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RC-11-2346le { PERMIT # CONTRACTOR: -1(e) SUBMITTAL DATE: �-7- ADDRESS: £�) LrZ-- ("ra °J l NAME: RESUBMITAL DATES: PROJECT TYPE: ZONING dRE 51 Ia 1I ._ STRUCTURAL ELECTRICAL2 /, ■0 / i� PLUMBING � � � WA\A-- Q-L MECHANICAL IIACT F E HRSIDERM NOC Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 I INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION FBC 20 Permit No. 1 Master Permit No.l l '934 Permit Type: BUILDING ROOFING 9 OWNER: Name (Fee Simple Titleholder): PJ 4 J4 tl�j ad-kin Phone#: 3J "7 (O 7�3i 4, Address: '',,00� 1'�C'7 S �'r .c JC ' . rt Q yy City: -kJ aw �U�f State: AA.- Zip: �� Tenant/Lessee Name: Phone #: Email: JOB ADDRESS: 'a13 E Z City: Miami Shores County: Miami Dade Zip: Folio/Parcel #: Is the Building Historically Designated: Yes NO Flood Zone: CONTRACTOR: Company Name: CW5 etalgc1-4Criai Phone #: ? (,i3 2 Address: 254 a U - 4 t V City: C I i9�uhf State: Zip: 39V Qualifier Name: t 3 , 6 r Phone #: )I3 sT4Q State Certification or Registration #: . ( IS N S'i 17 Certificate of Competency #: Contact Phone #: Email Address: ►,l (a- ( C. ...‘vim . C=----- DESIGNER: Architect/Engineer: Phone#: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑Addition Alteration UNew I;iRepair/Replace UDemolition Description of Work: k ArnIcs Q4. Locgx vkitd1 . 2 ddb ' 1A3 c2F-- ******* *** * ******* *** *+x***+x*+x*********F ******** *+ x**+ x***+ n******+ x**+ x********+x***+x**** Submittal Fee $ cU Permit Fee $ ,&J CCF $ CO /CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and 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 br hure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of co enc nt must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the dl?sence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature er or Agent Contractor The ore:. :/nf instrument was acknowledged before me this5 ' The foregoing instrument as acknowledged before me this / 3 day of 4'1 �C' ., 20 /7 , by 0 , day of Ce'14 fl 11, by eiAn t/o who is personally known to me or who has produced NOTARY PUBLIC Sign: Print: As identification did who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commissi js: $ate L &t JAMIE TARICH My!,� sion Expires: A S . a MY COMMISSION Y DO 972598 / EXPIRES: June 15 2014 40ttY.Ne, 'F0F pLO�`O Banded nw Butt ; smrvbea „ y ,) * MY JAMIE T,pgl� ** * *** * * * * * * * * ** * * ** ** * ** **:******************* * * * * *** * * * * * * * * *** * * * * * * * * * * *>x � E ,j n> x BGneed APPROVED BY O°_"r` Plans Examiner oning F't', Structural Review Clerk (Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION PERMIT NO. 2C.11._- 242 TAX FOLIO NO. STATE OF FLORIDA: COUNTY OF MIAMI -DADS 111111111111111111111111111111111111111111111 CFH 2012R0138778 OR BI, 28012 F'H 0866; (1P9} RECORDED 02 /28/201 14t37:30 HARVEY RUVIN r CLERK OF COURT MIAMI- CDALDE COUNTY r FLORIDA LAST PAGE STATE OF Rr ORflA, COi fl' OF DADE A!�'€RE�Y E�'77FY f 1P» is» �.:�., of the THE UNDERSIGNED hereby gives notice that improvements will be made to ctr property, and in accordance with Chapter 713, Florida Statutes, the following information vITN€ss A D /Z is provided in this Notice of Commencement. + a See► 'HARVEY CLERK, ,- Choi? r Comfy °cSrts • 1. Legal description of property and street/address: BY S Space above reserved for use of recording office 2.53 Aid °i 24l-1- Qt} ( 5 2. Description f improvement m Z° {o) � 0,0DA4 S `L-'� c� t '3G },' 4�- 4.1 fo.:2 � r +� Oil y Cis ?4," /J q 'slJ b. 3. Owners) name and address: ?Arts P.J d .2STI"% O 2.o t 9.4'" i)-,'1 eAki 44- `fit. U4 1 *3A3 I Interest in property: Name and address of fee simple titleholder. �� / 4. Contractor's name, address and phone numlZer .. C.(1� D—.e • �9 act (A/3 1c- 4 ' , V` ti .l' t t (1 J / t--L 331 5. Surety: (Payment bond .required by owner from contractor, if any) Name, address and phone number. Amount of bond $ 6. Lender's name and address: 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes, Name, address and phone number 8. in addition to himself, Owners designates the following person(s) to receive a copy of the Lienors Notice as provided in Section 713.13(1)(b), Florida Statutes. Name, address and phone number 9. Expiration date of this Notice of Commencement (the expiration date is 1 year from the date of reconirtg unless a different date Is specified) WARNING TO OWNER ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13. FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMME ENT. Signature(s) of Own er( 7 ;�'�/%'� ''��. ' Qd Officer/Director/Partner/Manager Prepared By r4ii%/ i4 Print Name Rteeti -ego Trtle/Offrcei�r STATE OF FLORIDA COUNTY OF MIAMI -DADE The foregoing instrument was acknowledged before me this 2v day of) Prepared By Print Name to ik Title/Office O 7W fla- it By ❑ Ir�ividually, or 1.7i as for ersonally known, or la produced the following type of identification: Signature of Notary Public: Print Name: (SEAL) VERIFICATION PURSUANT TO SECTION 92.525. FLORIDA STATUTES Under penalties of perjury, I declare that I have read the foregoing and that the facts stated in it are true, to the best of my knowledge and belief. Signature(s) of By T9 elc vaY pot,n JAMIE TARICH * MYCOMMISSION # DD 972598 EXPIRES:June15,2014 ,pq .0,,0 Bonded Thru Budget Notary Sarvk s or Owner(s)'s Authorized Officer/Director/Partner/Manager who signed above: By STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING. BOARD 1940 NORTH MONROE STREET TALLAHASSEE FL 32399 -0783 BIAGGI, GUSTAVO MILTON GMB CONSTRUCTION INC 7929 WEST DRIVE APT 703 NORTH BAY VILLAGE FL 33141 Congratulations! With this Lcense you become one of the nearly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range from architects to yacht brokers, from boxers to barbeque restaurants, and they keep Florida's economy strong. Every day we work to improve the way we do business in order to serve you better. For information about our services, please log onto www.myftoridalicense.com. There you can find more information about our divisions and the regulations that impact you, subscribe to department newsletters and team more about the Department's initiatives. Our mission at the Department is: License Efficiently, Regulate Fairly. We constantly strive to serve you better so that you can serve your customers. Thank you for doing business in Florida, and congratulations on your new license! DETACH HERE (850) 487 -1395 AT r ry =UMBE 520537 -1 THIS IS NOT A BILL - DO NOT PAY BUS Nft tW ftIN INC 7929 WEST DR 33141 NORTH BAY VILLAGE Ova CONSTRUCTION INC 8141P WN t. BUILDING CONTRACTOR HIS IS ONLY A LOCAL SUSUMU TAX RECEIPT. IT DOES NOT PERM T THE MOLDER TO VIOLATE ANY EXISTING REGULATORY OR ZONING LAWS OP THE COUNTY OR CMS. NOR DOES FT EXIEWT THE HOLDER FROLI ANY OTHER CEO 8YY LAW. THIS IS NOT A CERTIVICATION OF THE HOLDER'S QUALU7CA- NONE. PAYMENT REMOVED MIAMI.DAI COUNTY TAX `�L` 0/04/2011 02280023001 000049.50 SEE OTHER SIDE FIRST .ASS U.S. POSTAGE PAID MIAMI, FL PERMIT NO. 231 RENEWAL STATE14518 646989-4 S 703 WORKER /S 1 DO NOT FORWARD GMB CONSTRUCTION INC GUSTAVO BIAGGI PRES 7929 WEST DR #703 NORTH BAY VILLAGE FL 33141 43 03-03-2010 ALEX SOM. STATE OF Pi MEM 014*, FINANCIAL OM= DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION err * CINTIFICATE OF annum TO BE MEM FROM FLMIRIA WORMS' COMNSATION LAW * CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation taw. EFFECTIVE DATE PERSONt FEIN 03/0312010 EXPIRATION DATE 03/02/2012 BIAGGI GUSTAVO 223855890 BUSINESS MD ADDRESS: lid CONSTRUCTION INC 7929 WEST CR i? 703 NORTH BAY VILLAGE FL 33141 SAS OF BUSINESS OR TRADE 1- H r Al$T: Name to Choate 440 . e14340. F.S., so officer of s cuptwation wko elects exemption frost this dopier by Ming o certificate of sleek* ender seethe may not recover bereft or composseket aader GIs chapter. Perseant to fdspter 440.03C2). F.S.. Certificates et election to bo eeeapL.. epplY only wiaie the std of the beefless or trade MON re the soda of to be exempt. Pormat to £hapter 4411t*04l3, F.S., Notices of skein to be exempt one certificees of eleaioo to be exempt shaft be m4ject to revocation 11, ea my Ow alter *0a tmisg of the sake es the istence of the centlkda, the penal ereet oh tto cake or cartOft:ite oo lager wets the remeremeas of this states for iaeoe*Ce of e cateicae. Tke deportment shell revokes certificate at say tee for fattwe of the person end se Ike certificate to met flee raptireteests of Otis section. QIESCIONS? 18501 413 -1 DWC -252 CERTIFICATE OF MECUM) TO BE EXEMPT REVISED 09 -08 PLEASE CUT OUT THE CARD BELOW AND RETAIN FOR FUTURE REFERENCE STATE OF FLORIDA DEPART/SW OF FMANCIAL seances ONOSION OF WORKMUr CO CONSTNUCTION INDUSTRY C8TIRCATE OF TAI EFFECCRVE 03/03/2010 EXPIRATION DATE: 03/02/2012 MSC,* GUSTAVO SIAM FElick BUS SS NAME AM) ADDRESS: c CONSTRUCTION INC 7325 WEST tart It 703 NOM BAY IMAGE, ft 33141 SCOPE OF BUSINESS OR mace 1. CONSIONCTION IMPORTANT e Pursuant to fester 440.051141. F.S., an officer of a txraretion who elects exemption from this clamor by filing a certificate of election L under figs section nay net recover benefits or compensation under this D cftepter. fhrstfaat to Chap* 440.05(12), F.S., Certificates of election to be Hex apply only within the scope of the business or trade listed at E the notice of election to he exempt E Pursuant to Meter and certificates of election to be exempt � to to be revocation if, at my tbne after the filing of the notice or the issuance of the certificate, the person named an the notice or certificate no long meet the requirements of this section for mice of a certificate. The department shell revoke a certificate at only time for faihre of the person named on the certificate to meet the requirements of this section. QUESTIONS? (8501 413 -1609 CUT HERE * Calm bottom portion 011 the job, keep uppor portion for your records. DWC -252 CERTIFICATE OF ELECTION TO BE EXEI WT REVISED 09 -06 PERMIT #: 2 Miami Shores V Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT DATE: ° { 1 1 (Contractor o Owner o Architect Picked up 2 sets of plans and (other) Cc &c-T o} 5 Address: Ai-c-3? SII'- From the building department on this date in order to have corrections done to plans And /or get County stamps. 1 u rstand that the plans need to be brought back to Miami Shores Village Building Pepa -` t to continue permitting process. Acknowledged by: PERMIT CLERK INITIAL: 4 RESUBMITTED DATE: 19 PERMIT CLERK INITIAL: ejb Permit No: 11 -2346 Job Name: January 30, 2012 Miami Shores Village Building Department Building Critique Sheet 2nd 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 1) Provide a separate permit for the exterior paint/stucco. 2) Provide a detail of the new wood floor framing including bearing and attachmentdetails. Identify the area the work will be performed. 3) The entire plan does not match the floor plan legend. Identify the altered /demolished walls and identify all new work. 4) Identify the interior bearing walls in the area of work. STOPPED REVIEW Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 X: go5-15G-- �55Fr- Permit No: 11 -2346 Job Name: January 3, 2012 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Building Critique Sheet 1) Provide plans that have been signed and sealed by a licensed architect or engineer in the State of Florida. Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 Permit No: 11 -2346 Job Name: January 3, 2012 Miami Shores Vivage Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 Building Critique Sheet 1) Provide plans that have been signed and sealed by a licensed architect or engineer in the State of Florida. Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 ACORa, CERTIFICATE OF' INSURANCE mampamirem !PRODUCER ; RIVERS INSOMANC8 AGENCY INC 2879 West 2nd Ave Hialeah, FL 33010 (305)909-362,7 Co CONSTRUCTION INC GUSTAVO BIAGGI 7929 WEST DRIVE #703 NORTH BAT VILLAGE , FL 33141 INSURED —1M012011_ THIS CERTIFICATE 1S ISSUED AS A MATTER OF INFORMATION ONLY AND OONFER$ RIGHTS UPON THE CERTIFICATE HOLDER. Thus cERTWICRTE DOES NOT AMEND, WEND OR - ALTER THE COVERAGE FF0RDED DV THE POLICIES INGURERS AFFORDING COSERAOE. NAICS INSURER az TEnasEt SSZICIELEI =MANCE COM LN$URER e PRDEMUSZvit EXPISIISS =Mum= INSURER O IMSUNIIR INSURER COVERAGES THE POUCIE$ OF INSURANCE LISTED BELOW HAVE BEEN =MD TO THE INSURED NAMED move FOR - .1 PERIOD INDICATED. NOTWMISTANDING ANY REQUIREMENT, TERM OR 00N0TION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TT414 THIS CERTIFICATE NAT BE ISSUED oft MAY PERTAIN, THE INSURANCE AFFORDS) BY THE POUCIEB DESCRIBED HEREIN IS SUBJECT TO ALL THE EXCLUSIONS AND CONDITIONS 0l SUCH POLICIESAGGREGATE VATS SHOWN MAYHAVE SEEN FIEDUCEDSTPAIDCIANSS. -.§..T6.7!-EM;1111Etafe* , : , EADH OCCUR WI ItAQ RklaTeU (Ea comsennel $ 1.000,000 100,000 5,000 A RIFIMAWAL OF PO# 1451205308 04/11/11 04/11 GENt AthREGATE LIMIT APPLIES. PM POLICY ni TO 71 Loa AuTomoeims LiAsum PorifAutt ro4Voteminvs 044.0. Airros Ns* taros NoICOWNEDAUTOS PIP 91,000 PED $ X4000,004 .!,300,000 04557579-1 02/12/11 AUTO ONLY -EAADDIDENT .111 MINN IN■ ■• • • ■• • • • • • • IR. I Aymara EL. EACH ACODENT El- DISEASE - EA EXPLOYEL E.I. DOME -FOUCY umrr $ OTHER DESORIPTIONOFOPINATIONS/1.0CAMS/VEHOLEstesCLUSIONSAOMENEcIORSEMENT/SFEM.PsomoNs • :rg CERTIRCATE HPLDER CIIT or NIA= SHORES 10050 NE 2ND AVE MIMI SHORES, FL 33139 304 756 6558 ACORD2s(ESOIRM) • •, • +).; • •• PT SHOULD ANY' OF THE ABOVE OPIORitED POLICIES BE OANDELIEDEEFORETHE E)ONRATION DATE 1119R0?. THE G1SJR WU.L EsitataioN TO pm 30 am WM .17 al • 1 NOME TO THE fi" ' HOLM MINED TO THE LEFT, BUT FAIWRE TO DO SO SHALL OR WEILITY OF,ART. NINO UPON THE neumens AGENTS AUTHORIZED GAOORO CONPORATIONi9as ACORQ,M CERTIFICATE OF LIABILITY INSURA PRODUCER RIVERS INSURANCE AGENCY INC 2879 West 2nd Are Hialeah, FL 33010 (305) 8$8 -3627 INSURERS AFF iNSUNEU CONSTRUCTION INC GMB INSURER A GTJSTAVO BIAGGI INSURrR R pR 7929 WEST DRIVE #703 INSUREK o. NORTH HAY VILLAGE, FL 33141 INSIIRFR t) THIS CERTIFI ONLY AND C HOLDER. THI ALTER THE C E DATF(MM/11D/YYYY) 6/18/2012 E 1S ISSUED AS A MATTER OF INFORMATION FERS NO RIGHT$ UPON THE CERTIFICATE ERTIFICATE DOES NOT AMEND, EXTEND OR RAGE AFFORDED SY THE POLICIES BELOW. NG COVERAGE AMER COVERAGES INSURER E. TI IE POLICIFS OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE F ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESP MAY PERTAIN, THE INSURANCE AFFORDED BY THC POLICIES DESCRIHI:U HEREIN IS SUBJECT TO A POLICIES AGGREOATC LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS IM$R AOD•L .. LTR iNa RD TYPE QF INSURANCE POLICY NUMBER GENERAL LIABILITY x COMMERCIAL CiFNFHAL LIABILITY CI AIMS MADE 1 X I OCCUR $1,000 PD DED GER I AGGREGATE LIMIT APPLIES PER POLICY F I TcT n I OC PGL001125 -12 POLICY ATE(MiWODmj� 03/17/12 nA AUTOMOBILE LIARS ITY R ANYAI ITO ALL OWNED AUTOS X SCHEDULEDAUTDS X HIRED AUTOS X NON- UWNEDAUTAS X PIP $1,000 DED 04557579 -2 02/12/12 02 GARAGE LIABILITY ANYAI ITO EXCESS/UMBRELLA LIABILITY IOCCUR [I CLAIMS MADE DEDUCTIBLE RETENTION $ WORKERS COMPENSATION AND rMPi OYt!S' LIABILITY ANY PROPRIETORtPARTNER/EXEt'IITIVI OFFierreMCMDGR DXCLUDEO? Ryes, tleuul it I: ur rinr SPECIAL PROVISIONS Eutaw OTHER DFRC,R IPTION or OPERATIONS / LOCATIONS / VEHICI F$ / EXCLUSIONS ADDED BY tNUONSLMINT / SPECIAL PROVISIONS 30 DAY$ OF NOTIC p,' CANCELLATION IS PROVIDED, EXCEPT CERTIFICATE HOLDE=R CANCELLATION MIAMI SHORES VILLAGE 10050 NE 2 AVE MIAMI SHORES, FL ACORD28(2001/08) T ' d SHOULD ANY OF THE DATE THEREOF, THE NOTICE TO TI IF Cem IMPOSE NO OBLIGATI REPRESENT AUTHORIZED REPRE NAIC# SAFETY INSURANCE CO SSIVE THE POLICY PERIOD INDICATED NOTWITHSTANDING TO WHICH THIS CERTIFICATE MAY BE ISSUED OR HE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH XPIRATTION M/UD/YY) mins 7/13 EACH OCCURRENCE DANA( +t I CI NtNTED $ 1" 000.000 PREMISES (rn nrrrrrgncel $ 100,000 MEI:thAP(AnytaroPnrcnn) $ 5,000 $ 1,000.000 GENFRAI AW REGATI 1 2,000.., 000 PRODUCTS - COMP/OP AG(3 $ 2,000.000 PERSONAL 8 ADV INJURY 2/13 COMBINED $INOLE LIMIT (Em occident) BODILY INJURY (Per pnron) BODILY INJURY (PArnocident) PROPERTY DAMAGE (PerSasii1ent) 300,000 1 AUTO ONLY -EAACCIDEN I OTI IrR THAN AUTO ONLY EAACC $ AGO $ EACH OCCURRENCE $ AGGREGATE $ 5 WCSTATU- 0111 - TOKY LIMITS EL EACH ACCIDENT E.L DISEASE - EA LMI,LOYCr F L U►SEASE • POLICY LIMIT $ 0 DAYS FOR NON_12amNT VE DESCRIBED POLICIES BE CANCELLED BEFORF THE EXPIRATION JING INSURER WILL ENDEAVOR TO MAII 30 DAYS WRITTEN ATE HOLDER NAMED TO THE 1 FI 1 SU I rAILURC TO D090 SHALL OR LIABILITY OF ANY KIND UPON THE INSURER ITS At :ENT$ OIL 02SL S89 008 T :Dl (a)ACORD CORPORATION 79 &B :woad St7:17T 2T02- 8T -Nflf Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 LTILDIN— G�� PERMIT APPLICATION Permit Type: BUILDING JOB ADDRESS: 2,fe k T2- SG / rad� APR 1 6 202 BY: FBC'_.0 Permit No. go 1 Master Permit No. ROOFING City: Miami Shores County: Miami Dade Zip: 3 Folio/Parcel #: Is the Building Historically Designated: Yes NO Flood Zone: OWNER: Name (Fee Simple Titleholder): ?kW—A— 1J s Q(A4 Q State: .. Zip: J Address: City: Tenant/Lessee Name: Phone #: Phone #: $ Email: CONTRACTOR: Company Name: 6 )* 66 Phone #: 32c6r3 Address: 4923 S)3V' Ata°3 City:( sf MICAS ^�, State: — Zip: 33v LK Qualifier Name: a'' tMo State Certification or Registration #: C 2 c 11,0 Certificate of Competency #: Phone #: 3 . . 1 1 — J - 5 - 2 - Contact Phone #: Email Address: 'fibs 2C L • . — DESIGNERi Architect/Eu :: 17131-5q C I k-4 . Phone #: 39S 433444 8 Value of Wo Type o D Square/Linear Footage of Work: ❑Alteration ONew ❑Repair/Replace' ■ i emolition ZEvti5, °0-Q &- 1 sUMt& A— i %C • .. JAANMica r �Ca k,(AdczL r' 9J tiv . 60 *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * *Fe *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Submittal Fee $ Permit Fee $ CCF $ CO /CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ Dial Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and 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 pennit 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 b .chure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of com for the first inspection which occurs seven (7) days after the building permit is issued. inspection will not be a, oved and a reinspection fee will be charged. Own,; Agent Signature The foregoing instrument was acknowledged before me this day of 20 /L , by who is personally known to me or who has produced As identification and who did take an oath. MYCOMMjSSSIONH# DD 97259B NOTARY PUBLIC: Sign: Print: * EXPIRES: June 15, 2014 e Bonded Ttuu Budget Nateay Servioas My Commission Expires: APPROVED BY Signature pment must be posted at the job site bsence of such posted notice, the Contractor The foregoing instrume s was acknowledged before p� me thi day of /", / ,20 /L.,by 64t -e uJ who is personally known to me or who has produced 26 as identification and who did take an oath. . .4,4c JAME TARIOH MY COMMISSION # DD 972598 Plans Examiner Structural Review (Revised 3 /12/2012XRevised 07 /10 /07)(Revised 06 /10 /2009XRevised 3/15/09) NOTARY P EXPIRES: June 15, 2014 f Boded lieu Budget Nolayae s Sign: P My Commission Expires: Zoning Clerk May 7, 2012 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, FL 33138 Attention: Norman Bruhn Structural Reviewer Reference: Private Residence Process #: RC -12 -11 -2346; UEI #: 0601 -04 Mr. Bruhn, UNITED Engineering, Inc. Below are our responses to your review comments, dated April 21, 2012 for the above referenced project. Your original comments and respective numbering are included. 1. Provide plan dimensions. UEI Response: Plan dimensions have been provided. Please refer to sheet 51.0. 2. Provide structural calculations. UEI Response: Structural calculations have been provided. Please see attached. 3. Provide copies of NOA's for connectors. UEI Response: NOA's have been provided. Please refer to the structural calculations. 4. Show connector details in section 1. UEI Response: Note clarifying attachment has been added to section 1/S2.0. 5. Show the connection detail of (2) 2x10 towards exterior side. UEI Response: Please refer to section 5/S2.0 for the requested information. 6. Draw a longitudinal section of 2x10 and 2x6 showing details at both ends UEI Response: Please refer to sections 6 and 7/S2.0 for the requested information. If you have any questions, please do not hesitate to contact me. Sincerely, UNITED ENGINEERING, INC. Juan J. Fue tes, PE, SE, LEED AP BD +C Principal - ; CA/jf Enclosures 12595 SW 137th Avenue, Suite 112 Miami, Florida 33186 Tel: 786.347.5250 Fax: 786,347.5250 `-1 I Pe 111- 60574kvel Miami Shores Village Building bepartment 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. k C I I - 2-5 ci-b Job Name Date f -' I - I Z STRUCTURAL CRITIQUE SHEET GI) PPVCA PLAN �+�Ft.1 '9 iS - VIw a E 51,42-1 C-tt 4=t a1- fir- 'P-b v c 6 coy es -Fe R- co+.i- t•tec,Jto y i-p J coy./ tJf✓ G'[ 912 E7 A 1°L...3 i SC-= elt eq.) �Fo%U coNv.tC(ii,N PE°1-41 -1sf tre t2--) '2-1- 1O -row 6)e-rot-I'D (.. ve°o c C e-F'"i W wJSY'ri1 .1 f1/414-1- See-'11-014 2-Ho 2$ ( S10 Lot r`J Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. lC tt -`-1 Job Name Date c-I2 STRUCTURAL CRITIQUE SHEET 9 >QAo vi.oL lam L, cu E FIE'C- `�t'oty S �) 11 /KE ve-E A- 0- S nrS -A-ree P k°©e D v`-(kt jLc% -u co et'es J0A-s S Idol P t9 i G7 E p Y t u M6 ?a2.0v a Oo S eic P ovuf -PPS -t> v%S -C-U° 126A cDEP1: err- cz Mv' i 1Y i / m Pe �tbl�oL — ( Job Name: May 23, 2012 Miami Shores Village Building Department Building Critique Sheet REV 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 7952204 Fax: (305) 756.8972 1) Provide a separate permit for Electrical and plumbing revisions. 2) Provide corrections for the structural review. STOPPED REVIEW Page 1 of 1 Plan review is not complete, when all items above are corrected, wewill do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re- submittal drawings. Norman Bruhn CBO 305 - 795 -2204 Arienis Silvera From: Juan Fuentes llfuentes @unitedeng.pro] Sent: Tuesday, May 22, 2012 11:07 AM To: Arlenis Silvera Cc: Gustavo Biaggi (gbiaggi @live.com) Subject: State of Florida Product Approval System To Whom It May Concern: As the State of Florida Product Approvals (FL #) are accepted by local municipalities, several manufacturers have opted to stop having their products evaluated by Miami Dade County to save testing costs. As such several manufacturers do not have Notice of Acceptance (NOA) numbers for their products and solely have a FL #. The State approvals allow products to be evaluated by private testing labs unlike Miami Dade County's centralized approval system. Since each lab has their own format and method of presentation, each report will look different between labs. These labs include Jax Apex Technology, ECS, et al. As this transition is currently occurring and generating confusion, we request you verify the submitted product approved reports using the following procedure: Open a web browser and visit the State of Florida Building Code website (http: / /www.floridabuilding.org). Place mouse over Product Approval box (grey box on the left center) and click on "Find a Product or Application." Select the appropriate code 2007 or 2010 (second dropbox from top). Enter FL # shown on the construction documents submitted on the Wood Connector Schedule and hit "Search." As an example, 11473.13. Verify "Status" is "Approved" and click on the FL # # # ## link (left column). This example, click on FL11473. Scroll down and find the noted connector. This example LGUM or 11473.13. Click on the link under "Evaluation Reports" right column. This example FL11473 RO AE SIM 200804 MasonryProds.pdf. Acrobat should open and the evaluation report should be displayed. This is the State of Florida Testing Report for the Florida Product Approval number submitted. These reports are replacing the Miami Dade County NOAs. If you have any questions, please do not hesitate to contact me. Regards, Juan J. Fuentes, P.E., S.E., LEED AP BD +C Principal/FSEA So FL Chapter President IUNITED Engineering, I nc, 12595 SW 137 Ave, Suite 112 Miami, FL 33186 o. 786.347.5250 x801 c. 305.724.6137 e. ' fuentes unitedeng.pro w. www.unitedeng.pro FSEA- www.flsea.com 1 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 Inspection Number: INSP- 168107 Permit Number: EL -12 -11 -2348 Scheduled Inspection Date: December 27, 2012 Inspector: Devaney, Michael Owner: Job Address: 253 NE 92 Street Miami Shores, FL 33138- Project: <NONE> Contractor: MV ELECTRICAL SERVICES Permit Type: Electrical - Residential Inspection Type: Final Work Classification: Addition /Alteration Phone Number (305)466 -2990 Parcel Number 1132060133560 Phone: (305)216 -0677 Building Department Comments KITCHEN AND 3 BATH REMODEL Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector Comments -L°6 December 27, 2012 For Inspections please call: (305)762 -4949 Page 1 of 17 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION Permit Type: Electrical JOB ADDRESS: Y FBC 20 Permit No. - f 1 Z 3 ei r Master Permit No. ! — 2/ 4 6 City: Miami Shores County: Miami Dade Zip: Folio/Parcel #: Is the Building Historically Designated: Yes NO Flood Zone: OWNER: Name (Fee Simple Titleholder): ?°A Address: Ci( s &lac bUiS-- �,, City: N� State:. l`" L— Zip: '' Phone#: Tenant/Lessee Name: Phone #: Email: CONTRACTOR: Company Name: 1 -tq uzC CLL ifs-avY Phone #: Address: ! oir NUJ! 3 2_ 'f City: L` - State: '�YL- Zip: 3.0 kr Qualifier Name: 14/1-2\D V b Phone#: 21,6 Ck 1- State Certification or Registration #: 00 000 40 Certificate of Competency #: Contact Phone #: DESIGNER Architect/Erigineer: Phone#: Email Address: Value of Work for this }'emit: $ 2003. Square/Linear Footage of Work: OAlteration ONew ORepair/Replace Zet\‘ � cw.A Type of Work: OAddress Description of Work: ODemolition *********+ x+ x*** **** ********* ************ Fees************* *************+ x*+x ******+x***+x**** Submittal Fee $ Scanning Fee $ Notary $ Double Fee $ Permit Fee $ J ° s" CCF $ CO /CC $ Radon Fee $ DBPR $ Bond $ Training/Education Fee $ Technology Fee $ Structural Review $ TOTAL FEE NOW DUE $1 > oJ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be .. 'rove '. inspection fee will be charged. Signature Own: o . °gent The foregoing instrument was acknowledged before me this day of �� , 20 /Z---, by '� `Leriin„x (3' who is personally known to me or who has produced As ide NOTARY PUBLIC: Sign: Print: My Commission Expires: fa. ao ye WI o .'d Atal oo4 r tiry Public State of Florida c • •=cia Faggionato c.. ? M,. : ommiss on EE 179889 ? Ro Expires 03/1512018 Signature Contractor The foregoing instrument was acknowledged before me this day of , 20 7, by who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: i -' i tf`ViJ My Commission Expires: *** *> * ** * * * * *=x=x>k=e>k>kx=*** *>H= k**** *x==x=Kx:x=x=**+,*>k*a=>:>k= >k=x>s=k>k *>k>k=k=k> ****** a=> kx=> ka:****> tix=> k> k*> k= k*> k> k*> x> k> k> k> x >k>x=H>x *a==x>x>x+i==x>k>k+x*** (P ,'aV Plans Examiner APPROVED BY Structural Review (Revised 3 /12 /2012)(Revised 07 /10 /07)(Revised 06 /10 /2009)(Revised 3/15/09) Zoning Clerk Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION FBC 2061- - Permit Type: Electrical OWNER: Name (Fee Simple Titleholder): e9� , n Address: tZredvi Nita- .4 l City: 164XAF4C1h State: Zip: 33 R Tenant/Lessee Name: F Phone #: Email: REC IVP JUN 04 2012 BY: Permit No. EL [ 1 °) 3 Master Permit 1 JOB ADDRESS: City: Folio/Parcel #: Is the Building Historically Designated: Yes, .,,, NO Flood Zone: Miami Shores County: Miami Dade Zip: CONTRACTOR: Company Name: '7'p Address: ! 2A. tki'eW C)Y` -' City: 7f25VN . 1J_Aks4 c� tat Zip: / de! Qualifier Name: 61Y-Q r t Phone #: Ark( 3 . State Certification or Registration #: C- 1 1 Certificate of Competency #: Contact Phone #: DESIGNER: Architect/Engi Value of Work for this Pernik: $ Type of Work:, ClAddress :., s 'Description cjM rk: leT p L i'- Phone #: DAltera Footage of Work: ORepair/Replace: *****+x***+r****x ****** ****+x*********+x*** Fees* *+ x****** ******* **+ x***************+x+x **** **** Submittal Fee $ Permit Fee $ CCF $ CO /CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and 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 constr tr if n law brochure will be delivered to the person whose property is subject to attachment. Also a certified copy of the rec ed o c r mmencement must be posted at the job site for the first inspection which occurs seven (7) days after the buir;,g p n the absence of such posted notice, the inspection will not be a' % ove, a f, ;ion fee will be char Signature Owner or The foregoing instrument was acknowledged before me this day of 'd % , 20 / Z., by �, Contractor The foregoing instrument was acknowledged before me this `2Lf , day of , 201/, by 441100 v who is personal y known to me or who has produced as identification and who did take an oath. who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: ?v4-"C '`� rte, NOTARY PUBLI My Commission Expires: Sign: Print: q -L 04 notary Public State of Florida ,trivia Faggionato NJ my Commission EE 179869 Or Exams 0311512016 My Commission Expires: + x**********+ x+ xa: ****+ x******************** **** ** x*** ********** **+ x********* ***** *+ x+ x*+ x*x: *************+x**m******** APPROVED BY Plans Examiner Structural Review (Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) Zoning Clerk Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 Permit No. l l °--1 3 M g Master Permit No. U — co BUILDING PERMIT APPLICATION FBC 20 RECEIVED PEC 0 7011 Permit Type: Electrical OWNER: Name (Fee Simple Titleholder): Z71.1- SOLI ` J a( Phone #: 3 f---`7 ‘q' Address: )7 4R3 1911 ell4 � C))ijd. d' 30 City: n6 r O di0a State: 'FA-- Tenant/Lessee Name: Phone #: Email: Zip: JOB ADDRESS: 213 kJ a rt., .s� City: Miami Shores County: Miami Dade Zip: Folio/Parcel #: Is the Building Historically Designated: Yes CONTRACTO : Co any Name: 41- • U // e Address: / a( X)C'e NO Flood Zone: eACa-f f(f tle.S Phone #:(B 05) ?'7 - O ‘97? City: �6k .-ea. jtit , q State: Qualifier Name: f faro State Certification or Registration #: r Contact Phone#: t:3/ c l 4 0 (0 77 Email Address: FL zip: ale 0 /✓C . Phone #: ° t' CP —0 77 Certificate of Competency #: 00 E0 004(0 5 /MP° !ter? U eledilLa . eO 1y! DESIGNER: Architect/Engineer: Phone#: Value of Work for this Permit: $ 2 Square/Linear Footage of Work: Type of Work: °Address [Alteration °New epair/Replace ❑Demolition Description of Work: 66.1-C,41aki A i1' tAio . £t1 t m CIOVIzic AJ icy * ** *** ***** ******* **** **** * ****** fix* *** Fees************* * **** ***** **** *** ******** * ***** Submittal Fee $ 56Q Permit Fee $ Scanning Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ CCF$ CO /CC$ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE $ Ra q �# Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for RT.RCTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and 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 l ,w brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of mmencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued in the absence of such posted notice, the inspection will not be a -d ndction fee will be charged. Signature Owner or The foregoing instrument was acknowledged before me this / I day of , 20 1) , by .-� 3 who is personally known to me or who has produced As iden o�" NOTARY PUBLIC: anion and , diELt aie an oath. o * MY COMMISSION # DD912598 EXPIRES: June 15,2014 Bonded This Budget Nay Services Sign: t: My Com s', ion Expires: * * * * * * * * * * * * * * * * * ** * * * ** APPROVED BY The foregoing instrument was acknowledged before )) me this /5 day of0'QQQ/1b't , 20 ! , by /i Mar 02 2012 1 :4SPM HP LASERJET FAX AOORD�. CERTIFICATE OF LIABILITY INSURANCE PRODUCER - INSURED COVERAGES MIJTLIAL INTEREST ASSURANCE,INC. ELIZABETH VEROURA 1255 CORAL WAY MIAMI PL. 331145 Serial # /00184 M.V.ELECTRICAL SERVICES, INC 18311 MN 82ND CT MIAMI, FL 33015 p.1 THIS CERTIFICATE IS ISSUED AS A ONLY AND CONFERS NO RIGHTS HOLDER. THIS CERTIFICATE DOES ALTER TI46 COVERAGE AFFORDED 03OVIVIRX /02/2012 MATTER OF UPONTHENCERT FICOATE NOT AMEND, EXTEND OR BY THE POUCIBELOW. INSURERS AFFORDING COVERAGE tNSUlBR A ASCENDANT UNDERWRITERS, LLC INSURER G: ASCENDANT UNDERWRITERS ,LLC wsvlsg9 C: NMI! INSURER Q: INSURER E: THE POLICIES OP IN9ul4ANCEtamp BELOW HAVE $EN ISSUED TO THE INSUREDNAMED ABOVC FOR THE POLICY PERIOD BVDiCATED. NOTWITHSTANDING ANY R@OUIREMBN'r. TERM Ott CONCI 190N OF ANY CD1yTimor ORI 0THeR CL7CUMENT WITH slie4FEICT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURAticE AFFORDED BY THE POLICES DESCRIBED HEREIN IS SUB.IECT 0 ALL THE TR.R1 5, Owl-US1ONS AND CONDITIONS OF SUCH POLICIES, AGGREGATE UMITS SHOWN MAY HAVE SEEN REDUCED BY PAID CLAIMS. ttl k TYPE OP iNEGRANCE POLICY NURSER VZSTAMT YI IPMgrAMIN LENTO OSINEItAL LIABILITY A X COMMERCLN. GENERALLIA6gwTY 1 CLAIMS MACE OCCUR Oem. AGGREGATE LIMO APPLIES PER: POLICY I I.tP& ntec OMOBIUB LIABILITY ANY AUTO ALL owN E4 AVMs scN DULeo AU1OO ► iRDAUTI NON.CWNED AUTOS ©U50105 -1 9123/2011 9/23)2012 RAau Lumpuyr, AF3YAUTC EACt1 OCCURRENCE s=t NGLE WRIT 1,000,000 100 000 6,000 1,000,000 1000000 1 000 000 ILA INJURY par BODILY INJURY Per ewMont) EXCB$Bl4 simeLLq I1Y OCCUR CLAIMS MAGI DeoUGn5L8 RETornoN f QUID cid.r. raid= mot 1 AUTO ON„Y - EA ACCIDENT 1 OTHER THAN AUTO ONLY: EA ADC B t&INPLna&O�°""uA61MT" ANO ANT Fig-OFRIET0e/FAATNEeim<e OFFICeRMERIERER EXCLUDED? Cvnv5 �ECIAL PPROY below anew EACH OCCURRENCE AOG s AGGREGATE WC- 604845 10/1'1!2011 10/11/2012 dESCR1PTIONCFopERASIONSILOCATIONBRIEH tamma7taLUSICSIS *AIM SYENDOI SEATET 1SPPCjAL PROYIsWN$ ELECTRICAL WORK CERTIFICATE HOLDER MIAMI SHORES VILLAGE 10050 NE 2N0 AVE MIAMI SHORES, FL.. 33138 AMR') 25 (2004r08j 0 FRIPR010ERTPROS.PPB U1 Tf3 39Vd $ 3 E. EACH ACCIDENT 1 1 o0,QQO SISINASE . 6A EMPLOYEE 1 QOQ EL aa2A • POLICY uIIT 1 100,000 CANCELLATION SNOW) ANY OR The ASOYa mama POUI:.IES BB CANCELIaA 5EPQRE THE ExFIRATIons PAT INEREOR, 'ME Ammo 1NaURCs We.L eNDZAvoR YO MAY._ 30 oars WRRTeN NOTICE TO TNO CERTi ;tCATC HOLDER NAMED YO THE LEFT, GUT FAILURE ro CO SO BH U.l. IMPOSE NO ODUCATIGN OR LIABILITY Olt ANY JUNO UPON TN E 6N$URER, R8 AOENT6 co �A9NLB. _ AUTHOR= FREPASSIENTATIVE OF INIOBP8NCENT INSURANCE AG ENCY 1SEMBINI1VT11114 ACGRD CORPORATION 1958 106#3098S0E Le:ZI t9Z /Z9 /E0 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795 -2204 Fax: (305)756 -8972 RC- II- 2:?`4 to Inspection Number: INSP- 168099 Permit Number: PL -12 -11 -2347 Scheduled Inspection Date: December 03, 2012 Permit Type: Plumbing - Residential Inspector: Hernandez, Rafael Inspection Type: Final Owner: Work Classification: Addition /Alteration Job Address: 253 NE 92 Street Miami Shores, FL 33138- Phone Number (305)466 -2990 Parcel Number 1132060133560 Project: <NONE> Contractor: BEST PLUMBING SERVICES, CO. Phone: 305/556 -2641 Building Department Comments KITCHEN AND3 BATH REMODEL Passed Failed Correction Needed Re- Inspection Fee No Additional Inspections can be scheduled until re- inspection fee is paid. Inspector C • " e s November 30, 2012 For Inspections please call: (305)762 -4949 Page 1 of 29 Miami Shores Village REcErivr t Building Department JUN 0 4 2O1Z 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION Permit Type: BUILDING JOB ADDRESS: a 5 3 / L q S BY: FBC 20 Permit No. PLY —2.341-- Master Permit No.1 34c.° City: Miami Shores County: ROOFING Miami Dade Zip: Folio/Parcel #: Is the Building Historically Designated: Yes NO Flood Zone: OWNER: Name (Fee Simple Titleholder): 2_)t1sv s' Lto,w, Phone #: 9-.; I `t"(o l- ) 3 Address: 2-01 Q J l&1 J' 9zruJi. -t),_ _1a1 City: i" "i -�� State: Zip: /0 Tenant/Lessee Name: Phone #: Email: CONTRACTOR: Company Name: �g 5'11 � C 4 t S&'V C P Phone #: �� CS —S-1( g Address: -S7 <% V T S t City: ei l eGe 4-1 State: L . Zip: 3J t -5 Qualifier Name: �\ # �' e p4 �e re 3 ,,e- 2 Phone #: State Certification • ' egistration #: C, C 144 j / 31 Certificate of Competency #: Contact Phone #: Email Address: DESIGNER: Architect/Engineer: Value of Work for this Permit $_ i < Co Square/Linear Footage of Work: - Type of Work: Addition PDAlteration (� UNew °` epait/Replace . ftDemolition Description of Work: (Re r `(^C L �- -(2s �C-(-i re a c'1 ,e L ., -I Co r Y� e v _ Se_ -t. v 0 _ ".Wr ...�. ::•., e.Yb F,, .. sl i. .: €' . ah". .114. ii k, d fki.3 ( e,n L.c,-, C v- et t ✓t r Color thru tile: * * * * * *,x * * ** * * * * * * * * * * * * * * * * * * * * * * * ** Fees************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Submittal Fee $ Scanning Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ Permit Fee $ CCF $ CO /CC $ Radon Fee $ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application: is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be ap. , ed and a r %__ # ection fee will be charged. Signature Owner or �j L j The foregoing instrument was ac o ledged efore me this y J The foregoin instrument was acknowledged before me this day of A ,gggg� , 20 IL , by e ' f' , day of � 6 , 20 a by �� it `X %7 ° l�%/r %r^, _Ire! 6 „ who is personally known to me or who has produced who is pe,; . own to me or o has produced As identification and who did take an oath. as identification and who did take an oath. Signature Contractor My Commission Expires: APPROVED BY NOTARY PUBLIC: Sign: Print: 17,e,w Glenn. R a'7 My Commissio iWat es` • te ° ( / Z--- Plans Examiner Zoning Structural Review Clerk (Revised 5 /2 /2012XRevised 3 /12 /2012XRevised 07 /10 /07)(Revised 06 /10/2009XRevised 3/15/09) Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION FBC 20 Permit No. _ Master Permit No. Permit Type: PLUMBING �� 'p OWNER: Name (Fee Simple Titleholder): ➢ ti f Akt v'�.v Phone #: City rx'. '� ��, ` w; i State: I Zip: 3 -3480 Address: JAN 0 ad,;. J 1 BY: e oemmoem.