TIE ESR-1465 I Most Widely Accepted and Trusted Page 14 of 24 . a TABLE 10--STC SCISSOR TRUSS CLIP ALLOWABLE LOADS 1,2,3 F S SCa ALL{ A SLE LOADS Pbs) M GME (in.) Truss (FI) Uplift W4 W2 Qty TW9 Q4F TWe Cd=1.6 C'e1.6 STC 24 12 3e11e 151. 5 lad x 11 6 x 112 610 STC 25 12 5°12 Isla 5 l0d x 62 6 10d x 6 WO 610 STC 28 12 731,E Isle 5 1'0d x 62 6 1 lfld x 1712 330 610 For SI:1 inch=25.4 mm,1 Ibf=4.45 N. 'Allowable toads have been adjusted for a load duration factor,CD,of 1.6,corresponding to a ten minute toad duration(i.e.,wind or earthquake loading),in accordance with the NDS.The allowable loads do not apply to loads of other durations.See Sections 4.1 and 4.2 for additional design and Installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. AAllowable loads shown are for installations In wood members complying with Section 3.17.2. °The truss set into the STC connector must be laterally supported to prevent rotation in the device. 1114?v rlotea F F1 !gp': �Y Typical- 5X 1mrs llation FIGURE 8—STC SCISSOR TRUSS CLIP ESR-1465 I Most Widely Accepted and Trusted Page 15 of 24 TABLE 11-0SC AND LDSC DRAG STRUT ALLOWABLE LOADS 1,5,3 DMISISIONS FASTENM SCHEMPLE AL. OWABLE LOADS Pbs) STOCK STEEL Truss Top FI Tension Compiression 1O. GAGE W L QV Twe OLY 7VW Cd-1.6 Cd-1.6 LIQ 14 2 10% 9 1011 x*2 9 10d x 1'12 1640 1640 R 3 3% 21 16 WS3 16 WS3 4945 77 For SI:1 Inch=25.4 mm,1 Ibf=4.45 N. 'Allowable toads have been adjusted for a load duration factor,CD,of 1.6,corresponding to a ten minute load duration(i.e.,wind or earthquake loading),in accordance with the NDS.The allowable loads do not apply to loads of other durations.See Sections 4.1 and 4.2 for additional design and Installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations In wood members complying with Section 3.17.2. covmss" 5" �fe `tndr E $ t e rIII.,Yr PSM Tyr ictal D5C4R f LDSC4 right shown LDSM left shmn Installation FIGURE 10—OSC DRAG STRUT ESR-1465 I Most Widely Accepted and Trusted Page 16 of 24 TABLE 12—HHCP HURRICANEISEISMIC ANCHOR ALLOWABLE LOADS 1,2,3 D (kL) IFASAU- ST= 7PAW SIM_ L ThasOffir Plow PON 0 W H B A �� CRY TWO Y NX Q4-6 cu=1,ei i'f2 18 1% EPIS 1/4 3 1 10 10d x 1%, 10 1 10d x 1'f2 1 3M For SI:1 Inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads have been adjusted for a load duration factor,Co,of 1.6,corresponding to a ten minute load duration(i.e.,wind or earthquake loading),in accordance with the NDS.The allowable loads do not apply to loads of other durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 3Allowable toads shown are for Installations in wood members complying with Section 3.17.2. Uplift. VflF 1"1 H C 22 Typt ca! Ht1CP2 trussirafter to double plate corner m5UHation FIGURE 11—HHCP HURRICANEISEISMIC ANCHOR TABLE 13—JPF PURLIN HANGER ALLOWABLE LOADS''3 CA DMW40MS(IM) STOCK STEEL ifteftsaws ( — �► PO . H -O TF SIZE 3 TW F=9 TM Mf rVe C&1.0 C.M.15 td=1.0 QM-6 2 0 101 COMM 2 ICU CORMM 1070 1070 1070 315 JPF26 20 -191to ._ 2?Ja 02 1'J16 2 x 4 a 2 2 1dk3 CZffnMM 2 10i COMMM 1275 1275 1275 470 2 0 10d CaMM 2 10d Cominim 1070 1070 1 1070 315 a JPF26 20 1246 �Ja 1�d� 1'J'® 2 x 6 2 2 1 10d CMnMM 1 2 10d Canrrm 1275 1 1275 1 1275 470 a For SI:1 inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads have been adjusted for load duration factors,Co, as shown, In accordance with the NDS.The allowable loads do not apply to loads of other durations, and are not a ?ermitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. See Section 3.17.3 for required fastener dimensions and mechanical properties. 'Allowable loads shown are for installations in wood members complying with Section 3.17.2.Wood members must also have a reference compression perpendicular to grain design value, p F,„of 625 psi(4.31 MPa)or greater. 4JPF hangers provide torsional resistance,where torsional resistance is defined as a moment not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). BJoist nails must be driven horizontally into the joist at an angle of 30-to 45-degrees from normal,such that they penetrate through the joist,and Into the header. TF W - D . ' T*Gsl JPF Typical OF JPF in Nation 08444-08-10 installation FIGURE 12—JPF PURLIN HANGER .0 m m a V O -w TABLE 14--LUGT AND LUGTC GIRDER TIEDOWN ALLOWABLE LOADS',2 3 - m cc X D111110111ENSIONS(inches) FASTMMt SCHEDULE ALLOWABLE LOADS{lb&} a STOCK F� Fa STEEL j' � Film fT'russ UPUR _._._ CAM _.-W_._ H __A.. _.... 6- MY NorgeMY MY Mid17We Cd1.8 .8 Cd-1.S LLJGT2 3 14 39/4 Tele 1912 3'14 2 10d CMYR= 14 IDdComm 16 10d0mmm 1M5 40 MIM t1�TC� 3 14 ^8 1413/ 11/2 e14 2 10d 1A 10d 16 1th! 575 — 226Da For SI:1 inch=25.4 mm,1 Ibf=4.45 N. `n 'Allowable loads have been adjusted for a load duration factor,CD,of 1.6,corresponding to a ten minute load duration(i.e.,wind or earthquake loading),in accordance with the NDS.The allowable loads do not apply to loads of other durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. a 3Allowable loads shown are for installations in wood members complying with Section 3.17.2. 3 4 uprift m nVW � A 4: F2 Typical LUte` Typical LUGTG2 good instaliaii-CM Inst flat on FIGURE 13—LUGT AND LUGTC GIRDER TIEDOWNS V 0 ao ESR-1466 I Most Widely Accepted and Trusted Page 19 of 24 c , TABLE 15—MSTC AND CMSTC STRAP TIE ALLOWABLE LOADS'''' DIMENSIONS(In.) FASTENERS ALLOWABLE STEEL TENSION LOADS STOCK NO. GAGE W L Minimum Nails Type (lbs) Per End Cp=1,6 MSTC28 16 3 281/4 18 10d Common 3455 16 3 281/4 17 16d Common 3860 MSTC40 16 3 401/4 26 10d Common 4715 16 3 401/4 23 16d Common 4715 MSTC52 16 3 521/4 30 10d Common 4715 16 3 52'/4 26 16d Common 4715 MSTC66 14 3 653/4 36 10d Common 6015 14 3 653/4 31 16d Common 6015 143 773/4 38 10d Common 6015 • MSTC78 14 3 773/4 33 16d Common 6015 CMSTC164 16 3 — 30 10d Common 4715 16 3 — 25 16d Common 4715 For SI:1 Inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads have been adjusted for a load duration factor, Co, of 1.6, corresponding to a ten minute load duration (i.e., wind or earthquake loading), In accordance with the NDS. The allowable loads do not apply to loads of other durations. See Sections 4.1 and 4.2 for additional design and Installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 'Allowable loads shown are for installations in wood members complying with Section 3.17.2. 