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RC-15-562 1 J w-a-1 Miami Shores Village r 7MAR k la.lst 6GLn Building Department16 2015 �� 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 BY: /!/?� ►2�2 (s Tel:(305)795-2204 Fax:(305)756-8972 1 INSPECTION LINE PHONE NUMBER:(305)762-4949 M me_ Z_t�1�}or,�lo�lo c FBC 20 P BUILDING c61ted• Master Permit Ivo — Z PERMIT APPLICATION sub Permit No. OBUILDING ❑ELECTRIC ❑ ROOFING ❑ REVISION ❑EXTENSION ❑RENEWAL r ❑PLUMBING ❑MECHANICAL ❑PUBLIC WORKS ❑CHANGE OF ❑CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 1420 NE 103 STREET City: Miami Shores County: Miami Dade Zip: 33138 f Folio/Parcel#:11-3205-031-0030Is the Building Historically Designated:Yes NO X r Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder):MARC W LITZENBERG,ANNE F L=NBERG Phone#:305-753-6511 Address:755 W 50 ST MIAMI BEACH , FL 33140 City: MIAMI BEACH State: FLORIDA Zip: 33140 Tenant/Lessee Name: N/A Phone#: Email: marc@theLitzenbergs.com� Izzy CZN or ajoXt 00• GD M CONTRACTOR:Company Name: C C1 r�f9 gttU&,,hg) Pr1 Phone#:2 lgr �r ` Address : ..1706 10F /Y 3 City: N A'6l yl( State: 1 Zip: :5[Xi Qualifier Name: Eric ; allproel4L, Phone#: State Certification or Registration M C 6 S 0 1 Certificate of Competency M DESIGNER:Architect/Engineer: R&O-STUDIOS,LLC Phone#: 305.741.4220 Address:5901 SW 74th Street Suite 208 city: Miami State: FL Zip: 33143 Value of Work for this Permit:S W"��� �r�� 5 5� Squa'—r%linear Footage.of Work:�q3�' a Type of Work: ❑ Addition ❑ Alteration M New ❑ Repair/Replace N Demolition Description of work: Demolition of existing single family home and construction of new single family residence. Specify color of color thru tile: Submittal Fee$ Q Permit Fee$30,220 "35 CCF$ 60 'f O Co/CC �5 0 Scanning Fee$ a(� �` Radon Fee$ 453 -31 _ OBPR$ 4_5Z)' 31 Notary$ 57, 0 Technology Fee$ Training/Education Fee$ 201 -60 Double Fee$ Structural Reviews$ Lt ' Ck) 3ZO•(:'O 120 •Us i a0,GJ 4 gp . CZO Bond$ '(Xi, TOTAL FEE NOW DUE$33 f ' (Revised02/24/2014) p 9/30 16 C,;5 "r Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all'laws regulating construction in this jurisdiction. I understand that_a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... i 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 co a ce nt must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is 'ss t bsence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signatures __ Signature OWNER tAGENT CONTRACTOR The foregoing instrumentass'accknnowledged before me this The foregoin Inst ment was acknowledged before me this _day of �1-/ 20 ,by ay f��e L7 ,20'l, "by who is personally known toho is personally known to me or who has produced b3 me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: i Sign: Sign: ::� Print: �. AVEL A GONZALEZ Sea ,►Rr Notary Public State o1 orida Seal: £ ' MY COMMISSION,#tFF061887 '� ^ Joanna M Feliciano . a! ''•'Eostid°�' EXPIRES OCtOt1@r 10,2017 7; i ` My Commission FF 082753 (407)398-0153 'l OF p Expires 01/12/2018 Floridallota Semlce.com l APPROVED BY ' /� Plans Examiner Zoning 1 Structural Review Clerk i (Rev&-d02/24/2014) I CERTIFICATE OF LIABILITY INSURANCE DATE(MM/DD/Y1YY) 12/29/15 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(ies)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: Hemisphere Insurance Group PHONE EQ: (305)501-2801 (FAA/XC,No): (305)553-9010 11401 SW 40 St Ste 340E-MAIL hemisphereinsgrp@aol.com Miami,FL 33165 INSURERS AFFORDING COVERAGE NAIC# Phone (305)501-2801 Fax (305)553-9010 INSURER A: FWCJUA INSURED INSURER B: WESTERN WORLD INSURANCE COMPANY EJD CONSTRUCTION CONTRACTORS&INVESTMENT CORP INSURER C: 1700 NE 143 ST INSURER D: N MIAMI,FL 33181 INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYPE OF INSURANCE ADD UBR POLICY EFF POLICY EXP LIMITS LTR POLICY NUMBER MM D MM DD GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000.00 O COMMERCIAL GENERAL LIABILITY DAMAGE TO RENTED 100,000.00 PREMISES Ea occurrence $ ❑ ❑ CLAIMS-MADE O OCCUR NPP8276317 MED EXP(Any one person $ 5,000.00 B ❑ Y Y 06/13/2015 06/13/2016 PERSONAL&ADV INJURY $ 1,000,000.00 ❑ GENERAL AGGREGATE $ 2,000,000.00 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ 1,000,000-00 ❑ POLICY ❑ PRO ❑ LOC $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT Ea accident ❑ ANY AUTO BODILY INJURY(Per person) $ B ❑ ALL OWNED ❑ SCHEDULED # BODILY INJURY(Per accident) $ AUTOS AUTOS F-] HIRED AUTOS ❑ NON-OWNED PROPERTY DAMAGE $ AUTOS Per accident ❑ ❑ ` $ I ❑ UMBRELLA LIAR ❑OCCUR EACH OCCURRENCE $ ❑ EXCESS LIAB ❑CLAIMS-MADE AGGREGATE $ I ❑ DED ❑ RETENTION$ $ WORKERS COMPENSATION ©WC STATU- ❑OTH- AND EMPLOYERS'LIABILITY Y/N M ITS ER ANY PROPRIETOR/PARTNER/EXECUTIVE 5757BOOl E.L.EACH ACCIDENT $ 1,000,000.00 AOFFICER/MEMBER EXCLUDED? ❑ N/A 03/21/2015 03/21/2016 (Mandatory in NH) E.L.DISEASE-EA EMPLOYE $ 1,000,000-00 If yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ 1,000,000.00 r I DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES (Attach ACORD 101,Additional Remarks Schedule,if more space is required) GENERAL CONTRACTOR LICENSE CGC1515901 CERTIFICATE HOLDER CANCELLATION r SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE VILLAGE OF MIAMI SHORES THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN 10050 NE 2nd Ave ACCORDANCE WITH THE POLICY PROVISIONS. Miami Shores,FL 33138 AUTHORIZED REPRESENTATIVE @ 1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010/05)OF The ACORD name and logo are registered marks of ACORD Dec 21 15 05:17p EJD Construction 305-981-6715 p,3 I { STATE OF FLORIDA DEPARTMENT OF BUSINESS ANDR EN .CLAW 1150­ PROFESSIONAL REGULATION ' 6'fis:2f#-i�3- $ -fit j CGC1515901 ISSUED: 0$/10/2014 CERTIFIED GENIfRAL CONTRACTOR SCARBOROUGH' ERIC JASON! EJD CONSTRUCTION CONTRACTORS& INV IS CERTIFIED under the provisions of Ch.489 FS. Expiration Cale:RUG31,Poie L14o8.00002641 iiA"'s``"'O" 'P "ik +w+4tvi sw+.awwra+t+aycor+W ar. i RICK SCOTT, GOVERNOR � KEN LAWSON, SECRETARY I STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATIONi7:sy'. CONSTRUCTION INDUSTRY LICENSING BOARD t CGC 1515901 ; ' } kY The GENERAL CONTRACTOR Named below IS CERTIFIED I Under the provisions of Chapter489 FS. - Expiration date: AUG 31,2016! I SCARBOROUGH, ERIC;JASON - EJD CONSTRUCTION CONTRACTORS& INVESTMENT CORP 1700 NF 143RD ST I -e MIAMI FL331811 I ISSUED: aar101201. DISPLAYAS REQUIRED BY LAW SEn# L1 408 1 0000264 1 I I i I I I r I I I Dec 21 1505:17p EJD Construction 305-981-6715 p.2 i Repoit Viewer Page 1 of 1 I i JEFF AIWATER CHIEF F1NFNCIALOFRGF.R STATE OF FLORIDA I DEPARTMENT OF FINANCIAL SERVICES i DIVISION OF WORKERS COMPENSATION i CERTIFICATE OF ELECTION TV dE tRtMPk IhKUnI I-LVKIIJA WORKGKJ'COMPENSATION LAVV' j I CONSTRUCTION INDUSTRY EXEMPTION I I ms CerimeS that the 1rsurAcuai nscea ociow neS ewLawu w ue—r,Frt nv„r rlw klo vvL.Ka,a: EFFECTIVE DATE: '8Yd0/2015 EXPIRATION DATE: 8129,'2017 i I PERSON: SCARBOROUGH ERIC J FEIN: 2012222644 1 BUSINESS NAME AND ADDRESS; EJ D CONSTRUCTIONICONTRACTORS&INVESTMENT CORP , � t 1700 NE 143 ST I i NORTH MIAMI � FL 33181 SCOPES OF BUSINESS OR TRADE: UCENSED GENERAL 1 CONTRACTOR Pwsua,K to Gnaptar g4005[7gr Fg,en otkHrotacpym:aln uR,oelex�e,amprw torn Hs wrpte[by filrrtam,uroro Neloctga unxrras section I .*ay Ilol ram'nr Daaega a cmpB,naGxuMaf'Ms Citapret.?ualintm Che/ter 410 itilt76 F.5_^—MII/Coln P:ebcun m Ge elenpt.,apply ooh wcty-Ifa rscpa 0f7,e 0psfnnaNtaC•haYd on Ma nal.ceW aMctcn le Ge exemp[PusuarRm C7tapbr M0.a5('G6 F.5.,nbtiu:oleba�o.lm Ee azampta.d cengxeros o!alaCaaa,aea exanpr Ygiltr auDJ.er to,avomu,t q,KaerlagaOarlM uyOfV,a na'rwwax aeaanu»ma uttrala S etx ia,aan aamagmrinoecaaunxa,ferolmpar meas Na rapui,era.M alrob aacaon for oauuce»a,aNcda.Tb gepaMea:char cawkoa i 1 s 1 FS-PZ-0VJr-252 CERTIFICATE CF ELECTION TO BE EXEMPT REVISED05-13 OVESTIONSI;(55014134609 1 s '• i I i 'J07637 I " f 5 Local Business Tax Receipt Miami-Dade County, .. State of Florida -THIS IS NOT A BILL - DO NOT PAY I - 5608816 LBT i 1 BUSINESS NAiV1E/LOCATION RECEIPT NO. EMPIRES EIDCONTRUCT)ONCONTRACTORS&INVESTMENTM91MAL SEPTEMBER 30, 2016' ` 1700 NE 143 ST 5849717 Must be displayed at place of business I NORTH IMLAMI FL 33181 Pursuant to County Code t Chapter 8A-AFL 9&10 ' OWNER 1 SEC.TYPE OF BUSINESS pRYNSENT RECEIVED EID CONTRUCndN CONT& INV CORP 196 SUB-BUILDING CONTRACTOR CGC1515901 BY TAX COLLECTOR Worker(s) I 1 $45.00 07/27/2015 CHECK21-15-105105 1 This La4l Business Tax Receipt only confirms paymantot the Local Business Tax.The Recalpt is nota license, permit.of acenificetionofthe holders gaalificatiorm,todobusiness. Holder must comply with any governmental or nongovernmental regulatory laws and raquiremeots which apply 10 the business. The RECEIPT NO,above must be displayed an all commercial vehicles-Miami-Dade Code Sac 8a-276. I Frr.lnoro Informanon,visitwwwuniamidada.gw/taxcollector I f I I https://apps8.fld&comkireportviewer/reportV iewer.aspx?data--kdvpginc9D7Q')SH6TER6e... 7/7/2015 I { Dec 21 1505:17p EJD Construction 305-981-6715 p.1 CERTIFICATE OF LIABILITY INSURANCE DATE(MNVDDlYYYY) 1 12/21/15 THIS CERTIFICATE IS ISSUED ASA 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 DCLOW. Tr110 GCRTir7GATC Or IN*umAINGG UVCs NV 1 I.UNJ 111 U I M A UUN 1 MAI:I tit I WttN I HE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: lrthe certificate holder Is an ADDITIONAL INSURED,the policy(les)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and cond Mons of the Policy,certainlpollcies rrlay require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endomement(a). PRODUCER I CONTACT E: Hemisphere Insurance Group PHONE (305)501-2801 Nc No: (305)553-9010 11401 SW 40 St Ste 340 I E-MAIL hernispherainsgrpgaot.com Miami,FL 33165 INSURER AFFORDING COVERAGE NAIC0 Phone (305)501-2801 Fax (305)553-9010 INSURERA: FWCJUA INSURED 1 WESTERN WORLD INSURANCE COMPANY EJDii INSURER B:CONSTRUCTION CONTRACTORS&INVESTMENT CORP IN RERC: 1700 NE 143 ST INSURER D: N MIAMI,FL 33181 i INSURERE: INSURER F, COVERAGES - COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIESIOF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT.TERN OR CONDITION OF ANY CONTRACTOR 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 LTR TYPE OF INSURANCE I INSRao UB POLICY NUMBER tLP1M UC YYW MMIDD/YYYY' LIMIT'S GENERALLIABILJTI I EACHOCCURRENCE S 1000,000.00 © CMIMERCIALGENERAL Lmeiu Y I DAMA T RENTED ❑ I CLAIMS-MADE 0 OCCUR EMI ES Eaoowrtanca S 100,000.00 g ❑ i Y Y NPPS276317 06/1'312015 06/1312016 MED EX?