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RC-14-1629 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-243863 Permit Number: RC-7-14-1629 Scheduled Inspection Date: September 22, 2015 Permit Type: Residential Construction Inspector: Rodriguez,Jorge Inspection Type: Final Owner: FABRICIO M DE FREITAS, MARCIA H Work Classification: Alteration Qnor_0c Job Address:80 NW 92 Street Miami Shores, FL 33150- Phone Number Parcel Number 1131010160090 Project: <NONE> Contractor: ESR FLORIDA CONSTRUCTION INC Phone: (305)812-2716 Building Department Comments NEW SLAB AND REAR OPEN PORCH ADDITION ON Infractio Passed Comments HOME AT REAR INSPECTOR COMMENTS False NEED TO PROVIDE WORKERS COMP BEFORE INSPECTION AS PER B.O JF 4/2/15 Inspector Comments Passed Failed Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. September 21,2015 For Inspections please call: (305)762-4949 Page 39 of 44 Ik- AMERICA. C �' AEflICpN j L 0INSTITUTE OF ARCHITECT5 AA26001907 ARCHITECTURE March 18, 2014 Miami-Dade Building Department 11805 SW 26 Street Miami, Florida 33175-2474 RE: Borges/DeFreitas Residence 80 NW 92"d Street Miami Shores, FL. Permit No: 14-1629 Structural Comments • This is an open roof trellis; no diaphragm calculation was submitted because there is no roof covering or sheathing to calculate. • There is not roof covering, so the uplift on the rafters is from main wind acting on the rafter itself,which is about 6#/If or about 38#at each end. Design calculations were previously submitted for the design of the rafters based on an assumed 25 psf gravity load. • The wind design statement was previously changed to specify 175 mph wind speed, Exposure Category "C", and Occupancy Category Type 11. • We have changed the concrete code reference to ACI 318-08,the masonry code reference to ACI 530-08,and added the wood design reference NDS 2005. • We have added the plan note that all wood shall be Southern Pine#2 or better and wood in contact with concrete or soil shall be pressure treated. If we can be of further assistance, please do not hesitate to contact our office. V�f' VS] H ndrik eMel ,AIA NCARB D MELLO ARCHITECTURE HDM 911 Southwest 18d'Street-Boca Raton,FL. 33486 Tel.954/671.0203 Fax.954/418.0022 Miami Shores Village w �i�� g -- �- . Building Department JUL 2 0 2014 V) 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel: (305)795.2204 Fax:(305)756.8972 _ G� INSPECTION'S PHONE NUMBER:(305)762.4949 u FBC 20 It BUILDING Permit No. PERMIT APPLICATION Master Permit No � Permit Type-—M-0 JOB ADDRESS: b ® IV lg �a l C. �t'C�_P T" , 1�"\�o�`PR, t'L 2 City: Miami Shores County: Miami Dade Zip: 315 o Folio/Parcel#: 01- yr)l I, - 00q 0 / Is the Building Historically Designated:Yes NO Flood Zone: OWNER:Name(Fee Simple Titleholder): CAS1� . PhoPhonek�,( `"�,, Address:-�_-i;Q_ Gb 4,Q C City: oyyr ,n. 5,c6u S State:CL Zip: 3 Tenant/Lessee Name: �� Phonek Email: -� CONTRACTOR:Co any Phon b M 0/- �AC 6 Address: •b• a 6 Z City: _C A 4 Stated:'A "" Zip: 0, /S Qualifier Name: Phoney d 2- � l U State Certification or Registration#: C 06 v Certificate of Competency#: Contact Phonek ' Email Address: Arp X. A, • �' DESIGNER:Architect/Eng' oZ 7 11(e! �"c LLe �bFl� ne# °Value of Wo k Ior t Permit: 1� 6� u i 3, k; _ his $: Squ e/Linear Footage of Work: Type of Work: ElAddress i r DA)teration &f4ew ❑Repair/Replace ❑Demolition k i Descrition of Work L /1� ce&l pe I-ea Of f la) Submittal Fee$ Permit Fee$ 2-G i CCF$ 40 CO/CC$ Scanning Fee$-�� -Radon Fee$ �-4 ° 0� DBPR$ 1 Bond$ Notary$ Training/Education Fee$ 0 Technology Fee$-� Double Fee$ ' Structural Review$ -40 -Oo 8(3` Cb TOTAL FEE NOW DUE$ I Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING,SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work Willbe'donerin^aDmpliance 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 inspectio)will ot approved and a reinspection fee will be charged. Signature , Signature Owner or Agent rontractor The foregoing instrument was acknowledged before me this/-", The foregoing instrument was acknowledged before me s day of / ;201 by Q/�G/� day of~-y ,20 by .. who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take•an oath. as identification}and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: °w Print: ✓��" Print: �'`1- t)f�N ani rV9flt1 PI gem"9g,Sill 1 My Commission Expires: ,P4CASANDR� My Commissio Easia�� 'lot ®N O�s a Notary Public,Stat®�Flo da M Commisslon 8 EE 198163 APPROVED BY Plans Examiner Zoning N Structural Review Clerk (Revised 3/1=012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) s _�'N Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-231558 Permit Number: RC-7-14-1629 Inspection Date: April 13, 2015 Permit Type: Residential Construction Inspector: Rodriguez,Jorge Inspection Type: n Owner: FABRICIO M DE FREITAS, MARCIA H Work Classification: Alteration Job Address:80 NW 92 Street Miami Shores, FL 33150- Phone Number Parcel Number 1131010160090 Project: <NONE> Contractor: ESR FLORIDA CONSTRUCTION INC Phone: (305)812-2716 Building Department Comments NEW SLAB AND REAR OPEN PORCH ADDITION ON Infractio Passed Comments HOME AT REAR INSPECTOR COMMENTS False NEED TO PROVIDE WORKERS COMP BEFORE INSPECTION AS PER B.O JF 4/2/15 Inspector Comments Passed 19_' Z,4 �- Failed El Correction Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. For Inspections please call: (305)762-4949 April 13,2015 Page 1 of 1 Certificate of Compliance for Termite Protection (as required by Florida Building Code(FBC)1816.1.7) Terminix International Phone: 30t- Address of Treatment or Lot/Block of Treatment: 5o 0)"� %-L fid-' , t c� '��• 3 zl 5 0 Method of Termite Prevention Treatment-soil barier,wood treatment,bait system,other(describe) The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Serv' p4-- Authorized LAuthorized Signature 04/10/2015 10:17AN FAX R0001/0001 3 own ,- FranKurulill A Fomilyof Employer Solutions. Kc) 'N -^j Ct'z— Z9 April 9,2015 VIA FACSIMILE((305)541-2023)&U.S.MAIL PREMIER LABOR SOLUTIONS CORP Attention: MARIA NOSS 106 SW 27TH AVENUE SUITE A MIAMI,FL 33135 Re: Acceptance of Applicants As Leased Employees Dear Valued Client: We are writingthis letter tter to inform you that we have received the applications for the following applicants and Y pp g pp reviewed the forms. We have accepted these applicants as our leased employees with the effective date listed below: Name Emplo ey e No. Effective Date ALEJANDRO ARGUELLES 000000915 04/07/2015 DANIEL LOYOLA 000000916 04/06/2015 SEQUOIA PARKER PEREZ 000000917 04/07/2015 KEVIN ROMER 000000918 04/07/2015 Thank you for your attention to this matter. If you have any questions,please feel free to contact us at the telephone number below. 'FrankCnim includes the following companies: FrankCrum 1,Inc.;FrankCnim 2,Inc.;FrankCnim 3,Inc.;FrankCnim 4,Inc.;FrankCnim 5,Inc.; FrankCrum 6,Inc.;FrankCnim 7,Inc.;FrankCmm 8,Inc.;FrankCnim 9,Inc.;FrankCnim 11,Inc.; FrankCrum 12,Inc.;and FrankCrum of California,Inc. FL Lic.CIL 100 • Toll Free 800.393.0815 • 100 South Missouri Avenue,Clearwater,FL 33756 • www.frankcmm.com • FL Lic.CIL 45 Report Vielder r r JEFF AMMER STATE OF FLORIDA CHIEF FINANCIAL OFFICER DEPARTMENT OF FINANCIAL SERVICES DIVISION OFWORKERS'COMPENSATION **CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS'COMPENSATION LAW CONSTRUCTION INDUSTRY EXEMPTION This certifies thatthe individual listed below has elected to be exemptfrom Florida Workers'Compensation law. EFFECTIVE DATE 2/25/2014 EXPIRATION DATE: 2/25/2016 PERSON: RICZO EDWARD S FEIN: 203142035 BUSINESS NAME AND ADDRESS: ESR FLORIDA CONSTRUCTION INC P.O.BOX150472 CAPE CORAL FL 33915 SCOPES OF BUSINESS OR TRADE: LICENSED GENERAL CONTRACTOR Pursuant to Chapter 440.175(14),F.S.an officer cf a c°rp°raticnxho elects worption fron fids chapter byfill a certificale ofelection under tlds section may not rema benefits or corrpersedon under this chapter.Pursuant to Chapter 440.05(12),F.S.,Certificates d ecticn to be exam#--applyoni within the scope of the business or trade listed on the notice of election to be eempt.Pursuant to Chatter 440.0 13 F.S.,Notices of election to be eanpt and certtflcates of et election to be arpt shill be subject to rawafion if,at anytime after the filing of ftp notice or thre s-suence of the cedficate,the person named an the notice or certificale no lower meds the req Warrants of this section for issuance of a certificam—The departtr ent shall rode a certificate at anyth a for failure of the q person rsrnedontha late to mit the requirements of this section. DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 07-12 QUESTIONS?(850)413-1609 httDsJ/aoosB.fldfs.coon/crreDorlviewer/reoortViewer.asr)x?data=kdvr)a inc9D703Q H6TER6eP1 KMZ%2fSz5bXKYfB)keloESoPVVMNPOPN42XeirDRGXV\M*i... 1/2 03/11/2015 15:06 (FAX) P.0011001 CERTIFICATE OF LIABILITY INSURANCEDATEIPAWP 1YYYYI 03/11/2016 HIS CERTIFICATE 18 ISSUED AS A MATTER OF INF0RMAn0N ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED 13Y THE POLICIES BELOW, THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the pollcypss)must be endorsed. If SUBROGATION IS WAIVED.subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate doom not confer rights to the certificate holder in Ilau of such endorsement(s), PRODUCER CT MARIA L GONZALEZ Estrella Insurance#38 PHONs (305)897-9797305)893.3067 12745 Biscayne Blvd -wo Sao managsr138 estrellalnaurance.com North Miami,FI.33181 11,199901181AFAKORDINGCOVERAGE NAICN Phone (306)891-9797 Fax (305)693-3087 INSURER NATIONAL INSURANCE.COMPANY INSURED SURER 8: ESR FLORIDA CONSTRUCTIONS,= C: P-0-BOX 15072 av ER D: CAPE CORAL,FL 33915 INSVR913 E: COVERAGESI" CERTIFICATE NUMBER: : REVISION NUMBER: THIS IS TO CERTIFY THAT THE OLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, E7CCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. 1 TYPE Of INSURANCE ADD Us CY EFF MPOLIC LIMITS GENCRAL LIASILITY CY NUMBER EACM DURRENCE 1 000 000.00 ❑ COWAMmAL GENERAL LIABILITY RELATE 3 1.000,000.00 A ❑ ❑ CLAIMuMDE ❑ OCCUR Y AMT006662 MED EXp An ore arson 8 500,000.00 ❑ 11/27iza1a 11/27/2015 El PERa0NAL&ADVINJURY s 1000,000,00 GENERAL AGGREGATE S 2,000,000.00 GEN'L AGGREGATE LIMIT APPLIES PER; PRODUCTS-COMP/OP AGO. i 1,000,000.00 Jrr-T❑'POLICY [3 PRO- ❑ LOO AUTOMOBILE LIABILITY s O.BIN D SINGLE LIMrf ❑ ANYAUTO ❑ AL 00rED ❑ AUCTH801JLED BODILY INJURY(POr per/on) 8 ❑ AHIUATED AUTOS ❑ ANIOTN�aWNEb BODILY INJURY(Per eecldent s I IM OPER : ❑ UMBRELLA UAB ❑OCCUR a EXCESS LIM EACH OCCURRENCE _ MAIMS-MADE AGGREGATE 8 ❑ RETENTT N �QP RKERB COMPENSATION EMPLOYERv LIABILITY YfN0TpROPRI�TOR/PgqRRTT��EER/EXEC UTF UICER/MEMBER ExCLUBED9 NIAE L EACH ACCIDENTdatary M NM) yes,dasa45Nibe under ILL DIBEABE.EA EMPLOYE s DESCRIPTION OF OPERATION$below E.L DISEASE-POLICY LIMIT S DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES(Attach ACORD 101,Additional Remarks Schedule,If mora apace la requlrad) GENERAL CONTRACTOR I I I CERTIFICAYE HOLDER CANCELLATION SHOI MIAMI SHORT;VILLAGE BUILDING DEPT I THE UEXPPILD RATION DA THEREOF THE Aoova OF NOTTICEWILL BE ELIVRICANCELLED BEFORE 10060 NE 2AVE I ACCORDANCE WITH THE POLICY PROVISIONS, MIAMI SHORE,FL 33138 I AUTHORIzeo REPRESENT'ATTVE P La MARIA L GONTALEZ ACORD 25(2014/01)QF ! (01 - 14 ORD CORPORATION. All rights reserved, The D name and 10913 ars registered marks of ACORD 03/11/2015 3:36PM FAX lao001/0001 CERTIFICATE OF LIABILITY INSURANCE DATE 03/11/2016 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT.if the certificate holder Is an ADDITIONAL INSURED,the policy pes)must be endorsed.If SUBROGATION IS WANED,subject to the terms and conditions of the policy,certain policies may require an endorsement A statement on this cerdficate does not confer rights to the certificate holder In lieu of such endorsement(s). PRODUCER CONTACT NAME: PHONE AIC,No,Ext): 1-800-277-1620 x4800 FAX AIC No): 727 797-0704 FrankCrum Insurance Agency,Inc. E-MAIL ADDRESS: 100 South Missouri Avenue INSURER(S)AFFORDING COVERAGE NAICR Clearwater,FL 33756 INSURER A: Frank Winston Crum►Insurance Co. 11600 INSURED INSURER B: INSURER C: FrankCrum L/C/F Premier Labor Solutions Corp. INSURER D: 100 South Missouri Avenue INSURER E: Clearwater,FL 33756 INSURER P COVERAGES CERTIFICATE NUMBER: 312534 REVISION NUMBER: 1 THIS IS TO CERTIFY THATTHE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAME ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE ADDL SUBR POLICY EFF POLICY EXP LTR INSRD VMPOLICYNUMBER (MMMDIYYYY) (MM/DD1YYYY) LIMBS GENERAL LIABILITY EACH OCCURRENCE $ COMMERCIAL GENERAL UASLITY DAMAGE TO RENTED PREMISES Ea occurrence $ CLAIMSMADE OCCUR MEDEXP(Anyorrepersan) $ PERSONAL&ADVINJURY $ GENERAL AGGREGATE $ GENL AGGREGATE LIMIT APPLIES PER: PRODUCTS COMROP AGG $ POLICY PROJECT MLOC $ AUTOMOBILE LIABILITY COMONED SINGLE LIMIT $ ANY AUTO a accident ALL OWNED SCHEDULED BODILY INJURY Per arson $ AUTOS AUTOS BODILY INJURY(Per accideno $ HIREDAUTOS NON-OWNED PROPERTY DAMAGE AUTOS fPer acddenti $ UMBRELLA LIAR OCCUR EACH OCURRENCEn— OFFICERIMEMBER EXCESS LIAB CLAIMSMADE AGGREGATE DED RETENTION$WORF�RS COMPENSATION AND WC2D1500000 01/01/2015 01/01/2016 X WC STATUTORY A EMPLOYERS LIABILITY YM LIMITS ANY PROPRIETOR)PARTNEWEXECUTIVE EXCLUDED? N/A E.L.EACH ACCIDENT $1000000 (Mandatory In NH) If yes,describe under E.L.DISEASEEA EMPLOYEE $1 1300 DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $11100000 DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES(Attach ACORD 101,Addrdonal Remarks,Schedule,if more space Is required) Effective 03/15/2010,coverage is for 100%of the employees of FrankCrum leased to Premier Lab orSolutions Corp.