__e_om d l — 23 ��-• Gr3414J2_ Tenant/Lessee Name: Phone #: Email: JOB ADDRESS: Z5-3 City: Miami Shores County: Miami Dade Zip: Folio/Parcel #: Is the Building Historically Designated: Yes NO Flood Zone: _ Company a- 4 hen If, Phone #:30s "& S CONTRACTOR: Com an Name: , 'f Address: 3 C_ 4i- 44 r'''" S fi City: L 7tq' (e_Q 11 tate: L Zip: Ti 0/ •3 Qualifier Name: �4 r, col e Phone #: State Certification 1-.. Registration #: C FC--- / cf a 4 % 3 2 Certificate of Competency #: Contact Phone #: r1 .3 2 2V- 7'1 Email Address: DESIGNER: Architect/Engineer: Phone#: Value of Work for this Permit: $ (. /1e) ® Square/Linear Footage of Work: Type of Work: Address Alteration New ORepair/Replace ODemolition Description of Work: l L..� .„Y� -v�., '2 -1.Q etv1..c, .,44.4.Lt f c. ****** ** * * * * *** * * * * ** ****a:**** * *** x*** Fees:* x+ ***+ x*a:+ x******** ** **** **** * **x: ****** ****** Submittal Fee $ 7 -,, Permit Fee $ CCF $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ CO /CC $ Bond $ TOTAL FEE NOW DUE $ i l I • 9 Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDmONERS, ETC OWNER'S AP'N''DAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be a 1 1 inspection fee will be charged. Signature Owner o The foregoing instrument was acknowledged before e this , 2012-- , by Kt '‘O-14 / a2 nown to me or who has produced As identifitkiot� and whojatarto oath. „ % MYCOMMISSION I DD 972599 EXPIRES: June 15, 2014 Bonded TMu Budget Notary Services NOTARY PUBLIC: Signature - j�� ( Contractor The foregoing instrument was acknowledged before me this day of d 7 , 20 .� Z , by`�� O4J pIY obit p` 6' who is personally known to me or ho has produced C P Y P who did take an oath. rot_ NOTARY PUBLI Sign: .,Y P c� Print: a':�.'� .. �, My Commission EzWks: * * * * * * * * * * * * * * * * * * * * * * * * * * *_ ************************************************* ********** ********** ******** *** APPROVED BY Plans Examiner Structural Review (Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) Zoning Clerk 01/03/2012 13:33 3056889362 PROPER INS AGENCY PAGE 01/01 A ° CERTIFICATE OF LIABILITY INSURANCE DATE (M D 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 palicy(Ies) must be endorsed. If SUBROGATION 1S 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 Proper Insurance Agency 471E 49Th St Hialeah, FL 33013 Z NTADT MARIA A RAMOS PHCNE 305. 681 -1545 FAX 305- 688 -9362 -, " No ..../.. •MAIL ADDRESS: W SWRER1$) A)°FORDING COVERAGE WOO INSURERA 1 ASCENDANT COMMERCIAL INS CO COMMERCIAL GENERAL LIABILITY INSURED BEST PLUMBING SERVICES CORP 251 EAST 44TH STREET HIALEAH, FL 33013 • INSURERS: _ _ INSURERc: 10/14/2012 INSURER D I $1,000,000 INSURER E : g INSURER F : 1 CLAIMS•RMDE 0 OCCUR COVERAGES RG V 1.7,L,■ r11 V IU F%; THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO TI-16 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 aY 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 LTR TYPE OF INSURANCE ADDLSUeR ,�,ea POLICY NUMBER DI M1 /13 __ POLICY Y► LIMITS A GENERALLtAOILrfY ✓ COMMERCIAL GENERAL LIABILITY fu' 1 DEI--- LI GL- 34896 -2 10/14/2011 10/14/2012 EACH (=URBAN= $1,000,000 PDAMAGE TQ $00,000 g 1 CLAIMS•RMDE 0 OCCUR MED expipny one person) $ 5,000 PERSONAL & ADV INJURY $ 1,000,000 GENERAL AGGREGATE $ 1,000,000 'G''E'N)LAGGREjGA�T0UMITgPP F5j POLICY 1 1 JCGT IILOC PRODUCTS - COMP/OP AGG $ 1,000,000 _ sn� Li�NGTEannrr $ 3 AUTOMOBILE _ LIABILITY ANY AUTO OWNED AUTOS HIRED AUTOS — — SCHEDULED ALIT WNHD BODILY INJURY (Per Person) $ BODILY INJURY (Per�attlanl) $ %'EItrY GE Perapdd®nU S $ i- UMBREyi,A L AE EXCESS LIAR OCCUR CLAJMS MADE U L ..1 j L�J •— EACH OCCURRENCE $ AGGREGATE $ RED I IITttgvTION5 I WG$TATU- I IOTH 1 J IMIT4 ER EL. EACH ACCIDENT $ 3 WORMERS COMPENSATION AND EMPLOYERS' UABILITY Y / N ANY PROPRIbTOR/PARTNERJEXECUTIvE IN OFFICER/MEMBER EXCLUDED? N / A (AtuitieteI n. yry) DES OPERATIONS Lwow E,L, DISEASE - EA EMPLOYEE $ EL. DISEASE • POLICY LIMIT $ DESCRIPTION OF OPERATIONS /LOCATIONS / VEHJCLE S (AAWch ACORD 101, Additional Ramada; Smmaea, If mars swami* wolfed) PLUMBING SERVICES. $500 DED PER PROPERTY DAMAGE CERTIPICATO NA11 nco _ _ _ _ _ __ _ CITY OF MIAMI SHORES BLDG DEPARTMENT 10050 NE 2ND AVE MIAMI SHORES, FL 33138 SHOULD ANY OF THE ABOVE casement t puLICigs BE CANCELLED /BEFORE THE EXPiRATTON DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE ACORD 25 (2010/05) ©1988 -2010 ACORD (XRPORATION• All rights reserved. The ACORD name and logo are registered marks of ACORD Produced using Panes Boss Web =memo. leumrorineeossoceno beitreeelve Publishing Sea- Ele1NT7 Path Investments, LLC 5875 Peachtree Industrial Blvd, Ste 340 19495 Biscayne Blvd, Ste 301 Norcross, GA 30092 — United States Aventura FL 33.180 — United States Ricardo Paz Telephone: 305 - 466 -2990 Managing Member Fax: 305 -675 -7990 August 24, 2011 To whom it may concern, Teresa Gomez, our property manager, is authorized to sign permits for any property owned by the following companies, which are owned by Path Investments, LLC: • Florida Capital Group.com, LLC • Continental Mortgage Funding, LLC • Vision United Group, LLC • Great United Financial, LLC If you • - - , , i • - stions, please contact the undersigned. digre„, _ 4 ///�/ AirrAMANINIma IatureofOa Printed Name of Owner State of Flon a �� County of c ivsJ ` Y 4Q. NOTARY PUBLIC SEAL OF OFFICE /�}, 7I On this 7 y day of /4 74 Florida personally appeared t�": rue4 J/IMIETARtCH MY COMMISSION # DD 972596 * * EXPIRES: June 15, 2014 o�. Bonded II= B Senn 0 /1, before me, the undersigned Notary Public of the. State of instrument, WITNESS my hand and o cial seal: // �/d0 who's name(s) is /are subscribed to the within Personall known to e, or ' + duced identification, type of identification provided to e'"`�Di+ SOT take an oath o Did eb1g1r41-4614v0 BUILD PE ' A ' PLICATION Miami Shores Village Building Department N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 Permit No. 112■C, 12 — 3 3 0 Master Permit No.� FBC Permit ype�. BUILDING ROOFING OWNER: Name -� (Fee Simple Titleholder): � ��I'g" -d`� 1� -�-�% � Phone #: �� t�� •�- Yt f Address: \t, S \d/d5-- 'a�'`..ae' ' 3A Cit y: State: Zip: 3� Tenant/Lessee Name: Phone#: Email: JOB ADDRESS: 2S 3 City: Miami Shores Folio/Parcel #: Is the Building Historically Designated: Yes NO Flood Zone: 6` County: NI. Ilk Miami Dade Zip: 3313 CONTRACTOR: Company Name: Address: City: X11 Qualifier Name: Phone #: b`n a 2 State: J`_')%`'1 Phone#: .i (t.,) 'i.- State Certification or Registration #: C- �° ,�� Certificate of Competency #: Contact Phone #: )US 6'41 �D-12-- Email Address: B 1 DESIGNER: Architect/Engineer: ti(1 p VV—AA-1 . Phone #: Value of Work for this Permit: $ d, Square/Linear Footage of Work: Type of Work: Addition a Alteration ONew ORepair/Replace ODemolition Description of Work: 9-'04 �% r t' =° l` *+x******** * * * * * *** * *** *****+x****+x**x:*** pees+ +x*** ***** *****+x****+ *** era *** *************** �� 'l Submittal Fee $ ' i!,�,,' Permit Fee $ ') �V v CCF $ '`. CO /CC $ Scanning Fee Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ 1',+ Technology Fee $ ( 4 I Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ IIMDM Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and 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 eeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brs' hure, will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of comme cemen must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In t r e abse ce of such posted notice, the inspection will not be coved and a reinspection fee will be charged. Signature The foregoing instrument was acknowledged before me this day of Fir , 20 i 2 , by (7 Lev/4 who is personally known to me or who has produced As identification and who did take an oath. .4 1 puB(% JAMIE TARICH NOTARY PUBLIC: MY COMMISSION # DD 972598 EXPIRES: June 15, 2014 Bonded Thru Budget Maly Services Sign: Print: My Commission Expires: * * * **** ** * * * * ** **** * * *** ** ** APPROVED BY Signature Contractor The fore oing instrument was acknowledged befor me this L/ day of , 20 11, by i5 '4�ttU /cj , L y 4d who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBL Sign: Print: My Commis on Expires: E TARIM ION # DD 972598 ne 15, 2014 Notary BervWes COMM: XPIRES: Plans Examiner Zoning Structural Review Clerk (Revised 07 /10 /07)(Revised 06 /10 /2009)(Revised 3/15/09) Miami, January 7th, 2013 To whom it may We wouid app 't if -you am cancel the applicaim fora stucco permit, under thcmas Perroft# CR-Okifor the property located at 253 NE 92nd st. We ended up doing just small mtimin in the existing stucco. 1)-1.NOA: A1 takt413 J.A.■. 1441 '244'470 Miami Shores Village Building Department 0050 N.E.2nd Avenue, Mann Shores, Florida 33138 •Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTIONS PHONEMMEallt: (305)762.4949 .° \D I 2'1:3 t °--1,0JS-114VVZ) BUILDING PERMIT APPLICATION Penult *Type: BUILDING JOB ADDRSS: 253 NE 92nd st • 72.„ 2512. FBC 20 10 Permit No. Master Permit No. 14-2348 ROOFING City: Miami Shores County: Miami Dade fofio/Pmel#: h the ; '1 Historically Deshoulted: Yes NO Flood Zone: OWNEtt Nano (Fee Simmte Titleholder): Pal pi:mem, 3058135572 Address: 20195 Biscayne Blvd. #301 city: Aventura State: zi: 33180 TenanULessee Name: Thone Emth CONTRACTOR: Company Name: GMB Constructiont 400 phone#: 3056135572 ludas& 7929 Wed Dr. #703 city North BAy State: zip: 33141 Quarter Name: Gustavo Biaggi phonet 3058135572 State Certification or Registration #: CGC 1514515 Certificate of Coinpetency #: Comet Ms* Email Address: gbiaggigiv"Dm DESIGNER : Architect/Engineer: Value of Work for MU' Permit $ 800 Type of Work: flAddition Al tamtion aliew Description of work: Revision for game side door Amor Footage. ire Work: eFlace CiDernolition Color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ ************************ CCF $ COICC $ DEM $ bond $ Technology Fee $ TOTAL FE !'40W DUE $ 1Y* Banding Company's Nam (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Appkiinfs hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prier to the issuance of a pemlk and that all "work will be performed to meet the standards of all laws regulating construction in this jurisAiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, RENIERS, TANKS and AIR CONDTTIONERS, ETC-- OWNER'S AFFIDAVIT: I *citify that all the foregoing information is accurate and that all work will be done in conmliance 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 FINANONGr, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to APPROVIt: As a conditkm to dre "nee 4 a bwzding pennit with an estimated prontise in good frdth that a copy if the notice of commencement and construction lien whose property is sub. to attachment. Also, a certified copy of the recorded notice of firr the first bispeoio seven (7) iktys titer the building permit is issoc inspection will ,wt be .41,4? ction fee will be charged. g. $2501), the applicant mist ' lI be *livered to the Person st be posted at the job site 'e of such posted notice, the Contractor The foregoing instrument was before dos _ J Qi-- The toagoing in ',1 f xf ',It was acknowledged before me Lhis day of t ' 1 ,20 2-by PAICAWA , day of rOCC- , 20 12-, by o „„ , who is personally known to me or who has produced who is persocally known to me or who has produced As Montilla" and who &drake an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Print: My Comilui Notary Public State of Florida • Patrida Faggicmato My Commissloo Ea 179869 + 44 4A.Natn114********.I. 4444.44440******************* APPROVED BY 4.0d/c.741 Plans Examiner Structural Review (Revised 3/12/2612)(Revised /1XRe ' Ott/10/2009)(Revised 3/15/09) Sign: Print My Conunigsiinn Zoning Clerk Project Name: Paz Residence Miami Shores 701\IING DEPT SUBJECT TO COMPLIANCE WITH ALL FEDERAL STATE AND COUNTY RULES AND REGULATIONS By: OL Start Date: 12/3/2012 Comments: window replacement in garage restroom amd side access door .AWind Pressut Residence Miami Shores.wis ,tu Paz'Residence Miami Shores December 4, 2012 ASCE7 -05 Local Information Wind Dir. Ex • osure 1 C 2 C 3 C 4 C Basic Wind Speed: 146 mph Topography: None Optional Factors This project uses Toad combinations from ASCE 7. Wind Loads on Structures 2005 -- [1.10] Copyright © 2000 SDG, Inc. Page 1 of 5 W4 W2 Paz` Ressdence Miami Shores December 4, 2012 Section - Main Section Enclosure Classification: Enclosed Building Category: II Wall 1 2 3 4 Length(ft) 27.0 22.0 27.0 22.0 Overhang(ft) 0.0 0.0 0.0 0.0 Eave Height: 10 ft Parapet Height: 0 ft Parapet Enclosure: Solid Roof Shape: Flat ASCE7 -05 W2 W1 W3 W4 W1 W4 Front W3 W3 Wind Loads on Structures 2005 -- [1.101 Copyright 4 2000 SDG, Inc. Page 2 of 5 Paz' ReVidence Miami Shores December 4, 2012 Composite Drawing ASCE7 -05 1 2 A 3 4 Wind Loads on Structures 2005 -- [1.101 Copyright © 2000 SDG, Inc. Page 3 of 5 Pat' ReSidenee Miami Shores December 4, 2012 ASCE7 -05 Components and Cladding Input Component Description I Wall/Roof' Surface Label IZone l Span(ft) t Width(ft) jArea(sqft) Window "W1" Wall 2 5 5.02 Door "1" Wall 3 5 6.8 3.0 20.3 Wind Loads on Structures 2005 -- [1.10] Copyright © 2000 SDG, Inc. Page 4 of 5 Paz' Residence Miami Shores December 4, 2012 ASCE7 -05 Components and Cladding Output Component Description Surface I Zone Iz(ft) I y(psf) f GCp GCpi 1 ExtPres(psf)fNet w/ +GCpi (psf) I Net w/ -GCpi (psf) Window "Wi" Door "1" 2 5 10.0 39.4 0.90 0.18 35.5 28.4 L42.6 10.0 39.4 -1.26 -49.6 -56.7 7 3 5 10.0 39.4 0.85 0.18 33.5 26.4 10.0 39.4 -1.16 -45.7 r - 52.8 _f -42.6 40.6 -38.6 Wind Loads on Structures 2005 — [1.10] Copyright Q 2000 SDG, Inc. Page 5 of 5 DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY AFFAIRS (PERA) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) WeatherGuard Building Products, Inc. 9040 Belvedere Road West Palm Beach, Florida 33411 MIAMI -DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175 -2474 T (786) 315 -2590 F (786) 315 -2599 wwivabuildiug SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (R)- This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material faits to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION. - 0.063" (min.)_ Aluminum Storm Panels Shutter- APPROVAL DOCUMENT: Drawing No. 07 -309, titled " 0.063" Aluminum Storm Panel ", sheets 1 through 5 of 5, prepared by Knezevich Associates Consulting Engineers, dated April 10, 2007, last revision #2 dated April 17, 2012, signed and sealed by V. J. Knezevich, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each panel shall bear a permanm ent label with the manufacturer's name or logo, city, state, the following statement: "Miami -Dade County Product Control Approved ", and NOA number, per TAS-201, TAS- 202, and TAS -203, unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises & renews NOA #06- 070617 and consists of this page 1, evidence submitted pages E-1, E-2, & E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Mahar, P.E., M.S. NOA Nol_12- 041901 Expiration Date: 04/18/2017 Approval Date: 05/2412012 Page 1 WeatherGuard Buntline Products. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 95-0717.06 A. TESTS 1. Test report on: 1) Large Missile Impact Test, 2) Cyclic Wind Pressure Test, 3) Un form Static Air Pressure Test of 0.063" aluminum storm panels x 104" high, prepared by Construction Testing Corp., Report No. CTC -96 -008, dated 02/16/96, signed and sealed by Christopher G. Tyson, P.E B. DRAWINGS 1. Drawing No. 96-47, Poma Corporation, .063 "Aluminum Storm Panel Drawing Sheet 1 through 3 of 3, prepared by Knezevich & Associates, Inc., dated 02/15/96, Revision No. 2, dated 03/25/96, signed and sealed by Y.J. Knezevich, P.E. C. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report, dated 11/27/95, for Aluminum Alloy 5052 -H36 by Precision Coil Incorporated with chemical composition and physical properties. 2. Tensile Test Reports from QC Metallurgical, Inc., QCMJob No. 6BM -410, dated February 16, 1996for Aluminum sample. D. CALCULATIONS 1. Storm panel anchor calculations, pages 1 through 10 of 10 , dated 02/28/96, prepared by Knezevich & Associates, signed and sealed by Y.J. Knezevich, P.E. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 99- 0219.01 A. DRAWINGS 1. None. (Drawings originally in file 95- 0717.06.) B. TESTS 1. None. (Tests originally in file 95- 0717.06.) C. CALCULATIONS 1. None. (Calculations originally in file 95- 0717.06.) D. MATERIAL CERTIFICATIONS 1. None. (Material certifications originally in file No. 95- 0717.06) E. OTHER 1. Letter issued by Al Purino stating that all documents are unchanged copies of 0.063" Aluminum Storm Panel submittals, Acceptance No. 95-0717.06. E -1 my A. Maker, P.E., M.S. PERA, Product Control Unit Supervisor NOA No. 12-0419.01 Expiration Date: 04/18/2017 Approval Date: 05/24/2012 WeatherGuard Building Products.. Inc., NOTICE OF ACCEPTANCE: .EVIDENCE SUBMITTED 3. EVIDENCE SUBM11°t'iD UNDER PREVIOUS APPROVAL # 02- 0417.06 A. DRAWINGS See NOA 99- 0219.01 B. TESTS See NOA 99- 0219.01 C. CALCULATIONS See NOA 99- 0219.01 D. MATERIAL CERTIFICATIONS See NOA 99- 0219.01 E. STATEMENTS See NOA 99- 0219.01 F. OTHER See NOA 99- 0219.01 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 06- 0706.17 A. DRAWINGS 1. Drawing No. 07 -309, titled " a063" Aluminum Storm Panel ", sheets 1 through 5 of 5, prepared by Thornton Tomasetti, dated April 10, 2007, signed and sealed by J. W. Knezevich, P. E. B. TESTS 1. Test report on Uniform Static Air Pressure Test, Large Missile Impact Test, and Cyclic Wind Pressure Test of 0.063" Aluminum Storm Panels Shutter, prepared by Hurricane Test Laboratory, LLC, Report No. 0411 - 1011 -05, dated February 09, 2006, signed and sealed by Vinu J Abraham, P.E. C. CALCULATIONS 1. 0.063" Aluminum Storm Panels Calculations, Sheets 1 through 45 of 45, by Thornton Tomasetti, dated April 09, 2007, signed and sealed by John W. Knezevtch, P.K D. QUALITY ASSURANCE 1. By Miami Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. None. E -2 L-A1. H y A. Maker, P.E., M.S. PERA, Product Control Unit Supervisor NOA No. 12-0419.01 Expiration Date: 04/18/2017 Approval Date: 05/24/2012 WeatherGuard Hulidine Products. Inc. N t C PT 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. 07 -309, titled " 0.063" Aluminum Storm Panel ", sheets 1 through S of 5, prepared by Knezevich Associates Consulting Engineers, dated April 10, 2007, last revision #2 dated April 17, 2012, signed and sealed by V. J. Knezevich, P.E. B. TESTS 1. VeriJdcation Test report on Uniform Static Air Presswre Test, Large Missile Impact Test, and Cyclic Wind Pressure Test of 0.063 "Aluminum Storm Panels Shutter, prepared by Blackwater Testing Inc., Report No. AE-12 -002, dated April 23, 2012, signed and sealed by Tamil G. Kuri,P.E C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. None. F. OTHERS 1. .,der a ompliance to Florida Building Code, 2010 Edition, prepared by Knezevich Associates Consulting Engineers, dated April 1 B, 2012, signed and sealed by V J Knezevich, P.E. E -3 4 A. 'Maker, P.E., M.S. PERA, Product Control Unit Supervisor NOA No. 12-0419.01 Expiration Hate: 04/18/2017 Approval Date: 05/24/2012 stikkkaudakk WPM L DtlURIITION FACTOR COB: L6 w -AS ILI PQREPO cT %f -1e;Yf TY ugErafrifs 4. INOORAATIO)1 ATaisMP8itic APPLICATIOn TF11D sHUTTIR SYdTIM. UDE 5. WafiragirMagrAWMAIMIER SHALL wONPLY W17W CHAPTER 1.00" SEE NOTE BI�6 Na 10 d 6° PANEL covsRAat 4. • 9.262" O AI.uMI PM EL 7. MOD 4xtk, t: EVALUATmNooctxNENTs ANY S� Y� , � Q�Y�j�H �q /��7FI� Weser r�QY yI� W N:T, 11 6 WW PIAY EOM # f±W11Y� Vr1 Ai ®YiLAL ■+ a . ®148W114 6"1 CAM 1 • - 6° O t v 1` •• 9° 093" TYP. BI CUAi� THAT 4,Q1ANI 40.30E COGIITY PROO vCpON�TROL llCrl�ort AND .c`u�a RrplN�aa� OMB 1 nayruA L Ie��r y� p �y� IVAIYpTHpE� }��r��r �EOLM�ICI7i ,� 9. Ntra raggAIM PANEL AND CALL lE PLIINIKNge LMELEO MAMMON LA: D Vi 70. krbr26.6PA Oli 5052 -Nb7 ALFIt4N TATa Y WITH AVIsg N7f4 WITH A MN. 11. AU. EXTRUSIONS SHALL BE 1,062 -T6 ALUMINUM ALLOY, U.O.N. 12. A�S AID VMAI . SE OALVt tatO DR STAINLIUB suunn. w1TH rt TENB0. ��TH 0P S K.B�1. treA r s .275° .07° MA159 &UZAIMC 6AU WIDTH UNLIMITED IPIRPINDkULAR TO PANEL SPAIO 1 ILA, IVInifM w k TYP. 2� nroL IP MAX. 0;73Mrsmr CAMS= 'tatiri° e APPROVED HEADER Mom UNLIMITED ERPEND LAR TO PANEL SP APPROVED 5I1.1. .. • '7,171 T ➢7e 7+,^ PC i.TIT "� "1 . • r,,: PANELS MAY SE UNTED HORIIZZONTALLY 0 las PRODUOTREVISSO ofda itabcOmestewOhliteti Agawam r MAX. ; -I-5 • t7 yp, MAX. IMM°11A910102t IIME • PoR MAX. OPIEWMPAN CAPOWNhom gm! .29" MAX. 1 PRODUCTRBVISED msevilcogilawithihe Plarlda Acopixtga • ; 7 ONEWINIMMIMI —"t7317Mage3372EMMEWZW742i-Ousq, 44/2012 25SPM, lAter, iJrt&u 0 ALUMINUM ALLOY ANCO.E CLOSURE PIECE 1" x 2" It 0.125" PUN. T02 "x5 "x 0.128° MAX. FASTENER 0 12" O.C. POR DESIGN LOADS LESS THAN OR EQUAL TO 110 P.S.P. L Gt B" O.C. FOR DESIGN LOADS GREATER THAN 110 IEEE ANCHOR SCHED. POR ANY ACCEPTABLE ANCHOR? EMBED. EXISTING CONCRETE. HOLLOW BLOCK OR W000 FRAMING, TYP. ONVIVINVaimouggm 0414PLARWIPman EXISTING CONCRETE, HOLLOW BLOCK OR WOOD FRAMING. TYP. 1/4 -20 STAINLESS STEEL BOLT & WONG- NUT iD 24° O.C. 14 PASTENER 012" O.C. POR DESIGN LOADS LESS THAN OR EQUAL TO 110 P.S.P. & M r O.C. FOR DESIGN LOADS GREATER THAN 910 P.S.F. (SEE ANCHOR SCHED. FOR ANY ACCEPTABLE ANCHOR) OPTIONAL LEG DIRECTION 3° EXISTING WINDOW ALUMINUM ALLOY ANGLE CLOSURE PIECE 1" x 2" x 0.125 " MIN. T02°x5 "x 0.125" MAX. 20 GAGE STEEL BENT PLATE 052" *2" V6" 6063 -t6 ALUM. ALLOY BENT PLATE OVERLAP EXISTING BAY WINDOW 20 GAGE STEEL BENT PLATE OR 2" x 2" x VS" 5055 -T6 ALUM. ALLOY BENT PLATE V4 -20 STAINLESS STEEL BOLT 6 WING - NUT 0 24" 0.C. ITYP4 01.1001..projeclaVontspr uDWHnex lchaD2007107 300 12000220-0213/4002.64, 4/1/3/20121207-44 Pam I:1, wvaldfl n OVERLAP EXISTING CONCRETE. HOLLOW BLOCK OR W000 FRAMING, TYP. estonucrasviszo Ida RundlogOodo faccoben No 0„ "•0 /7 ANCHOR s EDU WIENER IMPA SI IPAONO ammo 116G1mI® PORING=DISON L0i4DS ADD SPANS ANCHOR TYPE LOAD IWI PAP. MAX. DTI 1':r'" I � 51Il1tH114ti.. MNN.3• o0sTANCE SPANS UP T DOTI C !'i:CT10N TT 9) C1 0 0 C4 CS 1#041 M N0R SI 00000 CONK C1 O TYPE 00000 MEN. 3' EDGE ANCB T!F C TYPE C1 C2 C9 c4 cs MIMES C1 C2 C9 c4 Cs ANS . •lL co , Mum CI C2 C9 C4 CS nummmmmommum mmnnmmmcammoom mounga E OMUmE0mmaDEEIIDDDmmmDmfODf&1 ®moon unomoElnmmuna mounnmmm©ommul mm ®non E LE] mDrr3 ©n9DDUESmODDDmmmtIUDDUD[fEDDDn MMODES nmmnonmmnnnmmnUnmmnanEanon CLE ,l/% 1l % /.'/✓i/1!%L'//i1//OMEIDO OMOO 1IDUDLIU ED i i W ifi iri i�mmmnmmmmo©mmoon m %//. % / /.WAVA 'AO&O &O' //,E7mm©DDDDE1fDmi7DE3 40M.. % /:' /&07,©mm[!i7153m0DfE3m©D[f o'//,//.//,'/ /."!%/.owo% L%/ //,%/ommunnmmunnmounD IMEHBODUEIIEfIEUEIIJDUngnmMOODMmmn[]OUEI,U mmmmfOOOfDfMMER Mn©mmfm®m©DEifIDDl7 12/10001113mmn%BOE3<EMESmmEEME mmE ENOHEIE NEMEI OD mmDDnmDD% DODUMB ©mm©Ei mmi7D[lOODUn MME IDEV DmDD/ //.[!k'E UIVAU®If UDIM[nODOCI[E1MUnD [f0000I3I7FI1i UMUUDEIWMmmEDQ®EI1E UMESGR UMES anommonnumminmommonnonnwmunnw IliSHILILIMEIUMWAEUM09201EIEHOWIENOSOMEMIEIEEMEI E'EIMIDE7E3,' OCIE 740 130 % /' / /•. " %EILELI/� © ®DD%DE7nD%D nm em % ©D %%/,/!EJf%i'l/.ounn %Dann nnonwn mmounEt omprFimmumnmmmumm mm it r muon mmm01011090D% EINK/E] / /.Dmmm0E HEHEIMUCIER3%%D 1MmmmnElMENEF UMEtlD A' //. MOODUMOD'O ©BOOU mummommo o mono- %/.E3[7Ei%/.nE7E3C1'//.IIEE#E non nuoomonolanil nrfl3to mmonnum mEDum of mOiIIEMLIE SUU %O DI MWAmmmDUGUE'J% EME SEIWO CEOIENCIUM aEMCM02 %DD% %0EIIED EW InOEIVWME3El Wa BUDA &DIOW ,, %ODD%'/ OESU©ODUE /.00Rs!!'/ /. CEEr /AU % /.% /f 2,7i✓J.%%%09 %�!%/.mmmUEJEDO E01210E 110:01 m.'//.%%'//.'%//% %/', %%:1%/mmmDnocluannuno a iii limo moi a mnmnnuu 1nfIJ' n Q ! %/.G/r/ //4//,%%%WAVA %! %rIn norJ %E 1nnn' / /.D EffiEUEICHMENDIEMEJENCILIVALIENEHEIMILILILVAINULKIMEI mD ®m %DnfU //,ODE % WMOMUUDD[f %nnhu //.D ummommummmounoaommonnummonnum EEIEDS©%E7DE3 M/. ©ERG%/. %ODD %/LI lEiD/1,17EfnD %D nER %G %%/nER lO%/.0©O% %/1]1.7D //.ElDDE7%/17nfI] %E1 [ ;/J.%% ' / /.%arriK,V420'r% %% %ErIImmEJI7U ENIMIISENJERMI armweezzo&owm9mowownmmuumponnonnwm t 7LY/1.'/ is ///.% /.' // /%i. %' /. wov mmonamnoZ4 1E1©at mi]%,w'owmr//.a/'//o m00% %ODDonanomin RI% /.D IMMOWMOKAOWIWAWAMODEMOBOBBODUEUMB COODOHOMENEMUOMUMUMODUODEROOLIDOOMO l lmmmnum0df ©mnowa.mmm©nom DGdE;71 on E 1mEE3E7//. EIMUD %'l/,EIIEIDWMCKOD/UDDLIrEIMU OU EilDll'momon D,m[7L wmanDwnraDnwminnon 200.0 200.0 120.0 120.0 200.0 120.0 200.0 200.0 auttOJ'1 Iom7WieeMdi161CQ6fl7107 .100JIIrdMi'WOIMM'OSfio 4/18M3 VOA M4 L , LL wIPAINGNININAm1 ANCHOR SCHEDULE F'A418110O100401 SPACING ��,�. ,�, i..,, ma wwaus Dam was AND ems 1 ANC OR TYPE 4 <;-l.) 11111111111111 EOEE3DUEE3i7EIIEE1EUE7m®m13® mDDE7mnmmmonmmmon E !ImmmmE1mmm©nEIIDDulU MDmmmnLELDno©DDnn OODUnnnr r nDEJEElnnn m01E3EE1U% I700%'//;17Er71;7% W, Fmmm ®D% k7E17n%'//. nnD%iA ICEOOKOMWODUEMODUWOW mIInEIDD% our % nni %! mminz '//r%7/.E7nowom/!/,'//.o uummouurammunommo 1[■l4R1l 1RU \,, eEBm©mD0130EMESMUDVAU E€37 mmmtDh7E OLEVnEi7117nAB ,'N,i�,. i ': �mm[llDCt7DD % ©ilii7n'! /i"1 mmonnmminnonmunon MODINCEM 1. WALWARIMISMSESWeintligial TO 9. SHE MOUNTINQ SECTION OETAE.S FOR IDENTD ICAT'ION OP CONNECTION TYPE. ., 146 igAgaFfant 4. tV :.g "Tt fai AIMTYPEB 5. taggistas INSTALLED tN ACC0RDAMICE WITH MANUFACTURERS' D. Vaal EMBEDMENT AND EDOE DISTANCE EXCLUDES WALL FINISH OR 10. 1 9.; $IDiec °I b PA + DP 1 fig A PAN NfiAD, TI1Ufi HLAD, OR 11. ® DESIGNATES ANCHOR cONDMONS WHICH ARE NOT ACCEPTABLE USES. 12. ShE/gO dcREMOVABLE BY REMOVING MACHINE 19. MTGL POWERS ZAMAC NAIL -IN EMREDDEO 14. SPACNG PIER SPACING PER ANCHOR SCHEDULE ANCHOR SCHEDULE r � ; `I/ 1 0 3 tie p PAWPAW STORM PANEL SEPARATION FROM !LASS 4 i �ppp I .B.P.} �p�p SPAN a ..� t^Y ∎ YEP. , •- Nf i 30.00 5' - 0" 3" 1" 30.00 '7' - 0" 3" 1 -1/4" 30.00 9' - 0" 3" 1 -112" 90.00 10' - 0" 3" 1-7 /0" 1 50.00 9' - 0" 3" 1 -1/8" 50.00 7' - 0" 9" 1 -3/8" 50.00 9' - 0" 3" 1 -7/5" 50.00 -- -, 10' - 0" 3" 2 -3/8" �'( =- 70:00- 5',. -0,2, ________. _ T= i78"__" 70.00 W - 0" 3" 1 -1/2" 70.00 9' - 0" 3" 2 -1/4" 70.00 10' - 0" 9" 3" 90.00 5' - 0" 3" 1 -1/0" 90.00 6' - 0" 3" 1 -3/5" 90.00 7' - 0" 3" 1 -1/2" 120.00 5' - 0" 3" 1-1/4" 120.00 5' - 6" 3" 1 -1/4" 7A8UE 7 RORISI 7. TABLE 119 APPLICABLE POR BOTH POSITIVE AND NEGATIVE LOADS. 2. FOR DESIGN LOADS BETWEEN TABULATED VALUES. USE NEXT HIGHER LOAD OR LINEAR AL OWABLTIDNNANS. BE USED TO DETERMINE =MOM NOM sTs T A A L 6 S70 SPANP SI DIEM LOAD W AU. MOUNTING COMMONS L MAX (PT -IN1 ^- 7990--- --.. -- 80.00 85.00 90.00 95.00 100.00 108.00 110.00 115 .00 130.00 125.00 13000 135.00 140.00 145.00 150A0 160.00 170.00 180,90 190.00 200.00 8' -0" 7' - 7 -1" 6' - 5" 0' -4" 0 - 1" 5' -9" 5' -6" 1' -4" 5' -1" 5' -0" 5' -0" 9' -0" 5' -0" 1' -0" 4' -0" 4' - S" 4' - 2" 4' -0" 3' - 9" PBADUCTRBV1SBD tun9alQapIy N'Im Itio P101i& • ar% a[. 7 OkleIl aalCADWIlem ichICAD2087107. 309NeastW alp010y90405d9bMW701312 &07l87,ladger, 01, worAIONmerpsos NoNSof Fleride Building Code Online RAPT II�A t�rw�e, BCIS Home Log In 1 User Registration 1 Hot Topics Submit Surcharge , Stets & Facts Publications FBC Staff I BUS Site Map ( Links Search Commur i Affairs OMNION i `Y P'LANi4IN tI°USING &COMMUd lTY bEVELOPMEIdT -- Product Approval USER: Public User product Aooroval Menu > Product or Aonikatlon Search > .noItcation List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone /Email Authorized Signature Technical Representative Address /Phone/Emall Quality Assurance Representative Address/Phone /Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By E FL4940 -R1 Revision 2007 Approved Masonite International One North Dale Mabry Suite 950 Tampa, FL 33609 (615) 441 -4258 sschreiber@masonite.com Steve Schreiber sschreiber@masonite.com Exterior Doors Swinging Exterior Door Assemblies Certification Mark or Listing National Accreditation & Management Institute, National Accreditation & Management Institute, Einadaull TAS 201 TAS 202 TAS 203 Year 1994 1994 1994 http : / /www.floridabuiiding.org/pr /pr app dthaspx ?param= wGEVXQwt gtLTLgVRkEj: s cfb] RMrKgvInwRw4g8o %3d[2/23/200910:40:15 AM] Florida Building Code Online A Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option A 12/24/2008 12/30/2008 01/07/2009 02/03/2009 r- ?diode Ij Number-or Name Description 4440.1 Metal -edge Steel Side- Hinged boot Units 6' -8 ° Opaque 1/S and 0/5 Single Door Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +76.0/-76.0 Other: Evaluated for use in locations adhering to the Florida Building Code including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE 7, do not exceed the design pressures listed. 3' -0° x 6' -8° max nominal size. Max DP = +/- 76.0. When large missile impact resistance is required, hurricane protective system is NOT required. See Installation drawing DWG- MA- FL0132 -05 for additional information. Certification Agency Certificate f14940 Ri C CAC Ni006115- R2.PDF Quality Assurance Contract Expiration Date 12/31/2010 Installation Instructions FL4940 R1 II FL4940 6 8 Ooaaue Anchor.odf Verified By: National Accreditation & Management Institute, Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 4940.2 Metal -edge Steel Side- Hinged Door' Units 6' -8° Opaque I/S and 0/5 Door w/ or w/o Sidelites', Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ Yes Impact Resistant Yes D sign Pressure: +55.0/ -55.0 Other; Evaluated for use in locations adhering to the Florida Building Code Including the High Velocity Hurricane Zone, and where, pressure requirements as determined by ASCE 7, do not exceed the design pressures listed. 12' -0° x 6'-8° max nominal size. Max = +1- 55.0. When large missile impact resistance is required, hurricane protective system is NOT required on opaque panels, but is required on glazed panels. See installation drawing DWG-MA- FL0132 -05 for additional Information. Certification Agency. Certificate F14940 R1 C CAC N1006115- R2.PDF� Quality Assurance Contract Expiration Date 12/31/2010 Installation Instructions FL4940 R1 II FL4940 6 8 Opal, e Anchor.odf Verified By: National Accreditation & Management, Institute,, Created by Independent Third Party: Evaluation' Reports Created by Independent Third Party: 4940.3 Metal -edge Steel Side - Hinged Door Units 8' -0° Opaque I/S and O/S Door w/ or w/o Sidelites Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +48.3/ -48.3 Other: Evaluated for use in locations adhering to the Florida Building Code Including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE 7, do not exceed the design pressures listed. 12' -0° x 8' -0° max nominal size. Max DP = +/- 48.3. When large missile Impact resistance is required, hurricane protective system Is NOT required on opaque panels, but is required on glazed panels. See Installation drawing DWG- MA- FL0133 -05 for additional information. Certification Agency Certificate F14940 R1 C CAC NI006115- R2.PDF Quality Assurance Contract Expiration Date 12/31/2010 Installation instructions FL4940 R1 II FL4940 8 0 Ooaaue Anchor.odf Verified By: National Accreditation & Management Institute, Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 4940.4 Metal -edge Steer- Side - Hinged Door 6' -8" Glazed I/S and 0/S Door w/ or w/o Sidelites Omits of Use Approved for use In HVHZ: Yes Approved far use Outside HVHZ Yes Impact Resistant: No Design Pressure: +50.5/ -50.5 Other: Evaluated for use in locations adhering to the Florida Building Code Including the High Velocity Hurricane Zone, and where pressure requirements as determined' by ASCE 7, do not exceed the design pressures listed. 12' -0° x 6' -8° max nominal size. Max DP = +/- 50.5. When large missile impact resistance Is required, hurricane protective system is required. See installation drawing DWG- MA- FL0134 -05 for additional Information. Certification Agency Certificate F14940 R1 C CAC N1006115- R2.PDf Quality Assurance Contract Expiration Date 12/31/2010 Installation Instructions FL4940 R1 'II EL.4940 6 8 Glazed Anchor.odf Verified By: National Acreditation & Management institute, Created by Independent Third Party: Evaluation Reports Created by Tndependent Third Party:. 4940.5 Metal -edge Steel Side - Hinged Door Units 8' -0° Glazed I/S and O/S Door Limits of Use Approved for use in HVHZ: Yes App(rroved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +43.0/ -45.0 Certification Ageiity Certificate FL4940 R1 C CAC NI006115- R2.PDF Quality Assurance Contract Expiration Date 12/31 /2010 Installation instructions http : / /Www.floridabuilding.org /pr /pr app dtl. aspx? param= wGEVXQwtDILTLWR1cEjBfg3cfbJRMrKgvInwRW4g8o %3d[2/23/2009 10:40:15 AM] Florida Building Code Online Other: Evaluated for use in locations adhering to the Florida Building Code including the High Velocity Hurricane Zone, and where pressure requirements as determined by ASCE 7, do not exceed the design pressures listed. 6' -0" x 8' -0" max nominal size. Max DP = +43.0 / -45.0. When large missile impact resistance Is required, hurricane protective system is required. See installation drawing DWG- MA- FL0135 -05 for additional information. FL4940 R1 II FL4940 8 0 Glazed Anchor.odf Verified By: National Accreditation & Management Institute, Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: DCA Adminl -+tion Department of Community Affairs Florida Brdlding Code Online Codes and Standards 2555 Shumard Oak Boulevard Tallahassee, Florida 32399 -2100 (850) 487 -1824, Fax (850) 414 -8436 @ 2000 -2005 The State of Florida. All rights reserved Coovriaht and Disciaimer Product Approval Accepts: IEJIMIRE http: / /www.floridabullding.org /pr /pr_ app_ dii. aspx? param= wGEVXQwtDgtLTLgVRkEjBfg3cfbiRMrKgvInwRw4g8o %3d[2/23/2009 10:40:15 AM] .Azaooule° SIDE - HINGED METAL -EDGE STEEL DOOR UNIT 6`-8" DOUBLE DOOR WITHI WITHOUT SIDELITES GENERAL NOTES 1. EVALUATED FO THE FLORIDA BUILDING CODE AND WHERE PRESSURE REQUIREMENTS AS DETERMINED BY ASCE 7. MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES. DOES NOT EXCEED THE DESIGN PRESSURES LISTED. 2. HURRICANE PROTECTIVE SYSTEM (SHUTTERS) IS NOT REQUIRED ON OPAQUE PANELS. BUT IS REQUIRED ON GLAZED SIDELITES. 3. POLYURETHANE CORE FLAME SPREAD INDEX OF 50 AND SMOKE DEVELOPED INDEX OF 60 PER ASTM E84. 4. PLASTICS TESTING OF LITE FRAME MATERIAL TEST DESCRIPTION DESIGNATION RESULT SELF IGNRION TEMP ASTM D1929 680 'F > 650 'F RATE OF BURNING ASTM D635 1.10 IN/MIN SMOKE DENSITY AsrM 02843 69.65 TENSILE STRENGTH. ASTM D838 -7.485 DIFF • COMPARATIVE TENSILE STRENGTH AFTER WEATHERING 4500 HOURS XENON ARC METHOD 1 ■I 1 ■I no 00 ■I uu SINGLE DOOR UNIT DOUBLE DOOR UNIT TABLE OF CONTENTS SHEET # DESCRIPTION 1 TYPICAL ELEVATIONS & GENERAL NOTES 2 ANCHORING LOCATIONS & DETAILS 3 ANCHORING LOCATIONS & DETAILS 1# oa 00 INGI3_ F DOOR UNR WITH SIDELTTE 21" MAX D.L.O. 149" MAX. OVERALL FRAME WIDTH 36.375" MAX. PANEL WIDTH W /ASTRAGAL 37.5" MAX. FRAME WIDTH 0 DOUBLE DOOR UNIT W /SIDEUTE ■I oo. 00 SINGLE DOOR UNIT SINGLE DOOR UNITW/SIDELITES /MUM= Miran 1441 AIinn(di -):7... Dale Ae111Mae 1 rb e8 00 .00 00 DOUBLE DOOR UNIT W /SIDELITES 1 f a 8 0 tO N V1 0 ee ee DATE: 7/25/05 mom N.T.S. DWG. BY: SW$ DM BY: DRAWN NO.: DWG- MA- FL0132 -08 SHEET 1 Ov DESIGN PRESSURE RATING WHERE WATER INFILTRATION PERFORMANCE IS REQUIRED TO BE 155 OF DESIGN PRESSURE CONFIG MAX WIDTH INSWING OUTSWING _ _ - INSWING OUTSWING X 37.5 +78.0 -78.0 +76.0 / -78.0 +19.0 / -19.0 +55.0 / -55.0 XX 74" +55.0 -55.0 +55.0 -55.0 +19.0 / -19.0 +55.0 / -55.0 OX or X0 75" +55.0 -55.0 +55.0 / -55.0 +19.0 j -19.0 +55.0 / -55.0 OX0 112.5" +55.0 -55.0 +55.0 / -55.0 +19.0 -19.0 +55.0 / -55.0 OXXO 149" +55.0 -55.0 +55.0 / -55.0 // +19.0 -19.0 +55.0 / -55.0 1 f a 8 0 tO N V1 0 ee ee DATE: 7/25/05 mom N.T.S. DWG. BY: SW$ DM BY: DRAWN NO.: DWG- MA- FL0132 -08 SHEET 1 Ov 3° SEE DETAIL "C° 3" 6° -- 3° -- SEE 3 "�° DETAIL 3° 3° — 6° 3° Syr 3 i _ — I L I I HI 6° O I 6° —I ---111 y I_ 6" 6• _ 3-II L 6°1 r h 1 II— 4 MORE EQUALLY SPACED 1 _ 3° ti i .F. #B x 2 -1/2" #10 x 2" #10 x 3/4" #8 x 2 -1/2" #10 x 3/4" #10 x 2" DETAIL "D" 1.373° INSWING THRESHOLD DETAIL "C" V • N N z cc ct ) � Q cc U DETAIL "E" ASTRAGAL. ATTACH ASTRAGAL RETAINER BOLT STRIKE PLATE TO FRAME AS SHOWN. 0.962 °! T OUTSWING THRESHOLD kArd laloNNM N0. AITnnL!! R.2. Date r19 e8e8 - ASTRAGAL RETAINER BOLT HOLE MUST BE DRILLED THROUGH THE E THRESHOLD & INTO THE STRUCTURE DEEP ENOUGH FOR A 1.375" THROW DETAIL "F" ASTRAGAL, DOW 995 OR EQUAL DECRIAL =CM MEWS TYPICAL GLAZING DETAIL ALUM, STEM OR BUM SPACER #a x 1 -t /2* PHS rn z O 0 N zz we 7/25/05 =ALL N.T.S. 9r9. BY SWS CHIC BY: ORATING N.: DWG- MA- FLCt32 -05 SHEET W 3 SEE DETAIL "C" SHT. 2 3" ATTACHMENT DETAIL 1. ANCHOR ANALYSIS FOR LOADING CONDITIONS PREPARED, SIGNED AND SEALED BY HAROLD E. RUPP, PE (FLORIDA #15935) WITH THE LOWEST (LEAST) FASTENER RATING FROM THE DIFFERENT FASTENERS BEING CONSIDERED FOR USE. JAMB, HEAD, AND THRESHOLD FASTENERS ANALYZED FOR THIS UNIT INCLUDE #10 WOOD SCREWS OR 3/18" TAPCONS. A PHYSICAL SHIM MUST BE PLACED IN SHIM SPACE AT EACH ANCHOR LOCATION. MIN 2. THE WOOD SCREW SINGLE SHEAR DESIGN VALUES COME FROM ANSI /AF &PA NDA FOR SOUTHERN PINE LUMBER AND ACHEIVEMENT OF 1-1/2" MINIMUM EMBEDMENT. THE TAPCON MUST ACHIEVE MINIMUM EMBEDMENT OF 1 -1/4 ". 3. WOOD BUCKS BY OTHERS MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO STRUCTURE. 4. MINIMUM DESIGN VALUE STRENGTH OF ANCHORS 171 LBS. TYPICAL ANCHOR INSTALLATION 6" — 3 °, r `3" — 6" AT 5 -1/2" CENTERLINE. ( _..11�6• —00" 1 rg•�I'I I 1.