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REV-16-2487 Miami Shores Village Building Department SE 2016 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 - --------- INSPECTION LINE PHONE NUMBER:(305)762-4949h FBC 201 BUILDING Master PermitNo.fu1•- �2 Y PERMIT APPLICATION Sub Permit No. � q - �6—� ❑BUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP q T CONTRACTOR DRAWINGS q JOB ADDRESS: N ! 1 City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder):')J4T4 (2_S!n06-6 —I;k o ata LLC Phone#: 3;16 '7 ' 0y Address: �Z-C-��� �. ac 4- D,,-- City: C���t State: T'LC7t�l� Zip: 33 0 Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: �`���- K7�����J G j Phone#: WV 7 ( M-9 3-V Address: VVO A/Lk) '161_r� City: all �� R p State: ��'�+ Zip: Qualifier Name: 46g_1�L Phone#:-86 -7l F257 3Y State Certification or Registration#:GGC -IS-2-39 1 Z Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Re lace p F-1 Demolition Description of Work: tv'00 oeek Specify color of color thru tile: Submittal Fee$ Permit Fee$ -77)5 . CCF$ CO/CC$ Scanning Fee$ (40 Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant. As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OW R or AGENT CAT ACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of S2 20 �� . by /^ —day of SSE ,20 , by Kotv1 ©k who is personally known to who is pe nay no n to me or who has produced & cveH tc P sus as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: �����` .•°MY ay• 4" C04 1P��� . 4 ..X .% Sign: Sign: _ w YINT CAMPBELL 1b Print: X42 Print: nor Y Comm.Expires Oct 30,2018 ��•'j°N Seal: �•.',E,oFc a.�' Commission FF 173169 Seal: `f;F APPROVED BY d�iAe Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) 1!\jC� OW L� 2X`I P� vkood �xy f 64 ( 6� LLJ _ \S Fes$ 2016 . . .... ...... Ik9-Mi-� --rW 12- 95-32C)y ...... .... ...... IOCN nJ-C 94+evVcic.e .... .... ..... ...... .. . ..... P��rn1T$- 1W —92--15—32-0 10914tJe q1 rerrp.ce _ 16 IM G-20160830-W AOOOO.j pg (b11/}yVt I S}tt�Zt �- �31(p a� �4 Y S �x t 2Xy 9T WoaQ / yxy r v • �` ale` .;�' • ♦ ;?r•� v' � 3 `` 3€. y'ff fi hE � 4 _ u � XiA.. •••• _ g a3 �'+ VIY1 • • • �SAW"'' � e � � .'�� .. "'�° , "'� ^I, ail.google.com/maii/ca/u/0/Anbox/156del7O4Ob2alca?projector=l 1/1 jog4Ne 91-WiaW- 16 IMG 20160830 WAOOOO.j pg lel l Am( S i OlLes ':L X3160 I e' C ro ii. AAAI ,� t 4a �y a n PA H l-/ •••• .•.... Er • • s s • f h�a sem € s �.` • • •••f•• owes • , ail.google.com/maiI/ca/Li/O/#inbox/l56del7O4Ob2alca?projector=1 1/1 Florida Building Code Online Page 1 of 3 ....... ...._.. . .. Guam«fi_ SCIS Home Log In User Registration Hot Topics Submit Surcharge Stats&Facts Publications FBC Staff BCIS Site Map Links Search Buss les : P11 Product Approval {'COfessk )1 1. J "USER:Public User Product Approval Menu>Product or Application Searcn>Apnlicauon use>Application Detail FL# FL17239-R2 -. Application Type Revision Code Version 2014 Application Status Approved *Approved by DBPR.Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived El Product Manufacturer USP Structural Connectors,a MiTek Company Address/Phone/Email 14305 Southcross Drive Suite 2Do Burnsville,MN 55306 (952)898-8602 jcollins@mfi.com Authorized Signature Jim Collins P.E. jcollins@mii.com 0000•• Technical Representative Jim Collins,P.E. • • Address/Phone/Email 14305 South Cross Drive • • •••• •••••• Suite 200 •••• • •• •• Burnsville,MN 55306 • • • • (952)898-8602 ••00 0 0• ••0• 0.0 0.0 jcollins@mii.com • ••000•• • • • 0000•• •••0•• • • • • Quality Assurance Representative Todd Asche • • 000000 Address/Phone/Email 14305 Southcross Drive •••• • ••••• Suite 200 0••••0 :0 . • • • Burnsville,MN 55306 • • ••••• • • • (952)898-8602 •• •• • •• 000090 tasche@mii.com 0 •00.0• • •• ••0000 • • • • Category Structural Components ••••00• Subcategory Wood Connectors 0 00* • • • Compliance Method Evaluation Report from a Product Evaluation Entity •• • Evaluation Entity ICC Evaluation Service,LLC Quality Assurance Entity ICC Evaluation Service Quality Assurance Contract Expiration Date 12/31/2020 Validated By Terrence E.Wolfe P.E Validation Checklist-Hardcopy Received Certificate of Independence FL17239 R2 COI Certification of Independence for Evaluation.pd Referenced Standard and Year(of Standard) Standard Year AF&PA N.D.S 2012 ASTM D7147 2011 Equivalence of Product Standards Certified By Sections from the Code htto://www.floridabui]ding.org/nr/nr ann tit] S • Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option C Date Submitted 04/06/2015 Date Validated 04/07/201S Date Pending FBC Approval Date Approved 04/11/2015 .......... ..........................