(Client)for whom the client is reporting hours to FrankCrum while on assignment with ESR Florida Construction,Inc..Coverage is not extended to statutory employees. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. Miami Shores Village Building Department AUTHORIZED REP.. SENTATIVE 10050 NE 2nd Avenue Miami Shores,FL 33138 ©IOM2010 ACORD CORPORATION.All rights reserved ACORD 25(2010105) The ACORD name and logo are registered marks of ACORD FrankCrum 3/11/2015 15:32 Page2/2 4 CERTIFICATE OF LIABILITY INSURANCE DATEINY" 0311112015 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. W PORTANT=If the certificate holder Is an AD13MONAL INSURED,the policy(les)must be endorsed.N SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement.A statement on this cerdflcate does not confer rights to the cerdfloste holder In Rau of such endorsement(s). PRODUCER CONTACT NAME: PHONE AUC Na,ETd: 1-900.277.1620 x48M FAX Nos 2 797-0704 FrankCrum Insurance Agency,Inc. E-%WL ADDRESS: 100 South Ussourl Avenue INSURER AFFORDING COVERAGE NAICO Clearwater FL 33756 INSURER A: Frank VAnston Crum Insurance Co. 11600 INSURED INSURER B: INSURER C: FrankCrum LICIF Premier Labor Solutions Corp. INSURER D: 100 South Missouri Avenue INSURER E: Clearwater FL 33756 INSURER F: [COVERAGES CERTIFICATE NUMBER: 312534 REVISION NUMBER: 1 THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAME ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN 13 SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. L� TYP QHNSURANCE AODL SURR PpLItY NUMBER POLICY EPP POLICY EMP EACH OCCURRENCE LlNrra WSRD V N0 Nip GENERAL LLAB1LfrY $ COMMERCIAL GENERAL LIABILITY DAMAGE TO RENTED PREddM.aEi' �unenea $ cLaMs-MADE �occuR raEDE:w(+4ymroP�i 3 PERSONAL B ADV INJURY $ GENERAL AGGREGATE $ GEN'L AGGREGATE LIMIT APPLES PER PRODUCTS-GOMPOP AGG $ POLICY PROJECT LOC $ AUTGN06LLfi LIABILITY S1N LIMIT g ANY AUTO Jeer t ALL OWNED SCHEDULED BODILY INJURY er S AUTOS AUTOS SOCLYINJURv aaldem S HU7m AUTOS NON-OWNED PROPERTY OAAIAGE $ AUTOS Pore UMBRELLA LIAR OCCUR EACH OCURRENCE $ P CF_SS LIAR CLAMS-MADE AGGREGATE Dm I I RETENTION$ S WORKERSCOMPENSATIONAND WC201600000 01/01/2016 01/01/2016 X VIC STATUTORY OTH- A ANYLOYERIETO1 PAR YIN UL M ER ANY PROPPoETORfPARTNERIE)ECUTIyE OFMCERNENSER EXUWED7 NIA E.L.EACH ACCIDENTlfy� tmp (Mry in NH] tl under DES E1.OISEASE'.FA EMPLOYEE' f 0w wo DESCRIPTIONPTION OF OPERATIONS below E.LDISEASE-POUCYUMIT 1 U00 DESCRIPTION OF OPERATIONS I LOCATIONS-f--VEHICLES(Attach ACORD 101,AddWwwl Remarks,SchedWe,H more space is n4utre4 Effective 0311512010,coverage Is for 100%of the employees of rrankCrum leased to Premier Labor Solutlons Corp.(Client)for whom the dent Is reporilrig hours to FrankCrum while on assignment with ESR Florida Construction,Inc..Coverage is not extended to statutory employees. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF,NOTICE WILL.BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. Miami Shores Village Building Department AUTHORIZED REPRFSENTATWE 10050 NE 2nd Avenue ' Miami Shores,FL 33138 1988-2010 ACORD CORPORATION.Ali rights reserved. ACORD 26(2010!05) The ACORD name and logo are registered marks of ACORD f Rick Scott Mission: Governor To protect,promote&improve the health of all people in Florida through integrated John H.Armstrong,MD, FACS state,county t£comWnfty efforts. Raw HEALTHState Surgeon General&Secretary Vision:To be the Healthiest State in the Nation July 01, 2014 Kyle Purchas 80 NW 92 Street Miami, FL 33150 RE: Modification to a Single Family Residence- No Bedroom Addition Application Document Number: AP1149O82 Centrax Permit Number: 13-SC-1542228 80 NW 92 Street Miami, FL 33150 Lot: 11 Block: na Subdivision: Dear Applicant, This will acknowledge receipt of a floor plan and site plan on 06/03/2014 for the use of the existing onsite sewage treatment and disposal system located on the above referenced property. Proposed new covered terrace. No objection letter was issued by C. Icaza on 07/01/14. This office has reviewed and verified the floor plan and site plan you submitted, for the proposed remodeling addition or modification to your single-family home. Based on the information you provided, the Health Department concludes that the proposed remodelinj addition or modification is not adding a bedroom and that it does not appear to cover any part of the existing system or encroach on the required setback or unobstructed area. No existing system inspection or evaluation and assessment, or modification, replacement, or upgrade authorization is required. Because an inspection or evaluation of the existing septic system was not conducted, the Department cannot attest to the existing system's current condition, size, or adequacy to serve the proposed use. You may request a voluntary inspection and assessment of your system from a licensed septic tank contractor or plumber, or a person certified under section 381.0101, Florida Statutes. If you have any questions, please call our office at (305) 623-3500. Sincer Carlo Ic za Engine Department of Health in Dade County Florida Department of Health www.FloridasHealth.com in Dade County• •,Florida TWITTER:HealthyFLA PHONE: (305)623-3500 FACEBOOK:FLDepartmentofHealth YOUTUBE:ftdoh • 000 0 . . ... ... • ,. . . . . • •.. ... I• 'DECDeMELLO 1 2014 . . . . • %: . • • .• • •• Wind CalcuWons - F.B.C. 901d •0 • . by Christopher Ha Copy ' t 21�� :'• • Project: Trema Client: HSOM .a Model: t-Story a a Ulf. Wind speed [mph] 175 Figures 26.5-1 A ASCE 7-10 Design Speed Coef. sgr10.6 0.775 2010 FBC 1609.3111. I Topography Factor KI = 0 K2= 0 K3= 0 Kzt- 1 Directionality Factor Kd= f Exposure Coefficient Kz= 0.85 Occupancy Category 11 Wind Exposure C Applicable internal pressure coefficient 0 Length of the building [feet] L= CL_ LU en Width of the building [feet) B= 60 - Mean Roof Night[feet] N= 1.5 Design Pressure qa= 40.03 PSE eq. .3-1 qz�=0.00256KZKZtKaVn2 ASC 7-10 I End Zone: a= 6 feet NIA .10* B or .4*h a 6 feet N/A (Use smaller value) 911 Southwest 1$'h Street Boca Raton.FL.33486 - 'fel.954/671.0203 Fax 9541418.0022 . . . . . . . . : . i see • • • • • • • ••• ••• • •s• • ••• • I Pressures for Components and Cladding ••• •r •• Waris (q=qhs I1 1: Tributary Area A= 100 SF Zone Zone Zone 4 5 485 p [PSF] -44.2 -49.1 40.2 I Tributary Area A= 100 SF Zone Zone Zone 4 5 485 p [PSF] -44.2 -49.1 40.2 Roof (q=qz) Tributary Area A= 10.25 SF p(net) =p(gross)- 10 lb(material weight) Zone Zone Zone 1 283 1;283 p(gross) -43.2 -91.0 27.1 [PSF] I p(net) -33.2 -81.0 27.1 [PSF] I Calculate Vertical Component of Roof Pressure Vector( RS tlplft): Pw=C®SO(Ph) Roof CASE A CASE 8 An 1eO 2 3 2E 3E 2 3 2E 3E 5 -34.69 -21.93 -49.84 28.31 -34.89 21.93 -49.84 -28.3 Page 2 I I. i .. .. . . . .. . . 4 .a2 .O .20 -33.12 -25.12 -47.58 -33.12 -33.12 -20.94• i . 45 11.96 -18.70 13.80 21.77 26.68 -16.86 :34.33 •gfjtj. 90 0.00 0.00 0.00 0.00 0.00 0.00 .00 1 0.0011 1 IMAX Uplfft=-49.84 pef Main Wind Force Resisting Systeme h<60 ft. � (Figure 28.4 ASCE 7-10 Roof CASE A AeIB BuildingSurface i 2 3 4 1E 2E 3E 4E 0-5 0.40 -0.69 -0.37 -0.29 0.61 -1.07 -0.53 -0.43 20 0.53 -0.69 -0.48 -0.43 0.80 -1.07 -0.69 -0.64 30-45 0.56 0.21 -0.43 -0.37 0.69 0.27 -0.53 -0.48 90 0.56 0.56 -0.37 -0.37 0.69 0.69 -0.48 -0.48 Roof CASE B Angled Buildin Surface 1 2 3 4 5 6 -0.45 -0.69 -0.37 -0.45 0.40 -0.29 0-90 1E 2E 3E 4E 5E 6E -0.48 -1.07 -0.53 -0.48 0.61 -0.43 Calculated Horizontal Design Pressures: Ph=qhUGCO- GCpc .28.4-1 ASCE 7-10 Roof Calculated Ph for each roof angle - CASE A An leO 1 2 3 4 IE 2E 3E: 4E 0-5 23.21 -34.82 -22.01 -18.81 31.62 -50.03 -28.42 -24.4 20 28.42 -34.82 -26.42 -24.42 39.23 -50.03 -34.82 -32.8 30-45 29.6215.61 -24.42 -22.01 34.82 18.01 -28.42 -26.4 90 29.62 29.62 -22.01 -22.01 34.82 1 34.82 -26.42 CASE B 1 2 3 4 5 6 0-90 -25.22 -34.82 -22.01 -25.22 23.21 -18.81 1E 2E 3E 4E 6E 6E -26.42 -54.03 -28.42 -26.42 31.62 -24.42 Calculate Horizontal Component of Roof Pressure Vector: Pv,= ijh I' Roof CASE.A CASE B WeO 2 3 2E 3E 2 3 2E 3E 5 -3.03 -1.92 -4.36 -2.48 -3.03 -1.92 -4.36 2.48, 20 -10.76 -8.16 -15.46 -10.76 -10.76 -6.80 -15.46 -8.78 45 10.03 -15.69 11.58 -18.27 -22.38 -14.15 -32.16 -18.2 90 29.62 -22.01 34.82 1 -26.42 1 -34.82 -22.01 -60.03 -28.4 Note: Negative values indicate vector is going away from surface opposite incoming wind Page 3 I 1 __ • • • • • • • ••• i Wood Beam Dea!are by Christopher Hanson, PE copyright 2004 •• • • • :00 • • •• Project Trellis ••' : : '•' : : '•• ••' Desi�Paraineters: Length: Lt 11.50 ft. wood Member. 2x8 d = 1.5 Is:= 7.25 Beam Spacing: Sp:= 1.33 ft. Imposed Load:wu:= 25.o psf 12 Design Properties: Section Modulus SX:= ds' s s 13 Moment of inertiaS :— ds. 12 Design Cma . 2 Bending Moment: N1u: wu 8� Mu= 549.66 lb-ft i Bending Stress: fb= M a•12 fb = 501.952 psi SX Capacity: Fb= 1200 Psi (NDS Table 4B) NDS Adjustment Factors: CD:= 1.3 C = 1 Ct:= 1 CL:= 1 CF = 1.1 C fu:= 1 C1= 1 Cr*-- 1.15 Cf 1 I Fb-CD CNf Cf CL;CF-Cf f Ci Cr Cf - 1973.4 Psi I fb <ZX O.K Use 2x8'8 @ 16" I i i' I I • • • • • • • • •.• • • • Jio .e• too• . • • 0*0 • • I Wood Beam Design by Christopher Hanson, PI` I' copyright 20441 •• • • • :00 •• Project Trellis • .. . . . . . ... .. Diem ParnOers: i Length: L,:= 11.50 ft- Wood Member: (2)2x8 d$ 3.0 1 7..25 I' Beam Spacing: Sp:= 6.00 ft- I Imposed Load:wU:= 25.0 psf 12 Design Properties: Section Modulus SX:= d., 6 13 Moment of Inertia I = d s x s 12 I' Design Cmacity 2 � Bending Moment: MU= wU MU= 2479.69 Ib-ft 8 I Bending Stress: fb Mu 12= fb = 1.132, 103 Psi Sat Capacity. Fb:= 1200 Psi (NDS Table 4B) NDS Adjustment Factors: CD:= 1.3 CM-= 1 Ct= 1 CL-= 1 CF:= 1.1 Cfu:= I Ci= 1 Cr*-= 1.15 Cf.= 1 X Fb'CID CM'CC CL:CF•C fifCi Ci Cf Zx= 1973.4 Psi I fb <zx O.K use(2)2)gs i' II. f ,i BeamPro- version (5.8-32 bit) *00 • • . 114. ... ..• -.- ... . I,... 00 •.. . . . . . • • . . : : ::. •. r-384.0 V=768 b I'. 384.00 V } �I 768.OI0 I' 2364.83 I o.oa ) �I I' 2385 x 12 =28380, 28380/(2x13.14) = 1080 psi < 1200 psi, ok I'. I I'. INPUT FILE NAME _-=_> c:luntitied.cb ®ATE ____> 9/8/2014 9:47:51 AM i COMMENTS =__> c�a> I . . ... . . . ... .. . . .. . . .. . . . . . . . . . . . . . Spread FooU CI Desi n b Christopher Hanson MSCE, PE : •• � � Y Pte+' ... ... �;... Pr0jGCt: Porch-TreiNs Footing: 24x12 . ... . . . . . . • Design Parameters •• • qa C-,,:= SW: g Depth: b= 12 " F,:= C:= 00 . . . . .. 2000 150 - 100 F�tin li Soil Cover: SC.= 24 Fy:= 60000 qe qa- w' 'Svr qe= 1.65x 103 Loading: Pa 462 12� �12� Area of Footing: Af= gu Width of Footing Required: Wf:= Af 1 RTf=0.28 II' qe Use: Wf:= 2.00 d = h -3 d = 9 Ave. Column Width: We= 10 (8x92 CMU Section) Punching Shear 2 1 b 2 bo= 4-(d + Wel bo= 76 Effective Footing Area: Ef= Wf - 48 I; j P,;1.52 qu:= 2 Ff qu= 175.56 = 1.493 Wf Vu2= Er qu Vu2= 262.121 Depth Require for Punching Shear: d2:_ Vu2 0.854. F •b e o I d2= 0.019 4 d O.K. W Depth Required for One-Way Shear: Vul:= Wf' �f - 212 qe I I Vul=—550 Vul dl:= 0.852•Wf•12 dl=-0.246 < d O.K. i I I i • • • • • • • ••• Steel Reinforcement Lever Arm: La wf We •• •.. .. : �-— �a=0. 83 : : : :. •. 2 24 • • • w • •• •; • L2 a M.:z-- 2-Wf4e M.= 561.458 p= 0.85•Pc 1 — 1 — MII 48 5 �I Fg 2 p= 6.423 x 10^ 1.7.0.9•Fe Wf-12•d 200 Amin A,:= pmin•Wf.12•d As=0.72 Fy I' pmin=3.333 x 10 3 con"5 Shrinkage Reinforcement: Ah:= 0.0018•W f•12•d j Ash= 0.389 AS provided 0.93, OK f I I' �i P I! I( 1 I • • ••• • • • • ••• I • • • • • • •• • • •• • • Ii•• • •• • • • ♦ • •II ♦• 8S09at�IsolatedFFootingSDesignby Christopher Hanson, iViBCE, PE ♦ ••• ••• ••• l••• •• Project: Trellis Footing: 42x42x16 .• . . . •• . . •• Design Parameters 000 • • • • • • • a so as qa= 2000 C,,:= 150 S.:= 100 Feting Depth: h.= 16 F,:= 3000 Soil Cover: S,:= 24 Fy:= 60000 i l q,.=- (6— J'�w— ��'Sw 9e= 1.6x 103 Loading: Pu= 22U0 Area of Footing: Af pu Width of Footing Required: Wf:= Af'S•1 Wf= 1.173 qe Use: Wf:= 3.50 d:= h— 3 d= 13 Ave. Column Width: We 12 i Punching Shear �j b 2 bo:=4•(d + We} bo= 100 Effective Footing Area: Ef Wf ( -) 2 48 PH 1.52 qu:= 2 qu=272.98 Ef= 7.91 Wf Vu2 Ef-qu Vu2= 2.159x 103 Vi2 Depth Require for Punching Shear: d, 0.854••ba d2= 0.116 < d O.K C +d )_ Depth Required for O�-VdY Shear = Wf 2 qeVniW2fW II —12 Vul= 933.333 Ii Vui dt 0.852-F Wf-12 d, =0.239 <d OA t II I �I i • • • • • • OL • Steel Reinforcement LeverArrn: L,:_ Wf— We •Lj 45i i i•• i ••• 2 24 • • • • P • • • • 2 Mu 2 Wf ge Mu= 4.375 x 103 I P:= 0.85-L - 1 — t — Mu 48 = 1,72 x 10 d F �'. Y 1.7.0.9-Fe Wf•12-d 2 200 Amin:_ A$:= p�W f•12-d AS= 1.82 Fy Pmirr= 3.333 x 1073 trots Shrinkage Reinforcement: Ab.