(Any one person $ 5,000.00 PERSONAL IL ADV INJURY $ 1,000,000.00 `� I GENERAL AGGREGATE S 2,000,000.00 �G—EIN'LAGGR=GATELIN7TAPPLfES?ER: I PRODUCTS-COMP/OPAGu S 1,000,000.00 LJ POLICY E] PRO- ❑ LOC I I AUTOMOBILEUABILRY j COMBINEDSING-ELSJIT a accident C ANY AUTO BODILYINJURY(Perperson) g 8 I— ALL OOWNEDLED AUTOS ` BODILYINJURY(Der accident S l_. ❑ AUTOS AUT0.S L HIRED AUTOS AUTOS NcD PROPERTY DAMAGE AUTOS ❑ ❑ er accQd 1 S S UMBRELLALIAB ❑OCCUR EACH OCCURRENCE 5 EXCESS LIAB ❑CLAIMS-MADA AGGREGATE S ❑ DED 11RETENTIONS I S AND E RS COMPENSATION N YIN f� WC STATU- ❑OTH- ANC)EMPLOYERS LIABILITY F,J FR AI:YPROPRIETCR/PARTNERIEXECL'TIVE 1 5757BOOl A 0 FFICERIMEMBEREXCUJDED7 NIA E_L.EACH ACCCENT 1 S 1,000,000.00 (MandatoryIn NH) 03/21/2015 03/2112015 It yyeess desnibe under , E.L.DISEASE-EA EMPILOYE S 1,000,000.00 DESCRIPTION OF OPERATIONS below E.L rbSEASE-POLICY LIMIF S 1,000,000.00 I 4 I i 1DESCRIPTION OF OPERATIONS/LOCATIONS f VEi ICLEg(Attach ACORD 101,Additional Remarks Schedule,it more space Is required) 1 I I I CERTIFICATE HOLDER ; CANCELLATION I I ANY OF THE I POLICIES BE CANC CITY OF MIAMI SHORES BI ILDING&ZONING DEPT. THE SHOULDEXPIRATIONDATE ABOVE NOTICE WILL BE DELIVERE NED BEFORE 10050 NE 2nd AVE ACCORDANCE WITH THE POLICY PROVISIONS. MIAMI SHORES,FL 33138 I AUTHORGED REPRESENTATIVE i ACORD 25(2010/OS)OF ©1988-2010 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD , UNITED May 17,2016 Engineering, Inc. Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores,FL 33138 ED Attention: Ismael Naranjo MAY 1 2016 Building Official Reference: Litzenberg Residence- 1420 NE 103`d ST BY: Permit No.: RC15-562 UNITED Project No.: 1801-21 Mr.Naranjo: UNITED Engineering, Inc. ("UNITED") reviewed the as-built pile layout for general conformance with the approved construction documents prepared by UNITED, dated March 8, 2016. The as-built pile was prepared by Global One Survey,dated April 14,2016. At the completion of our review,we found some piles out of tolerance and provided the contractor a sketch on April 22, 2016 of the deficient locations. Depending on the deficiency,we recommended to either center the pile cap on the pile group or provide additional reinforcing into the pile cap and corresponding grade beam. We visited the site on April 25, 2016 and May 2, 2016 to verify conformance with our recommendations and did not have any objections.We find the piles, piles cap, and grade beam to be in general conformance with the approved construction documents for the above referenced project. If you have any questions or would like to discuss further, please feel free to contact me. 100011iiiiii�������' Sincerely, ���P��OSE F& UNITED ENGINEERINSi 010 62426 JUAN J.F ENTES, ; LE Structural Engineer = OF ��,��`� Florida License No.624 0R10 •''�� ss��NAL ENQ;��'�� JF P:\1801-21 Litzenbera Residence\0-Project Ad min\Corres\L16-05-17 BOfficial 1801-21.doa UNITED Engineering, 9700 S. Dixie Highway, 880 Miami, FL 33156 786.347.5250 www.unitedeng.pro DocuSign Envelope ID:CCBC37GE-OB5G-4E82-937E-2A56F65A1DBD LOCATION MAP I FOUNDATION SURVEY N.LS / Scale:1"=20' ----NE 304TH STREET---------_—_— � 1 1 Lnt-31 Z J Block-5 Found YE" (P.B.64-PG.97) Iron Pipe r Found NO 10. Fo Drillhole N2°54 22"yy 112.50' STREET ------ � oRy w� Tle —NE 303RD T--" 25.00' I \ 15061 72.50' 1 WATERWAY �, \ I Garage Finished m Eltw.=5.8' LEGAL DESCRIPTION: Floor�� {J I S Lot 12,in Block 5,of REPLAT OF TRACT "C" MIAMI SHORES BAY PARKESTATES, according to the map or plat thereof,as ] 1 Op recorded In Plat Book 64,at Page 97,of the Public Records of �I Miami-Dade County,Florida. ` 1 19.55' 91 23.00' I) a CERTIFIED TO: (IlA {\�Op°r 4.80 y T F, Q • ERICSCARBOROUGH � fn- \w One Story 3.3V Residence No.1420 m o f I a SURVEYOR'S NOTES: Lot 12 Block 5 3.20 i 1. The above captioned property was surveyed and described based on the r /J 1'11((0/ (Under Construction) po 8 3 above legal description furnished by client F t Floor Elev.=6.5' 11.35' y 2.This certif cation is on for the lands as described,it is not a certification of Title,coning,Easements,or Freedom of Encumbrances,ABSTRACT NOT REVIEWED. p 3.There may be additional restrictions not shown on this survey that may ja) J8j 20.95' be found in the Public Records of this County.Examination of ABSTRACT OF TITLE will have to be made to determine recorded instruments,if any - affecting this property. 1 4.Ownership subject to OPINION OF TITLE. 