— 4 MORE EQUALLY SPACED 6. (1 6° _ L:d —...3. HARDWARE SCHEDULE 1. KWIKSET MAXIMUM SECURITY SERIES GRADE 2 CYLINDRICAL AND DEADLOCK HARDWARE TO BE INSTAL I Fr) AT 5 -1/2" CENTERLINE. 2. 4" X 4" FULL MORTISE BUTT HINGES kkis attINAM xlinnt.tr — Rz ReiteadEtp 0oileRli6►e t asW e6 'Y 1!1 F cc N 0 0 0 a D: 7/25/05 N.T.S. matt. ay: SWS CHIC at OWNING NO» OWG- MA- FL0132 -05 sWrar 3 ov NAMI NOTICE OF PRODUCT LINE CERTIFICATION Certification No.: Date: Revision Date: Certification Program Company: Code: N1006115- R2Paae 1 07/29/2005 12/18/2008 Structural Masonite International M -703 -1 The "Notice of Product Line Certification" is valid only when Administrator's Seal is applied to the upper left hand portion of this form and a certification label is applied to the product. This certification seal represents product conformity to the applicable specification and that all certification criteria has been satisfied. The products and systems listed below are approved for listing in the Directory of Certified Products at www.NAMICertification.com. Please review, and advise NAMI immediately if data, as shown requires corrections. Company: Masonite International Corporation 1955 Powis Road West Chicago, IL 60185 Product Line: Masonite Metal-Edge Steel Side-Hinged Door Units Test Report: NCTL- 210 -1861- 1,2,3,7,8,91210 - 1864 - 1,2,3,4/210 - 1887 - 1,2,3,4,5,6,7,8,9 10,11,121210 - 1897- 1,2,3,4,5,6/ 210 - 1905 - 1,2,3,4,5,61210 - 1980 - 1,2,3,4,5,6/ CTLA685W /1022W Section 1: General Description of the Produces and Systems under this Certification 1.1 Frame: The frame jambs consist of finger jointed pine with all corners coped, butted, and sealed using three 2" long wire staples (.04375"). 1.2 Mullion Construction: Where used, each mullion constructed of laminated lumber with a pine cap and attached to the header and threshold with three #10 x 3" Philips Flat Head Wood Screws. 13 Glazing: Where used, the overall insulated glass was glazed into a rigid plastic lip -lite frame. Consisted of symmetric monolithic insulated glass with 3mm (0.118) tempered glass with alumiinnn, steel or butyl spacer. 1.4 Door Leaf Construction: Each door leaf was constructed from 0.017"(6'8" height) or 0. 020"(8'0" height) thick galvanized steel facings. National Accreditation & Management Institute, Inc. 11870 Merchants walk Suite 202 Newport News, VA 23606 TEL(757) 594.8653 FAX(757)594-8659 Section 2: Registered Suppliers 2.1 Door Lites: 2.2 Astragal: Certification No.: N!006115 -R2 Page 2 Revision Date: 12118/2008 ODL or Specialty Endura Ultimate Section 3: Additional Supportive Test or Acceptance Data Provided with Certification Documentation included: 3.1 Miami-Dade Building Code Compliance Notice of Acceptance for Lite Frame Material, NOA#07- 0214.08 and ETC Test Report Number ETC-02- 797- 12517.1 3.2 Surface Burning Characteristics for Foam Filled Door performed by Omega Point Laboratories to ASTM E84 -98, "Standard Test Method for Surface Burning Characteristics of Building Materials- Report No. 15977- 104313. 3.3 ASTM E1300 Glass Load Resistance Report provided by National Certified Testing Laboratories NCTL -110. 9735 -1. 3.4 Anchor Calculations for: Anchor Performance Calculation Report-Performed by Harold E. Rupp, P.E. (Florida No. 15935.) 3.5 National Accreditation & Management Institute, Inc. W -1416 See additional Pages of Certification for Certified Product Line Matrix(s) and Installation Details. If you have any questions regarding this certification, please contact NAM at (757)5944658. National Accreditation & Management Institute, Inc. 11870 Merchants Walls Suite 202- Newport News, VA 23606 TEL(757) 594.8658 FAX(757)594 -8659 NOTICE OF PRODUCT CERTIFICATION Company: Masonite International Corporation 1955 Powis Road West Chicago, IL 60185 Certification No.: Certification Date: Expiration Date: Revision Date: NI006115 -R2 Page 3 07/29/2005 12/31/2010 12/18/2008 Product: Metal -Edge Opaque Inswing or Outswing Door w/ and w/o Non Impact Rated Sidelites (w/Wood Frame unless noted) Specifications Tested To: TAS 201-94/202- 94/203- 94/ASTM E330 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within NAMI's Certified Product Listing at www.Namicertificatlon.com. NAMFs Certification Program is accredited by The American National Standards Institute (ANSI). Configuration Inswing or Outswing Glazed or Opaque Maximum Size Design Pressure PoslNeg Missile Impact Rated Test Report Number Drawing Number & Comments X Salle US Opaque 3'0" x 6'8" +76/ -76 Yes NC1L.210.1864- 1,2,3,4 Maximum Panel Size: 3'0" x 6'8" Anchor Detail- MA- FL4132 -05 X . iii le OS Opaque 3'0" x 6'8" _ +76/ -76 YeS NCIL -214 -1861- 2,23,7,8,9 ._3T" x 61" -- Anchor I it =MA4 L0132AS XX Double US Opaque 6'0" x 6'8" +55/ -55 Yes Maximum Pam 112 Size: 3'0" 9 6 83,4 : 3'0" x 6'8" Anchor Detail- MA-FL0132 -05 XX Double O/S Opaque 6'0" x 6'8" +551 -55 Yes MaxlmumPa NM-210-1905-1.2M,5,6 i6 a'o" x 6's" Anchor Dail- MA- EL0132 -05 XO /OX Single w /Sidelite US Opaque Door Glazed Sidelite 6'0" x 6'8" +551 -55 Door- -Yes Sidelite-No NC L- 210-1905-1,2,3,4,5,61 imam Panel Size: 3'0" x 6'8"/5iddite: 3'0" x 6'8" Anchor Detail- MA-FL0132 -05 XO/OX Single w /Sidelites O/S Opaque Door Glazed Sidelite 6'0" x 6'8" +55/ -55 Door -Yes Sidelite -No NCTL- 210.19054,2,3,4,5,6 Maximum Panel Size: 3'0" x 6's "/Sidelite: 3'0" x 6'8" Anchor Detail- MA- Ftt?132.05 OXO Single w /Sidelites US Opaque Door Glazed Sidelites 9'0" x 6'8" +55/ -55 Door -Yes Sidelites -No NCTL -210- 19054,2,3,4,5,6 Maximum Panel Size: 3'0" x 6'$ /Sidclite: 30" x 61" Anchor Detail-MA-F1.0132-05 OXO Single w /Sidelites O/S Opaque Door Glazed Sidelites 9'0" x 6'8" +55/ -55 Door -Yes Sidelites-No Maximmn Panel NM-2104905-1,2,3,45,6 3'Q te: 3'0" x 6's" Anchor - MA- F1,0132 -05 OXXO Double w /Sidelites I/S Opaque Doors Glazed Sidelites 12'4" x 6'8" +55/ -55 Doors -Yes Sidelites-No NCFL -210- 1905- 1,2,3,4,5,6 1°" Panel size: 3'0" x 61"/Sidelite: 3'0" x 61" Anchor Detail-MA-F1.0132-05 OXXO Double w/ ldelitcs O/S Opaque Doors Glazed Sidelites 12'4" x 6'8" +551 -55 Doors -Yes Sidelites-No NCTLp210- 1905 - 1,2,3,4,5,6 Maximum Panel Size: 3'0" x 6'8"/Sidelite: 3'0" x 6'8" Anchor Dail- MA-FdA132A5 at%nal Accreditatlon & Management Institute, inc .111870 Merchants Walk Suite 202/Newport News, V Tel-7S7594.8658/Fax-757.594,S659 1 / NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Masonite International Corporation 1955 Powis Road West Chicago, IL 60185 Certification No.: Certification Date: Expiration Date: Revision Date: NI006115 -R2 Page 4 07/29/2005 12/31/2010 12/18/2008 Product: Metal -Edge Steel Opaque Inswing or Outswing Door w/ and w/o Non-Innpact Rated Sidelites (w/Wood Frame unless noted) Specifications Tested To TAS 201 - 94/202- 94/203- 94/ASTM E330 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within NAMI's Certified Product Listing at www.Namkerti adon.eom. NAMI's Certification Program is accredited by The American National Standards Institute (ANSI). Configuration Inswing or Outswing Glazed or Opaque Maximum Size Design Pressure Pos/Neg Missile Impact Rated Test Report Number Drawing Number & Comments X _ Single US Opaque 3'0" x 8'0" +48.3/ -48.3 Yes NCTL- 210-1980 -1,2,3 a,s,6 Maximum Detail-NIA-F1.0133-05 X Single O/S Opaque 3'0" x 8'0" +4831 -48.3 Yes NCfU210- 1980 - 1,2,3,4,5,6 Maximum Panel Size: 3'0" x 8'0" Anchor De a il- MA- FIA133 -05 XX Double VS Opaque 6'0" x 8'0" +48.3/ -48.3 Yes NCFL•210- 1980 - 1,2,3,4,5,6 Maximum Panel Size: 3'0" x8'0"/Sidelite 3'0" x 8'0" Anchor Detail- MA- FLD133-O5 XX Double OS Opaque 6'0" x 8'0" +48.3/ -48.3 Yes NCITr210- 1980 - 1,2,3,4,5,6 Maximum Panel Size: 3'0" x 8'0 "/Sidelite: 3'0" x 8'0" Anchor Da*ail- MA- FL0133.05 XO/OX Single w /Sidelite VS Opaque Door Glazed Sidelite 6'0" x 8'0" +48.3/ -483 Door -Yes Sidelite-No NC FL.210- 1980.1,2,3,4.x,6 Minx'"' Panel size: 3'0" x 11'0"/Sidelite: 3'0" x 8'0" Anchor Dail -MA- 410133 -05 XO /OX Single w /Sidelites 0/S Opaque Door Glazed Sidelite 6'0" x 8'0" +48.3/ 48.3 Door- -Yes Sidelite-No N TL 210-1980-1,2,3,4,5,6 Maximum Parma Size: 3'0" x 8.0"/Sidelite: 3'0" x 8'0„ Anchor Detail-MA-F1.0133-05 OXO Single w /Sidelites 1/S Opaque Door Glazed Sidelites 9'0" x 8'0" +48.3 /-48.3 Door -Yes Sidelites-No NCTL- 210.1980.1,2,3,4,5,6 Panel size: 3'0" x 8'0"/Sidelite: 3'0" x 8'0" Anchor Maximum Detail- MA•FLO] 33 -05 OXO Single w/Sidelites 0/5 Opaque Door Glazed Sidelites 9'0" x 8'0" +48.31 -48.3 Door -Yes Sidelites-No NCTL- 210 - 1980 - 1,2,3,4,5,6 Maximum Panel Size: 37" x 8'r/ideate: 3'0" x 8'0" Anchor Detail -MA- 41.0133.05 OXXO Double w /Sidelites US Opaque Doors Glazed Sidelites 12'4" x 8'0" +48.3/ -48.3 Doors -Yes Sidelites -No X210 -1980- 1,2,3,4,5,6 Maximum Panel Size: 3'0" a 8'0"lSidelite: 3'0" x 8'0" Anchor Deiall- MA- PL0133 -05 OXXO Double w /Sidelites 0/S Opaque Doors Glazed Sidelites 12'4" x 8'0" +48.3/ -48.3 Doors -Yes Sidelites -No NCTL. 210 - 1980. 1,2,3,4,5,6 Maximum Panel size: 3'0" x 8'0"/Sidelite: 3'O" x 8'0" Anchor Detail -MA- 41.0133-05 anagement Instttute, Inc./11870 Merchants Walk Suite 202JNewport News, VA 23 Te1- 757.594.8658/Fax- 757.594.8659 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Masonite International Corporation 1955 Powis Road West Chicago, IL 60185 Certification No.: Certification Date: Expiration Date: Revision Date: N1006115 -R2 Page 5 07/29/2005 12/31 /2010 12/18/2008 Product Metal -Edge Steel Glazed Inswing or Outswing Door w/ and w/o Non - Impact Rated Sidelites (w/Wood Frame unless noted) Specifications Tested To: TAS 202 -94 /ASTM E330 The "Nonce of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable speciticatlon and that all certification criteria has been satisfied. This product has been approved for listing within NAMI's Certified Product Listing at www.Namicertiflcation. NAMI's Certification Program is accredited by The American National Standards Institute (ANSI). Configuration Insvving or Outswing Glazed or Opaque Maximum Size Design Pressure Pos/Neg Missile Impact Rated Test Report Number Drawing Number Comments X Single 1/S Glazed 3'0" x 6'8" +50.51 -50.5 No NCPL, -210- 1897 - 1,43,4.5,6 Maximum Panel Size: 3'0" x 6'8" Anchor Detail- MA-FLD 13405 X Single OS Glazed 3'0" x 6'8" +50.51 -50.5 No N TL -210. 1897.1,2,3,4,5,6 Maximum Panel Size: 3'0" x 6'8" Anchor Detail- MA- n.0134-05 XX Double 1/S Glazed 6'0" x 6'8" +50.5/ -50.5 No NCFL -210-1897- 1,2,3,4,5,6 Maximum Panel Size: 3'0" x 6'8" Anchor Detail- MA- FL0134-05 XX Double A/S Glazed 6'0" x 6'8" +50.51 -50.5 No NCI'.210 - 1897 - 1,2,314,5,6 Maximum Panel Ste: 3'0" x 6'8" Anchor Detaf-MA FL0134.05 XO /OX Single w /Sidelite US Glazed Door Glazed Sidelite 6'0" x 6'8" +50.5/ -50.5 Door-No Sidelite -No NCPIr210- 1897. 1.2,3,4,5,6 MA-1410115/16/17/18/19a0121-02 Maxi mina Panel Size: 3'0" x 6's" Anchor Detail-MA-n.0134-05 XO1OX Single w/Sidelitea 0/8 Glazed Door Glazed Sidelite 6'0" x 6'8" +50.51 -50.5 Door-No Sidelite -No NCTL -210- 1897. 1,2,3,4,5,6 Maximum Panel size: 3'0" x 6'8" Amber Detail-MA-n0134-05 OXO Single w /Sideiites US Glazed Door Glazed Sidelites 9'0" x 6'8" +503/ -50.5 Door -No Sidelites -No NCrL.210 -1897- 1,2,3,44,6 Maximum Panel Size: 3'0" x 6'8" Anchor D -MA RIA134 -05 OXO Single w /Sidelites - 0/S Glazed Door Glazed Sidelites 9'0" x 6'8" +503150.5 Door -No Sidelites -No NC11.210- 1897 - 1,2,3,4,5,6 Maximum Panel Size: 3'0" x 6'8" Anchor Detail- MA- FL4134 -05 \pXXO Double w/Sidelites 1/8 Glazed Doors Glazed Sidelites 12'6" x 6'S" +503/ -50.5 Doors -No Sidelites No NCTL.210 -1897. 1,2,3,4,5,6 Maximum Panel size: 3'0" x 61" Arch r Detail-MA-F1.0134-05 OXXO Double w /Sidelites . O/S .. Glazed Doors Glazed Sidelites 12'6" x 6'8" +50.5/ -50.5 Doors -No Sidelites-No NCCL -210- 1897. 4,2,3,4,5,6 Maximum Panel size: 3'0" x 6'8" Anchor Detail- MA-FL0134 -05 on & Management Institute, IncJ11870 Merchants Walk Sldte 202/Newport News, VA 23606 Tel- 757.594.8658/Fax- 757.594.8659 w NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Masonite International Corporation 1955 Powis Road West Chicago, IL 60185 Certification No.: Certification Date: Expiration Date: Revision Date: NI006115 -R2 Page 6 07/29/2005 12/31/2010 12/18/2008 Product Metal -Edge Steel Glazed Inswing or Outswdng Door w/ and w/o Non - Impact Rated Sidelites (w/Wood Frame unless noted) Specifications Tested To: TAS 202- 94 /ASTM E330 The "Notice of Product Certification" is only valid if the NAMI Cerllflcation Label has been applied to the product as described within this document. The certifleatlon label represents product conformity to the applicable spedfication and that all certification criteria has been satisfied. This product has been approved for listing within NAMI's Certified Product Listing at www,Namieertificatfoacom. NAMI's Certification Program is accredited by The American National Standards Institute (ANSI). Configuration Inswing or Outswing Glazed or Opaque Maximum Size Design Pressure Pos/Neg Missile Impact Rated Ted Report Number Drawing Number & Comments X Single US Glazed 3'0" x 8'0" +431 -45 No NCTL.210 -1887- 7.8,9,10,11,12 Maximum Panel Size: 3'0" x 8'0" Anchor Detail-MA-F1A135.05 X Single O/S Glazed 3'0" x 8'0" +43/ -4$ No NCTL- 210 -1687- 7,8,9,10,11,12 Maximum Panel Size: 3'0"x 8'0" Anchor Detail-MA-F1.0135-05 XX Double I/S Glazed 6'0" x 8'0" +431 -45 No NC17.,210 -is87- 7,8,9,1x,11,12 Maximum Panel Size: 3'0" x 8'0" Anchor bail- MA- FL0135-05 XX Double O/S Glazed 6'0" x 8'0" +43/ -45 No NCTLr210- 1887 - 7,8,9,10,11,12 Maximum Panel Size: 3'0" x 8'O" Anchor Detail- MA- 110135-05 RT..44....-...1 A ......_ Jt -.a2__ n- a._ _ - - -- _ - institute, IncJ11870 Merchants walk suite 2021Newport News, VA Te1- 757.594.8658/Fax- 757.594.8659 4 NAMI AUTHORIZED SIGNATURE: PERMIT # 39 c47 CONTRACTOR: SUBMITTAL DATE: 0)?4 i ADDRESS: P,,53 NAME: RESUBMITAL DATES: PROJECT TYPE: ZONING FIRE MECHANICAL 4 //4,--2,- IMPACT FEES HRSIDERM NOC A Miami Shores Village Building Department KEind Avenue, Muni Shores, Florida 33138 Tel: (305) 795. f4 Fa= (30s) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762. 49 BUILDING PERMIT APPLICATION Permit Type: BUILDING FBC 20 IQ Permit No. -2 f t 2-34goii Master Permit Na. ROOFING 10B AD 253 NE 92 St City: loliami Shouts D FolioNweeht: Is the Buildhsg Historically : Yes NO xx Piood.Zone: OWNER: Name (Fee Simple Titleholder): res efit# i p , :,x056535572 Address: 20195 Byte Blvd City: Aventura State: zip: 33180 Tenant/Lessee Name: , ALTO ,: �y Name: tin, Inc s 3056135572 Addresr 7929 West dr, City: North Bay Village Quali ierName: Gustavo Biaggi State: FL zip: 33141 pho :3056135572 State Certification or Registration #fir CGC 1514518 Certificate of Competency 0: Contact Phonet Email Address: eive.caom DESIGNER: Arcbitect/Engineer: Oland° Lamas $abnutini Fee Permit Fee $ ► CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TTOTAL'FEE .NOW DUE $ Bonding 's N (if applic ) Banding Cony's Address City See Mortgage Lender's Name (if applicable) Mortgage Lender's Address City EIP Application is hereby made to obtain a pen& to do the work and installations as indicated. I certify that no work or - installation comrred 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 ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOIS,FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S S AFFIDAVIT: I certify dent all the foregoing i . n 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 a MAY RESULT r YOUR PAYING TWICE FOR IMPROVEMENTS i O YOUR PROPERTY. .� • IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Apps As a condition to the issuance of a building permit with an estimated value good fttith that promise in . a copy of nee of antonencement and construction lien . whose property is subject to attachment, Also, a certified copy of the recorded notice of for the fist inspection whack ocarrs seven (7) days after the haalding permit is issued inspealtm will:not be >„ +roved and a .reinspectionfee will be charged eding $2500, the applicant crag will be delivered to the person mast be posted at the jab site e of such posted notice, the • M s Amt Ito fa" acknowledgiulbefore me Ms 2414 day of 20 it, by 24t@LlAt% who is personally known to me or Who bas produced As identification and who did take .an off. NOTARY PUBLIC: Contractor The for g instrument <., acknowledged. before me this Ntit day of . 20 , by 6dsitdo ' ghtee i who is personally known to me or who has produced :as' 'on and who did take an oath. APPROVED BY (Rwv6ed 3/12f2012)( /dbf Plans. Examiner Structural Review {Revised 3/13/O9 Zoning Clerk DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER)- BOARD AND CODE ADMINISTRATION DIVISION ` . -` NOTICE OF ACCEPTANCE (NOA) Tralite Window & Door Solutions, LLC 8130 NW 7401 Avenue Medley, FL 33166 SCOPE: This NOA is being issued under the applicable rules and regulations govcr�' ing the use of construction materials. The documentation submitted has been reviivved� and_ =coined by Miami -Dade County RER - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "580" Aluminum Single Hung Window — N.L APPROVAL DOCUMENT: Drawing No. W96 -38, titled "Series 580 Alum Single Hung Window (N.L)" Sheets 1 through 5 of 5, dated 10/10/96 with revision H dated 12/23/11, prepared by Al- Farooq Corporation, signed and sealed by Javad Ahmad, P.E., bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA# 12- 0118.16 and consists of this page 1 and e approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 T (786) 315 -2590 F (786) 315 -2599 www.miamidade.eovteconomv, IAPPROVEDi 0/09,1 NOA No. 12- 0906.06/ Expiration Date: November 14, 2017 Approval Date: December 06, 2012 q \'7 Page 1 • Trulite Window & Door Solutions, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. W96 -38, titled "Series 580 Alum Single Hung Window (N.I.)" Sheets 1 through 5 of 5, dated 10/10/96 with revision H dated 12/23/10, prepared by Al- Farooq Corporation, signed and sealed by Javad Ahmad, P.E. B. TESTS 1. Test reports on: 1) Air infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Forced Entry Test, per ASTM 588, TAS 202 -94 along with marked -up drawings and installation diagram of a series 580 eyebrow top aluminum single hung window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -5343, dated 10/09/07, signed and sealed by Carlos S. Rionda, P.E. (Submitted under NOA#09- 0316.10) 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Forced Entry Test, per ASTM 588, TAS 202 -94 along with marked -up drawings and installation diagram of a series 580 radius top aluminum single hung window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -4443, dated 01/26 /05, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NOA#09- 0316.10) 3. Test reports on: 1) Air infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Forced Entry Test, per AAMA 1302.paragraph 5 3.1.1 to 3.1.5 along with marked -up drawings and installation diagram of a series 580 aluminum single hung window, glazed w/ 3/16" temp. glass, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -3879, dated 08/28/03, signed and sealed by Joseph Chan, P.E. (Submitted under NOA #02-050Z06) 4. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 2) Water Resistance Test, per FBC, TAS 202 -94 along with marked -up drawings and installation diagram of a Series 580 Aluminum Single Hung Window, glazed with 1/8" ann. glass, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL -3861, dated 08/07/03, signed and sealed by Joseph Chan, P.E. (Submitted under NOA #02- 0507.06) Manuel er Product Control E 1. ler NOA No. 12-0906.06 Expiration Date: November 14, 2017 Approval Date: December 06, 2012 E -1 Trulite Window & Door Solutions, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC -2007 and FBC -2010, dated 02/24/09 and updated on 01/04/12, prepared by Al- Farooq Corporation, signed and sealed by Javad Ahmad, P.E. (Submitted under previous NOA #12-0118.16) 2. Glazing complies with ASTM E1300 -04 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of conformance, complying with the FBC -2010, and of no financial interest, dated January 4, 2012, signed and sealed by Javad Ahmad, P.E. (Submitted under previous NOA #12- 0118.16) G. OTHERS 1. Notice of Acceptance No. 12-0118.16, issued to Trulite Window & Door Solutions, LLC, for their Series "580" Aluminum Single Hung Window — N.I., approved on 03/15/12 and expiring on 11/14/12. E -2 Manuel Per E. Product Control ' xam er NOA No.1 + ` o .06 Expiration Date: November 14, 2017 Approval Date: December 06, 2012 SERIES 580 ALUMINUM SINGLE HONG WINDOW DESIGN LOAD RATINOS FOR THESE WINDOWS TO SE AS PER CHART MOWN ON SHEET 2. APPROVAL APPLIES TO SINGN.E UNITS OR SIDE BY SIDE COMBINATIONS OF S.H. /S.H. 013 S.H. WITH OTHER WINDOW TYPES IN MODULES OF TWO OR MORE WINDOWS USING MIAMI -DADE COUNTY APPROVED MULLIONS IN BETWEEN. LOWER DESIGN PRESSURE FROM WINDOW OR MUU.KIN APPROVAL WILL APPLY TO ENTIRE SYSTEM. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE INOUJDOp HIGH VELOCITY HURRICANE ZONE (HVHZ). WOOD BUM BY OTHERS. S. MUST BE ANCHORED PROPERLY TO TRANSFER WADS TO THE STRUCTU ANGERS SWLJ. BE AS LSTED, SPACED AS SHOWN ON DETAILS ANCHORS EMBEDMR4T TO BASE MATERIAL SHALL BE 8EYOND WALL DRISSIIIO DR STUB. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN TES DETAILS ARE NOT PART OF THIS APPROVAL A LOAD DURATION INCREASE IS USED IN DESIGN ,OF ANCHORS INTO WOOD ONLY. MATERIALS INCLUDING BUT NOT LIMBED TO STEEL/METAL SCREWS. THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL. MEET THE REQUIREMENTS OF THE FLORIDA BLDG. CODE SECTION 2003.8.4. TYPICAL ELEVATION TESTED UN= MONOLITHIC GLASS NON IMPACT_ noDuciasvot sondbacme A DTffi5GN LOAD CAPACITY - PSF WINDOW D168. 1/8" ANN. 06689 8/16" 682. MASS site TRIP. 8168 ANCHORS METHOD 'A' ANCHORS METHOD .0' ANCHORS WEIH0D W * 2)0RS 82800 '8' ANCHORS 147800'8' NM HEOHT EAR( +) 1M.( -) EJR.( +) 1M'.( -) EXL( +) 1117.( -) FXE( +) 1NT( -) ELT'( +) 1a.( -) 19 -1/8" 28+1/2' 37" 42" 48" 53 -1/5" 28" (3) 80.0 80.0 80.0 80.0 60.0 121.6 800.0 128. 80.0 210.0 60.0 80.0 60.0 80.0 60.0 87.4 60.0 125.0 60.0 179.7 54.9 54.9 60.0 80.0 54.9 54.9 60.0 112.9 00.0 112.9 46.6 '489 BOA 79.3 48.6 46.8 600 95.9 80.0. 95.9 39.6 39.5 52.7 59.7 30.5 39.5 80.0 81.3 BOA 81.3 34.9 34.9 38.6 38.8 34.9 34.9 60,0 71.9 60,0 71.9 19 -1/8" 28 -1/2" 37" 42" 48° 53 -1/8" 80.0 80.0 80.0 80.0 80.0 109.9. 80.0 126.0 60.0 210.0 80.0 78.3 80.0 80.0 60.0 70.3 80.0 125.0 60.0 183.1 38 -3/8' (4) 58.5 88.8 60.0 78.8 80.8 56.8 GOD 116.8 80.0 110.8 50.0 50.0 56.3 56.3 60.0 80.0 60.0 1029 50.0 102.8 37.0 37.0 37.0 37.0 43.8 43.8 80.0 90.1 - 80.0 90.1 - - - - 39.6 60.0 81.4 60.0 81.4 19 -1/8" 25 -1/2" 37" 42" 48" 53 -1/8" 60.0 80.0 60.0 80.0 60.0 83.3 60.0 125.0 600 171.3 60.1 80.1 00.0 80.0 80.0 60.1 60.0 123.7 80.0 123.7 80 --5 /8" (4) 43.1 43.1 80.0 64.6 43.1 43.1 60.0 85.5 60.0 88.8 - - - - 37.0 37.0 00.0 78.0 60.0 780 - - - - 33.2 33.2 80.0 88.3 60.0 88.3 - - - - 30.0 30.0 60.0 61.7 60.0 61.7 19 -1/8" 25 -1/2" 37' 42" 4r 53 -1/8" 52" (8) 80.0 80.0 - 80.0 50,0 80.0 88.3 60.0 125.0 80.0 183.8 80.0 84.5 60.0 0 60.0 64.5 60.0 125.0 60.0 132.8 48.2 46.2 479 47.9 - 482 46.2 60.0 85.0 80.0 - - - - 40.7 40.7 60.0 83.7 60.0 83.7 - - - - 35.6 30.8 80.0 73.2 80.0 73.2 - - - - 32.2 322 60.0 04.0 00.0 86.2 19 -1/8" 26-1/2" 37" 42" 48" 53 -1/8" 63" 60.0 80.0 80.0 80.0 80.0 100.4 410.0 1250 80.0 208.8 80.0 725 80.0 76.7 80.0 72.5 80.0 125.0 80.0 149.0 47.0 47.0 47.0 47.0 51.9 51.9 80.0 97.5 80.0 106.7 (8) - - - - 45.7 45.7 80.0 85.1 80.0 93.1 - - - - - 40.0 40.0 60.0 71.9 80.0 78.8 - - - . - 36.1 30.1 80.0 62.7 60.0 68.4 19 -1/8" 25-1/2" 37' 42" 48' 53 -1/8" 60.0 74.8 60.0 74.6 60.0 86.2 80.0 125.0 60.0 175.2 80.0 615 80.0 84.1 00.0 51.5 80.0 113.4 80.0 120.5 74 -1/4" - - - - 44.0 44.0 60.0 82.0 80.0 80.8 (6) - - - - 38.8 38.8 80.0 74.8 80.0 79.8 - - - - 33.9 33.9 80.0 85.5 60.0 699 - - - - 30.7 30.7 NO. IN PARENTHESIS INDICATE NO. OF ANCHORS PER JAHD. AT TNA. ANCHORS HIS LOCATEN FOR UPPIR HALF OF JA6N8 ANCHORS AitLOCATION FOR COWER HALF OF .6686 ANCHORS METHOD 'A' ANCHORS METHOD 'B' APPROVED CONFIGURATION* SHAPES SHORN ABOVE OR SBNAR GLAZING OPTION$ NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON AST/4 E1300 -04 '3 SEC. GUSTS) AND FLORIDA BUILDING COIN MISSION DECLARATORY STATEMENT DCAO5- DEC -219 is dotplyisi midi the Ilkaft. %Mug Cede Ampules _ i; i En441.414190 64106 FE )'4�p1r vithaisRodit i .qf Ri;, 16.9- VPL ANCHORS 1/4" TAPCONS SEE ELEV. FOR SPACE& • • 4 • •44 4. a .4 16! .X000. PUCK. 4. 4. 4. 40111M11117 P1,1 mu= TYPICAL ANCRORS tja SKS 632 ELEVS. FOR SPA= NADA-DADE COWRY APPROVED ARLON & MULLION ANCHORS SEE SEPARATE NOA TYPICAL ANCHORS #10 SYS SEE S.EV. FOR MOND TYPICAL ANCHORS 1/4" TAMES 632 ELEV. FOR SPACING OPTIONAL TO BOTTOM LATCH • • t WOOD BUCKS AND METAL STRUCTURE NOT BY TRUUTE MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. TYPICAL ANCHOR% Fes new. FOR SPARNO jairCOLIZCZEMS (SEE SHEET 2 FOR USE OF 3/18" DEMONS) INTO or nap sums OR wow sreucruee 1-3/8" MIN. PENETRATION 320 WOOD THRU WI BUCKS IWO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY DIRECTLY INTO CONC. OR MASONRY 1-1/4" 60. EMBED MOO CONC. OR MASONRY 112-Si32 08 32LEMILLIELS128126 U8BDEJLOBS) INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy 36 KSI MIN.) ALUMINUM: 1/8" THX. AWL (6083-15 MIN.) (STEEL IN CONTACT ISM AWMINUM 70 32 PLATED OR PAINTED) 113D-SK06 SELE06LL60 U06MI INTD MIAMI-DADE COUNTY APPROVED MUWONS (NO SMI SPACE) ANDNDLEDREALSTAM INTO CONCRETE AND MASONRY 1-1/4" MIN. INTO WOOD STRUCTURE 3/4" MIN. INTO METAL STRUCTURE 1/2° MIN. MA= ALL LOWER FRAME AND vair CORNERS. AND HEADS OF INSTALLATION SCREWS AT SILL TO BE SEAM) WITH ALUMINUM COLORED SEALANT. SCHNEE MOREHEAD 6504 OR EQUIV. EU& ONE 1/4° X 3/4° ADHESIVE CLOSED CELL FOAM PAD AT EACH END OF FIXED MTG. RAIL. WPIEIIMISS; WI - 3/4° WEEP NOTCH AT EACH END PRODUCTREVBED utimaomplUvAthatoRmitla ND J/ ,41111!! Must rZEM 1 rasa i 8EQD. IRON VAuOAL MAas.! 1 YE -450 1 FRAYS HEAD 8083 -19 - 2 t■187 1 FRAME 847. 8093-18 - 3 YE-102 2 FRAYS JAYS 8093 -19 - 4 YE -161 1 FIXED RAIL 8083-78 - B 1E -181 1 vim. TOP RAIL 8803 -78 - 8 1'8-188 1 VENT 8071011 RAIL 8003-79 - 7 YE -820 2 9111.1118 _ 8083-79 — B - 80 REQO. (971x410 BEAD ALUMINUM RDI1. FUMED 10 - 81.001(6 tAM.E 9NNICE - - 11 111-811 A8 R. 813.8 10(YI. PVC 80901.E 12 111-510 A8 MIL 8<L8 VR9M1 NO AGE 13 Ys-a027 AS 6008. Pall- SG4JF081. .181 11 .200 - FIN 892. (001I8I.E) 14 YH-804 2/ VENT VENT LATCHES - NYL0N/OELOOX AT r FROM DM 14* 7X- 818 2/ vox Oq1 1.00118 IAYAR A7 r 1831 FtE01 15 /10 X 3/4 9 ME A88 X SCREWS CM PLATED. PH 8118 18 j9 X 1' 2 FIXED RA4. 801ffiW8 018 .010 PWED. PH MS 17 1$ 11 1 -1/4 4/ .1017 ASSEMBLY 088 CAD P(929 PH 808 11 2012 AP0'TO \;E-D ZONING DEPT O`s DEPT SUBJECT 0 CCP,I NONCE 4^al [H ALL FEDERAL REPLACE BESTING WINDOW. PROVIDE PEW WDENN NOAj12- 0808.08 EXP 11/14/2017 -49.7 +40.8 NOV RASED r CONC. ROOROVER EXISTING SLWAAa usE RFPIACE EXS101G GARAGE DOORS. NO1#12 -0128.09 EXP: AUGUST 21. 2(13 EXISTING DETACHED GARAGE PLAN REPLACE EXSTIN3 WINDOW. PROVIDE SHUTTER FOR EXISTING OPENING NOA#12- 0419.01 OX: 04/18/2017 LENHARGE DEMO EXTERIOR DOOR AND REPLACE WRH NEW DOOR. FL 4940.1 WINDOW N.O.A. P DADE COWRY /RODUCT AMOR& NON Dot 1NOVEIMER 14, 2017 EXISTING CONC. BEAM DRILL IN NO EPDXY RESIN ( C✓L) EXISTING S` e.t.a'. WALL NEW DOOR OPENING DENOTES S'xs' STARTED COLDMN 147205 VERTICAL3. BE DOWELS AS SHOWN PROVIDE 2' -B° LIMP SPLICE DRILL N W/ EPDXY LASE 2421 BY HLTI INTO EXIST FOOTING FLOOR PLAN LEGEND [] FIE EXINDUISHER EXISTING NNLL ORPARTHIOR TO REMAIN. ,...._......_... .. -, NEWWALL OR PARTITION (SEE WALL TYPES & DETAILS.) WALL OR PARTITION WITH NENDOOR AND DOOR ?VJM R(COOROPIATE O GD = WITFiDOOR SCHEDULE). WALL OR PARTRWN WITH sos,1NG .... ,:..,> DOOR TO REMAIN P%/ MEMO arms OF � 1 THE BCCPE OF WORK PARTITION TYPES SYMBOL (REFER TO TYPE DETAILS & NOTES). OPARTITION A RENSION CLOUD AFND OR SYMBOL REFREFER TO COYER SHEET REV ISIO.1 INFORMATION SCOPE OF WORK 1 REMOVE ND REPLACE ALL EXISTING FLING 2 DEMOLJNONF KITCHEN WALL AND NEW BATHROOM DOOR OPENING (NOT - STRUCTURAL). LAIN ELECTRICAL OUTLETS IN KITCHEN 4 REMOVE AND REPLACE ALL PLUMBING FIXTURES. USE EXISTING CONNECTIONS. PATCH AND REPAIR EXTERIOR STUCCO AS NEEDED 8 PLANT EXTERIOR AND INTERIOR OF BUILDING 8 NO MECHANICAL WORK 10 NO SIRUCIURAL WORK 11 NO NEW SQUARE FOOTAGE 12 NEW DOORS IN MISTING GARAGE AND SHUTTER AT FROM DOOR WArldrAialii/® 110r AN M` _ DRDFAED,� itt /r rol„ 4 DOOR E]�A7®OW AND ra i., ii =or . IR' . Am // AEI Aitw a•AI ODOOR EXPANSION DETAIL AT GARAGE 1/4 "=1' -0" 7430 SW 48th St. Miami, FL 33155 co (f) P.800.969.7919 CO 305.433.7668 F.305.808.3463 CO AA 28001480 www.fortislamas.com design architecture interiors planning • COPNA&NIDA,WN,R.. tbpatarateasalgraaberageducallaaatbaiapassalsessaat MmPaala.ealmm.a.xy...r.nmm Wtltaa la PROMPRFDTONSRYL9DW OPTiEUW D AR 98251 6101ralFCE W y Z O c <o WZE • 54 W re IT; o • Z 0 10/17/12 4 12/05/12 5 01/29/13 LRRNRAT m GARAGE FLOOR PLAN /DETAILS OMAR lAinfaIfft SOILE more A1.01 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION Permit Type: BUILDING FBC 20 Permit No. 3,-42-1( —73 C-f o Master Permit No. ROOFING JOB ADDRESS: 2.$ Iv€ V_ S'g' City: Miami Shores County: )1,r Miami Dade Zip: Folio/Parcel #: Is the Building Historically Designated: Yes NO Flood Zone: OWNER: Name (Fee Simple Titleholder): 1. Q- /.! (* ad f Phone#: 20/.6(3 473' Address: 2oit t uer e 41.3* City: Almon.% State: -- Zip: 3 /tt) Tenant/Lessee Name: Phone #: Email: CONTRACTOR: Company Name: Goj P.+ JJ Nsc.. `-- Phone#: 3x16'3 .54"1. 1. Address: A 2.t _ t '=r {it 3 City: V CU4,g State: Zip: s3 L 4 / Qualifier Name: Phone #: State Certification or Registration #: C.64 . 1414 41-1 f Certificate of Competency #: Contact Phone #: 301P COS Ji t- Email Address: DESIGNER: Architect/Engineer: Phone #: Value of Work 'for th�J' r� '�' Square/Linear Footage of Work: Type of Work: ❑Addditi s •teration 9New ORepair/Replace ❑Demolition Description of Work: , •W ()-0AN CPLlkliA ti ILI E-A eg tt . Color thru tile: eisksk N= .+ k+ Htk....+ kN= ..... .....ski k. ...sksk,....+ k.....sgeN.+ N.+ h..i k+ k... ....N =.......nk...+k.... Submittal _ Permit Fee $ -°'. CCF $ CO /CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S AI'r'II)AVIT: 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 CO E~ CEI ENT." Notice to Appl(edrit: As a condition to the issuance of a building permit with an estimated promise in good faith that a copy of the notice of commencement and construction lien la whose property is subject to attachment. Also, a certified copy of the recorded notice of c for the first inspection which occ, en (7) days after the building permit is issued. inspection will no .e, %ppr� %l •� pection fee will be charged. a rein Signature Owne The foregoing instrument was acknowledged before me this . t day of 0509 , 20 2 Q. ., by du 94 t. who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: 6g Signature ceeding $2500,> the pplicant must e will be delivered to the person nt must be posted at the job site ence of such posted notice, the h _ A r. •Contractor The foregoing instrument as acknowledged before me this /6 day of , 20 _2 by G 3 2 D4 y a <e • who is me or who has produced e�-w ,o i .7- sue. as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: APPROVED BY � /40S7.41— Plans Examiner Zoning Structural Review Clerk (Revised 3 /12/2012)(Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR PRIVATE RESIDENCE 253 NE 92 Street Miami Shores, FL Prepared by: Li:UNITED ENGINEERING, INC. October 15, 2012 Miami S11Oe°CS'71S1aq, APPROVED TONING DEPT DATE E BLDG DEPT SUBJECT TO COMPLIANCE WITH ALL FEDERAL U D S STATE AND COUNTY RULES AND REGULATIONS CITY COPY UNITED Engineering, Inc. Index '1 of 2 Table of Contents I. ITEMS Pages • SCOPE OF WORK 1 • WIND LOADS 2 -7 • WD. COLUMN 8 -13 • NOA 14-38 Certificate of Authorization No. 29691 Calculations have been prepared by the undersigned engineer assuming responsibility for manual and computer generated information. °�grl�1/irr . 9 •" 624 6 4 0 Juan J. Fite • - Florida Lie 6111A6 UNITED ENGINEERING, INC. • 12595 SW 137 AVE, Suite 112 • Miami, FL 33186 • Phone (786) 347 -5250 • Fax (786) 347 -5250 l UNITED Engineering, Inc. UNITED Engineering, Inc. 12595 SW 137 AVE Suite 112 Miami, Florida 33186 t. 786.3473250 e. info @unitedeng.pro w. www.unitedeng.pro = PROJECT LOCATION 253 NE 92 Street, Miami Shores, FL =SCOPE PROJECT Private Itesdience PROJECT NO. 0702 -01 SHEET NO. 1 SCALE N/A BY CA DATE 10/12 Index2of2 The project consists of verifying the adequacy of an existing tie beam -ave and a new opening in an existing wood stud bearing wall. SUPPLEMENTAL CALCULATIONS- Replacement of existing column with wood coturnn an opening, replacing damaged ...floor joists OFTWARE': G avity- IES, Inc. Vi ual Analysis (Concrete, Wood Design). =CODES ............ ............................. • GRAVITY FLORIDA BUILDING CODE 010 WIND ...............' ASCE 7 -10 = LOADING GRAVITY Roof (Flat); Live: Load= 30 psf Roof (Slope): Live Load= 20 psf Floor: Live Load= 40 psf Dead Load = 20 psf Dead Load = 20 psf Dead Load= 20 psf Project Name: Private Residence Location: Miami Shores, FL By: JJF Start Date: 10/12 Comments: .. \0601 -04 Private Residence \3- Calcs \WLS \060104.wls 2 OF 38 Private Residence October 11, 2012 ASCE7 -10 Local Information Wind Dir. 1 2 3 4 Exposure C C C C Basic Wind Speed: 175 mph Topography: None Optional Factors This project uses Toad combinations from ASCE 7. WLS4 — [1.3] Copyright © 2020 SDG, Inc. Page 1 of 5 3 OF 38 Private Residence October 11, 2012 Section - Main Section Enclosure Classification: Enclosed Wall 1 2 3 4 Length(ft) 44.0 15.0 44.0 15.0 Overhang(ft) 1.0 0.0 1.0 0.0 Eave Height: 18 ft Parapet Height: 0 ft Parapet Enclosure: Solid Roof Shape: Gabled Roof Slope(:12) A &B 3.0 W1 W2 A B W4 Top ASCE7 -10 Front A W1 — B W4 W3 W4 B W3 Right W2 WLS4 — [1.3] Copyright © 2020 SDG, Inc. Page 2 of 5 4 OF 38 Private Residence October 11, 2012 Composite Drawing 1 A 2 4 B 3 WLS4 — [1.3] Copyright © 2020 SDG, Inc. ASCE7 -10 Page 3 of 5 5 OF 38 , Private Residence October 11, 2012 ASCE7 -10 Components and Cladding Input Component Description Wall /Roof Surface Label Zone Span(ft) Width(ft) Area(sqft) Roof A < =10 sf Roof A (All) 10 WLS4 — [1.3] Copyright © 2020 SDG, Inc. Page 4 of 5 6 OF 38 Private Residence October 11, 2012 ASCE7 -10 Components and Cladding Output Component Description Surface Zone z(ft) q(psf) GCp GCpi ExtPres(psf) Net w/ +GCpi (psf) Net w/ -GCpi (psf) Roof A < =10 sf A 1 18.9 59.4 0.50 0.18 29.7 19.0 40.4 18.9 59.4 -0.90 -53.5 -64.2 -42.8 18.9 59.4 0.00 0 0.0 2 18.9 59.4 0.50 0.18 29.7 19.0 40.4 18.9 59.4 -1.70 -101.0 -111.7 -90.3 18.9 59.4 -2.20 0 -130.7 3 18.9 59.4 0.50 0.18 29.7 19.0 40.4 18.9 59.4 -2.60 -154.4 -165.1 -143.7 18.9 59.4 -3.70 0 -219.8 WLS4 - [1.3] Copyright © 2020 SDG, Inc. Page 5 of 5 7 OF 38 S ' ‘‘711, fttiotvi Ito*. R d- wa) . Qos°i g PO 0 9 OF 38 10 OF 38 ST K55 VA "l 4 o 11 OF 38 Project: entry wd col Christian Aquino, United Engineering, inc. October 14, 2012 Design Group Results Design Group: Wood_Column_G01 per NDS 2005 ASD Designed As: SS4x4, Material: INDS Lumber (Visual)1No.21Southern Pine (2 "-4" deep) Axial Check Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft K K Ref. Check COL001 D +H +F +L +T 0.0000 0.5265 7.2541 3.6.3 0.0726 OK CD = 1.0000 , CP = 0.3589 , Lu = 9.0000 ft, KL = 7.8482 ft Maximum uplift reaction - 700 lbs. Use Simpson ABU44 (Or Equiv.) (Uplift= 2,200) FL# 10849.6 at base. Use Simpson ACE4 (Or Equiv.) (Uplift= 1,070) FL# 10860.1 at roof Conn. Page 1 VisualAnalysis 9.00 (www.lesweb.com) 12 OF 38 Project: entry wd col Christian Aquino, United Engineering, Inc. el Column Report: COL001 October 14, 2012 Member Details Member Properties Length 9.0000 ft Shape SS4x4 Material Southern Pine (2 "-4" deep) Weight 0.0265 K Framing Column Beta 0 deg Theta 0 deg Connections Start End Node N001 N002 Location (0, 0, 0 ft) (0, 9, 0 ft) Support Fixed Fix X, Z Analysis Results (First Order) Load Combinations: ASCE 7 -05 ASD,Deflection Checks Extreme Forces Extreme Drift Axial 0.7000 K Wind » +Y My 0.0000 K -ft -NA- Mz 0.0000 K -ft -NA- VY 0.0000 K -NA Vz 0.0000 K -NA- Torsion 0.0000 K -ft -NA- Wood Design per NDS 2005 ASD Controlling Design Checks Drift Dy 0.0000 in -NA- Drift Dz 0.0000 in -NA- Type Case Demand Capacity Unity Status Reference Axial Check D +N +F +L +T 0.5265 K 7.2541 K 0.0726 OK 3.6.3 Page 1 Vlsua/Analysls 9.00 (www.iesweb.com) 13 OF 38 Florida Building Code Online Rord4Department Business'\ Profess' Regulation BCIS Home tens, eff3:1 1K, Aedi%ate:a Page 1 of 3 Log In i User Registration ' Hot Topics Submit Surcharge „ Stets & Facts Publications FBC Staff =; BCIS Site Map Links Search Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL10849 -R2 Application Type Editorial Change Code Version 2010 Application Status Approved Comments Archived Product Manufacturer Simpson Strong -Tie Co. Address /Phone /Email 2221 Country Lane McKinney, TX 75070 (972) 439 -3029 rshackelford @strongtie.com Authorized Signature Randall Shackelford rshackelford@strongtie.com Technical Representative Randall Shackelford Address /Phone /Email 1720 Couch Drive McKinney, TX 75069 (800) 999-5099 rshackelford @strongtie.com Quality Assurance Representative Pat Woodall Address /Phone /Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By 1720 Couch Drive McKinney, TX 75069 (800) 999-5099 pwoodall@strongtie.com Structural Components Wood Connectors Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC Benchmark Holdings, L.L.C. 11/29/2012 Jeffrey P. Arneson, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL10849 R2 COI ICC Cert of Indeoendence.