= 0.0018-Wf-12d Ash= 0.983 As provided 217, OK L I. j. L— DEC1 7 2014 SIM20080 , Used for Florida State Wide Product Approval # FL11470 Products on this Report which are,aoiuroved: Product FL# DSC2 11470.1 H16 11470.2 :; H16-2 11470.2 H16-2S 11470.2 HI 6S 11470.2 H8- 11470.3 HGA10 11470.4 HRS12 11470.5 HRS6 11470.5 HRS8 11470.5 (j LGT2 11470.7 IM c its LGT3-SDS2.5 11470.7 LGT4-SDS3 11470.7 2 O 2 P MGT 11470.9 = O W MSTA49 11470.10 E"' N W � '� _ -�- MSTC48B3 11470.1 Q Lm W Z - 5 .2 o . MSTC66B3 11470.1 Z � 0;cc W ` MTS24C 11470.1 gaj ;.51 . MTS28C 11470.1 U W v - MTS30C 11470.1 co = W TSP 11470.1 j § a �U_. 42O 19 - VGT 11470.9 V) U. ® � Z Fil SO i SIMPSON STRONG-TIE COMPANY, INC . I Jax Apex Technology, Inc. FBPE CA NO.7547 4745 Sutton Park Court, Suite 402 Jacksonville, FL 32224/904/821-5200 1 9 Evaluation reports are the opinion of the engineer who prepared the report,based on the findings,and in no way constitute or imply approval by a local building authority. The engineer,in review of the data submitted, finds that,in his opinion,the product,material,system,or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P.Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report.Apex Technology is the prime professional,as defined in Florida Rule 61G-30.002,authorized to sell the engineering services performed by Jeffrey P.Arneson, and is in no way acting, nor attempting to act,as an approved evaluation entity. Neither Jeffrey P.Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P. Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting opacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product, and that the methods used are in compliance with,or meet the intent of,the Florida Building Code.All test reports were prepared by an approved testing laboratory. REPORT NO.: SIM200803 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG-TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P.Arneson,the Florida engineer who prepared this report,and Apex Technology have no financial interest in the manufacturing, sales,or distribution of the products included in this report. Jeffrey P.Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 9B-72.110. 2. PRODUCT NAME Truss to Wall Connectors 1-18, MTS24C, MTS28C, MTS30C, H16, 1-116S, H16-2, 1-116-2S, HGA10 Page 1 of 13 Simpson Strong-Tic Girder Tiedowns LGT2, LGT3-SDS2.5, LGT4-SDS3, MGT,VGT,VGTR,VGTL Strap Ties HRS6, HRS8, HRS12 Pre-bent Strap Ties MSTC48133, MSTC66B3 Stud to Plate Tie TSP Drag Strut Connector DSCR-SDS3, DSRL-SDS3 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code 4. DESCRIPTION: 4.1 H8 Hurricane Tie. The H8 is used to anchor wood trusses or rafters to wood top plates, wood top plates to studs, and studs to bottom plates. They can be used to resist uplift loads from wind or other loading. It is installed with 10-10dx1'/a nails. The H8 is manufactured from 18 ga. steel meeting ASTM A-653 SS Grade 40. It is coated with a G90 galvanized finish. Allowable loads and fasteners are shown in Table 1. See Figure 1 for additional details. 4.2 MTS24C, MTS28C,and MTS30C Twist Strap. These Twist Straps are used to anchor wood trusses or rafters to wood top plates,wood top plates to studs, and other applications requiring uplift anchorage. They can be used to resist uplift from wind or other loading. The C denotes that the twist is in the center of the strap. They are installed with either 14-10d common nails or 14-10dxlY2"nails. The MTS24C, MTS28C, and MTS30C are manufactured from 16 ga. steel meeting ASTM A-653 SS Grade 33. They are coated with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 1. See Figure 1 for additional details. 4.3 H16 , H16S, H16-2, H16-2S Hurricane Tie. The H16, H16S, H16-2, and H16-2S are used to anchor wood trusses or rafters to wood top plates. The H16 and H16-2 can also be used to anchor wood trusses to masonry or concrete walls. These connectors wrap over the top of the rafter or truss. For wood wall applications,the straps are then wrapped under the top plate and nailed to the face of the top plate with 4-10dx 1 Y2"nails and to the bottom of the top plate with 6-10dxl%"nails. For masonry or concrete wall applications, the straps are fastened to a masonry wall with %x2%"Titen Masonry Screws, or a concrete wall with %xl%"Tden Masonry Screws. These connectors are manufactured from 18 ga. steel meeting ASTM A-653 SS Grade 40. They are coated with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 1 for wood framing and Table 2 for masonry walls. See Figures 2 and 3 for additional details. 4.4 HGA10 Heavy Gusset Angle. The HGA10 is used to anchor wood trusses, rafters, or beams to wood walls. The HGA10 fastens to the truss, rafter, or beam with Simpson %X 1'/"SDS screws(provided with the part), and fastens to the wall with Simpson %X 3°SDS screws(provided with the part). Allowable loads are shown in Table 1. The HGA10 is manufactured from 14 ga.steel meeting ASTM A-653 SS Grade 33. It is coated with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 1. See Figure 2 for additional details. Page 2 of 13 Simpson Strong-Tie 4.5 LGT2 Light Girder Tiedown. The LGT2 is used to anchor a two-ply wood truss or beam(3"wide)to a wood or masonry wall. The LGT2 fastens to the wood truss or beam with 16-16d sinker nails. It attaches to wood studs beneath with 14-16d sinker nails,to a masonry wall beneath with 7-f X2Y4°Titen Masonry Screws, or to a concrete wall beneath with 7-%x1%"Titen Masonry Screws. The LGT2 is manufactured from 14 gauge steel meeting ASTM A-653 SS Grade 50, Class 1. It is coated with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 3. See Figure 4 for additional details. 4.6 LGT3-SDS2.5 Truss/Girder Tiedown: The LGT3-SDS2.5 is used to anchor a three-ply wood truss or beam (maximum 5"wide)to a wood or masonry wall. The LGT3-SDS2.5 fastens to the wood truss or beam with Simpson Strong-Tie SDS screws. It attaches to wood studs with 16d sinker nails or to a masonry or concrete wall with four 3/8 x 5 Titan HD Screws. The LGT3-SDS2.5 tiedown is formed from No. 12 gage[0.099 inch]ASTM A653 Grade 40 steel,with minimum yield and tensile strengths of 40 and 55 ksi, respectively. The finish is G90 galvanized. Allowable loads and fastener schedule are shown in Table 3. See Figure 5 for additional details. 4.7 LGT4-SDS3 Truss/Girder Tiedown: The LGT4-SDS3 girder tiedown is used to anchor a four-ply wood truss or beam (maximum 6'/"wide)to a wood wall. The LGT4- SDS3 fastens to the wood truss or beam with Simpson Strong-Tie SDS screws. It attaches to wood studs with 16d sinker nails. The LGT4-SDS3 tiedown is formed from No. 12 gage(0.099 inch)ASTM A653 Structural Quality Grade 40 steel, with minimum yield and tensile strengths of 40 and 55 ksi, respectively. The finish is G90 galvanized. Allowable loads and fastener schedule are shown in Table 3. See Figure 5 for additional details. 4.8 MGT Medium Girder Tiedown. The MGT is used to anchor a multiple-ply wood truss or beam(3° minimum width)to a wood or masonry wall. The MGT fastens to the wood truss or beam with 22-10d common nails. A minimum of six nails must be into the face of the truss adjacent to the MGT. A minimum of four nails must be into the top of the truss. The base of the MGT attaches to a single%e°diameter anchor bolt or rod. For masonry construction, this%s"anchor must be designed by the building designer to provide at least as much W uc anchorage as is required of the MGT. For wood frame construction this / anchor 9 q , may be a length of all thread rod that is attached to an anchor fastened to the studs beneath the girder. This anchor must provide at least as much anchorage as is required of the MGT. For example, a Simpson Strong-Tie PHD5 Holdown attached to multiple studs below of at least Spruce-Pine-Fir lumber will provide anchorage equivalent to the anchorage of the MGT to the truss. The stud to which the anchor is attached must be anchored to the foundation in such a manner as to transfer this uplift to the foundation. The MGT is manufactured from 12 gauge steel meeting ASTM A-653 SS Grade 50, Class 1, coated with a G90 galvanized finish. The washer in the seat is W plate steel that meets the provisions of ASTM A36. Allowable loads and fastener schedule are shown in Table 3. See Figure 6 for additional details. 4.9 VGT Variable Girder Tiedown. The VGT girder tiedown is used to anchor a milli-ply wood truss or beam(minimum 3"wide)to a wood or masonry wall. The VGT fastens to the wood truss or beam with Simpson Strong-Tie SDS Strong-Drive Screws. It then fastens to a threaded rod or anchor bolt. The rod can be fastened to a connector mounted to framing below the girder. The anchor bolt can be anchored to a concrete or masonry wall that is designed by the building designer to resist the high concentrated uplift load at that location. The VGT can be installed singly or in pairs for higher uplift resistance. The crescent washer Page 3 of 13 Simpson Strong-Tie allows the VGT to be installed at an angle from 3:12 to 8:12. If the VGT is installed on a member sloped less than or greater than that amount,the VGT must be rotated so that it is sloped between 3:12 and 8:12. The VGTR and VGTL have one of the side flanges concealed so they can be placed at the end of a truss or beam. The VGT is formed from No. 7 gage[0.099 inch]ASTM A653 SS Grade 33 steel,with minimum yield and tensile strengths of 33 and 45 ksi, respectively. Allowable loads and fastener schedule are shown in Table 3. See Figure 6 for additional details. 4.10 HRS Heavy Strap Tie. The HRS Strap Tie models are straps used to provide a tension connection between two wood members. The HRS6, 8, and 12 are 13/p wide and are installed with 10d common nails. The straps are manufactured from 12 ga. steel meeting ASTM A-653 SS Grade 33,with minimum yield and tensile strengths of 33 and 45 ksi, respectively. They are coated with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 4. See Figure 8 for additional details. 4.11 MSTCB3 Pre-bent Strap Tie. The MSTC48B3 and MSTC66133 Pre-bent Strap Ties are designed to transfer a heavy tension load from framing on an upper story wall to a beam or header on the story below. For example,this could be from shearwall overturning or a large girder truss uplift load. They are installed with 10d common nails,with a minimum of four nails in the bottom of the beam or header. The straps are manufactured from 14 ga. steel meeting ASTM A-653 SS Grade 50, Class 1. They are coated with a G90 galvanized finish. Allowable loads and fastener schedule are shown in Table 5. See Figure 9 for additional details. 4.12 TSP Stud to Plate Connector. The TSP is used to connect a stud to either double top plates or a single sill plate. The TSP twists to attach to the side of the stud to reduce interference with sheathing, drywall, and trim nailing. The TSP has a short flange on it that installs either over the top of the top plates or hooked under the sill plate. For sill plate application, fill all round holes. For top plate application,fill all round and triangle shaped holes. The TSP is installed with either 10dx1%"or full-length 10d common nails. The TSP is formed from No. 16 gage (0.057 inch)ASTM A653 SS Grade 40 steel,with minimum yield and tensile strengths of 40 and 55 ksi , respectively. The galvanized coating complies with the G90 requirements of ASTM A653. Allowable loads and fastener schedule are shown in Table 6. See Figure 10 for additional details. 4.13 DSC2R and DSC2L Drag Strut Connector. The DSC2 Drag Strut Connector transfers diaphragm shear forces from drag struts, such as drag trusses,to the shear walls. The R and L suffix refers to right or left hand bend to accommodate different layout configurations. The DSC2 fastens to the drag strut and wood top plate with Simpson Strong-Tie SDS Strong-Drive Screws,which are included. The SDS screws are installed best with a low-speed %"drill and a%" hex head driver. Predrilling holes for SDS screws is not required. The DSC2 is formed from No. 7 gage(0.173 inch) ASTM A653 Structural Quality Grade 33 steel, with minimum yield and tensile strengths of 33 and 45 ksi, respectively. The galvanized coating complies with the G90 requirements of ASTM A653. Allowable loads and fastener schedules are shown in Table 7. See Figure 11 for additional details. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. Page 4 of 13 Simpson Strong-Tie I 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued-laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables1 through 4. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir-Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce-Pine-Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall compwith ASTM F 1667 and shall have the minimum bending yield strengths Fyb: Common Nail Nail Shank Diameter Fyb (psi) Pennyweight inch 10d 0.148 90,000 16d 0.162 90,000 Fasteners for galvanized connectors in pressure-preservative treated wood shall be hot- dipped zinc coated galvanized steel. Fasteners for stainless steel connectors shall be stainless steel. 5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record,the Florida Building Code minimum standards, or the following: Material Specification Minimum Compressive Strength Concrete,fc - 2500 psi Masonry, fm ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 si orb ro ortions Grout ASTM C476 20D0 si or b pro rtions 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong-Tie Wood Construction Connectors catalog. The Information in this report supersedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc.,and signed and sealed calculations performed by Jeremy Gilstrap,P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested H8 Uplift H204, H220 5-6-99, 5-13-99 MTSC Uplift B845 1-30-90 H16 Uplift 1376 H591 9-24-01, 3-3-00 H16-2 Uplift 1830, H591 3-19-02, 3-3-00 HGA10 Uplift H062 1-12-99 HGA10 F1 Direction H042 12-29-98 HGA10 F2 Direction H043 12-29-98 LGT2 Uplift H429, 1839, K411 11-11-99, 1-29-02, 6-30-04 LGT2 F1 Direction L921 10-18-05 LGT2 F2 Direction L922 10-18-05 Page 5 of 13 Simpson Strong-Tie LGT3 Uplift L431 6-9-05 LGT3 F1 Direction L233 5-20-05 LGT3 F2 Direction L234 5-20-05 LGT4 Uplift 0113, ? 7-5-07, ? LGT4 F1 Direction 0393 10-29-07 LGT4 F2 Direction 0394 10-1-07 MGT Uplift 1134 5-9-01 8/11/2006, 8/11/2006, M985, M988, M999, M990, 8/16/2006,8/22/2006, VGT,VGTR/L Uplift M991, N075, M989, N142, 8/22/2006, 8/29/2006, N149 8/30/2006, 9/12/2006, 9/15/2006 MSTC48B3 Tension J367,J583 6-4-03, 11-19-03 MSTC66B3 Tension J368 6-24-03 M481, M950, M812, M817, 4/19/2006, 5/24/2006, TSP Uplift M202, N056, N074 8/10/2006, 8/15/2006, 8/18/2006 8/23/2006 DSC2R/L Tension FROM Sl 200801 DSC2R/L Compression FROM SIM200801 8. FINDINGS Upon review of the data submitted by Simpson Strong-Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 2007 Florida Building and Residential code editions listed in section 10 of this report, subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. The anchorage of the MGT and VGT to masonry or concrete wall is not covered by this report. Anchorage must be designed by the building designer. 4. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+ Design Lateral Perp.to Plate/Allowable Lateral Perp.to Plate< 1.0 10. CODE REFERENCES Florida Building Code, Building 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong-Tie Florida Buildina Code, Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11.ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE UPLIFT LOADS FOR TRUSSIRAFTER TO WOOD WALL CONNECTORS Fasteners Allowable U lift Loads(160 Model No. Ga. To Trusses) Southern Pinel Rafters To Plates To Studs Douglas Fa,-Larch Spruce-Pine-Fir H8 18 5-10dx1% 5-10dx1'/2 - 795 565 H84 18 - 5-10dxl% 5-10dxlY2 795 565 MTS24C 16 1 7-10dx l% 7-10dxl% - 1000 860 MTS28C 16 7-10dx1Y2 7-10dxl% - 1000 860 MTS30C 16 7-10dxl% 7-10dxl% - 1000 860 H160 18 2-10dxl% 10-10dxl% - 1400 1205 H16SO 18 2-10dx1'/2 10-10dx1'/2 - 1400 1205 H16-2 18 2-10dx1%2 10-10dxl% - 1325 1140 H16-2S 18 2-10dx1'/2 10-10dx1'/z I - 1325 1140 HGA10 14 4-SDSYAIY2 44-SDS/.X3 - 435 375 Notes: 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Allowable loads are for one anchor. A minimum rafter thickness of 2W is required when H8 connectors are installed on each side of the truss and on the same side of the plate. 3. Hurricane ties are shown installed on the inside of the wall for clarity. Installation on the outside of the wall is acceptable. For installation of H16 series on the outside of the wall,a minimum 1513T wood structural panel sheathing with 1-8d nail between straps to top plate is required. For a continuous load path,truss to top plate and top plate to stud connections must be on the same side of the wall. 4. H8 will achieve 310 pounds uplift when connecting a stud to a single bottom plate. Install 5-10dx1'/2°nails to stud and 4-10dxlY2'nails to bottom plate. 5. MTS24C, MTS28C,MTS30C can be attached directly to the studs provided the(7)nails are attached to the stud and not split over the stud and the top plate. 6. H16 is pre-sloped at a 5:12 pitch and can be used on pitches from 3:12 to 7:12. Minimum heel height for H16 series is 4° 7. HGA10 allowable F1 load(160)shall be 1165 lbs(DFUSYP)&775 lbs(SFP),and allowable F2 load(160)shall be 940 lbs(DFUSYP)&815 lbs(SPF). �rfG la O fII k /p YOs p O Typical installation of HS attachin � MTSC connecting rafter to double truss to top plate top plates Figure 1 H8 and NITSC Typical Installation Page 7 of 13 Simpson Strong-Tie i H16 Depert(rmg on �� heel height, Depo dhig on heel strap may wrap ,i Ft he1gK strap may �c � iiµ' to back of plate. wrap to hack of plate. sae •�• y:: ► HGA10 htstallWft to hlstall$-ladttlYa CO Iti5t8il 6-1 I)dt(tlf3 Ow"T FIe�S buten 4.10*11/b to hMA 6.70kt1 1/s inside edV d 2x to face of 2x ittsida edge of 2a to ftp d 2x H16-2 Installation Figure 2 H16,H16-2,and HGA10 Typical Installation TABLE 2 ALLOWABLE UPLIFT LOADS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Fasteners Alloupable U ift Loads 1 No. Ga (in.) TrusslRafter CMU Concrete Southem Pinel Spruce-Pine-Fir (Titan) (fiten) Douglas Fir-Larch H16 18 183/4 2-10dx1% 6-%x2% 6-%xl 1470 1265 H16-2 18 18% 2-10dxl% 6'/4x2%4 6-%x13/4 1470 1265 Notes: 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. O�•4B OIL "1►o s #5 Rebar Min. Figure 3 H16 Typical Installation to Masonry Wali Page 8 of 13 Simpson Strong-Tie TABLE 3 ALLOWABLE LOADS FOR GIRDER CONNECTORS Allowable Uplift Allowable Fasteners Loads (160) Lateral Model No. Qty, plies of pliesWood Studs Girder or Framing CMU Concrete DF/SP SPF F1 F2 LGT2(Wood) 1 2 16-16d Sinker 14-16d _ _ 2050 1785 7004 1704 Sinkers LGT2(Masonry) 1 2 16-16d Sinker _ 7-'/4x2'/4 7-'/4x13/4 Titen 2150 1850 7004 1704 Titan Screw Screw LGT3-SDS2.5(Wood) 1 3 12-SDSI/4x2% 21-16d Sinkers - - 3685 2655 795 410 LGT3-SDS2.5 4-%e°x5° 4-3/8°x5° Mason 1 3 12-SDS%4x2'z - Titen HD Titen HD 3285 2365 795 410 LGT4-SDS3(Wood) 1 4 16-SDS'/4x3 30-16d Sinkers - - 4060 2925 20005 6755 LGT4-SDS3 1 4 16-SDS'/4x3 4-Y&5a 4-Wx5. 3285 2365 - - Mason Tlten HD Titen HD MGT(Wood) 1 2(min) 22-10d 1 8/"anchor - - 3965 3275 - - MGT(Masonry) 1 2(min) 22-10d - 1 b/8"anchor 1 Yea anchor 3965 3275 - - 1 2(min) 16-SDS'/4x3 - 1%"anchor 1-Ya"anchor 4940 3555 - - VGT 2 2(min) 32-SDS'/4x3 - 2-8/°anchors 2-6/°anchors 7185 5175 - - 3(min) 32-SDS'/x3 - 2-8/°anchors 2-e/°anchors 8890 6400 - - VGTL or VGTR 1 2(min) 16-SDS%x3 - 1 6/"anchor 1-Ye"anchor 2230 1605 - - 2 Z(min) 32-SDS'/ax3 - 2-%'anchors 2-e/°anchors 5545 3990 - - Notes: 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Attached members must be designed to resist applied loads. 3. For MGT and VGT application to wood framed wall,provide equivalent anchorage to wood framing to provide resistance to applied load on the MGT or VGT. Provide continuous load path to the foundation. For MGT or VGT application to masonry/concrete wall, provide Ye"anchor designed by building designer to provide resistance to applied load on the MGT or VGT. Provide continuous load path to foundation. 4. LGT2 lateral loads require installation of optional 4-16d sinkers in triangle fastener holes into top plates. 5. LGT4 lateral loads require installation of optional 7-16d sinkers in triangle fastener holes into top plates. LGT2 Application to Wood Framing LGT2 Application to Masonry Mobtere 5r' barrier rat 811M O Ilf I� ` •• a p� ° D !1 Y• 0 O�.O {yl �; •gyp. �. i Figure 4 Typical LGT2 Application Page 9 of 13 Simpson Strong-Tie l 1 3-Iy �• s •� -• .• Il:1 P•.qve + • I ri14 ., � � , 3�. ♦ s LGT3-14� • • � y cin 1,'..i C • p D-- • � e.--- • •• • o o D A;•;� Xy,> • • O D O �+ 1.1 1 O • � D D D • D O D O<; LGT3-SDS2.5 a GT4-SOS3 similar) Figure 5 Typical LGT3 and LGT4 Application IrSW a MW=m UiW a of s t� o 10—d4-10d n3h no • • ttsMM 1w +•�Y 1� ,. /.j X11 . SGT Application to Masonry Typical MGT Figure 6 Installation with HDU4 Typical MGT Application 3"- 419 "- •�•-zxr . � q - o�j� � x ? { Indallabon with HW)4 1118110 with NOW's Figure 7 Typical VGTNGTR Application Page 10 of 13 Simpson Strong-Tie TABLE 4 HRS ALLOWABLE TENSION LOADS Allowable Load(160) Model Na. Ga Nails DF/SP SPF HRS6 12 6-10d 605 525 HRS8 12 10-10d 1010 880 HRS12 12 14-10d 1415 1230 Notes 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Install half the nails in each end of the strap. to i�u r o o f o f e o i Hr612 HRS8 HRSa Figure 8 Typical HRS Strap TABLE 5 MSTCB ALLOWABLE UPLIFTITENSION LOADS Beam Minimum Fasteners Allowable Tension Model Dimensions Beam Studd Loads(160) Na. Width Depth Face Bottom Post DFISP SPF MSTC48133 3" 9%4" 12-10d 3930 3380 MSTC66B3 3°h" 11'/4" 14-10d 4-10d 38-10d 4440 3820 Notes: 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Using fewer than 38 nails in the studs/post will reduce the capacity of the connection. To calculate a reduced capacity use 129 lbs. per nail for DFUSP or 112 lbs.per nail for SPF 3. Nails in studstpost shall be installed symmetrically. Nails may be installed over the entire length of the strap over the studstpost 4. The 3"wide beam may be double 2-by members. 5. MSTC48133 and MSTC66133 installed over sheathing up to'/"thick will achieve 0.85 of the table loads. MhUbxoao: can anar4a 38KA LW02r SfltI 30 Nab WOO= .. 44'% Sbdnts Figure 9 i• �vd Typical MSTCS NoH& WsBs , Application �+eHFawA Bain 6�n MSTC6683 UstaiiatioR Wfth Rio Joig MSTC483 ? Pratiem 8=01 Rao GASTC4W UIStaHBtioR Whh no Rim Joist Page 11 of 13 Simpson Strong-Tie TABLE 6 TSP ALLOWABLE LOADS,FASTENERS,AND DIMENSIONS Model Dim. Plate Fasteners Allowrabie Uplift Loads 160 No. W L Location Studs Top or Sill Double Top Plate I Sin le Sill Plate Plate DFISP SPF DFISP SPF Double Top 9-10dx1X,. 6—10dx1'/2° 755 650 - - TSP 1'/a 7'/s Plate 6—10d 1015 870 Single Silt 6-10dx1Wh 3-10dxl%" _ _ 395 345 Plate 3-10d 39 370 Notes: 1. Loads include an increase of 600/6 for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. TSP connectors achieve different loads depending on whether full length nails or 1W/°long nails are used,and whether connector is used to fasten stud to top plates or sill plate. 3. When cross grain bending or cross grain tension cannot be avoided, mechanical reinforcement to resist such forces should be considered. Large plate washers on anchor bolts can serve this purpose. 4. TSP Southern Pine stud to Southern Pine sill plate,585 lbs. uplift. TSP SPF stud to Southern Pine sill plate,450 lbs. uplift. ® � Typical TSP Installed to sill plate Typical TSP Installed to doubled top m plates Figure 10 Typical TSB Application TABLE 7—DSC2R AND DSC21L DIMENSIONS FASTENERS AND ALLOWABLE LOADS DFISP Allowable Loads SPF Allowable Loads Model No. L Fasteners Compression Tension Compression Tension, On.) 160 160 160 160) DSC2R-SDS3 16 1 20-SDS W/a"x3" 2590 3720 1865 2680 DSC2L-SDS3 Notes: 1. Loads include an increase of 600/6 for wind loading where permitted by the code for fasteners in wood. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. SDS screws minimum penetration is 23/4",minimum end distance is 2W and minimum edge distance is 8/s° for full load values. 3. Lag screws will not achieve table loads. 4. Strong-Drive®screws are permitted to be installed through metal truss plates as approved by the Truss Designer,provided the requirements of ANSI/TPI 1-2002 Section 8.10 are met(pre-drilling required through the plate using a maximum of 5/329 bit) Page 12 of 13 Simpson Strong-Tie I 16" i 3" s: Figure 11 Typical DSC2 Application 12.IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. ry 9'G,>Aii ��41 a z +♦ +,� .a • ech Y nc. y.P:` e$ofi, P.E. b anuary 5.2009 Page 13 of 13 Simpson Strong-Tie I tea_ .'