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DGT-19-1153Location Address Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Issue Date: 06/14/2019 Parcel Number 254 NE 101ST ST, Miami Shores, FL 33138 1132060134620 Contacts Permit NO.: D `T -tis -19-1153 Permit Type: Decks/Gazebos/Trellises Work Classification: Trellise Permit Status: Approved Expiration: 12/11/2019 ANDREAS EHLEBRACHT Owner PERELLO CONSTRUCTION INC Contractor 254 NE 101 ST, MIAMI SHORES, FL 33138 SERGIO PERELLO Other: 7862087450 5161 nw 79 ave 5, Doral, FL 33166 Business: 3057216170 INFO@PERELLOPATIO.COM Mobile: 3057216100 Description: WOOD TRELLIS Valuation: $ 7,200.00 Inspection Requests: 305-762-4949 Total Sq Feet: 240.00 Fees Amount Application Fee - Other $50.00 CCF $4.80 DBPR Fee $7.74 DCA Fee $5.16 Education Surcharge $1.60 Gazebos, Trellises and Pergolas Fee $250.00 Permit Fee $166.00 Planning and Zoning Review Fee $35.00 Scanning Fee $12.00 Structural Review ($45) $45.00 Technology Fee $12.90 Total $590.20 Payments Date Paid Amt Paid Total Fees $590.20 Credit Card 05/21/2019 $50.00 Credit Card 06/14/2019 $540.20 Amount Due: $0.00 Building Department Copy In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS FIVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating c str t n and zoning. Futhermore, I authorize the above named contractor to do the work stated. Authorized Qvatukowner / Applicant / Contractor ! Agent Date June 14, 2019 Page 2 of 2 Miami Shores Villages EI VEi� Building Department MAY 2110] 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 9 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (30S) 762-4949 FBC 20 BUILDING Master Permit Noel 10J'ill - 1 1S3 PERMIT APPLICATION Sub Permit No. ©'BUILDING F-1 ELECTRIC ROOFING r-1 REVISION [:] EXTENSION RENEWAL PLUMBING ❑ MECHANICAL PUBLIC WORKS ❑ CHANGE OF CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: ' "1 &;e 101 S� City: Miami Shores//�� County: Miami Dade Zip: �32> Folio/Parcel#: i i- �aO-0) 3 - 4020 Is the Building Historically Designated: Yes NO Occupancy Type: 12t1---> Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder):ptY 6teo b -i�h\e brockg Phone#: -986- GV -3G� Address: ZSQ IJP ACJ'i srt City: H I am ( 511,0 res State: ��- zip: J13� Tenant/Lessee Name: Phone#: Email: (D1 pV)1g- prpChT nQ COM QSk, 0(?J CONTRACTOR: Company Name: (QA0 '"C)nST(-UC r' Qn Phone#: 3C&g71- 6103 Address: cbt b l Ow -i" Pve ---0,-5 City: DOCb� State: it, Zip: 3- _ (0 '0 Qualifier Name: vcnp o R re((z Phone#: �Z1 G1-4 O 0� . NO�LA State Certification or Registration #. C�C I�Z� ' ^ Certificate of Competency #. nn DESIGNER: Architect/Engineer: �v` -L �s�i 1,Q Phone#: Ws- Address: s-Address: -5yi 1--5-l}h1-6hkl lq City: Miami State:TL zip: 33 8 Value of Work for this Permit: $ --/ 200. 00 Square/Linear Footage of Work: ZLi O -%T- Type of Work: ❑ Addition ❑ Alteration New ❑ Repair/Replace F-1Demolition . Description of Work: L <ookyl� S Specify color of color thru tile: Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Structural Reviews $ (Revised02/24/2014) Training/Education Fee $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ t--)- Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip 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. The foregoing instrument was acknowledged before me this J )-- day of 20 I` by who is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: , Sign: )) Print: LtJ/1,21/� Seal: n��r �� LILA BOADAS �',t'',�, �t MY COMMISSION #GG160142 L d EXPIRES: NOV 14, 2021 Signature tv CONTRACTOR The foregoing instrument was acknowledged before me this day of 20 )Ci by who is personally known to me or who has produced l(o—-'ZZ�"y as identification and who did take an oath. NOTARY PUBLIC: Sign:_ Print: Seal:TBonded LILA BOADAS MY COMMISSION #GG160142 EXPIRES: NOV 14, 2021 through 1st State Insurance ;, ell Structural Review (Revised 02/24/2014) Clerk APPROVED BY r Plans Examiner S %d Zoning ;, ell Structural Review (Revised 02/24/2014) Clerk r; P E'RE3L L O 11iPAI I Date: 6/14/2019 State of Florida County of Miami Before me this day personally appeared " who, being duly sworn, deposes and says: That he be the only person working on the project located at: 254 NE 101ST, Miami Shores, FI 33138, Permit # D67-05-19-1153 Sworn to and,-.,subscr d before me this day of �' 2019 by ,i, Personally Know X OR Produced Identification Type of Identification Produced lPOY PU LILA BOADAS MY COMMISSION #GG1BOW EXPIRES: NOV 14, 2021 Bonded through 1 st State Insuran rint, Type of Stamp Name of Notary '5161 NW 79th AVE Unit 5, Doral, FL, 33166 1 +l 305 721 6100 / +1 305 721 6170 Info@perellopatiacom 1 IG: @perellootio A Web: @perellopatio I I rTKt i RICK SCOTT, GOVERNOR JONATHAN ZACHEM, SECRETARY dbpr 4C•j'. lFi� ial—a. A STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD THE GENERAL CONTRACTOR HEREIN IS CERTIFIED UNDER THE PROVISIONS OF CHAPTER 489, FLORIDA.STATUTES PERELLO, SERGIO 1 PERELLO CONSTRUCTION, INC 5878 NW 113TH PL MIAMI FL 33178 LICENSE NUMBER: CGC1525000 EXPIRATION DATE: AUGUST 31, 2020 Always verify licenses online at MyRoridaL.icense.com "�" ''• Do not alter this document in any form. lig,. This is your license. It is unlawful for anyone other than the licensee to use this document. 1 s1 �j 006729 Local Business Tax Receipt Miami—Dade County, Mate of Florida -THIS IS NOT A BILL DO NOT (SAY 7184335 BUSINESS NAME/LOCATION RECEIPT NO. EXPIRES PERELLO PATIO} RENEWAL SEPTEMBER 30, 2019 5161 ,NW 79TH AVE UNIT 5 7465070 Must be displayed at place of business DORAL FL 33166 Pursuant to County Code Chapter 8A - Art. 9 & 10 OWNER SEC. TYPE OF BUSINESS PERELLO CONSTRUCTION INC 196 GENERAL BUILDING CONTRACTOR PAYMENT RECEIVED r C/O SERGIO PERELLO QUALIFIER CGC1525000 BY TAX COLLECTOR $45.00 07/17/2018 Worker(s) 3 CHECK21-18-068974 This Local Business Tax Receipt only confirms payment of the Local Business Tax. The Receipt is not a license, permit, or a certification of the holder's qualifications, to do business. Holder must comply with any governmental or nongovernmental regulatory laws and requirements which apply to the business. The RECEIPT,NO. above must be displayed on all commercial vehicles - Miami -Dade Code Sec 8a-276. For more information, visit www.miamidadegovAaxcollector 11 DATE (MWDDYYYY) AC<>RV CERTIFICATE OF LIABILITY INSURANCE 05/1712019 .____-_1_._.__1.i; Fi$ kn UPO'NT14 FiCATE HOLDER. THI NO GE FOR ED BY THE POLICIES ;��js -j��j Aftbf6VINI�dWANON AUTHORIZED CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERA AF 0 BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. ........... . .............. 11 ............ . ........ . ... . ..... . ....... INSURED provisions Of be endow'W er is an ADDITIONAL INSURED, the policy as) must have ADDITIONAL ant n _jhfPOFiTANT. 0 the �iriIIG "t n 9 A statement 0 N SUBROGATION 15 WAIVED, subject to the terms and conditions of the policy, certain policies may require an 0 dors Mont ate a this certificate does not confer rights to the cemifica.. te holder In lieu of such endorsament1s). . ............ . . ..... ..... . . . .... . .. . .............. . .... ....... .................. . ..... . ..... __ NTA . CtMADELYN RODRIGUEZ FAX -631 2 Nal_L3qS) 820 ODUCER PHONE (305) 507-0170 .... . ....... .. ............ SIMIlLY INSURANCE ADVISOR INC A1C tta,.Exi3 L tMILYINSURANCE:COM F - 10 "011 Im".. .......... ---------- po BOX 669273 IN99R1E%5j.Af_FORqjNqCOyERA MIAMI, FL 33166 SPECIALTY INSURANCE C i CRUM & FORSTER . ..... ................ FaX (305) 820-6393INSURERA. Phone A�507-9170 . ..... .. ...... ..... ........ . . ............... . ............... .......... . ..... . . ... ............. ...... .......... ...... .... INSURED PtRELL0 CONSTRUCTION INC 5161 NW 79 AVE DORAL FL 33166 AVC NUMBER' REVISION e6iekAGEs �POLICIES . %,Mf% I lrl%, WVE -BEEN ISSUED -THE INSURED ABOVE FOR THE POLICY t'LKIUU ki iS. CERTIFY THAT LISTED - BELOW H I I INDICATED. NOTWITHSTANDING ANY REOUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WH CH TH S I LIED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, CERTIFICATE MAY BE ISS E BEEN REDUCED BY PAID CLAIMS . .. . ................. . ............ . ................. . ................. . ................ . . ........... POLICIES LIMITS SHOWNMAY HAVE EXCLUSIONS AND CONDITIONS OF SUCH PC U AnOLSUeR;POLICY EFPO EXP POLICY NUMIBhR (MMMDNYYY,.,,,t,,,.-, uMrrs TYPE OF INSURANCE EACH OCCURRENCE ....... . ............ ......... . . ........ ............. 