4Length of CMSTC16 is approximately 54 feet. The CMSTC16 strap tie may be cut to length as necessary for the application,provided the minimum nailing requirements at each end are met. ..........y...........,, 3 3' f.r E -- �-- ..... ........g........... ,f .1 1 .................... ...........M91M 77 a< ____...._.... ......__ ____...----.............................................. FIGURE 14—MSTC AND CMSTC STRAP TIE ESR-1465 1 Most Widely Accepted and Trusted Page 20 of 24 t TABLE 16—FTC FLOOR TRUSS CLIP ALLOWABLE LOADS"2'"'S'" STOCK WOOD STEEL DIMENSIONS(in.) FASTENERS ALLOWAMEMBER LOADS BLE NO. DESCRIPTION GAGE W, W2 H Qty Type CD=1.0 FTC1 1 ply 4 x 2 18 31/2 31/18 1'/2 10 10d Common 865 FTC1 F 1 ply 4 x 2 18 3'/,e — 43/8 10 10d Common 865 FTC2 2 ply 4 x 2 18 31/2 31/,e 3 10 10d Common 865 FTC2F 2 ply 4 x 2 18 3'/,e — 43/8 10 10d Common 865 FTC32 1 ply 3 x 2 187 2'/,e 1 2'/2 1 11/2 10 10d x 11/2 680 For SI:1 inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads have been adjusted for load duration factors,Co,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations in wood members complying with Section 3.17.2. °The FTC1, FTC1 F,and FTC32 are intended for use with single ply chord floor truss systems;and the FTC2, and FTC2F are intended for double ply chord floor truss systems. BThe FTC clips must be installed in pairs,or multiples of two, on either side of,and within twelve inches of a concentrated load. 6To transfer uniform loads,the FTC clip should be installed in regular intervals along the length of the truss,and located at panel points. 'The FTC clip should be installed on the top chord of the truss, and, if necessary, along the bottom chord in addition. eTabulated allowable loads apply only to vertical (in-plane) loads transferred from one truss chord to an adjacent truss chord. 43V a 2�d18 43C $4 3fnv D,.. �l Its"FTC FTG1F Il" 3 uf' `s ai FTS In�tlatlort Typiml FTC2F tlnOU11a0orl FIGURE 15—FTC FLOOR TRUSS CLIP • ESR-1465 I Most Widely Accepted and Trusted Page 21 of 24 1 t TABLE 17—RT STRAP RAFTER TIE ALLOWABLE LOADS 1,2,3 FASTENER SCHEDULE ALLOWABLE STOCK STEEL Rafter/Truss Plate Stud LOAD LOADS(Ibs) NO. GAGE DIRECTION Qty Type Qty Type Qty Type Co=1.6 8d Common 8d Common Uplift 610 RT3A 18 4 -or- 4 -or- — — Perp(F1) 190 8d x 11/2 8d x 11/2 ❑ Parallel(F2) 190 8d Common 8d Common Uplift 410 RT4 18 4 -or- 4 -or- — — Perp(F1) 215 8d x 11/2 8d x 02 Parallel(F2) 215 8d Common 8d Common Uplift 540 RT5 18 4 -or- 4 -or- — — Perp(F1) 265 8d x 1'/2 8d x 02 Parallel(F2) 265 Uplift 665 RT6 18 8 10d x 1'/2 6 10d x 11/2 — — Perp(F1) 800 Parallel(F2) 800 Uplift 585 RT7 18 5 8d Common 5 8d Common — — Perp(F1) 195 Parallel(F2) 195 8d Common 8d Common Uplift 670 RT7A 18 5 -or- 5 -or- — — Perp(F1) 210 8d x 1'/2 8d x 02 Parallel(F2) 210 10d Common 10d Common Uplift 775 RTBA 18 5 -or- 5 -or- — — Perp(F1) 215 10d x 02 10d x 02 Parallel(F2) 215 Uplift 585 RT10 18 6 8d Common 8 8d Common 6 8d Common Perp(F1) 195 Parallel(F2) 195 Uplift 530 RT15 18 5 8d x 11/2 5 8d Common — — Perp(F1) 500 Parallel(F2) 340 10d Common Uplift 1380 RT16A 18 9 10d x 02 8 -or- — — Perp(F1) 800 10d x 11/2 Parallel(F2) 645 8d Common 8d Common Uplift 1160 RT16-2 18 8 -or- 8 -or- — — Perp(F1) 655 8d x 02 8d x 02 Parallel(F2) 415 Uplift 1200 RT 20 16 9 10d x 02 4 10d Common 9 10d x 02 Perp(F1) — Parallel(F2) For SI:1 Inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads have been adjusted for a load duration factor, Co,of 1.6,corresponding to a ten minute load duration (i.e., wind or earthquake loading), In accordance with the NDS. The allowable loads do not apply to loads of other durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 3Altowable toads shown are for installations in wood members complying with Section 3.17.2. ESR-1465 I Most Widely Accepted and Trusted Page 22 of 24 1 191 1r � " ar TypiGal KT3A � Typical RT4 tmswmfter20 truss/rafter RT3A to plaU in cation RT4 to plats inoulwon 11P r _ k yr T M 5 91liF" T lGal RTO *1e truss/rafter rafter �, truowmfter to 40ume RTO to double RTO ptate installation plate installation � A : -J r. l Ni ji4r� #. 312"1 F2 ,. Typlcal RWA � � �' Typical R17 double plates � truestrafter RTA installation RT7 to double ptaU installation FIGURE 16—RT STRAP RAFTER TIE ESR-1465 1 Most Widely Accepted and Trusted Page 23 of 24 19/16" 1 114. t 415/1 31/16 Ak 7131•. �; � t... 3 „ Typical RT10 'l } Typlcal RT15A 10 14 truss/rafter to 11/4 stud to double double plate to RT5A plate installation RT10 stud installation 31/2' 2318" b p ` '��A}�'a�,.. • SSP s �`` ,� 51,4„ Typlcal RT15 'a ° r v yp truss/rafter to ` ; T ical RT16A o double plate truss/rafter to double RT15 Installation RT16A plate installation 21W' 31/5 6112.. � r' \�. 114- I ✓sA 'tiai' '�C it 21118 -�. ..� a Typical RT16-2 I Typical RT20 truss/rafter to double truss/rafter to double RT16.2 plate installation RT20 ate to stud installation FIGURE 16—RT STRAP RAFTER TIE(Continued) ESR-1465 I Most Widely Accepted and Trusted Page 24 of 24 ! 