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Standard Year ASTM D1761 2000 N.A. SPEC FOR DESIGN OF COLD FORMED STEEL 2001 CONSTRUCTION NATIONAL DESIGN SPECIFICATION FOR WOOD 2005 CONSTRUCTION Florida Licensed Professional Engineer or Architect 14 OF 38 http:// www. floridabuilding .org /pr /pr_app_dtl.aspx ?param = wGEVXQwtDqtwudLxnkwG... 10/1 1 /20 2 �� Florida Building Code Online Sections from the Code Page 2 of 3 FL10849 R2 Eouiv 2010 Self Affirmation Simpson.pdf Product Approval Method Method 1 Option C Date Submitted Date Validated Date Pending FBC Approval Date Approved 03/14/2012 04/25/2012 05/02/2012 06/11/2012 Summary of Products FL # Model, Number or Name Description 10849.1 AB44, AB44R, AB44Z, AB46, AB46R, AB46Z, AB66, AB66R, AB66Z Post Base Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: These products have not been evaluated for uplift resistance. Installation Instructions FL10849 R2 II ESR- 1622.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10849 R2 AE ESR- 1622.pdf 10849.2 1ABA44, ABA44R, ABA44Z Post Base Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: When resisting wind uplift supplemental connectors must be used to acheive 700# uplift for HVHZ. Installation Instructions j FL10849 R2 II ESR- 1622.pdf 1 Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10849 R2 AE ESR- 1622.pdf 10849.3 ABA46, ABA46R, ABA46Z, ABA66, ABA66R, ABA66Z Post Base Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10849 R2 II ESR- 1622.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10849 R2 AE ESR- 1622.pdf 10849.4 1ABE44, ABE44Z Post Base Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: When resisting wind uplift supplemental connectors must be used to achelve 700# uplift for HVHZ. Installation Instructions FL10849 R2 II ESR- 1622.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10849 R2 AE ESR- 1622.pdf 10849.5 QABE46,ABE46Z,ABE66,ABE66Z Post Base Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10849 R2 II ESR- 1622.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10849 R2 AE ESR- 1622.pdf 10849.6 ABU44, ABU44Z, ABU46, ABU46Z, ABU66, ABU66Z, ABU88,ABU88HDG Post Base Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10849 R2 II ESR- 1622.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10849 R2 AE ESR- 1622.pdf 15 OF 38 http: / /www. floridabuilding .org/pr /pr_app_dtl.aspx ?param= wGEVXQwtDgtwudLxnkwG... 10/11/2012 • • Florida Building Code Online Page 3 of 3 10849.7 PBV6, PBV10 Round Post Base Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10849 R2 II ESR- 1622.Ddf Approved for use outside HVHZ: Yes Verified By: Randall Shackelford PE 68675 (TX) Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: These products have not been evaluated for uplift resistance FL10$49 R2 AE ESR- 1622.odf Back Next Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850- 487 -1824 The State of Florida is an AA/EEO employer. Copyright 2007 -2010 State of Florida. :: privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public - records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalis provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine tf you are a licensee under Chapter 455, F.S., please click here; Product Approval Accepts: NNE cArFdE 16 OF 38 http : / /www.floridabuilding.org /pr /pr_app_dtl.aspx ?param= wGEVXQwtDgtwudLxnkwG... 10/11/2012 --� REPORTTM ES R-1622 Issued April 1, 2008 This report is subject to re- examination in two years. ICC Evaluation Service, Inc. www.icc- es.orq Business/Regional Office# 5360 Workman Mill Road, Whittier, Califomia 90601# (562) 699-0543 Regional Office # 900 Montclair Road, Suite A, Birmingham, Alabama 35213 # (205) 599 -9800 Regional Office # 4051 West Flossmoor Road, Country Club Hills, Illinois 60478# (708) 799 -2305 DIVISION: 06 —WOOD AND PLASTICS Section: 06090 —Wood and Plastics Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925 -5099 www.strongtie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE POST BASE CONNECTORS FOR WOOD CONSTRUCTION ADDITIONAL LISTEES: 1.0 EVALUATION SCOPE Compliance with the following codes: # 2006 international Building Code® (IBC) # 2006 international Residential Code® (IRC) # Other Codes (see Section 8.0) Property evaluated: Structural 2.0 USES Simpson Strong -Tie post base connectors described in this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC, and are used to resist lateral and net induced uplift forces at the bottom end of wood posts in accordance with Section 2304.9.7 of the IBC, and to prevent lateral displacement at the bottom end of wood posts in accordance with Section R407.3 of the IRC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie post base connectors described in this report are die - formed brackets that connect wood posts to concrete footings complying with the IBC or IRC, as applicable, by using anchor bolts installed during the concrete pour or after the concrete hardens. Since the design of anchor bolts in the concrete footings is not within the scope of this report, a footing larger than the minimum required by IBC Section 1805 or IRC Section R403 may be necessary to meet anchorage to concrete requirements. Untreated wood columns may be supported by the post base connectors described in this report because the connectors provide a metal pedestal projecting minimum 1 inch (25.4 mm) above the concrete footing as required by Section 2304.11.2.7 of the IBC and Section R319.1.4 of the IRC. 3.1.1 AB Adjustable Post Base: The AB adjustable post base has three components: a post base cover fabricated from No. 16 gage galvanized steel; a C- shaped standoff channel fabricated from No. 12 gage galvanized steel; and a rectangular bearing plate fabricated from No. 12 gage galvanized steel, which has a slotted hole to accommodate a 1/2 -inch diameter (12.7 mm) anchor bolt. The AB post base cover has an irregular shaped opening that permits lateral adjustment of the wood post, and prepunched holes for 10d nails driven into the side grain of the wood post The AB post base cover is placed in contact with the concrete footing and the bearing plate is placed on top of the base cover and secured to the anchor bolt using a nut. The standoff channel fits inside the base cover and provides an elevated support for the bottom of the post. See Table 1 for the overall dimensions of the AB post base cover, the fastener schedule, and allowable downloads. See Figure 1 for drawings of the three components of the AB adjustable post base connector and a typical installation. 3.1.2 ABA Post Base Standoff: The ABA post base standoff is a one -piece connector that elevates the supported wood post 11/18 inches (27 mm) above a concrete footing. The ABA44 and ABA44R are formed from No. 16 gage galvanized steel and all other ABA models from No. 14 gage galvanized steel. The sides of the ABA post base connector have prepunched holes for 10d or 16d nails driven into the side grain of the wood post. Type A narrow plain washer, conforming to the dimensions shown in ASME B18.22.1 (R 1998), and a standard cut washer and nut must be used to secure the ABA post base connector to the concrete anchor bolt See Table 2 for overall dimensions, required fasteners, and allowable uplift loads and downloads. See Figure 2 for drawings of an ABA post base standoff connector and a typical installation. 3.1.3 ABE Adjustable Post Base: The ABE post base consists of three components: a U- shaped galvanized steel channel having an adjustment slot for the anchor bolt, a galvanized steel standoff base that elevates the wood post 1 inch (25.4 mm) above the concrete footing, and a 0.109 -inch- thick (2.8 mm) round washer (bearing plate) supplied with the ABE44 connectors and a 0.171- inch -thick (4.3 mm) rectangular washer (bearing plate) supplied with the ABE46 and ABE66 connectors. The round and rectangular bearing plates have a bolt hole diameter of9 /16 inch (14.3 mm) and 11/16 inch (17.5 mm), respectively. The sides of the ABE adjustable post base connector have prepunched holes for 10d or 16d nails driven into the side grain of the wood post. See Table 3 for the overall dimensions of the U- shaped channel, the nominal thickness of the steel channel and standoff base, required fasteners, and allowable uplift loads and downloads. 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, Inc., express or implied as to any finding or other matter in this report, or as to any product covered by the report Copyright © 2008 n wi rwraw vaafluF r 17 OPai431 of 8 Page 2 of 8 ESR -1622 See Figure 3 for drawings of the components of an ABE adjustable post base connector and a typical installation. 3.1.4 ABU Adjustable Post Base: The ABU44, ABU46, and the ABU66 adjustable post base connectors consist of three components: a U- shaped galvanized steel channel having an adjustment slot for the anchor bolt and prepunched holes for installing bolts or nails, but not both, into the side grain of the wood post; a galvanized steel standoff base that elevates the wood post 1 inch (25.4 mm) above the concrete footing, and a 0.171 - inch -thick (4.3 mm) rectangular washer (bearing plate). The ABU88 adjustable post base connector consists of the following components: a U- shaped galvanized steel channel having two 1'/16- inch -wide (27 mm) long- slotted holes for anchor bolts and prepunched holes for installing nails into the side grain of the wood post; a galvanized steel standoff base that elevates the wood post 1 inch (25.4 mm) above the concrete footing, and two nominally V4-inch-thick (6.4 mm) square washers (bearing plates). See Table 4 for the overall dimensions of the U- shaped channel, nominal thickness of the steel channel and standoff base, required fasteners, and allowable uplift loads and downloads. See Figure 4 for drawings of the components of an ABU44 and ABU88 adjustable post base connectors and a typical ABU connector installation. 3.1.5 PBV Post Base: The PBV post base is a single piece post base connector formed from No. 14 gage steel having a powder - coated paint coating. The PBV connector is circular and has a center channel section and two raised semicircular flat portions that provide a 1 -inch (25.4 mm) raised bearing surface for a round post. The connector has prepunched holes for installing SDS screws into the end grain of a round post. See Table 5 for the connector dimensions, required fasteners and allowable downloads. 3.2 Materials: 3.2.1 Steel: Unless noted otherwise, the connectors described in this report are manufactured from galvanized steel in accordance with ASTM A 653, SS designation, Grade 33, with a minimum yield strength, F,„ of 33,000 psi (227 MPa) and a minimum tensile strength, F,,, of 45,000 psi (310 MPa). The bearing plates for the ABU88 are ASTM A 36 with a minimum yield strength of 36,000 psi (248 MPa) and a minimum tensile strength of 58,000 psi (400 MPa) and have no coating. Base metal thicknesses for the connectors in this report are as follows: NOMINAL THICKNESS MINIMUM BASE METAL THICKNESS (inches) No. 10 Gage 0.1275 No. 12 Gage 0.0975 No. 14 Gage 0.0685 No. 16 Gage 0.0555 114-inch (Bearing Plate) 0.2145 For SI: 1 inch = 25.4 mm. The connectors have a minimum G90 zinc coating specification per ASTM A 653 unless otherwise noted. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, in accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (610 g /m2), total for both sides. Model numbers in this report do not indude the Z or HDG ending, but the information shown applies. The PBV post base has a "PC" suffix indicating a powder - coated paint coating. The lumber treater and the holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on the appropriate level of corrosion resistance to specify for use of the steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Wood members with which the connectors are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber), except as noted in Section 4.1. The thickness of the supporting wood main member must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. For installation in engineered wood members, minimum allowable nail spacing and end and edge distances, as specified in the applicable evaluation report for the engineered wood product, must be met. 3.2.3 Fasteners: Nails used for hangers described in this report must comply with the material requirements, physical properties, tolerances, workmanship, protective coating and finishes, certification, and packaging and package marking requirements specified in ASTM F 1667. The nails must have the following minimum fastener dimensions and bending yield strengths (FA): FASTENER SHANK FASTENER F DIAMETER LENGTH (psi) (inches) (inches) 10d 0.148 3 90,000 16d 0.162 31/2 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. At a minimum, bolts must comply with ASTM A 36 or A 307. SDS Screws used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with ESR -2236. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or IRC Section R319.3, as applicable. For use with treated lumber, the lumber treater or this report holder (Simpson Strong -Tie Company), or both, should be contacted for recommendations on the appropriate coating or material to specify for the fasteners as well as the connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in the product tables of this report are based on Allowable Stress Design (ASD) and include the load duration factor, CO, corresponding with the applicable loads in accordance with the National Design Specification for Wood Construction and its supplement (NDS). Tabulated allowable Toads apply to products connected to wood used under dry conditions and where sustained temperatures are 100 °F (37.8 °C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the applicable wet service factor, CM, specified for lateral loads for dowel -type fasteners in the NDS. When connectors are installed in wood that will experience sustaiRe6m9sure to temperatures exceeding 100 °F (37.8 °C), the allowable Page 3 of 8 ESR -1622 Toads in this report must be adjusted by the applicable temperature factor, C,, specified in the NDS. Connected wood members must be analyzed for load- carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. Bolts and nails must be installed in accordance with the applicable provisions in the NDS. In the event of a conflict between this report and the manufacturer's published installation instructions, this report govems. 5.0 CONDITIONS OF USE The Simpson Strong -Tie products described in this report comply with, or are suitable altematives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statues of the jurisdiction in which the project is to be constructed 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 5.6 The design of anchor bolts and the concrete footings is not within the scope of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2006 (corrected March 2007). 7.0 IDENTIFICATION The products described in this report are identified with a die - stamped label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report (ESR -2523) that is used as an identifier for the products recognized in this report. 8.0 OTHER CODES 8.1 Evaluation Scope: In addition to the codes referenced in Section 1.0, the products in this report were evaluated for compliance with the requirements of the following codes: # 2003 International Building Code® (2003 IBC) # 2003 International Residential Code® (2003 IRC) # 2000 International Building Code® (2000 IBC) # 2000 International Residential Code® (2000 IRC) # 1997 Uniform Building Code"" (UBC) The products described in this report comply with, or are suitable altematives to what is specified in, the codes listed above, subject to the provisions of Sections 8.2 through 8.7. 8.2 Uses: 8.2.1 2003 IBC, 2003 IRC, 2000 IBC, and 2000 IRC: See Section 2.0 of this report. 8.2.2 1997 UBC: Replace the information in Section 2.0 with the following: Simpson Strong -Tie post base connectors are used as wood framing connectors in accordance with Section 2318.4.8 of the UBC. 8.3 Description: 8.3.1 2003 IBC and 2003 IRC: The same as Section 3.0 of this report. 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this report, except modify Section 3.2.3 of this report to reference IRC Section R323.3. 8.3.3 1997 UBC: See Section 3.0 of this report, except for the following: Modify Section 3.1 as follows: 3.1 General: The Simpson Strong -Tie post base connectors described in this report are die - formed brackets that connect wood posts to concrete footings complying with the UBC, by using anchor bolts installed during the concrete pour or after the concrete hardens. Since the design of anchor bolts in the concrete footings is not within the scope of this report, a footing larger than the minimum required by UBC Section 1806 may be necessary to meet anchorage to concrete requirements. The post base connectors described in this report are used to ensure against uplift and lateral displacement at the bottom end of wood posts in accordance with Section 2314 of the UBC. Additionally, untreated wood columns may be supported by the post base connectors described in this report because the connectors provide a metal pedestal projecting minimum 1 inch (25.4 mm) above the concrete footing as required by Section 2306.5 of the UBC. Modify the first sentence in the last paragraph of Section 3.2.3 as follows: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC, 1997 UBC: See Section 4.0 of this report. 8.5 Conditions of Use: 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The Simpson Strong -Tie products described in this report comply with, or are suitable altematives to what is specified in, those codes listed in Section 8.0, subject to the same conditions of use indicated in Section 5.0 of this report. 8.5.2 UBC: The Simpson Strong -Tie products described in this report comply with, or are suitable altematives to what is specified in, the UBC, subject to the same conditions of use indicated in Section 5.0 of this report, except the last sentence of Section 5.5 is replaced with the following: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.6 Evidence Submitted: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 6.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 7.0 of this report. 19 OF 38 Page 4 of 8 ESR -1622 TABLE 1 —AB ADJUSTABLE POST BASE CONNECTORS1'2 MODEL NO DIMENSIONS (inches) FASTENERS ALLOWABLE DOWNLOADS (Ibs) W L H Anchor Bolt Diameter (inches) Nails into Post (Quantity -Type) CD =1.0 CD =1.15 Co =1 25 AB44 39/16 39/16 29/32 1 /2 8-10d 4,065 AB46 39/16 5 3/8 3 1/2 8-10d 4,165 AB44R 4 41/16 29/16 1/2 8-10d 4,065 AB46R 4 6 213/16 1/2 8 -10d 4,165 AB66 5%2 5 9/16 3 1/2 8 -10d 5,335 AB66R 6 6 213/16 1/2 8-10d 5,335 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'The allowable downloads may not be increased for short term loading. 2Anchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. AB Adjustable Post Base FIGURE 1 —AB POST BASE CONNECTOR AB Installation 20 OF 38 Page 5 of 8 ES R-1622 TABLE 2 —ABA ADJUSTABLE POST BASE CONNECTORSI'2'3 MODEL NO. DIMENSIONS (inches) FASTENERS ALLOWABLE LOADS (Ibs) W L H Anchor Bolt Diameter. (inches) Nails into Post (Quantity -Type) Uplift Downloads Ccf1.33 C0=1.6 CD =1.0 C0=1.15 CD =1.25 ABA44 39/16 31/6 31/16 1/2 6-10d 555 6,000 ABA44R 41/16 31/8 213/16 112 6-10d 555 8,000 ABA46 39/16 53/16 31/8 6/8 8-16d 700 9,435 ABA46R 41/16 53/16 27/6 6/8 8-16d 700 12,000 ABA66 51/3 51/4 31/6 6/8 8-16d 720 10,665 ABA66R 6 53/16 276 6/8 8-16d 720 12,665 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 1The uplift Toads have been increased for wind or earthquake loading with no further increase allowed. Reduce loads when other load durations govem. 2The allowable downloads may not be increased for short term loading. AAnchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. ABA 1° Min Nail End `• a Distance \ forUplft Resistance ABA installation FIGURE 2 —ABA ADJUSTABLE POST BASE CONNECTOR 21 OF 38 Page 6 of 8 ESR -1622 TABLE 3—ABE ADJUSTABLE POST BASE CONNECTORS12'3 MODEL NO. DIMENSIONS (inches) FASTENERS ALLOWABLE LOADS W L H Anchor Bolt Diameter (inches) Nails into Post (Quantity –Type) Uplift Download Co =1.33 Co =1.6 Co =1.0 Co °1.15 Co =1.25 ABE44 39/18 31/2 228182 '/2 6-10d 520 6,665 ABE46 39/18 57/18 41/18 8/8 8-16d 810 7,335 ABE66 5'/2 57/18 31/8 86 8-16d 900 12,000 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable loads must be reduced when other load durations govem. 2The allowable downloads may not be increased for short term loading. 'Anchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. ABE44 ABE installation FIGURE 3 —ABE ADJUSTABLE POST BASE CONNECTIONS 22 OF 38 Page 7 of 8 ESR -1622 TABLE 4 —ABU ADJUSTABLE POST BASE CONNECTORS1'2,4 MODEL NO. CONNECTOR DIMENSIONS FASTENERS (Quantity -Type) ALLOWABLE LOADS (bs) U- Channel Standoff Base Uplift Download Nails Bolts Nails or Bolts W (in.) L (in.) H (in.) Gage No. Gage No. Nails into Post Bolts through Post Anchor Bolt Diameter (inches) CD Co =1.6 C0 =1.33 CD =1.6 Co =1.0 Co =1.15 CD =1.25 ABU44 39/18 3 51/2 12 16 12 -16d 2 –1/2 1 – 5/8 2,200 1,800 2,160 6,665 ABU46 39/18 5 7 12 12 12 -16d 2 –1/2 1 – 5/8 2,255 2,300 2,300 10,335 ABU66 51/2 5 61/16 10 12 12 -16d 2 –1/2 1 – 5/8 2,300 2,300 2,300 12,000 ABU88 71/2 7 7 12 14 18-16d — 2 – 5/8 2,320 — — 24,335 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable loads must be reduced when other load durations govem. 2The allowable downloads may not be increased for short term loading. 'Anchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. 4Allowable uplift loads based on nails and bolts are not cumulative. 2 Load Transfer Plates Supplied ABU88 ABU installation FIGURE 4 —ABU ADJUSTABLE POST BASE CONNECTORS 23 OF 38 Page 8 of 8 ESR -1622 TABLE 5—PBV POST BASE CONNECTORS1'2'3 MODEL NO. DIMENSIONS (Inches) FASTENERS ALLOWABLE DOWNLOADS (Ibs) L H SDS Screws into Post (Quantity –Type) Anchor Bolt (Quantity– Diameter) Co =1.15 CD =1.25 PBV6 51/4 1 4 –SDS 1/4 x 3 1– 5/8 9,250 PBV10 93/15 1 4 –SDS 1/4 x 3 1 –5/8 19,225 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 1The allowable downloads may not be increased for short term loading. 2Anchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. 3The model number for the SDS %x 3 inch screw is SD25300. PBV PBV installation FIGURE 5—PBV POST BASE CONNECTORS 24 OF 38 Florida Building Code Online Florida Department Busines Profess! 1 Regulation BCIS Home Page 1 of 5 tt tt ss Log In t User Registration Hot Topics g Submit Surcharge Stats & Facts q Publications ? FBC Stab BCIS Site Map Links Search t. Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address /Phone /Email Authorized Signature Technical Representative Address /Phone /Email Quality Assurance Representative Address /Phone /Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL10860 -R2 Editorial Change 2010 Approved Simpson Strong -Tie Co. 2221 Country Lane McKinney, TX 75070 (972) 439 -3029 rshackelford @strongtie.com Randall Shackelford rshackelford@strongtie.com Randall Shackelford 1720 Couch Drive McKinney, TX 75069 (800) 999 -5099 rshackelford@strongtie.com Pat Woodall 1720 Couch Drive McKinney, TX 75069 (800) 999-5099 pwoodall@strongtie.com Structural Components Wood Connectors Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC Benchmark Holdings, L.L.C. 11/29/2012 Jeffrey P. Arneson, P.E. '" Validation Checklist - Hardcopy Received FL10860 R2 COI ICC Cert of Independence.odf Standard ASTM D1761 N.A. SPEC FOR DESIGN OF COLD FORMED STEEL CONSTRUCTION NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION Florida Licensed Professional Engineer or Architect Year 2000 2001 2005 25 OF 38 http: / /www.floridabuilding.org/pr /pr_ app_ dtl. aspx ?param= wGEVXQwtDgtwudLxnkwG... 10/11/2012 Florida Building Code Online Sections from the Code Page 2 of 5 FL10860 R2 Eouiv 2010 Self Affirmation Simpson.pdf Product Approval Method Method 1 Option C Date Submitted Date Validated Date Pending FBC Approval Date Approved 03/14/2012 04/25/2012 05/02/2012 06/11/2012 Summary of Products FL # Model, Number or Name Description 10860.1 AC4, AC4R, AC4Z, AC6, AC6R, AC6Z, ACE4, ACE4Z, ACE6, ACE6Z Post Cap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant N/A Design Pressure: N/A Other: Installation Instructions FL10860 R2 II ESR- 2604.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10860 R2 AE ESR- 2604.Ddf 10860,2 BC4, BC46, BC4R, BC4Z, BC6, BC6R, BC6Z, BC8, BCS2 -2/4, BCS2 -2/4Z, BCS2 -3/6, BCS2 - 3/6Z, Post Cap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10860 R2 II ESR- 2604.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10860 R2 AE ESR- 2604,pdf 10860.3 CC106, CC3 1/4 -4, CC3 1/4- 4HDG, CC3 1/4 -6, CC3 1/4- 6HDG, CC44, CC44HDG, CC46, CC46HDG, CC5 1/4 -4, CC5 1/4- 4HDG, CC5 1/4 -6, CC5 1/4- 61-IDG, CC5 1/4 -8 Column Cap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10860 R2 II ESR- 2604.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10860 R2 AE ESR- 2604.pdf 10860.4 CC64, CC64HDG, CC66, CC66HDG, CC68, CC68HDG, CC76, CC77, CC78, CC86, CC88, CC88HDG, CC96, CC98 Column Cap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10860 R2 II ESR- 2604.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10860 R2 AE ESR- 2604.pdf 10860,5 CCQ3- 4- SDS2.5, CCQ3 -4- SDS2.5HDG, CCQ3- 6- SDS2.5, CCQ3- 6- SDS2.5HDG, CCQ44- SDS2.5, CCQ44- SDS2.5HDG, CCQ46- SDS2.5, CCQ46 - SDS2.5HDG, CCQ48- SDS2.5, CCQ48- SDS2.5HDG Column Cap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A AInstallation Instructions FL10860 R2 II ESR- 2604.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports 26 OF 38 http: / /www.floridabuilding.org/pr /pr_ app_ dtl. aspx ?param= wGEVXQwtDgtwudLxnkwG... 10/11/2012 Florida Building Code Online Page 3 of 5 Other: 11 1110860 R2 AE ESR- 2604.pdf 10860.6 CCQ54- SDS2.5, CCQ54- SDS2.5HDG, CCQ56- SDS2.5, CCQ56- SDS2.5HDG, CCQ58 - SDS2.5, CCQ58- SDS2.5HDG, CCQ64- SDS2.5, CCQ64- SDS2.5HDG, CCQ66- SDS2.5, CCQ66- SDS2.5HDG, CCQ68- SDS2.5, CCQ68- SDS2.5HDG Column Cap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10860 R2 II ESR- 2604.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10860 R2 AE ESR- 2604.pdf 10860.7 CCQ74- SDS2.5, CCQ74- SDS2.5HDG, CCQ76- SDS2.5, CCQ76- SDS2.5HDG, CCQ77- SDS2.5, CCQ77- SDS2.5HDG, CCQ78- SDS2.5, CCQ78- SDS2.5HDG Column Cap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10860 R2 II ESR- 2604.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10860 R2 AE ESR- 2604.pdf 10860.8 3 ECC106, ECC3 1/4 -4, ECC3 1/4- 4HDG, ECC3 1/4 -6, ECC3 1/4- 6HDG, ECC44, ECC44HDG, ECC46, ECC46HDG End Column Cap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: When resisting wind uplift supplemental connectors must be used to acheive 700# uplift for HVHZ. Installation Instructions FL10860 R2 II ESR- 2604.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10860 R2 AE ESR- 2604.pdf 10860.9 ECC5 1/4 -4, ECC5 1/4 -4HDG, ECC5 1/4 -6, ECC5 1/4 -6HDG, ECC5 1/4 -8, ECC64, ECC64HDG, ECC66, ECC66HDG, ECC68, ECC68HDG, ECC76, ECC77, ECC78, ECC86, ECC88, ECC88HDG, ECC96, ECC98 End Column Cap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: When resisting wind uplift supplemental connectors must be used to acheive 700# uplift for HVHZ. Installation Instructions FL10860 R2 II ESR- 2604.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10860 R2 AE ESR- 2604.pdf 10860.10 ECCQ3- 4- SDS2.5, ECCQ3 -4- SDS2.5HDG, ECCQ3- 6- SDS2.5, ECCQ3- 6- SDS2.5HDG, ECCQ44- SDS2.5, ECCQ44- SDS2.5HDG, ECCQ46- SDS2.5, ECCQ46- SDS2.5HDG, ECCQ48- SDS2.5, ECCQ48- SDS2.5HDG End Column Cap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10860 R2 II ESR- 2604.odf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10860 R2 AE ESR- 2604.pdf 10860.11 ECCQ54- SDS2.5, ECCQ54- SDS2.5HDG, ECCQ56- SDS2.5, ECCQ56- SDS2.5HDG, ECCQ58- SDS2.5, ECCQ58- SDS2.5HDG End Column Cap Limits of Use Approved for use in HVHZ: Yes Installation Instructions p[ FL10860 R2 II ESR- 2604.odf 27 OF 38 http: / /www.floridabuilding .org/pr /pr_app_dtl.aspx ?param = wGEVXQwtDqtwudLxnkwG... 10/11/2012 Florida Building Code Online Page 4 of 5 Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10860 R2 AE ESR- 2604.pdf 10860.12 ECCQ64- SDS2.5, ECCQ64- SDS2.5HDG, ECCQ66- SDS2.5, ECCQ66- SDS2.5HDG, ECCQ68 - SDS2.5, ECCQ68- SDS2.5HDG End Column Cap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10860 R2 II ESR- 2604.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10860 R2 AE ESR- 2604.pdf 10860.13 ECCQ74- SDS2.5, ECCQ74- SDS2.5HDG, ECCQ76- SDS2.5, ECCQ76- SDS2.5HDG, ECCQ77- SDS2.5, ECCQ77- SDS2.5HDG, ECCQ78- SDS2.5, ECCQ78- SDS2.5HDG End Column Cap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10860 R2 II ESR- 2604.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10860 R2 AE ESR- 2604.pdf 10860.14 EPC44, EPC44 -16, EPC44 -16Z, EPC46, EPC46-16, EPC46-16Z, EPC48, EPC48 -16, EPC64, EPC64- 16, EPC66, EPC66 -16, EPC68, EPC84, EPC88 End Column Cap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10860 R2 II ESR- 2604.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10860 R2 AE ESR- 2604.pdf 10860.15 1LPC4Z, LPC6Z Light Post Cap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10860 R2 II ESR- 2604.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10860 R2 AE ESR- 2604.pdf 10860.16 PC44, PC44 -16, PC44 -16Z, PC46, PC46-16, PC46-16Z, PC48, PC48- 16 Post Cap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10860 R2 II ESR- 2604.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10860 R2 AE ESR- 2604.pdf 10860.17 PC64, PC64 -16, PC66, PC66 -16, PC 68, PC84, PC86, PC88 Post Cap Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10860 R2 II ESR- 2604.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10860 R2 AE ESR- 2604.pdf Back Next Contact U; :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850 -487 -1824 The State of Florida is an AA/EEO employer. Cooyriaht 2007 -2010 State of Florida :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public - records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1.), Florida Statutes, effective October 1, 201.2, licensees licensed under Chapter 455, F.S. must provide the Department 28 OF 38 http: / /www.floridabuilding .org/pr /pr_app_dtl.aspx ?param= wGEVXQwtDgtwudLxnkwG... 10/11/2012 Florida Building Code Online Page 5 of 5 with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: Crccc9'� XFCC? 29 OF 38 http: / /www.floridabuilding .org/pr /pr_app_dtl.aspx ?param = wGEVXQwtDqtwudLxnkwG... 10/11/2012 Er§ REPORT' ESR -2604 Issued April 1, 2008 This report is subject to re- examination in two years. ICC Evaluation Service, Inc. WWW.icc- es.orq Business/Regional Office • 5360 Workman Mill Road, Whittier, Carrt'omia 90601 • (562) 699 -0543 Regional Office • 900 Montclair Road, Suite A, Birmingham, Alabama 35213 • (205) 599 -9800 Regional Office • 4051 West Flossmoor Road, Country Club Hills, Illinois 60478 • (708) 799 -2305 DIVISION: 06 —WOOD AND PLASTICS Section: 06090 —Wood and Plastics Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925 -5099 www.strongtie.com EVALUATION SUBJECT: SIMPSON STRONG-TIE COLUMN CAPS FOR CONSTRUCTION cap models, dimensions, required quantity and diameter of bolts, and allowable loads. See Figure 1 for a drawing of a typical CC column cap connector and the ECC44 end column connector. 3.2 CCQIECCQ Quick Drive Column Caps: The CCQ3, ECCQ3, CCQ4, ECCQ4 CCQ6, and ECCQ6 are fabricated from two No. 7 gage steel straps factory welded to a No. 7 gage steel U- shaped channel, where 343-inch-thick (4.8 mm) by 21/2-inch-long (63.5 mm) fillet welds are located on one side of each strap attached to the U- channel. The CCQ5, ECCQ5, CCQ7, and ECCQ7 column caps are fabricated from two No. 3 gage steel straps factory welded to WOOD a No. 3 gage steel U- shaped channel, where 1/4- inch -thick (6.4 mm) by 21/2-inch-long (63.5 mm) fillet welds are located on one side of each strap attached to the U- channel. Column caps with fillet welds on both sides of each strap are available. The ECCQ column caps are used to connect the end of a beam to a post. See Table 2 for column cap models, dimensions, required quantity of SDS1 /4x21/2 wood screws, and allowable loads. See Figure 2 for a drawing of a CCQ46- SDS2.5 column cap, a typical installation of a CCQ46- SDS2.5 column cap, and of an ECCQ46- SDS2.5 end column cap connector. 1.0 EVALUATION SCOPE Compliance with the following codes: • 2006 Intemational Building Code® (IBC) • 2006 International Residential Code® (IRC) • Other Codes (see Section 8.0) Property evaluated: Structural 2.0 USES The CC /ECC column caps (Table 1) and the CCQ/ECCQ column caps (Table 2) are used to connect wood beams to wood posts and timbers in engineered applications in accordance with Section 2304.9.3 of the IBC or Section R301.1.3 of the IRC. The AC /ACE post caps (Table 3), LPCZ post caps (Table 4), PC /EPC post caps (Table 5), and the BC /BCS post caps (Table 6) are used to provide a positive connection between post- and -beam construction used to support wood framing members to resist uplift forces and lateral displacement of the beam in accordance with Section 2304.9.7 of the IBC and Section R502.9 of the IRC. 3.0 DESCRIPTION 3.1 CC /ECC Column Caps: The CC3' /4, ECC31 /4, CC4, ECC4, CC6 and ECC6 are fabricated from two No. 7 gage steel straps factory welded to a No. 7 gage steel U- shaped channel, where 3/,s inch -thick (4.8 mm) by 21/2-inch-long (63.5 mm) fillet welds are located on one side of each strap attached to the U- channel. All other CC /ECC column caps are fabricated from two No. 3 gage steel straps factory welded to a No. 3 gage steel U- shaped channel, where 1/4 -inch -thick (6.4 mm) by 21/2-inch-long (63.5 mm) fillet welds are located on one side of each strap attached to the U- channel. Column caps with fillet welds on both sides of each strap are available. The ECC column caps are designed for use at beam ends. See Table 1 for column 3.3 AC /EAC Post Caps: The AC and EAC are two -piece post caps fabricated from No. 18 gage galvanized steel. The AC post caps must be used in pairs and in locations where the supported beam is continuous over the wood post. EAC post caps are used to connect the end of a beam to a post. See Table 3 for dimensions, minimum (MIN) and maximum (MAX) fastener schedules, and allowable uplift and lateral loads corresponding to the minimum and maximum fastener schedules. See Figure 3a for a drawing of a typical AC post cap, and Figure 3b for a drawing of a typical installation of an ACE post cap showing the "left" and "right" pieces of the post cap assembly. 3.4 LPC Light Post Caps: The LPC6 and LPC4 post caps are two -piece post caps fabricated from No. 16 gage and No. 18 gage galvanized steel respectively. The LPC post caps must be used in pairs and in locations where the supported beam is continuous over the wood post. The LPC post caps are designed to be used with wood beams having a width less than the supporting wood post, and can connect continuous beams or the end of beams to a post provided the required nails are installed. Both LPC post caps described in this report have a model designation ending with the letter Z, indicating they have a G185 zinc coating in accordance with ASTM A 653. See Table 4 for the connector width for the supporting wood post, required fasteners, and allowable uplift and lateral loads. See Figure 4 for a drawing of a typical LPC post cap connector, and a typical installation where the supported wood beam is continuous over the wood post. 11 c 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 ofthe subject ofthe report ora recommendationfor its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2008 truer 30 w.81 of 9 Page 2 of 9 ESR -2604 3.5 PC/EPC Post Caps: The PC and EPC post caps are one -piece connectors. PC'l'I 16 (EPC'I'I 16), PC26 -16 (EPC26 -16), PC48 -16 (EPC48 -16), PC64-16 (EPC64-16), and the PC66 -16 (EPC66 -16) are fabricated from No. 16 gage galvanized steel, and all of the other PC and EPC post caps are fabricated from No. 12 gage galvanized steel. The EPC post caps are used to connect the end of a beam to a post. See Table 5 for model numbers, post cap dimensions, required fasteners, and allowable uplift and lateral loads. See Figure 5 for drawings of typical PC and EPC post caps, and a drawing of a typical installation of a PC post cap. 3:6 BCBCS Post Caps: The BC /BCS post caps are one -piece connectors fabricated from No. 18 gage galvanized steel. The BCS2 -214 post cap is designed for the connection of double 2x's to a nominally fl- inch -wide post, and the BCS2 -3/6 post cap is designed for the connection of triple 2x's to a nominally 6- inch -wide post. The BC /BCS post caps are designed to be used with built -up wood beams having a width less than the post width, and can connect continuous beams or the end of beams to a post provided the required nails are installed. See Table 6 for model numbers, post cap dimensions, required fasteners, and allowable uplift and lateral loads. See Figure 6 for drawings of a BC4 post cap and a BCS2 -2/4 post cap, and a drawing of a typical installation of a BCS2 -2/4 post cap. 3.7 Materials: 3.7.1 Steel: The galvanized connectors described in this report are manufactured from galvanized sheet steel complying with ASTM A 653, SS designation, Grade 33, with a minimum specified yield strength, Fr, of 33 ksi and tensile strength, F °, of 45 ksi. The CC /ECC and CCQ/ECCQ column cap connectors are manufactured from steel complying with ASTM A 1011, SS designation, Grade 33, with minimum specified yield strength, Fr, of 52 ksi and tensile strength, F,,, of 45 ksi and a painted finish. Base -metal thicknesses for the connectors in this report are as follows: NOMINAL THICKNESS (Gage) MINIMUM BASE METAL THICKNESS (inches) No. 3' 0.2285 No. 7' 0.1705 No. 12' 0.0955 No. 122 0.0975 No. 162 0.0555 No. 182 0.0445 For SI: 1 inch = 25.4 mm. 