- iSummary of Products Fl.# Model,Number or NameDescription 17239.1 !E44,C44R,C46,C46R,C66,C66R,C88 Post Cap Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL17239 R2 Il ESR 3449(Caps and Basesl.ndf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL17239 R2 AE ESR-3449(Caps and Bases)pdf 17239*2 7,D44R,D46,D66,D66R,D88 Post Anchor Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL17239 R2 11 FSR-3449(Cans and Bases).Ddf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: fjjZM R2 AE ESR-3449(Caps and Bases)..= 17239.3PCM4416,EPCM4616,EPCM4816 Post Cap EPCM6416,EPCM6616,EPCM68 16: EPCM8416,EPCM8616,EPCM8816, EPCM44,EPCM46,EPCM48,EPCM64, EPCM66,EPCM68,EPCM77,EPCM84, Limits of Use EPCM86,EPCM88 Installation Instructions Approved for use In HVHZ:Yes FL17239 R2 11 ESR-3449(Caps and Bases).od Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant;N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL17239 R2 AE ESR-344 (Caps and Basggs).Wf 17239.4 KCC325-4,KCC325-6,KCC44,KCC45, Column Cap KCC46,KCC47,KCC47X,KCC48, KCC525-4,KCC525-6,KCC525-8,KCC54, 0000 KCCSS,KCC55X,KCC57,KCC57X,KCC64, • 00 KCC66,KCC68,KCC74,KCC75X,KCC76, • 0*00 000000 KCC77,KCC77X,KCC78,KCC84,KCC86, 0 0 0 0 KCC88,KCC94,KCC96,KCC98,KCCI04, 0 0 0 9" KCC106 0*0060 Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL17239 R2 11 ESR-3449(Cans ancPB1s!sj." Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LL% Impact Resistant:N/A Created by Independent Third Party:* Design Pressure:N/A Evaluation Reports Other: I FL17239 R2 AE -1!149(Caps and Bases).pdf 17239.5 KCCQ325-4,KCCQ325-6,KCCQ44, Column cap000*0 KCCQ45,KCCQ46,KCCQ47,KCCQ47X, 00•00 • *00000 KCCQ48,KCCQ525-4,KCCQ525-6, 0 KCCQ525-8,KCCQ57,KCCQ57X,KCCQ64, *00000 KCCQ66,KCCQ67X,KCCQ68 0 0 0 • Limits of Use Installation Instructions 000000 Approved for use In HVHZ:Yes FL17239 R2 Ir ESR-3449(Caps an(bBases)adf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,ILC e e Impact Resistant:N/A Created by Independent Third Party: 0 0 0 0000 0 0 Design Pressure:N/A Evaluation Reports 0 0 • Other: FL17239 R2 AE ESR-344 (Cans and Bases).pdf 00 0 17239.6 KCCQ71-4,KCCQ71-6,KCCQ71-71, Column Cap KCCQ71-8,KCCQ74,KCCQ76,KCCQ77, KCCQ78,KCCQ84,KCCQ86,KCCQ88, IKCCQ94,KCCQ96,KCCQ98,KCCQ106 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL17239 R2 II ESR-3449(Caps and Basesl.od Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL17239 R2 AE ESR-3449(Caps and Bas es).odf 17239.7 KECC325-4,KECC325-6,KECC44,KECC45,Column Cap KECC46,KECC47,KECC47X,KECC48, KECC525-4,KECC525-6,KECC525-8, KECC54,KECCSS,KECC55X,KECC57. KECC57X,KECC64,KECC66.KECC68, KECC74,KECC75X,KECC76,KECC77, KECC77X,KECC78,KECC84 Limits of Use Installation Instructions Approved for use In HVHZ:Yes FLI 7239 R2 Il ESR 3449(Caps and Eiases)-pdf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL17239 R2 AE ESR-3449(Caps and Bases).odf 17239.8 1,KECC86,KECC88,KECC94,KECC96, Column Cap 'ECC98,KECC104,KECC106, Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL17239 R2 11 ESR 3449(Caps and Bases).odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: httv://www.floridabuildinL,.orL,/T)r/nr ann dtf a-,;nx9nsrqm=wCTFV)COAx7tT-)n-.iOOnaC)-,rt'%ImP �/52 11)n 1 1; v Florida Building Code Online Page 3 of 3 Design Pressure:N/A Evaluation Reports Other: FL17239 R2 AE E;'_3449 Cas and Bases).odf 17239.9 KECCQ325-4,KECCQ325-6,KECCQ44, Column Cap KECCQ45,KECCQ46.KECCQ47, KECCQ47X,KECCQ48,KECCQ525-4, KECCQ525-6,KECCQ525-8,KECCQ57, KECCQ57x,KECCQ64,KECCQ66, KECCQ67X,KECCQ66,KECCQ71-4, KECCQ71-6,KECCQ71-71,KECCQ71-8, KECC 74 KECC 