0 TABLE 18—STEEL TYPE,STRENGTH AND CORROSION RESISTANCE PRODUCT STEEL COATING BN Breakfast Nook Hanger ASTM A 1011,SS designation,Grade 33 Painted CMSTC Strap Tie ASTM 653,SS designation,Grade 50,Class 1 G90' DSC4 Drag Strut Connector ASTM A 36 Painted FTC Floor Truss Clip ASTM A 653,SS designation,Grade 33 G90' GTU Girder Truss Hanger ASTM A 1011,SS designation,Grade 33 Painted HGA Hurricane Gusset Angle ASTM A 653,SS designation,Grade 33 G90' HHCP2 Hurricane/Seismic Anchor ASTM A 653,SS designation,Grade 33 G90%G185' HJC Hip/Jack Connector ASTM A 653,SS designation,Grade 33 G90' HTHJ Hip/Jack Connector ASTM A 653,SS designation,Grade 33 G90',G185' JN Power Nail Hanger ASTM A 653,SS designation,Grade 33 G90' JNE Power Nail Hanger ASTM A 653,SS designation,Grade 33 G90' JPF Purlin Hanger ASTM A 653,SS designation,Grade 33 G90' No.3 Gage Material:ASTM A36 KCCQ/KECCQ Column Cap Painted No.7 Gage Material:ASTM A 1011,SS designation,Grade 33 LDSC4 Drag Strut Connector ASTM A 653,SS designation,Grade 33 G90' LS Light Slope Hanger ASTM A 653,SS designation,Grade 33 G90' LUGT/LUGTC Girder Tiedown ASTM A 653,SS designation,Grade 33 G90' MSTC Strap Tie ASTM A 653,SS designation,Grade 50,Class 1 G90' RT Strap Rafter Tie ASTM A 653,SS designation,Grade 33 G90',G185' SPT Stud-Plate Tie ASTM A 653,SS designation,Grade 33 G90%G185' STC Scissor Truss Clip ASTM A 653,SS designation,Grade 33 G90' For SI:1 Ibf/in2=6.89 kPa. 'Corrosion protection Is a zinc coating In accordance with ASTM A 653. SIM200802 Used for Florida State Wide-Product Approval # FL11473 Products on this Report which are amroved: Product FL# Product FL# DETAL20 11473.1 LGUM210-2-SDS 11473.12 FGTR 11473.2 LGUM210-3-SDS 11473.13 FGTRE 11473.2 LGUM210-4-SDS 11473.14 FGTRHL 11473.2 LGUM26-2-SDS 11473.12 FGTRHR 11473.2 LGUM26-3-SDS 11473.13 HETA12 11473.3 LGUM26-4-SDS 11473.14 HETA16 11473.3 LGUM28-2-SDS 11473.12 HETA20 11473.3 LGUM28-3-SDS 11473.13 HETA24 11473.4 LGUM28-4-SDS 11473.14 HETA40 11473.4 LGUM410-SDS 11473.15 HETAL12 11473.5 LGUM46-SDS 11473.15 HETAL16 11473.5 LGUM48-SDS 11473.15 HETAL20 11473.5 LTA1 11473.16 HGAM10 11473.6 META12 11473.17 HGUM5.25 11473.7 META14 11473.17 HGUM5.50 11473.7 META16 11473.17 HGUM7.00 11473.8 META18 11473.17 HGUM7.25 11473.8 META20 11473.18 HGUM9.00 11473.8 META22 11473.18 HHETA12 11473.9 META24 11473.18 HHETA16 11473.9 META40 11473.18 HHETA20 11473.9 MSTAM24 11473.19 HHETA24 11473.10 MSTAM36 11473.19 HHETA40 11473.10 MSTCM40 11473.19 HM9 11473.6 MSTCM60 11473.19 HTSM16 11473.11 MTSM16 11473.2 HTSM20 11473.11 MTSM20 11473.2 SIMPSON STRONG-TIE COMPANY, INC I Jax Apex Technology, Inc. {16Vi FBPE CA NO.7647 4745 Sutton Park Court,Suite 402 Jacksonville,FL 322241904/821-5200 Evaluation reports are the opinion of the engineer who prepared the report,based on the findings,and in no way constitute or imply approval by a local building authority. The engineer, in review of the data submitted, finds that, in his opinion,the product, material, system, or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code,SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P.Amason,an employee of Jax Apex Technology, Inc.(Apex Technology), is the authorized evaluating engineer of this report.Apex Technology is the prime professional,as defined in Florida Rule 61G-30.002,authorized to sell the engineering services performed by Jeffrey P.Amason,and is in no way acting, nor attempting to act,as an approved evaluation entity. Neither Jeffrey P.Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P.Arneson,of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product,and that the methods used are in compliance with,or meet the intent of,the Florida Building Code.All test reports were prepared by an approved testing laboratory. REPORT NO.: SIM200802 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG-TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1.CERTIFICATION OF INDEPENDENCE: Jeffrey P.Amason, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P.Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 913-72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page 1 of 13 Simpson Strong-Tie i Embedded Truss Anchors META12, META14, META16, META18, META20, META22, META24, META40, HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETAL16, HETAL20, HHETA12, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24,MSTAM36, MSTCM40, MSTCM60 Girder Tiedowns FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3, LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 3.SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses, rafters,or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common nails, and fastens to the wall with either'/4x2'/°Titen Masonry Screws for a masonry wall, or 1/4x 13/4"Titan Masonry Screws for a concrete wall. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HTSM fastens to the wood member with 10d common nails, and fastens to the wall with either'/4x2'/"Titan Masonry Screws for a masonry wall, or'/4x13/4"Titan Masonry Screws for a concrete wall. These connectors are manufactured from 14 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson '/4 X 11/2"SDS screws(provided with the part), and fastens to the wall with either'/4x2'/4" Titan Masonry Screws for a masonry wall, or 1/4x13/4"Titan Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HM9. 4.4 HGAM10 Hurricane Gusset Angle.The HGAM10 is used to anchor wood trusses, rafters,or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson 1/4 X 1'/2"SDS screws(provided with the part), and fastens to the wall with'/x2'/"Titan Masonry Screws. Allowable loads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle Page 2 of 13 Simpson Strong-Tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3 for additional details of the HGAM10. 4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss Anchors are used to anchor a wood member(usually a truss)to a masonry or concrete wall. Embedded truss anchors fasten to a single-ply wood truss with 10dx1'/a nails or to a multiple-ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor(4"for META, HETA, and HETAL, and 51/16"for HETAL). The strap portion of the anchor is 11/8"wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1,with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTA1 Lateral Truss Anchor.The LTA1 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA1 fastens to the wood member with 10dx1'/Z"common nails and has legs which are embedded into the wall system. Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Truss anchor fastener schedule, dimensions and allowable loads are,shown in Table 2. See Figure 5 for additional details of the LTA1. 