6AMAd� to RENTED 100-000-00 6 CommERCIALGENERALL"ILITY CLAIMSMADE V� OCCUR 5,000.00 ME A BAK-27644-2 GEWL AGGREGATE LIMIT APPLIES PER 0 O, POLICY !ERCT LOC j OTHER � AUTOMOBILE LIABILITY ANY AUTO 0 SCHEDULED OWNED AUTOS AUTOS ONLY NON OWNED i P ONLY ED AUTOS ONLY JA I" LJ OCCUR I" D CLAIMS WORKERS COMPENSATION AND EMPLOYERS' LIABILITY YIN ANY PROPRIETORIP,ARTNER/EXECUTtVE---,` NIA OPFICERA*MBER EXCLUDED? (Mandatory In NMI 3(as' describe under rcro,aTMIJ nr OPERATIONS below 05/0112019 '05/01/2020 PERsONAL&�AOV INJURY muco e, nrr^_RCfL1TE $ 2 tr r"M specs is requIlmd) DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (Attach ACORD 1011, AdcIttionat Remarks Schedule, CGC #1525000 BODILY INJURY (Per Ww) . BODILY INJURY (Per accident} $ PROPeATY I)iA_AG_E1 ,S L. 0 E. L. DISEASE -POLICY LIMIT S CERTIFICATE HOLDER.............................. . .. .... . ............ SHOULD ANY OF THE ABOVE DES . ............... ..... ....... CRISED POLICIES HE CANCELLED BEFORE i N DATE THEREOF, NOTICE WILL BE DELIVERED IN Miami Shores Village Bldg Dept THE EXPIRATION PROVISIONS. ACCORDANCE WITH THE POLICY 10050 NE 2nd Ave Miami Shores, Ft 33138 AUTHORIZED REPRESENTATIVE ACORD 25 (206103) OF id 19$8-20 ACORD CORPORA N. All rig* reserved. aik The ACORD name and logo are rO Istered m 7-5 of ACORD THE WE JIMMY PATRONIS CHIEF FI,NANICAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION * * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW * * CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 3/1/2019 PERSON: SERGIO I PERELLO FEIN: 272177318 BUSINESS NAME AND ADDRESS: PERELLO CONSTRUCTION, INC 5161 NW 79 AVE #5 MIAMI, IFL 33166 SCOPE OF BUSINESS OR TRADE: Licensed General Contractor EXPIRATION DATE: 2/28/2021 EMAIL: INFO@PERELLOPATIO.COM IMPORTANT: Pursuant to Chapter 440.05(14), F.S., an officer of a corporation who elects exemption from this chapter by fling a certificate of election under this section may not recover benefits or compensation under this chapter. Pursuant to Chapter 440.05(12), F.S., Certificates of election to be exempt... apply only within the scope of the business or trade listed on the notice of election to be exempt. Pursuant to Chapter 440.05(13), F.S., Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the person named on the certificate to meet the requirements of this section. DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08-13 QUESTIONS? (850)413-1609 Miami shores Village j• Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner — Workers' Compensation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if. 1. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature: er State of Florida County of Miami -Dade The foregoing was acknowledge before me this � day of Q , 20�. By rA ndecas �k LQ Lecc 7 who is personally known to me or has produced TU F 4„IG"o 56 220 as identification. Notary: v4LL^M1,CAR - MISSION # GG033011 SEAL: •.q ,,;... EXPIRES September 25, 2020 Y PERELLO� PAI . . LOT COVERAGE CALCULATION ••� RESIDENTIAL SINGLE FAMILY SITE ADDRES: 254 NE 101 ST, MIAMI SHORES, FL 33138 OWNER NAME: ANDREAS EHLEBRACHT AND GUYLAINE PIERRE TOTAL LOT SQUARE FOOTAGE: 8,625 SF. IMPERVIOUS AREA'S EXISTING HOUSE (INCLUDING TERRACE & COVER ENTRY): 3,538 SF. AC PAD: 28 SF. DRIVEWAY & WALKWAYS: 750 SF. TOTAL ALL EXISTING IMPERVIOUS AREAS: 4,316 SF. NEW AREA (WOOD TRELLIS): 240 SF. TOTAL GREEN AREA: 4,069 SF (47.18%) 5161 NW 79th AVE Un' 5, Doral, FL, 33166 1 +l 305 721 6100 / +1 305 721 6170 M Info@perellopatio,com IG: @perellopatio 1 Web: @perellopatio rnr iNn1e, 10 3i. O 0 AnJACFN'V� n CL= N.E. 101 st STREET Inuhl c iy peri crtec' Per P.atl.- 1, l l 20 ASPHALTPAVEMFN- \ B^;Ck DRVF \\\ l F -7C nn' 22 PARKWAY i hA V.ul 0 25 Cl Li TILT s��rn O 0 L'1 -SWF iDAMPGCDI \OS' o.7sc: -�_I 1 i _�_. F -I - 1 I0 ba 'rid NID 1 ' % -' N I Fnd 172 Rrbar ,No 1.Dr ., - 75.00' `P. . INOIDI w0.99 Soith 15 ALLEY oD 0 19' East ast SI 1Pu::!i!ly DenicateO Per Plat) ip AS('HAt!PAVEMENT U•Yeynf'S Not,, -� • All rlcarancr•, anh'nr encroarrments shown hereon are nl apparent nature Frvsrr nwnersn:p by vlsua� means. Legal ownership of fences not determined. • Encroacnments Nmcd 3 • Undergrouno 3t.'urture,, fi any. n^,r InrateA • 9earingS, :f Sh—, are based on --,ca mi�ori an nr Plat of Rel(rd. • Lands Shown hereon were nr,; ah'!raf!Pn inr ea Wm ,, and/nr nghlnf '/say of (ef(Ird' • Legal description proviced by client. • This cenfisaUon ,s only for Ind as eesrrtbed It Is not a-tf-ono of ❑de. 7-9, casenrrns. or frerrimc Goo: encumbrances. ABSTRAC i Not REVIEWED. • There may be add,I onaI res:o, non, no, no., or, tbli survey Ina( may be fou -c! in Thr puUhr recu.ds of iNs county. ABSTRACT NOT REVIEWED • This BOUN!)P.RY SL'R'/EY I:as been pre„areA for the e+rlusrve ,,Se bf Thr entities Hamer, hereon Ire Cemfra!e docs riot extend to any unnamed party. • Tort survey was hated on the mnnumrnlc sound on the field Nn rnn51lurlinn in an y maim,, Slvrr Ad bP man, Wannul Inr Irwr wriilen CUntenl n(Ine SinveYpr. LEGEND _- / Eel vnRrErC/,' 0 C Idl Angie J g / A P c I ASCA Cn 6, N.E. IOIzt STREETI /- � ASP.-, A./, w IT90 e D l 10Iw C •Cacvored N Z' -- 1 1 9 8 7 6 51 4 3 2 , CB -cat:` 9a::n ] - _ _ Z! C8S Co -n rete Bio k Sa mre Dr = > CH • ch” 12'GI cnara •chanannr,nc�z 13 : rr, CLF eh Lx11, Fence W"'•''' L u l I 15 16 171 18 19, 20, 21 22 23.w c Z f 14 i I jz, cow _ N.E. 100th STREET_ _ C:H - D-0 Hose - GT'E D .tiye & Ma. t arxc "r:rom. Location Sketch E :m aim Ei: y NTS F:H Her ! LP auntl I Z PCpc F P -. -0 1; z .2n 1. bar F'L - Flo"oa P,-.wer & t'91': IP hong c L91tr1e0 Bnunets LME - ". t.14:n—ott. Easrmrnt L F - LICr11 Pol- M - MCa,urcC !.TAINT. - NI a n:enarK? Mr - Ma n!c•-- E -1r,! i.lar NI mcnt N,'A V App. Kaok N,S^� V I & r)t- %-V'r NTS Vo: to Sc,IC C/S - O`hrt -. U i - 011Yhead U!A:y Laws P i P9 n' n,nt ar c�ti....-Ire PCP Port LEGAL DESCRIPTION Pn aye Lot 6 and the West 1/2 of Lot 5, Block 34, AN AMENDED PLAT OF MIAMI SHORES P i Pnun • POlnt of InienLTign • Paaw y SECTION NO. 1, according to the Plat thereof, as recorded in Plat Book 10, Page 70, o Pr:.n°'ny L•rw of the Public Records of MIAMI-DADE County, Florida 2 u rrort-,,,nna. a:x su r or ,d tha original raised sea: of G P nrR L ' a `,';,;e Title Insurance Company, Caliber Home Loans, Inc., its successors and/or assigns. PRC R c formational puipoies only PRM P ,, c/R cr Murur�rnt ,d is not valid. PI PD :ofT 3-y PREPARED FOR. Andreas Ehlebracht, 254 N E. 101 Street, Miami Shores, FL 33138 R �l I Re, Rcncencc D�j/CJ RLS 2c 15 = RNr, Ac ( One Story',I R'P. RSM z Residence Rrg•srcrnl s"""M & Mapper It V';.1'N'ty 2. Portion of the 5 foot high wood fence is encroaching over the South boundary g 7 Y sow* No.254 line into the abutting alley. S" T seaon T,"M 3. Portion of the damaged 5 foot high wood fence is encroaching over the East rXP • TotRn,h:p 1 tins LE L•nL - Uonry Eascmc^t . Ue;;ly :09 It 3 PA ri - ;EP I 1 I Ir'LANIi[R - - Izn, , PAVFRS •_-oljrPMENT 2500 POOL qro\\ 2505 JS '5 W, 0 25 Cl Li TILT s��rn O 0 L'1 -SWF iDAMPGCDI \OS' o.7sc: -�_I 1 i _�_. F -I - 1 I0 ba 'rid NID 1 ' % -' N I Fnd 172 Rrbar ,No 1.Dr ., - 75.00' `P. . INOIDI w0.99 Soith 15 ALLEY oD 0 19' East ast SI 1Pu::!i!ly DenicateO Per Plat) ip AS('HAt!PAVEMENT U•Yeynf'S Not,, -� • All rlcarancr•, anh'nr encroarrments shown hereon are nl apparent nature Frvsrr nwnersn:p by vlsua� means. Legal ownership of fences not determined. • Encroacnments Nmcd 3 • Undergrouno 3t.'urture,, fi any. n^,r InrateA • 9earingS, :f Sh—, are based on --,ca mi�ori an nr Plat of Rel(rd. • Lands Shown hereon were nr,; ah'!raf!Pn inr ea Wm ,, and/nr nghlnf '/say of (ef(Ird' • Legal description proviced by client. • This cenfisaUon ,s only for Ind as eesrrtbed It Is not a-tf-ono of ❑de. 7-9, casenrrns. or frerrimc Goo: encumbrances. ABSTRAC i Not REVIEWED. • There may be add,I onaI res:o, non, no, no., or, tbli survey Ina( may be fou -c! in Thr puUhr recu.ds of iNs county. ABSTRACT NOT REVIEWED • This BOUN!)P.RY SL'R'/EY I:as been pre„areA for the e+rlusrve ,,Se bf Thr entities Hamer, hereon Ire Cemfra!e docs riot extend to any unnamed party. • Tort survey was hated on the mnnumrnlc sound on the field Nn rnn51lurlinn in an y maim,, Slvrr Ad bP man, Wannul Inr Irwr wriilen CUntenl n(Ine SinveYpr. LEGEND _- / Eel vnRrErC/,' 0 C Idl Angie J g / A P c I ASCA Cn 6, N.E. IOIzt STREETI /- � ASP.-, A./, w IT90 e D l 10Iw C •Cacvored N Z' -- 1 1 9 8 7 6 51 4 3 2 , CB -cat:` 9a::n ] - _ _ Z! C8S Co -n rete Bio k Sa mre Dr = > CH • ch” 12'GI cnara •chanannr,nc�z 13 : rr, CLF eh Lx11, Fence W"'•''' L u l I 15 16 171 18 19, 20, 21 22 23.w c Z f 14 i I jz, cow _ N.E. 100th STREET_ _ C:H - D-0 Hose - GT'E D .tiye & Ma. t arxc "r:rom. Location Sketch E :m aim Ei: y NTS F:H Her ! LP auntl I Z PCpc F P -. -0 1; z .2n 1. bar F'L - Flo"oa P,-.wer & t'91': IP hong c L91tr1e0 Bnunets LME - ". t.14:n—ott. Easrmrnt L F - LICr11 Pol- M - MCa,urcC !.TAINT. - NI a n:enarK? Mr - Ma n!c•-- E -1r,! i.lar NI mcnt N,'A V App. Kaok N,S^� V I & r)t- %-V'r NTS Vo: to Sc,IC C/S - O`hrt -. U i - 011Yhead U!A:y Laws P i P9 n' n,nt ar c�ti....