1 5.Type of Survey:FOUNDATION SURVEY. ///777 Tie I 6.Location and identification of utilities on or adjacent to the property 50.90' 27.10' were not secured as such Information was not requested. Tle 34.S1' 7.Unless otherwise noted,this Firm has not attempted to locate Footings and/or Foundations(underground). ffiAY B.This FOUNDATION SURVEY,has been prepared for the exclusive use of the entlties named hereon.The Certificate does not extend to any _ __————— unnamed parry. 5 ——————— 5'Drainage EasementT 25.00' 9.Preclsion of Closure 1:7500 Suburban Class Survey. 5 2"54'22-E 112.50' 10.Bearings shown are assumed and are based on the South of Right of Found YL" Way Line of N.E 103rh STREET,Being N87'OS'38"E. Found Lot-13 Iron Pipe Drillhole lock 5 NO ID. B - 11.Elevations taken on Top of Form Board.Not Concrete poured. (p_g•to- 5 97) ELEVATIONS NOTE:(IF REQUESTED AND SHOWN). 2nd BENCHMARK INFORMATION:8 400, DESCRIPTION:5"LOGO CAP OVER 57AINLESS 1. )x.00'Indicates existing Elevations. STEEL ROD.LOCATION:NE 99 ST—24'SOUTH OF C/L—US HWY 41(BISC BLVD)—45' ti 2. )Elevations are referred to the National Geodetic Vertical Datum 1929. WEST OF C/L-201 SW OF LIGHT POLE,2.6'NW OF WOOD POWER POLE.ELEVATION,8.28' 3 FLOOD ZONE INFORMATION: PROPERTY DURESS.1420NE103ROSTREET MIAMI,FL 33138. Found " LYA.IMUNRYNPME: MIAMI SN08EsNUAGf OF 130653 BENCHMARK INFORMATION Rebar Block co .NR`MPP: PANELNUM8f8: SIirLC at—: OfSfAEnbN: NO ID. Comer 12086C 0306 L 8-26-RA BRASS DOT DISK IN TOP OF CONC GUARDRAIL AT SE CORNER OF BRIDGE. MAP NN6E0: Rp00 Em: NSE FlDGDESFVAnON: EtF/Alprt ox WnNWiTX[wRVFYM'S 09-11-2009 AE 9 17.23' NE 10457(815CAYNE CANAL)---BRIDGE OVER CANALUSHWY Rl(BLS ; �usrwniwium w'wsfo n,sossfo sf,u oxfsvn sNEfT:- Of81GnfD 8Y:- r1 - 1 ,,,� Lwfgn SURVLEvL7R5•LAf1m PLAf1YVEA8 CERTIFICATION: LEGEND AND ABBREVIATIONS REvislorvs: -PROJECT DATE: - 7725 S.W.129TH COURT PG. =PAGE. N.T.S.=NOT TO SCALE oxAwN ar: BY: oeEameoeateaao-_ P.B. =PLAT BOOK B.O.B.=BASIS OF BEARING orlweettsi Y.Fernandez Miami,Florida 33183 FOR THE FIRM LIR Dean.. 105E M.RIVES Jr. rL =CENTER LINE. I.D. =IDENTIFICATION Jose M.Rives - JOSE M.RIVES Jr. No. =NUMBER (M) =MEASURED xa; scar: 61 g�f P.S.M.No.8688 L.B.No.787{ P.S.M No.6685 (TYP)=TYPICAL ELEV.=ELEVATION 1"-20' Su PHONE:(786)486.8088 FAX:(305)382-4334 STATEOF FLORIDA 7450 Griffin Road,#140 Davie,Fl.33314 Tel:954-584-6115 Fax:954-581-2415 E-mail:reoletto a,soiIprobe.net Soi Ty ' M6�___. probe, :�ngineemg,&.Test"mg, February 12,.2016 J.L.0 Enterprises,Inc. 3320 NW 69 St. MAY 1 Miami, FL 33141 g 2016 BY: RE: Pile Installation Certification Proposed Residence 1420 N.E. 103rd St. Miami Shores, FL 't This is to certify that on February 4 and 5,.2016, a representative of this office monitored the installation of the auger.cast piles at the referenced site. A total number of eighty-eight (88)piles were installed at depths and locations shown in the attached pile installation logs and location sketches. The piles were installed at the location staked in the field by the owner's representative who was responsible'for staking out the pile locations. We further certify that our authorized representative observed the piles and their installation and that the workmanship and materials used were in substantial compliance with the specifications supplied to the Piling Contractor. We also certify that the referenced piles are capable to sustain a net allowable bearing capacity of 35 tons (70 kips) as shown in the attached pile logs. Should you have any question regarding the above, or if you require additional information, please contact this office. Sincerely, Soilprobe Engineering & Testing, Inc. P ana P.E. eg. o 37334 c: City of Miami Shores,FL Client EJD Enc. Pile logs,Location sketches Engineering is the essence . . . . . . . . . . . . . . . . . of science and technology R 14" AUGER CAST PILES INSTALLATION LOG Page 1 of 5 - Theor. Pene Amount Pile Auger tration of Grout Pump Actual Grout' Grout Notes: ID Time (Feet) (CY) Strokes Amount(CY) Factor Kips 02/04/16 1 1 1:16 20 0.80 32 1.15 1.44 70 Start 9:31 Arrived 9:09 ' 2 2 1:22 20 0.80 37 1.33 1.67 70 Adonel#926 9cy 3 3 1:20 20 0.80 36 1.30 1.62 70 4 4 1:18 20 0.80 39 1.40 1.76 70 5 5 1:19 20 0.80 35 1.26 1.58 70 6 6 1:23 20 0.80 32 1.15 1.44 70 7 7 1:15 20 0.80 34 1.22 1.53 70 Stop 10:18 8 8 1:17 20 0.80 39 1.40 1.76 70 Start 10:25 Arrived 9:54 9 91 1:13 20 0.80 34 1.22 1.53 70 Adonel#937 9cy 10 10 1:18 20 0.80 29 1.04 1.31 70 11 11 1:21 20 0.80 29 1.04 1.31 70 12 12 1:20 20 0.80 31 1.12 1.40 70 13 13 1:24 20 0.80 33 1.19 1.49 70 14 14 1:19 20 0.80 34 1.22 1.53 70 Stop 11:13 Arrived 15 15 1:23 20 0.80 39 1.40 1.76 70 Start 11:28 Arrived.10:15 16 16 1:20 20 0.80 32 1.15 1.44 70 Adonel#953 9cy 17 17 1:16 20 0.80 34 1.22 1.53 70 18 18 1 1:14 20 0.80 33 1.19 1 1.49 70 19 19 1:15 20 0.80 35 1.26 1.58 70 20 20 1 1:12 20 0.80 1 39 1.40 1.76 70 Miscellaneous Notes: PROJECT: Proposed Residence CITY:Miami Shores, FL Steel