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity connector used to anchor single-ply wood trusses or rafters to masonry or concrete walls. The DETAL fastens to the wood members with 10dx1W nails. They are embedded in the masonry or concrete wall to a depth of 4'/z inches. The strap portion of the anchor is 1'/s"wide. The strap anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, and the truss seat is manufactured from steel meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga.steel and the seat is 18 ga. steel. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 3. See Figure 6 for additional details of the DETAL. 4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap Tie models are used to provide a tension connection between wood members and a masonry or concrete structure. The MSTAM Straps are 1'/4"wide for use on 1'/a"and larger members. They are installed with 10d common nails to the wood and either '/x2'/"Titen Masonry Screws to masonry, or%x13/4"Titen Masonry Screws to concrete. The MSTCM Strap is 3"wide for use on doubled 2-by or single 4-by and larger members. They are installed with 16d sinker nails to the wood and either%x2'/4" Titen Masonry Screws to masonry, or%x13/4"Titen Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies with the G90 requirements of ASTM A653. Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. 4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is a non-pitch specific girder tie down that can be used in new construction or retrofit applications to tie down a girder truss or beam to a concrete or masonry wall.The Page 3 of 13 Simpson Strong-Tie FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity.The FGTR fastens to the truss with Simpson Strong-Tie SDS'/"wood screws,and fastens to the masonry or concrete wall with Simpson Strong-Tie'/2" diameter Titen HD fasteners,which are supplied with the connector. The FGTRE uses a strap that is oriented with its flat dimension parallel to the truss for placement at the end of walls.when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A- 1011 Grade 33 steel having Fy=33ksi and F„=52ksi and the plates are made from 3 gauge ASTM A-1011 Grade 33 steel having Fy=33ksi and F„=52ksi.They have a gray powder coat finish. Girder tie down fastener schedule,dimensions and allowable loads are shown in Table 5.See Figure 8 for additional details of face mount girder tie down connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong-Tie Titen HD anchors to attach to the masonry or concrete wall, and Strong-Drive Screws(which are provided)to attach the beam to the hanger. To install the Titan HD anchors,drill holes of the same diameter as the anchor into the masonry or concrete. Holes should be V deeper than the specified Titen HD length. The SDS screws are installed best with a low-speed '/2"drill and a%" hex head driver. Predrilling holes for SDS screws is not required. The LGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and 379 MPa), respectively. The HGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45 ksi (228 and 310 MPa), respectively.The galvanized coating complies with the G90 requirements of ASTM A 653.The steel thicknesses are 0.099" (2.51 mm)for the LGUM, and 0.173"(4.39 mm)for the HGUM. Girder hanger fastener schedule, dimensions and allowable loads are shown in Table 6. See Figure 9 for additional details of masonry girder hangers. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued4aminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tabies1 through 6. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir-Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce- Pine-Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp)y with ASTM F 1667 and shall have the minimum bending yield strengths Fyb: Common Nail Nail Shank Diameter Fyb (psi) Pennyweight inch 10d 0.148 90,000 16d sinker 0.148 90,000 16d 0.162 90,000 Fasteners for galvanized connectors in pressure-preservative treated wood shall be hot-dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. Page 4 of 13 Simpson Strong-Tie r i 5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record,the Florida Building Code minimum standards,the following, or as noted in the report: Material Specification. Minimum Compressive Strength Concrete,fc - 2500 psi Masonry,f m ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi or by proportions) Grout ASTM C476 2000 psi or by proportions) 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong-Tie Wood Construction Connectors catalog. The Information in this report supercedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Jeremy Gilstrap, P.E.,and Samuel Hensen, P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested MTSM B845, H756 2/27/90, 12/6/00 HTSM 02-3667 1/30/02 HM9 Uplift 02-3793 5/15/02 HM9 F1 Direction 02-3793 5/15/02 HM9 F2 Direction 02-3793 5/15/02 HGAM10 Uplift 02-3884 7/29/02 HGAM10 F1 Direction H046 3/25/99 HGAM10 F2 Direction H141 6/22/99 META Uplift 02-3674,02-3802, 6/4/02, 6/8/02,7/24/02,2/8/04 02-3861,04-4675 META F1 02-3674,02-3802 6/4/02,6/8/02 META F2 02-3674,02-3802, 6/4/02,6/8/02,7/24/02 02-3861 HETA Uplift 02-3803,02-3862, 6/10/02, 7/26/02,2/8/04 04-4676 HETA F1 02-3803 6/10/02 HETA F2 02-3803,02-3862 6/10/02, 7/26/02, HHETA Uplift 02-3676,02-3863, 6/4/02,7/29/02,2/7/04 04-4674 HHETA F1 02-3676 6/4/02 HHETA F2 02-3676,02-3863 6/4/02,7/29/02 HETAL Uplift 02-3803,02-3862,04-4676 6/10/02, 7/26/02,2/8/04 HETAL F1 D793 3/17/94 Page 5 of 13 Simpson Strong-Tie Product Test Number Date Tested HETAL F2 D844 3/28/94 DETAL Uplift 0797 3/28/08 DETAL F1 0795, 0799 5/12/08,3/27/08 DETAL F2 0796, 0798 6/05/08,3/28/08 LTA1 Uplift 02-3616 2/13/02 LTA1 F1 02-3616 2/13102 LTA1 F2 02-3616 2/13/02 MSTAM24 Uplift 02-3795 5/17/02,5/17/02 MSTAM36 Uplift 02-3795 5/17/02, 5/17/02 MSTCM40 Uplift 02-3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 04-5004,04-5005 10/6/04, 10/6/04 FGTRE Uplift 04-5010 10/29/04 FGTRHL/R Uplift 04-4915 10/13/04 LGUM Down M202,M 203, M204, 7/13/06,7/13/06, 7/13/06,7/14/06, M222,M224 8/03/06 LGUM Uplift M211, M212,M213 8/18/06,8/18/06,8/21/06 HGUM Down M207, M209,M216, 9/11/06, 9/11/06, 10/20/06, 10/20/06 M217 HGUM Uplift M729, M731 8/3/06,8/04/06 8. FINDINGS Upon review of the data submitted by Simpson Strong-Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 2007 Florida Building Code, Building, and the Florida Building Code, Residential code editions listed in section 10 of this report,subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+ Design Lateral Perp.to Plate/Allowable Lateral Perp.to Plate< 1.0 10.CODE REFERENCES Florida Building Code, Building 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong-Tie Florida Buildina Code, Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11.ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS r FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS AfidwabiI 'tea a one w 4 � a ji�aa3Y � fFN. R MTSM16 16 16 7-10d 4-'/4x2'/4 4- '/4x13/4 875 755 MTSM20 16 20 7-10d 4-'/x2% 4-'/x13/4 875 755 HTSM16 14 16 8-10d 4-'/x2% 4'/x13/4 1175 1010 HTSM20 14 20 10-10d 4-'/x2'/4 4-'/4x13/4 1175 1010 HMV 18 - 4-SDS'/4X1'/ 5-'/4x2'/4 5'/4x13/4 805 690 HGAM10 ' 14 - 4-SDS'/4X1'/ 4-'/4-x2'/4 4-'/4x2'/4 850 850 Notes: 1. Loads include a 60%load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. HM9 allowable F1 toad shall be 635 lbs(DFUSYP)&545 lbs(SFP),and allowable F2 load shall be 200 lbs(DFUSYP)& 170 lbs(SPF). 3. HGAM10 allowable F1 load shall be 1005 lbs(DFUSYP)&870 lbs(SFP),and allowable F2 load shall be 1105 lbs (DFUSYP)&950 lbs(SPF). 4. . Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2'/"must be used when framing anchors are installed on each side of the joist or truss. y HGAM10 HM F. ray f i 11111016111110 balft Figure 1 Figure 2 Figure 3 Typical MTSMMIHTSM Application Typical HM9 Installation Typical HGAM10 Installation Page 7 of 13 Simpson Strong-Tie Y � TABLE 2 ALLOWABLE LOADS AND FASTENERS Ups. ; Let":Loads f H ScsM';F?ine Trt fW Truss . Luedasts META12 8 7-10dx1'/z 1450 6-16d 1450 340 725 META14 10 7-10dx1Ya 1450 6-16d 1450 340 725 META16 12 7-10dx1Ya 1450 6-16d 1450 340 725 META18 14 7-10dx1'h 1450 6-16d 1450 340 725 18 6-10dx1'/ 1270 5-16d 1245 340 725 META20 16 7-10dx1'h 1450 6-16d 1450 340 725 META22 18 7-10dx11A 1450 6-16d 1450 340 725 META24 20 7-10dx1'A 1450 6-16d 1450 340 725 META40 36 7-10dx1'/ 1450 6-16d 1450 340 725 HETA12 8 7-10dx1'/ 1520 7-16d 1780 340 725 HETA16 12 9-10dx1'/a 1810 8-164 1810 340 725 8-10dxl% 1735 7-16d 1780 340 725 HETA20 16 16 9-10dxl% 1810 8-16d 1810 340 725 HETA24 20 9-10dxl% 1810 8-16d 1810 340 725 HETA40 36 9-10dx1'/a 1810 8-16d 1810 340 725 HHETA12 8 7-10dxl% 1565 7-16d 1820 3408 815 HHETA16 12 10-10dxl% 2235 9-16d 2235 3408 815 HHETA20 14 16 9-10dx1'/ 2010 8-16d 2080 3408 615 1'0-10dx1Y 2235 9-16d 2235 3408 815 HHETA24 20 10-10dx1Yz 2235 9-16d 2235 3408 815 HHETA40 3610-10dx1Yz 2235 9-16d 2235 3408 615 HETAL12 7 10-10dx1'A 1065 10-16d 1270 415 1100 HETAL16 16 11 14-10dx1Yz 1810 13-16d 1810 415 1100 HETAL20 15 14-10dx1'A 1810 13-16d 1810 415 1100 LTA1 18 3% 12-10dx1'/ 1420 12-10dx1Ya 1420 485 1425 Notes 1. Loads include a 60%load duration Increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Five nails must be Installed Into the truss seat of the HETAL 3. Parallel-to-plate load towards face of HETAL is 1975 lbs. 4. Minimum fc Is 2,OOOpsi 5. It is acceptable to use a reduced number of fasteners in a product provided that there Is a reduction in load capacity. The load per nail can be approximated by dividing the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7-10dx1Ys"fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be Increased to 435 pounds if the strap Is wrapped over the truss and a minimum of 12 nails are installed. Wish"burw MR Typical META Installed eith 138 Figure 4 Figure 5 Pa,,META/HETA/HHETA Typical Installation LTA1 Typical Installation _...._ __ Simpson Strong-Tie TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS „Utads 1:rtetai;Lds dal Nca. Qty Pl is r4 l lri 1r{ russ rs.. Lit F�rrs Loud" to DETAL20 1 CMU 18-10dxl% 2480 20006 1370 Concrete 18-10dx l% 2480 - - 2000 1505 META 2 CMU 10-10dx1'/a 1985 14-16d 1900 1210 1160 Concrete 10-10dx1'/z 1985 14-16d 2565 1210 1160 HETA 2 CMU 10-10dx1'/a 2035 12-16d 2500 1225 1520 Concrete 10-10dx1'/ 2035 12-16d 2700 1225 1520 HHETA 2 CMU 10-10dx1'/Z 2035 12-16d 1 2500 1225 1520 Concrete 10-10dx1'/ 2035 14-16d 1 3350 1225 i 1520 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum f�is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 1/8"wider than the truss width. !4. Install half of the required number of fasteners in each strap,except for the DETAL20. For DETAL20, install six nails in each strap and six nails in the truss seat. 5. Lateral loads for META,HETA,and HHETA anchors apply only to 2-or 3-ply applications with anchors spaced a minimum of 3"apart. For single ply applications use lateral loads in Table 2. DETAL lateral load apply to single-ply application. i6. DETAL20 Lateral Loading in the F,direction anchored in CMU greater than 1,790 lb.may result in deflection up to b/32"in the F,direction. M. Typical Installation wfth two hs d . Figure 6 DETAIL and Double META/HETA/HHETA Application Page 9 of 13 Simpson Strong-Tie r TABLE 4 MASONRY STRAPS ALLOWABLE LOADS,FASTENERS AND DIMENSIONS 3 �#fiS €tom.. Tlt t � 0 MSTAM24 18 1% 24 5-%x2% 5-%x l% 8-10d 1500 9-10d 1500 MSTAM36 16 1'/ 36 8-'/4x2'/4 8-'/4x13/4 10-10d 1870 11-10d 1870 MSTCM40 16 3 40'/4 14-'/4x2'/4" 14-'/4x13/4 22-16d Sinker 4220 26-16d Sinker 4220 MSTCM60 16 3 59% 14-'/4x2'/4 14-'/4x13/4 26-16d Sinker 1 .4220 26-16d Sinker 4220 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Minimum edge distance is 1'/"for Titen Masonry Screws. 3. Minimum fm=1500 psi and minimum f.