76,KECC 77 KECC 78 Limits of Use Installation Instructions j Approved for use In HVHZ:Yes FL37239 R2 II ESR-3449(Caps and Basest pdf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports other: IFL17239 R2 AE ESR-3449 Caps and 6 f 17239.10 KECCQ64,KECCQ66,KECCQ88,KECCQ94, Column Cap KECC 46 KECC 98 -CCQ106 Limits of Use Installation Instructions `Approved for use in HVHZ:Yes FL17239 R2 II ESR 3449(Caps and Bases)odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports <.Other: FL17239 R2 AE ESR-3449(Caps and Bases)odf 17239.11 PA44,PA44R,PA46,PA46R,PA66,PA66R Post Anchor Limits of Use Installation Instructions Approved for use in HVHZ:No FL17239 R2 II ESR-3449(Caps and Bases).Ddf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FLAZ21t- df .17239.12 IPA44E,PA66E Post Anchor Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL17239 R2 II ESR-3449(aps and Base)Of -.Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL172 R2 AE E511-3M9 Ca nd Bases).ndf `17239.13 PAU44,PAU46,PAU66,PAU88,PAU88R Post Anchor Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL17239 R2 II ESR-3449(Cans and Bases)Odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: L17239 R2 AE E511-2449 n f X17239.14 PB44-6,P666-6,PBS44R Post Cap • • Limits of Use InstallationInstructions • *00000••••• Approved for use in HVHZ:No FL17239 R2 II ESR-3449(Caps and BsS.odl; • •• •• i Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC • • • • Impact Resistant:N/A Created by Independent Third Party:•••••• •••• •••••• Design Pressure:N/A Evaluation Reports • Other: FL17239 R2 AE ESR-3449(Cans anal Ilasc'1•& • • • 0000•• 17239.15 PBS66,P8566R,PBES44,PBES66 Post Cas •••• • • • • -Limits of Use Installation Instructions • •••••• Approved for use in HVHZ:Yes FL17239 R2 II ESR-3449(Caps and Egs%A Nf • ••••• €Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,Ij.a•••• •• • • • Impact Resistant:N/A Created by Independent Third Party: • • • • • ••••• Design Pressure:N/A Evaluation Reports •• •• • •• •0•••0 Other: FL17239 R2 AE ESR-3449(Caps and Bases�.Ddf • 17239.16 PCM4416,PCM4616,PCM4816,PCM6416, Post Cap • • • • PCM6616,PCM6816,PCM8416,PCM8616, • • • •00.0•• • PCM8816,PCM44,PCM46,PCM48,PCM64, •••••• PCM66,PCM68,PCM77,PCM84,PCM86, 0 • • 0 • PCM88 • • • •00.00 Limits of Use Installation Instructions *.a*• • • • Approved for use In HVHZ:Yes FL17239 R2 II ESR-3449(Caps and Bases)odf •• • Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL17239 R2 AE ESR-3449(Caps d a se)pda RA Contact Us::1940 North Monroe Street Tallahassee FL 32399 Phone:850-487-1824 The State of Florida is an AA/EEO employer.Copyright 2007-2013 State of Florida.::Pdvacv 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 mall.If you have any questions,please contact 850.487.1395.-Pursuant to Section 455.275 (1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address if they have one.The emails provided may be used for official communication with the itcensee.However email addresses are public record.If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public.To determine if you are a licensee under Chapter 455,F.S.,please click here. Product Approval Accepts: e tKY -.p mx urit%•.,, WAMEMM httn://www.floridabuilding.org/nr/nr ann dtl acnx7nnrsm=wCYFVX(hxrtT)nxiC)OnCO-,rtVmP A/szmni S S a® e DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION:06 05 23—WOOD PLASTIC,AND COMPOSITE FASTENINGS REPORT HOLDER: USP STRUCTURAL CONNECTORS, MiTek® USA, INC. • Y 14305 SOUTHCROSS DRIVE,SUITE 200 ••• •"•:• BURNSVILLE, MINNESOTA 55306 ••.