Spec's: 4#6's with#3 ties @ 12" full CONTRACTOR: EJD Logged By: G length Grout Specs: 5000 psi ADDRESS: 1420 NE 103`d St. Enginee Se Load Bearing: 35 Tons F. LL 14"AUGER CAST PILES INSTALLATION LOG Page 2 of 5 Theor. Y Pene Amount Pile Auger tration of Grout Pump Actual Grout Grout Notes: ID Time (Feet) (CY) Strokes Amount(CY) Factor Kips 02/04/16 1 21 1:23 20 0.80 39 1.40 1.76 70 Stop,12:04 Start 12:16 2 22 1;21 20 0.80 31 1.12 1.40 70 Arrived 11:43 Adonel#4007 9cy 3 23 1:18 20 0.80 34 1.22 1.53 70 4 24 1:24 20 0.80 30 1.08 1.35 70 5 25 1:22 20 0.80 36 1.30 1.62 70 6 26 1;18 20 0.80 34 1.22 1.53 70 7 27 1:21 20 0.80 30 1.08 1.35 70 Stop 1:14 8 28 1:19 20 0.80 33 1.19 1.49 70 Start 1:32 Arrived 12:38 9 - 29 1:24 20 0.80 31 1.12 1.40 70 Adonel#934 9cy 10 30 1:15 20 0.80 32 1.15 1.44 70 11 31 1:17 20 0.80 32 1.15 1.44 70 12 32 1:28 20 0.80 28 1.01 1.26 70 13 33 1;19 20 0.80 29 1.04 1.31 70 " 14 34 1:15 20 0.80 33 1.19 1.49 70 15 35 1:17 20 0.80 28 1.01 1.26 70 Stop 2:10 16 36 1:23 20 0.80 31 1.12 1.40 70 Start 2:33 Arrived 1:30 ' 17 37 1:19 20 0.80 30 1.08 1.35 70 Adonel#3013 9cy 18 38 1:21 20 0.80 30 1.08 1.35 70 19 39 1;25 20 0.80 30 1.08 1.35 70 20 40 1:24 20 0.80 33 1.19 1.49 70 Miscellaneous Notes: PROJECT: Proposed Residence CITY:Miami Shores, FL Steel Spec's: 4#6's with#3 ties @ 12" full CONTRACTOR: EJD Logged B G length Grout Spec's: 5000 psi ADDRESS: 1420 NE 103`d St. Engi ers S Load Bearing: 35 Tons 14" AUGER CAST PILES INSTALLATION LOG Page 3 of 5 Theor. Pene Amount Pile Auger tration of Grout Pump Actual Grout Grout Notes: ID Time (Feet) (CY) Strokes Amount (Cy) Factor Kips 02/04/16 1 41 1:28 20 0.80 28 1.01 1.26 70 01 2 42 1:20 20 0.80 30 1.08 1.35 70 3 43 1:18 20 0.80 41 1.48 1.85 70 Stop 3:13 Start 3:24 4 44 1;23 20 0.80 30 1.08 1.35 70 Arrived 2:80 Adonel#912 9cy 5 45 1;15 20 0.80 39 1.40 1.76 70 6 46 1:19 20 0.80 31 1.12 1.40 70 7 47 1:13 20 0.80 33" 1.19 1.49 70 8 48 1:21 20 0.80 31 1.12 1.40 70 9 49 1:18 20 0.80 30 1.08 1.35 70 10 50 1:19 20 0.80 34 1.22 1.53 70 Stop 4:22 11 12 13 14 15 - 16 - 17 18 19 20 Miscellaneous Notes: PROJECT:- - Proposed Residence _ CITY:Miami Shores, FL"" Steel Spec's: 4#6's with#3 ties @ 12" full CONTRACTOR: EJD Logged : CG length Grout Specs: 5000 psi ADDRESS: 1420 NE 103"'St. Engi eer Load Bearing: 35 Tons T `14"AUGER CAST PILES INSTALLATION LOG Page-4 of 5 Theor. Pene Amount Pile Auger tration of Grout Pump Actual Grout ,Grout Notes: ID Time (Feet) (Cl) Strokes Amount (CY) Factor Kips 02/05/16 1 51 1:21 20 0.80 37 1.36 1.70 70 Start 9:44 Arrived 9:29 2 52 1:24 20 0.80 30 1.10 1.38 70 Adonel#940 9cy 3 53 1:18 20 0.80 31 1.14 1.42 70 4 54 1:15 20 0.80 31 1.14 4.42 70' 5 55 1:17 20 0.80 32 , 1.17 1.47 70 6 56 1:19 20 0.80 30 1.10 1.38 70 7 57 1:13 20 0.80 36 1.32 1.65 70 Stop 10:22 8 58 1:21 20 0.80 30 1.10 1.38 70 Start 10:33 Arrived 9:44 9 59 1:20 20 0.80 31 1.14 1.42 70 Adonel#3013 9cy 10 60 1:24 20 0.80 32 1.17 1.47 70 11 61 1;18 20 0.80 31 1.14 1.42 70 12 62 1;17 20 0.80 34 1.25 1.56 70 13 63 1:19 20 0.80 33 1.21 1.51 70 14 64 1:15 20 0.80 35 1.28 1.61 70 15 65 1;22 20 0.80 32 1.17 1.47 70 Stop 11:13 Start 11:25 16 66 1;20 20 0.80 32 1.17 1.47 70 Arrived 10:31 Adonel#934 9cy 17 67 1:13 20 0.80 30 1.10 1.38 70 18 68 1:16 20 0.80 33 1.21 1.51 70 19 69 1;19 20 0.80 33 1.21 1.51 70 20 70 1:15 20 1 0.80 1 29 1.06 1.33 70 Miscellaneous Notes: PROJECT: Proposed Residence CITY: Miami Shores,FL Steel Spec's: 4#6's with#3 ties @ 12" full CONTRACTOR: EJD Logged y: CG length Grout Spec's: 5000 psi ADDRESS: 1420 NE 103`d St. En neers Load Bearing: 35 Tons T 14" AUGER CAST PILES INSTALLATION LOG Page 5 of 5 Theor. Pene Amount Pile Auger tration of Grout Pump . Actual Grout Grout Notes: ID Time (Feet) (Cl) Strokes Amount(CY) Factor Kips 02/05/16 1 71 1:28 20 0.80 43 1.58 1.97 70 Stop 2:08 Start 2 72 1:23 20 0.80 36 1.32 1.65 70 Arrived 11:26 Adonel#950 9cy 3 73 1:17 20 0.80 32, 1.17 1.47 70 4 74 1:15 20 0.80 32 1.17 1.47 70 5 75 1:16 20 0.80 36 1.32 1.65 70 6 76 1;19 20 0.80 30 1.10 1.38 70 7 77 1:23 20 0.80 36 1.32 1.65 70 Stop 12:48 8 78 1:25 '20 0.80 34 1.25 1.56 70 Start 12:59 Arrived 12:00 9 79 1:24 20 0.80 33 1.21 1.51 70 Adonel#936 9cy 10 80 1 1:27 20 0.80 35 1.28 1.61 70 11 81 1:29 20 0.80 31 1.14 1.42 70 12 82 1:22 20 0.80 30 1.10 1.38 70 13 83 1:25 20 0.80 37 1.36 1.70 70 14 84 1:17_ 20 0.80 37 1.36 1.70 70 Stop 1:34 15 85 1:18 20 0.80 31 1.14 1.42 70 Start 1:59 Arived 12:42 16 86 1:21 20 0.80 29 1.06 1.33 70 Adonel#3005 . 5cy 17 87 1:20 20 0.80 31 1.14 1.42 70 18 88 1:22 20 0.80 33 1.21 1.51 70 Stop 2:23 19 20 Miscellaneous Notes: PROJECT: Proposed Residence CITY: MRSesFL Steel Spec's: 4#6's with#3 ties @ 12 full CONTRACTOR: EJD Logged length Grout Spec's: 5000 psi ADDRESS: 1420 NE 103rd St. Engineer Load Bearing: 35 Tons A • t t ! 1 � ul�t,n 1A 1.. �Y�19. -� J - - _- I .. a •S._A«•- i f I---•.--are x,14 �; _r+.."-_�j' 11 $ 11 �_ yam'0 Va lm �' � ice' �fi4•• } � �h,�� I t .�. rf s I .',F.ie,... _•, d-Ss.._. ... ..�T-:.