=2500 psi. 4. Products shall be installed such that the Titan screws are not exposed to moisture. tom . I r = IV r_ I FinY I tY: Typical MSTAM36 easymm Installation Typical MSTCM60 Installation Figure 7 MSTAM/MSTCM Typical Dimensions and Installation Page 10 of 13 Simpson Strong-Tie 1 � TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS FGTR 1 2-Titan HD 1/2x5" 18-SDS1/4x3 50008 2 4-Titen HD%x5" 36-SDS1/4x3 9400 FGTRHUR 1 2-Titan HD'/x5" 18-SDS1/4x3 3850 FGTRE 1 2-Titen HD%x5" 18-SDS1/4x3 46858 FGTRE+FGTR 1 Each 4-Titan HD%x5- 36-SDS1/4x3 50008 Notes 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are designed to transfer the uplift loads to the foundation. 3. Minimum edge distance for the Titan HD is 4" 4. THD's should be spaced in every other hole on the part 5. Attached members must be designed to resist the applied loads 6. Products used for comer applications shall be limited to 4685 lbs allowable 7. Loads are governed by the grouted wall capacity based on testing of the products attached to the comer of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested attached to a steel column to an allowable load of 11,400 lbs which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. y.t1;. �1 z Two FM* FGTR14L FGTR � A s , TRUSS ,a a' SHOULD z. BESET a: BACK Ile FQM s• FGTRHLTOPVIEW Figure 8 FGTR/FGTRE/FGTRHUFGRHR Typical Installation Page 11 of 13 Simpson Strong-Tie 1 r TABLE 6—LGUM AND HGUM ALLOWABLE LOADS,FASTENERS AND DIMENSIONS flS R 8 t c { '8 sgy t �, a :.� � R� DOUBLE 2x SIZES LGUM 26-2 12 3 /16 5 4 4-3/a"x 4" 4-'/<"x2'/2" 1430 5595 LGUM 28-2 12 3%6 7 1 4 6-3/a"x 4" 6-'/a"x2'/" 2435 8250 LGUM 210-2 1 121 3716 1 9 1 4 1 8-3N x 4" 8-'/a"x2'/2" 3575 9575 TRIPLE 2x SIZES LGUM 26-3 1 12 5% 1 5% 1 4 1 4-3/s"x 4" 4-1/4"x21/2" 1430 5610 LGUM 28-3 1 12 1 5% 17'/s 4 6-3/s"x 4" 6-1/4"x21/2" 2435 8290 LGUM 210-3 1 12 1 5% 1 9% 4 1 8-3/a"x 4" 8-'/a"x2'/2" 3575 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 6 /16 5 /16 4 4-Ye"x 4" 4-'/a"x2'/2" 1430 5625 LGUM 28-4 12 6 /16 7 /16 4 6-3/a"x 4" 6-'/a"x2'/2" 2435 8335 LGUM 210-4 12 6 /16 9 /16 4 8-3/"x 4" 8-'/a"x2'/2" 3575 9860 4x SIZES LGUM 46 12 3% 4% 4 1 4-%"x 4" 4-'/a"x2%2" 1430 5600 LGUM 48 12 3% 6%a 4 6-3/s"x 4" 6-'/a"x2'/2" 2435 8260 LGUM 410 12 1 3% 1 8% 1 4 1 8-W x 4" I 8-'/a"x2'/2" 1 3575 1 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES HEAVY DU HGUM5.25 7 5% 5'/a 8-B/s"x 5" 24-'/a"x2'/2" 10085 14965 16015 HGUM5.50 7 5% 11 5'/< 8-s/s"x 5" 24-'/a"x2'/2" 10125 14940 16015 HGUM7.00 7 7 to 5% 8-8/6"x 5" 24-'/a"x2'/2" 10375 14770 16015 HGUM7.25 7 7% 30 5% 8-a/s"x 5" 24-%N2'/a" 10415 14740 16015 HGUM9.00 7 9 5'/ 8-5/9"x 5" 24-'/<"x2'/2" 10705 14545 16015 Notes: 1. Uplift loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where otherloads govern. 2. Minimum fm-=1500 psi and.fe=2500 psi. i Y To"L6616 9isa�N lia6as Figure 9 LGUM/HGUM Typical Installation Page 12 of 13 Simpson Strong-Tie t c 12.IDENTIFICATION Each connector covered by this report shall be stamped with the manufacture's name and/or trademark and the product name. .a4.44611'i.44YQd R b. NSP•� too • O • v MM � • � � {iMp w .e j0� • J^- t ax t1 y, J Inc. o �+* 4. P.E. AV ffi -5,. 9 Page 13 of 13 Simpson Strong-Tie YIPItd N. TOO AT, P.B. 35123 Lantern Creek Lane, �a . . ��- A*Xe4avo Houska,TX 7."6&3831. SF d .: TEL: 2-81-404-0183 Faw. .2#1 9184 .Emsk1h vWst@sbq0obaLisa# ENGINEER'S EY UATION REPORT#NU0413 CATEGORY:Structural Components SUB CATEGORY: Metal Connectors REPORT HOLDER: NuVue Industries Inc; 1055 E.29;h Street, Hialeah,FL.33013 www.nu-vueindustries.com uwmg@,-beJJ§R#A.net Phone:305-69 397 } Fax: 305-694-0395 i 1.0 EVALUATION SCOPE: Compliance with 2010 Florida Building Code-Building and Residential 2.0 PRODUCT DESCRIPTION. Refer to tables 1 through 21 ofthis report for Product name,size,size and number of fasteners,fastening details shown in the diagrams and the allowable loads. 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. 2. Allowable loads and fasteners are based on NDS 2005. 3. Design loads are for S.Pine,specific gravity 0.55.Design loads for other species shall be adjusted per NDS 2005. 4. Allowable uplift loads have been adjusted for load duration factor CD of 1.6. Allowable gravity keds have been adjusted for CD values of 1.0, 1.15 and 1.25 per table 2.3.2 of AIDS 2005.Design loads do not include 33%increase for steel and concrete. 5. Concrete in Tie beams shall be min,of 2500 psi. Concrete Masonry,Grout and mortar in concrete masonry shall be min.of 1500 psi.Concrete masonry shall comply with ASTM C90. . Combined load of Uplift,Ll and L2 shall satisfy the following equation. Actual Uglift + Actual Ll + Actual L2 <=1.0 .Allowable Uplift Allowable Ll Allowable L2 3 i S Pap Z 4.fl 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 conflic' information in the catalog. 5.0 EVIDENCE SUBMI D: Test reports submitted by Product testing Inc,(PT) Atec Associates Inc(Atec) and PSI Inc and signed and seated calculations in conformance with FBC 2014 by Vipin N.Tolat,P.E. Product Test West lab Date tested Tested NVTA/NVTAS 02-393M 8/6/42 NVTA/NVTAS 02-4073/PT 11/6/02 NVTA/NVTAS 02-4074/PT 11/6/02 NVTA/NVTAS 02-4075/PT 11/6/02 NVTA/NVTAS 31.2:256.0002/ATEC 7/6/02 NVBH 24 02 /PT 12/3/02 NVUH 26 02 5/PT 1/1.7/03 NVRT 03-4177/PT 2/3/03 NVRT 034202/PT 2/19/03 NVRT 03/4270,4271/PT 3/27/03 a NVTH/NVTHS 044698/PT 4/15/04 NVSNP3 03-44821PT 9/15/03 NV359 03/4543/PT 12/19/03 NV458 43-4590/PT 12/31/03 NVHCUR 03-4625/PT 1/21/04 NVSTA/NVHTA 0441,4642/PT 3/17&3/22/04 NVJH24,26,28 03-4385,86,87/PT 5/30/03 NVS0236 03-4349,57,58/PT 5/13,5/19,5/20/03 NVTP4 03-4303,44/PT 4/21,5/l/03 NVTP4H 03-4345,43/PT 5/2,5/5/03 NVHC43,43/2 70-02-94-00381/ATEC 11/27/95 AB5 05-5195,95A/PT 2/15/08 AB7 05-5196,96A/P'T 2/15/08 NVHC37 3697.0001/ATEC 11/27/96 IKE1 05-5612/PT 3/20/06 I E2 06-5622/PT 5/l/06 NVTHJ26 04-4995/PT&138-96413-41/PSI 1/31/05&2/7/89 NV 28 04-4996/PT& 138-96013-09PSI 1/31/05&12/2/89 t 1 ' Page 3 6.0 DESIGN: 1 Maximum ally le loads shall not exceed the allowable loads listed in this report.Allowable loads are based on allowable sum design per RIDS. 