-Ire PCP Port LEGAL DESCRIPTION Pn aye Lot 6 and the West 1/2 of Lot 5, Block 34, AN AMENDED PLAT OF MIAMI SHORES P i Pnun • POlnt of InienLTign • Paaw y SECTION NO. 1, according to the Plat thereof, as recorded in Plat Book 10, Page 70, BOUNDARYSURVEY 1111 Pr:.n°'ny L•rw of the Public Records of MIAMI-DADE County, Florida =s rrort-,,,nna. a:x su r or ,d tha original raised sea: of I'Ua P nrR CERTIFIED TO Andreas Fhlebracht. Ana Marla AngUlo. Arty; Old Republic National ,r c a `,';,;e Title Insurance Company, Caliber Home Loans, Inc., its successors and/or assigns. PRC R c formational puipoies only PRM P ,, c/R cr Murur�rnt ,d is not valid. PI PD :ofT 3-y PREPARED FOR. Andreas Ehlebracht, 254 N E. 101 Street, Miami Shores, FL 33138 R R Cus NELSON MOX• Re, Rcncencc D�j/CJ RLS Rc�:i«•reA!arxl5urv.•yor Encroachments' RNr, . Rar>9c I. The brick drive is encroachingover the North boundary line into the street ry R'P. RSM Right-of-Way(N.E. IOIst Stre(!t(. RW Rrg•srcrnl s"""M & Mapper It V';.1'N'ty 2. Portion of the 5 foot high wood fence is encroaching over the South boundary g 7 Y sow* ' s:acwar line into the abutting alley. S" T seaon T,"M 3. Portion of the damaged 5 foot high wood fence is encroaching over the East rXP • TotRn,h:p boundary line. LE L•nL - Uonry Eascmc^t . Ue;;ly • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • W.F. WeM Fence 11M •W.N, :vf,..,arK< E-111 SURVEYOR'S SEAL BOUNDARYSURVEY 1111 WJJgMA%S4( CIATES, INC. niers it bean the signature • • • • • • • Ladd:Jrv♦;�r5 & Mapper5 No. ,d tha original raised sea: of g: • Certificate of Authorization 6698 Florida licensed surveyor and t P.O. Box 56-0126 apper, tris map/report is for Miami, FL 33256-0126 (305(278-2494 formational puipoies only • • • • • • • • ,d is not valid. • • JiffANA:, FLOOD ZONEP x • BRS�F:�Nr EV'ISED: NELSON MOX• DAAL : D�j/CJ Registered Surveyor & Mapper No S5040 • State of Florida 08-22-17 1--20' N.M. 1 17-0157 • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 8/30/2018 h I BCIS Home i Log In I User Registration I Hot Topics db da pr G Product Approval USER: Public User Florida Building Code Online 0000{ Pq Submit Surcharge Stats & Facts Publications Contac• Us • BOIS Site Map I Links Search • •0 • • •0• • 000.0• 00 • .0000. Product Approval Menu > Product orApplication 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-R3 Revision 2014 0000.. Year AF&PA NDS 2012 AISI 5100 S1, S2 0000.. 0000 •• • • • 2005 0000 • •• 0000• 0000•• • • 0000• • • 0000•• •• •• • 0000•• • 0000•• • • • • • 0000•• •• 090.0 Approved ••• • �••••� • *Approved by DBPR. Approvals by DBPR All be reviewed cmd ratified by the POC and/or the Commission if necessary. 0000 ••• Simpson Strong -Tie Co. 2221 Country Lane McKinney, TX 75070 (800)999-5099 Ext 3027 kcullum@strongtie.com Randall Shackelford rshackelford@strongtie.com Randall Shackelford (new) 2221 Country Lane McKinney, TX 75069 (972) 439-3029 rshackelford@strongtie.com Shelby Troth 5956 W. Las Positas Blvd Pleasanton, CA 94588 (925) 560-9000 Ext 9049 stroth@strongtie.com Structural Components Wood Connectors Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC Benchmark Holdings, L.L.C. 12/31/2018 Jeffrey R Arneson, P.E. Validation Checklist - Hardcopy Received FL10860 R3 COI ICC Certificate of Independence2012.pdf Standard Year AF&PA NDS 2012 AISI 5100 S1, S2 2007 ASTM D1761 2000 ASTM D7147 2005 Approved Testing Lab Florida Licensed Professional Engineer or Architect https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgtwudLxnkwGmRGi6k7e%2fD5T2fH7iDHsXdsGjulkvA4axA%3d%3d 1/4 8/30/2018 Florida Building Code Online FL10860 R3 Equiv D1761 and D7147 Equivalence.pdf FL10860 R3 Equiv FL 10860 Florida Code Certification V2.pdf 00 Pagel/200 FL # Model, Number or Name • • • • Sections from the Code Post Base •••••• •••• • • Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR -1622 Bases.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 •••••• • •• •••••• • • • • • • 10860.2 • Product"wroval Method Method 1 Option C ABA66, ABA66R Limits of Use ••••• •• • •••• Approved for use outside HVHZ: Yes • • • • • • • Date y. "tied 06/05/2015 • • • • • • • • • • Date jai 84j,,d 06/15/2015 • • • Datq#W4igj FBC Approval ABE44, ABE46, ABE66 • • • • • • • • Dat4Al1provjd 06/21/2015 FL10860 R3 II ESR -1622 Bases.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: • • • • • surnm*... f Products 10860.4 ' • • • Go to Page Limits of Use 00 Pagel/200 FL # Model, Number or Name Description 10860.1 AB44, AB44R, AB46, AB46R, AB66, Post Base AB66R Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR -1622 Bases.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: FL10860 R3 AE ESR -1622 Bases.pdf 10860.2 ABA44, ABA44R, ABA46, ABA46R, Post Base ABA66, ABA66R Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR -1622 Bases.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: FL10860 R3 AE ESR -1622 Bases.pdf 10860.3 ABE44, ABE46, ABE66 Post Cap Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR -1622 Bases.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: FL10860 R3 AE ESR -1622 Bases.pdf 10860.4 ABU44, ABU46, ABU6d, ABU88 Post Base Limits of Use Installation Instructions Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes FL10860 R3 II ESR -1622 Bases.pdf -Verified By: ICC Evaluation Service, LLCM Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R3 AE ESR -1622 Bases.pdf AC4, AC4R, ACE4, AC6, AC6R, ACE6 10860.5 Post Cap Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR -2604 Capp ff 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: FL10860 R3 AE ESR -2604 Caps -.r -df 10860.6 CB44, CB46, CB48, CB66, CB68 Column Base, Embedded Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR -3050 Column Bases.gd 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: FL10860 R3 AE ESR -3050 Column Bases.pdf 10860.7 CBSQ44-SDS2, CBSQ46-SDS2, Column Bases, Embedded CSBSQ66-SDS2,CBSQ86-SDS2, CBSQ88-SDS2 https://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQvADgtwudLxnkwGmRGi6k7e%2fD5T2fH7iDHsXdsGjulkvA4axA%3d%3d 2/4 8/30/2018 Florida Building Code Online Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR -3050 Column Bases.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 • • 1 Other: FL10860 R3 AE ESR -3050 eolumA pases.Rdf' • • • 10860.8 CC3 1/4-4, CC3 1/4-6, CC5 1/4-4,Column Cap • • • • • • • • • • • • CC5 1/4-4HDG, CC5 1/4-6, CC5 1/4-— • • • : • 8 ' ' ' • Limits of Use Installation Instructions • • • Approved for use in HVHZ: Yes FL10860 R3 II ESR -2604 CaQpdf • Approved for use outside HVHZ: Yes Verified By: ICC Evaluation AMA! CLC ; • •.; • Impact Resistant: N/A Created by Independent Thiri4Partr: • •" Design Pressure: N/A Evaluation Reports 000000 • Other: FL10860 R3 AE ESR -2604 Gap .pd • 10860.9 CC44, CC46, CC64, CC66, Column Cap ; ••• CC68,CC76, CC77, CC78, CC86, •+ • �' • • ' CC88, CC96, CC98, CC106 • • • • Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR -2604 Cap_5_.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: FL10860 R3 AE ESR -2604 Cap5.pdf 10860.10 CCQ3-4-SDS2.5, CCQ3-6-SDS2.5, Column Cap CCQ44-SDS2.5, CCQ46-SDS2.5, CCQ48-SDS2.5 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR -2604 Caps.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: I FL10860 R3 AE ESR -2604 Caps.pdf 10860.11 CCQS-4 SDS2.5,CCQ56 SD52.5, Column Cap CCQ5-8-SDS2.5, CCQ64-SDS2.5, CCQ66-SDS2.5, CCQ68-SDS2.5 Limits of Use i Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR -2604 Caps.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:FL10860 R3 AE ESR -2604 Caps.pdf _ 10860.12 CCQ74-SDS2.5, CCQ76-SDS2.5, Column Cap CCQ77-SDS2.5, CCQ78-SDS2.5 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR -2604 Caps.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: FL10860 R3 AE ESR -2604 Capp -df 10860.13 CPT44Z, CPT66Z, CPT88Z Concealed Post Tie Base Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR -1622 Bases.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: FL10860 R3 AE ESR -1622 Bases.pdf 10860.14 EPB44A, EPB44, EPB46, EPB66 Embedded Post Bases Limits of Use I Installation Instructions Approved for use in HVHZ: Yes I FL10860 R3 II ESR -3050 Column Bases.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: FL10860 R3 AE ESR -3050 Column Bases.pdf s 10860.15 EPS4Z Post Base, Embedded _.— Limits of Use — Installation Instructions --_ Approved for use in HVHZ: Yes FL10860 R3 II ESR -3050 Column Bases.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC https://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgtwudLxnkwGmRGi6k7e%2fD5T2fH7iDHsXdsGjulkvA4axA%3d%3d 3/4 8/30/2018 Florida Building Code Online Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports •••••• •••• • 1086Q.16 • LCB44, LCB66 Light Column Base, Embedded •mac i Limits of Use Installation Instructions AppW#O for use in HVHZ: Yes FL10860 R3 II ESR -3050 Column Bases.pdf Ap raved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC ImPp�aMli0sistant: N/A Created by Independent Third Party: DesN:Mq ressure: N/A Evaluation Reports OtRoy • is • FL10860 R3 AE ESR -3050 Column Bases.pdf •-r 1086 19 Qi.1 LPC4Z, LPC6Z Light Post Cap Lirnibbef•ttse Installation Instructions •• FL10860 R3 II ESR -2604 Caps.pdf Approvedfor use outside HVHZ: Yes • • Created by Independent Third Party: DesigrsDressure:N/A Evaluation Reports Other: FL10860 R3 AE ESR -2604 Cap.