✓ t r 14 ESR-1622 and ESR-3050 Used for Florida State Wide Product Approval # FL1084.9 Eti Products on this Report which are approves:,\' r Product FL# Product FL# duct FL# AB44 10849.1 ABE46 10849.5 �'CBSQWSDS2 10849.8 AB44R 10849.1 ABE46Z 10849.5 CBS088-SDS2 10849.8 AB44Z 10849.1 ABE66 10849.5 EPB44A 10849.9 AB46 10849.1 ABE66Z 10849.5 EPB44 10849.9 AB46R 10849.1 ABU44 10849.6 EPB46 10849.9 AB46Z 10849.1 ABU44Z 10849.6 EPB66 10849.9 AB66 10849.1 ABU46 10849.6 EPS4Z 10849.10 AB66R 10849.1 ABU46Z 10849.6 LCB" 10849.11 AB66Z 10849.1 ABU66 10849.6 LCB66 10849.11 ABA" 10849.2 ABU66Z 10849.6 PB44 10849.12 ABA44R 10849.2 ABU88 10849.6 PB44R 10849.12 ABA44Z 10849.2 ABU88HDG 10849.6 PB46 10849.12 ABA46 10849.3 CB44 10849.7 PB66 10849.12 ABA46R 10849.3 CB46 10849.7 PB66R 10849.12 ABA46Z 10849.3 CB48 10849.7 PBS44A 10849.13 ABA66 10849.3 CB66 10849.7 PBS46 10849.13 ABA66R 10849.3 CB68 10849.7 PBS66 10849.13 ABA66Z 10849.3 CBS044-SDS2 10849.8 PBV6 10849.14 ABE44 10849.4 CBSQ46-SDS2 10849.8 PBV10 1 AA ABE44Z 10849.4 SBSQ66-SDS2 10849.8 a2j�\ F K31 11 R © C + CD I Ca N n _ � � z 40 �c � � � :o C D CD OR ® m 3 c -o -» 07 z -' C7 n ® y y n C �0 � omoc'. aj � z ® m 0 n W UR R 0- 0 ® � ® � SIMPSON STRONG-TIE COMPAN , 104.. CR3 � O �- rn CD m ® r z Y T IMES Evaluation Report ESR-1622 Reissued December 1, 2012 This report is subject to renewal January 1, 2014. Www.icc-es.om ( (800)4234587 ( (562)699-0543 A Subsidiary of the International Code Council® DIVISION:06 00 00—WOOD,PLASTIC,AND columns may be supported by the post base connectors COMPOSITES described in this report because the connectors provide a Section:06 05 23—Wood,Plastic,and Composite metal pedestal projecting minimum 1 inch (25.4 mm) Fastenings above the concrete footing as required by Section 2304.112.7 of the IBC, Section R317.1.4 of the 2012 and REPORT HOLDER: 2009 IRC and Section R319.1.4 of the 2006 IRC. SIMPSON STRONG-TIE COMPANY INC. 3.1.1 AB Adjustable Post Base:The AB adjustable past 5956 WEST LAS POSITAS BOULEVARD base has three components: a post ban ever fabricated PLEASANTON,CALIFORNIA 94588 from No. 16 gage galvanize steel; a C-shaped standoff (800)9255099 channel fabricate from No. 12 gage galvanized steel;and a rectangular bearing plate fabricate from No. 12 gage www.strongtie.com galvanize steel,which has a slotted hate to accommodate a 1/2-Inch diameter (12.7 mm) anchor bolt. The AB post EVALUATION SUBJECT: !rase ever has an irregular shaped opening that permits SIMPSON STRONGT1E�'POST BASE CONNECTORS lateral adjustment of the wood post'and prepunche holes FOR WOOD CONSTRUCTION for 10d mails 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 1.0 EVALUATION SCOPE the base rover and secure to the anchor bolt using a nut. Compliance with the following codes: The standoff channel fits inside the base cover and ■ 2012,2009 and 2006 International Building Code®(IBC) provides an elevate support for the bottom of the post See Table 1 for the overall dimensions of the AB post base ■ 2012, 2009 and 2006 International Residential Code® ever, the fastener schedule, and allowable downloads. (IRC) See Figure 1 for drawings of the three components of the Property evaluated: AB adjustable post base connector and a typical Structural installation. 3.1.2 ABA Post Base Standoff: The ABA post base 2.0 USES standoff is a one-piece connector that elevates the Simpson Strong-Tie® post base connectors described in supported woad post 11/16 inures (27 mm) above a this report are use as wood framing connectors in concrete footing. The ABA44 and ABA44R are forme accordance with Section 2304.9.3 of the IBC,and are used from No. 16 gage galvanized steel and all other ABA to resist lateral and net induced uplift ford at the bottom models from No. 14 gage galvanized steel. The sides of end of wood posts in accordance with Section 2304.9.7 of the ABA post base connector have prepunched holes for the IBC,and to prevent lateral displacement at the bottom 10d or 16d naps driven Into the side grain of the wood past end of wood posts in accordance with Section R407.3 of Type A narrow plain washer,conforming to the dimensions the IRC. The products may also be used in structures shown In ASME 818.22.1 (R 1998), and a standard cut regulate under the IRC when an engineered design is washer and nut must be used to secure the ABA post base submitted in accordance dance with Section R301.1.3 of the IRC. connector to the concrete anchor bolt. See Table 2 for 3.0 DESCRIPTION overall dimensions,required fasteners,and allowable uplift loads and downloads.See Figure 2 for drawings of an ABA 3.1 General: post base standoff connector and a typical Installation. The Simpson Strong Tie post base connectors described 3.1.3 ABE Adjustable Post Base: The ABE post base In this report are die-formed brackets that conned wood conies of three components:a U-shaped galvanized steel pasts to concrete footings complying with the IBC or IRC, channel having an adjustment slot for the anchor bolt, a as applicable, by wing anchor bolts Installed during the galvanized steel standoff base that elevates the wood post concrete pour or after the concrete hardens. Since the 1 Inch(25.4 mm)above the concrete hooting,and a 0.109- design of anchor bolts in the concrete footings is not within inch Uhic k(2.8 mm)round washer(bearing plate)supplied the scope of this report,a footing larger than the minimum with the ABE44 connectors and a 0.1714nch-thick required by 2012 and 2009 IBC Section or 2006 IBC (4.3 mm)rectangular washer(bearing plate)supplied with Section 1805, or IRC Section R403 may be necessary to the ABE46 and ABE66 connectors. The round and meet anchorage to concrete requirements.Untreated wood rectangular bearing plates have a bolt hole diameter of IGC ESEiiohravon Ref"ave norm beconWued as r¢prasWft aes8rarres army other arrn3,nt Rots adarowed,narmia they to be cow man errdorsameret ofthesu6Jed ofthe report or a recoamiwatonan for t!s roe.These is rm warrmuy byICCEbahmM m Servk g LLC,epulis arbnpW to anyJbrdbrg or oAr manor in M&report oras to mrypra dud cmwW by dw report. Copyright 0 2012 Page 1 of 5 ESR-1622 I Most Widely Accepted and Trusted Page 2 of 5 9/le Inch (14.3 mm)and "/Is Inch (17.5 mm), respectively. (designated with a mil number ending with HDG) ane The sides of the ABE adjustable post base connector have available with a hot dip galvanization, also known as prepunched holes for 10d or 16d nails driven Into the side `batch° galvanization, In accordance with ASTM A 123, grain of the wood post. See Table 3 for the overall with a minimum specified coating weight of 2-0 amus of dimensions of the U-shaped channel, the nominal zinc per square foot of surface area (610 g/rrra), total for thickness of the steel channel and standoff base,required both sides.Model number;in this report do not Include the fasteners, and allowable uplift loads and downloads. See Z or HDG ending, but the infomation shown applies.The Figure 3 for drawings of the components of an ABE PBV post base has a "PC" suffix indicating a power- adjustable post base connector and a typical installation. dated paint coating.The lumber treater and the holder of 3.1.4 ABU Adjustable Post Base: The ABU44, ABU46, this report (Simpson Strong-Tle Comby) should be and the ABU66 adjustable post base connectors consist of contacted for recommendations on the appropriate level of three components: a U-shaped galvanized steel channel corrosion resistance to specify for use of the steel having an adjustment slot for the angor bolt and connectors in contact with the specific proprietary prepunched holes for installing bolts or nails, but not both, preservative treated or fire retardant treated lumber. Into the side grain of the wood post; a galvanized steel 3.2.2 Wood: Wood members with which the connectors standoff base that elevates the wood post 1 inch are used must be either sawn lumber or engineered (25.4 mm) above the concrete footing, and a 0.1714nch- lumber having a minimum specific gravity of 0.50 thick(4.3 mm)rectangular washer(bearing plate). (minimum equivalent specific gravity of 0.50 for engineered The ABU88 adjustable past base connector consists of lumber), and Craving a maximum moisture content of the following components: a U-shaped galvanized steel wed percent (16npercent 4. Thefor engineered thickness of theu sbberprrexcept ng wood holeschannel having two 1 and (27 mm) br In long-slotted main member must be equal to or greater than the length holes for anchor baits and pthe wood holes for installing of the fastenerns specified in the tables In this report,or as nails into the side grain of the wool posh a galvanized steel standoff base that elevates the wood post 1 Inch required by wood member design, whichever is greater. 25.4 mm) above the concrete footing, and two nominally For installation In engineered woof members, minimum /4-inch-thick(6.4 mm)square washers(bearing plates). allowable nail spacing and end and edge distances, as See Table 4 for the overall dimensions of the U-shapedspecified in the applicable evaluation report for the channel, nominal thickness of the steel channel andengineered wood product,must be met. standoff base, required fasteners, and allowable uplift 3.2.3 Fasteners:Nails used for hangers described in this loads and downloads. See Figure 4 for drawings of the report must comply with the material requirements, components of an ABU44 and ABUSE adjustable post Physical properties, tolerances, workmanship, protective base connectors and a typical ABU connector installation. coating and finishes, certification, and packaging and 3.1.5 PBV Post Base: The PBV post base is a single package marking requirements specified in ASTM F 1667. n9 The nails must have the following minimum fastener piece past lase connector formed from No. 14 gage steel dimensions and banding yield strengths(Fye): having a power-coated paint coating.The PBV connector Is circular and has a center channel section and two raised FASTENER SHANK FASTENER F„b semicircular flat portions that provide a 14rich (25.4 mm) DIAMETER LENGTH (KS1 raised bearing surface for a round post The connector has (inches) (Inme) prepunched holes for Installing SDS screws Into the and 10d 0.148 3 90,000 grain of a round post See Table 5 for the connector 16d 0.162 3% 90,000 dimensions,required fasteners and allowable downloads. At a minimum, bolts must comply with ASTM A 36 or A 3.2 Materials: 307.SDS Screws used In contact with preservative trued 3.2.1 Steel: Unless noted otherwise, the connectors or fire retardant treated lumber must, as a minimum, described in this report are manufactured from galvanized comply withSE R-2236. Fasteners used in contact with steel in accordance with ASTM A 653, SS designation, preservative treated or fire retardant treated lumber must Grade 33,with a minimum yield strength,Fy,of 33,000 psi comply with Section 2304.9.5 of the IBC, Section R317.3 (227 MPa) and a minimum tensile strength, Fu, of 45,000 of the 2012 and 2009 IRC or Section R319.3 of the 2006 psi (310 MPa). The bearing plates for the ABU88 are IRC,as applicable.For use with treated lumber,the lumbar ASTM A 36 with a minimum yield strength of 36,000 psi treater or this report holder (Simpson Strong-Tie (248 MPa) and a minimum tensile strength of 58,000 psi Company), or both, should be contacted for (400 MPa) and have no coating. Base metal thicknesses recommendations on the appropriate coating or material to for the connectors in this report are as follows: specify for the fasteners as well as the connection capacities of fasteners used with the specific proprietary NOMINAL THICKNESS MINIMUM BASE METAL_ preservative treated or fire retardant treated lumbar. THICKNESS (inches) 4.0 DESIGN AND INSTALLATION No.10 Gaga 0.1275 4.1 Design: No.12 Gage 0.0975 The tabulated allowable loads shown in the product tables No.14 Gage 0.0685 of this report are based an Allowable Stress Design(ASD) and Include the load duration factor, Co, corresponding � 1l1(Bee ft Plate) 02145 with the applicable loads in accordance with the National i9n Specification for Wood Construction and its For Si:1 inch=25A mm. supplement(NDS). The connectors have a minimum G90 zinc coating Tabulated allowable loads apply to products connected specification per ASTM A 653 unless otherwise noted. to wood used under cry conditions and where sustained Some models (designated with a model number ending temperatures are 100°F (37.8°C) or less. When products with Z)are available with a G185 zinc coating specification are rrstalled to wood having a moisture content greater In accordance with ASTM A 653. Some models than 19 percent (16 percent for engineered wood ESR-1822 I Most Mde/yAccepted and Trusted Page 3 of 5 products),or where wet service Is expected,the allowable must be prepared by a registered design professional loads must be adjusted by the applicable wet service where required by the statues of the jurisdiction In factor, Ca, specified for lateral loads for dowel-type which the project Is to be constructed fasteners in the NDS. When connectors are installed In 5.3 Adjustment factors noted in Section 4.1 and the wood that will experience sustained exposure to applicable des must be considered, where temperatures exceeding 100°F (37.80C), the allowable applicable. loads in this report must be adjusted by the applicable temperature factor, Ct, specified in the NDS. Connected 5.4 Connected wood members and fasteners must wood members must be analyzed for load-carrying comply,respectively,with Sections 3.22 and 32.3 of capacity at the connection in accordance with the NDS. this report. 