� ._ .--.-..:6�.r Lam—. ��VV •� 3 fg } 4 t M r L 84m -Va r si i i 'SOILPROBE ENGINEERING AND Pile Location Sketch TESTING JLU Enterprises,Inc 7450 Griffin Road#140 1420NE 103rd ST Davie,FL 33314 Miami Shores,FL Tel. (954)584-6115 Fax.(954)581-2415 f f r h h I 3 ' • I I .I I: f I 1 n 4 I -- t< --- --- . _ - - I _ _ i L PILING LAYOUT PDkN I . , J 1 , Y 1 I I SOILPROBE ENGINEERING AND Pile Location Sketch TESTING JLU Enterprises,Inc 7450 Griffin Road#140 1420NE 103rd ST Davie,FL 33314 Tel. (954)584-6115 Miami Shores,FL Fax.(954)581-2415 411 A � DATE(MM/DD/YYY`) „ Y-u CERTIFICATE OF LIABILITY INSURANCE 04/01/16 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(ies)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: Hemisphere Insurance Group PHONN Ext: (305)501-2801 FAX,No): (305)553-9010 11401 SW 40 St Ste 340 E-MAIL hemisphereinsgrp@aol.com Miami,FL 33165 INSURERS AFFORDING COVERAGE NAIC# Phone (305)501-2801 Fax (305)553-9010 INSURER A: FWCJUA INSURED INSURER B: WESTERN WORLD INSURANCE COMPANY EJD CONSTRUCTION CONTRACTORS&INVESTMENT CORP INSURER C: 1706NE 143 ST INSURER D: N MIAMI,FL 33181 INSURER E: INSURER F COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR TYpE OF INSURANCE ADD UBR POLICY EFF POLICY EXP LIMITS LTR POLICY NUMBER MM DD MM DD GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000.00 ❑ COMMERCIAL GENERAL LIABILITY DAMAGE TO RENTED 100,000.00 PREMISES Ea occurrence $ F-1 ❑ CLAIMS-MADE ❑ OCCUR NPP8276317 MED EXP(Any one person $ 5,000.00 B ❑ Y Y 06/13/2015 06/13/2016 PERSONAL&ADV INJURY $ 1,000,000.00 ❑ GENERAL AGGREGATE $ 2,000,000.00 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ 1,000,000-00 ❑ POLICY ❑ PRO JECT ❑ LOC $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT Ea accident _ ANY AUTO BODILY INJURY(Per person) $ B ElALL AUTOS OWNED ❑ SCHEDULED AUTOS BODILY INJURY(Per accident) $ F—] HIRED AUTOS ❑ NON-OWNED PROPERTY DAMAGE $ AUTOS Per accident ❑ ❑ $ ❑ UMBRELLA LIAB ❑OCCUR EACH OCCURRENCE $ ❑ EXCESS LIAB ❑CLAIMS-MADE AGGREGATE $ ❑ DED ❑ RETENTION$ $ WORKERS COMPENSATION © W C STATU- ❑OTH- AND EMPLOYERS'LIABILITY Y/NTORY FP ANY PROPRIETOR/PARTNER/EXECUTIVE 5757B001 E.L.EACH ACCIDENT $ 1,000,000-00 A OFFICER/MEMBER EXCLUDED? ❑ N/A 03/21/2016 03/21/2017 (Mandatory in NH) E.L.DISEASE-EA EMPLOYE $ 1,000,000.00 If yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ 1,000,000.00 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES (Attach ACORD 101,Additional Remarks Schedule,if more space Is required) GENERALCONTRACTOR LICENSE CGC1515901 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE VILLAGE OF MIAMI SHORES THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN 10050 NE 2nd Ave ACCORDANCE WITH THE POLICY PROVISIONS. Miami Shores,FL 33138 AUTHORIZED REPRESENTATIVE I ©1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010/05)OF The ACORD name and logo are registered marks of ACORD - 2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-252320 Permit Number: EL-2-16-329 Scheduled Inspection Date: February 09, 2016 Permit Type: Electrical - Residential Inspector: Devaney, Michael Inspection Type: Final Owner: LITZENBERG, MARC AND ANNE Work Classification: Temp fotr Construction Job Address: 1420 NE 103 Street Miami Shores, FL Phone Number Parcel Number 1132050310030 Project: <NONE> Contractor: QUINTANA ELECTRIC BROTHERS INC Phone: (305)986-5893 Building Department Comments TEMP FOR CONSTRUCTION Infractio Passed Comments INSPECTOR COMMENTS False i l k Inspector Comments Passed Failed Z�? Correction ❑ % Needed i i Re-Inspection ❑ q �� Fee No Additional Inspections can be scheduled until �e-inspection fee is paid. I February082016 For Inspections please call: (305)762-4949 , r Page 18 of 31 T Z/�G lo.•06 -tic. A F , t t 1`��.� ►viz, \o� �� ` �'�� _ c� G, DUE DATE: OMB No.0607-0094:Approval Expires 03/31/2016 (3-20-201WRM C-404 U 5 DEPARTMENT OF COMMERCE REPORT OF BUILDING OR ZONING PERMITS E—omi—"u°.swcstNsus euREau ISSUED FOR NEW PRIVATELY-OWNED HOUSING UNITS Please read instructions on the hack of this form. For further assistance,call 1-800-846.8244, DIRECTOR OF BUILDING DEPARTMENT or e-mail us at MCD.RCB.BPSCbcensus.gov FOR MIAMI SHORES VILLAGE How can Ireport? 10050 NE 2ND AVE Via Fax: 1-877-273-9501' MIAMI SHORES FL 33138 Via,Mail: U.S.CensusBureau 1201=East 10th Street Jeffersonville,IN 471324001 Name Change Spelling Correction Political Description Change Via Internet or to get Help: (Please correct any errors in name,address,and ZIP Code) http://econhelp.census.govlbps I Use your unique usemame and original;password. Username; Password:.. 