(�df 10860.18 PB44, PB44R, PB46, PB66, PB66R Post Bases, Embedded Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR -3050 Column Bases.pdf Florida Building Code Online Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL10860 R3 AE ESR -3050 Column Bases.pdf 1086Q.16 • LCB44, LCB66 Light Column Base, Embedded •mac i Limits of Use Installation Instructions AppW#O for use in HVHZ: Yes FL10860 R3 II ESR -3050 Column Bases.pdf Ap raved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC ImPp�aMli0sistant: N/A Created by Independent Third Party: DesN:Mq ressure: N/A Evaluation Reports OtRoy • is • FL10860 R3 AE ESR -3050 Column Bases.pdf •-r 1086 19 Qi.1 LPC4Z, LPC6Z Light Post Cap Lirnibbef•ttse Installation Instructions Aoreved•for use in HVHZ: Yes FL10860 R3 II ESR -2604 Caps.pdf Approvedfor use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Ir%04t Risistant: N/A Created by Independent Third Party: DesigrsDressure:N/A Evaluation Reports Other: FL10860 R3 AE ESR -2604 Cap.(�df 10860.18 PB44, PB44R, PB46, PB66, PB66R Post Bases, Embedded Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR -3050 Column Bases.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: FL10860 R3 AE ESR -3050 Column Bases.pdf 10860.19 PBS44A, PBS46, PBS66 Post Base, Embedded with Standoff Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR -3050 Column Bases.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: FL10860 R3 AE ESR -3050 Column Bases.pdf 10860.20 PBV6, PBV10 Round Post Base Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10860 R3 II ESR -1622 Bases.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: FL10860 R3 AE ESR -1622 Bases.pdf Go to Page = 0 6acH Next 00 Pagel/200 Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Priv y 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 emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: P I e_: Credit Card Safe https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgtwudLxnkwGmRGi6k7e%2fD5T2fH7iDHsXdsGjulkvA4axA%3d%3d 4/4 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES "" SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FASTENINGS REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 EVALUATION SUBJECT: SIMPSON STRONG -TIE® POST BASE CONNECTORS FOR WOOD CONSTRUCTION ICC ICC ICC c�— PMG LISTED Look for the trusted marks of Conformity! "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPQ Award in Excellence" �L W��I ama INTERNATIONAL A Subsidiary of COOECOUNCIC ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, \ or as to any product covered by the report. PA00=wa "110N 01000 Copyright © 2014 ;;••• ICS-k$-Evaludtion Report ESR -1622 Reissued January 2015 • • • ..., This report is subject to renewal January 2016. M .jr es-or9•F4800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 d0 WOOD, PLASTIC, AND CaSITES . . Section: 06 05 23:", Plastic, and Composite F'dStC441`Js 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 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2012, 2009 and 2006 International Building Code (IBC) ■ 2012, 2009 and 2006 International Residential Code® (IRC) 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 2012 and 2009 IBC Section or 2006 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, Section R317.1.4 of the 2012 and 2009 IRC and Section R319.1.4 of the 2006 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 11/16 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 818.22.1 (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 ICC -ES Evaluation Reports are not to be construed as representing aesthetics or anv other attributes mu 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 1CC Evaluation Semite, LLC, express or implied, as to any finding or other mailer in this report, or as to any product covered by the report. Copyright 0 2014 •.q z Page 1 of 6 ESR -1622 I Most Widely Accepted and Trusted Page 2 of 6 rectangular bearing plates have a bolt hole diameter of 9/16 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. 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 11/16 -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 /4 -inch -thick 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. 3.1.6 CPTZ Concealed Post Tie: The CPTZ concealed post tie is a three-piece post base connector used to provide a concealed connection between a post and the foundation. The concealed post tie consists of the following components: a No. 10 gage galvanized steel knife plate center section having two prepunched holes for installing anchor bolts and three prepunched holes for installing chamfered steel dowel pins or bolts into the side grain of the wood post; a No. 12 gage galvanized steel standoff base that elevates the wood post 1 inch (25.4 mm) above the concrete footing; and a two 0.134 -inch -thick (3.4 mm) rectangular washers (bearing plates). See Table 6 for connector dimensions, required fasteners and allowable downloads; and Figure 6 for CPTZ connector and typical installation. 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 A653, 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). The bearing plates for the ABU88 are ASTM A36 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: 6000 NOMINAL THICKNESS • MINLMUM BAU mr AL • • • • -1r HICKNES%,, (inches) • • No. 10 Gage • 0.1275 No. 12 Gage 0.097, No. 14 Gage ' • • • .' --0.06&5• • No. 16 Gage • • • • • • 0.0556 • '/4 -inch (Bearing Plate) •• •• 0.2145 For SI: 1 inch = 25.4 mm. :00:6: ' The connectors have a minimum •G90 iiME-6ting specification per ASTM A653:unles9 otherwise noted. Some models (designated with A'moael nur;bar eroding with Z) are available with a G185 zinc coating specification in accordance with ASTM A653. 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 A123, 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, 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 F1667. The nails must have the following minimum fastener dimensions and bending yield strengths (Fyb): FASTENER SHANK FASTENER Fyb DIAMETER LENGTH (psi) (inches) (inches) 10d 0.148 3 90,000 16d 0.162 3% 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6,895 Pa. At a minimum, bolts must comply with ASTM A36 or A307. 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 Section 2304.9.5 of the IBC, Section R317.3 of the 2012 and 2009 IRC or Section R319.3 of the 2006 IRC, as applicable. For use with ESR -1622 I Most Widely Accepted and Trusted Page 3 of 6 treated lumber, the lumber treater or this report holder (Simpson Strong -Tie Company), or both, should be conlaclecitor recommendations on the appropriate coating or maigrfal to sg&4fy fpr the fasteners as well as the corMtrtid% capacities of fasteners used with the specific proQriettty presetva ve•treated or fire retardant treated lumbet. •••••• The 4IoWel pins t9c% with the CPTZ connectors are proprietar3 pins nV MTactured in compliance with ASTM A54. kr$ rod ;T• h000rdance with designation UNS G10180, Grade Ne! 10'x8, or the Baosteel Company steel specification Q/130&61,7.2009 SWRCH18A. 4.0 •Dfis4(sN ANj INST;LLATION 4.1 •Design: •••• The•t4al'Ited 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 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 sustained exposure to temperatures exceeding 100°F (37.80C), the allowable loads in this report must be adjusted by the applicable temperature factor, Ct, 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 governs. 5.0 CONDITIONS OF USE 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 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 outside 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 2010 (editorially revised December 2011). 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. ESR -1622 1 Most Widely Accepted and Trusted Page 4 of 6 TABLE 1—AB ADJUSTABLE POST BASE CONNECTORS''2 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 AB Installation FIGURE 1—AB POST BASE CONNECTOR TABLE 2—ABA ADJUSTABLE POST BASE CONNECTORS""' DIMENSIONS (inches) DIMENSIONS (inches) ALLOWABLE LOADS (Ibs) FASTENERS • ALLOWAB E DOWNtQADC (Ibs) MODEL NO. W L H Anchor Bolt Diameter (inches) • • • Nails into Po*t (Quantity -TA*? • CDF 141i • CD q J -15; • CD = 1. 5 AB44 39/16 39/16 29/12 '/2 8-10d g,p65 AB46 39/16 51/8 3 1/2 8-10d 0,,,,,* �,1 �5 • AB44R 4 41/16 29/16 '/2 8-10d • • • • • 4,065 • AB46R 4 6 213/16 /2 8-10d •• • 1,165 AB66 5'/2 51/1, 3 '/2 8-10d • • • • • 51339• AB66R 6 6 213/16 /2 8-10d • • �3 i • 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 AB Installation FIGURE 1—AB POST BASE CONNECTOR TABLE 2—ABA ADJUSTABLE POST BASE CONNECTORS""' 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. Reduce loads when other load durations govern. 