�.. '.:..' ••••:• EVALUATION SUBJECT: •••� • ...... .. . ..... USP STRUCTURAL CONNECTORS: CAPS AND 4ASE;S •� i ICCICC ICC "--—0 ISTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council m.r (WSSPC)Award in Excellence" A Subsidiary of&ECOUNC ICC-ES Evaluation Reports are not to be construed as representing aesthetics or an other attributes not �D specifically addressed, nor are they to he construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evahration Service, LLC, express or implied, as to arzvfnding or other matter in this report, or as to any product covered by the report. Mm ,�,�N Copyright C 2015 a e g e o• •e •e ® •o ICC-ES Evaluation Report E -3 49* Reissued October 2014 This report is subject to renewal October 2016. www.1cc-es.or4 1 (800)423-6587 1 (562)699-0543 A Subsidiary of the International Code Council® DIVISION:06 00 00—WOOD,PLASTICS AND Figure 2 for product dimensions, fastener schedule, COMPOSITES allowable loads,and a typical installation detail. Section:06 05 23—Wood,Plastic,and Composite 3.3 KCC and KECC Column Caps: Fastenings The KCC and KECC column caps are designed for beam- REPORT HOLDER: to-post connections. The KCC column cap provides connections for continuous beams, while the KECC USP STRUCTUAL CONNECTORS,WOO USA,INC. column cap provides connections for end-of-beam 14305 SOUTHCROSS DRIVE,SUITE 200 configurations. The KCC and KECC column caps are BURNSVILLE,MINNESOTA 55306 fabricated from No. 7 gage or No. 3 gage hot-rolled steel (952)898-8772 plate. The legs of the column caps are attached to the www.uspconnectors.com U-shaped cap with factory welded fillet welds. KCC and info0uspconnectors.com KECC column caps are attached to the post and beams utilizing either 5/8- or 3/4-inch-diameter (15.9 or 19.1 mm) EVALUATION SUBJECT: bolts. See Table 3 and Figure 3 for product dimensions, fastener schedules, allowable loads, and a typical USP STRUCTURAL CONNECTORS:CAPS AND BASES installation detail. 3.4 KCCQ and KECCQ Column Caps: 1.0 EVALUATION SCOPE The KCCQ and KECCQ Column Caps are cgwjgped to Compliance with the following codes: connect wood beams to co6imn ,posts Ltig4gq*USP 00.0.0 ■ 2012,2009 and 2006 International Building Code(IBC) Structural Connector WS3 ftj& Jerews,• wlji jh are •a ■ 2012, 2009 and 2006 International Residential Code from with the device. The j olu m n:caps awe 4 a bricated 0 (IRC) from No. 7 gage or No. 3 gagge Vtrolled steel and are • • painted subsequent to fabricati A.'fMconnectorg consist ;,•••� Property evaluated: of a U-shaped plate, factory-wglNR81tq two vbVjWC jtraps • • Structural with 3/16-inch (4.8 mm)fillet welds.03de Table at and Figure +0000 2.0 USES 4 for product dimensions, fast**"achedu!at 0 allowable ••:••' loads,and typical installation details+• • 000 ..•• • The USP structural connectors described in this report �• (see Table 10 for complete listing)are used for connecting 3.5 PA Post Anchor: ;••;•; • • wood framing members in accordance with Section The PA post anchor is design,d to gecure v§Jbtl60Mts to •�••• 2304.9.3 of the 2012,2009 and 2006 IBC. The connectors concrete foundations.The anctlbiPfisj is cold-fp;Ted from e e o e** may also be used in structures regulated under the IRC either No. 14 gage or No. 18 gage steel, and+tliesland-off' ' when an engineered design is submitted to, and approved plate is cold-formed from either No. 10 gage, too'. Itgage by, the code official, in accordance with Section R301.1.3 or No. 16 gage steel. The PA post anchor is prepunched of the 2012,2009 and 2006 IRC. for 16d common nails into the post,and must be used with 3.0 DESCRIPTION either a '/2-or 5/8-inch-diameter(12.7 or 15.9 mm)anchor 3.1 C Post Cap: bolt, as indicated in Table 5. See Table 5 and Figure 5 for product dimensions, fastener schedules, allowable loads, The C Post Cap is designed to be installed on top of and typical installation details. nominal dimension or rough sawn lumber posts for the attachment of solid-sawn beams. The C Post Cap is cold- 3.6 PAU Post Anchor: formed from No. 18 gage steel and is prepunched for 16d l The PAU Post Anchor is designed to secure wood posts to common nails. See Table 1 and Figure for product concrete or masonry members. The PAU Post Anchor is dimensions, fastener schedule, allowable loads, and a typical installation detail. comprised of three components: an anchor base, a stand- off plate, and a washer. The anchor base is cold-formed 3.2 D Post Anchor: from No. 10 gage or No. 12 gage steel.The stand-off plate The D Post Anchor is designed to secure nominal is cold-formed from either No. 12 gage or No. 16 gage dimensioned