1.PERIOD IN WHICH PERMITS WERE ISSUED December 2015 2.GEOGRAPHIC COVERAGE(Forour latest information on your office's coverage,see www.census.govlconstruction)bpslpdflfootnote.pdf) Did your permit system have a geographic coverage change? ❑Yes,continue. QNo,skip to Section 3. Mark an(X)in the appropriate box and enter the requested information.If more space is needed continue in Section 5. o51 Q]Permits no longer required to build new residential buildings Effective Date 05213 Permit office has merged with another permit jurisdiction Effective Date Name of permit'urisdiction with which your office has merged 0531OPermn office has split into two or more jurisdictions . . E Effective Date Name of additional'urisdiction(s)now issuing permit(s) 454 Q Extraterritorial;Jurisdiction(ETJ))Annexation .[Effective Date Define ETJ or annexation 3.NEW HOUSING UNITS a. re there any building permits issued for new housing units during this period? Yes,enter date below. Nb,stop and return this form.Your report is important even if no permits were issued. Total Number of Total Valuation Type of Structure of Construction Buitd�ngs Housing Units IS value�3�mitcents) lot b.Single-family houses,detached and attached(must meet the,following criteria: no unit above or below the other;wall extends from ground to roof,and, 1 1007345 separate utilities for each unit)(Exclude manufactured HUD-inspected homes.) 103 c.Twp-unit buildings 1o4 d.Three-and four-unit:buildings 1o5 e.Five-or-more unit buildings 4.ADDITIONAL INFORMATION ON INDIVIDUAL RESIDENTIAL PERMITS,FROM SECTION 3,VALUED AT$1,000,000 OR MORE (If more space is needed,please attach a separate sheet.) Number of Description and Site Address Owner or Builder Valuation of Construction Buildings Housing Units ($value-omit cents}' 111 (2) (3) (4) (5} ) Kind of building Name Site address Address FL City,State,ZIP Code City,State,ZIP Code Kind of building Name Site address Address FL City,State,ZIP Code I City,State,ZIP Code S.COMMENTS(Continue on a separate sheet) I t 6.PERSON TO CONTACT REGARDING THIS REPORT E-mail addressNARANJOI MIAMISHORESVILLAGE.COM Name ISMAEL NARANJO Internet web address Telephone 305 795 2204 4859 Fax 305 795 2204 See instructions on reverse side. i r , — �� f i s � i r t { _ ._�_. I t t r ORES _ k Miami shores Village yti -W-1 4Building Department�LpRjpA 4410050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 561 IAMI SHORES VILLAGE " SEP 15 015 NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER BY: THE FLORIDA BUILDING CODE I (We) have been retained by Omar Moreno to perform special inspector services under the Florida Building Code at the 1420 NE 82 ST project on the below listed structures as of 09/03/15 (date). I am a registered architect or professional engineer licensed in the State of Florida. I ' PROCESS NUMBERS: RC1 5-562 I a SPECIAL INSPECTOR FOR PILING,FBC 1822.1.20(R4404.6.1.20) e SPECIAL INSPECTOR FOR TRUSSES>35'LONG OR 6'HIGH 2319.17.2.4.2(R4409.6.17.2.4.2) e SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(R4407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(R4408.5.2) a SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(R4405.9.12) ❑ SPECIAL INSPECTOR FOR Note: Only the marked boxes apply. The following individual(s)employed by this firm or me are authorized representatives to perform inspection,* 1, Emiliano Herrera 2. Andres Morfin, EI 3. 4. I *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamental Examination;or registration as building inspector or general contractor. 1, (we)will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County.The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that,to the best of my knowledge, belief and professional judgment those portions of the project.outlined above meet the intent of the Florida Building Code and are in . .. ... . . . . . .. substantial;accordacw�th the approved plans. • Signed�� �' Engineer/Architect •. . . .•. ••. Name Juan J. Fuent&Ps, PE SE • �� •�� = (PRINT) Address 9700 S.Di*'I-Jlghl:?,Suite je9q M&9 F FL 33,1 S& • DE; Phone No. 786-347-51250* ••• • Crept A ... I ORES D �_ V 1 1NC.19J2 Miami s 'Village Building3epartment �l010050 N.E.2nd Avenue Miami Shores, Florida 3313$ Tell:-(305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE ." NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOWUNDER THE FLORIDA BUILDING CODE I (We) have been retained by Omar Moreno to perform special inspector services under the Florida Building Code at the 1420 NE 82 ST project on the below listed structures as of 09/03/15 (date). I am a registered architect or professional engineer licensed in the State of Florida. I PROCESS NUMBERS: RC15-562 I 0 SPECIAL INSPECTOR FOR PILING,FBC 1822.1.20(R4404.6.1.20) e . SPECIAL INSPECTOR FOR TRUSSES>35'LONG OR 6'HIGH 2319:17.2.4.2(R4409.6.17.2.4.2) e SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(R4407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(R4408.5.2) 0 SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(R4405.9.12) ❑ SPECIAL INSPECTOR FOR I Note:Only the marked boxes apply. The following individual(s)employed by this firm or me are authorized representatives to perform inspection 1. Emiliano Herrera 2. Andres Morfin, EI 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamental Examination;or registration as building inspector or general contractor. I, (we)will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. i I,'(we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County.The Village building inspections must be called for on all mandatory' inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of i final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project,outlined above meet the intent of the Florida Building Code and are in .. . . . . .. .