'Base -metal thickness for steel conforming to ASTM A 1011. 2Base -metal thickness for steel conforming to ASTM A 653. Some connectors (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, in accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (610 g /m2), total for both sides. Model numbers in this report do not include the Z or HDG ending (except for Table 4), but the information shown applies. The lumber treater and the holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on the appropriate coating or material to specify for use of the steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.7.2 Wood: Wood members with which the connectors are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the supporting wood member must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. For installation in engineered wood members, minimum allowable nail spacing and end and edge distances, as specified in the applicable evaluation report for the engineered wood product, must be met. 3.7.3 Fasteners: Nails used with connectors described in this report must comply with the material requirements, physical properties, tolerances, workmanship, protective coating and finishes, certification, and packaging and package marking requirements specified in ASTM F 1667. The nails must have the following minimum fastener dimensions and bending yield strengths (FA): FASTENER SHANK DIAMETER (inches) NAIL LENGTH (inches) Frb (psi) 10d 0.148 3 90,000 16d 0.162 3112 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. At a minimum, bolts must comply with ASTM A 36 or A 307. SDS screws must comply with ESR -2236. Nails and bolts used in contact with preservative treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or IRC Section R319.3, as applicable. SDS screws used in contact with preservative- treated or fire - retardant- treated lumber must, as a minimum, comply with ESR-2236. For use with treated lumber, the lumber treater or this report holder (Simpson Strong -Tie Company), or both, should be contacted for recommendations on the appropriate coating or material to specify for the fasteners as well as the connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable loads shown in the product tables of this report are based on Allowable Stress Design (ASD) and include the load duration factor, Co, corresponding with the applicable loads in accordance with the National Design Specification for Wood Construction and its supplement (NDS). Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100 °F (37.8 °C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, CM, specified in the NDS for dowel - type fasteners. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100 °F (37.8 °C), the allowable loads in this report must be adjusted by the applicable temperature factor, C,, specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's publislitid Afstifation Page 3 of 9 ESR -2604 instructions. In the event of a conflict between this report and the manufacturer's published installation instructions, this report govems. 5.0 CONDITIONS OF USE The Simpson Strong -Tie connectors described in this report comply with, or are suitable altematives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.7.2 and 3.7.3 of this report. 5.5 Use of connectors with preservative treated or fire retardant treated lumber must be in accordance with Section 3.7.1 of this report. Use of fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section 3.7.3 of this report. 5.6 Welded connectors are manufactured under a quality control program with inspections by Professional Service Industries, Inc. (AA -660) or by Intertek Testing Services NA, Inc. (AA -688). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2006 (corrected March 2007). 7.0 IDENTIFICATION The products described in this report are identified with a die - stamped label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report (ESR -2523) that is used as an identifier for the products recognized in this report. Additionally, the factory- welded connectors manufactured in the United States are identified with the acronym of the inspection agency (PSI), and factory- welded connectors manufactured in Canada are identified with the name of the inspection agency (Intertek). 8.0 OTHER CODES 8.1 Evaluation Scope: In addition to the codes referenced in Section 1.0, the products in this report were evaluated for compliance with the requirements of the following codes: • 2003 International Building Code® (2003 IBC) • 2003 International Residential Code® (2003 IRC) • 2000 International Building Code® (2000 IBC) • 2000 International Residential Code® (2000 IRC) • 1997 Uniform Building Coder" (UBC) The products described in this report comply with, or are suitable altematives to what is specified in, the codes listed above, subject to the provisions of Sections 8.2 through 8.7. 8.2 Uses: 8.2.1 2003 IBC, 2003 IRC, 2000 IBC, and 2000 IRC: The same as Section 2.0 of this report. 8.2.2 1997 UBC: Replace the information in Section 2.0 with the following: Simpson Strong -Tie column caps are used as wood framing connectors in accordance with Section 2318.4 of the UBC. 8.3 Description: 8.3.1 2003 IBC and 2003 IRC: The same as Section 3.0 of this report. 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this report, except modify Section 3.7.3 of this report to reference IRC Section R323.3. 8.3.3 1997 UBC: See Section 3.0 of this report, except modify the first sentence in the last paragraph of Section 3.7.3 as follows: Nails and bolts used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC, 1997 UBC: The same as Section 4.0 of this report. 8.5 Conditions of Use: 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The Simpson Strong -Tie products described in this report comply with, or are suitable altematives to what is specified in, those codes listed in Section 8.0, subject to the same conditions of use indicated in Section 5.0 of this report. 8.5.2 UBC: The Simpson Strong -Tie products described in this report comply with, or are suitable altematives to what is specified in, the UBC, subject to the same conditions of use indicated in Section 5.0 of this report, except the last sentence of Section 5.5 is replaced with the following: Nails and bolts used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.6 Evidence Submitted: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 6.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 7.0 of this report. 32 OF 38 Page 4 of 9 ESR -2604 TABLE 1-CC AND ECC SERIES COLUMN CAPS MODEL NO. COLUMN CAP DIMENSIONS (inches) BOLTS' (Quantity- Diameter) ALLOWABLE LOADS'"''` (Ibs) CC CC ECC Width for Beam (W1) Width for Post (W2) Bearing Length for Beam (L) U- Channel Height for Beam (Hi) UpIift °'8'' Download84•10" CC ECC Beam Post Co = 1.33 CD =1.6 Co = 1.0 CC31/4 -4 1 3 /4 3518 11 71/2 61/2 4 -5 /8 2 -518 3,035 3,640 16,980 6,125 CC31/4 -6 51/2 11 71/2 61/2 4 -54 2 -5/8 3,035 3,640 19,250 9,625 CC44 5 3 /e 35/8 7 51/2 4 2 5/8 2 -518 1,220 1,465 15,310 7,655 CC46 51/2 11 81/2 61/2 4 -5/8 2 -*Is 2,330 2,795 24,060 12,030 CC51 /4-4 51/4 35/8 13 91/2 8 4 -314 2 - 3/4 6,305 7,565 26,635 10,045 CC51/4 -6 51/2 13 91/2 8 4 -3/4 2 - 3/4 6,275 7,530 28,190 15,785 CC51 /4-8 71/2 13 91/2 8 4 -3/4 2 - 3/4 6,275 7,530 37,310 21,525 CC64 51/2 35/8 11 71/2 61/2 4 -5/8 2 -5/8 3,365 4,040 28,585 12,030 CC66 51/2 11 71/2 61/2 4 5/8 2 -5 /8 3,365 4,040 30,250 18,905 CC68 71/2 11 91/2 61/2 4 54 2 -5/8 3,365 4,040 37,810 25,780 CC76 67/8 51/2 13 10r /2 8 4 -3/4 2 - 3/4 6,270 7,525 37,125 20,790 CC77 08 13 101/2 8 4 -3/4 2 --1 /4 6,270 7,525 49,140 25,515 CC78 71/2 13 101/2 8 4 -3/4 2 2/4 6,270 7,525 49,140 28,350 CC86 1 7 /2 51/2 13 101/2 8 4 = /4 2 -3/4 6,200 7,440 41,250 23,100 CC88 71/2 13 101/2 8 4 -3/4 2 -3/4 6,200 7,440 54,600 31,500 CC96 � 8 /8 51/2 13 101/2 8 4 -3/4 2 -3/4 6,260 7,510 48,125 26,950 CC98 71/2 13 101/2 8 4 -3/4 2 -3/4 6,260 7,510 63,700 36,750 CC106 91/2 51/2 13 101/2 8 4 -3/4 2 -314 6,260 7,510 52,250 29,260 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 1 ECC has one-half the tabulated beam bolts. ECC9 and ECC10 have four beam bolts. Bolt holes bored into the wood beam and post must be no less than 1/32 inch greater and no more than 1/16 inch greater than the diameter of the bolt. 2Tabulated allowable load must be selected based on duration of load as permitted by the applicable building code. 3The wood post depth must be equal to the wood beam width (W1). 4If structural composite lumber posts are used, installation of the fasteners into the wide face (fasteners perpendicular to the strands/veneers) is required in order to obtain the loads listed in this report. The structural composite lumber must have an ICC -ES report that shows fastener design specific gravity equivalent of 0.50 or better. 5The uplift Toads have been increased for wind or earthquake loading with no further increase allowed. The allowable loads must be reduced when other load durations govem. 6Aloowable uplift loads for the CC column caps do not apply to spliced beam conditions. 'Allowable uplift loads assume a beam height of 11 inches to ensure minimum edge distance for the top bolts in the U- shaped channel loaded perpendicular to the grain of the wood beam. Allowable downloads are for beams that are continuous over the length (L) of the CC connector. 9When a spliced beam condition occurs, that is, where the ends of two beams are supported by the post and connected to the CC post cap connector, the splice must occur at the middle of the connector and the maximum allowable download for spliced beams is one half of the tabulated allowable download. When spliced beams must be connected together to transfer design tension loads (i.e., lateral loads parallel to the beams), the connection must be by means other than the column cap. 10Tabulated allowable download capacity is the lesser of calculated capacity based on Fci. for the supported beam and the calculated capacity based on Fcp for the supporting wood post. Fc . values are 560 psi and 625 psi for glulam beams and DFL beams, respectively. Fc11 values are 1,550 psi for glulam beams, 1,350 psi for 4 -inch -wide DFL (W2 dimension) posts, and 1,000 psi for 5- inch -wide and larger DFL (W2 dimension) posts. "Allowable downloads may not be increased for short-term loading. CC Column Cap FIGURE 1-CC and ECC COLUMN CAPS ECC44 Column Cap 33 OF 38 Page 5 of 9 ESR -2604 TABLE 2-CCQ AND ECCQ SERIES COLUMN CAPS MODEL NO. COLUMN CAP DIMENSIONS (inches) QUANTITY OF SDS' /4 x 21 /2 SCREWS ALLOWABLE LOADS2'3'4'5 (Ibs) Width for Beam (W1) Width for Post (W2) Bearin g Length for Beam (L) U- Channel Height for Beam (H1) CCQ ECCQ6 CCQ ECCQ6 CCQ ECCQ Into Beam Into Post UpI'rf°'''8 Download9'10, 1142 CD=1.33 Co =1.6 Co °1.33 Co=1.6 Co =1.0 CCQ3- 4- SDS2.5 3 /4 35/8 11 81/2 7 16 14 5,680 5,680 3,695 16,980 6,125 CCQ3- 6- SDS2.5 5,680 5,680 3,695 19,250 9,625 CCQ44- SDS2.5 35/8 35/8 11 81/2 7 16 14 5,680 5,680 4,040 19,020 7,655 CCQ46- SDS2.5 51/2 5,955 7,145 4,040 24,065 12,030 CCQ48- SDS2.5 71/2 5,955 7,145 4,040 24,065 16,405 CCQ54-SDS2.5 51/4 35/9 11 81/2 7 16 14 5,680 5,680 4,040 26,635 10,045 CCQ56- SDS2.5 51/2 6,270 7,245 5,535 28,190 15,785 CCQ58- SDS2.5 71/2 6,270 7,245 5,535 31,570 21,525 CCQ64-SDS2.5 51/2 35/8 11 81/2 7 16 14 5,680 5,680 4,040 28,585 12,030 CCQ66- SDS2.5 T 5,955 7,145 4,040 30,250 18,905 CCQ68- SDS2.5 71/2 5,955 7,145 4,040 37,815 25,780 CCQ74- SDS2.5 7 67/8 35/8 11 81/2 7 16 14 5,680 5,680 4,040 33,490 13,230 CCQ76- SDS2.5 51/2 6,270 7,245 5,535 37,125 20,790 CCQ77- SDS2.5 6' /8 6,270 7,245 5,535 41,580 25,515 CCQ78- SDS2.5 7 /2 6,270 7,245 5,535 41,580 28,350 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'The model number for the SDS1/4x21/2 is SDS25250 (see ESR - 2236). The screws are included as components of the CCQ/ECCQ column caps. 2Tabulated allowable load must be selected based on duration of load as permitted by the applicable building code. 3The wood post depth must be equal to the wood beam width (VV1). 41f structural composite lumber posts are used, installation of the fasteners into the wide face (fasteners perpendicular to the strands/veneers) is required in order to obtain the loads listed in this report. The structural composite lumber must have an ICC-ES report that shows fastener design specific gravity equivalent of 0.50 or better. 5ECCQ uses 14 -SDS' /4x2' /2 screws into the beam and 14-SDS1/4x21/2 screws into the post. 5The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable loads must be reduced when other load durations govem. 7Allowable uplift loads for the CCQ column caps do not apply to spliced beam conditions. 8Allowable uplift Toads assume a minimum beam height of 7 inches to ensure minimum edge distance for the top SDS screws in the U- shaped channel loaded perpendicular to the grain of the wood beam. AAllowable downloads for beams that are continuous over the length (L) of the CCQ connector. 10When a spliced beam condition occurs, that is, where the ends of two beams are supported by the post and connected to the CCQ post cap connector, the splice must occur at the middle of the connector and the maximum allowable download for spliced beams is one half of the tabulated allowable download. When spliced beams must be connected together to transfer design tension loads (i.e., lateral Toads parallel to the beams), the connection must be by means other than the column cap. "Tabulated allowable download capacity is the lesser of calculated capacity based on Fc,. for the supported beam and the calculated capacity based on Fc1 for the supporting wood post. Fci.. values are 560 psi and 625 psi for glulam beams and DFL beams, respectively. Fc1 values are 1,550 psi for glulam beams, 1,350 psi for 4 -inch -wide DFL (W2 dimension) posts, and 1,000 psi for 5 -inch -wide and larger DFL (W2 dimension) posts. AAloowable downloads may not be increased for short-term loading. CCQ46SDS2.5 Column Cap ECCQ46SDS2.5 Column Cap for End Conditions FIGURE 2-CCQ and ECCQ COLUMN CAPS CCQ46SDS2.5 Installation 34 OF 38 • Page 6 of 9 ESR -2604 TABLE 3—AC AND ACE SERIES POST CAPS MODEL NO. �� POST CAP DIMENSIONS (inches) NAILS (Quantity–Type) ALLOWABLE LOADS3,a.s (Ibs) Uplifts Lateral' W L Into the Beam Into the Post Co =1.33 Co = 1.33 Co =1.6 AC4 MIN 3 s /is 61/2 8 -16d 8 – 16d 1,430 715 MAX 14 –16d 14 –16d 2,500 1,070 AC4R MIN 4 7 8 –16d 8 –16d 1,430 715 MAX 14 –16d 14 –16d 2,500 1,070 ACE4 MIN — 41/2 6 -16d 6 -16d 1,070 715 MAX 10 –16d 10 –16d 1,785 1,070 AC6 MIN 51/2 81/2 8 – 16d 8 – 16d 1,430 715 MAX 14 –16d 14 –16d 2,500 1,070 AC6R MIN 6 9 8 –16d 8 –16d 1,430 715 MAX 14 –16d 14 –16d 2,500 1,070 ACE6 MIN — 61/2 6 -16d 6 -16d 1,070 715 MAX 10 –16d 10 –16d 1,785 1,070 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 1 "MIN" suffix to the model No. indicates that only the round holes must be filled with the quantity and type of nails specified in the table to achieve the tabulated allowable Toad values. ziMAX" suffix to the model No. indicates that both round and triangular holes must be filled with the quantity of nails specified in the table to achieve the tabulated allowable load values. 3The allowable loads do not apply to spliced beams, that is, where the ends of two beams are supported by the wood post and connected to the AC post cap connector. When a spliced beam condition occurs, the splice must occur at the middle of the connector (middle of post) and the maximum allowable download for spliced beams is one half of the tabulated allowable download. A spliced beam condition occurs must be designed and detailed to transfer tension loads (i.e., tabulated allowable lateral loads) between spliced beams by means other than the column cap. °Allowable uplift and lateral loads apply only for AC and ACE post cap connectors installed in pairs, as shown in Figure 3b, with each piece connected to the wood post and beam with an equal amount and type of nails. Allowable uplift and lateral loads have been increased for wind or earthquake loading with no further increase allowed. The allowable loads must be reduced when other load durations govem. AAloowable uplift Toads for the AC column caps do not apply to spliced beam conditions. 'Allowable lateral loads are parallel to the length of the supported wood beam, as shown in Figure 3b. Figure 3a—AC post cap connector components Figure 3b— Typical ACE Installation FIGURE 3—AC AND ACE POST CAPS 35 OF 38 • Page 7 of 9 ESR -2604 TABLE 4—LPCZ LIGHT POST CAPS1'2 MODEL NO. CONNECTOR WIDTH FOR WOOD POST (Inches) NAILS (Quantity -Type) ALLOWABLE LOADS3,"5 (Ibs ) Uplift6 Lateral' Into the Beam Into the Post CD =1.33 CD= 1.6 CD = 1.33 CD =1.6 LPC4Z 39/16 8 –10d 8 -10d 760 325 LPC6Z 59/16 8 –10d 8 –10d 915 490 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'The LPCZ post cap is a two -piece wood - beam -to -post connector that is designed to be used with wood beams having a width less than the post width, as implied in Figure 4. 2The LPC4 and LPC6 models shown in the table end with the letter Z, indicating that they have a G185 zinc coating in accordance with ASTM A 653. 3The allowable loads do not apply to spliced beams, that is, where the ends of two beams are supported by the wood post and connected to the LPC post cap connector. When a spliced beam condition occurs, the splice must occur at the middle of the connector (middle of post) and the maximum allowable download for spliced beams is one half of the tabulated allowable download. A spliced beam condition occurs must be designed and detailed to transfer tension loads (i.e., tabulated allowable lateral loads) between spliced beams by means other than the column cap. "Allowable uplift and lateral Toads apply only for LPC post cap connectors installed in pairs, as shown in Figure 4, with each piece connected to the wood post and beam with an equal amount and type of nails. AAllowable uplift and lateral loads have been increased for wind or earthquake loading with no further increase allowed. The allowable loads must be reduced when other load durations govem. AAloowable uplift loads for the LPC column caps do not apply to spliced beam conditions. 'Allowable lateral Toads are parallel to the length of the supported wood beam, as shown in Figure 4. LATERAL. - -■ FIGURE 4—LPCZ POST CAPS 36 OF 38 go Page 8 of 9 ESR -2604 TABLE 5-PC AND EPC SERIES POST CAPS MODEL NO. POST CAP DIMENSIONS (in) NAILS (Quantity -Type) ALLOWABLE LOADS1''3 (Ibs) PC and EPC PC EPC Width for Beam (W) Width for Post (W2) Metal Flange Length Into Wood Post Into Wood Beam Uplift" Lateral° PC $ EPC PC EPC PC Post Cap EPC Post Cap Co =1.33 Co = 1.6 Co =1.33 Co =1.6 Co =1.33 Co =1.6 L, L.2 L3 PC44 -16 39/76 39/16 25/8 11 73/8 8 -16d 12 -16d 8 -16d 1,000 1,000 925 1,000 PC44 8 -16d 12 -16d 8 -16d 1,470 1,700 925 1,070 PC46 -16 51/2 25/6 13 91/4 8 -16d 12 -16d 8 -16d 1,000 1,000 925 1,000 PC46 8 -16d 12 -16d 8 -16d 1,470 1,700 925 1,070 PC48 -16 71/2 25/8 15 111/4 8 -16d 16 - 16d 12 -16d 1,000 1,000 1,475 1,285 PC48 8 -16d 16 -16d 12 -16d 1,470 1,700 2,075 1,610 PC64 -16 51/2 39/16 45/18 11 73/6 8 -16d 12 -16d 8 -16d 1,000 1,000 925 1,000 PC64 8 -16d 12 -16d 8 -16d 1,470 1,700 925 1,070 PC66 -16 51/2 49/76 13 91/4 8 -16d 12 -16d 12 -16d 1,000 1,000 925 1,285 PC66 8 -16d 12 -16d 12 -16d 1,470 1,700 925 1,610 PC68 71/2 49/16 15 111/4 8 -16d 16 -16d 12 -16d 1,470 1,700 2,075 1,610 PC84 71/2 39/16 69/16 11 73/6 8 -16d 12 -16d 12 -16d 1,470 1,700 925 1,610 PC86 51/2 69/16 13 91/4 8 -16d 12 -16d 12 -16d 1,470 1,700 925 1,610 PC88 71/2 69/16 15 111/4 8 -16d 16 -16d 12 -16d 1,470 1,700 2,075 1,610 For SI: 1 inch = 25.4 mm, 1 Ibs = 4.45 N. 'Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 2Tabulated allowable loads for the PC44-16, PC26 -16, PC48 -16, PC64 -16, and the PC66 -16 post cap connectors, which are fabricated from No. 16 gage galvanized steel, that are Tess than the values assigned to the PC44, PC26, PC48, PC64, and the PC66 post cap connectors, which are fabricated from No. 12 gage galvanized steel, are the result of nail lateral values determined in accordance with the NDS. 3The allowable loads do not apply to spliced beams, that is, where the ends of two beams are supported by the wood post and connected to the PC post cap connector. When a spliced beam condition occurs, the splice must occur at the middle of the connector (middle of post) and the maximum allowable download for spliced beams is one half of the tabulated allowable download. A spliced beam condition occurs must be designed and detailed to transfer tension Toads (Le., tabulated allowable lateral loads) between spliced beams by means other than the column cap. "Allowable uplift and lateral loads have been increased for wind or earthquake loading with no further increase allowed. The allowable Toads must be reduced when other load durations govem. "Allowable uplift loads for the PC column caps do not apply to spliced beam conditions. "Allowable lateral loads are parallel to the length of the supported wood beam, as shown in Figure 5. Pilot hobs for manufacturing mimosas (Do not Install bolts) (Typ•) FIGURE 5-PC AND EPC POST CAPS 37 OF 38 4 Page 9 of 9 ESR -2604 TABLE 6—BC AND BCS POST CAPS' MODEL NO. POST CAPS DIMENSIONS (in.) NAILS2 (Quantity -Type) ALLOWABLE LOADS'' Width for Beam (W1) Width for Post (W2) Metal Flange Length Metal Flange Height Into the Wood Beam Into the Wood Post Uplifts Laterals Beam (L1) Post (I-2) Beam (H1) Post (H2) CD = 1.33 CD = 1.6 CD = 1.33 CD = 1.6 BC4 38/18 39/16 27/8 27/8 3 3 6 –16d 6 –16d 980 1,000 BC46 39/16 51/2 47/8 47/8 31/2 21/2 12 –16d 6 –16d 980 1,000 BC4R 4 4 4 4 3 3 12 –16d 12 –16d 980 1,000 BC6 51/2 51/2 43/8 43/8 33/8 33/8 12 –16d 12 –16d 1,050 2,000 BC6R 6 6 6 6 3 3 12 –16d 12 –16d 1,050 2,000 BC8 71/2 71/2 71/2 71/2 4 4 12 –16d 12 –16d 1,800 2,000 BCS2 -2/4 31/8 39/16 27/8 27/8 215/18 215/16 8 –10d 6 –10d 780 1,025 BCS2 -3/6 45/8 59/16 43/8 27/8 315/16 215/18 12 –16d 6 –16d 800 1,495 For SI: 1 inch = 25.4 mm, 1 Ibs = 4 45 N. 1The BCS2 -2/4 post cap is designed for the connection of double 2x's to a nominally 4 -inch -wide post, and the BCS2 -3/6 post cap is designed for the connection of triple 2x's to a nominally 6- inch -wide post. 2The BCS has slant nail holes for nails that must be installed into the beam at a 45- degree angle and penetrate into the end grain of the supporting post. Nails must be minimum 31/2- inches long (Le., 16d common nails). 3Tabulated allowable load capacities must be selected based on duration of load as permitted by the applicable building code. 4Spliced beams, where the ends of two beams are supported by the wood post and connected to the BC post cap connector, are not permitted. The supported wood beam must be continuous. 5Allowable uplift and lateral loads have been increased for wind or earthquake loading with no further increase allowed. The allowable loads must be reduced when other load durations govem. 6Allowable lateral loads are parallel to the length of the supported wood beam, as shown in Figure 6. Pilot holes for manufacturing purposes (Do not install bolts) (Typ.) BEAM GES FLANGES BC4 Post Cap Typical BCS Post Cap Installation FIGURE 6—BC AND BCS POST CAPS BCS2 -214 Post Cap Slant Nail Holes, typical both sides. (See footnote 2) 38 OF 38 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 0 • • STRUCTURAL CALCULATIONS FOR PRIVATE RESIDENCE 253 NE 92 Street Miami Shores, FL Prepared by: APR 1 6 Y: essweemwm.eaPoomnt,,,,aonoo �C II L'CUNITED ENGINEERING, INC. ENGINEERING, April 5, 2012 • • • • • UNITED • Engineering, inc. Index 1 of 2 • • Table of Contents • • I. ITEMS Pages • • • LOADS 1 • • WOOD DESIGN 2-14 • • EXISTING CONCRETE ANALYSIS 15-19 • CMU ANALYSIS 20 • • • • • • • • • • ID • • • • • Calculations have been prepared by the undersigned engineer assuming responsibility for • manual and computer generated information. • • Ftlai ° e.q , ''es • • 2.0 • se, sse. • • • Certificate of Authorization No. 29691 Juan Florida 'I:reef:4,4w 42426 • UNITED ENGINEERING, INC. • 12595 SW 137 AVE, Suite 112 • Miami, FL 33186 • Phone (786) 347-5250 • Fax (786) 347-5250 • • • • • UNITED • Engineering, inc. ,••••••••••-••••,- UNITED Engineering, Inc. 12595 SW 137 AVE Suite 112 Miami, Florida 33186 t. 786.347.5250 e. info@unitedeng.pro w. www.unitedeng.pro PROJECT Private Resdience PROJECT NO. 0601-04 SHEET NO. 1 SCALE N/A . BY CA DATE 03/12 ! Index 2 of 2 • • r ; • J... .; : 4... ; « ... • • Z ; -3 ! : • • =PRO:JEC-t-LOtAtION! • ; 4 • 1..._..2,...,.......; . __., . I ____i • :-.. ; : • II. ,..,„,,,„,..,................ • " - 1 'i . . . 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Exist; Stud wall header • United Engineering, Inc., Christian Aquino • Mar 27, 2012; 11:06 AM Load; Case: D IES YlsualAnalysis 9.00.0024 p.a,y Ase t 611.• o Vx vat 4/- ki (44 ihhq\ 7. /A3 • A.‘' ••• • II' „C.' 6°.1( 141,1" v -0.3163010i L=6.2500 ft 1 V v 2 Exist; Stud wall header United Engineering, inc., hristian Aquino Mar 27, 2012; 11:06 AM LoactCase: L IES Visual Analysis 9.00.0024 • Y vx -0.24610 Kfit V L=6. 00 ft V v v v 3 7 • • • • • Exist. Stud wall header United Engineering, Inc., Christian Aquino Mar 27, 2012; 11:06 AM • Result Case: D +L IES VisualAnalysis 9.00.0024 • • • • • • • • • • • • • Y r^ W vaitif • • • • • • • • • t-)16 G; ,r,U I lL _ x(Yh s' • • — 1W ( ilts \/ = , 3q* • • Li-. tiu eYiT\14/ .- • Sry d ei • oLP c Leas. I i -780 36414 • • • • • • • )IZO8Lt =Ad • • • • • Exist. Stud wall header United Engineering, Inc., Christian Aquino • Mar 27, 2012; 11:06 AM • Design View, Unity Checks LES VisualAnalysis 9.00.0024 • • • • • • • • • • • • • • r • • • • • • • • • • • • • • • • • • • • X (2ISS2x10 0.676 6 • • 41 • :Pkiject: FX18t: to wall hOador. • ';6": • s: • .phrlstii.sp t IUdineeihg;:Inc. :March 27; 2012 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 1 • • • • dio Design Group Results Design Group: Wood_Beam X GO1 per NDS 2005 ASD Designed As: (2)SS2x10, Material: WDS Lumber (Visualplo.21Southern Pine (10" deep) strong Deflection Check Mernber:. Result Offset Demand dy Capacity dy Cede • • • *. Unity . ... ::Details .... Narne ••-: • • • •:: . : . : * • Ref. : .. •:*• ":••• ':• • s:Chec • :• :.. • •••• ••• BmX001 D+L 3.1250 -0.0443 0.3125 IBC 1604.3.1 0.1417 OK Strong Flexure Check • Rakiiit • **. :Offief: :• . . -Dotaid:mr•-• .. Capaci •••m• z -. . : rkity;: : s. : . ..P...o. tal:P Name ft - . Check • .: • **- •:** BmX001 D+L 3.1250 2.7815 4.1174 3.3-1 0.6756 OK CF = 1.1000, Lb = 0.0000 ft, CD = 1.0000 Strong Shear Check Member Result Offset . :Dernand:V.y . Capacity Vy .Code: .• Uruty • • • •• •• -:Deitafis Nlame Case ft • *. K• • • • .:•: :•:. • :Ret .. . Check . . . ::::.:• BmX001 D+L 0.0000 1.7802 3.2375 3.4-2 0.5499 OK CD = 1.0000 Page 1 • VIsualAnalysis 9.00 (www.iesweb.com) UNITED Engineering, Inc. PROJECT No. L0-03 PROJECT NAME 411441-4' 1' *44 CALCULATED BY � DRAWN BY SCALE DATE silo. 7 SHEET No. OF 12595 SW 137th Avenue • Suite 112 • Miami, FL 33186 -4218 •Tel: 786.347.5250 • EMai €: €nfo@un €tedeng.pro 8 TABLE 6 — LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS C> : .`: .� : , ... ::f.tt. ..lr9^.`•,•:.:a"..i..ta .:r9:9i,_`N..^j� ..t:,. ,-.. Yx t w�x..:_..•:_.. G.. 4 . a.:SK Q�men i Qn :.: � :. ..s'+c'u. _w. _ f 9R . ' �,. Gs; :�;:� „„ w,5:a:_s ens_ l,:::t�I .:w9. :.' t{fYy.v. .;,1;;�' ;.- „ _ . ti .5;,,, - � ; �; �w n:' t. ,.. 9.ina.•t".» yJ,nn:.::_ m yk - .f.#a . V.,G .iu aK: . .�:+. ,;`..: >^ah Rf9r ;hx:.� ; .q:.,•i..'.....}• :.,;v.....» ur.. ma_ .r.a .N, . ." saahyu:.J.r,.. .• .A {.„. .:. .:,r .: uo.k .�t.. ,.• � IIM :..' 4 J{4 :. .;.^« �._t.^- •.,_f..- y G...x y_.. ::..n.n.. . m - G ut A Yt WM^ . i I.._:r: Y j r6 11 } � .. 7n:1 _ {^.:- .an �:rg �.;. ;. O.g. .::�.. . ':, 't,i•it a.uy c�•:,:: tJ.:(M :.:: _s : •t. �._..^ _.. ...:.GG,.. Lt:a.., nar..i•. .s. xs •?:y ,fl:.p.(:r: 1`:: ..,rxn:eL?:: tanat9 Jf aic°'- . ;.,Y•:ra_:::.z.it U a • "PL.. nir.ra...0xm L.y ... : r . - . : ..t: .h; - .^::..i.a...:..l::.:._.-:...:. ..^ :..x'...`..::.. .: . ..:.._fl_' _.- - ...L _^.v•- » a .i. : r. •» • = - �. •i^,.^:i• _:_. . :, k. :__. ..:...c... ..._ .. .... ..- e..,. .a.t.... . . .:•: a ..: ..- Oz.7.- ox.. .:mmv.tt...:e.r :.:: : .. . . .. ,a= ...- . ..•�. ,..Y�: '•7:. ^,a..: ...y..x: W.._y r k>;.. i� 9 ;9ti._x. �. ,. . , . ,.. . .. _ r : .- m ' .,.-.. ,y9�.::.. . :n att ar.ilxe.-.'. .>L-=f ._..x . .;,r-•.:.g•� ....�.ys._ ._._a .n f r- .w.-. x..m . "1..:..::i....:.. sr.'._.,.•.4.. Ea..:.y• .{.:. J. .;'.;y..:.: •t..v .J..n. _�: i:_i::.7 i ,..:: • .•.s.i. ; " •`: ..:..... .,. :�{.Y . .._:»:- :- ..'•�t. .... ..._..» .-..- r- ..+.. n.:.,�..n; ..�.:_.:�.s— : .t. . ... . .r .r..'_: •-.-.k4» .s,=.._ . . .z� . yS:p.':-_ ....� .a.. m.:.,i...I.... P. L:.:..»:^ Ynrt._.. 4, rR.,. .r:ia :Si1. f^- HG:�, .i �r •x.y� r_ P: -x. i. it-G/...,i-.i. .mS , . .i :...i - _.... t•_._x.. ::. :.i - :...'»,. ... ., ::.- ..t r av_yrL ._ ; .:_ ..:c..:.X.:: ...3.t:.:.:'_.::. ..'.::: . .�?. ._h•• �•.'.7:i i E . _;x . .a:. . _h. � .�.; ^.-: .e.. .„ .:. .c_ ":a .:.i S>_':{.,t.ss i.ax.{: .•�'.:"�u : 7. i•• .`.- .. ••.:.. a ...... : cG:.M•: i. .: . m. .V.., ... .r . .^raR. o-+ :'S :a:h •r- .•� .: - :.-^:...v. .;........ ..J... - '' •» = : _ S / k':C::m.•i :t%„ 'iiL : .:..:... l.�� ..i.. .... ,o :a,M c . •_ .�.'{.Y�YG. . iP. l: �ci..•,•.. �,.:.?�'. . .'.:.S.e. .:i.. -: �.:�2 DOUBLE 2x SIZES LGUM 26 -2 12 3 "/16 5 4 4 - %” x 4" 4 - Wx2 %a" 1430 5595 LGUM 28-2 12 3'/14 7 4 6 -318° x 4" 6. - % x2'34" 2435 8250 LGUM 210-2 12 3' /1e 9 4 8 - /4" x 4" 8 - % "34214" 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 5 % 5 % 4 4 -3/8" x 4" 4 - 'J4 "x2 %" 1430 5610 LGUM 28-3 12 5'/4 7 34 4 6 - 34" x 4" 6 -' /4 "x2%4# 2435 8290 LGUM 210-3 12 5 %4 9114 4 8 -2/8" x 4" 8 - '! "x2 %" 3575 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 6•"/18 5 b /16 4 4 - %" x 4" 4 -1/4 "x211/2 1430 5625 LGUM 28-4 12 6 "118 7 4/1e 4 6 - %" x 4" 6 - Wx21" 2435 8335 LGUM 210-4 12 6 "/18 9.3 /1e , 4 • 8 - /4" x 4" 8 - 1/4x21/2 3575 9860 4x SIZES • LGUM 46 12 3 % 4'4 4 4 -318* x 4° 4 - Wx2 %" 1430 5600 LGUM 48 12 3 % 6 % 4 6 - %" x 4° 6 - % "x2%" 2435 8260 LGUM 410 12 3% 8 % 4 8 - 3A" x 4" 8 -1/a x21A" 3575 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES (HEAVY DUTY) HGUM5.25 7 51/ 5 % 8 - %" x 5" 24 - %, "x21 /a° 10085 14965 16015 HGUM5.50 7 514 11 5 % 8 - %° x 5° 24 -1/4"x2%" 10125 14940 16015 HGUM7.00 7 7 to 514 8 - %" x 5" 24 - Wx214" 10375 14770 16015 HGUM7.25 7 714 30 51 8 - %" x 5" 24 - Wx234" 10415 14740 16015 HGUM9.00 7 9 5 % 8 -%" x 5" 24 - I "x214° 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 other loads govern. 2. Minimum f'm = 1500 psi and f c = 2500 psi. IOW Instagetiari Figure 9 LGUMIHGUM Typical Installation Page 12 of 13 Tliltit tostalfation Simpson Strong -Tie • • • • • • • • • • • • • • • • • • Page 7 of 10 25 ESR 49 TABLE 4- ALLOWABLE LOADS FOR THE LUS SERIES J MODEL NO. DIMENSIONS' (inches) COMMON NAIL& (Quantity Type) ALLOWABLE LOADS34 (lips) W H B Header Joists Uplift° Download CD =1.33 or =1.6 CD =1.0 CD =1.15 Ca =1.25 LUS24 19/18 31/6 1314 4-10d 2 -10d 465 640 735 800 LUS26 13/48 43/4 13/4 4-10d 4-10d 930 830 955 1,040 LUS28 • 19/18 664 13/4 6-10d 4-10d 930 1,055 1,215 1,320 LUS210 19 /16 713/l° 13/4 8-10d 4-10d 930 1,275 1,465 1,595 LUS24 -2 31/8 31/8 2 4-16d 2 -16d 440 765 880 960 LUS26 -2 3118 475/18 • 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS28 -2 3118 7 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS210 -2 31/8 .815/18 2 8-16d 6-16d 1,710 1,765 2,030 2,210 LU5214 -2 31/8 1013/46 2 10-16d 6-16d 1,710 2,030 2,335 2,540 LUS44 33/48 3 2 4-16d 2 -16d 440 765 880 960 LUS46 39/48 43/4 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS48 3 3/48 63/4 2 6 -16d 4-16d 1,140 1,265 1,455 1,585 LUS410 33/46 83/4 2 8-16(1 6-16d 1,710 1,765 2,030 2210 LUS414 33/48 103/4 2 10-16d 6-16d 1,710 2,030 2,335 2,540 : 1 i nch = 25.4 mm 1 lb f = 4.45 N. 1110 1. Refer to Figure 4 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. • 4. When LUS Series hangers support joists, they provide torsional resistance, which is defined as a moment of not fess than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the Joist Is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased fof wind or earthquake loading with no further increase Is allowed. The allowable uplift loads must be•reduced when other load durations govern. • • • • • • • • • or • • • • • • • • • • • • • • FIGURE 4 -LUS SERIES HANGER • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . ' Untitled . United Engineering ,i Inc., Christian Aquino Mar 27, 2012; 11:08 AM Load Case: D i IES VisualAnalysis 9j00.0024 , V • 1 v -0.027110 Kifti V L=12 ft ' v • • • • • 10 • • • 1 ; I ; , Untitled • , United Engineering, inc., Christian Aquino • , i Mar 27, 2012; 11:08i AM , • , . Load Case: L ; I ES VisualAnalys14.9i00.0Q24 • • 1 1 i • I 1 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 0.05300 Kift V L=12 ft 12 Untitled United Engineering, Inc., Christian Aquino Mar 27, 2012; 11:08 AM Result Case: D+L !ES VisualAnalysis 9.00.0024 „ r► 0 0 lsa r X 13 Untitled United Engineering, Inc., Christian Aquino. Mar 27, 2012; 11:08 AM Design View, Unity Checks IES VisualAnalysis 9.0.0.0024 0.697 • • :Proiect.:::.Urititled...:-.: • • • • • .; .• •• • • • • ChristianAqun6, United Engineeririg1Inc. E Mardfi.27,-2012.: * • *. ' ••• • ** :* • • • Design Group Results • • Design Group; Wood_Beam X_G01 per NDS 2005 ASD Designed As: SS2x10, Material: \NDS Lumber (Visual)\No.21Southern Pine (10" deep) • • • • • • to • • • • • • • • • • • • • • • • 40 1111 • • 14 Stron Deflection Check :Member Result Offset Dernand dy Capacity cly- *** "U : . Details N6nie•*:* :;•:; ;; .; ...ft .: • ••• • • * * cheat': -0' BmX001 Live 6.0000 -0.1562 0.4000 IBC 1604.3.1 0.3905 OK Strong Flexure Check Member Result Offset * .00M01141!ilz:;0.aPS01* ..Mi::.!: • • Unity ** Details ,....:. Name :•Casp ft •. K: *** :!- :•:••:: * * :Ref: ":•.: ':* -!•Cheok's: • :•• : •:.•-• ::.•••• •• • •• • • BmX001 D+L 6.0000 1.4999 2.1523 3.3-1 0.6969 OK Cr = 1.10500, Lb = 0.0000 ft, CD = 1.0000 Strong Shear Check Member Result Offset Demand Vy Capacity Vy . Code. • Unity. Details . • Name Case ft K K .• Ref. ** Check • 0.3089 OK CD = 1.0000 BmX001 D+1.. 0.0000 0.5000 1.6187 3.4-2 Page 1 VisuatAnalysis 9.00 (www.lesweb.com) • • • • • • • • • • • • • • • • • • • • • • • V t-tle- 90 (''A 10c# 2a("/ lac aciu •0-01 *f. 191,fief 01141`.= Exist. Conc. BM United Engineering, inc., Christian Aquino Mar 28,2012; 07:15 AM Load Case: D 1ES VisUalAnalysis 9.00.0024 -0.72510 Ktft L=6. 00 ft \I/ V 15 Exist. Conc. BM United Engineering, Inc., Christian Aquino Mar-28, 2012; 07:15 AM Load Case: L laVisualAnalysis 9.00.0024 • • v -0.105 00 K/ft v 16 • • • • Exist, Conc. BM . United Engineering, Inc., Christian Aquino Mar 28, 2012; 07:15 AM • Result Case: D -FL • IES VisualAnalysis 9.00,0024 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • TEZrE = Ad X 18 Exist. Conc. BM United Engineering, Inc., Christian Aquino Mar 28, 2012; 07:16 AM Design View, Unity Checks IES VisualAnalysis 9.00.0024 Rectangle 15 x 8 0.313 Project:: Exist: : ; : ; ; ; Christian Aqiino, United Engineering, Inc :::: : : : March 28, 2012 . Design Group Results Design Group: Concrete_Beam X_GO1 per ACI 31848 Designed As: Rectangle 15 x 8. Material: lConcretelConcrete (Pc =2 ksl) REINFORCING STEEL DETAILS Main Bars Top Continuous: 245 Top Left 1/3: -None- Top Right 1/3: -None- Bottom Continuous: 245 Bottom Center 1/3: -None- No shear reinforcement necessary Strong Flexure Check • • *•••• • •• • • • .... :: • :Meer: . :; Offset': . . ..aman • ..... 2:Capacity Ccde : 4)nity.: . .. • : :• ••••• : . •• •••• • ::• Name:- Caie::: ::•• .:;ft :::;.• .. ... ;;; . ;;; :Rat;;; . . :;:: ;:;;; .... . •:: BmX001 1.4D+0.91i 3.3750 6.7774 31.9311 10.3 0.2123 OK Phi = 0.9000 , As Prov. = 0.6200 inA2, d = 12.8125 in Strong Shear Check ....... hlarribor :::::Result: • :. -ofrt.6t: emand.V.y.:: • odd_ ...... ....... • • .... ••• ... •• • ..:...: • **A . .*: *: :-K. •:: Check •• ... : . • BmX001 1.4D+0.9H 1.4850 2.1507 6.8759 11.4 0.3128 OK Vs = 0.0000 K, Vc= 9.1679 K <• 3,1111 k dtk siva, 16/ Page 1 ViscialAnalysis 9.00 (www.lesweb.com) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 0 • • • • • PROJECT No. &g_03 SHEET No. OF UNITED PROJECT NAME nr,�,� !�r'�o� Inc. CALCULATED BY a DRAWN BY U Engineering, SCALE DATE 3Jla 12595 SW 137th Avenue • Suite 112 • Miami, FL 33186 -4218 •Tel: 786.3473250 • EMail; info @unitedeng.pro • • • • • • • • • • • • • MOZSVI VilV 0 9 2.Y12 • • BY: ----- ------ • STRUCTURAL CALCULATIONS • • • • • • • • • • • • • • • FOR PRIVATE RESIDENCE 253 NE 92 Street Miami Shores, FL Prepared by: ($ UNITED ENGINEERING, INC. April 5, 2012 • • • • • • • • • • SUBJECT TO COMPLIANCE WITH ALL FEDI 11AL STATE AND COUNTY RULES AND nrcon ;:s, 41 ....•.•... 0. 