2The allowable downloads may not be increased for short term loading. 3Anchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. DIMENSIONS (inches) FASTENERS ALLOWABLE LOADS (Ibs) MODEL NO. W L H Anchor Bolt Diameter (inches) Nails into Post (Quantity–Type) Uplift Downloads CD=1.6 CD=1.0 CD=1.15 CD=1.25 ABA44 39/16 3'/e 3'/16 1/2 6-10d 555 6,000 ABA44R 4'/16 31/8 213/16 '/2 6-10d 555 8,000 ABA46 39/16 51/16 3'/e 5/8 8-16d 700 9,435 ABA46R 4'/16 51/16 2'/e 5/8 8-16d 700 12,000 ABA66 5'/2 5'/4 3'/e 5/8 8-16d 720 10,665 ABA66R 6 51/16 2'/e 5/8 8-16d 720 12,665 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. Reduce loads when other load durations govern. 2The allowable downloads may not be increased for short term loading. 3Anchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. I* Min Nail Er Distan for UPI Resist ABA ABA installation FIGURE 2—ABA ADJUSTABLE POST BASE CONNECTOR 0.00.0 • 0000•• 0000•• 0000• • 0000• 0000•• 0000•• 0000•• VAerk-, —. r' i I* Min Nail Er Distan for UPI Resist ABA ABA installation FIGURE 2—ABA ADJUSTABLE POST BASE CONNECTOR 0.00.0 • 0000•• 0000•• 0000• • 0000• 0000•• 0000•• 0000•• •••9.9 • •0009• • •••••• 0000• 0000• ESR -1622 I Most Widely Accepted and Trusted Page 5 of 6 TABLE 3—ABE ADJUSTABLE POST BASE CONNECTORS' .2,3 0900 DIMENSIONS (inches) FASTENERS ALLOWABLE LOADS • . FASTENERS (Quantity -Type) m• Uplift Download • • •• MFl NO• CY3 ; '.. • Nails or Bolts Anchor Bolt Nails into Post U -Channel Co=1.0 • • • • • • W L 99:090 H Diameter (inches) (Quantity–Type) CD = 1.6 Cp=1.15 0*0000 Co=1.0 W L H Gage Cp=1.25 � 8E44 • 3'iis • 3'/2 2 25 /32 '/2 6-10d 520 6,665 AB146 6 • 5'/�s 4'/�e 5/8 8-16d 810 7,335 'A��iib�; • � T/20 0 5'/,c, 3'/e 5/9 8-16d 900 12,000 • • For SI: t inch = 25.4irnra elelips = 4.45 N. • • • • • • 'Thei$"194ds hav2 been increased for wind or earthquake loading with no further increase allowed. The allowable loads must be • • • • reduced when other load durations govern. • • 2The allawabie downtpasg gl9y not be increased for short term loading. 3Anc%r4uS and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. Ylxtx `app Vmin(\ Nail End Distance for Upi ft Resistance ABE44 ABE installation FIGURE 3—ABE ADJUSTABLE POST BASE CONNECTIONS TABLE 4—ABU ADJUSTABLE POST BASE CONNECTORS'2'3'6 For SI: 1 inch = 25.4 mm, 1 lbs = 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 govern. 2The allowable downloads may not be increased for short term loading. 3Anchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. °Allowable uplift loads based on nails and bolts are not cumulative. ABU44 2 Wad Trawler CONNECTOR DIMENSIONS ALLOWABLE LOADS (Ibs) m , FASTENERS (Quantity -Type) m• Standoff Uplift p Download Nails Bolts Nails or Bolts MODEL U -Channel Base NO. Bolts Anchor Co=1.0 W L H Gage Gage Nails Bolt through CD= 1.6 CD = 1.6 Cp=1.15 (in.) (in.) (in.) No. No. into Post Diameter Post Cp=1.25 (inches) ABU44 3'/,e 3 51/2 12 16 12-16d 2-1/2 1 – 5/e 2,200 2,160 6,665 ABU46 39/,6 5 7 12 12 12-16d 2-1/2 1 – 5/e 2,255 2,300 10,335 ABU66 51/2 5 01e 10 12 12-16d 2 –'/2 1.– 5/e 2,300 2,300 12,000 ABU88 7'/2 7 7 12 14 18-16d — 2 – 5/e 2,320 — 24,335 For SI: 1 inch = 25.4 mm, 1 lbs = 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 govern. 2The allowable downloads may not be increased for short term loading. 3Anchor bolts and the concrete footings must be capable of resisting all loads and forces transferred from the post base connector. °Allowable uplift loads based on nails and bolts are not cumulative. ABU44 2 Wad Trawler Plates Suppled m , m• , w� ABU88 FIGURE 4—ABU ADJUSTABLE POST BASE CONNECTORS ABU installation ESR -1622 1 Most Widely Accepted and Trusted Page 6 of 6 TABLE 5—PBV POST BASE CONNECTORS'' 2'3 For SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N. 00:9*: • • '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 po9t4be52eonnector. • 3The model number for the SDS 1/4 x 3 inch screw is SD25300. : : • • PBV PBV installation FIGURE 5—PBV POST BASE CONNECTORS TABLE 6—CPTZ POST TIE CONNECTORS'' 2,3,4,5 DIMENSIONS FASTENERS ALLOWABLE DOV%IfI!"AgS ALLOWABLE (inches) • (�eE • MODEL NO. L H • • SDS Screws into Post Anchor Bolt • • • � • Cp=t.00* • CA -4.89 • W (in.) L (in.) (Quantity -Type) (Quantity– Diamet�� . Co=1 2y PBV6 51/4 1 4 –SDS'/4 x 3 1 – 5/s • • • 9,Z50 • PBV10 93/,8 1 4 –SDS'/4 x 3 1 – 5/8 • • • 16,226• For SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N. 00:9*: • • '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 po9t4be52eonnector. • 3The model number for the SDS 1/4 x 3 inch screw is SD25300. : : • • PBV PBV installation FIGURE 5—PBV POST BASE CONNECTORS TABLE 6—CPTZ POST TIE CONNECTORS'' 2,3,4,5 For SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N. 'The allowable uplift loads have been increased for wind and earthquake load with no further increase allowed. Reduce where other loads govern. 2The allowable downloads may not be increased for short-term loading and must not exceed the post capacity. 'Connector package come with three'/2-diameter dowel pins. Alternate'/2-inch-diameter hex or squared head machine bolt (MB) may be used for loads listed. Lags or carriage bolts are not permitted. 4Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore are not for non -braced or non -top - supported installations. T O p O F2 O O ) F1 r, i r U wp a.n� crra•z cnamWea ;ornns s,mav; steel Pin FIGURE 6—CPTZ POST TIE CONNECTOR AND TYPICAL INSTALLATION DIMENSIONS FASTENERS ALLOWABLE ALLOWABLE ALLOWABLE ALLOWABLE MODEL NO. UPLIFT CD=1.60 (lbs.) DOWNLOAD CD=1.00 (lbs.) F, CD=1.60 (lbs.) F2 CD=1.60 (lbs.) W (in.) L (in.) Anchor Post Qty. (in) Qty. Type' CPT44Z 3'/2 3'/2 2 '/2 2 '/2 x 23/4 Dowel 3,035 11,455 600 605 '/z MB 3,350 CPT66Z 53/5 53/8 2 '/2 2 /z x 43/4 Dowel 4,430 21,375 655 1,025 '/z MB 4,475 CPT88Z 7'/4 7'/4 2 '/z 2 '/z x 43/4 Dowel 3,625 22,805 740 1,080 '/z MB 4,475 For SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N. 'The allowable uplift loads have been increased for wind and earthquake load with no further increase allowed. Reduce where other loads govern. 2The allowable downloads may not be increased for short-term loading and must not exceed the post capacity. 'Connector package come with three'/2-diameter dowel pins. Alternate'/2-inch-diameter hex or squared head machine bolt (MB) may be used for loads listed. Lags or carriage bolts are not permitted. 4Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore are not for non -braced or non -top - supported installations. T O p O F2 O O ) F1 r, i r U wp a.n� crra•z cnamWea ;ornns s,mav; steel Pin FIGURE 6—CPTZ POST TIE CONNECTOR AND TYPICAL INSTALLATION DocuSign Envelope ID: AED77D82-6BD7-4E12-96F8-34A293AB75A3 June 12, 2015 Jax Apex Technology, Inc. 4745 Sutton Park Court Suite 402 Jacksonville, FL 32224 Florida Building Commission Staff Florida Department of Business and Professional Regulation 1940 North Monroe Street Tallahassee, FL 32399 RE: Florida Product Approval Application FL 10860 R3 To Whom It May Concern: This letter is intended to provide supplemental information to the above application. The products and their intended use have been evaluated by ICC and determined to be in conformance to the 2012 International Building and Residential Codes. Based on ESRs 1622, 2604, and 3050, the substantiating work was performed in accordance with ICC Acceptance Criteria AC 13 most recently dated December 2011. Upon review of the Acceptance Criteria and related Code Sections, we have determined that the products and their intended use also conform to the general and HVHZ provisions of the Florida Building and Residential Codes. Respectfully,``,��!� iP�AR `� Q ,•��GENSF.,IS, 'i DocuW. Signed No 58544 .2 '.r C Wtrrcdow * 079614DB26E9432... 53 STATE of : /15/2015 Jax Apex Jeffrey P Arnesd 0 R%0"0 P.E. No 58544 Architectural Testing Randall Shackelford, P.E. Simpson Strong -Tie Company 2221 Country Lane McKinney, Texas 75069 0060 ;�pr;a �9,2a}�••• Y • • 6666.. • 6666 .. •••6•• RE: Equivalence of Published Versions of ASTM D1761 and ASTM D7147 00 ' 6666.. Dear Mr. Shackelford: 00 ""' • .. • . 00 At your request, I have reviewed several ASTM test method standards to evaluate the7P•' equivalence to the same test method standard but with a different publication date as referenced by the Florida Building Code — Building 5`" Edition (2014). Specifically, I am comparing: ASTM D1761-88(2000)el Standard Test Method for Mechanical Fasteners in Wood to ASTM D1761-06 Standard Test Method for Mechanical Fasteners in Wood. ASTM D7147-05 Standard Specification for Testing and Establishing Allowable Loads of Joist Hangers to ASTM D7147-11 Standard Specification for Testing and Establishing Allowable Loads of Joist Hangers. Our laboratory in York, Pennsylvania is accredited to perform the above referenced test methods. I have reviewed and compared the above referenced test method standards, and it is my professional opinion that the test method standards are equivalent, except that: 1. ASTM D1761-06 does not include methods and procedures for joist hanger tests. 