4.2 Installation: 5.5 Use of connectors with preservative treated or fire retardant treated lumber must be in accordance with Installation of the connectors must be in accordance with Section 32.1 of this report. Use of fasteners with this evaluation report and the manufacturer's published preservative heated or fire retardant treated lumber Installation instructions.Bolts and nails must be Installed In must be in accordance with Section 32.3 of this accordance with the applicable provisions in the NDS. In report. the event of a conflict between this report and the 5.6 The design of anchor bolts and the concrete footings manufacturees published Installation instructions, this is report governs. is not within the scope of this report. 5.0 CONDITIONS OF USE &0 EVIDENCE SUBMITTED The Simpson Strong-Tie products described in this report Data In accordance with the ICC-ES Acceptance Criteria comply with, or are suitable attematives to what Is for Joist Hangers and Similar Devices (AC13), dated specified In,those codes listed in Section 1.0 of this repot, October 2010(editorially revised December 2011). subject to the following conditions: 7.0 IDENTIFICATION 5.1 The connectors must be manufactured, identified and The products described in this report are Identified with a Installed in accordance with this report and the die-stamped label indicating the name of the manufacturer manufacturer's published installation Instructions. A (Simpson Strong-The),the model number, and the number copy of the instructions must be available at the of an index evaluation report (ESR-25231 that Is used as jobsite at all times during installation. an Identifier for the products recognized in this report. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations TABLE 1—AB ADJUSTABLE POST BASE CONNECTORS'' DIMENSIONS(inches) FASTENERS ALLOWABLE DOWNLOADS(Ibs) MODEL NO. Anchor Bolt Co=1.0 W L H Dlamebr Nails htto Post Co®1.15 (inches) (Quantity Type) Co=125 AB44 este 38/,e 2°/32 1/2 8-10d 4,065 AB46 3s/18 5% 3 1/2 8-10d 4,165 AB44R 4 4'/,s ?/,e 1/2 8-10d 4,065 AS46R 4 6 213/,s 1/2 8-10d 4,165 A1366 5'A 59/,s 3 1/2 8-101 5,335 AB66R 6 6 213/,s 1/2 8-10d 5,335 For SL•1 inch=25.4 rnrrh,l lbs=4.45 N. 'The allowable downloads may not be increased for short term loading. 2Anchor bolts and the concrete footings must be capable of ring all loads and brcas transferred from the post base connector. o 11 AS Adjustable Post Base AS Installation FIGURE 1-AB POST BASE CONNECTOR ESR-1622 1 Most Widely Accepted and Trusted Page 4 of 5 TABLE 2—ABA ADJUSTABLE POST BASE CONNECTOW" DIMENSIONS(inches) FASTENERS ALLOWABLE LOADS pbs) Anchor Batt Uplift Downloads MODEL NO. Nails into Post W L H Diameter CV-1'0 (inches) (Quanft-Type) CD=1.6 01.15 Cv=1.25 ABA" I 38/Ve 3'/a 3'/Ve 1/2 6-10d 555 6,000 ABA44R 41/18 37/a 271% 1/2 6-10d 555 8,000 ABA46 3'/8 % 8-16d 700 9,435 ABA46R 4'/Ve 53/18 /e % 8-16d 700 12,000 ABA66 57/2 51/4 37/8 e/8 8-161 720 10.685 ABA66R 8 53/,8 fie 8/e 8-16d 720 12,685 For SI:1 Inch=25.4 nun,1 lbs=4.45 N. 'The uplift loads have been Increased for wind or earthquake loading with no further inwreass lowed.Reduce kinds when other load durations govem. ZThe allowable downlads may not be Increased for short term loading. 3Anc hor halts and the concrete footings mus be capable of rests"all loads and forte transferred from the post bass connector. 4r. NO End % `" forUpkft Resistance ABA ABA Installation FIGURE 2—ABA ADJUSTABLE POST BASE CONNECTOR TABLE 3—ABE ADJUSTABLE POST BASE CONNECTORS''2°3 DIMENSIONS(inches) FASTENERS ALLOWABLE LOADS Anchor Soft Uplift Download MODEL NO. W L H Diameter Nails Into Post CD=1.0 (Inches) (Quantity-Type) COM 1.6 CCd=11.15 Co=1.25 ME" 38/78 3'/2 elm 1/2 6-10d 520 6.665 A13E46 3g/,s eltie 41/18 8/e 8-16d 810 7,335 ABE66 5'/2 5'/1s 1 311e 8/8 8-16d 9W 12,E For 31:1 inch=25.4 mm,1 lbs=4.45 N. 'The uplift loads have been increased for wind or earthquake loading with no further Ing allowed.The allowable loads must be reduce when other load durations govem. 2The allowable downloads may not be ink for short term loading. 3Andmr bolts and the wrtmete bo&W must be capable of rests ft all loads and forces transferred from the post base connector. Y184+n ev J r I. V fain. ME ;d a 9 � si Distance ABE" ABE buidalladon FIGURE 3—ABE ADJUSTABLE POST BASE CONNECTIONS ESR-1622 I Most Widely Accepted and Trusted Page 5 of 5 TABLE 4-ABU ADJUSTABLE POST BASE CONNECTORS""" CONNECTOR DIMENSIONS ALLOWABLE LOADS Obs) FASTENERS Uplift Download U-Channel � (Quantity-Type) Nails or MODEL Naps Bolls Botts NO. Batts Anchor C001.0 W(in.) L(in.) H(in.) Gage o. �e Nails into Post through Diameter Coe 1.6 Co=1.6 CDM-15 Post (Inches) Co=125 ABU44 3s/,e 3 5% 12 16 12-16d 2-'/2 1-% 2,200 2,160 6,665 ABU46 39/,8 5 7 12 12 12-16d 2-'/2 I-% 2,255 2,300 10,335 ABU66 5112 5 6'/,e 10 12 12-16d 2-'/2 1-% 2,300 2,300 12,000 ABU88 7'12 7 7 12 14 18-16d — 2-% 2,320 — 24,335 For SI:1 inch=25.4 mm,1 ras=4.45 N. 'The uplift toads have been increased for wind or eartluluake loading with no further increase allowed.The allowable loads must be reduced when other load durations govem. 2The allowable downloads may not be Increased for short term loading. 3Anchor botts and the concrete footings must be capable of resisting all loads and forces transferred from the post base wnnector. 4AHowable uplift loads based on nails and bops are not cumulative. 2 UW Transfer e .e` L @r je 4`p R ABU" ABU66 ABU installation FIGURE 4--ABU ADJUSTABLE POST BASE CONNECTORS TABLE 5—PBV POST BASE CONNECTORS''" DIMENSIONS ALLOWABLE (inches) FASTENERS DOWNLOADS MODEL NO. (lbs) L H SDS Screws into Post Anchor Bak COU1.15 Copl.0 (Quantlty-Type) (Quantity-Diameter) Co=1.25 PBV6 51/4 1 4-SDS'/4 x 3 1-9/e 9,250 PBV10 93118 1 4-SDS'/4 x 3 1-0/8 19,225 For SI:1 inch=25.4 mm,1 16s=4.45 N. 'The allowable downloads may not be increased for short term loading. 2Anc hor bolts and the concrete footings must be capable of restating all loads and ford transferred from the post base connector. 3The model number for the SDS'/4 x 3 inch screw is SD25300. L a e PBV PBV Installation FIGURE S-PBV POST BASE CONNECTORS Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-3050 issued August 1, 2013 This report is subject to renewal August 1, 2015. www.icc-es.org 1 (800)423-6587 1 (562)699-0543 A Subsidiary of the International Code Council® DIVISION:03 00 00—CONCRETE 3.0 DESCRIPTION Section:0316 00—Concrete Anchors 3.1 General: DIVISION:05 00 00—WOOD,PLASTICS AND 3.1.1 CBSQ-SDS2 Series Embedded Column Bases: COMPOSITES The CBSQ-SDS2 series embedded column bases consist Section:06 05 23—Wood,Plastic and Composite of two pieces of cold-formed, galvanized sheet steel: one Fastenings piece of steel that is a U-shaped strap and a separate piece of steel that forms a 1-inch(25.4 mm)stand-off base. REPORT HOLDER: The stand-off base is manufactured from No. 12 gage steel. The strap portion Is No. 10 gage steel for the SIMPSON STRONG-TIE COMPANY INC. CBSQ44,46 and 66,and No.7 gage steel for the CBS086 5956 WEST LAS POSITAS BOULEVARD and 88. The stand-off base Is attached to the U-shaped PLEASANTON,CALIFORNIA 94588 strap just above the marked embedded height. The 9 560-9000 ( ul portion of the Usha strap that Is below the base has a P P� P www.strongtie.com varying embedment depth depending on the CBSQ type, and the portion that is above the base has round holes that EVALUATION SUBJECT: are used to accept SDS screws in order to fasten to the wood post. Table 1 lists model numbers,dimensions,SDS SIMPSON STRONG-TiE EMBEDDED COLUMN BASES IN screw size and quantities, and allowable loads. Figure 2 CONCRETE shows the embedded column base and the typical Installation with minimum concrete cover dimensions. 1.0 EVALUATION SCOPE 3.1.2 EPB Series Embedded Column Bases: Compliance with the following codes: The EPS44A embedded column base consists of a single ■ 2012,2009 and 2006 International Building Code®(IBC) Piece of cold-formed, No. 14 gage galvanized sheet steel. ® The embedded portion of the column base consists of a ■ 2012, 2009 and 2006 international Residential Code headed type section that allows for engagement Into the (IRC) concrete to an embedment depth of 6-Inches (152 mm), Property evaluated: and the portion above the embedment line provides for a Structural standoff clearance above the concrete, then two vertical straps used to engage with the wood post. The EPB44,46 2.0 USES and 66 consist of a single U-shaped. No 12 gage, hot Simpson Strong-Tis embedded column bases In concrete with gray paint--coated sheet steel base and strap,along witli are used to conned vertical woad post members to anattached 11/16-inch-diameter-by-8-inch-long concrete foundations (normaawelght concrete) to resist Table mm lists 203 el steel pipe for concrete embedment. uplift and download forces. The column bases may � Table 2 listh model numbers, dimensions, fastener size used in buildings resisting wind and seismic forces, and quantities, and allowable loads. Figure 2 shows the assigned to Seismic Design Categories(SDC's)A through embedded column bases and the typical installation with F in accordance with IBC Sections 1604.8.1 and 1604.9. minimum concrete cover dimensions. The embedded column bases in concrete meet the Intent 3.1.3 PB Series Embedded Column Bases: The PB of cast4n-place anchors described in 2012 IBC Sections series embedded column bases consist of a single piece 1908 and 1909, or 2009 and 2006 IBC Sections 1911 and of cold-formed, No. 12 gage galvanized sheet steel that 1912, for resisting tension forces, when the embedded has two bent for"haped prongs that embed down Into column bases In concrete are used to connect wood post the concrete at one end to a dimension of 31/4 inches construction members to concrete foundations or (82 mm), and two 5-inch-tall vertical straps for attachment foundation walls, as applicable. For structures regulated to the wood post at the other end. The two vertical straps under the IRC, the embedded column bases in concrete can accept nails or machine bob. Table 3 lists model may be used where an engineered design Is submitted in numbers, dimensions, nail and bolt size and quantities, accordance with Section R301.1.3, and may be used and allowable loads. Figure 3 shows the embedded where approved by the building official in accordance with column base and the typical Installation with minimum Section R104.11. concrete cover dimensions. rMESE'vatnalion R¢pom are not to be construed as rwwvMgaasdwks or aq oft,attributea notspec$caiiy addressed,nor are they to be emmo ted as mi endors¢atent ofthe subject ofthe report oro recaarmteadwon for its use.There is no warrmuy by ICCEvaftuaWn Service,LLC,oWess or tVUed,as ' to mryJinding or other matter in the report or as to anyproduct cotes by the report -- CopyrigM 0 2013 Page 1 of 10 'ESR-3050 I Most Widely Accepted and Trusted Page 2 of 10 3.1.4 PBS Series Embedded Column Bases:The PBS minimum yield strength, Fy, of 33.000 psi series embedded column bases consist of two pieces of (227 MPa), a tensile elongation greater than 14 percent cold-formed, galvanized sheet steel: one piece of steel and a minimum tensile strength, Fu, of 45,000 psi that is a bent bottom U-shaped strap, and a separate (310 MPa). These post bases have a minimum G185 zinc piece of steel that forms a 1-inch (25.4 mm) stand-off coating designation in accordance with ASTM A653. The base. The stand-off base Is manufactured from No. 12 lumber treater's recommendations or recommendations of gage steel. The strap portion Is No. 14 gage steel for the Simpson Strong-Tie Company, Inc., regarding minimum PBS44A and PBS46, and No. 12 gage steel for the corrosion resistance and connection capacities of PBS66. The stand-off base Is attached to the U-shaped connectors used with the specific proprietary preservative- strap just above the marked embedded height. The treated or flre-rethrdent treated lumber,must be followed. portion of the U-shaped strap that is above the base has The embedded column bases in concrete described In this fastener holes that are used to accept either nails or report have the following minimum base-metal machine bolts In order to fasten to the wool post. Table 4 lists model numbers, dimensions, nail and bolt size and thicknesses" quantities and allowable loads. Figure 4 shows the GAGE NO. BASE-METAL THICKNESS(in.) embedded column base and the typical Installation with minimum concrete cover dimensions. 