41 ••41 •••41 •••41 ••••••••40 ••••40 ••••0 UNITED Engineering, inc. Indexi of 2 Table of Contents I. ITEMS Pages • LOADS 1 • WOOD DESIGN 2-14 • EXISTING CONCRETE ANALYSIS 15-19 • CMU ANALYSIS 20 • NOA 21-44 Certificate of Authorization No. 29691 Calculations have been prepared by the undersigned engineer assuming responsibility for manual and computer generated information. p ,,re t--.-..f4,,,,,, °'15 r r" E FOF ---- 0 vlo --- .... ..... .,it:- t: %-1 •''' \\.) - ,t. t; ‘• 6242 Juan% F4° n.(0.6 FloridiljjOR '47,9 ° Pge6g UNITED ENGINEERING, INC. • 12595 SW 137 AVE, Suite 112 • Miami, FL 33186 • Phone (786) 347-5250 • Fax (786) 347-5250 • • • • • UNITED Engineering, Inc. UNITED Engineering, Inc. 12595 SW 137 AVE Suite 112 Miami, Florida 33186 t. 786.347.5250 e. info @unitedeng.pro w. www.unitedeng.pro PROJECT Private Resdience PROJECT NO. 0601 -04 SHEET NO. • • • • • • • • • • • = PRO :ECT'LOCATION 2$3 N 92 Streefi, iliiarrii Sti ores, FL =SCOPE �.......... The -prof a t-Conists••pf•verify n - the-adequac� of axe -e istii g -tie. beam -.over are opening; - replacing d4rnaged floc joi SCALE N/A . BY CA DATE 03/12 Index 2 of :2 and a new opening in art existing woad stud bear ng wall C)F711TtE._ .__... • • • _.. • r • • • • • • • • • • • • • • • • • • • • • • • • = L06ES GRAV(111-' • eavifjr= IES; linc: Visual Analysis (Concrete, Wood Design). •LORIDA U L ©IIV CdDE 2010 LOADIN( • .. GRAVITY . _._... «. --Roof (Slope); -Live ......._..w «... Floor:.. » .................:Live :E -7-1'0 Load=.20• psf _ »__...__,... jead• Load- - Loa i =44&psf Dead -Load- • 20 psf 20 psf._. e �Wi1 -,a ,fie day. F10rida.L175 § �g® 1426 Florida Building Code Online Florida Fl ne'Ito Bus`nes Pro ssi Regulation Page 1 of 4 rAmaktit BCIS Home I Log In l User Registration 1 Hot Topics ! Submit Surcharge 1 Stats & Facts 1 Publications mumemsosommon Product Approval USER: Public User product Aooroval Menu > Product or Application Search > Aoolication List > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address /Phone /Email Authorized Signature Technical Representative Address /Phone /Email Quality Assurance Representative Address /Phone /Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) FL11473 -R0 New 2007 Approved 0 Simpson Strong -Tie Co. 2221 Country Lane McKinney, TX 75070 (972) 439-3029 rshackelford@strongtie.com Randall Shackelford rshackelford@strongtie.com Randall Shackelford 1720 Couch Drive McKinney, TX 75069 (800) 999 -5099 rshackelford@strongtie.com Pat Woodall 1720 Couch Drive McKinney, TX 75069 (800) 999-5099 pwoodall@strongtie.com Structural Components Wood Connectors FBC Staff ( BCIS Site Map Links 1 Search 0.1\b‘W SUNfvtlkr(E,9 es R. L0Z4%4, S�IZUCI. ENG. Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer CI Evaluation Report - Hardcopy Received Jeffrey Arneson PE -58544 PSI /Pittsburgh Testing Laboratory 12/31/2011 Dole J. Kelley 0 Validation Checklist - Hardcopy Received FL11473 RO COI Arneson Cert of Independence2007.odf Standard AF &PA NDS AISI NA Spec for Design of Cold- Formed Steel Structures ASTM D1761 -88 Year 2005 2001 2000 http: / /www.floridabuilding.org/pr /pr_ app_ dtl. aspx? pararn =wGEVXQwtDgv8JygqZ9WuEI9... 6/1/2012 Florida Building Code Online Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised 12/23/2008 01/05/2009 03/03/2009 04/07/2009 12/30/2011 Page 2 of 4 Summary of Products FL # Model, Number or Name Description 11473.1 ODETAL Double Embedded Truss Anchor Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: installation instructions FL11473 RO II SIM 200804 MasonrvProds.odf Verified By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonrvProds.pdf Created by Independent Third Party: Yes 11473.2 frGTR, FGTRE, FGTRHL, FGTRHR Girder Retroflt Anchor Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 RO II SIM 200804 MasonrvProds.odf Verified By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonrvProds.pdf Created by Independent Third Party: Yes 11473.3 QHETA12, HETA16, HETA20 Embedded Truss Anchor Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 RO II SIM 200804 MasonrvProds,odf Verified By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonrvProds.pdf Created by Independent Third Party: Yes 11473.4 HETA24, HETA40 Embedded Truss Anchor Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 RO II SIM 200804 MasonryProds.odf Verified By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonryProds,Pdf Created by Independent Third Party: Yes 11473.5 I HETAL12, HETAL16, HETAL20 Embedded Truss Anchor Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 RO II SIM 200804 MasonrvProds.odf Verified By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonrvProds.pdf Created by Independent Third Party: Yes 11473.6 HGAM10, HM9 Masonry retrofit connector Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 RO II SIM 200804 MasonrvProds.odf Verified By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonrvProds.pdf Created by Independent Third Party: Yes 11473.7 DHGUM5.25, HGUM5.50 Beam /Girder Hanger for Masonry http: / /www.floridabuilding .org/pr /pr_app_dtl.aspx? param= wGEVXQwtDgv8JyggZ9WuEI9... 6/1/2012 Florida Building Code Online Page 3 of 4 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 RO II SIM 200804 MasonrvProds,odf Verified By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonrvProds.odf Created by Independent Third Party: Yes 11473.8 HGUM7.00, HGUM7.25, HGUM9.00 Girder /Beam Hanger for Masonry Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 RO II SIM 200804 MasonrvProds.pdf Verifled By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonryProds.pdf Created by Independent Third Party: Yes 11473.9 HHETA12, HHETA16, HHETA20 Heavy Embedded Truss Anchor Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 RO II SIM 200804 MasonryProds.odf Verifled By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonryProds.adf Created by Independent Third Party: Yes 11473.10 IHHETA24, HHETA40 Heavy Embedded Truss Anchor Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 RO II SIM 200804 MasonrvProds,pdf Verifled By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonryProds.pdf Created by Independent Third Party: Yes 11473.11 IIHTSM16, HTSM20 Heavy Twist Strap for Masonry Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 RO II SIM 200804 MasonrvProds.pdf Verifled By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonryProds.pdf Created by Independent Third Party: Yes 11473.12 LGUM26 -2, LGUM28 -2, LGUM210- 2 Beam /Girder to Masonry Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 RO II SIM 200804 MasonrvProds.odf Verifled By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonrvProds.odf Created by Independent Third Party: Yes 11473.13 LGUM26 -3, LGUM28 -3, LGUM210- 3 Beam /Girder to Masonry Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 RO II SIM 200804 MasonryProds.pdf Verifled By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonryProds.pdf Created by Independent Third Party: Yes 11473.14 LGUM26 -4, LGUM28 -4, LGUM210- 4 Beam /Girder to Masonry Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 RO II SIM 200804 MasonrvProds.pdf Verifled By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonrvProds.odf Created by Independent Third Party: Yes 11473.15 LGUM46, LGUM48, LGUM410 Beam /Girder Hanger for Masonry Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Installation Instructions FL11473 RO II SIM 200804 MasonryProds.pdf Verifled By: Randall Shackelford P.E. 68675 (TX) http: / /www.floridabuilding .org/pr /pr_app_dtl.aspx? param= wGEVXQwtDgv8JygqZ9WuEI9... 6/1/2012 Florida Building Code Online Page 4 of 4 Impact Resistant: N/A Design Pressure: N/A Other: Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonrvProds odf Created by Independent Third Party: Yes 11473.16 LTA1 Embedded Truss Anchor Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 RO II SIM 200804 MasonrvProds.pdf Verlfled By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonrvProds.pdf Created by Independent Third Party: Yes 11473.17 META12, META14, META16, META18 Embedded Truss Anchor Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 RO II SIM 200804 MasonrvProds.t df Verlfled By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonrvProds.Ddf Created by Independent Third Party: Yes 11473.18 META20, META22, META24, META40 Embedded Truss Anchor Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 RO II SIM 200804 MasonrvProds.pdf Verified By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonrvProds.pdf Created by Independent Third Party: Yes 11473.19 MSTAM24, MSTAM36, MSTCM40, MSTCM60 Strap Tie for Masonry Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 RO II SIM 200804 MasonrvProds.Ddf Verlfled By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonrvProds.Ddf Created by Independent Third Party: Yes 11473.20 [MTSM16, MTSM20 Twist Strap for Masonry Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL11473 RI II SIM 200804 MasonrvProds.pdf Verlfled By: Randall Shackelford P.E. 68675 (TX) Created by Independent Third Party: Yes Evaluation Reports FL11473 RO AE SIM 200804 MasonryProds.pdf Created by Independent Third Party: Yes Back Next Contarj- I1q :: 1940 North Monroe Street. Tallahassee FL 32399 phone: 850- 487 -1824 The State of Florida Is an AA/EEO employer. Coovrioht 2007 -2010 State of Florida, :: privacy Statement :: Accessibility Statement • • Refund Statement Under Florida law, e-mail addresses are public records. If you do not want your e-mail address released In response to a public - records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions regarding DBPR's ADA web accessibility, please contact our Web Master at webmaster(adbor.state.fl.us. Product Approval Accepts: ER M http: / /www.floridabuilding .org/pr /pr_app_dtl.aspx? param= wGEVXQwtDgv8JyggZ9WuEI9... 6/1/2012 ••.•....... ••.•••••..•••••••••••••••••••41 • Jax Apex Technology, Inc. FBPE CA NO. 7547 4745 Sutton Park Court, Suite 402 Jacksonville, FL 32224/ 904/821 -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. Arneson, 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. Arneson, 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. Arneson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Ameson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 9B- 72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page 1 of 13 Simpson Strong -Tie • • • • • Embedded Truss Anchors META12, META14, META16, META18, META20, META22, META24, META40, • HETA12, HETA16, HETA20, HETA24, HETA40, HETALI2, HETALI6, HETAL20, • HHETAI2, HHETAI6, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps • MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tiedowns ID 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 ID the wall with either ' /4X2'/4° Titen Masonry Screws for a masonry wall, or 1/4x13/4" Titen • 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'/4" Titen Masonry Screws for a masonry wall, or 1/4x13/4" Titen 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 Toads 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 % X . 1W SDS screws (provided with the part), and fastens to the wall with either 1 %x2 %" Titen Masonry Screws for a masonry wall, or %x13/" Titen 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. O 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 II wood member with Simpson 1/4 X 1'W SDS screws (provided with the part), and fastens to the wall with 1/4x21/4" Titen Masonry Screws. Allowable loads are shown in Table 2. r The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. ID The galvanized coating complies with the G90 requirements of ASTM A653. Angle • Page 2of13 ' Simpson Strong -Tie • • 41/ fastener schedule, dimensions and allowable Toads 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'h 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 5/16" for HETAL). The strap portion of the anchor is 1'/8" wide. The ID 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. ID 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' /2" 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 10dx1'h" nails. They are • embedded in the masonry or concrete wall to a depth of 41/2 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'/" and • larger members. They are installed with 1 Od common nails to the wood and either • '/4X2'/4" Titen Masonry Screws to masonry, or 3/4x1%" 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 1/4x21/4" • 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 3of13 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 1/2" 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 Fu= 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 IP 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 Titen HD anchors, drill holes • of the same diameter as the anchor into the masonry or concrete. Holes should be 1/2" deeper than the specified Titen HD length. The SDS screws are installed best with a III low -speed 1/2" 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 illl 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, glued - laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tablesl 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 Common Nail Pennyweight Nail Shank Diameter (inch) Fyb (psi) 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 ••••......•.• ••••••••••••••.••.••••••••••••• 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, fm 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, 02 -3861, 04 -4675 6/4/02, 6/8/02, 7/24/02, 2/8/04 META F1 02 -3674, 02 -3802 6/4/02, 6/8/02 META F2 02 -3674, 02 -3802, 02 -3861 6/4/02, 6/8/02, 7/24/02 HETA Uplift 02 -3803, 02 -3862, 04 -4676 6/10/02, 7/26/02, 2/8/04 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, 04 -4674 6/4/02, 7/29/02, 2/7/04 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 • • '0 • • • • • • • • • • • • • 11 0 0 0 • • 9. LIMITATIONS: • • 1. Maximum allowable loads shall not exceed the allowable Toads listed in this report. Allowable Toads 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 Toads for more than one direction for a single connection cannot be added • together. A design Toad 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 6of13 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 2/13/02 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 FGTRHUR Uplift 04 -4915 10/13/04 LGUM Down M202,M 203, M204, M222, M224 7/13/06, 7/13/06, 7/13/06, 7/14/06, 8/03/06 LGUM Uplift M211, M212, M213 8/18/06,8/18/06, 8/21/06 HGUM Down M207, M209,M216, M217 9/11/06, 9/11/06, 10/20/06, 10/20/06 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 Toads shall not exceed the allowable Toads listed in this report. •....•..••. 41 • •••••••••••••••••••••••••••••41 41 Florida Building 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 FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS AMU iten) Concrete. (Then) Allowable Uplift Loads (160) Southern Pine /Douglas Fi Larch 875 755 MTSM16 16 16 7 -10d 4- %x2-'/4 4 - %4x 13/ MTSM20 16 20 7 -10d 4 - %x2%4 4 - %x1% 875 755 HTSM16 14 16 8 -10d 4-%x2% 4-%x1% 1175 1010 HTSM20 14 20 10 -10d 4- '/4x2/4 4-%x1% 1175 1010 HM92 18 4- SDS %X1' /2 5- %4x2/4 5-1/4x1% 805 690 HGAM 10''b 14 4- SDSY4X1 Y2 4'/4x2/4 4- %4x2% 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 govem. 2. HM9 allowable F1 load shall be 635 Ibs (DFUSYP) & 545 lbs (SFP), and allowable F2 load shall be 200 Ibs (DFUSYP) & 170 Ibs (SPF). 3. HGAM10 allowable F1 load shall be 1005 lbs (DFUSYP) & 870 Ibs (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 Y2" must be used when framing anchors are installed on each side of the joist or truss. Figure 1 Typical MTSMM /HTSM Application Page 7 of 13 Figure 2 Typical HM9 Installation Figure 3 Typical HGAM10 Installation Simpson Strong -Tie • • • • • • • • I• • • • • • • • • • • • • • • • • • • • • • • • • • • • • TABLE 2 ALLOWABLE LOADS AND FASTENERS Ga Uplift it Loads 1 Pty So Pine TrUss steners Load. 2 or 3 Ply So. Pine TrUss Fasteners Load META12 META14 META16 META18 18 META20 META22 META24 META40 7 -10dx 1' /z 1450 6 -16d 1450 340 725 10 7 -10dx1 % 1450 6 -16d 1450 340 725 12 7- 10dx134 1450 6 -16d 1450 340 725 14 7 -10dx1 % 1450 6 -16d 1450 340 725 16 6 -10dx1 Y2 1270 5 -16d 1245 340 725 7- 10dx134 1450 6 -16d 1450 340 725 18 7- 10dx1' 1450 6 -16d 1450 340 725 20 7- 10dx1% 1450 6 -16d 1450 340 725 36 7- 10dx134 1450 6 -16d 1450 340 725 HETA12 HETA16 HETA20 HETA24 HETA40 16 8 7- 10dx134 1520 7 -16d 1780 340 725 12 9 -10dx 134 1810 8 -16d 1810 340 725 16 8 -10dx1 % 1735 7 -16d 1780 340 725 9- 10dx134 1810 8-16d 1810 340 725 20 9- 10dx134 1810 8 -16d 1810 340 725 36 9- 10dx1Y 1810 8 -16d 1810 340 725 HHETAI2 HHETAI6 HHETA20 HHETA24 HHETA40 14 8 7- 10dx134 1565 7 -16d 1820 3406 815 12 10- 10dx134 2235 9 -16d 2235 3406 815 16 9 -10dx1 % 2010 8 -16d 2080 3406 815 10-1 0dx 1 % 2235 9 -16d 2235 3406 815 20 10- 10dxl34 2235 9 -16d 2235 3406 815 36 10- 10dx134 2235 9 -16d 2235 3406 815 HETALI2 HETALI 6 HETAL20 16 7 10- 10dx134 1085 10 -16d 1270 415 1100 11 14- 10dx1'/ 1810 13 -16d 1810 415 1100 15 14- 10dx134 1810 13-16d 1810 415 1100 LTA1 18 31/6 12- 10dx134 1420 12- 10dx134 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 govem. 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 Pc is 2,000psi 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- 10dx1W 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. Typical META Installed with TSS Figure 4 META/HETA/HHETA Typical Installation Figure 5 LTA1 Typical Installation Simpson Strong -Tie 41 41 6 CP 6 41 440 40 41 41 6 41 41 41 40 41 41 40 41 40 41 11 41 IP 41 41 !11 41 41 41 41 40 TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS Application Uplift Loads' Ply Souther' pine Truss Fastener; oad • Ply Southern • Pine Truss-:- Fasteners Lateral Loads perpen to wall) DETAL20 1 CMU 18- 10dx11/2 2480 20006 1370 Concrete 18- 10dx1'/2 2480 2000 1505 META 2 CMU Concrete 10 -10dx 1'/2 1985 14 -16d 1900 1210 1160 10 -10dx 1 % 1985 14 -16d 2565 1210 1160 HETA CMU Concrete 10 -10dx1 %2 2035 12 -16d 2500 1225 1520 10 -10dx 1'/2 2035 12 -16d 2700 1225 1520 HHETA CMU Concrete 10 -10dx 1'/2 2035 12 -16d 2500 1225 1520 10- 10dx11/2 2035 14 -16d 3350 1225 1520 Notes: 1. Loads ' nclude 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 fc 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. 6. DETAL20 Lateral Loading in the F1 direction anchored in CMU greater than 1,790 Ib. may result in deflection up to 5/32" in the Fi direction. Page 9 of 13 Figure 6 DETAL and Double META/HETA/HHETA Application Simpson Strong -Tie •....•.•....• ••••••••••••••••••••••••••••••• TABLE 4 MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Dimensions (inches) $ipson Strong'.. -Tie Titen Screws DFISP'. (160)' CMU .. Concrete Nabs' Load Nail: Load MSTAM24 18 11/4 24 5-1/4x24 5-%x1% 8 -10d 1500 9 -10d 1500 MSTAM36 16 11/4 36 8- 1/4x2% 8-1/4x1% 10 -10d 1870 11 -10d 1870 MSTCM40 16 3 40'/4 14 - %x2/4 14-%x1% 22 -16d Sinker 4220 26 -16d Sinker 4220 MSTCM60 16 3 59% 14- %4x2%4 14 - %4x 13/4 26 -16d Sinker 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 Toads govem. 2. Minimum edge distance is 11/2" for Titen Masonry Screws. 3. Minimum fm = 1500 psi and minimum fc = 2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to moisture. AASTAM36 MSTCM40 Page 10 of 13 Typical MSTAM36 Installation. Figure 7 MSTAM /MSTCM Typical Dimensions and Installation Typical MSTCM60 Installation Simpson Strong -Tie a• • •s TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS FGTR Fasteners To Biock and Concrete Wall Allowable Uplift Load ('160).;; 50006 1 2 -Titen HD %x5" 18 -SDS1 /4x3 2 4 -Titen HD %2x5" 36 -SDS1 /4x3 9400 FGTRHUR 1 2 -Titen HD 1/2x5" 18 -SDS1 /4x3 3850 FGTRE 2 -Titen HD 1/2x5" 18 -SDS1 /4x3 46856 FGTRE +FGTR 1 Each 4 -Titen HD 1/2x5" 36 -SDS1 /4x3 50006 Notes 1. Loads include a 60% Toad 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 Toads to the foundation. 3. Minimum edge distance for the Titen 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 Ibs allowable 7. Loads are govemed 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 Ibs which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. TRUSS SHOULD RE SET RACK V4" FGTRE Page 11 of 13 FGTFTHL T©PVI EW Figure 8 FGTRIFGTRE/FGTRHLIFGRHR Typical Installation Simpson Strong -Tie TABLE 6 — LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Dimension (in Fastener Allowable Loads (lbs.) CMU /Concrete Joist SITS Screws. Uplift Download (DF /SP /LULIPSLILSL) CMU Concrete (100)1151125); DOUBLE 2x SIZES LGUM 26-2 12 3 `/16 5 4 4 - 8/8" x 4" 4 -' /4 "X2'/2" 1430 5595 LGUM 28 -2 12 3 1/16 7 4 6- 3/ "X4" 6 -'/a "X2'/2" 2435 8250 LGUM 210 -2 12 3 '116 9 4 8- 3/ "X4" 8 -% "X21/2" 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 51 5 1/ 4 4- 3/ "X4" 4 - ' /4 "X2, /z" 1430 5610 LGUM 28-3 12 5 18 7% 4 6- 3/8 "X4" 6 -%a "X2'/2" 2435 8290 LGUM 210 -3 12 51 9/ 4 8.- 3/ "X4" 8 -1/4"x2'1/2" 3575 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 6 11/16 5 °/16 4 4 - %" x 4" 4 -1/4"X21/2" 1430 5625 LGUM 28-4 12 6 11/16 7 °/16 4 6- 3/ "X4" 6- 1 /4 "X2W /z" 2435 8335 LGUM 210-4 12 6 11/16 9 °/16 8 -% "X4" 8 - ' /4 "X2q/" 3575 9860 4x SIZES LGUM 46 12 3% 4'/ 4 4- 3/ "X4" 4 - ' /4 "X2, /z" 1430 5600 LGUM 48 12 38/ 6' 4 6 -3/ "X 4" 6 -'/4 "X2'/2" 2435 8260 LGUM 410 12 3% 8' 4 8- 3/ "X4" 8 - '/4 "X2%" 3575 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES (HEAVY DUTY) HGUM5.25 HGUM5.50 HGUM7.00 HGUM7.25 HGUM9.00 7 7 7 7 7 5 1/4 51/2 7 71/4 9 11 to 30 5 1/4 8- 5/8 "X5" 24-WX21/2" 10085 14965 16015 51/ 8- 5/8 "X5" 24 -% "X2'/2" 10125 14940 16015 5% 8 -% "X5" 24 -' /4 "X2' /z" 10375 14770 16015 51/4 8 -% "X5" 24 -1/4"x21/2" 10415 14740 16015 5 1/4 8 - % "X5" 24 - WX21/2" 10705 14545 16015 Notes: 1. Uplift Toads 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 fm = 1500 psi and fc = 2500 psi. Page 12 of 143 HGUM r i LGUM Insfaltatiot Figure 9 LGUM /HGUM Typical Installation Simpson Strong -Tie • • • • • • • • • • • • • • • • • • • • • • • • • • • • • .• je • • • • • 12. IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. • • • . Page 13 of 13 • • Simpson Strong -Tie Florida Building Code Online Florida Bus Pro ssi Regulation Page 1 of 4 BQS Home I Log In 1 User Registration 1 Hot Topics 1 Submit Surcharge I Stets & Facts 1 Publications 1 FBC Staff 1 BCIS Site Map I Links I Search 1 Product Approval USER: Public User Product Aooroval Menu > Product or Application Search > Application Llst > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address /Phone /Email Authorized Signature Technical Representative Address /Phone /Email Quality Assurance Representative Address /Phone /Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL10655 -R0 New 2007 Approved D Simpson Strong -Tie Co. 2221 Country Lane McKinney, TX 75070 (972) 439 -3029 rshackelford@strongtie.com Randall Shackelford rshackelford@strongtie.com Randall Shackelford 1720 Couch Drive McKinney, TX 75069 (800) 999 -5099 rshackelford@strongtie.com Pat Woodall 1720 Couch Drive McKinney, TX 75069 (800) 999-5099 pwoodall@strongtie.com Structural Components Wood Connectors Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC PSI /Pittsburgh Testing Laboratory 12/31/2011 Jeffrey P. Arneson, P.E. Validation Checklist - Hardcopy Received FL10655 RO COI ICC Cert of Independence.pdf Standard ASTM D1761 N.A. SPEC FOR DESIGN OF COLD FORMED STEEL CONSTRUCTION NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION Dt9\ nw' E 9t; PL (01426 S1 t j -111 Year 2000 2001 2005 http:// www. floridabuilding .orglpr /pr_app_dtl.aspx ?param= wGEVXQwtDgtBNbEY5 V %2b... 6/1/2012 Florida Building Code Online Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Method 1 Option C 05/21/2008 09/10/2008 09/19/2008 10/14/2008 03/07/2012 Page 2 of 4 Summary of Products 0 el Page 1 / 9 Go to Page ... ' 0 FL # Model, Number or Name Description 10655.1 HHUS210-2 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10655 RO It ESR- 2549.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR- 2549.pdf 10655.2 HHUS26 -2 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10655 RO 11 ESR- 2549.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR- 2549.pdf 10655.3 HHUS28 -2 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10655 RO 11 ESR- 2549.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR- 2549.pdf 10655.4 1HHUS410 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10655 RO II ESR- 2549.pdf VeHfled By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR- 2549.pdf 10655.5 IHHUS46 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: installation Instructions FL10655 RO II ESR- 2549.pdf VeHfled By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR- 2549.odf 10655.6 IHHUS48 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation instructions FL10655 RO 11 ESR- 2549.pdf VeHfled By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR- 2549.pdf 10655.7 HSUL210 -2 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10655 RO 11 ESR- 2549,pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR- 2549.pdf http: / /www.floridabuilding .org/pr /pr_app_dtl.aspx ?param= wGEVXQwtDgtBNbEY5V %2b... 6/1/2012 Florida Building Code Online Page 3 of 4 10655.8 fHSUL214 -2 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation instructions FL10655 RO II ESR- 2549.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR- 2549.pdf 10655.9 OHSUL26 -2 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: When resisting wind uplift supplemental connectors may be required to acheive 700# uplift for HVHZ. Installation Instructions FL10655 RO II ESR- 2549.odf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR- 2549.pdf 10655.10 HSUL410 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10655 RO II ESR -2 49,ndf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR- 2549.odf 10655.11 HSUL414 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10655 RO II ESR- 2549.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR- 2549.pdf 10655.12 QHSUL46 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: When resisting wind uplift supplemental connectors may be required to acheive 700# uplift for HVHZ. Installation Instructions FL10655 RO II ESR- 2549.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR- 2549.pdf 10655.13 HSUR210 -2 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 10655.14 HSUR214 -2 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10655 RO II ESR- 2549.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR- 2549.pdf Joist Hanger Installation Instructions FL10655 RO II ESR- 2549.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR-2549.pdf 10655.15 IHSUR26 -2 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: When resisting wind uplift supplemental connectors may be required to acheive 700# uplift for HVHZ. Installation Instructions FL10655 RO II ESR- 2549.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR- 2549.pdf 10655.16 HSUR410 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 10655.17 OHSUR414 Installation Instructions FL10655 RO II ESR- 2549.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR- 2549.pdf Joist Hanger http: / /www.floridabuilding. org/pr /pr_app_dtl. aspx ?param= wGEVXQwtD gtBNbEY5 V %2b... 6/1/2012 Florida Building Code Online Page 4 of 4 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: installation Instructions FL10655 RO II ESR- 2549.pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR -2549 pdf 10655.18 HSUR46 Joist Hanger Limits of Use Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: When resisting wind uplift supplemental connectors may be required to acheive 700# uplift for HVHZ. Installation Instructions FL10655 RO II ESR- 2549.odf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR- 2549.0df 10655.19 HU210 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: When resisting wind uplift supplemental connectors must be used to acheive 700# uplift for HVHZ. Installation Instructions FL10655 RO II ESR- 2549.odf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR- 2549.pdf 10655.20 HU210 -2 Joist Hanger Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL10655 RO II ESR- 2549,pdf Verified By: Randall Shackelford P.E. 68675 Created by Independent Third Party: Yes Evaluation Reports FL10655 RO AE ESR- 2549.pdf Go to Page t :..::..:...._. Page 1 / 9 0 it Back Next Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 phone: 850- 487 -1824 The State of Florida is an AA/EE0 employer. Coovrlaht 2007 -2010 State of Florida. :: privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, e-mail addresses are public records. If you do not want your e-mail address released in response to a public- records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions regarding DBPIt's ADA web arrac5lbillty, please contact our Web Master at webmasteredbor.state.fl.u8. Product Approval Accepts: http: / /www.floridabuilding .org/pr /pr_app_dtl.aspx ?param= wGEVXQwtDgtBNbEY5 V %2b... 6/1/2012 06 0 0 40 40 40 40 40 0 0 0 0 40 40 40 00 40 0 40 00 40 40 40 40 40 000 00 40 0 000 040 40 40 40 0 RrEPOR'f` ESR -2549 Issued February 1, 2008 This report is subject to re- examination in two years: ICC Evaluation Service, Inc. www.icc- es.orct Business/Regional Office # 5360 Workman Mill Road, Whittier, Ca1fomia 90601 # (562) 699 -0543 Regional Office # 900 Montclair Road, Suite A, Birmingham, Alabama 35213 # (205) 599 -9800 Regional Office # 4051 West Flossmoor Road, Country Club HIIIs, Illinois 60478 # (708) 799 -2305 DIVISION: 06 —WOOD AND PLASTICS Section: 06090 -Wood and Plastic Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925 -5099 www.stronatie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE FACE -MOUNT HANGERS FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: # 2006 International Building Code® (IBC) # 2006 International Residential Code® (IRC) # Other Codes (see Section 8.0) Properties evaluated: Structural 2.0 USES The Simpson Strong -Tie face -mount hangers described in this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie face -mount hangers described in this report are U- shaped hangers that have prepunched holes for the installation of nails into the face of the supporting wood header or beam or ledger. 3.1.1 LU Series Hangers: The LU series hangers are formed from No. 20 gage galvanized steel. See Table 1 for hanger dimensions, required fasteners, and allowable loads; and Figure 1 for a drawing of a typical LU series hanger. 3.1.2 U Series Hangers: The U series hangers are formed from No. 16 gage galvanized steel. See Table 2 for the hanger dimensions, required fasteners, and allowable loads; and Figure 2 for a drawing of a typical U series hanger. 3.1.3 HU/HUC Series Hangers: The HU and HUC series hangers are formed from No. 14 gage galvanized steel. HU hangers having a width equal to or greater than 29/18 inches (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for the hanger dimensions, required fasteners, and allowable Toads; and Figure 3a for a drawing of a typical HU series hanger and Figure 3b for an HUC hanger. 3.1.4 LUS Series Hangers: The LUS series hangers are formed from No. 18 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45- degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 4 for the hanger dimensions, required fasteners, and allowable loads; and Figure 4 for a drawing of a typical LUS series hanger. 3.1.5 MUS Joist Hanger: The MUS series hangers are formed from No. 18 gage galvanized steel. The U- shaped portion of the hangers has prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 5 for the hanger dimensions, required fasteners, and allowable loads; Figure 5 for a drawing of a typical MUS series hanger. 3.1.6 HUS Series Hangers: The HUS series hangers are formed from No. 14 gage galvanized steel with the exception of the HUS26, HUS28 and HUS210 hangers, which are formed from No. 16 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 6 for the hanger dimensions, required fasteners, and allowable loads; and Figure 6 for a drawing of a typical HUS series hanger. 3.1.7 HHUS Series Hangers: The HHUS series hangers are formed from No. 14 gage galvanized steel. The hangers have prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 7 for the hanger dimensions, required fasteners, and allowable loads; Figure 7 for a drawing of a typical HHUS series hanger. 3.1.8 SUR/L Series Hangers: The SUR/L series hangers are formed from No. 16 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. See Table 8 for the hanger dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.9 HSUR/L Series Hangers: The HSUR/L series hangers are formed from No. 14 gage galvanized steel. SUR and SUL are mirror -image identical hangers, skewed at 45 degrees right and left, respectively. See Table 9 for the hanger dimensions, required fasteners, and allowable Toads; and Figure 9 for a drawing of typical HSUR/L series hangers. REPORTS"' are not to be construed as representing aesthetics or any other attributes not spectfically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2008 Page 1 of 10 • • • • • • • Page 2 of 10 ESR -2549 3.2 Materials: 3.2.1 Steel: The hangers described in this report are manufactured from galvanized steel complying with ASTM A 653, SS designation, Grade 33, with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tensile strength, F,,, of 45,000 psi (310 MPa). Minimum base -metal thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (Inch) No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For SI: 1 inch = 25.4 mm. The hangers have a minimum G90 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, in accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g /m2), total for both sides. Model numbers in this report do not include the Z or HDG ending, but the information shown applies. The lumber treater or holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Wood members with which the connectors are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the supporting wood member (header, beam, or ledger) must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Nails used for hangers described in this report must comply with ASTM F 1667 and have the following minimum fastener dimensions and bending yield strengths (FA): COMMON SHANK FASTENER Frb NAIL SIZE DIAMETER LENGTH (psi) (Inch) (Inches) 10d x 11/2 0.148 11/2 90,000 10d 0.148 3 90,000 16d x 21/2 0.162 21/2 90,000 16d 0.162 31/2 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or IRC Section R319.3, as applicable. The lumber treater or this report holder (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable Toads shown in this report are based on allowable stress design (ASD) and include the load duration factor, Co, corresponding with the applicable Toads in accordance with the NDS. Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100 °F (37.8 °C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, Cm, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100 °F (37.8 °C), the allowable loads in this report must be adjusted by the temperature factor, Cr, specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacture's published installation instructions, this report govems. 5.0 CONDITIONS OF USE The Simpson Strong -Tie face -mount hangers for wood - framed construction described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statues of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 and the applicable codes must be considered, where applicable. 5.4 Connected wood members and fasteners must comply, respectively, with Sections 3.2.2 and 3.2.3 of this report. 5.5 Use of connectors with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.1 of this report. Use of fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2006 (corrected March 2007). 7.0 IDENTIFICATION The products described in this report are identified with a die - stamped label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report (ESR -2523) that is used as an identifier for the products recognized in this report. 8.0 OTHER CODES 8.1 Evaluation Scope: In addition to the codes referenced in Section 1.0, the products in this report were evaluated for compliance with the requirements of the following codes: • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Page 3 of 10 ESR -2549 # 2003 International Building Code® (2003 IBC) # 2003 International Residential Code® (2003 IRC) # 2000 International Building Code® (2000 IBC) # 2000 International Residential Code® (2000 IRC) # 1997 Uniform Building Code (UBC) The products described in this report comply with, or are suitable altematives to what is specified in, the codes listed above, subject to the provisions of Sections 82 through 8.7. 8.2 Uses: 8.2.1 2003 IBC, 2003 IRC, 2000 IBC, and 2000 IRC: See Section 2.0 of this report. 8.2.2 UBC: Replace the information in Section 2.0 with the following: Simpson Strong -Tie face -mount hangers are used as wood framing connectors in accordance with Section 2318.4.8 of the UBC. 8.3 Description: 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this report. 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this report, except modify Section 3.2.3 of this report to reference Section R323.3 of the IRC: 8.3.3 UBC: See Section 3.0 of this report, except modify the first sentence in the last paragraph of Section 3.2.3 as follows: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC, and UBC: See Section 4.0 of his report. 