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/Ambitect.of record. .Wood members with which the connectors are used must be nominal dimension lumber or approved structural composite lumber. 7.0 CODMON S OF USE: 1. NuVue Industries metal structural connectors described in this report comply with or are suitable alternative to what is specified 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 license#QUA. 1789. sr*`it'tr®'earjs Vlpin N• i ala*y V.E. 4` Florida P.E.#IM7 4/15/2013 ,® P1o.12847 vntlnu0413 STATE OF Page 4 Truss Anchors NVTA and Riveted Truss Anchors with Seat WAS 14 G Straps, 20 G Sews 1" Perpendicular to wail �H Product Code 16 NVTA-16 NWAS 212 d: 1 . . 9$ NVTA--18 WAS 214 20 NVTA-20 WAS 216 •w, MIN 4» 22 NVTA-22 NVTAS 218 77Ems. Parallel L1 to wall 24 NIRA-24 NVTAS 220 NVTAS 1» Concrete Tie Beam or Tie firmed 26 NVTA-28 WAS 222 1» with concrete filled masonry 28 NVTA-28 NVTAS 224 30 NWA-30 WAS 226 » » 36 NVTA-36 WAS 232 48 NWA-48 NVTAS 244 » 0 1 » H 2!» 0 MIN 4" EMB. 0 2 . NVTA 1» ^ V Holes Dia. { No. of Maximum Allowable Load (lbs NVTAS Fasteners Uplift Uplift Lt Single L •2 Sing# NVTA, each strap Single Double & Double& Double 10d Strap Straps Straps Straps Maximum Altowab#e Load Obs! No. of ....._ 5 757 1514 250 500 Fasteners Uplift Uplift L1 Single L2 Single 6 805 1610 250 500 each strop Single Double & Double& Double 10d x 1.5 Strop Straps Straps Straps 7 854 1708 250 SIX 8 902 *1804 250 500 5 1032 2236 250 500 9 951 *1902 250 j 500 6 1127 2254 385 565 10 899 *9998 250 500 7 1136 2272 520 630 11 1048 *2096 250 500 8 1144 x°2288 520 630 9 1153 *2306 520 630 12 1{}96 *2192 250 500 13 1145 *2290 250 500 10 1161 *2322 520 630 14 1193 *2290 250 500 11 1170 *2340 520 630 12 1178 *2356 520 630 *Note: For 8 or more nails per strap, use double truss for double straps. 13 1187 *2374 520 630 For all Loads Ca=1.6 t t Page 5 TABLE TAEILE 3 NVBH 24 BUTTERFLY HANGER NVUH 26 JOIST HANGER ALLOWABLE ALLOWAM SWEDULLE LOADS (lbs.) SC MULLE LOADS (tbs.) N g DO ARD 2 DOWNWARD OND GRAVITY Wind to m 0 (n x GRAVITY UPLIFT LOADS Uplift Load a LOADS LOAD x I C0=1.0' rD-1.6 CO-1.0 C6=1.6 2x NVSH2 i 12 6 1113 364 NVUH26 14 20 10 2233 1213 I H . I I -I Notes: Nates; 1. Values are based an 1i" header and Joist I. Values are based on 3" header thickness and thkicness. 1}" Joist thickness. 2. Can only be used in Non—HVHZ. UPLIFT LOAD UPLIFT LOAD PDOWUNWARM DOWNWARD LOAD )2f 2'r• o o• o r 2 !y 0 1� 2r 3} i�" Page 7 TABLE 5 Truss Anchors NVTH 1Y4"x14G, Seat 18G H No. of Maximum Uplift Loads {lbs) Maximum Lateral Loads (lbs, Length Product Fasteners Single Strop Double Straps —(in) Code in each Strop on on Single Strapi Double Strop 12 NVTH-16 NVTHS 212 10d x 1.5" Single Truss Double Truss Ll L2 L1 L2 14 NVTH-18 NV'HS 214 5 1032 2064 560 525 1120 1050 , 16 NVTH-20 NVTHS 216 6 1222 2444 671 630 1.342 12660 18 NVTH-22 NVTHS 218 7 1275 2550 783 735 1 1566 1470 20 NVTH-24 NVTHS 22 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-301 NVTHS 226 11 1490 2980 783 735 1566 1470 32 NVTH-361 NVTHS 232 12 1544 3088 783 1 735 1 1566 1470 44 1 NVTH-481 NVTHS 244JI 13 1 .1598 3196 1 3 735 1566 14701 Cb-1.6 for Uplift and Lateral load& ik 0- 43. 2)r 0 H 4" "Y 0 r 0 JOIJ4- H 0 MIN 4!' MIN. V Holes Dia. EMS. • EMS. NVTHS NVTH 1W NVTH, NVTHS Double Strop Single Strop Double Truss Single Truss t Concrete Tie Beam Concrete Tie Beam or Tie Boom formed or Tie Boom formed with concrete filled with concrete filled masonry masonry ............ Page 6 TABLE 4 NVRT - Flat and Twisted _Rafter Ties "_x14 G NVRT Wood to Wood — — 16d Fasteners Maximum Uplift Load (lbs) Length Product Gauge TOTAL � e Flat Ties Twisted Ties (in) Code 6 3 588e 5Ws 12 NVRT-12 14 8 4 725 724 16 NVRT-16 14 10 5 861 860 18 NVRT-18 14 12 6 998 996 20 NVRT-20 14 14 7 1135 1132 NVRT Wood to Concrete 22 NVRT-22 14 No. of 16d nails No. of •• diameter Maximum Uplift 24 NWT-24 14 to Wood Framing Topcons to Concrete load (lbs) 30 MORT-30 14 3 3 588 8 36 NVRT-36 14 4 4 722 5 4 856 48 NVRT-48 14 6 5 991 Notes. 7 5 1125 I. Specify "F" for not and "T" for Twisted when " " Do not ordering. use circled holes 16d 2. Fastener volues are based on a minimum 1!r thick wood members. " O 1" a Ld #"Topes 3. « Indicates no. of nails in each connected 4" wood member. 1 " 0 o iF 4. ITW topcons shad be embedded a minimum of o >8 0 0 1j" into concrete tiebeam or tiebeom formed o "Ti with concrete fined masonry. ITW to pcons sholl o have a min. edge distance of 21" and minimum NVRT Anchor staggered spacing of 4C as shown.• Hales dio. A" 5. use only in Non—HVHZ. UPLIFT 6. For Uplift loads CD=1.6 It $1 1 ryzi'Sr. to FLAT ► * 4.. HALF HALF Connected connected to truss to wall 2j" Alin. edge distance 0 LENGTH _1 TUt451ED "9 Tre Boom formes with concrete hied mosonary or concrete tie boom .............._.. --- i Page 8 TABLE 6 — SKEWED NAIL PLATE i Fastener Product Steel Schedule Allowable Loads (lbs) Code Gouge Emb Fwd GrovIty uplift NVSNP3 16 i(G)8d x Of 594 594 1 Ll 3W For Uplift, use two NVSNP3, one at top chord and 0 one at bottom chord of the supporting and supported % Trusses In compliance with section 2321.7 of the FBC. 71 • 0 3W CD=1-O—GrO%4tY • 0 a CD=1-6—UPlIft Tun • . dwd • 1. 3W I- t t Mtt:.p • '%�, Ir or W dwd V�/ Hole pattern Is Holes %r dla, mirror knop of the W a7a;7 appette side NVSNP3 Installation 14 G Straps NV3W/NV458 TABLE 7 — NV358-2 Ply Seat TABLE 8 — NV458-3 Ply Seat Assembly 14G Strap Dimension Total Na. Total No. Allowable Told No. Total Na. Allowable Product Product H of Fasteners of Fasteners Loads (lbs) of Fasteners of Fasteners Loads (lbs) Code Code (inches) in 2 Straps In Seat in 2 Straps In Soot —12 NVTMO 12 10d x 3" 1 Od x r Uplift LI I L2 10d x 3" 10d x 3' Uplift LI L2 a a 2245 1961 IBM a a 2245 2783 2078 14 WVFHI8 14 'W —16 NYTH20 Is 10 a 2525 2206 IM 10 a 2525 313t 2338 12 a 28W 1452 2296 12 a 200 3479 2597 20 1041H24 2D 14 a 3068 207 2528 14 8 30M 3827 2857 22 NVTH26 22 16 a 3367 294212758 18 a 3387 4175 3117 24 WM28 24 26 MVnM 26 CD-1.6 for Uplift. L1 & L2. 