or rough sawn posts to wood surfaces. The steel. The washer is cut from No. 3 gage or No. 10 gage D Post Anchor is cold-formed from No. 18 gage steel and steel. The PAU Post Anchor is fastened to the post with is prepunched for 16d common nails. See Table 2 and either 16d common nails or 1/2-inch-diameter (12.7 mm) *Corrected September 2015 XC-ES Evaluation Reports are not to he construed as repr esentiag aesthetics or any other attributes not.specificaUr addressed,nor are then to he construed as an endorsement of the stthject gl'the report or a recommendation/or its use.There is no H•arrantr by ICC Evaluation Service.LLC,express or implied,as to any finding or other matter in this report,or as to anv product covered by the report _ Copyright©2015 Page 1 of 13 ESR-3449 I Most Widely Accepted and Trusted Page 2 of 13 bolts.The PAU Post Anchor is fastened to the concrete or 3.9.3.1 WS Series Wood Screws: The WS series wood masonry foundation utilizing 5/8-inch-diameter (15.9 mm) screws used with the KCCQ and KECCQ connectors must anchor bolts, expansion anchors or threaded rod, which be USP Structural Connector WS3 wood screws, as must be designed separately.See Table 6 and Figure 6 for described in ESR-2761.The appropriate size of WS series product dimensions, required fastener schedule, allowable wood screw must be used, as indicated in the applicable loads,and a typical installation detail. tables of this report. 3.7 PB,PBES and PBS Post Caps: 3.9.3.2 Bolts: At a minimum, bolts must comply with ASTM A307 and must have a minimum bending yield The PB, PBES and PBS Post Caps are designed to strength of 45,000 Ibf/in2 (310 MPa). Bolt diameters must provide a post-to-beam connection of nominally be as specified in the applicable tables of this report. dimensioned or rough sawn lumber. The PBES and PBS 3.9.3.3 Nails: Nails used for connectors described in this are required to be used in pairs (one on each side of the report must comply with material requirements, physical connection) at each connection location. The PB, PBES properties, tolerances, workmanship, protective coating and PBS Post Caps are cold-formed from No. 18 gage and finishes, and packaging and package marking steel and are prepunched for 16d common nails. See requirements specified in ASTM F1667; and must have Table 7 and Figure 7 for product dimensions, fastener lengths, diameters and bending yield strengths as shown schedule,allowable loads,and typical installation details. in the following table: 3.8 PCM and EPCM Post Caps: FASTENER FASTENER SHANK MINIMUM DESIGNATION LENGTH DIAMETER REQUIRED The PCM and EPCM Post Caps are designed to provide a (Inches) (inch) Frb(Ibf/in2) positive connection for post-to-beam applications.The post caps are cold-formed from either No. 12 gage or No. 16 16d common 3.5 0.162 90,000 gage steel, and are prepunched for 16d common nails. '/Z"dia.bolt varies 0.500 45000 The PCM is configured for a beam that is continuous over 5/$"dia.bolt varies 0.625 45000 the post, and the EPCM is configured for applications at the end of a beam. See Table 8 and Figure 8 for product I3/4"dia.bolt varies 0.750 45000 dimensions, fastener schedule, allowable loads, and a For SI:1 inch=25.4 mm,1 psi=6.895 kPa. typical installation detail. 3.9.4 Use in Treated Wood: Connectors and fasteners 3.9 Materials: used in contact with preservative-treated or fire-retardant- treated wood must comply with Section 2304.9.5 of the 3.9.1 Steel: The specific types of steel and corrosion 2012, 2009 and 2006 IBC; Section R317.3 of the 2012 protection for each product are described in Table 9 of this and 2009 IRC; or Section R319.3 of the 2006 IRC. report. Minimum steel base-steel thicknesses for the The lumber treater or the report holder (UPS Structural different gages are shown in the following table: Connector), or both, should be cortMed. for GAGE NO. MINIMUM BASE-STEEL recommendations on the appropriate level a4 evrrosion ••••*• THICKNESS(inch) resistance to specify for the coraraectars and•fastevers as • well as the connection capacjtips of6the fagWbe s'used 0006;. 