8.5 Conditions of Use: 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 8.0, subject to the same conditions of use indicated in Section 5.0 of this report. 8.5.2 UBC: The Simpson Strong -Tie products described in this report comply with, or are suitable altematives to what is specified in, the UBC, subject to the same conditions of use indicated in Section 5.0 of this report, except the last sentence of Section 5.5 is replaced with the following: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.6 Evidence Submitted: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 6.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 7.0 of this report. • 40 •• r•••••••••••••••••••••••••••••• Page 4 of 10 ESR -2549 1— ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS MODEL No. DIMENSIONS' �.. (inches) FASTENERS2 (Quantity -Type) ALLOWABLE LOADS3.4'6 (Ibs) W H B Headers Joist Uplifts Download CD = 1.33 or = 1.6 Co = 1.0 Co =1.15 Cp =1.25 10d 16d 10d 16d 10d 16d LU24 19/16 3' 1% 4 2- 10dx1' /z 245 445 530 510 610 555 665 LU26 19/16 4' 1'% 6 4- 10dx1'/z 490 665 800 765 920 830 1,000 LU28 19/16 6' 11/2 8 6- 10dx1' /z 735 890 1,065 1,025 1,225 1,110 1,300 LU210 19/16 713/16 1%z 10 6- 10dx1% 735 1,110 1,330 1,275 1,530 1,390 1,660 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 1 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. LU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch (3.2 mm). 5. The quantity of 10d or 16d common nails specified in the "Header" column under "Fasteners" is required to achieve the tabulated allowable loads shown in the Allowable Download "10d" or "16d" columns. 6. Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govem. FIGURE 1 —LU SERIES HANGER •4•• 40 40 40 . 40 41 41 .. 40 ••••••!• 40 40 40 40 41 40 6 6 0 40 40 41 40 40 40 40 4•40 40 4; Page 5of10 ESR -2549 TABLE 2- ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS MODEL No. DIMENSIONS' (inches) FASTENERS2 (Quantity -Type) ALLOWABLE LOADS3A5 (Ibs) Uplift 6 Download W H B Headers Joist Co = 1.33 or =1.6 CD = 1.0 Co = 1.15 Co = 1.25 10d 16d 10d 16d 10d 16d U24 19/16 31/8 2 4 2- 10dx11/2 240 445 530 510 610 555 665 U26 19/18 43/4 2 6 4- 10dx11/2 480 665 800 765 920 830 1,000 U210 19/16 713/18 2 10 6- 10dx11/2 720 1,110 1,330 1,275 1,530 1,390 1,660 U214 19/16 10 2 12 8- 10dx11/2 960 1,330 1,595 1,530 1,835 1,665 1,995 U34 29/18 33/6 2 4 2- 10dx11/2 240 445 530 510 610 555 665 U36 29/16 53/8 2 8 4- 10dx11/2 480 890 1,065 1,025 1,225 1,110 1,330 U310 29/18 87/8 2 14 6- 10dx11/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U314 29/16 101/2 2 16 6- 10dx11/2 720 1,775 2,130 2,040 2,450 2,220 2,660 U44 39/18 27/8 2 4 2 -10d 295 445 530 510 610 555 665 U46 39/18 47/8 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U410 39/16 83/8 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U414 39/16 10 2 16 6-10d 890 1,775 2,130 2,040 2,450 2,220 2,660 U24-2 31/8 3 2 4 2 -10d 295 445 530 510 610 555 665 U26-2 31/8 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U210 -2 31/8 81/2 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U66 51/2 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U610 51/2 81/2 2 14 6 -10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U210 -3 51/2 73/4 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U24R 21/16 35/6 2 4 2- 10dx11/2 240 445 530 510 610 555 665 U26R 21/18 55/6 2 8 4- 10dx11/2 480 890 1,065 1,025 1,225 1,110 1,330 U210R 21/18 91/8 2 14 6- 10dx11/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U44R 41/16 25/6 2 4 2 -16d 355 445 530 510 610 555 665 U46R 41/18 45/8 2 8 4-16d 710 890 1,065 1,025 1,225 1,110 1,330 U410R 41/18 81/8 2 14 6-16d 1,065 1,555 1,860 1,790 2,140 1,940 2,330 U66R 6 5 2 8 4-16d 710 890 1,065 1,025 1,225 1,110 1,330 U610R 6 81/2 2 14 6-16d 1,065 1,555 1,860 1,790 2,140 1,940 2,330 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 2 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3. Tabulated allowable Toads must be selected based on duration of load as permitted by the applicable building code. 4. U Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. The quantity of 10d or 16d common nails specified in the 'Header" column under "Fasteners" is required to achieve the tabulated allowable Toads shown in the Allowable Download "10d" or "16d" columns. 6. Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam, and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govem. FIGURE 2-U SERIES HANGER (See Table 2- above) FIGURE 3a-HU SERIES HANGER (See Table 3 -Next Page) FIGURE 3b-HUC SERIES HANGER (See Table 3, Footnote 3 -Next Page) • • • • • Ili• • • • • • • • 1 • • • • • • 0 • 0 • • • • • • • • • • • 0 • • Page 6 of 10 ESR -2549 FOR THE HU /HUC SERIES JOIST HANGERS MODEL • NO. HANGER DIMENSIONS1 (Inches) FASTENERS2 (Quantity -Type) ALLOWABLE LOADS (Ibs)3.4'5 W H B Header Joist Uplift6 Download Co = 1.33 or =1.6 Co =1.0 Co =1.15 CD= 1.25 HU26 19/16 31/16 2'/4 4 -16d 2- 10dx11/2 240 535 615 670 HU28 19/16 5'/ 2'/ 6-16d 4- 10dx11/2 480 805 925 1,005 HU210 19/16 71/8 2'/ 8 -16d 4- 10dx11/2 480 1,070 1,230 1,340 HU212 19/16 9 2'/4 10 -16d 6- 10dx11/2 720 1,340 1,540. 1,675 HU214 19/18 101/8 21 12 -16d 6- 10dx11/2 720 1,610 1,850 2,010 HU34 29/16 33/8 2' 4-16d 2- 10dx11/2 240 535 615 670 HU36 29/18 53/8 2'/ 8 -16d 4- 10dx11/2 480 1,070 1,230 1,340 HU38 29/18 71/8 2' 10-16d 4- 10dx11/2 480 1,340 1,540 1,675 HU310 29/18 87/8 2' 14-16d 6- 10dx11 /2 720 1,875 2,155 2,345 HU312 29/16 106/8 2 Y 16-16d 6- 10dx11 /2 720 2,145 2,465 2,680 HU314 29/18 123/8 2 % 18 -16d 8- 10dx11/2 960 2,410 2,770 3,015 HU316 29/18 141/8 2 % 20 -16d 8- 10dx11/2 960 2,680 3,080 3,350 HU44 39/16 27/8 2 % 4-16d 2 -10d 300 535 615 670 HU46 39/16 53/16 2 % 8 -16d 4-10d 605 1,070 1,230 1,340 HU48 39/18 613/16 2 % 10 -16d 4-10d 605 1,340 1,540 1,675 HU410 39116 86/8 2' 14-16d 6-10d 905 1,875 2,155 2,345 HU412 39/18 106/16 2'/ 16-16d 6 -10d 905 2,145 2,465 2,680 HU414 39/18 126/8 2' 18 -16d 8-10d 1,205 2,410 2,770 3,015 HU416 39/18 136/8 2 % 20 -16d 8-10d 1,205 2,680 3,080 3,350 HU66 5' 43/16 2'/ 8 -16d 4-16d 715 1,070 1,230 1,340 HU68 5' 513/16 2' 10 -16d 4 -16d 715 1,340 1,540 1,675 HU610 5' 76/8 2' 14-16d 6-16d 1,070 1,875 2,155 2,345 HU612 5'/ 93/8 2 1/2 16-16d 6-16d 1,070 2,145 2,465 2,680 HU614 5% 116/8 2 % 18 -16d 8-16d 1,430 2,410 2,770 3,015 HU616 5' 1211/16 2' 20 -16d 8 -16d 1,430 2,680 3,080 3,350 HU24 -2 31/8 31/18 2' /2 4-16d 2 -10d 300 , 535 615 670 HU26 -2 31/8 53/8 2 % 8-16d 4-10d 605 1,070 1,230 1,340 HU28 -2 31/8 7 2' 10 -16d 4-10d 605 1,340 1,540 1,675 HU210 -2 31/8 813/18 2'/2 14-16d 6-10d 905 1,875 2,155 2,345 HU212 -2 31/8 109/18 2 14 16-16d 6-10d 905 2,145 2,465 2,680 HU214 -2 31/8 1213/18 2' 18 -16d 8-10d 1,205 2,410 2,770 3,015 HU216 -2 31/8 137/8 2 % 20-16d 8 -10d 1,205 2,680 3,080 3,350 HU310 -2 5'/8 8' /8 2 % 14-16d 6 -10d 905 1,875 2,155 2,345 HU312 -2 51/8 106/8 2 % 16 -16d 6-10d 905 2,145 2,770 2,680 HU314 -2 51/8 126/8 2' 18 -16d 8-10d 1,205 2,410 2,770 3,015 HU210 -3 411/18 85/16 2'/ 14-16d 6 -10d 905 1,875 2,155 2,345 HU212 -3 411/18 106/18 2 % 16-16d 6-10d 905 2,145 2,465 2,680 HU214 -3 411/18 121/16 2' 18 -16d 8 -10d 1,205 2,410 2,770 3,015 HU216 -3 411/18 137/8 2' 20 -16d 8-10d 1,205 2,680 3,080 3,350 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figures 3a and 3b (previous page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3. HU series hangers with widths (W) equal to or greater than 2 9/16 inches (65 mm) are available with header flanges tumed in (concealed) and are identified with the model designation HUC#. See Figure 3b (previous page). 4. Tabulated allowable Toads must be selected based on duration of load as permitted by the applicable building code. 5. HU Series hangers provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govem. 4 • • Page 7 of 10 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ESR -2549 US SERIES JOIST HANGERS MODEL NO. DIMENSIONS (inches) COMMON NAILS2 (Quantity -Type) ALLOWABLE LOADS3'4 (Ibs) W H B Header Joists Uplifts Download Co =1.33 or =1.6 CD= 1.0 CD= 1.15 Co =1.25 LUS24 19/15 31/8 13/4 4-10d 2 -10d 465 640 735 800 LUS26 19/15 43/4 13/4 4-10d 4-10d 930 830 955 1,040 LUS28 19/15 65/8 13/4 6 -10d 4-10d 930 1,055 1,215 1,320 LUS210 19/15 713/15 1/4 8-10d 4-10d 930 1,275 1,465 1,595 LUS24 -2 31/8 31/8 2 4-16d 2 -16d 440 765 880 960 LUS26 -2 31/8 415/18 2 4 -16d 4-16d 1,140 1,000 1,150 1,250 LUS28 -2 31/8 7 2 6 -16d 4-16d 1,140 1,265 1,455 1,585 LUS210 -2 31/8 815/18 2 8 -16d 6-16d 1,710 1,765 2,030 2,210 LUS214 -2 3.1/8 1015/18 2 10 -16d 6-16d 1,710 2,030 2,335 2,540 LUS44 39/15 3 2 4 -16d 2 -16d 440 765 880 960 LUS46 39/15 43/ 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS48 39/15 6% 2 6 -16d 4 -16d 1,140 1,265 1,455 1,585 LUS410 39/1s 8% 2 8 -16d 6 -16d 1,710 1,765 2,030 2,210 LUS414 39/18 103/4 2 10 -16d 6 -16d 1,710 2,030 2,335 2,540 For SI: 1 inch = 25.4 mm 1 Ibf = 4.45 N. 1. Refer to Figure 4 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of Toad as permitted by the applicable building code. 4. When LUS Series hangers support joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. FIGURE 4 -LUS SERIES HANGER • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 1. Refer to Figure 6 (this page) for definitions of hanger nomenclature (W, H, B). • 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. • 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HUS series hangers support solid-sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position • of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. • 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads 411 must be reduced when other load durations govem. Page 8 of 10 ESR -2549 TABLE 5- ALLOWABLE LOADS FOR THE MUS SERIES HANGERS MODEL NO. DIMENSIONS' (Inches) COMMON NAILS2 (Quantity -Type) ALLOWABLE LOADS3'4 (Ibs) W H B Header Joists Uplift6 Download CD = 1.33 or =1.6 Co =1.0 Co =1.15 Co =1.25 MUS26 19/16 53/16 2 6-10d 6-10d 1,090 1,310 1,505 1,640 MUS28 19/16 63/4 2 8-10d 8-10d 1,555 1,750 2,010 2,185 For Si: 1 inch = 25.4 mm 1 Ibf = 4.45 N. 1. Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of Toad as permitted by the applicable building code. 4. When MUS series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. FIGURE 5 -MUS HANGER (see Table 5) FIGURE 6-HUS SERIES HANGER (see Table 6) FOR THE HUS SERIES HANGERS MODEL DIMENSIONS' (inches) COMMON NAILS2 (Quantity-Type) ALLOWABLE LOADS3'4 (Ibs) W H B Header Joists Uplifts Download Co =1.33 or =1.6 Co =1.0 CD =1.15 CD =1.25 HUS26 15/8 53/8 3 14-16d 6-16d 1,550 2,565 2,950 3,205 HUS28 15/6 71/16 3 22 -16d 8-16d 2,000 3,585 3,700 3,775 HUS210 15/6 91/18 3 30 -16d 10 -16d 2,845 3,775 3,920 4,020 HUS46 39/16 ON 2 4-16d 4-16d 1,080 1,005 1,115 1,255 HUS48 39/16 615/16 2 6 -16d 6 -16d 1,550 1,505 1,730 1,885 HUS410 39/16 815/16 2 8-16d 8-16d 2,160 2,010 2,310 2,510 HUS412 39/16 103/4 2 10 -16d 10 -16d 2,700 2,510 2,885 3,140 HUS26 -2 31/8 53/16 2 4-16d 4-16d 1,080 1,005 1,115 1,255 HUS28 -2 31/6 73/16 2 6-16d 6-16d 1,550 1,505 1,730 1,885 HUS210 -2 31/6 93/16 2 8-16d 8 -16d 2,160 2,010 2,310 2,510 HUS212 -2 31/6 11 2 10 -16d 10-16d 2,560 2,510 2,885 3,140 For SI: 1 inch = 25.4 mm 1 pound = 4.45 N. • • • • • • • • • 1 • • 1 • • • • • • 1 • • • • • • • • • • • • • 1 • • 1 • • • • • • • Page 9 of 10 ESR -2549 - ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS MODEL L DIMENSIONS' (inches) COMMON NAILS2 (Quantity-Type) ALLOWABLE LOADS3'4 (Ibs) W H B Header Joists Uplifts Download CD= 1.33 or =1.6 CD= 1.0 CD =1.15 CD= 1.25 HHUS26 -2 35/18 57/18 3 14-16d 6 -16d 1,550 2,580 2,965 3,225 HHUS28 -2 35/18 71/2 3 22 -16d 8 -16d 2,000 3,885 4,470 4,855 HHUS210 -2 35/18 91/8 3 30 -16d 10 -16d 2,855 5,190 5,900 5,900 HHUS46 35/8 51/4 3 14-16d 6 -16d 1,550 2,580 2,965 3,224 HHUS48 35/6 71/8 3 22 -16d 8 -16d 2,000 3,885 4,470 4,855 HHUS410 35/8 9 3 30 -16d 10 -16d 2,855 5,190 5,900 5,900 For SI: 1 inch = 25.4 mm 1 Ibf = 4.45 N. 1. Refer to Figure 7 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code 4. Where HUS series hangers support solid -sawn joists having a maximum depth of 11 inches, they provide torsional defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam to achieve the tabulated load 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The must be reduced when other load durations govern. resistance, which is of the top or bottom of FIGURE 7 -HHUS SERIS HANGER (see Table 7) rINN FIGURE 8 -SUR/L SERIES HANGER (see Table 8) s. allowable uplift loads OIST HANGERS MODEL NO. DIMENSIONS1 (Inches) FASTENERS2 (Quantity-Type) ALLOWABLE LOADS3'4 (Ibs) W H B Al A2 Header Joist Uplifts Download CD= 1.33 or = 1.6 CD= 1.0 CD= 1.15 CD= 1.25 SUR/L24 19/18 31/18 2 11/8 1% 4-16d 4- 10dx11/2 450 530 610 665 SUR/L26 19/16 5 2 11/8 11/4 6 -16d 6- 10dx11/2 720 800 960 1,000 SUR/L26 -2 31/8 415/18 25/8 11/2 23/8 8 -16d 4- 16dx11/2 710 1,065 1,225 1,330 SUR/L210 19/18 83/18 2 11/a 11/4 10 -16d 10- 10dx11/2 1,200 1,330 1,530 1,660 SUR/L214 19/18 10 2 11/8 11/4 12 -16d 12- 10dx11/2 1,440 1,595 1,835 1,995 SUR/L210 -2 31/8 811/16 25/8 11/2 23/8 14 -16d 6- 16dx21/2 1,065 1,860 2,140 2,330 SUR/L414 39/16 121/2 25/8 1 23/8 18 -16d 8- 16dx21/2 1,420 2,395 2,500 2,500 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 1. Refer to Figure 8 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45° skew. 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where SUR/L series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. • �I• • • • • • • • • • • 40 • • • • • • • • • • • Page 10 of 10 ESR -2549 E HSUR/HSUL SERIES JOIST HANGERS MODEL NO. DIMENSIONS1 (Inches) • FASTENER& (Quantity -Type) ALLOWABLE LOAD &'4 (Ibs) W H B Al A2 Header Joist Uplifts Download CD= 133 or =1.6 Co =1.0 Co =1.15 Co =1.25 HSUR/L26 -2 31/6 415/16 27/18 11 23/16 12 -16d 4- 16dx21/2 715 1,610 1,850 2,000 HSUR/L210 -2 31/8 811/16 27/16 11/ 23/16 20 -16d 6- 16dx21/2 1,070 2,680 3,080 3,350 HSUR/L214 -2 31/8 1211/16 27/16 11/4 23/16 26 -16d 8- 16dx21/2 1,430 3,485 4,005 4,355 HSUR/L46 39/16 43/4 27/16 1 23/16 12 -16d 4-16d 715 1,610 1,850 2,000 HSUR/L410 39/16 81/2 27/16 1 23/16 20 -16d 6-16d 1,070 2,680 3,080 3,350 HSUR/L414 39/16 121/2 27/16 1 23/16 26 -16d 8-16d 1,430 3,485 4,005 4,355 For SI: 1 inch = 25.4 mm 1 Ibf = 4.45 N. 1. Refer to Figure 9 (this page) for definitions of hanger nomenclature (W, H, B). These hangers have a 45° skew. 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HSUR/L series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. FIGURE 9— HSURIL SERIES HANGER 1b7,2— Wo zAl'LS1 flA-AQ Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION Permit Type: BUILDING JOB ADDRESS: 2 3 . ' 2-!'.1 City: Miami Shores Folio/Parcel #: FBC 20 Permit No.3 ga Z34( Master Permit No. ROOFING Is the Building Historically Designated: Yes NO Flood Zone: OWNER: Name (Fee Simple Titleholder): aS't Address: City: Y s Ow_ State: L- Phone #: 3121-613 Zip: 33' S 1 Tenant/Lessee Name: Phone #: Email: CONTRACTOR: Company Name: 049) eAtA., Phone #: 13 4Th. Address: City: Lth04". Dr if A03 Mat 2WA ‘tZ ilAf State: Qualifier Name: 645411.0 417`'t ; State Certification or Registration #: C(ck i al 1tf Certificate of Competency #: Contact Phone #: Email Address: Sip`d�ll 1 �� Phone #: Zip: 331 q i Phone #: '- 6 f, ,DESIGNER: Architect/Engineer: Value of Work for this Permits$ A' Square/Linear Footage of mark: Type of Work: OAddition .,v. k DAlteration ",ONew.,...ry,, , , . igRepair/Replace DDemolition Description of Work: 7.4310 7.4.1 Co ' Otig � ea LocArta :zc ..a3fr:,,, A,Qv& s Czsg Q Q °fig Color thru tile: ****+x***+x **** * ******** ** ** :***** *** **** Fees* ****** ********** ****** *+x ****+x ********* ***** Submittal Fee $ Permit Fee $ 1) CCF $ CO /CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ No : -:._ Training/Education Fee $ Technology Fee $ Structural Review $ TOTAL FEE NOW DUE $ �� Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC OWNER'S Ali kIDAVIT: 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 e ':ding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law bro ill be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of comme . ement ' ust be posted at the job site for the first inspection whi curs : - ) days after the building permit is issued. In th% absent' of such posted notice, the inspection will not be r , ro f' spec ion fee will be charged. The foregoing instrument was ac . wledged before me this day of del, 20 I, by , day of ®CA\-- , 20 I2, by who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: C- The foregoing instrument w acknowledged before me this Signature ontractor Sign: Print: My Commission Expires: as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expir - ut..iic Stare of Florida •a Fat,m1.,:.ato amm .4i .' t E 179869 itzy6w°'� *****+ x*+x *+x+x+x ***+!• ***** **** ********* *m ************************* * ** ****a+x*******m+x**** APPROVED BY /0d6' /.._P Tans Examiner Zoning Structural Review Clerk (Revised 3 /12/2012)(Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) Miami Shores Village Building Department NOV iliSOMEW21 NI 0 6 2012 J, 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING Permit No. T.21 11 2 PERMIT APPLICATION Master Permit No. (2- - 2-3 41 FBC 20 Permit Type: Electrical OWNER: Name (Fee Simple Titleholder): JJ� Phone#: O1/416 (3J ) - Address: 2-40(91- -1 .A4 56)4. -FP 30 ( City: gACW- State: L zip: 3319 3 Tenant/Lessee Name: Phone #: Email: JOB ADDRESS: City: 7-0 ki 2- '4- Sr Miami Shores County: Miami Dade Zip: Folio/Parcel #: Is the Building Historically Designated: Yes NO Flood Zone: CONTRACTOR: Company Name: "'` V l era_rat- Phone #: Address: 1 cY a( 1 Out, U p 2 City: k✓•--1 State: Qualifier Name: kDQtO VIAi. N 2 '' State Certification or Registration #: O (o JJT O S Certificate of Competency #: Contact Phone #: Email Address: DESIGNER: Architect/Engineee Phone #: Zip: 3OiS Phone #: Value of Work for tills ei ini1 Type of Wor c dress OAlteration UNew - ORepair/Replace ODemolition . `„' ACV � 1' . 1 ` s ° ,m . ,, ,,, z-o 5 AAJ6 cc-S ai W 6 9-14 Q.,evio..` -7\3 a >aJ5_� f I -Square/Lineal-Footage 'of Work Des ******** ****+ x+ x* a: ***+x***+x+x*+n*** *** * ***** Fees:***** x:+ x*x:+ x**+ x+ x*****+ x*****+ x*+xa:+x****x:******** Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ CCF $ CO /CC $ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE r1 ) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and 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 commenc ' ent must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In th ab ence of such posted notice, the inspection will not b nspection fee will be charged. Signature e app and a 'r' ent Signature ontractor The foregoing instrument ^ . s acknowledged before me this 22-°A—The foregoing instrument was acknowledged before me this _- day of eCir , 20 ,L, by ?5,1 , day of , 20 a., by itiViLA5 who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Notary Public State of Florida Patricia Faggionato Qa My Commission EE 179869 Expires 03/1512016 Sign: Sign: Print: Print: My Commission Expires: as identification and who did take an oath. NOTARY PUBLIC: Notary Public State of Florida Patricia Faggionato +�j My Commission EE 179869 'o Expires 03/15/2018 Air II 1 T My Commission Exp ' s: **** *: x* *******x: x: **** ****+x+x*** ***** **:x+x *+ six****+ x***** **+ x***** *********+ x**aa ****s<*** *+x*x:+x**** ***** ****** * ***** APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised 07 /10 /07)(Revised 06 /10 /2009)(Revised 3/15/09) pMiami Shores Village NOV 0 6 2(12 Buildin g Department De > 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION FBC 20 Permit Type: PLUMBING_____- OWNER: Name (Fee Simple Titleholder): 1 a t h lid .% w re- + Permit No. PI 11 23.4:7 Master Permit No. ` — cam`— a 3 51.4. Address: 04 g ..S e ✓c/ City: 41A/044-41-4— %JCL State: :F7-1-- Zip: 5 mss-! Tenant/Lessee Name: Phone#: Email: JOB ADDRESS: 02'S Al !i 2L 'fret Z • City: Miami Shores County: Miami Dade Zip: Folio/Parcel #: Phone#: Zeor X0 /-314- 7 Z. Is the Building Historically Designated: Yes NO Flood Zone: CONTRACTOR: Company Name: /Gt y $� �'1/� Phone #: Address:. C7 £ e rr " L City: 4t - Zip: 3 3 0 /3 Qualifier Name: ©S e. o C a v J U ttQ �i. Phone #: 3 0 C-1-1.- State Certification or Registration #: 14 2 Co 7 3 'Z Certificate of Competency #: Contact Phone #: i &'G' .1-3'2-1-1+7 V Email Address: DESIGNER: Architect/Engineer: Phone#: Value of Work for this Permit;: $ - •0 0 • Square/Linear Footage of Wotk: A}ltp ration ONew QRepair/Repiace DDemolition Type of Work: DAddr Description of,V ************** * *******************res******************************************** Submittal Fee $ Permit Fee $ CCF $ CO /CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $I • �' Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and 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 comrencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be appro %'. ' re` ection fee will be charged. Signature Owner or The foregoing in trument was . c - owledged before me this AtP day of CT , 20 12 by 2t' -t— 4 LN , who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: Print: My Commission Expires: Y Puc Notary Public State of Florida ir Patricia Faggionato My Commission EE 179869 Expires 03/15/2016 Signature Contractor k9,(4_ The foregoing instrument was acknowledged before me this day of /V0° f/ , 20 ,L„ by who ' personally known to me or as identificati sn and who did take an oath. NOTARY PUBLL: o has produced l Sign: Print: My Commission Expires: Glenn ' d e D1k8g6 fl2 ***** ******w*** * **** ***** x* aA*xAxAaAaAAx*rA*aA +x***AxxA**+xAx**** * **** * *sA+ x** sA***** xA***** ****Ax +xAx ***** *****aaA****sA+xAx *A *** APPROVED BY Plans Examiner Structural Review (Revised 07 /10 /07)(Revised 06 /10/2009)(Revised 3/15/09) Zoning Clerk BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) Jeld Wen Inc. 3737 Lakeport Blvd. Kalamath Falls, OR 97601 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade, County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately . revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptances if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "6' -8" & 8' -0"" Single Outswing opaque Insulated Steel Doors APPROVAL D • 1 : Drawing No "DC9970 ", titled "6' -8" & 8'-0 Single outswing Opaque Steel Edge ", sheets 1 through 5 of 5, 12 -07-07 and last revised on 02- 05-08, prepared by the manufacturer, signed and sealed by Nimesh Bhav , P.E., bearing the Miami -Dade County Product Control renewal stamp with the Notice of Acceptance number > d expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT ' TING: Large Missile Impact Resistant Limitation: 1.Units are of rated where water infiltration is needed, unless complies with exceptions per FBC. LABELING: Each unit : hall bear a permanent label with the manufacturer's name or logo, city, state and following statement "Mi . -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NO shall be considered after a renewal application has been filed and there has been no change in the applicable i uilding code negatively affecting the performance of this product. TERMINATION of th' . NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or m . ufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, adve sing or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this OA shall be cause for termination and removal of NOA. ADVERTISEMENT: e NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may e displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy • f this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available fo inspection at the job site at the request of the Building Official. This NOA renews NOA 02- 1211.13 and consists of this page 1 and evidence page, as well as approval document mentioned : e. The submitted documen ► -' on was reviewed by Ishaq 1. Chanda, P.E. MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305)375 -2901 FAX (305) 375 -2908 www.buildingcodeonline.com NOA No 08-0208.07 Expiration Date: February 11, 2013 Approval Date: March 20, 2008 Page 1 Jeld Wen Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufac s parts and sections drawings. 2. Drawing No "DC9970 ", titled "6' -8" & 8'-0 Single outswing Opaque Steel Edge ", sheets 1 through of 5, dated 12 -07-07 and last revised on 02- 05 -08, prepared by the manufacturer, signed : d sealed by Nimesh Bhaysar, P.E. B. TESTS (Pho • copies from files # 02- 1211.13), original test report conducted per SFBC, 201, 202 and 203- , now termed as FBC, TAS 201, 202 and 203 -94. 1. Test repo on 1) Air Infiltration Test, per TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per TAS 202 -94 3) No Water Resistance Test performed. 4) Large Missile hnpact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per PA 202 -94 along with m : ed -up drawings and installation diagram of single outswing and inswing residential in ated steel doors, prepared by Certified Testing Laboratories, Test Report No(s) Test Report o. CTLA455W, dated October 11, 1999 and CTLA650W, dated January 03, 2001 and, both si i ed and sealed by Ramesh Patel, P.E. C. CALCULA ONS: 1. Anchor • ; culations prepared by O.M. Engineering Services Inc., dated 02- 05 -08, signed and sealed by Nimesh Bhaysar, P. E. D. QUALITY SURANCE BY; 1. Miami - ' : e e County Building Code Compliance Office (BCCO). E. MA CERTIFICATIONS (Photo copies from files # 02- 1211.13) 1. Tensile T- st prepared by Certified Testing Laboratories, Test Report No. CTLA455W, dated October 1, 1999, for steel samples, tested per ASTM E8 -93a, signed and sealed by signed and seal - . by Ramesh Patel, P.E. 2. Test rt No. ITS-J99006660-001, prepared by Intertek Testing Services NA, Inc., issued to Jeld- en Research and Development, dated April 8, 1999, for samples of foam, tested per ASTM 84-94 "Standard Test Methods for Surface Burning Characteristics of Building Material " and ASTM D 1929 -91A "Standard Test Method for Ignition Properties of Plastics" signed and sealed by Douglas Keith Tucker, P.E. F. STATE 1. Letter of conformance & "No financial interest" dated February 01, 2008, signed and sealed by Nime h Bhaysar, P.E. 2. Laborat. ry Statement of compliance, part of the test report CTLA455W & CTLA650W, signed : d sealed by Ramesh Patel, P.E. F. OTHER 1. This OA renews NOA # 02- 1211.13, expiring February 11, 2008. E -1 •k4Lt \.L Ishaq I Chanda, P.E. Product Control Examiner NOA No 08- 020 &07 Expiration Date: February 11, 2013 Approval Date: March 20, 2008 JELDVEN® Steel 8-r &8W S6YOLEOUTSWINQOPAQUE87EEL !DOE IMPACT STE ELDOORINWOODFRAME GENERAL NOTES 1. 2004 BUILDING P IS CODDESS (88/D TO 20006 SUPPLEMENTS) AND FLORIDA NDD "HIGH YELOCRY HURRICANE ZOSNFS' (HVHZ) REQUIREMENTS. 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. 3. PRODUCT ANCHORS SHALL BE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. IMPACT RESISTANT SHUTTERS NOT REQUIRED. 5. DESIGN PRESSURE RATING SHALL BE AS FOLLOWS: —FOR 6'8' WOOD FRAMES - SEE TABLE SHEET 1 —FOR 8'0' WOOD FRAMES — SEE TABLE SHEET 1 8. THIS SYSTEM WAS TESTED FOR 2.88 LBS. WATER PRESSURE AS PER PRO DOES 7. THIS PROOUCT DOES NOT MEET THE WATER REQUIREMENTS OUTBWNG IMPACT STEEL EDGE DOOR 1Common 10se6 naomtrlNmre1 DOOR LEAF CONSTRUCTION: Face sheets 24 ga. (0.0207 minimum thickness, Galvanized Steel A -525 commercial AKDQ per ASTM 620 with minimum average yield et • Fy®28,240 psi. Core design: Expanded polystyrene with 1.0 to 1.25 lbs. density, by JELL WEN. Panel Conetruatlan: Steel face sheets glued to expanded polystyrene (EPS). with steel top and bottom rails and steel stiles with a wood look block reinforcement The hinge stile contains a MDF board for added hinge support Forme Construction (Both Frame Tvoes)a The head jambs and side Jambs are mortised, butted and joined using (3) 7//8' x 2" sire staples. M bumper threshold OUTSWING thre�wfd was unitNzed at the sill. M optional afundnum ADA threshold le available. TABLE OF.CONNTENTS. 1 SHT 4 DESCRIPTION 1 TES TYPICAL ELEVATONS & GENERAL NOTES O 2VEERRCALCROS SECTIONS && BOM g E TieL A +80.0psf ONOSp TAIS t 5 UNIT COMPONENTS Div r■1114 `'FF. SINGLE OUTSIFIND UNIT /$J SCALE 1/2” 3' -1 9/4' OA tux FMK WON "— wax we011i, rs1x — v G ALL DOOR MODELS ARE VIEWED FROM THE EXTERIOR SIDE DESIGN PRESSURE RATING • ',HERE w 1ER WPR]RANIN et NEEDED EM 1waT eanmulON �N! E3 rxfT tIk�FFD REQUIROaM 6'8" (X) +80.Dpsf — 80.Opsf +80.0psf — 80.0psf 8'0" (X) +61.0psf — 65.0paf +61.Opef — 65.0psf UNIT SHALL BE INSTALLED AT LOCATION PROTECTED. BY OVERHANG SUCH THAT OVERHANG RATIO (011) - OH LENGTH /OH HEIGHT GREATER THAN 1.0 LI SINGLE OUTSWhVD UNIT (') SCALE' 1/2" =1' —O" 10 PRODUCT RENEWED 14001411112146 rbe Florida Mans code eNe 'd,447 !>dpindm Oats ag V1 MESH = HAVSAR FLORIDA P.E. NO. 58 661 1014 OE su mo sat4 d8, wc. PA. Oat eOWPo ORINOA FL 391411 1.4. 291121 z Dabs 12/07/07 SAS NOTED Dea sW EAG areL ee,S. SAFFELL ORaa1NO NO.: DC9970 oar 1 of 5 } 2 1/2" MIN. 0 IMMO © 3�il�!4i �l� SEE DETAIL A ON SHEET 5 t00 03 0 VO 00 03 ID 13 08 g 00 0 0 m 1 1/4° MIN. EMBED 1/8" SEE DETAIL A ON SHEET 5 °olo {zm. 00 El EU X g 0 0 0 0 Mk QESQ8leniaN 1 LATCH JAMB 1//4' x 4 9// PONDEROSA FINGER JOINTED PINE) PINE PINE j(41 JOINTED 3 HEAD JAMB (71 1/4" x 4 8/18" PONDERSOA FINGER JOINTED PINE) PINE 4 4° x 4" BUTT HINGE 12ga4 " HAGER) STEEL 5 #9 X 1" PFH WOOD SCREW (HINGE TO DOOR) RIM 8 x x 3/4" PFH WOOD SCREW HINGE TO DOOR STEEL STEEL 7 PFH WOOD SCREW WITH 1.15 MIN. EMB. INTO SUB —BUCK 8 #10 x 2" PFH WOOD SCREW STEEL 9 3/18" TAPCON (MIN. EMBEDMENT 1 1/4" INTO MASONRY) STEEL 10 ADA EXT. ALUMINUM THRESHOLD (MODEL 8083 -15) ALUM. 11 NOT USED ALUM. 12 OUTSWING BUMPER THRESHOLD (1.0" x 4.825") — 13 COMPRESSION WEATHERSTRIP LEGEL Q —LON QDS 850 FOAM 14 #12 x 3" PFH WOOD SCREW STEEL 15 #9 x 1" PFH WOOD SCREW STEEL 18 FACE SHEET 240A. (.020" THK. MIN.) GALVANIZED STEEL STEEL 1 #8 x 2" PFH WOOD SCREW STEEL 18 TOP RAIL. (1.73" x 1.21" x 0.021" THK) STEEL 19 BOTTOM RAIL (1.73" x 1.21" x 0.021" THK) STEEL. 20 SIDE STILES (1.73" x 1.21" x 0.021' THK) STEEL 21 WOOD LOCK BLOCK (1.87" x 3.0" x 18.751 WOOD 22 STRIKE PLATE 23 MEW BOARD MDF 24 0.50" x 1.89° DOOR BOTTOM SWEEP VINYL 25 WOOD LOCK BLOCK WOOD 28 EXPANDED POLYSTYRENE (1.0 to 1.25 Ib. DENSITY) BY JELD -WEN FOAM 27 KWIKSET TITAN SERIES LOCK ( #200) OR (#880) — 28 YALE HERITAGE SERIES DEA080LT — 29 LATCH SCREWS #8 x 1 1/2' PFH WOOD SCREW STEEL 30 NOT USED — 31 2X WOOD BUCK WOOD 32 1/4" MAX. COMPRESSION "$HIM WOOD 33 18 GA. 7/18' CROWN x 2 LONG STAPLES STEEL DUCT RENEWED cOMPIXI0 with Matra Balding Cade AsteptanceN 1 3/4"1----4 MIA rn 0, O • 0] VERTICAL CROSS SECTION TYP1 - OPTIONAL COArRWTE INSTALLATION SCALE' 3" =1' -0" 2 1/2° MESH BHAVSAR FLORUO4 P.E. NO. 58881 (01 VERTICAL CROSS SCION TYP. 2 WOOD FRA.W' INSTALLATION SCALE. 3" =1. -0" CDVERTICAL CROSS SECTION TYP. 2 CONCRETE INSTALLATION SCALE~ 3" =1 " -O" MA" or eemliottrm� m MSS minx. N. =OM XXXLI wIMImRS a! king li x o (31 BYES. SAFFELL BWOYWO N0. DC9970 37 3/4" MAX. FRAME WIDTH EN, INC. %KEPORT BLVD. TH FALLS, OR, 97601 - 882 -3451 © ® 36" MAX PANEL WIDTH 00 m IOR ! ©- Q OA\ "will s' -- , s,. fiwowf i,:� Q *1l �.,�� ia � I co co SEE DEUANL A ® INTERIOR ON SHEET �1 1/4" 1/4" MAX. SHIM SPACE —Ik- '--1 1/4" MIN. EMB. CRO S SECTION TYP. PRODUCT. 6 --8 & 8' -0' SINGLE OUTSWING OPAQUE SIt±L EDGE IMPACT HORIZONTAL CROSS SECTIONS 8 OHORIZONTAL FOOD INSTALLATION SCALD 3" 1. -0" 37 3/4" MAX. FRAME WIDTH PRODUCT RENEWED .acomD4'Gi 0wwk6 /WW1 ® 0 ® O 38" WAX. PANEL WIDTH o/ 38" MAX PANEL WIDTH © no 0000 �� cm n oar ®® Ne , :.,r ..' E .,. _ irGT,'t ��1I1� , I ©-` � �® ,� ��: 1313 1313 N 2Rig� ®IIA 2 5/8" . 'O II 9 I Ni I SEE DETAIL A INTERIOR 0 . 2 5/8P 1313 .. 1313 13 13 1313® "m II II 11 ®A 6 m 9 ■ O1m OIO °' MIN. ON SHEET 5 © MIN ® 0 0 110 1 1/4" MIN. EMB. I --1 101/4' I --1 1 1/4° MIN. EMB. O® op ®� 1313 B HORIZONTAL CROSS SECTION TTP o-t 3 CONCRETE INSTALLATION SCALE' r =1. -0" MIAMI BHAWR , FLORIDA. P.E. N0, -56881 A /444'' " `/ � 404 .. I ENaw7RIB INC PA 109laGW PFa O. „, of k _ N aoa v D17Fi 12/07/07 a .. wAS NOTED MD. BY: EAG cm. Br.S. SAFFELL DRAW NO. DC9970 BHEEr,-3— Sr 9 1 9 1 9 1 9 1 9 1 9 1 9 1 1 1 1 1 o OS ti LU c, _ DETAIL A SCALE. 3/8" =1' -0" 1 1 OUTS�NC SALE UNIT (1) SCALE. 1/2" ALL DOOR MODELS ARE VIEWED FROM THE INTERIOR SIDE 1 1 ANCHORING U (X) SCALD 1 /2' =1' -0" DETAIL B SCALE. 3/8" =1' -0" DETAIL C SCALE. 3" =1' —O" DETAIL D SCALE. 3" 1• -0" PRODUCT RENEWED e PRODUCT the Florae am Ne O: 07 Deft a 1 1 0 0, Mf N O Z NIMESH BHAVSAR. • FLORIDA P.E. NO. 88861 MI . IP a aDea ase MOW. of Merprealion N. .12/07/07 SAS NOTED wm ett EAG res. SAFFELL DRORIND N0: D09970 DaEr 5 or 5 %� /�j /j7 %zj% 3/4° I..- 2 3/16" —I -7 1 1 9/16" 13 COMPRESSION WEATHERSTRIP SCALE: 6" =1' -0" fiTfN OVINTL BOTTOM DOOR SWEEP SCALE 6" =1'-0" MY %! .L SCALE: 6" -1' -O" 0011/R TOP RAIL & SIDE STILE SCALE 6" =1' -0" 4° p-- 2 1/4" —I 1/2° 18 3/4" for 8'-0° DOOR 11 3/4° FOR 6' —S" DOOR '4 ALUMINUM THRESHOLD SCALE: 6" =1' -0" k1 3/4" 1 4 1/4° 1 3" IA. VARIES WITH HARDWARE USED ' E BLOCK SCALE 3" =1' -0" 1 3/16° BOTTOM RAIL SCALE: 6" a1' -0" 1 3/16 1 23/32° %z OUTSWINO THRESIMI&D SCALE: 6" =1 -0" I 1 3/16" 1 1 /8 °BD ___L notstobiag MTh Ole Worlds mosift a No0 ant "`: z3 V1F BOARD SCALE 6" =1' -0^ 3/16° C —SNK. /+ I • PETAIL A SCALE 1/4" •1' -0" a 4 000 norm 0 tat 0 NIMESH SMEAR FLDR1DA P.E. NO. 88881. MVO 12 /07/07 srwitAS NOTED D48.8Y EAG aft EYS. SAFFELL DRAWN; Nos DC9970 aW WaltElli =NOM as. P.6 904 004NB MUM SI. 32108 cN a. rm. + sr 5 of 5 MIAMIDIADE COUNTY DEPARTMENT OF PERMUTING, ENVIRONMENT, AND REGULATORY AFFAIRS (PERA) BOARD AND CODE ADMINISTRATION DIVISION NOTICE 01? ACCEPTANCE (NOA) Florida Storm Panels, Ii e. 14475 N.W. 25th Avenue Opa- Locka, Florida 33054 MIAMI DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175 -2474 T (786) 315 -2590 F (786) 315 -2599 y flpw.mlagtidade.gov/bullding SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be $lid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade ty) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the ma:pufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requiremts of the applicable building code. This product is approved described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 0.029" (min.) Galvanized Steel Storm Panels Shutter APPROVAL DOCUMENT: Drawing No. AD 12 -32, titled " 22 ga. Galvanized Steel Storm Panel -LMI ", sheets 1 through 4 of 4, prepared by MCY Engineering, Inc., dated Apri102, 2012, signed and sealed by Yiping Wang, P.E., on April 06, 2012, bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each panel shall bear a permanent label with the manufacturer's name or logo, city, state, the following statement: "Miami -Dade County Product Control Approved ", and NOA number, per TAS -201, TAS- 202, and TAS -203, unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this) NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy Of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 07- 0817,03 and consists of this page 1, evidence submitted pages E-1 and B-2 as well as approval document mentioned above. The submitted documentation was reviewed by MI y A. Makar, P.E., M.S. APPROVED 5/17it•/Z NOA No. 12-0410.01 Expiration Date: 01/23/2013 Approval Date: 05/17/2012 Page 1 Florida Store Panels. Inc., NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #02- 1120.02 A. DRAWINGS 1. Drawing No. 02- 868-111, titled " 22 ga Galvanized Steel Storm Panels ", sheets 1 through 4 of 4, prepared by Frank L. Bennardo, P.E., dated November 18, 2002, last revision dated January 02, 2003, signed and sealed by Frank L. Bennardo, P.E. B. TESTS 1. Test report on: Uniform Static Air Pressure Test, Large Missile Impact Test and Cyclic Wind Pressure Test prepared by Construction Testing Corporation Report No. 02 -041, dated November 18, 2002, signed and sealed by Yamil G. Kuri, P.E. 2. Test report on fastener by Construction Testing Corporation Report No. 02 -007A, dated May 06, 2002, signed and sealed by Yamil G. Kuri, P.E. 3. Test report on Wood Bushings by Construction Testing Corporation Report No. 02- 038, dated October 07, 2002, signed and sealed by Yamil G. Kuri, P.E C. CALCULATIONS 1. 22 ga. Galvanized Steel Storm Panels and Anchor Calculations, sheets 1 through 26 of 26, dated November 18, 2002, prepared by Frank L Bennardo, P.E., signed and sealed by Frank L. Bennardo, P.E 2. Anchor Calculations, 9 pages, dated November 18, 2002, prepared by Frank L. Bennardo, P.E., signed and sealed by Frank L. Bennardo, P.E D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report. 2. Certi, fi ed iTensile Test Report issued by Certed Testing Laboratory, Report Number 1098H, dated October 29, 2002, signed and sealed by Ramesh Patel, P.E. 2. EVIDENCE SUBMTTED UNDER PREVIOUS APPROVAL # 07- 0817.03 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami •Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. None. E -1 • 44JtL41 y A. Maker, P.F., M.S. PERA, Product Control Unit Supervisor NOA No 12-0410.01 Expiration Date: 01/23/2013 Approval Dates 05/17!2012 Florida Storm Panels. he. NOTICE QF ACCEPTANCE: EVIDENCE SUBMITTED 3. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. AD12 -32, titled " 22 ga. Galvanized Steel Storm Panel -LMI ", sheets 1 through 4 of 4, prepared by MCY Engineering Inc., dated April 02, 2012, signed and sealed by Yiping Wang P.E., on April 06, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. None. E -2 H A. Make. aker, P.E., M.S. PIMA, Product Control Unit Supervisor NOA No. 124410.01 Expiration Date: 01/23/2013 Approval Date: 05/17/2012 PRODUCT IMMO 6D0ATION a7s Ilerr a1r .28? 