2. ASTM D7147-11 has additional requirements for extending ]-joist test results such that joist hangers proven by testing with I joists, when extended to other I joists, shall be limited to other I joists having equal or greater flange thickness and equal or thinner flange width. Product evaluations based on ASTM D7147-05 would need to recognize this restriction to be equivalent to ASTM D7147-11, if applicable. ARCHITECTURAL TESTING, INC. /A DigWy Signed by: WNW D. Stemmel Michael D. Stremmel, P.E. Senior Project Engineer JAR:jar/cmd cc: E6309.01-122-34 0 2015 Architectural Testing, Inc. 130 Derry Court www.arclitest.com . www.intertek.com/building p 717.764.7700 York, PA 17406 f. 717.764.4129 6666.. 6666.. • 6666. 6,666. 0600.0 6666.. ICC EVALUATION SERVICE Certification of Independence for Evaluation ICC Evaluation Service, LLC ICC Evaluation Service, LLC Los Angeles Business/Regional office 5360 Workman MilWii Whittier, CA go6oe • �l'SV�9.o543 •••6 6666:• fa -.%62.Dg5.46940 6 :8: • 0 WWw4rAs s.org o* • *too** 699.44 • • . X9.6....... • C#•6.4 •4Y96♦ •. .• 9 .90600 • • • • • • 4#066• • • • • • • • • 666006 04 • • 60 • • •6• 1). ICC Evaluation Service, LLC, does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products for which evaluations are issued. 2). ICC Evaluation Service, LLC, is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3). ICC Evaluation Service, LLC, does not have, nor will acquire, a financial interest in any company manufacturing or distributing products for which reports are being issued. 4). ICC Evaluation Service, LLC, does not have, nor will it acquire, a financial interest in any other entity involved in the approval process of the product. - Na�' �t- --/-" Mar k Johnson President, ICC Evaluation Service, LLC e444 i. &4" P - E Florida RE #: 68447 13155 SW 134th Street, #119, Miami, Florida 33186 - Phone -Fax # [PROJECT: WOOD TRELLIS 12"-0"x20='0-_'1r 2=0"x20=0" Work at: ANDREAS EHLEBRACH 254 NE 101TH STREET, MIAMI SHORES, FL 33138 CUSTOMER: DESIGNER: PERELLO PATIO Cesar Castillo PE STATE OF FLORIDA REG. # 68447 CODES AND SPECIFICATIONS: N.1).5 2005 F.B.0 2017 A.S.C.E. 7 -10 C'tv.,,. I. caax. �' " PC. CONSULTING ENGINEER 13155 SW 134th STREET, SUITE #119 MIAMI, FL 33186 PHONE # (305) 253-9442 FLORIDA PE. #68447 �``�3�4��6yy111td.>Pryyy' c M � : 'VO- • -6,9 �\ I �i • • fff �"`' MAY 17 2019 CW -4 I. P.E Florida P.E #: 68447 13155 SW 134th Street, #119, Miami, Florida 33186 - Phone -Fax # (305) 253-9442 DESIGN CRITERIA - ASD N.D.5 2005 FAC 2017 A.S.C.E. 7 -10 DESIGN CRITERIA & APPLICABLE CODES WIND LOAD CALCULATIONS - Z < 60 ft WIND CODE= ASCE 7-10 Then W INDSPEED= 175 MPH - FBC 2017 - 3105.4.2.1 MEAN ROOF HEIGHT: 0000 Z= 9.00 ft EXPOSURE CATEGORY= 8 "D" FBC 2017 - 3105.4.2.1 EFFECTIVE AREA= 10.00 ft X 6.00 Kzt= 1 - Section 26.8-2 ASCE 7-10 Kd= 0.85 -Table 26.6-1 ASCE 7-10 Kz= 1.03 -Table 30.3-1 ASCE 7-10 qh= 0.00256 ` Kz ' Kzl Kd ` V2 - Section 30.3.1 • • 68.64 psf And: 0000 •• • GCp(1)= -0.95 - Fig. 30.4-2A - Using 60 Gcpi(1)= 0.00 • 60 P design = qh ' ( GCp - Gcpi ) -65.2 psf - CRITICAL CHECKING LOADS COMBINATIONS. - ASCE 7-10 Live Load - L= 20 psf- DESIGN LOADS PERASCE7-10 Dead Load - D= 10 psf-DESIGNLOADSPERASCE7-10 WindLoad - W= -65.2 psf DESIGN LOADS PERASCE 7-10 1,- D 2.- D+L 3.- D+0.75L • • 4.- D+0.6W 0000•• 5.- D+0.75L+0.6W • 6.- 0.6D+0.6W LOADS: LIVE LOAD L (80% Opening) = DEAD LOAD D (80% Opening) = WIND LOAD W (80% Opening) = LOAD COMBINATION (D+L) = LOAD COMBINATION (0.6D+0.6W) = 1.- MAIN BEAM - SPAN = 10' - 0" - (2) 2"X10" P.T SYP #2 Try Using: (2) 2" X 10" - P.T SYP # 2 Fb= Fv= SECTION PROPERTIES: Sxx = 45.13 in3 E= Ixx = 214.34 in4 A= 28.50 int ADJUSTMENTS FACTORS: Cm= 1.00 Ct= 1.00 Cr= 1.00 Cf= 1.00 Cd= 1.00 Ci= 1.00 STRUCTURAL ANALYSIS: Span= 10 ft = 120 Spacing = 6.00 ft = 72 CONSULTING ENGINEER vload= s.00 x s.sz 155 SW MIAIMISTREET SUITE #119 . FL PHONE # (305) 253-9442 r 1- ORIDA P.E. #68447 CAS `,Illlllilo��t a • No. 684 7 _ � 9 • C MAY 17 2019 Sxx= Then Load= M= 39.75 • • 0000 0000•• • • • 8 • 00 Then M • • • • 0000•• •• 0 •000.0 • 0000•• • • • d/w= •0600• 0000 •• • • • • • • • • < 60 0000 ft • 60 00000 6.28 • • 6• • • 0000• it =00:00: 60.0 ••dw•• • • • • 0000•• 0000•• • • • • • SQF • • • • • • • • • • • ••0• LOADS: LIVE LOAD L (80% Opening) = DEAD LOAD D (80% Opening) = WIND LOAD W (80% Opening) = LOAD COMBINATION (D+L) = LOAD COMBINATION (0.6D+0.6W) = 1.- MAIN BEAM - SPAN = 10' - 0" - (2) 2"X10" P.T SYP #2 Try Using: (2) 2" X 10" - P.T SYP # 2 Fb= Fv= SECTION PROPERTIES: Sxx = 45.13 in3 E= Ixx = 214.34 in4 A= 28.50 int ADJUSTMENTS FACTORS: Cm= 1.00 Ct= 1.00 Cr= 1.00 Cf= 1.00 Cd= 1.00 Ci= 1.00 STRUCTURAL ANALYSIS: Span= 10 ft = 120 Spacing = 6.00 ft = 72 CONSULTING ENGINEER vload= s.00 x s.sz 155 SW MIAIMISTREET SUITE #119 . FL PHONE # (305) 253-9442 r 1- ORIDA P.E. #68447 CAS `,Illlllilo��t a • No. 684 7 _ � 9 • C MAY 17 2019 4.00 #/SQF 2.00 #/SQF -13.04 #/SQF 6.00 #/SQF -6.62 #ISQF 950 psi 175 psi 1400000 psi inches inches 39.75 #/ N 39.75 #1 It = 496.87 # -ft 5962.38 # - in 1.00 in3 Then Sxx= Then Load= M= 39.75 x 100.00 5.00 8 207360000.00 384.00 Then M BENDING CHECK: Then 0.03 in < 0.50 in (L/240) d= 8.00 W_ 3.00 psi d/w= 2.67 So: C1= So: F'b= 950.00 psi Then Srqr = 5962.38 = 6.28 950.00 4.00 #/SQF 2.00 #/SQF -13.04 #/SQF 6.00 #/SQF -6.62 #ISQF 950 psi 175 psi 1400000 psi inches inches 39.75 #/ N 39.75 #1 It = 496.87 # -ft 5962.38 # - in 1.00 in3 Then Sxx= _-. 45.13 > 6.28 CHECKING DEFLECTION: 5.00 3.31 207360000.00 384.00 1400000.00 214.34 Then 0.03 in < 0.50 in (L/240) SHEAR CHECK: F'v= 175.00 psi V load= 198.75 pif So: V r = (2/3) F'v'A = - ..3325.00 Of > in3 O.K. ; 0.03 in O.K. 198.75 pif .O.K. Ct4m I. &4" P.E Florida RE #: 68447 13155 SW 134th Street, #119, Miami, Florida 33186 - Phone -Fax # (305) 753-9442 2.- RAFTERS BEAMS - 5PAN = IU'- U" - (l) Z A0 r. I aTr ]fd ADJUSTMENTS FACTORS: Then E'min= _ Cm-fc= 1.00 Ct= 1.00 Try Using: (1) 2" X 8" - P.T SYP #2 175.00 psi r,5 SW 134th STREET, SUITE #119 MIAMI, FL 33186 Fb= 1100 psi V load= 66.25 plf Fc -star = C= Fv-- 175 psi *000 SECTION PROPERTIES:�" 1.00 Vr= • • °••• 9999:• Sxx= 14.06 in3 66.25 plf O.K. 3.- CRITICAL COLUMN - LENGHT= 9'-6" E= 1600:00 .•psi 1400.00 bo: = 52.73 in4 Try Using: (1) 6" X 6" - P.T SYP #2 1400.00 x 9 0 0 • 000 • A= 11.25 in2999 60.00 • • • 9•• •• • • 9999•• ADJUSTMENTS FACTORS: • Cm= 1.00 Ft= 600 Ct= 1.00 000000 • • • Cr= 1.00 Cf= 1.009 999 •• • • • • • • • • • Cd= 1.00 18150.00 lbs Ci= 1.00 • • • • • 397.49 STRUCTURAL ANALYSIS: COLUMN COMPRESSION CHECK: 6.00 x 60.00 Fb= • • • • • • • • • • • • Span= 10 ft = Fv= 120 inches 999900 • • • • 9999• Spacing = 2.00 ft = 24 inches • • • • • • • • in3 Vload= 2.00 x psi 6.62 __*0 •• 13.25 •#/ft 9999•• E= 1600000 Then A= 3025 Load= _• 9 9 0 0 0 13.25 #/ ft • • • M= 13.25 x 100.00 • 165.62 • # -ft • • • • • • • 9999•• Then M =0 0 • 1987.46 # - in 9 9 . 9 9 • BENDING CHECK: • • • • .00. 0 • • d= 6.00 0900 W__ 4.00 d/w= 1.50 So: CI= 1.00 So: F'b= 1100.00 psi Then Srqr = 1987.46 = 1.81 in3 1100.00 Then Sxx = 14.06 > 1.81 in3 O.K. CHECKING DEFLECTION: 5.00 1.10 207360000.00 = 0.01 in 384.00 1400000.00 214.34 Then 0.01 in < 0.50 in (U240) O.K. SHEAR CHECK: ADJUSTMENTS FACTORS: Then E'min= _ Cm-fc= 1.00 Ct= 1.00 F'v= 175.00 psi r,5 SW 134th STREET, SUITE #119 MIAMI, FL 33186 cd= t STRUCTURAL ANALAL YSIS: Length= 9.50 a= 1.00 ft = 114 inches V load= 66.25 plf Fc -star = C= 1.00 So: a= 1.00 Vr= (2/3)'F'v'A= 1312.50 plf > 66.25 plf O.K. 3.