18 0.044 with the specific proprietary prV§4rygtive-treated or fire- 0 0 16 0.055 retardant-treated lumber. :0000: 14 0.070 3.9.5 Concrete and Masonry,GorttructiSA Materials 12 0.099 and quality of concrete and WWgWy constrycticip must 06; 0• 10 0.129 comply with the applicable provl�eigs df Chap:er•1,9„&hd 21 0 of the IBC. The compressive strength of the concrete and • 7 0.171 masonry construction must bei rb accordance with the •0 3 0.240 approved design and applicable provi$ions c:41”:wilding For SI: 1 inch=25.4 mm. code. • • • • • 3.9.2 Wood: Wood members must be sawn lumber or 4.0 DESIGN AND INSTALLATION 0 •":'0 • • structural glued laminated timber with a minimum specific 4.1 Design: gravity of 0.50, or approved structural engineered lumber The allowable load capacities in Tables 1 through 8 are (structural composite lumber, alternative strand lumber, or based on allowable stress design.The use of the allowable prefabricated wood I-joists) with a minimum equivalent specific gravity of 0.50, unless otherwise noted in the load values for the products listed in Table 10 of this report applicable table within this report. Wood members must must comply with all applicable requirements and have a moisture content not exceeding 19 percent conditions specified in this report. Tabulated allowable (16 percent for structural engineered lumber), except as loads are for normal load duration and/or short load noted in Section 4.1. For connectors installed with nails, duration,based on load duration factors,Co,in accordance the thickness of each wood member must be sufficient with Section 10.3.2 of the NDS, as indicated in Tables 1 such that the specified fasteners do not protrude through through 8 of this report. No further increases are permitted the opposite side of the member, unless otherwise for load durations other than those specified. Tabulated permitted in the applicable table within this report. Wood allowable loads are for connections in wood seasoned to a members that are structural engineered lumber must be maximum moisture content of 19 percent (16 percent for recognized in, and used in accordance with, a current engineered wood products) or less, used under evaluation report. Refer to Section 3.9.4 for issues related continuously dry conditions and where sustained to treated wood. temperatures are limited to 100°F (37.8°C) or less. When connectors are installed in wood having a moisture content 3.9.3 Fasteners: Required fastener types and sizes for greater than 19 percent (16 percent for engineered wood use with the USP structural connectors described in this products), or where the in-service moisture content is report are specified in this section and Tables 1 through 8. expected to exceed this value, the applicable wet service ESR-3449 I Most Widely Accepted and Trusted Page 3 of 13 factor, CM, must be applied. Unless otherwise noted in the 5.1 The connectors must be manufactured, identified and tables of this report, the applicable wet service factor, CM, installed in accordance with this report and the is as specified in the NDS for lateral loading of dowel-type manufacturer's published installation instructions. A fasteners. When connectors are installed in wood that will copy of the manufacturer's published installation experience sustained exposure to temperatures exceeding instructions must be available at the jobsite at all 100°F (37.8°C), the allowable loads in this evaluation times during installation. In the event of a conflict report must be adjusted by the temperature factor, Ct, between this report and the manufacturer's published specified in Section 10.3.4 of the NDS. The group action installation instructions,this report governs. factor, C9, has been accounted for, in accordance with 5.2 Calculations showing compliance with this report must Section 10.3.6 of the NDS, in the tabulated allowable be submitted to the code official. The calculations loads, where applicable. For connectors installed with must be prepared by a registered design professional bolts, minimum edge distances and end distances within where required by the statutes of the jurisdiction in the wood members must be met, such that the geometry which the project is to be constructed. factor, Co, is 1.0, in accordance with NDS Section 11.5.1, unless otherwise noted in this report. Connected wood 5.3 Connected wood members and fasteners must members must be checked for load-carrying capacity at comply with Sections 3.9.2 and 3.9.3,respectively. the connection in accordance with NDS Section 10.1.2. 