1-+ 12000• PANEL COVERAGE PRODUCT EEO OPTIONAL 1.312" 14488" PANEL LENGTH GENERAL NOTES: 0.1 1.00' I N DOP 16 GAGE (4e&061VGAI.V. �. 5. 6 PitODUCT REVISED es complying TTIOI>ffina141n Mae Code Amerman No +O •.O 1. THE SHUTTER 8Y8TM1 EASBEENOP. MIDTESTEDASALARGE MMUS MACE PROTECTIVE 8T81EM NACCOMA W INITHEE FLONDAMILONOCOMMEA OPROTOCENTMEN FORIAR88 MIME MAW. TM 902 FOR UNIFORM STATIC A8t PRESSURE ANDTAS 215 FOR CYO.ICMELO :12SL LEO 8% INCREASE IN GONE8TRE868EENEEOINTHB O M= OF1HU ANCHOR SPACING TMO. &POIN11 ND NEGATIVE OMEN PRESSUREBTO FOUS+EDORRIlRSE ORAMIE SHALL El OBTE WBIER BY OTHERS ON AJO CBA&8 IN ACCORDANCE WITMEROOOER6R6 CODE. MEN NEE 7.106USPA TO CALCULATE PRESSURES FORME VETH TIM PRODUCT. TIE USE CPA O MMONO2TY FACTOR10M55518N10N®. 4. THE NETTER SYSTEM DBTAILEDVEREMMO VEREAN)0O6NOT PRIMER E8'OR WT ICI FORA SPECIFIONTIL 0 ME E W 141 000/18 Oawn EROI THE WNATICMDETN= FEREN.AL ENGINEER OR REMI ERIE MOOR= MALL PREPARES= fl y DOCUMENTS TO OR USED IN CONJUNCTION V INTH600O18 NT. a. PERNIT F RMAL.VERIFYTEE ALEMACY OF THE 5X1STIND STRUCTURE TOWTI@TANDADDt O81L00>O, LOOM & STORM MELEE/NUM MA STEEL (ONMOMED THEME POEM IMO CONFORMING TO NEM MBA STMOTURAL GW. 00ARNOWRNAiEN. F(r.80.D FXI �MALLEH 60864BAL(RIO UMALIDY. T. PANEL518108.1 .8iPEMINEN1I.YLABELEDWTHAI MI5OOROPE MAPMXI PER PANELA8FO LOW& FLORIDA STORE PANELS. 1100 OPM.ODKA,FI.OIimA 12211.203 COUNTY PROD. COMMILAPP & SI'O8MPMEL8 HMS MEN OBBIONEDANDIEBTEDTO TPEMAEIUM SPAM AND LOMB MOAN ON TEEM OPVCAM38. REFERENCE CON$ TRUCRICITMTDEi00RPORATION OTM.OFMO E NOM REPORT NO. E.OM. &TOPBBOTTOM OETMS MOON MAYBEONTOASNIE COMITICEOOTAYB. PANFEBNAY BE MODII®PDEBORALLYWIEtE APPUCMILE.EXCEPT FOR MOInS cc 010121QSN War•(C HEADERS. . ALL BOLTS EYWIMN MALL BE2INOOONIED. GEMMED OR ST BTMM.E88 STEEL MTEAMU6MN4 TENSILE ERWINO80MIL OaT01 0.188 0.06r ® HEADER m 0:8EI806ALLOY) O11_.1,•1 .. r. _ t.600SM0V 288* 0.1171 Ilk 4.000• OPTIMA 114.20 STITCH BOLTS NITH ASHER8 IMNONUTS OVERLAPS I® )T0 GPM WEE APPROPRIA T PM VIM BOTTOM MOUNT (CONN TYPE A8 REM LE WASHER HEADER END CAP 21881.0514081001586•V 1]6P0@PTTROIIL .. NT$ 4.06? TOPMMIE TYPE AS LAST PANEL TYPICAL PANEL MELAMINE OBSTRUCOON ]111.1,: Imo_. •1. 164•408.8.810MNt8 (*MACCffi DOLTS* V AMEN 1MNORUI' ®PA'OATYP. 18010 LV$TEM. BENT RAE 01048•081.1100 OR 212110.12/5" 11 \tl OVERLAP WALL BEYOND OWO CE STAN GREETER THAN OR EOIAL ALTO1bTREE BU LD.00T DISTANCE MIN FRCEECT2416.76) ENURING 8240' CONCRETE MAX BLOCKORWOOD MONO COSTING OCoRETEIOL W KOCKORWOOD FRANCE TOP MOUNT MEI BELOW, motiwripa NI RECO) 11, OmDaxrcn J 6 RE YW1 WINGTBP @OVERAPBC=SPAN DIRE APPROPRIATE SPAN TAE.@ •, i 0 11/J _ •.11. P!. .=4. 1 11•„ _.:P. !.L •l -! 1I.{. 711•n. 0380' MAX ALA& ANGLE N) CR WAN CLOSURE PIECE @(1OETM.BABO O LEG DIRECTION MAY BEREYERSFA 1.000' MIMING CONCRETE HOLLOW BLOCK ORME, FILMINO PASTMER @ VP 0.11. FOR DE818N LOAM LE88-TV MO DE TO NM OMB APCHOR MEOW POR ANY MO PELEANCHM.FOR OF&0N LCMESGREATMRTHAN NMMEALYY ANGLE =MB .PIECE ONLY VBTE ANCHORS 010'O.R MTENER O 140.C. FO*DESE N LOADBLEBSTIBW OR EQUAL 70 N A EIMANOHORSCIMELEFOR .FORD281ON LOAVESOREATEITHA( MN LEE ALUM PIECE 18 YTHA�NOORam @1PO.C. METING AB TNt® dL NOT 2-60 0.1* =t 11 •-•1 l u!..1�1. 7!e1 liC Q N.T.B. Da 1TP8 MM MNRIOR MERE RENOE A E r3FOR NAIL SPASM sI1aRILEONAYES RBYERDTOMOS TPEOPBIRa1 exerosoommem WILLOWELCCCOR T<D®AfAie[P (CAB to D4mE RERDIENCE MICR WHEDULIMIRS BPADRD STRUCTURVI OBUILP.OUT MOUNT SECTION ® LTA 1NO0RSS'BA. raSaPRINaEW sumac. ENBTN000INRETE HOLLOW BLOW ORWOODRUNINi. BBB ANCHOR SDNBO MED ONTIPEQ+STRUCNE OSOaO@QINNITYPE lierettallan ANCHOR ina. SPACING REOOOLABS SEPAROISI moms OPIRlPO.NRLONR 1gWINR10ONFINR4IRJIE (ATNSADESORBILL) I�iu aP OR WOODPRAYIISP WxBaE a6»AIa: MID MT,! OPBTRUO1teN ® WALL MOUNT SECTION LTs -2114: 04115. MOM SCRIM, vow sow aa MICONMICTIIIN REPBRENCEANR1oR 41:141111)18 SS FOR NM O"F" TRACK /DIRECT MOUNT SECTION ' LLB. OCEILINGIFLOOR MOUNT SECTION J LTA. MAXIMUM ALLOWABLE MINIMUM SEPARATION SPAN SCHEDULE Waige-Mant-LAPARG 1141.441 1 ItoWM NM DM ATE 26 157-7' 10-2' 30 10'4 13-6' 98. 10-0' lad 39 94' W-P 40 or 4.T 45 P•4 545' 41 4.11• P-9" 10 4.10• 5,2. 68 3-6'. 1-11' 60 4.2 4.17 50 4 -3 6'-P 66 7-r 4$ 70 T$ 7'8 72 7'4' •4 75 7-2 7'-2 60 44 4-P 90 4d 44 100 44' 34 150 3•10' 4.17 126 341' 34 ' 130 4 1-1' 4.1' SPAN SCHEDULE NOTES: LIMIER GPM BOISIDULI W1TI 1NM11Y6OESION MAO10MTweE MUM AALLOMB78S'TORM PANELSPALSONML6NIA008PTABI.S FCRUS8 W ITE PDW OVB LIMOS UM VAN OR E01814.70 NEGATIVE DNNNLa1041. SJNISRPOLA1ONBSTESIEN LGBS0 ALTBGffiE.00O881E8/ENT 4611MLeta WOBTNO WOOD TRUSSES 024.0.0. NPA. L Lan Thar (Map paha) 4d 2.74 122 30 44 278• 1.94° 1P-8' 3.00' 3.00' 44 275' 1.26° 36 44 2.75' ' 210" 14d 3.00' 3.07 3-0' . a78'_ 129° 40 4$ 278' 227 P-9' 3.07 3.07. 4d 27S 1.32. 48 44 278' 241" W-4 2.02' 2.92 6'd 2.76' 1.38' 3-17 2.75' 2.73° 445* 276' 1.43' 3-3 278' 2.44 6'41" 2.75' 131" 750 276• 224 TABLE T2 NOTES: 1ANTER BPANSOIEA88 YRn7 POW,ne *MGM LOADTOOREM=MONRNAS0RI19 SPORT PANEL SEPMATION PROM NABS OR 0008 TO NH PROTECTED. SCHEME RI RECUIREDFOR USE WITI1PO0I T LOADS ONLY. R9OERPOIATIWI881 US1LOADS13 ACCMP AeE. OTHERIMSEI USN RENI1ENNt LOAD. EXTEMOR TUBBTO ECM= TRII8 CHORDS 53W a. MIND LAOSCREN BAIRITRUBB 04oa ext21a0nB•I NSTEELTLE11 V HMS{ TO RdLEOSTEPJ.1USBW46OER LOOS OESOR=MOM TRUSSES 49MilaTOPLAIlierl2C. TR118828 PRODUCTREVISHD ANN O'7lA. ISS MOUNT SECTION T HOU.OW81.03K CA or moues SET ALUM OR GALV STEEL SPAOM AS RE= CI COIDIECIMM41 ANCMORBIOSE AT 1234M ,E {EUEEPn°% op ammo= 1aFOR �Ne tIS8 ip .kp1NQ �y °j°i IEtm1gBL8A11e1M60NL7 i °A E3061teRWAL.PNIBN. ISOLDIMMURFAGS NOP MING ft AD12 -30 8 OT 4 OPTIONAL INTERIOR MOUNT INSTALLATION DETAILS irordriroor 077708 REFERENCEMCHCR 80111171.15 T4 FORUM. 8PACSID LE, 1O da OH VW M LAST PAISIMOUNTED LIMAYBERM TOSIdi MAX ANCHOR SPACING SCHEDULE 1 27 EDGE DISTANCE 32 49 66 72 173 ANCHOR LOAD 128122 6.4" 77 827102 37 82 828 67 32 87 128 0r 32 8.0" 325" 07 87 67 H 49 • e8 72 130 TYPE 1971a7ter tar 122187 67 LL7 tartar 65 0r 1x7187 64" 87 122167 s2 a" 120152 058 87 128107 67 88 122167 67 a" 122185. 62 8" 128187 88 a" Au OINTSS'OUD4313T LEAD SHELDANCHOR 709(118 •358 1/29016).249 41 05 es x 05 04 a 05 O1 05 a a 1221x7 77 7.2" 838117 42 87 825 8.8' 052 6.r 827 81" 3e" 42" 627 0.1" 3" 4.7 1M"00404"656000 39 12716710210.0" 197182°18.0' 189' 127130" 172937 187 0.00 TAPCON 40 120'182162167 127187 110 137 122 182 8710.7 180' (MW 8320 PSI CORM 83 12818218.2187 19211.7 8211.7 127117 87105 88 0e070.483 0 72 192182187148' 187107 87107 122187 0710.5 Vasa ''' WU° Vap618 .47310 Se 21-77. 635560 130 122182 02 108' 197182 82107 12216.' 07102 49 89 49 127167 187 112 128' 18.0" 187 ear 12218.718•107 12.7 930 107117 137180 10.712.1" 127187 77 98 ALL.POINT880LID49T 967 88 - 138187182187. 125187 72 97- 197187 'T 1 17 Tasp(27.428 1ar 12 197187117122" 147182 7.1" 02 197182 7.7 92' ,� . Yaap6b)•418 130 127182 7.7 87 147180' 7.7 02" 12.7180 77 92" 72 11221.2' EMBED 38 127102102187 127180137187 127182 87127 west-roam EL00 P4169281B (30713332 PM MOW) 761608.37200 49 88 • 72 12.12107 180 180 127 18.214710.7 02210 X7 .210137 148' 182 87124" 127 180 60 107 12.7182 82 9r 126°180 82 17 180 87 UP *2107 87 99" 72 WW1) .766.00 130 198187 62 or 127152' 82' 9.8 128182 62" 92 1 14721414" EMBED ELCA 7470074 1127015. MOO 11663(1) •88847 1K'x1.7(4°BMBBD 32 49 66 72 173 ear 18r/479ar 12718.2127127 127 167 8710r 122167 57 87 823" 92" 87 87 197147 77 09" 8.46.928' 87 72" 028.96." 4.7 82" 898 97 37 82 836' AT 87 87 128122 6.4" 77 827102 37 82 828 67 32 87 128 0r 32 8.0" 325" 07 87 67 H 49 • e8 72 130 122167167182 127187180 137 127 117147 110 182182 09' 87 122188 09' 4" 1971a7ter tar 122187 67 LL7 tartar 65 0r 1x7187 64" 87 122167 s2 a" 120152 058 87 128107 67 88 122167 67 a" 122185. 62 8" 128187 88 a" Au OINTSS'OUD4313T LEAD SHELDANCHOR 709(118 •358 1/29016).249 IM3144754BBD 0.00 PAN0.ROATH Tamp) •20476 Yap6M.23m68 89 49 • 66 72 130 tar 19.2147197 127'8711.2 92" 145182 82" 87 81212" 18" 89' 627 97 6" 47 1221x7 77 7.2" 838117 42 87 825 8.8' 052 6.r 827 81" 3e" 42" 627 0.1" 3" 4.7 828117 67 8.28 9A" 8r 40 x86' 8.r 8.4" 42" 625 67 8.4" 42" 8.28 67 52 47" 0.78 EDGE DSTANCE 11 "x2"THREAD PENaTRAA0SOREN TWO/ .35993 Lapp) 82117 89 a es 72 130 814 31437 THREAD PENETRW 055REN 7.24468 .23490 0x70).9174 se 48 68 72 180 711froNV bBE0 BRASS BUSHING B 7420 SCREW 40000 •) • 234811 Y45(3)•232.89 37 49 • 18 72 190 12711218.7 7.7 127187127 47 12718.0' 82 89" 128' 117187 07 142'18.0' 17 82 14718.7 07 5.7' tar 1821a2 3.7 122117 67 30 128110' 87 127187 95'47 458182 8.7 22117 52 127 MO 57 128102 67 167 67 125" 18718W 7 127148 07 67 128167137 87 818" 117 4.7 87 127187 97 87 81811" 87 122147 87 4.7 827104' 57 827117 3.7 02710.2 97 126° 117 68 0.4" 82011.7 47 8." 127 107 SO 67 022107 3.7 07 127152 82 45 127 137 058 85 816'112'4787 818' 107 38 ®91715" 32 122110" 8.3" r 123° 197197197 128192 tar 197 127107 97 0.7" 1281458787 827107 37 92 127132 6.r 828102 4.2 805 118'10782 e7 8.22107 sr so 828'10..37 87 ANCHOR SPACING 11" 91442 SITED 8400 WOOS 746306). 29870 Yapnb).388.07 s0 49 se 73 130 187' 162 787 182 117 182 5" 147 6r 132' 77 108 37 13.4' 84" 1 2 87" 1W21.7171MTEED ALL-POINTS 1301.13.027 LEAD WELD ANCHOR VasX18 .249.00 '32 49 72 130 tar 188" 167 102 82 140" *8" 182 ear 187 89' 8.8 44. 4.4' 182 100" 187 150 197 07x4114'EMBED SL00 PANELMAT8 Tap(b) • 204.78 9389618 .23391 $8 48 • 60 72 130 187 182 100 8? ar 182 167 16.0' 13.2 124" 7.r 14.7 42 1x8 107 at" 6r ®ANCHOR SPACING SCHEDULE omormOYNT PM8*1.1045 001151) • 27 EDGE DISTANCE 127 t ® I ANCHOR LOAD to 51 ' CONNTYPE 08 CB SPANS TO CONNT7PE C6 00 49 1(4"2144'WEED 32 '•142 102 189" 182 88 ELCO TAPCON 48 467 187 117 987 73 (HEN 3320P31 CORP 6s 180' 117 77 187 130 T05pO0 •48300 88 '147 182 82 182 89 Vasa ''' WU° 72 4117 102 67 102 49 11291.712 EMBED 39 089' 182" 14.8" 967 • 55 AL.PODI8S UD.ET 48 187 18.7 1ar 187 - - LEADAHIELDANDIEW - .. 8 ,� . tar- �. -_� 167 .. 39 705619 - 42100 113834119 .42999 72 07 187 88 987 49 • west-roam 30 '18X7 180 127 18O 72 ELCO PANE MATE 48 :187 187 85 187 130 OEN 3351PS CIX4Q • 55 187 187 6r 160' T4tm(3) •.37287 68 117 167 47 152 Yap(3)•56529 73 85 137 47 182 11" 91442 SITED 8400 WOOS 746306). 29870 Yapnb).388.07 s0 49 se 73 130 187' 162 787 182 117 182 5" 147 6r 132' 77 108 37 13.4' 84" 1 2 87" 1W21.7171MTEED ALL-POINTS 1301.13.027 LEAD WELD ANCHOR VasX18 .249.00 '32 49 72 130 tar 188" 167 102 82 140" *8" 182 ear 187 89' 8.8 44. 4.4' 182 100" 187 150 197 07x4114'EMBED SL00 PANELMAT8 Tap(b) • 204.78 9389618 .23391 $8 48 • 60 72 130 187 182 100 8? ar 182 167 16.0' 13.2 124" 7.r 14.7 42 1x8 107 at" 6r ®ANCHOR SPACING SCHEDULE omormOYNT PM8*1.1045 001151) ANCHOR NOTES: 1. SPANS AND LOADS SHOWN HERE ARE FOR DETER3EUANO ANCHOR SPACING ONLY. ALLO3RSLESTORM PANE. SPANS FOR SPECIFIC LOADS MUST BE WAITED TOTHOSE SHOWN IN MAX ALLOWABLE SPAN SCHEDULE (TABLE TT). 2. ENTER ANCHOR SCHEDULE BASED ON THE EXISTING STRUCTURE MATERIAI. BANIIIOR TVPB. SELECT DEMON LOAD GREATER THAN OR EQUAL TO NEOATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN ORPATERTHAN OR EQUAL TO SHUTTER SPAN. 8. SELECT ECT CCOMMECTION TYPE BASE) ON APPROPRIATE MOUNTING 00160371016 (SEE MOUNTING DETAILS ON SHEETS 2 83 FOR IDENTIFICATION OF CONNECTION TYPE). 4. ANCHORS SHALL BE DWTALLED IN ACCORDANCE MU MANUFACTURERS REDMAIIMMATIONS. 6. WHERE EXISTING STRUCTURE IS WOOD PRA9M1160, EXIST= 00NDITTONSMAY VARY. FIELD VERIFY THAT PASf8NERBARE INTO ADEQUATE WOOD FRAMIIO MEMBERS, NOT PL 0D. FASTENING TO PLYWOOD IS ACCEPTABLE ONLY FOR BIDE CLOSURE PIECES 0 WHERE LA0 SCE FASTEN TO NAMES/ FACE OF STUD FRAMING. FASTENER SHALL BE LOCATED IN CENTER OP NOMINAL 2"x"(1 1) WOOD STUD (35' EDGE =TAM ISACCEPTA8LE FOR WOODFRAM616G). WOOD STUD SHALL BE SOUTHERN PIE, 0488 ORORFATERDENSTY. LAO 6DSiWSNS.L HAVE PH IWPS PAN HEAD OR HEX HEAD. 7. •DESIGNATED REMOVABLE ANCHORS, WHICH ARE REQUIRED FOR OIREOTMOUNT BffiTALUATIONS SMACHBE SCHWAS SHALL HAYS MMINIUM OP 157 ENGAGEMENT OF THREADS IN ERSE�VHAVE EITHER A PAN HEAD. TRUSS HEAD.ORWAFER HEAD (SIDEARM 801.1 REVISED 4452IELIM EMBEDMENT AND EDGE DISTANCE EXCLUDESST000O OR OTHER MU. F pcyj 90. DIATE E ANCHOR COND8 ION8WHICH ARE NOT ACCEPTABLE FOR USE. iUdloj000 e A 03128166 ,_0 • rrks� n. !hit hq 1 ttttttttttttt ; t .E.' { PE 886983 T F7m(Q$ 17 : C.M8" 28877 fz• `AD122 -3O A 12 114•21.114°17/50 27 EDGE DISTANCE 127 1 ANCHOR LOAD SPANS TO COW TYPE 01 CA CAI m 0.6707E C7 C8 49 14rx1-3W6M800 39 18.0' 105 13.8" 97 88 1I.00 TAPCON 43 187 137 110" 8.4" 73 04063707461 0070 69 187 107 92 87 130 7817(38 . 38040 88 1292 97 87 58 89 0057())•320.18 74 117 62 87 02 49 117x140. EMBED 99 18.2 142 182 108' • 55 AWPW4f S SOI.IDOET 45 18.7 14.7" 139' 0.5 - - 123413011910 ANCHOR • 68- - 180'- - -12X1! - 407 -_ 17.. 39 Tapp) .4230 63 14.4" 101' 87 67 49 • Lapp) •42100 114•21-17 EMBED 79 187 97 97 82" 72 i8 43 18.7 147 110 10.r 107 87 7.4' 0.4" 81.00 PANELMATS 130 (010433 5P81C0010) • 88 115 07 77 62' Ta108). 287.80 M 9.T 77 87 42 V066(11).212.50 72 88 83' 6." 48 ANCHOR NOTES: 1. SPANS AND LOADS SHOWN HERE ARE FOR DETER3EUANO ANCHOR SPACING ONLY. ALLO3RSLESTORM PANE. SPANS FOR SPECIFIC LOADS MUST BE WAITED TOTHOSE SHOWN IN MAX ALLOWABLE SPAN SCHEDULE (TABLE TT). 2. ENTER ANCHOR SCHEDULE BASED ON THE EXISTING STRUCTURE MATERIAI. BANIIIOR TVPB. SELECT DEMON LOAD GREATER THAN OR EQUAL TO NEOATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN ORPATERTHAN OR EQUAL TO SHUTTER SPAN. 8. SELECT ECT CCOMMECTION TYPE BASE) ON APPROPRIATE MOUNTING 00160371016 (SEE MOUNTING DETAILS ON SHEETS 2 83 FOR IDENTIFICATION OF CONNECTION TYPE). 4. ANCHORS SHALL BE DWTALLED IN ACCORDANCE MU MANUFACTURERS REDMAIIMMATIONS. 6. WHERE EXISTING STRUCTURE IS WOOD PRA9M1160, EXIST= 00NDITTONSMAY VARY. FIELD VERIFY THAT PASf8NERBARE INTO ADEQUATE WOOD FRAMIIO MEMBERS, NOT PL 0D. FASTENING TO PLYWOOD IS ACCEPTABLE ONLY FOR BIDE CLOSURE PIECES 0 WHERE LA0 SCE FASTEN TO NAMES/ FACE OF STUD FRAMING. FASTENER SHALL BE LOCATED IN CENTER OP NOMINAL 2"x"(1 1) WOOD STUD (35' EDGE =TAM ISACCEPTA8LE FOR WOODFRAM616G). WOOD STUD SHALL BE SOUTHERN PIE, 0488 ORORFATERDENSTY. LAO 6DSiWSNS.L HAVE PH IWPS PAN HEAD OR HEX HEAD. 7. •DESIGNATED REMOVABLE ANCHORS, WHICH ARE REQUIRED FOR OIREOTMOUNT BffiTALUATIONS SMACHBE SCHWAS SHALL HAYS MMINIUM OP 157 ENGAGEMENT OF THREADS IN ERSE�VHAVE EITHER A PAN HEAD. TRUSS HEAD.ORWAFER HEAD (SIDEARM 801.1 REVISED 4452IELIM EMBEDMENT AND EDGE DISTANCE EXCLUDESST000O OR OTHER MU. F pcyj 90. DIATE E ANCHOR COND8 ION8WHICH ARE NOT ACCEPTABLE FOR USE. iUdloj000 e A 03128166 ,_0 • rrks� n. !hit hq 1 ttttttttttttt ; t .E.' { PE 886983 T F7m(Q$ 17 : C.M8" 28877 fz• `AD122 -3O A 12 114•21.114°17/50 89 127 87 87 87 0.00 TAPCON 49 107 7.7' 87 45 88 87 87 82" 32 Tae�p( ®)) •TIa00 73 75 40' • 87 35 YapOe) • 31500 130 42 45" 82 37 14#x148' EMBED 89 18.0" 128 104" 77 N1.POIAR880UD• ET 49 142" tar 92' 87 it LEAD SHIELD ANCHOR • 55 11.7" 8r 7." 82 8 7057(3).35890 Yap(b). 94000 72 190 92 67 7." 02" 67 87 47 47 1(4"x1- V"EMBS0 39 112 9A" 7.r 0.r 83.0 PANBLJ80.TH 49 • B.2" 08' 87 4.4" Tea70b)•20250 72 82" 48" 447° 82 Wasp • 19360 130 17 47 a" 87 ANCHOR NOTES: 1. SPANS AND LOADS SHOWN HERE ARE FOR DETER3EUANO ANCHOR SPACING ONLY. ALLO3RSLESTORM PANE. SPANS FOR SPECIFIC LOADS MUST BE WAITED TOTHOSE SHOWN IN MAX ALLOWABLE SPAN SCHEDULE (TABLE TT). 2. ENTER ANCHOR SCHEDULE BASED ON THE EXISTING STRUCTURE MATERIAI. BANIIIOR TVPB. SELECT DEMON LOAD GREATER THAN OR EQUAL TO NEOATIVE DESIGN LOAD ON SHUTTER AND SELECT SPAN ORPATERTHAN OR EQUAL TO SHUTTER SPAN. 8. SELECT ECT CCOMMECTION TYPE BASE) ON APPROPRIATE MOUNTING 00160371016 (SEE MOUNTING DETAILS ON SHEETS 2 83 FOR IDENTIFICATION OF CONNECTION TYPE). 4. ANCHORS SHALL BE DWTALLED IN ACCORDANCE MU MANUFACTURERS REDMAIIMMATIONS. 6. WHERE EXISTING STRUCTURE IS WOOD PRA9M1160, EXIST= 00NDITTONSMAY VARY. FIELD VERIFY THAT PASf8NERBARE INTO ADEQUATE WOOD FRAMIIO MEMBERS, NOT PL 0D. FASTENING TO PLYWOOD IS ACCEPTABLE ONLY FOR BIDE CLOSURE PIECES 0 WHERE LA0 SCE FASTEN TO NAMES/ FACE OF STUD FRAMING. FASTENER SHALL BE LOCATED IN CENTER OP NOMINAL 2"x"(1 1) WOOD STUD (35' EDGE =TAM ISACCEPTA8LE FOR WOODFRAM616G). WOOD STUD SHALL BE SOUTHERN PIE, 0488 ORORFATERDENSTY. LAO 6DSiWSNS.L HAVE PH IWPS PAN HEAD OR HEX HEAD. 7. •DESIGNATED REMOVABLE ANCHORS, WHICH ARE REQUIRED FOR OIREOTMOUNT BffiTALUATIONS SMACHBE SCHWAS SHALL HAYS MMINIUM OP 157 ENGAGEMENT OF THREADS IN ERSE�VHAVE EITHER A PAN HEAD. TRUSS HEAD.ORWAFER HEAD (SIDEARM 801.1 REVISED 4452IELIM EMBEDMENT AND EDGE DISTANCE EXCLUDESST000O OR OTHER MU. F pcyj 90. DIATE E ANCHOR COND8 ION8WHICH ARE NOT ACCEPTABLE FOR USE. iUdloj000 e A 03128166 ,_0 • rrks� n. !hit hq 1 ttttttttttttt ; t .E.' { PE 886983 T F7m(Q$ 17 : C.M8" 28877 fz• `AD122 -3O A 12 MIAMI-CADE COUNTY DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY A4TAVIRS (PERA) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE. 4N0A} Clopay Building Products Company 8585, Duke Boulevard Mason, 011 4504 SCOPE: MIAMI -DADE COUNTY PRODUCT CONTROL SECTION 11805 SW;26 Street, Room 208 Miami, Florida 33175 =2474 T (786)`3.15 -2590 F (786) 315 -2599 wevw:miam idade.savfneral This NOA is being issued under the applicable rules and regu lations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA -Product Control Section to used in Miami Dade. County and other areas where allowed Autho by the rity>Having Jurisdictian.(kHJ). This NOA shall not be valid atter the expiration date stated below. The Miami Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke,,: modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance if it is determined by Miami -Dade Conn applicable building This product is approv including the High Ve DESCRIPTION Lites APPROVAL D0 Lites ", sheet 1 of 1, Products Company, Control revision st County Product Co MISSILE IMPA LABELING: A p- number, the positive . instruction drawing statement reading bottom angle, or inn RENEWAL of this N the applicable building code negatively affecting the performance of this product TERMINATION of :s NOA will occur after the expiration date or if there has been a revision or change in the materials, use, andfor r anufactu a of the product or process. Misuse of this NOA as an endorsement: of any product, for sales, advertising or an, other purposes shall automatically terminate thisNOA. Failure to comply with any section of this NOA shall be c, - on. an .removal ofNOA ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida,. and followed by the expiration date may be displayed in advertising : literature. If any portion of the NOA is displayed, then it shall be done: in its entirety. INSPECTION :. A co be available for inspe This NOA revises N approval document The submitted doc 61' Product Control Section that this product or material fails to meet the requirements of the �, as described herein, and has -been: designed to comply with the Florida Building Code, city Hurricane Zone. teel Sectional Garage Door up to 9'-O" Wide NO Optional Impact Resistant a " NT: Drawing. No. 101702, titled "Single Car W7 Pan Door with impact Resistant ed 06/13/2008, with revision. 5 dated 0110612012, prepared by Clopay Building tend and sealed by Scott Hamilton, "P.E., bearing the Miami -Dade County Product with the Notice of Acceptance number and expiration date by the Miami- Dade 1 Section. RATING: Large and Small Missile Impact Resistant ent label with the manufacturer's name or logo, manufacturing address, model and negative design pressure rating, indicate impact rated if applicable, installation ferenre number, approval number (NOA), the applicable test standards, and the 'arni -Dade County Product. Control Approved' is to be located =the door's side track, surface ofapanel. . A shall be considered :after a renewal application has been filed and A 1 it APPROVED j of this entire NOA. shall be provided to the _user. by the manufacturer or its, distributors: and shall on at the job site at the. request of the Building Official. • A # OS- 0618.03 and consists of this page is and evidence pages E -1 and E.2, as . well as entioned above, . tattoo was reviewed by Carlos M. Utrera, LE. :ram tgy- ,3f 11 NOA No 12- 4125.09 Expiration Date: August 21, 2013 Approval Date: App` 5, 2012 Page 1 Many Building Products Company N DRAWIN, Dra shee Boil • TESTS "8 1. Test Alon door No. P.E. Test p 01/2. • TICE OF ACCEPTANCE: EVIDENCE SUBMITTED g No. 101702, titled "Single Car W7 Pan Door with Ianpact Resistant Lites", 1 of 1, dated 06/13/2008, with revision 5 dated 01./O672012, prepared by Clopay d gProducts= :Company, signed and sealed by Scott Hamilton., P.E. ;Wiled under NOA # 08-4618.03" orts. on 1) Uniform Static Air Pressure Test., Loading. per FBC 'TENS 202 -94 2) Large. IVIissilcImpact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 4) Forced Entry Test, per FBC :24113.2.1, TAS 202 -94 5) Tensile Test per AST1 I E8 with m arked. up drawings and installation diagram of 9'x 8', 24ga steel garage odel 94W7 with windows, prepared by American Test Lab, Inc., Test Report. TLNC.0305.01 -08, dated 05 /28/08, signed and sealed by David W. Johnson,' eport on Salt Spray per. ASTM. B l 17 of painted G40 galvanized coated panels, ed by Stork Materials Technology, Test Report No. 30160 -04- 63365, dated 05, signed. by John D. Lee, P.E. CALCULA ONS. "Submitted under NOA # 08-0618.03" 1. Jamb anchor calculations, prepared by Clopay Building Products Company • dated 008, signed and sealed by Scott Hamilton, PE • QUALITY : ` URANCE• 1. M.i . -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA) ditoorib d!3 (fo Carlos M. Utrera, P.E. Product Control Examiner NOA No 12-0125.09 Expiration Date: August 21, 2013 ApproraI Date: April 5, 2012 Clopay BoWing Pro4 I. Test G15 &T E. D 2 ▪ Test Poly HE 3 • Test Poly HE 4. Test D63 Labo Jos acts Company NOTICE OF ACCEPTANCE: F. STATEIYTE 1. State si "Sub State d EVIDENCE SUBMITTED C +„RIIFICATIoN port on Accelerated Weathering Using Xenon Are Light Apparatus: per ASTM of Lexan SLX2432T Clear Polycarbonate,.prepared y Hurneane -Fns Engineering * Inc., Test Report No fET1a06- A002,.dated 12/04/2006, signed by Rafael z- S.eda, P.E. eport on Tensile 'Test per ASTM D638 -96 of Lexan SLX2432T Clear arbonate, prepared by Hurricane Engineering & Testing, :Inc., Test Report No. 1-06-T566, dated. 12/04/2006, signed by Rafael E. :Druz.= Seda,. P.E. port on Tensile Test per ASTM D638 -96 of Lexan SLX2432T Clear arbonate, prepared by Hurricane Engineering & Testing, Inc., Test! Report No. I -06-T634, dated 12/04/ 2006, signed by Rafael E. Droz-Seda, P.E. eport on Self- Ignition Temperature per:AST1.4 D1929, Rate of Burn per ASTM , and Smoke Density per ASTM D2843, of the Lexan Plastic, prepared by ETC tories, Test Report No. ETC- 06402447496.0, dated 05/26/2006, signed by it L.:Doldan; P.E. NI • s ent letter of code conformance to 2007 and 2010 FBC,. dated 01/19/2012, and sealed by Scott Hamilton, P.E. fitted "wider' 1V ©A # b&0618. 03" ent letter of no financial interest issued by Clopay Building Products Company, 06/13/2008, signed and sealed by Scott I-iamiiton,.PE... -2 f c"3 Carlos M. Utrera, P.E... Pro duct Control Examiner NOAH No 12_0125.09 Expiration Date: August 21, 2013. Approval Date: Apri15, 2012 4 CLOPAY MODELS 84A, 94, 9$. H94 JDEAL MODELS' 4RST, H4ST, 4F HOLMES MODELS: 48 FEND STILES ATTACHED TO 00001 SIGN 44TH PATENTED 700 -1.400 SYSTEM. END SUES RAVE (2) T00 -L -LOC CLINCHES AT. TOP M4D (2) AT BOTTOM. ALONG THE FRONT FACE: • 21 5ECTNm8. HAVE (e) 100 -1-LOC CLROTE& .. 18• SECTIONS HAVE (4) TO0 -L -L0C CMNCNES. �` (1) DIT08ME2ATE STILE BETWEEN EACH m8020, ATTACHED WNH 100 -L- 1.00((2) AT TOP & 701100) URETHANE MEEK (MONO CONTLR). giIJ®IUII1®lp1II ®IImiIIlE -- --r _ 1 - "111 _IIII .11111011111111111115=7.111! =0* 4NO ROW OF 0011401- 8Em8TAN1 OIA2INO or 010HE1 TOP SEOTIaH (840SWI 02 NEx0- T0-410-0;P SEC11011 (HOT 102. OIAT4040 SIZE IS 18 -4/2" x 11'. • 84.42010 r 84440'114100 MCD CE L7W4 4304. AN 60750410 072 1109210 R 410000PNCC WeH IBC/R30 2800. • SU 8E08011 8 -5 TOR ASSEMBLY 015010. 500 INTERMEP. HENCE SEE ENO HINGE 017AHL. 7001o0 x•04 S,.ECTION H -Q �gETa1. '0• WAIL '40 - - -- 8UL4P49Um5EAA OPDCNA. D[[Oaa1840 r' COMAE SNIP -W INSERT. / Lam_. ■44:001j 71111 0E38 IMPACT RESISTANT 01E-PIECE 014001100 DE WON 4321 FREW 00448 4. &A201& MA44ENED TO :RAM6ERY0TH IO 8 x 3/4'PAR HEAD TRACK CONFIGURATION 0E 800400008 8140010861 02 03/10/01 0-40 RIM WAS 0 -60 �uxvTW 03 04/2003 MOW EXTENDED HEIGHT MODELS 04 08/13/08 A00E0 OPTIONAL ,PACT RESISTANT Li0ES. OS 04/00/12 AFFIRMED COMPLIANCE 40H 750.2040 20. 1'000X. 011PP001 B1,40004404 INSREWIR (20 \' 1141,40 FW0O REWIRED FOR 00058 1141d4 8' /FO. SERUM WARE AT1OHOD TO 01A0 BRACKET TO144 (4)2/04)2/4" CAPRI/10E SOLT. 13 OA RSV. SOO FIAO EACH eg81ENE0 TO 11000 JAMS W18R (3) 0/48'91 -1 ' WOOD LAS SeRrAti. VERTICAL i iTTACHED 271444 WILTS. r CALK STEEL TRACT, TRACK THICKNESS( 0.000'. MIR TOP 8HACKE( 1,1 13 110510NTAL LOW,.. OROGM TMH. IJ�i1�r:P1^.rai�'r'd -T' IT�®.I� 1aL kliikfiY11 31111iNli.1116 &Y ikiiFM/ild ITHAIIIK1ii1Cli1 ®R9111 ECHAI1YF11Ii4rt!1rl! tirl:ii111=1®i ISEINEFiiFIDER,W SEAR, 341131 k11®1473 C�iiG'JiFHFF'afE'i�'SiCI�liE ii=NI EYIJiIL'1MFFEe4Nr0iia YEIVAIl Ali =as LIGYifILIFIIrillIS 5Yllii! 0111 1 [C7C)i6FidF67Ftir�� Si[:7tAtrf! FAQ I!'L' i1RIVI EfrGSIiGS,F14irT:L7TB'FiifTT;V (4440/4 FL0 M1S4LNIM aLKPP WE& NILI74 RYL1i0T1 INIIMINIETRIt4liifldW 7F3iiiIrcilIFEr (017 f`➢1R'fk7iF7�i' 5600 tarot ENGAGES '.'. ONTO VERTICAL TRACK. SNAP LATCH ON EACH 21 0 07 00001 .: II I0' INSTATES MONS 1hr. aisr 881 4P DOOR' MOTH 0 9'-0' INSID ELEVATION �4 014 (30238' MIN. MIX) DDS STEEL iiNL 0000' 3.7 Kg� EH1ERI08 fUON MTH i3_40 0A4XED -OO. BAKED -or1 PRIMER 2ND A RN4E0 -001 P004057ER F .. • 201+ COAT 1001.100 70 8004 SIDES DES OF �Q� 5 0041. (2515* 010: 14857). EAAGN4nCASES INTO T L WY17., OF IIj51DF 81mE q T L�1L m�nnNM'.. . 804/0 INTER: 0517 1E =DE HAt4Ql,E 11FI, Ff iO'rtI n Trim!.. e -3/4' 7 -1/0 1". 1 �.P• .4444;, • E-1 /4` -- I�44/S "0H001 00704 174 4 014 FIND (1mGr5 ovicimiox 84000041101 0124 IRE; 11A6E0 PAMHL, 00447 00ER. STILES 40000044 TOR4RE, EWER PANEL. O.O.00 1080. SOLO) SECTION A -A 7 -1/2' SSaP lAP JOINTS. oomptyfoo with tholloolOo No to OA INTFRNIax)1r Ilor 'T,F • WNfiY' OO`• JAMB CONFIGURAVQN . sroP 61ouLOING BY DOOR • 0 `,� t r � UTSTAILER ,1,fi ,1%vlrilJ.i,C_ t�`.f''>�� 20 014.. MN: 02144.. 01EE4. ENO STILE. - 2..6/8'x2 DA.. GALL STEEL TRACX y-• 20 VA MIN. 00LK STEEL INTERN. STILE,' 2 BRACKET Fp)SJETENEED TO /_ I� .170011 100 REW 60044 54014000 . �;4 !.ill,.. r' T vf'al ✓.F,7 I , s OATd TRALYt atJAAa EKED . ' . BRACKET ATTACHED 019tH ONE .. 4/4'x0/8 8012 & NUT WR 1Yt0 . 1/4' 041711. 271ETHE 70001101 00010080IO 000012031E4112 OF THE 2001 • 1 I ,r.) d• 12 CA. NAM S'TSTEEL 'TOP 260 8 0803 *D'o0 tot UxB 8" SKEET • 14 QA, ITALY. STEEL HINGE, TOE ACH STHEET AIETFL Yt4x6 8' SC .44 (4) j/4° SELF SCREWS. TABLE 1 DOOR HEIGHT OF . SECTIONSa rYiiCiiliiiifi! i]FAfY7YLiif•ltsr FYiIGIF'iIwi4F$fw ■Hryri =Fx5a4IMING1.11i • 8400+ rxe 10x5 RF a 811440 JAM TO SUPPORTING STRUCTURE A'U'TACHMENT �PRR:HEEPARATION. OF JAMBS BY OTHERS >. BU442, 08al CTLRE 410. IN RPANOCE 1RE012H C 400 70flBW 1 CODES F10. THE LOADS, LISTED ON 1105 SEAMS. - . ., i t THE LOAD 70244 THE DOOR T.4 I06NBFER020 TO THE *OK ANG THEN FROM 41{6 TEACH TRIMS 248 VERROAL DYP sr. B2 OR BETTER) MO S. NO LOAD FRONT THE 00040 1 1NANSFERREp: TO TINE' 3. ALL AMR FA4TENER3 MAY 8E OUT ARE NOT 00004400 TO BE) COUNTHRSUryx TO PR0V4DE a &AWN ANCHORS AND FASTENERS FOR STEEL. CONCRETE AND MASONRY. , WOOD FRAME BUILDINGS WALLS .� 8508 OPENING SHALL BE FRAMED scam or taw LESS THAN (3) S PRESSURE TREATED 8YP MAX. GRAZE 'p2 •r BETTER) WOOD STUDS Or A STRESS GRADE HOT LESS THAN 1200 PSI NOMINAL E0TREME FLIER S R BENDING (FT). STUD 44010$ TO S0 OO4TO4000s FROM FOOHNO 00 TIE BEAMS. • H SURFACE. 3. 4 '1 STRE88 INCREASE FOR � LOAD WAS T(GI USED R THE 20.Cu1A1i0N OF ALLOWA81.0 1.0455 FOR .ot 491 8 4YP GRADE '2 OR a' WOOD SHALL 20 ANCHORED' TO GROUT REINFORCED BLOCH WALL '00 01100ETE COLUMN. BLOCK WALL TELLS SHALL 80 FILED WTI CONCRETE AND REINFORCED WITH REINFORCING AR9 EXTENORO INTO THE F00114 MAD D410 TIE BEAMS. ALL OARS SHALL BE CONTUSIONS FROM THE TIE: 10010 TO FOGGING TER BLOCK WAIL OR COR0RE1E COLUMN SHORT WALLS AND CONCRETE COLUMNS TO BE 004004 0 we THE 7UIL0WQ PIONEER 0ORR'ARC41700 OP RECORD. 2-1/4' TALL x 20 0A. GAIN: STEEL. (MOT. YIELD BO 11-LAB. TWO 1 -BANS Put SECTION. EXCEPT THIRD SECTION WHICH HAS ONLY ONE U -BAR. EACH 0 -BAR ATTACHED WON 1/4' SELF TORN) SCREWS. (2) SCREWS AlPER WV AND 04TE8I4E0. STILE LOCATION • 13 Oa 0ALT4 STEEL BOTTOM BRACKET (3-11 x 5 -1/2'1 }481 pROI{4R4/gpJ qT7 FBpM 'META FLp ATTACHE() WITH SHEET .METAL __(-2-1(14MI/8 II OHFST. AI4tg1URlS0!4EL WISfALR I.Eo A'i LEA9TOMAET18Gt4 2x6 JAMB TO SUPPORTING STRUCTURE ATTACHMENT 1401 10 RE 104%1 FOR .4fl 0HLIP Ar mecx 0114041 0 TYPASTENER IN ROCAL JAMB BUILDING TYPE ;., FASTENER TYPE . .:. DISTANCE F 714 .. MI -80 E a .1 .. 113 ' . T FIC.:I.bJP.:..;a_ • 4T..V >.L1 iLi1�g LI.,,ITt�EFf'_:rIITY I/4" x 3° (1 -l/4 CEASED) I1W TAPCGN CONCRETE Aj4CW (2 1/01 MDii MME DISTANCE) ... 10 /2 ° }" 0.0.:. lT n ]I .JfP v�2i:7i s f II/AMC 8[i11fEfii..Qlt M 1 ..f,i ]l / id''"`� �'l ll L�4 , T6io!1 i..Ji914` 4Y1 ( r'I Ire ��'Ihf.!NIN.1111111& 5ainlid]i! erg MIT Sii{® Ixa')i #IYIE Po [B. �11'I i1riN'=Sri1SFY411 Y]I 1: bYlxn[ �3L�1FF)f` V/ IMITI I INN /I7:TEi a licii'r F/BET?Ti 1rf1_ir�tl'4Ji �IIIIMI104000 CORY it 411 l =irfQlYiPL3JY,l�>Z1i 11337�2�e�xf1 .'[r('i1�Sl��fi'7il(��Yi.'7 AI'.T'Jl�ru1;[11.:?7 ION: .. AU.SENUAl EXTRUS ION & VINYL. WFA.THERSROP. EXTRUSION ATTACHED WON 1841/2. SELF TAPPING SCREWS AT 18 18 or. OO.Y. STEF. INTER. HESE FASTENED 0 corm ON CENTER 5700010 [(8) SCREWS ON 9'84 DOOR). . SALE 84/(4) EACH 144..9/9. SHEET METAL SCREW* T /T9' WIND T VOS IS SMUG ON EACH ROLLER SHAFT: 31441 • SS 10 AM AS FASTENED & (1 TO a STILES TV /( EACH w 1111 e l o ay IHiO /6. 8'MEk? AM SCREW$ ei (4) T /4. 80F !APRON r C k/ OgR NriRTOON LL ETR mE-s /:9'x7 /164' BOTH. Building Products Company . TOLERANCES Woe MAW OthorW4 D0 4.03'. .000 o /.010 (000 4:,007: 0ogeooe 444/2' CLOPAY BUIWINO' PRODUOTS 8085 DUKE BLVD. MASON, OHIO 45040 (513).770 -4800 2 KZ No.: es NOTED, bA*C' OW/ 13/08 DEERE: D1srkwe �h €SIN LOAPS: +42.0 PSF & --4$.0 PSF. PAGEr, I OF 1 sae a'q"W s 12'01-1 SRAS{14'8Y4 DESC441P11 QL 5INGLE OAR W7 PAN 000R.. WITH IMPACT' RESISTANT LUTES TLwad N710046_i 1(1702 9 tFlorida Building Code Garage Door Windload Design Pressure Page 1 of 2 Report # DPR- 120910 -B -01 The positive and negative design windloads for the garage door opening(s) listed below are derived from the Florida Building Code (American Society of Civil Engineers, SEI /ASCE 7 -10), Section 1620 for "components and cladding" (Exposure C), 175 mph ultimate wind speed for Miami -Dade County. Address: Path Investment 258 NE 92 St Miami Shores, FL 33138, Miami -Dade County Garage Opening Size: 9' 0" x 7' 0" Mean Roof Height: Less than 15' Roof Slope: Not provided (use greater than 10 degrees) Measured Minimum Building Dimension: 28' 0" Measurement of Nearest Garage Door Opening to Building Corner: 1' 5" Positive Design Load: +37.5 PSF (see page 2) Negative Design Load: -42.2 PSF (see page 2) The following Clopay Building Products Company Doors meet the requirements for the stated Toads: Clopay Model 84A/94W8 (solid), 9'0" x 7'0 ", Approval # 12- 0125.19, Dwg # 103287, Windload Capacity: +54/ -62 PSF. Clopay Model 84A/94W8 (with opt. IRL), 9'0" x 7'0 ", Approval # 12- 0105.01, Dwg # 103547, Windload Capacity: +48/ -54 PSF. The design loads shown above area are based upon the measurements listed above for "enclosed" buildings, and require that the door being installed meets the requirements of Section 1626 of the 2010 Florida Building Code for windbome debris in high velocity hurricane zones. The related calculations do not address the jambs or structural adequacy of supporting members. The building official is the final determiner of the suitability of the garage door connections for the particular buiding or home at the designated location. The "structural interface" of the designated door is the existing door jamb. The structural capacity of the existing, designated door jamb and associated building frame must be confirmed adequate by a certified registered professional engineer in the state of Florida. The mounting hardware designated for the subject door, and details for installation are provided on the certified, approved drawing, as listed above. Scott HarI'ilt , P.E Florida P.E. License No. 63286 8585 Duke Blvd. Mason, OH 45040 (513) 770- 4800 9/10/2012 Florida Building Code Garage Door Windload Design Pressures Report # DPR- 120910 -B -01 Page 2 of 2 - Retrofit Calculations for the Designated Door for Path Investment NOA and Site Specifics and Components 1. Miami -Dade County, coastal region, flat terrain, no escarpment. 2. Existing building, enclosed structure, Exposure C (FBC 1620). 3. Mean Roof Height = Less than 15' 4. Building plan and front elevation indicating the designated retrofit door opening: 28' 32' MEAN ROOF HEIGHT: 12' -O° 16'0 "x7'0° OPENING Plan Design per SEI /ASCE 7 -10 1. Ultimate wind speed, V_ult = 175 mph, at sea level (Fig. 26.5 -1), Kd = 0.85 (Table 26.6.1). 2. Nominal wind speed, V_asd = 135.5 mph (Table 1609.3.1). 3. Exposure category = Exposure C; velocity pressure coefficient Kz = 0.85 for Less than 15' mean roof height (Table 27.3 -1). 4. Topographical factor not applicable. Flat terrain, no escarpments, Kzt = 1 (Section 26.8). 5. Enclosure classification is "enclosed building" (Section 26.10). 6. Internal pressure coefficient, GCpi = +/- 0.18 (Table 26.11 -1). 7. External pressure coefficient, GCp: There are three external pressure coefficients, GCp, for components and cladding and therefore garage doors. The first extemal pressure coefficient is for positive pressure and the other two coefficients for negative pressures. One negative pressure coefficient is for 'Zone 4' and the other coefficient for 'Zone 5'. Zone 5 is the wall region in the comer of the building (also called the End Zone) defined as "10% of minimum width or 0.4h (h = mean roof height), whichever is smaller, but not less than either 4% of minimum width or 3 ft." Zone 4 is the wall region that remains after subtracting Zone 5. See Figure 30.4 -1. For the subject building, the Zone 5 region is defined as 3 ft. Since the garage door opening is located 1' 5" from the corner, this means that 1.58 ft. of the door is within Zone 5, and 7.42 ft. of the door is within Zone 4. Elevation The area 'A' of the subject garage door is per the definition of 'Effective wind area' in Section 26.2 of SEI /ASCE 7 -10 ('For components and cladding, the effective wind area is the span length multiplied by an effective width that need not be less than one -third the span length') In other words: (Door Width)(Door Width /3) = The area 'A' = 27 sq. ft. +GCp = 1.1766 - 0.17• • *log(A) = 0.9238. -GCp (zone 4) = - 1.2766 + 0.1766 *Iog(A) = - 1.0238. -GCp (zone 5) = - 1.7532 + 0.3532 *log(A) = - 1.2476. 8. Velocity pressure qz = .00256 *Kz *Kzt *Kd*V asd2 in Ib /ft2 (psf) per Section 30.3.2. qz = (0. 00256) *(0. 848884152077903) *(1) *(0.85) *(135.5 ^2) = 33.91 PSF 9. Design pressure, p = qz *(GCp - GCpi). Positive design pressure: p = (33.91) *(0.9238 + 0.18) = 37.44 PSF. Negative design pressure for Zone 5: p = (33.91) *( - 1.2476 - 0.18) = -48.42 PSF. �,�∎∎�'CT H'4M�L oi® Since 82% of the door is in Zon - 4, and 18% of the door is in Zone 5, the weighted average j�C, co . **0 G E N SF:.02 ® ✓,' -40.83 * 82% + -48.4 ' * 18%) = -42.16 PSF. ° ( )( ) ( ) No 63286 • Rounding up to - nea e - ten , he final design Toads are: +37.5 PSF and -42.2 PSF. o 'k ' I 1.13 STATE OF . w,e 1. ''®• *it). ®.. Scott Hamilton, P Florida P.E. License No. 63286 8585 Duke Blvd. Mason, OH 45040 (513) 770-4 4800 9/10/2012 METROPOLITAN DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375-2901 FAX (305) 375 -2908 PRODUCT CONTROL SECTION (305) 375 -2902 FAX (305) 372 -6339 TO: All Buil FROM: Francis Directo DATE: March 9, 2002 SUBJECT: Design ind Pressure Factors MEMO ing Officials in Miami -Dade County o J. Quintana, R.A. The current Florida Buil was intended, are, with s Code. To attain these va maintaining the 1/3 allo when used in conjuncti • wind load factors in thes This office, in order t recommends the use of Section 1621.1 of the Fl stress increase. §1621.1 For members c loads, the allowable str from the maximums set If you have any question Structural of my staff at ing Code provisions for wind load in the High Velocity Hurricane Zones, as it all discrepancies, similar to the provisions of the 1994 South Florida Building ues, the value of Kd (wind directionality factor) equal to 0.85 was used while able stress increase. ASCE 7 -98 indicates that using Kd = 0.85 is only allowed n with loads combinations specified in ASCE 7 -98 Sections 2.3 and 2.4. The sections have been increased by 25 %. • • maintain similar wind load provisions as existed before March 1, 2002, d = 0.85 in conjunction with the 1/3 allowable stress increase as permitted in rida Building Code. It is expected that future national codes will eliminate the rrying wind stresses only, and for combined stresses caused by wind and other sses and the allowable loads on connections may be increased 33 -1/3 percent rth in this code for the materials used. on this matter, please contact Mr. Jaime Eisen, P.E., Code Compliance Officer 305) 375 -2901. W:\Building Officials \020319 Desi _ Wind Pressure Factors.doc Internet mail address: Postmaster@buildingco • eonline.com Homepage: http : / /www.buildingcodeonline.com