- CRITICAL COLUMN - LENGHT= 9'-6" - (1) 6"X6" P.T SYP #2 F'c= 1400.00 psi Try Using: (1) 6" X 6" - P.T SYP #2 1400.00 x 30.25 = COLUMN TENSION CHECK: 6.62 x 60.00 (CRITICAL UPLIFT) T = 397.49 lbs Ft= 600 psi A= 30.25 in2 Then Pt = 600.00 x 30.25 = 18150.00 lbs 18150.00 lbs > 397.49 lbs O.K. COLUMN COMPRESSION CHECK: 6.00 x 60.00 Fb= 1000 psi (CRITICAL GRAVITY LOAD) P = 360.00 Ibs Fv= 175 psi SECTION PROPERTIES: Sxx = 27.73 in3 Fc= 1400 psi Ixx = 76.26 in4 E= 1600000 psi A= 3025 in2 O999.0• 45 v No. bge 0 1 s • s So: ,�< •;eta " e � Then ® R 10 e • `�1; -eltitte3l�- MAY 17 2019 ADJUSTMENTS FACTORS: Then E'min= _ Cm-fc= 1.00 Ct= 1.00 CONSULTING ENGINEER Cm -E= 1.00 Cf= 1.00 r,5 SW 134th STREET, SUITE #119 MIAMI, FL 33186 cd= t STRUCTURAL ANALAL YSIS: Length= 9.50 a= 1.00 ft = 114 inches PHONE #Sj3@6112s3t9442 1-�:A4 #�j4r°J_ a/w= 11 So. E'min= 660000.00 Is OK 9.50 x 1 = O999.0• 45 v No. bge 0 1 s • s So: ,�< •;eta " e � Then ® R 10 e • `�1; -eltitte3l�- MAY 17 2019 ft = 114 660000.00 psi 660000.00 #/ ft 1502.83 psi 1502.83 # - in 42350.00 Ibs Ibs • O.K. in Then E'min= _ FcE= 0.82 x 660000.00 = 361 Then Fc -star = C= 1.00 a= 1.00 cP= 1.00 - 0.00 Cp= 1.00 So: F'c= 1400.00 psi Pa = 1400.00 x 30.25 = 42350.00 _ Ibs > 360.00 ft = 114 660000.00 psi 660000.00 #/ ft 1502.83 psi 1502.83 # - in 42350.00 Ibs Ibs • O.K. in CW- f. CSV& P.E Florida RE #: 68447 13155 SW 134th Street, #119, Miami, Florida 33186 - Phone -Fax # (305) 253-9442 1 - CHECKING RAFTER BEAM TO MAIN BEAM CONNECTION - DETAIL 2 STRUCTURAL ANALYSIS: `e`111111!!7{jppyr • • • • f. e4a' 14" PC. Span= 10 ft = 120 inches MIAMI,�L 3�f3186t� !. •• �pR1 • �'� ti 000000 • % `•� •` * • • • +• • ��`��a Spacing = 2.00 ft = 24 inches • • •• • • • • • • • • • • Vload= 2.00 x 6.62 =••• 13.25 *ft••• •• Then Load= =.25 13 • • • �� • 0000•• • 000000 • REACTION= 13.25 x 10.00 =000:00 66.25 lbs • • • 2 0000 •• • 0000•• • • Try using = (2) HURRICANE TIES H2.5 ERS 2613 • • • • • T=Tension= 66 lbs ON EACH SUPPORT • • • • • • • • • • • • 0000•• • • • 0000 Allowable uplift 780.00 lbs See Attached • • • • • • • • • • • • • • • • • • T < 780.00 lbs O.K. 0 ••••••• • 5.- CHECKING MAIN BEAM TO EXISTING CONCRETE WALL CONNECTION - DETAIL 3 0 0 000000 • STRUCTURAL ANALYSIS: • 000 • • • • • • Span= 10 It = 120 inches • • • • • • • • Spacing = 6.00 ft = 72 inches • 0000 0•• • V load= 6.00 x 6.00 = 36.00 #/ ft Then Load= = 36.00 #/ ft REACTION= 36.00 x 10.00 = 180.00 lbs 2 Try using = (2) 1/2"T WEDGE ANCHOR BOLT (MIN EMBED 4") INTO EXISTING CONCRETE TIE BEAM S=Shear- 180 lbs PER BOLT Allowable Shear 4440.00 lbs See Attached S < 4440.00 lbs O.K. 6.- CHECKING MAIN BEAM TO COLUMN CONNECTION - DETAIL 1 STRUCTURAL ANALYSIS: Span= 10.00 ft = 120 inches Spacing = 6.00 ft = 72 inches V load= 6.00 x 6.00 = 36.00 #/ ft Then Load= = 36.00 #/ It REACTION= 36.00 x 10.00 = 360.00 # -ft Try using = (2) 3/4" Thru Bolt on column S=Shear- 360 lbs PER EACH THRU BOLT Allowable shear capacity 3/4" bolt 15873 lbs Table. I -D. AI.S.0 14TH EDITION S < 15873 lbs O.K. 7.- CHECKING COLUMN TO 4000 PSI EXISTING SLAB - CRITICAL CONNECTION (CRITICAL UPLIFT) T = 6.62 x 60.00 397.5 lbs Try using = SIMPSON ABU66Z 6X6 T=Tension= 397.5 lbs ON EACH COLUMN Allowable uplift 2300.00 lbs See Attached T < 2300.00 lbs O.K. 8.- EXISTING CONCRETE SLAB t=6" - CHECKING SHEAR (TWO-WAY) FOR UPLIFTING CONDITION Checking concrete Slab Two way Shear Tuft= 1.6T/0.6 = 1060 lbs - CRITICAL UPLIFT LOAD (ULTIMATE) `e`111111!!7{jppyr a o.68 '�` •e `� �, f. e4a' 14" PC. = .� CONSULTING ENGINEER1� 13155 SW 134th STREET, SUITE #119 a 0 • ,� •.` � MIAMI,�L 3�f3186t� !. •• �pR1 • �'� ti �A�-r PHONE # (305) 253-9442 I-LONIAA P.E. 068447 % `•� •` * • • • +• • ��`��a MAY 17 2019`AL ew-1,1. C ajL P. E Florida RE #: 68447 13155 SW 134th Street, #119, Miami, Florida 33186 - Phone -Fax # (305) 253-9442 Concrete Slab Dimensions and properties: tb= 6 inch r = 1.5 inch d=tb -r 4.5 inch f� = 3000 Psi Steel Base Support Dimensions: t= 0.25 inch A = 6 inch Checking bo = 42 inch OVc = 0.70x(0.33xfc1'2xboxd) = 2391 Lbs 0VC > T = WOOD COLUMN txAxA BASE i 1_ `Raid. STRUCTURAL SLAB DETAIL • • • • • • • • • •••••• *6960 • • • • • 1060 Lbs Ok. • • • • • • • • 0000 &W,- I. P E - CONSULTING ENGINEER ?3155 SW 134th STREET, SUITE #119 MIAMI, FL 33186 PHONE # (306) 263.9442 r-I-OVVIOA PE. #08447 MAY 17 2019 CHAPTER 30 WIND LOADS - COMPONENTS AND CLADDING Figure 30.4-2A I External Pressure Coefficients, Enclosed, Partially Enclosed Buildings -t -Q - L3 I I I I I I I I I I I I I I I I I I I I 10 100 -3.2 -3.0 -2.8 -2.6 C3 -2.4 C -2.2 m -2.0 .v m -1.6 U 1.4 N -1.2 y •1.0 -0.8 n`. 0.6 c -0.2 0 W -0.2 +0.4 -0 6 -1.1 1.0 -0.9 -0z -0.3 I% 10 20 50 100 200 5001000 (0.1) (0.9) (1.9) (4.6) (9.3) (18.6) (46.5) (92.9) Effective Wind Area, ft2 (m) h<- 60 ft. 0 10 100 -3.- -3.0 73 -2.6 t -2.4 O -2.2 V 2.0 d H -1.6 a? -1.4 -1.0 -06 -2.8 -1.7 -1.6 -1.1 -0.8 x LU 1 10 20 50 100 200 5001000 (0.1) (0.9) (1.9) (4.6) (9.3) (18.6) (46.5) (9291 Effective Wind Area, ft (m2 ) Notes: 1. Vertical scale denotes GC, to be used with qh. 2. Horizontal scale denotes effective wind arca, in square feet (square meters). 3. Plus and minus signs signify pressures acting toward and away from the surfaces. respectively. 4. Each component shall be designed for maximum positive and negative pressures. 5. If a parapet equal to or higher than 3 ft (0.9m) is provided around the perimeter of the roof with 0<_ 7° the negative values of GCP in Zone 3 shall be equal to those for Zone 2 and positive values of GCp in Zones 2 and 3 shall be set equal to those for wall Zones 4 and 5 respectively in Figure 30.4-1. 6. Values of GCS, for roof overhangs include pressure contributions from both upper and lower surfaces. 7. Notation: a: 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of least horizontal dimension or 3 ft (0.9 m). h: Eave height shall be used for 0 <_ 10'. 0: Angle of plane of roof from horizontal, in degrees. 336 Gable Roofs 0<_ 70 • • ...••. • • .• .• • • •• - •••• • • ••••• ...... . . ..... . . . . ...... 0 10 100 -3.- -3.0 73 -2.6 t -2.4 O -2.2 V 2.0 d H -1.6 a? -1.4 -1.0 -06 -2.8 -1.7 -1.6 -1.1 -0.8 x LU 1 10 20 50 100 200 5001000 (0.1) (0.9) (1.9) (4.6) (9.3) (18.6) (46.5) (9291 Effective Wind Area, ft (m2 ) Notes: 1. Vertical scale denotes GC, to be used with qh. 2. Horizontal scale denotes effective wind arca, in square feet (square meters). 3. Plus and minus signs signify pressures acting toward and away from the surfaces. respectively. 4. Each component shall be designed for maximum positive and negative pressures. 5. If a parapet equal to or higher than 3 ft (0.9m) is provided around the perimeter of the roof with 0<_ 7° the negative values of GCP in Zone 3 shall be equal to those for Zone 2 and positive values of GCp in Zones 2 and 3 shall be set equal to those for wall Zones 4 and 5 respectively in Figure 30.4-1. 6. Values of GCS, for roof overhangs include pressure contributions from both upper and lower surfaces. 7. Notation: a: 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of least horizontal dimension or 3 ft (0.9 m). h: Eave height shall be used for 0 <_ 10'. 0: Angle of plane of roof from horizontal, in degrees. 336 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSI79;•; • . . . . ...... SECTION: 0605 23—WOOD, PLASTIC, AND COMPOSITE FAST.ENIWGS . . . •....• REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 EVALUATION SUBJECT: SIMPSON STRONG -TIE® HURRICANE AND SEISMIC STRAPS AND TIES FOR WOOD FRAMING ICC ICC ICC �R , � is Look for the trusted marks of Conformity! W311 "2014 Recipient of Prestigious Western States Seismic Policy Council AS1111 ■na (WSSPCJ Award in Excellence" INTERNATIONAL A Subsidiary of CODE COUNCIL' Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a 1 _gEICC-ES C a "" GO recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. C i50��EC 17065 'rOd°°' C#;�'p^ B°'y CCN , Copyright 0 2017 ICC Evaluation Service, LLC. All rights reserved. ESR -2613 I Most Widely Accepted and Trusted Page 4 of 11 TABLE 1—HURRICANE TIES For SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N. *.:..a •a 'Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wood member. A rafter minimum actual thickness of 2'/2 inches must be used when framing anchors are installed on each side of the rafter and on the same side of the plate. 2Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: Design Uplift/ Allowable Uplift + Design Lateral Parallel to Plate I Allowable Lateral Parallel to Plate + Design Lateral Perpendicular to Plate / Allowable Lateral Perpendicular to Plate 5 1.0. The three terms in the unity equation consider all possible forces that the hurricane tie may be designed and installed to resist. The number of terms that must be considered for simultaneous loading is determined by the registered design professional and is dependent on the method of calculating wind forces and the assumed load path that the connector is designed to resist. '"Connection Configurations" shown in Figure 1c (next page) indicate the load directions F, and F2, and are details showing connector installations on the outside of the wall for clarity. Installation on the inside of the wall is acceptable to achieve the tabulated allowable loads. °Connections in the same area (i.e. truss to plate connector and plate to stud connector) must be on installed on the same side of the wall to achieve the tabulated allowable uplift loads and ensure a continuous load path. 5Allowable uplift loads have been increased for wind or earthquake loading, and no further increase is allowed. Allowable loads must be reduced when other load durations govern. 