5.4 Adjustment factors, noted in Section 4.1 of this report 4.2 Installation: and the applicable codes, must be considered where Installation of the connectors must be in accordance with applicable. this evaluation report and the manufacturer's published 5.5 Use of connectors and fasteners with preservative- installation instructions. Mechanical fasteners must be treated or fire-retardant- treated lumber must be in installed in wood members in accordance with NDS accordance with Section 3.9.4. Section 11.1. 5.6 The design of the anchorage to, and bearing upon, 4.3 Special Inspection: concrete or masonry construction,inclusive of cast-in- place and post-installed anchors, used to attach the 4.3.1 Main Wind-force-resisting Systems under the connectors described in this report to concrete or IBC: Periodic special inspection must be conducted for masonry construction, is outside of the scope of this components within the main wind-force-resisting system, report. where required in accordance with Sections 1704.2 and 1705.10 of the 2012 IBC, Sections 1704 and 1706 of the 5.7 Connectors with factory welds are identified in Table 2009 IBC,and Section 1704 of the 2006 IBC. 10 as being manufactured at the designated facilities under a quality control program with inspections by 4.3.2 Seismic-force-resisting Systems under the IBC: ICC-ES. Periodic special inspection must be conducted for components within the seismic-force-resisting system, 6.0 EVIDENCE SUBMITTED ,,,, where required in accordance with Sections 1704.2 and Data in accordance with the IEC-EE Acceptaaee•Criteria.•.++. 1705.11 of the 2012 IBC, and Sections 1704 and 1707 of for Joist Hangers and Similar%ovicEL (ACV), approved •• the 2009 and 2006 IBC. October 2010(editorially revised QW,"nber 261L.' ,•,.;. 4.3.3 Installations under the IRC: Special inspections 7.0 IDENTIFICATION ***:Oe • • • are normally not required for connectors used in structures .,,, •••• regulated under the IRC. However, for components and Each connector described in this report is id&ti&J by the systems requiring an engineered design in accordance product model (stock) number, {h'dumber of the ICC-ES with IRC Section R301, periodic special inspection index evaluation report for tJf �tructurcl', '••• Cdhpector• requirements and exemptions must be in accordance with (ESR-2685), and by one Or• rAore of the efbllowing•—••• Sections 4.3.1 and 4.3.2 of this report. designations: USP Structural*COmmactor, MiTeO USA, • p Inc., USP Structural Connector,•a:M%Tek® Company.••••'•• 5.0 CONDITIONS OF USE Labels on connectors identifjpd irL Table :IJ*A9'being. , The USP Structural Connectors described in this report manufactured under a quality dbqdl p'ogram.o o•• V•••: 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: ESR-3449 I Most Widely Accepted and Trusted Page 9 of 13 TABLE 5—PA POST ANCHOR ALLOWABLE LOADS 1.2.3,4,5 STEEL GAGE DIMENSIONS(In) FASTENER SCHEDULE ALLOWABLE LOADS(Ibs) STOCK Anchor Bolt Post Bearinglift NO. Base Stand-off W L H Uplift Plate qty, Type qty- Type Co=1.0 Co=1.6 PA44 18 12 39/,6 3'/Z 2'/8 1 1/2" 8 16d Common 5135 380 PA44R 18 12 4'/16 4 31/2 1 '/2" 12 16d Common 5135 380 PA46 18 12 381,6 5'/2 31/2 1 '/2" 14 16d Common 6285 505 PA46R 18 10 41/16 6 3112 1 1/2" 14 16d Common 6285 505 PA66 18 12 58/16 51/2 31/2 1 112" 16 16d Common 6950 470 PA66R 18 12 6'/,6 016 31/4 1 '/Z" 16 16d Common 6950 470 PA44E 18 16 39116 31/2 3'/2 1 1/2" 6 16d Common 6775 990 PA66E 14 12 5'/2 5'/2 3'tz 1 6/6" 8 16d Common 16005 1060 For SI:1 inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads have been adjusted for load duration factors,CD,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.9.3 for required fastener dimensions and mechanical properties. AAllowable loads shown are for installations in wood members complying with Section 3.9.2. 