7 0.1805 3.1.5 EPS Embedded Column Bases: The EPS4Z 10 0.1342 embedded column bases consist of a single piece of cold- formed, No. 14 gage G185 galvanized sheet steel that is 12 0.1026 U-shaped with the lower portion of the shape embedded down into the concrete to a dimension of 111/18-Inches 14 0.0721 (43 mm),and the two 7—Inch-4ong vertical straps extended up for attachment to the wood post. The two vertical For SI:1 Inch=25.4 mm. straps can accept nails. Table 5 lists the model number, 3.2.2 Wood: Wood members with which the embedded dimensions, nail size and quantity and allowable loads. column bases In concrete are used must be either sawn Figure 5 shows the embedded column base and the dimensioned lumber or engineered lumber recognized In typical installation with minimum concrete cover an ICC-ES evaluation report. The maximum moisture dimensions. content is 19 percent for sawn dimensional lumber,and 16 3.1.6 CB/LCB Series Embedded Column Bases: The Percent for engineered lumber, except as noted in Section CB series embedded column bases consist of two pieces 4.1. The minimum specified specific gravity, or equivalent of hot rolled sheet steel and the LCB's consist of two specific gravity for engineered lumber, Is 0.50,such as for pieces of G90 galvanized sheet steel. Each has one piece Douglas fir—larch. The ASD values noted In the tables are of steel that Is a U-shaped strap, and a separate piece of based on the use of No.2 or better DF-L. steel that forms the base. The base and strap are both 3.2.3 Fasteners: Nails for wood Installation must comply manufactured from No. 7 gage steel. The LCB base Is with ASTM F 1667,as referenced in Section 2303.6 of the manufactured from No. 16 gage steel and the straps are IBC.The following table provides the minimum dimensions from No. 12 gage steel. The base of each is attached to and bending yield strength(Fyb)for the fasteners used with the U-shaped strap just above the marked embedded the embedded column bases In concrete described in this height. The portion of the U-shaped strap that is below report~ the base is designated for an embedment noted In Table SHANK 6, and the portion of the strap that Is above the base has FASTENER DIAMETER FLENGTH F round holes that are used to accept either machine bolts (inches) yb(psQ or nails as also described In Table 6 In order to fasten to (inch) the wood post. Table 6 lists model numbers, dimensions, 16d common 0.162 31/2 90.000 machine bolt Information and allowable loads. Figure 6 shows the embedded column base and the typical 10d x 02 0.148 11/2 90,000 Installation with minimum concrete cover dimensions. 3.2 Materials: SDS25200 - - See Section 3.2.4 3.2.1 Connector Steel:The steel used on the embedded column bases described in this report varies depending on YZ Machine - _ See Sermon the specific column base type. The CBSO-SDS2, Bolt 3.2.5 EPB44A, PB, PBS and LCB are manufactured from "/s°Machine _ See Section galvanized steel complying with ASTM A 653, SS Bolt - 3.2.5 designation, Grade 33, with a minimum yield strength, Fy, of 33,000 psi(227 MPa), a tensile elongation greater than For Sl:1 Inch=26A mm, 1 psi=6.895 kPa. 14 percent and a minimum tensile strength, Fu, of 45,000 psi (310 MPa). These post bases have a minimum G90 Fasteners used In contact with preservative-treated or flre- zinc coating designation in accordance with ASTM A653. retardant-treated lumber must comply with IBC Section The EPB44, 46 and 66, and the CBs, are manufactured 2304.9.5,2012 IRC or 2009 IRC Section R317.3, or 2006 from hot rolled steel complying with ASTM A-1011, SS IRC Section R319.3,as applicable. designation, 8-Inch (203 mm) Grade 33, with a minimum The lumber treater's recommendations or yield strength.Fy,of 33,000 psi(227 MPa)and a minimum recommendations of Simpson Strong Tie Company, Inc., tensile strength, Fu, of 52,000 psi (358 MPa). These on minimum corrosion resistance and connection column bases have a minimum gray paint or G90 zinc capacities of fasteners used with the specific proprietary coating designation In accordance with ASTM A 653. The preservative-treat EPS4Z is manufactured from galvanized steel complying ed or fire-retardant treated lumber, must be followed with ASTM A 653, SS designation, Grade 33, with a ESR-3050 I Most Widely A02fed and Trusted Page 3 of 10 3.2.4 SDS Wood Screws: Fasteners used with the Embedded column bases in concrete must be installed column bases describes) in Table 1 must be Simpson with the minimum embedment depth noted In Tables 1 —6 Strong-Tie SDS wood screws recognized in ESR-2236. and figures of this report. Any portion of the post base left SDS screws used In contact with preservative-treated or exposed must be protected against corrosion by providing fire-retardant-treated lumber must, as a minimum, comply weather protection complying with IBC Section 14032 or with ESR-2236. The lumber treater or Simpson Strong-Tie IRC Section R703. should be contacted for recommendations on minimum The tabulated allowable tension loads of the embedded corrosion resistance and connection capacities of fasteners used with the specific proprietary preservative- column bases concrete do not require the use of added treated or fire-retardant-treated lumber. steel rel�r reinforcing. 3.2.5 Machine Botts: As a minimum, machine bolts 4.3 Special Inspection: must be of ASTM A 307 steel. Special Inspection must be conducted when required by 2012 IBC Section 1704.2 or 2009 or 2006 IBC Section 3.2.6 Concrete: Concrete must be normal-weight concrete complying with the provisions of IBC Chapter 19 1704.1, whichever is applicable, unless exceptions apply. o Special Inspection requirements need napply to or IRC Section R4022, as applicable, and must have a minimum specified concrete compressive strength, P� of strictures, or portions thereof, that qualify for exception 2500 psi(17.2 MPa)at 28 days,or as required by 2012 or under 2012 IBC Sections 1704.2 and 1705.3, or 2009 and . 2006 IBC Sections 1704.1 and 1704.4, as determined by 2009 IBC Section 1905.1.1 or 2006 IBC Section y 201 the code official. Where special Inspection is required, a 4.0 DESIGN AND INSTALLATION statement of special inspection must be proposed In 4.1 Design: accordance with 2012 IBC Section 1704.3 or 2009 or 2006 IBC Section 1705. The allowable loads shown in the tables of this report are Additionally, special Inspection must be conducted when based on Allowable Stress Design (ASD)and Include the the embedded column bases in concrete are components load duration factor,Co,corresponding with the applicable within the main wind-force-resisting system of a structure loads In accordance with the NDS,where applicable.The constructed in areas listed in 2012 IBC Section 1705.10 , allowable tension loads are shown for installation or 2009 IBC Section 1706.1, or 2006 IBC Section 1705.4, conditions where minimum concrete cover dimensions are whichever is applicable. Special inspection requirements considered per the figures associated with the respective do not apply to structures, or potions thereof, that qualify load tables. The allowable anchorage-to-concrete load for exceptions noted under the first paragraph In this values based on uncracked concrete are for use where section or In 2012 IBC Section 1705.10.1 or 1705.102,or analysis Indicates no concrete cracking at service (unfactored)load levels. 2009 IBC Section 1706.2 or 1706.3, whichever is applicable. The allowable loads listed in Tables 1 — 6 apply to Additionally, special Inspection must be conducted when embedded column bases in concrete connected to wood the embedded column bases in concrete are components used under dry conditions and where sustained within the seismic-force-resisting system of a structure temperatures are 100*F(37.8°C)or less.If installation Is in g constructed In Seismic Design Category C. D. E or F in wood that has sustained exposure that exceeds these accordance with 2012 IBC Section 1705.11, or 2009 IBC conditions, the allowable loads determined in accordance Section 1707, or 2006 IBC Section 1705.3, whichever is with this report must be adjusted by the temperature factor, applicable. Special inspection requirements do not apply Ct, specified in the NDS. When the embedded column to structures,or portions thereof,that qualify for exceptions bases In concrete are Installed to wood having a moisture noted under the first paragraph in this section, or in 2012 content greater than 19 percent(16 percent for engineered IBC Section 1705.112 or 1705.11.3,or 2009 or 2006 IBC wood products), or where wet service Is expected, the Section 1707.3 or 1707.4,whichever Is applicable. allowable loads must be adjusted by the wet service factor, Cm,specified in the NDS. For installations under the IRC, special Inspection is not IBC Section 1613.1 contains an exception that permits normally required. However, for an engineered design where calculations are required to be signed by a detached one- and two-family dwellings assigned to registered design professional, special Inspection Seismic Design Category (SDC)A. B or C to be exempt requirements and exemptions, as stated above, are from the seismic design provisions of IBC Section 1613. applicable for installations under the IRC. When this Is the case, as determined by the code official, the allowable wind(or SDC A and B)loads assigned to the 5.0 CONDITIONS OF USE column bases may be used. The Simpson Strong-Tie embedded column bases M 4.2 Installation: concrete described In this report comply with, or are suitable alternatives to what is specified in, those codes The embedded column bases in concrete must be installed listed M Section 1.0 of this report, subject to the following in accordance with this evaluation report and the conditions: manufacturer's published installation instructions. In the 5.1 The embedded column bases In concrete must be event of a conflict between this report and the manufactured, identified and Installed in manufacturer's published installation Instructions,the more accordance with this report and the manufacturer's restrictive governs. Column base locations must comply with this report and the plans and specifications approved published installation instructions. A copy of the by the code official. For buildings regulated under the IRC Instructions must be available at the jobsite at all and conventional light-frame construction regulated under times during installation. In the event of conflict IBC Section 2308,the embedded column base in concrete between this report and the manufacturers may be used to attach vertical wood post members to published installation Instructions, the more normal-weight concrete foundations or foundation walls restrictive governs. Predrilling of holes for fasteners installed in the vertical 5.2 Calculations and details showing compliance with member is not required. this report must be submitted to the code official. ESR-3050 I Most Widely Accepted and Trusted Page 4 of 10 The calculations must be prepared by a registered earthquake loads only. Use of the column bases to design professional where required by the statutes resist overturning loads due to loads Imposed of the jurisdiction In which the project Is to be perpendicular to the column,are beyond the scope constructed. of this report. 5.3 Adjustment factors noted in Section 4.1 and the 5.9 Concrete protection for the steel column bases, as applicable codes must be considered, where a minimum, must be as noted in 2012 IBC Section applicable. 1808.8.2 and Table 1808.8.2, unless noted 5.4 Connected wood members and fasteners must otherwise in this report. comply with Sections 322, 32.3 and 3.2A of this 5.10 Calculations and details must be furnished verifying report. the concrete foundations' ability to resist the 5.5 Use of connectors with preservative- or fire- superimposed loads. retardant-treated lumber must be In accordance 6.0 EVIDENCE SUBM17TED with Section 3.2.1 of this report. Use of fasteners Data in accordance with the IMES Acceptance Crtterla with preservative- or fire-retardant-treated lumber for Caston-place Cold-formed Steel Connectors In must be In accordance with Section 3.2.3 or 3.2.4 Concrete for Ught-frame Constriction (AC398), dated of this report October 2008(editorially revised January 2012). 5.6 Embedded column bases In concrete may be Installed in cracked or uncracked concrete. 7.0 IDENTIFICATION Cracking occurs In regions of concrete where The Simpson Strong-Tie embedded column bases In analysis indicates cracking may occur (ft > f,), concrete described In this report are identified with a dle- subject to the conditions of this report.Po stamped label indicating the name of the manufacturer 5.7 Special Inspection must be provided in accordance (Simpson Strong-Tie),the model number,and the number with Section 4.3 of this report. of an index evaluation report (ESR-2523)that is used as 5.8 Embedded column bases in concrete are limited to an Identifier for the products recognized In this report. resisting tension loads resulting from wind or ESR-3450 I Most IMdely Accepted and Trusted Page 5 of 10 TABLE 1—ALLOWABLE STRESS DESIGN(ASD)LOADS FOR CBSA COLUMN BASES-2600 psi CONCRETE'S,"' Wind and SDC A&B-Allowable Loads pba.) Nominal Material Dimensions Simpson Non Cracked Model No. Column Base StrapStrong-Tie Cracked Download Size (Go) (Go x Width) W1 W, D H SDS Screws Uplift Uplift CBSQ44-SDS2 44 12 10 go x 21/4 39/,e 3112 7118 83/8 1 SDS 5390 4845 10975 CBSQ46-SDS2 4x6 12 10 go x 3 38/,e 5"/,e 773/te 811170 14-SDS 5390 4845 14420 1/4"x2" C8SQ66-SDS2 6x6 12 109"3'- 5'12 5'/2 6% 8314 3[4°x2" 4555 _3190. 