5Allowable lateral loads in the F, direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 7Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter members. M ✓ 14 f��-19�1fi e ryiJ 0 ° X716 I " T 1 1 0 gl;a 19/,6" H1 H2.5A H3 FIGURE 1a—H1, H2.5A, AND H3 HURRICANE TIES sass•• • sass•• •.sass • ••••• asses ease*• e • • *sees* • •0000• e • FASTENERS (Quantity -Type) ALLOWABLE LOADS' (Ibs) MODEL. NO.To Rafter To Plates To Stud Connection Configurationsi ---Uplift`'" ,--. , Co=1.6 Lateral67 C,)=1.6 H1 6--8d x 1% 4--8d — 1 545 610 • a V" • • "H10A 9-10d x 1% 9-10d x 1'/2 — 1,040 5" • 285•• • 11 H10-2 6-10d 6-10d — 65534 35'5 • H2.5A 54d 5-8d — 2 565 1 0 110 H3 4-8d 4-8d — • 435 910.. •174 • H5 4-8d 4-8d.- — 440 ,144•.x, •225 s — 4-8d 4-8d 3 330 •-•• • • • — H4 4-84 4--84 — 4 330 1750 H6 — 8-8d "d 5 1,230 is:•i• H7Z 4-8d 2-8d 8-84 1 6 830 410 • • — For SI: 1 inch = 25.4 mm, 1 lbs = 4.45 N. *.:..a •a 'Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wood member. A rafter minimum actual thickness of 2'/2 inches must be used when framing anchors are installed on each side of the rafter and on the same side of the plate. 2Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: Design Uplift/ Allowable Uplift + Design Lateral Parallel to Plate I Allowable Lateral Parallel to Plate + Design Lateral Perpendicular to Plate / Allowable Lateral Perpendicular to Plate 5 1.0. The three terms in the unity equation consider all possible forces that the hurricane tie may be designed and installed to resist. The number of terms that must be considered for simultaneous loading is determined by the registered design professional and is dependent on the method of calculating wind forces and the assumed load path that the connector is designed to resist. '"Connection Configurations" shown in Figure 1c (next page) indicate the load directions F, and F2, and are details showing connector installations on the outside of the wall for clarity. Installation on the inside of the wall is acceptable to achieve the tabulated allowable loads. °Connections in the same area (i.e. truss to plate connector and plate to stud connector) must be on installed on the same side of the wall to achieve the tabulated allowable uplift loads and ensure a continuous load path. 5Allowable uplift loads have been increased for wind or earthquake loading, and no further increase is allowed. Allowable loads must be reduced when other load durations govern. 5Allowable lateral loads in the F, direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 7Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter members. M ✓ 14 f��-19�1fi e ryiJ 0 ° X716 I " T 1 1 0 gl;a 19/,6" H1 H2.5A H3 FIGURE 1a—H1, H2.5A, AND H3 HURRICANE TIES sass•• • sass•• •.sass • ••••• asses ease*• e • • *sees* • •0000• e • Q� • A � .. .-. .. �• •fry .. r ... ... _ _ ( •� ".rA01 , (j- i,,.�, �• r•r• Q ,M,._._..� L t y Q"i- •t R. ._ �._n YJ C49.t� r Eric !� # �—,. �. v `> k 25 j t fQ 1'F!r � }., � qlll� FTP�-"' �- t l , •!�, ' - �'•r+ 4 is a �, f .> � 4 � s tw'j .., t -s z....`•,n i.*r a ,r...� i �p �- Z.w q �'y ^` )h r �- - J •.� � i i 5'' qq ��y�r.y � - k_ � ,,''f. y�, � 1 ', '1 g •.i "f jl. r� ` If.. 1"�d_ .b{ .w �: i;� J�Ir Ld { #Qf ' �.• �.r >•' �f.�Y�'Sr f�! a,. f. !': r � �r� �.tn. ✓ r' fit. i.... )Y r + ' v tr 1. - , f .1. ;fes 14 'ai ^'�z i. jv� f i ',J_ f 'M" B` °#.^ . f x��•. r_.^7r i y f .... 'd1Yli�{[� ' 1 I � �1 s•'ker � '" a Q f. ... t 'r f. ,, K �r,� V. I •v� �� ,j�`�''�, �J �,t �� .�.,� a. o,�; rte.. .:j :; '� ` "`;.1`� '{i'``i Y t'i°Q _ t i' �... � f. •>• `r'� i �J.,:'�r-- kc.aal .4:!'1 t 14f' �' •�'Af 1I 7;,` '. r i.,._ ' f.h.••� ''I5i t- �1i. Y;_ +�L',I -)' •�. r`.: ..r.. _ y �, { �W ,a .._ 1 �f i� Qt 1�#., �', ;`' •h. .+` w` �'•'��••... .,� _ .) ;y. .. .., - ..^ �{ �..�. .j ..:.af.:'"...t .I••—f•.. ..t•y _ +�� ,,,��lM{ x f, + '0 r y ell ' 4 •e4 iZ ! �• )l .s'y f ter?-`' �. ., _ ff { �y.' -•?moi � f '�e�f•�d�y3 ' lei @ N Fly -A. -ev�. A1 � ' � 11• �, � Sfr4 M IT . 49 SHORES V1L Y co (h W mLU Q + f c*i J W O W r. 1� W O Q�a LOU) -ev�. A1 � ' � 11• �, � Sfr4 M IT . 49 SHORES V1L Y HAN �A.L l f y L". '� f '.- EE D ETA+I L-SUC"C- D CQ,.: W „ . - .. ... - _.... .... - _.. ..., ..."._.... .. .•. r :iZ: Ai'.L! �f..l Sig V t 1�..., tw1;:� �•: +*.�r�l LOCATION PLAN � O DATE: 05/16/18 kDASIONS I BY • LO r O C O ID U f0 � Q O Y 04 M C J 11 O -j9— Q M J Iv 9a LU Z +. 0 @) a p o � c co (h W mLU Q + f c*i J W O W W Z 1� W O Q�a LOU) w ^•"f a Q Q� � HAN �A.L l f y L". '� f '.- EE D ETA+I L-SUC"C- D CQ,.: W „ . - .. ... - _.... .... - _.. ..., ..."._.... .. .•. r :iZ: Ai'.L! �f..l Sig V t 1�..., tw1;:� �•: +*.�r�l LOCATION PLAN � O DATE: 05/16/18 kDASIONS I BY • LO r O C O ID U f0 � Q O Y 04 M C J 11 O -j9— Q M J Iv 9a LU Z +. 0 @) a p o � c SHEE�T DESCRIPTION -LOCATION PLAN 177 0 N 1� a co (h W mLU Q + f c*i J W O W W Z 1� W O Q�a LOU) w N a Q Q� � SHEE�T DESCRIPTION -LOCATION PLAN 177 0 N 1� a 11 WOOD TRELLIS TOP VIEW Scale 1/4"=1 1-0 11 fl wnrin NaFTF• , ,7. FTE./ CON �RETE T , SLOB WOOD TRELLIS ELEVATION Scale 1/4"= 1 1-011 DATE: 05/16/18 REVISIONS I BY 1-HMlI • GENERAL NOTES: - ALL WOOD ELEMENTS TO BE P.T SYP #2 - ALL STRUCTURES DESIGNED IN ACCORDANCE WITH: F.B.0 2017 A.S.C.E 7-10 N.D.S 2005 - NOTIFY ENGINEER OF ANY ERRORS / OMISSIONS FOUND OR IF ANY PART OF THE DRAWINGS IS NOT UNDERSTOOD BEFORE PROCEEDING WITH THE WORK. - ALL METAL SCREWS AND ANCHOR BOLTS MUST BE S.S 316 AND HAVE MEET ANSI/ASME REQUIREMENTS. kuc i:(R 72 I APPpOVCO (IJ 'T r° 12-0" Pi i q= -0" 5'-0" 5'-0" 1'-0' n�, D MA 0) %'- noPT N000 6"1F" PT SHEET: 2 of 3 -AIHJU rl;pL11'1_- x , -'.�Y� T .T tirL nA _b 5 OI�.�. 20'-0.. r.- �CI PJ Yr �' -0" 2'-0" 2'-0" 2'-0" 2'-0" 2'-0' 2'-0" 2'-0' N • m •• •••• • Lit w� ;u 1 .••• .••••••••. 9 TIMG �iLUl:1r1 WOOD MAIM EEA�,IS I ^ ^ 'HOOD COU- RETE (2) 2'x10" P.T SYP 1? ° L N : t •� I6" P.T `. L� • • WALL SIMPSON STRONG TIE ABU667. �••>_• WOOD COLUMN E• NUA: FLIOs60-R3. 6"'<r" P.T S'r'P #Z OLTS:' NAILS INTO POST: 12-116D, BOLTS- WOOD COLUMN O, ANCHOR BOLT (1)/"O (2y/2"O, 'tee 6"x6" P.T S(P2 I i� SIMPSON STRONG TIE ABU66Z. SIMPSON i,N SIRG TIE PEU66Z, NOA: FL10860-R3. NOA: FL10860-R3. NAILS INTO POST: 12-16D, BOLTS: NAILS INTO POST: 12-16D. BOLTS: (2h o, ANCHOR BULT: ( I)%"�n (2)?"�� ANI.HOR BOLT: (I )5;"2 FTE./ CON �RETE T , SLOB WOOD TRELLIS ELEVATION Scale 1/4"= 1 1-011 DATE: 05/16/18 REVISIONS I BY 1-HMlI • GENERAL NOTES: - ALL WOOD ELEMENTS TO BE P.T SYP #2 - ALL STRUCTURES DESIGNED IN ACCORDANCE WITH: F.B.0 2017 A.S.C.E 7-10 N.D.S 2005 - NOTIFY ENGINEER OF ANY ERRORS / OMISSIONS FOUND OR IF ANY PART OF THE DRAWINGS IS NOT UNDERSTOOD BEFORE PROCEEDING WITH THE WORK. - ALL METAL SCREWS AND ANCHOR BOLTS MUST BE S.S 316 AND HAVE MEET ANSI/ASME REQUIREMENTS. kuc i:(R 72 I APPpOVCO (IJ 'T r° 12-0" Pi i q= -0" 5'-0" 5'-0" 1'-0' n�, D MA 0) %'- noPT N000 6"1F" PT SECTION A - A' Scale 1/4 11=1 1-0 if •• • SHEET: 2 of 3 ts�trys(si,rj�t1 �CI PJ Yr • •• •••• • Lit w� ;u 1 .••• .••••••••. o b i • Z :n �iLUl:1r1 "Lo I ^ ^ 'HOOD COU- SiP ,¢3 culb •••••• ° L N : t •� I6" P.T `. L� • • w3 •• U :ovl• SIMPSON STRONG TIE ABU667. �••>_• U a�•• E• NUA: FLIOs60-R3. M OLTS:' NAILS INTO POST: 12-116D, BOLTS- O, ANCHOR BOLT (1)/"O (2y/2"O, 'tee SECTION A - A' Scale 1/4 11=1 1-0 if •• • SHEET: 2 of 3 ts�trys(si,rj�t1 �CI • •• •••• • Lit w� .••• .••••••••. • Z :n "Lo - a� J Ol �-N culb •••••• ° L N : t •� L� • • w3 •• U :ovl• �••>_• U a�•• E• M LO C) O 10 a Q 0 w 0 J m J Z +. O � (D LO 00 M Cl) M T-- LLJ O r- (A W W Z� O L0 U) 04 Q SHEET DESCRIPTION PLANT & SECTIONS �a�s SHEET: 2 of 3 ts�trys(si,rj�t1 �CI DATE: 05/16/18 C REVISIONS BY ' HRa E:OJI I NRI_I=,(_1LT Err D P�I.L ••• FT I - J`'LI I_I`II_RL L•• • d `L' ^ 0)w �N)HD M, -`d I 4 v�,,=,LL • • O 08 00 to: ------ I o P.T SrH ' ? ., • � ,.• D p • 04 J2 •• GNB _ I .I _ r = 3„ •• O po a M ITI>>Lu��lrlI �3 DETAIL 1 ---o- - COLUMN TO BEAM CONNECTION SECTION C C Scale 1 1/2"=V-0" STEEL ;�,ral.;L� �'� � �°K14 p W"., 1!EDG.E `i l;= ;OR LBOLT � �o a a A E;;ISTII`II!T IFIL TL 1,n - s ~ -1 o �MIFI. FENJBEDNA I I 1 "�I � �� M J a� W r T � � a � z + O U a a� ;I�,IF"TI_if``I TIF;Ci�l�.-= TI'= (\illf\l. PEid.= `° �) EACH PP _TER DETAIL 3 I,i�_1;�,: F_ -IL) _� ; BEAMS TO WALL CONNECTION r'r'��)OD hil,Ll I 2 00 V, �- -`(P II I II Scale 1 1/2 =1 - �;��!�� U w ch M °.T _ r % BEP, i ( l')„ < 1 D — m N �- Q cn ' P. T ``(P- - W U J o O LL O THP,U BOLT , I j z W Z >- Z I 4�— _�kl En iii I 'I � - Gu i11 L(JL� 1) J!_l� Q W O2 R,^FTERS - - - BLIJC'I1IG 1 - -- �, � ---------- -- $ I - o W N 0 � fn Vt/00D 71'' 0- I Q a - ___ ---------- __ I APPR J ��',-------- � - O SHEET DESCRIPTION SNOOD ivlAlf�l �� . _ --- � HALM (? )2" x 10 WOOD BLOCKING DETAILS P.T OYP �`> r- ! DETAIL 2-°'�`�' G SECTION I - I ANGLE SHEET: 3 of 3 tl00D �JOLU'��.1vI BEAM TO RAFTER WOOD BLOCKING 3"x3"xY4" W 2 Y�"� I� -' BOLT SECTION ��EDGE A� I��HC�R B D - D "' � �• �' / ``�a ".�-=' �"� J _ . P T '_,(, ='� ;,- CONNECTION Scale 1 II_ I II 1 /2 =1 -0 oil E ISIING •'° ....•, �I i °•q A =� Scale 1 1/2"=V-0" CONCRETE WALL r • ' (IMIGI. EVBEDWENT 4") ' 0., I • i t';�jij•q��p m q d tea: _•