4Aloowable loads shown do not apply to the anchorage to concrete or masonry.Anchorage to concrete or masonry must be designed by a registered design professional in accordance with Section 4.1 of this report. SThe PA Post Anchor has no moment or lateral capacity and should not be used in fixed post applications. .. �✓•� S:Sent A &_ � ••^� ,-.'a.: e ' 11 0000•• ,�sd' • • 0000 0000•• • 0000•• 0000 000000 000000 0 FA pA •0000 ..•... ..... ...... .. . ..... 000000 •• . 0000 ...... • • :0.0:0 0 000.0 • • • • 0{rr{ • • .0000.•• . 0000 . • Typical PA Typical PAE installation installation FIGURE 5—PA POST ANCHOR e ESR-3449 I Most Widely Accepted and Trusted Page 10 of 13 TABLE 6—PAU POST ANCHOR'2,3,4,5.6 STEEL GAGE FASTENER SCHEDULE ALLOWABLE LOADS(Ibs) Dimensions(in.) STOCK Anchor Uplift NO. Base Stand- Washer Nails Bolts Bolts Bearing Off Plate W H L Nails Bolts Qty Type Qty Size Qty Size 100% Co=1.6 Co=1.6 —�? PAU44 12 16 10 39/16 51/,6 3 12 16d Common 2 '/p 1 5/6 6775 2535 2265 PAU46 10 12 10 39/16 6 5 12 16d Common 2 1/2 1 5/6 13815 2535 2265 PAU66 10 12 10 5'/Z 6 5 12 16d Common 2 1/2 1 5/6 16005 2380 2265 PAU88 12 12 3 7'/2 73/16 7'/16 14 16d Common – -- 2 5/6 24900 3185 – PAU88R 12 12 3 8'/16 1 615/,5 71/16 14 16d Common – – 2 5/e 24900 3185 For SI:1 inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads have been adjusted for load duration factors,Co,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.9.3 or required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations in wood members complying with Section 3.9.2.Values apply only to parallel-to-grain loading of wood members. 4Allowable loads shown do not apply to the anchorage to concrete or masonry.Anchorage to concrete or masonry must be designed by a registered design professional in accordance with Section 4.1 of this report. 'The PAU Post Anchor has no moment or lateral capacity and should not be used in fixed post applications. 'Allowable nail loads and bolt loads are not permitted to be added together. _,>a •• • • •• • PAU •••• ••••• TYPICAL PAU •��••� �•• •• ••i••• •• •• • •• •••••• INSTALLATION •••••• .• • • • • •••••• FIGURE 6—PAU POST ANCHOR • • • :*so** 00*0 • • f ESR-3449 I Most Widely Accepted and Trusted Page 13 of 13 TABLE 9—STEEL TYPE,GRADE AND CORROSION RESISTANCE PRODUCT STEEL COATING C Post Cap ASTM A653,SS designation,Grade 33 G901,G185' D Post Anchor ASTM A653,SS designation,Grade 33 G90%G185' KCC and KECC Column Caps No.7 Ga.material:ASTM Al 011,SS designation,Grade 33 Painted No.3 Ga.material:ASTM A36 No.3 Gage Material:ASTM A36 KCCQ/KECCQ Column Cap Painted No.7 Gage Material:ASTM A 1011,SS designation,Grade 33 PA Post Anchor ASTM A653,SS designation,Grade 33 G90,G185' PAU Post Anchor Nos.10,12,16 Ga.Material:ASTM A653,SS designation,Grade 33 G90%G185' Nos.3,10 Ga.material:ASMT A36 Painted PB,PBES and PBS Post Caps ASTM A653,SS designation,Grade 33 G90%G185' PCM Post Cap ASTM A653,SS designation,Grade 33 G90,G185' 'Corrosion protection is a zinc coating in accordance with ASTM A653. TABLE 10—CROSS-REFERENCE OF PRODUCT NAMES WITH APPLICABLE REPORT SECTIONS,TABLES AND FIGURES PRODUCT NAME REPORT TABLE NO. FIGURE NO. SECTION C Post Cap 3.1 1 1 D Post Anchor 3.2 2 2 EPCM Post Cap 3,8 8 8 KCC Column Cap' 3.3 3 3 KECC Column Cap' 3.3 3 3 KCCQ Column Cap' 3.4 4 4 KECCQ Column Cap3.4 4 4 PA Post Anchor 3.5 5 5 PAU Post Anchor 3.6 6 6• • 6666•• PB,PBES and PBS Post Caps 3,7 7 •00• • 7 • PCM Post Cap 3.8 8 6666•• 869066• 696906 'Products are manufactured at the USP manufacturing facilities in Largo,FL;Tolleson,AZ;and Montgomery,MN-,4@ft quality corftrol • • program with third-party inspections by ICC-ES. *900 9 9 0••••0 • 6 9 0009• 6666 • 6666• 60.09• 96 9 09000 69 a6 • 90 666999 • •69969 9 • • • • 9 669666 •9969• • • 9 •• • • • • 9669• 09 • 0996 0 6 90 • 6