44420 CBSQ86-SDS2 6x8 12 7 ga x 3 7'/2 53/e 61/e 8111,e 12-SDS 3975 2780 20915 1/4"x2" CBSQ88-SDS2 8x8 12 7 go x 3 7'/2 731, 6'/e 8"/,a 12-SDS 3975 2780 22225 1/4"x2" SDC C-F-Allowable Loads(Ibs.) Nominal Material Dimensions Simpson Non Model No_ Column Strong-Tie Cracked Cracked Base Strap Download Size (Go) (Go x Width) W1 W, D H SDS Screws Uplift Uplift CBSQ44-SDS2 4x4 12 10 go x 21/4 38/,e 3'/2 7'/1, 83/8 14-1SDS 5390 4070 10975 CBSQ46-SDS2 4x6 12 10 go x 3 38/,e 5e/„ 713/„ 8"/,e 114 14SSD2S 5390 4070 14420 CBSQ66SDS2 6x6 12 10 go x 3 5'/2 5'/2 6718 8314 114"SiDS 3830 2680 14420 CBS086SDS2 6x8 12 7 go x 3 7'/2 5318 6118 811/16 12-SDS 3340 2335 20915 1/4"x2" CBSQ8&SDS2 8x8 12 1 7 go x 3 71/2 73/, 1 6'/, 8"/,e 2-SDS 3340 2335 22225 For 3I:1 in=25.4 mm,1 Ib=4.45 N,1 psi=6.895 kPa. 'See Figure 1 for dimension variables and installation requirements. ;see Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities. 31n accordance with IBC Section 1613.1,detached one-and two-family dwellings in Seismic Design Category(SDC)C may use`Wind and SDC A&B"allowable loads- 4 Minimum oads_4Minimum side cover required is 3". See Figure 1 and Section 5.9 of this report "Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore alternative means to provided lateral resistance must be provided. "Download must be reduced where limited by the design capacity of the column. Minimum foundation dimensions are for anchorage only. Foundation design(size and reinforcement)by others. See Section 5.10 of this report 7See Section 3.2.2 for wood post requirements. • ° tti e e wi W • 1 T Min. swecom ° 3°Min. ,• ° � �; Memel, m o !g 1 7 1 p Typical CBS®-SDS2 CBMUS2 Installation (Minimum Embedment Depth) FIGURE 1 ESR4050 i Most IMde/y Accepted and Trusted Page 6 of 10 TABLE 2—ALLOWABLE STRESS DESIGN(ASD)LOADS FOR EPB COLUMN BASES–2500 psi CONCRETE Wind and SDC A&B-Allowable Loads(lbs.►'� Model No. W L H Nails Non Cracked Cracked Download Uplift Uplift EPB44A ell. 3 23/8 8-16d 1120 785 2670 EPB44 381,8 3114 2°/,e 8-16d 1035 725 3465 EPB46 5'/2 38/,8 3 12-16d 1035 725 3465 EPB66 5'/2 5'/2 3 12-16d 1035 725 3465 SDC C-F-Allowable Loads(lbs.) Model No. W L H Nails Non Cracked Cracked Download Uplift uplift EPB44A 38/,8 3 23/8 8-16d 940 660 2670 EPB44 38/18 3114 2°/,e 8-16d 870 605 3465 EPB46 5'/2 38118 3 12-16d 870 605 3465 EPB66 5'/2 5'/2 3 12-16d 870 605 3465 For S1:1 in=25.4 mm,1 Ib=4.45 N,1 psi=6.895 kPa. 'See Rgure 2 for dimension variables and installation requirements. 2MUltiply Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities. 31n accordance with IBC Section 1613.1,detached one-and two-family dwellings in Seismic Design Category(SDC)C may use°iNind and SDC AW allowable loads. °Minimum side cover required is 4"from EPB center fine_ See Figure 2 and Section 5.9 of this report. BPost bases do not provide adequate resistance to prevent members from rotating about the base and therefore alternative means to provide lateral resistance must be provided. townload shall be reduced where limited by the design capacity of the column. M"mimum foundation dimensions are for anchorage only. Foundation design(size and reinforcement)by others. See Section 5.10 of this report 'NAILS:16d=0.162'dia.X 3%g long_ BSee Section 3.2.2 for wood post requirements. Pilot _. WHole ° I , o (TYP-) ° ° ° A9 Ei'Bs Min. 0 • ;��) a mu,n t �� •5, , Ems °�_ a. --�::� . _ Fips n Typical EPB44A EP1144, 46, 66 EP844A Installation FIGURE 2 'ESR-3050 I Most Mde/y Accepted and'Trusted Page?of 10 TABLE 3—ALLOWABLE STRESS DESIGN(ASD)LOADS FOR PB COLUMN BASES-200 psi CONCRETE'"•''W-9 Wind and SDC A&B-Allowable Loads(lbs.) Dimensions Fasteners Model No. Non Cracked Cracked W L Nails Machine Bolts Uplift Uplift PB44 39/10 31/4 12-16d NA 850 850 PB44R 4 3'/4 12-16d NA 850 850 PB46 5'/2 3'/4 12-16d NA 850 850 PB66 5112 5'/4 12-16d Tyro-1/2"Dia. 850 850 PB66R 6 514 12-16d Two-1/2"Dia. 850 850 SDC C-F-Allowable Loads(Ibs.) Dimensions Fasteners Model No. Non Cracked Cracked W L Nails Machine Bolts Uplift Uplift PB44 3911e, 31/4 12-16d NA 850 850 PB44R 4 31/4 12-16d NA 850 850 PB46 51/2 31/4 12-16d NA 850 850 PB66 51/2 51/4 12-16d Two-1/2"Dia. 850 850 PB66R 6 51/4 12-16d Two-1/7 Dia_ 850 850 For SI:1 in=25A mm,1 Ib=4.45 N,1 psi=6.895 kPa. 'See Figure 3 for dimension variables and installation requirements. '2MUltiply Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities. 3 I accordance with IBC Section 1613.1,detached one-and two-family dwellings in Seismic Design Category(SDC)C may use Wind and SDC AW allowable loads- 4 Minimum oads_4Minimum side cover required is 2". See Figure 3 and Section 5.9 of this report 5Post bases do riot provide adequate resistance to prevent members from rotating about the base and therefore alternative means to provide lateral resistance must be provided. BDownload shall be reduced where limited by the design capacity of the column. Minimum foundation dimensions are for anchorage only_ Foundation design(size and reinforcement)by others. See Section 5.10 of this report NAILS:16d=0.162'dia.X 3%"kmg. eSee Section 3.2.2 for wood post requirements_ 411, 0 � o Stress i S T Min. '''ti"-r. '• T Min. relief 30, Sidecover Qi' Sidecover Em holesr- " C° Y Embossed for tearing 0 g. greater strength Typical PB PB Installation FIGURE 3 ESR-3050 I Most Widely Accepted and Trusted Page 8 of 10 TABLE 4—ALLOWABLE STRESS DESIGN(ASD)LOADS FOR PBS COLUMN BASES–2600 psi CONCRETE'4"W., Wind and SDC A&B-Allowable Loads(Ibs.) Nominal Material Dimensions Fasteners CrNon Cracked Model Post Download No. Size Stro(BGaa) ( � W L H HB Nails Machine Bolts Uplift Uplift PBS44A 4x4 12 14 36/,e 3'/2 614 el,, 14-16d Two-1/2"Dia. 1285 900 10975 PBS46 4x6 12 14 30/78 57178 60/te 33/B 14-16d Two-1l2"Dia_ 1285 900 14420 PBS66 6x6 12 12 5112 53/6 6'la 3"/,e 14-16d Two-1/2"Dia. 1 2165 2165 14420 SDC C-F-Allowable Loade Obs.) Nominal Material Dimensions Fasteners Non Cracked Cracked Model Post Download No. Size (Ba�s)e Stro(GaW L H HB Nails Machine Botts Uplift Uplift PBS44A 44 12 14 36/,6 3'/2 6'/. 37/,6 14-16d Two-112"Dia_ 1080 755 10975 PBS46 4x6 12 14 3e/,e 571,6 66/16 3316 14-164 Two-1/2"Dia_ 1080 755 14420 PBS66 6x6 12 12 5'/Z 53/6 6'/2 311/16 14-16d Two-1Z Dia. 2165 2165 14420 For SI:1 in=25A mm,1 Ib=4.45 N,1 psi=6.895 kPa. 'See Figure 4 for dimension variables and installation requirements. ZMultiply Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities. 31n accordance with IBC Section 1613.1,detached one-and two-family dwellings in Seismic Design Category(SDC)C may use Wind and SDC A&B"allowable loads. °Minimum side cover required is T. See Figure 4 and Semon 5.9 of this report- "Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore aftemative means to provide lateral resistance must be provided. eDownkiad shall be reduced where limited by the design capacity of the column. Minimum foundation dimensions are for anchorage only. Foundation design(size and reinforcement)by others_ See Section 5.10 of this report. 7NAILS:16d=0.162'dia.X 3 Y."long_ eSee Section 3.22 for wood post requirements_ ti L sit— Typical PBS44A Iratallation FIGURE 4 r ` ESR-3050 I Most MMdely Accepted and Trusted Page 9 of 10 TABLE&—ALLOWABLE STRESS DESIGN(ASD)LOADS FOR EPS4Z COLUMN BASES-200 psi CONCRETE's^AW.0 Wind and SDC A&B-Allowable Loads(Ibe.) Model Na_ Neils Non Cracked Cracked Uplift Uplift I EPS4Z 8-10dxl 1/2 980 685 SDC C-F-Allowable Loads pbs.) Non Cracked Cracked Model No_ Nails Uplift Uplift EPS4Z 8-10dxl 1/2 825 575 For SI:1 in=25.4 mm,1 Ib=4-45 N,1 psi=6.895 kPa. 'See Figure 5 for dimension variables and installation requirements. 2MUttiply Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities. 31n accordance with IBC Section 1613.1,detached one-and two-family dwellings in Seismic Design Category(SDC)C may use Wind and SDC A&B"allowable loads. 4 For full kids,minimum side cover required is 29. See Figure 5 and Section 5,9 of this report "Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore altemative means to provide lateral resistance must be provided. °Download shall be reduced where limited by the design capacity of the column. Minimum foundation dimensions are for anchorage only. Foundation design(size and reinforcement)by others. See Section 5.10 of this report- 7 NAILS: eport.7NAILS:10d=0.148'dia.X 1% long. BSee Section 3.2.2 for wood post requirements. 1Wd — Pool _ o o � o 0 t) T Kin. � o t° Embedment .' n Srdewar 0 line(top of '�. 2'�Grl oti :'•• in. VO Typical EP34Z EPS4Z Installation FIGURE b ESR-3050 I Most IMdely Accepted and Trusted Page 10 of 10 TABLE 6--ALLOWABLE STRESS DESIGN(ASD)LOADS FOR CB COLUMN BASES—2500 psi CONCRETE 11.2.3"117 Wind and SDC A&B-Allowable Loads(lbs.) Nominal Material Dimensions Column Fasteners pion_ Model No_ Column Strap Base Width) W, Wa D Nall Machine Botts Cracked Cracked Size (Ga x dth) (Ga) city. Dia_ Uplift Uplift CB44 4x4 7 ge x 2 7 3e/,e 30/1e 8 NA 2 518 6710 4700 CB46 4x6 7 ga x 2 7 elle 5'/2 8 NA 2 5/8 6710 4700 CB48 4x8 7 ga x 2 7 Ple 71/2 8 NA 2 5/8 6710 4700 C866 6x6 7 ga x 3 7 51/2 51/2 8 NA 2 5/8 6710 4700 CB68 6x8 1 7 ga x 3 7 51/2 71/2 7 NA 2 5/8 6710 4700 LCB44 4x412 ga x 2 16 3®/,e 3'/2 6'/2 12-16d 2 1/2 1170 820 LCB66 6x6 12 ga x 2 16 51/2 51/2 1 5'/2 1 12-16d 2 1/2 1170 820 Wind and SDC C-F-Allowable Loads(lbs.) Nominal Material Dimensions Column Fasteners Non- Model No. Column sip Base W, W2 D NailsMachine Bolts Cracked Crate Size (Ga xWidth) (Ga) W, Dia. Uplift Uplift CB44 4x4 7 ga x 2 7 39/,e 39/,e 8 NA 2 5/8 5640 3945 CB46 4x6 7 ga x 2 7 elle 5'/2 8 NA 2 5/8 5640 3945 CB48 4x8 7 ga x 2 7 3°/,e 1 7'/2 8 NA 2 5/8 5640 3945 CB66 6x6 7 ga x 3 7 51/2 51/2 8 NA 2 5/8 5640 3945 CB68 6x8 6 ga x 3 7 51/2 71/2 7 NA 2 5/8 5640 3945 LCB44 4x4 12 9a x 2 16 3e/,e 3'/2 6'12 12-16d 2 112 985 690 LCB66 6x6 12 ga x 2 16 51/2 51/2 5'12 12-16d 2 112 985 690 71. For SI:1 in=25.4 mm,1 Ib=4.45 N,1 psi=6.895 kPa. 'See Figure 6 for dimension variables and installation requirements. 2Mut"Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities_ 31n accordance with IBC Section 1613.1,detached one-and two-family dwellings in Seismic Design Category(SDC)C may use`Wind and SAC ARB"allowable loads. °Minimum side cover required is 3"for CB and 2"for LCB. SeeFigure 6 and Section 5.9 of this report. °Past bases do not provide adequate resistance to prevent members from rotating about the base and therefore alternative means to provide lateral resistance must be provided. 00ownload capacity is based on either the post-design or concrete design calculated per code_ Minimum foundation dimensions are for anchorage only. Foundation design(size and reinforcement)by others_ See Section 5.10 of this report. 'NAILS: 16d=0.162"dial_X 3'/2°long. °See section 3.2.2 for wood post requirements. 0 3,aw ® l4 • f4darc. Its m ° m r ; ", -J, Min. ° ' Min. SideCover: Side Cover. T for C8. u 31 fer CB. 2°for LCB k'h 2°for LCB Pu, Ve , Typical COUB ce Installation ("D"is minimum embedment depth.) FIGURE 6 jl 102,01 'S Miami Shores Village C'F,1V,eD Building Department AUG31.2o,5 10050 N.E.2nd Avenue, Miami Shores,Florida 33138 By: - Tel:(3Q5)795-2004 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 200- BUILDING 0 -BUILDING Master Permit No. l2C- (14 PERMIT APPLICATION Sub Permit No. UILDING ❑ ELECTRIC ❑ ROOFING VISION ❑ EXTENSION ❑RENEWAL F-]PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: �� 92 1110 City: Miami Shores County: Miami Dade Zip: 131 5--d Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: g/b.LFlood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder): Phone#: Address`: go IL) — City: dYY�� State: z Zip: Tenant/Lessee Name: Phone#: Email: (Z�®(��p S C.i �&'� ✓Y\ CONTRACTOR:Compan Name: ��' f'L le� .. Phone#: �� Address: City: Sta Zip: Qualifier Name: Phon #: State Certification or Registration#: _� �� A6<-At!) certificate of Competency#: DESIGNER:�(Architect/Engineer: �� (� ® �-t f C,V\1 CA'l Phone#: Qis"C{ Address: -l ` S� City: "CG C�State: Zip: Value of Work for this Permit:$ / S are/Linear Footage of Work: Type of Work: Addition ❑ Alteration ew ❑ Repair/Replace ❑ Demolition Description of Work: � - .Y .r.; aIJ Specify col `of coloriJ;°u tree 441'_ Submittal Fee$ Permit Fee$ U:'-) CCF$ CO/CC$ Scanning Fee$ I Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews& Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS, HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature !7y� Y I OWNER or AGENT NTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of 20 SCJ ,by day of ,20/6— ,by — who is personally known to A WA Awdil® Zft'10 S who is personally known to me or who has produced � me or who has produced �`L ` as identification and who did take an oath. identification and who did take an oath. NOT*PUBLIC.', NOTARY PUBLIC: SignSign: Prinry'Public State of Florid Print: oEN T emSealommission FF 063558 Seal: • Commission I FF 906841es 10! ? 18/2017 =;� � My Comm.Expires Aug 16.2019 i y,��•••` Bott Mboo NaBiotai�Y Asea. APPROVED BY Plans Examiner Zoning �[ Structural Review Clerk (Revised02/24/2014)