32 01MM 32 WIX I V 44 NVTHa6 44 4v 0 tXi 11!x" Or Or 0 2N* E3�MV35 2 ftd MV358 WCNV458 3 seat NW58 0 --1 swe NAN -1-4-Z-L Holes Eft.)v 14C NM ale L2 31 Pbrdis _M�& Holes— OkLW 21C 2V Concrete 718 O"M or ITS Soon lon"Od Offt Conarate food W2V Masonry. Holes Dia. MW .......................... Page 9 TABLE-9 HURRICANE IXJPS Product Gou Fastmrers tOd x t e Loads lbs Code Description ge t odor i L2 N KMCM CUP-Moff is 6 6 8ffi 243 333 mvmx. ► me"00-UIFT is 6 1 6 5a6 263 333 For Uplift, use two dis, are on each side to e wnply with section 2321.7 of the FBC Cp=1.6 for Uplift, Li & 1-2. To dwd a a o w y• o a NVHCR R • hal&Ae_a0_Yf8` Nom" ♦... s , boom ♦ 8 WsOa♦ * C ._5 �;�s a . sct'm NVFKxd L TABLE 10 TABLE 11 140 NVTH Straps NVSTAJNVHTA NVSTA-Single Strop NVHTA-Double Straps A6samWy 140 Strop Dinmolon Total No. Told No. of Allowable Loads (lbs) Total No. Total No. of AA Loads (lbs) Product Product H of Fasteners Fasteners in F o-2S00 pot of FastensrsFasteners In re-2500 Psi Unless Noted Code Code (biches) In Strap 20 GA. Seat in two straps 20 OA. Seat NvsTA-12H 10d x IV 10d x U4" Lt L2 tOd x IJr 10d x 1X" Wd1 1.1 t2 TA-12H NMIta6 12 HMH8 6 1308 1 700 1049 10 6 1TT2 2078 1060 1450 NMBTA-14H NYtms /4 6 6 1426 7801144 12 6 1994 2336 1181 1691 NN9TA-iii T 6 1648 sxS 12M 14 6 2215 2d68 012 1612 NNSTA-1&1 NVATA-IGH 1$ s s ini 8T 1335 i6 6 2431 9M 1444 1904 N NMTH24 20 9 6 1953 950 14 1s 6 1 2658 3117 1 1$78 2173 W4$TAA-- Win= 22 C =1.6 for Uplift, Lt & L2.WAVI ` R HMA-24H NMAi28 24 � �f Ila W*ffA-24H -TN%WA-WH 26 WIWAA-- tt1/*M 32 R TA- MV" 44 R 4 Ra* g da ® 20 OA Sesrt . 1Y4"h H H a•t6n. veto UPLIFT Sat 071 1" caftrate UPLIFT f t 1 ♦ NVHTA )� 44H NVSTA 121 44H �-- as tern AOL �---Rao omn eea,. TOP&koftm or re hfrroed Top&bottom Ale rdnfomd Li cater tit wd 1� Wak wd 1.................. _ i t 1 Page 10 TABLE 12 JOIST SUPPORTS 18 0 NVJH JOIST SUPPORTS Mowwo toads(lbs) Double Smile, s stuns tit taa t code, W H 85 Size Header NVJH24 1 3% 3 2x4 I 2-2x4 2.4 6-10d Bled x or 4-104 x q' 744 744 493- 24 2-2x8 2xd1 24 m— NVJ126 1� 5 3 � 29- 10-»'16d W-100 x t 6-104 x IV 1240 1240 821' 2x8 g-2* 2x6 NVM28 1� 6-4 3 x10 2-2110 2x10 14-10d 14-101 x t 7-10d x 11� 1736 1736 1079 2x12 2»2x12 2x12 * Use only in non-HVH$ Sh+gle Header i-2X " ,_,...--.•..'""" 1� 3" _. Double Header 4 Y4` 1 e 0 e i e e o 1 0 i H A e i O A z • NVJH 26 as dw m i NVJH 24& 28 ,talsl o sknilar but with 9S dblfwent hetes. W TABU 13 NVSO 236, 16 GAUGE, HEAVY DUTY FACE MOUNT JOIST HANGER Fasteners Allowable Loads (Lbs.) Joist Header Size Size Header Joist { AViTY Uplift 0 C 1.6 14-104 8-10d 1758 1108 2-2x$ 24-8 2-240 14-184 6-16d 1875 1279 2-242 ..-- 6-164 8� 1217 Header 2-2x t ya' e 0 e o 6 Q • O w o C y JabBt 1-2X MinNnum HOLT HOLES 1/2- DIA. t NAIL HOLE 3116" DIA. Page 11 TABLE 14 µ TOP PLATS ANOiORS , NVTP & NVTPH a Size Product Gouge Dimensions (h1) 11 Code 9 �A e 2x4/4x4 NVTP4 20 3jrg" 24/44 NVTP6 20 g" a 2x$/4%61 NVTPS 20 7r 2x4/4x4 NVTP4N 1$ 3r8" s ® Stud ° /44 NYTM is ga e ° m 2" 0 o 2%8/44 NVTP&1 f8 7 g. a Total number of fasteners o e tOd x i)f Pcodect Max. Uplift Capacity (Ibs) 0 0 a 6 8 1 10 12 0 NVTP 4,8,9 828 1+07 1 1346 160 NW AIN,KSKJ 938 1207 1 1476 1795 Nates: 1. One half of all specified fasteners shall be used on each skis of the stud to achieve tabulated dues. 2. CO-1.6 for Uplift. T6BLE 18 Gauge NVHC 43 & NVHC 43/2 HURRICANE CLIP. PRODUCT FASTENERS DESIGN L LADS(LHS) CODE DEscRll=nci HEADER JOIST UPLIFT it L2 NVHC 43 Kirdea+e cup- M 9-1od 9-1od 687* 407 308 NVHC 43/2 Knicam COP - Wad 10-14d 10-10d 917 847 432 °Far Uplift, use two chips. one on each side to comply with section 2321.7 of the FBC y�r CD=1.6 for Uplift, Lt & L.2. .�ygau Jl4y n 2X* 37g" if e or 0 � M s �.�..�� e e • ® 9— 1�"wee UPLIFT UPLJFT NVHC 43/2 NVHC 43 L2 aw, an each owe Vag* 11 � Table 16 ' ) F Loaw�u�e) Pro" Case WI I W2 L Hader JOW F1 F2 ABS t}$` 294e` S 3-10dxIX- 3--10dxIW Sit Wb A97 7 4-10dx1>g` 4-10dxl,%- so 794 ® iNo&.Sfor F1 6t F2 wider rF tag to Jolt and Shorter leg to Header. F9 va wi `A2 W1 0 0 ♦ o 0 0 L L O 0 F2 0 TVOical Installation 18 Gaugt'NWICAZ trim Clea Table 17 ftff ScMdWe Alt-Ole Design L.&(V e) Product Code Description Header I jam or Pit" Stud Upm L1 12 WIC 37 Up 16-64 or i2-ad or oY 16-10d 12-10d 710 . 560 930 CCS ffi 1.6 for uplift, L1 & L2 t UPLIFT a♦ iw ♦ a e a 2" Li • • r ;1 4h .....:.... _._..... ..__ .._......_..._._._................._..__......_......._........_..._.........._........_............_............; Page 13 12 fimo MUJ Trm & Jack Hamner Table 18 AMUNUVW"We Fm No sdwwt" plodud Mp id 10d 34dc @ ,o cone m ,oma Ilat72 18d ® Itc I d1W *VTO i8 1478 2444 72144 2444 19 4 3 7 2 3 5 wm 1931 3289 3333 3335 20 5 4 8 2 3 5 Nets:for ,-2z 1041( "nefe am be seed 2013 Stal Elds T -Ike ® LeriMOMa Table 19 mmmkm tom) F (on) b— 1d d--- , ---b Coeta ii H L Shat t L1 L2 a-- � m� a ptE 1 47g" S~ 3Xy"00, 8-10d 440d 787 337 337 irk UM 3 11¢~ W A- 8-10d 7—tOd 932 451 348 1-2" CD 1.6 for uplift, L1 & L2 �"` L ~ �WT1 ter ° -28 as dwo qa 7 a e Typ. 03/18' °. 1� H rawk Mel W W 0}5PAt1A7iAH Header 2-2K iWHld—:0 as dro�rri Wnw-25 show { 1 1 . Page 14 Seat Trass Anchor.Air= to r and amt 1Ro �o of 141 oM 020 9tat Table 20 OW NO OW No. of UPLIFT A Allawal L�aae(usey of Product N In Strop 20 GOO Seat F-c - 25OOpei x L2 Com (Md—) 10dx4 10dwIr Uplift Lt L2 d N4M12 12 5 6 1048 700 1049 1 + @NSTAt6 18 6 6 1141 760 1144 7 6 1238 823 1238 . NMSTA20 2D $ 8 133f 887 t335 W9AU 22 9 6 1426 /43o y "`LI NVSfA24 24 C0 1.6 for uplift, L1 & L2 Bolden Double Strap Riveted Truss Anchor. %q ore dedpw of 14 Oft to rOM Mod int qM fat&1M seat$m a of 20 gap dmi Table 21 Assem* Owmnsion Total No. Total No. of A#owobM Loam( ) Product H of Fasteners Fnteaera In rem 25O0pei (Unleft *MwMn Hated) Code (inose) iri two Strops 20 Gk Seat J lodxlX* 10dxlX' UOftF'o Uplift 61 U NVHTA12 12 10 6 1508 1M 1050 1450 MWtAf6 16 12 6 1695 1967 1181 1631 MVHTA20 20 14 6 1883 2208 1312 1812 16 6 2071 2429 14.44 1984 NwiTa22 22 18 6 2259 2649 1575 2175 NV.4TA24 24 CO 1.6 for uplift, L1 & L2 i UPLIFT x Ll a 0 a 4-