• substantial accordance with the approved plans. •i•.. Sigdo$ Engineer/Architect Name Juan J. Fuentes PE•Sr (PRIkT) Address 9700 S.Dixie�riighway.Suite 880 Miji FL 331§6, } 426 .. .• . . . . . -DRTE: Phone No. 786-347o-5250 •.; ;• '•' ' • i { r f I SUPPLEMENTAL STRUCTURAL CALCULATI-ONS For Litzenberg Residence 140 NE 103 ST Miami Shores, FL-331138 f Prepared by: w p N IT D'- Engineering , Inc Certificate of Authorization No. 29691 r - Project No.: 1801-21 i i • May 20, 2015 + 1 UNITED Engineering, 9700 S.Dixie Highway, 880 Miami, FL 33156 786.347.5250 www.unitedeng.pro UNITED " '. Engineering,,(nt. - E Index 1 of 2 Table of Contents I. ITEMS Pages ■ Scope Of Work-------------------- ------------------=---- -------------------------------------1 ■ Truss Interaction Check 2-3 ■ Rafter Design----------------------------------;------------------------------------------------4-18 1 ■ Foundation Design------ ---------- --------------------------------------- 19-22 t . 1 Certificate of Authorization No. 29691 v Calculations,have been,prepared by the undersigned engineer assuming responsibility for manual and computer generated information. DOSE F& ••,,\CEjVSF•. J, 0. 6 ` 0 Juan J. F$ ft Pt•. • �, Florida Li r UNITED Engineering,Inc. 9700 S.Dixie Highway,Suite 880 Miami, FL 33156 786.347.5250 www.unitedeng.pro f ' Page 1 of 22 LIM PROJECT No. 1801-21 SHEET No. OF E UPROJECT NAME Litzenberg Residence ENRE " CALCULATED BY AM DRAWN BY Engineering, Inc. SCALE M DATE 05/15 Index 2of2 PROJECT LOCATION i - 140 NE 103 ST,MIAMI SHORES,.FL 33138 =SCOPE New 8,000 sf two story residence. Project utilizes steel columns,concrete masonry,reinforced concrete slabs, beams,and columns,auger cast piles,and miscellaneous wood, ==SOFTWARE 1 Wind Loading-Standards Design Group Wind Load on Structures I Gravity-IES,Inc.Visual Analysis(Concrete,Steel,Wood Design),QuickMasonry,RAM Concept,Internally a °r developed Mathcad and Excel worksheets. =CODES 4 •f GRAVITY FLORIDA BUILDING CODE 2010 i • WIND ASCE 7-10 e LOADING • GRAVITY Ro6f(Flat): Live Load=30 psf Dead Load=20 psf r, Roof(Slope): Live Load=20 psf Dead Load=20 psf Floor: Live Load=40 psf Dead Load=30'psf Balcony&Terrace Live Load=60 psf Dead Load=30 psf Stair: Live Load=80 psf Dead Load=0 psf � • WIND k Please refer to attached"Wind Loads on Structures"analysis. oil OE F(/F =GEOTECHNICAL REPORTS> ••' <1'6 Per report by Dynatech Engineering Corp,dated November 14,2013,the 6 V� recommended foundation system is 14"diameter augercast concrete piles. 0 ,p ,•P . 1`131 �lg y �l b";F�2426 ��:�°�.�_.""�"�`��:w.'.'�s� _sx;���r'�- � '�:.' .s�rf�„�r���=ter^--�•,-' �..x—=i�="��"- — ' Page 2 of 22 PROJECT No. f a 1 _SHEET No. OF n am am PROJECT NAME L-1'4Zt(%6t ry R VIVITEL) CALCULATED BY DRAWN BY i Engineering, Inc. SCALE_ DATE46, ; - I r � I - I : I I : ' ' ��, � ��� i Y ��I•�_- J.-....�. i...gym-��ue� Y : : I I — I i : I 1 I ' � ' i C� � ,C` i ,s : c HCl µ ie -- I , : I I I I , iI i 3 : : I ; I I , : , C> I I I I -� --- _ --- J-2 ��( I I I fir, Page 3 of 22 PROJECT No. b" I" SHEET No. OF PROJECT NAME CALCULATED BY. t,-\ DRAWN BY engineering, Inc. SCALE— DATE;, Q-" / S I I k4I+_-os4 :u : : I I I t l : c k - i - E a z �5 Ir, I Iu5 : I i Page 4 of 22 rafters @ 24 UNITED ENGINEERING,INC.,amorfin May 19,.2015;02:45 PM Load Case:D IES VsualAnalysis 11.00.0013 r r l i SS3x10 X L=12.44 It 3x10 1.=j2.44It 0 t=t2 4SIt S3Y. 0 • ���� L-12• 4 It S 0 L_12.44 R x 0 b L=12.44 ft g3 pQ 5S2 L=12 44 It O ti 3 i i I 1 r I { Page 5 of 22 { rafters @ 24 UNITED ENGINEERING,INC.,amorfin May 119,2015;02:45 PM Load Case:L JES UsualAnalysis 11_.00.0013 f t F 1 N. SS3 d0 L'12•44S3 0 1X L=A2.a4S3 10 ' L^12•44s3x o ----- <,� L112,44 ft SS3x10 L--12.44 ti 1 =12.44 R 10 L-12.44 ft ti 5Al 5Atx t ' � I i 9 � l f { I . i 1 i. a f Y 1 Y Y 1 ' I • I I. p Page 6 of 22 rafters @ 24 UNITED ENGINEERING,INC.,amorfin May 19,2015;02;45 PM Load Case:W+Y IES VsuatAnalysls 11.00.0013 p I { a 6 s C2on� a 0J_� 1 { X j2.44 It 1 s (3x10 I t�12.44 It 0 r =12mSS3X10 ,. L---j2.44 S3 10 IN x--12.44 It \ .j2.44 It 0 0 541 o o r � F I r a � p p I { Page 7 of 22 rafters @ 24 UNITED ENGINEERING,INC.,amorfin May 19,2015;02:45 PM Result Case:.GD+.6W u+Y r IES VsualAnalysis 11.00.0013 I ' x � x � Y N ci II LL- °� 8� A . L 12.44 ft 'r41 � 4 Y k V) X cli 0I' p x qy �N}� Com, iL I �/r u- I k , I • Page 8 of 22 rafters @ 24 r UNITED ENGINEERING,INC.,amorfln May 19,2015;02:45 PM Result Case: D+L t a IES VisualAnalysls 11.00.0013 41 t P 1 5 3x40_......... ,N ............. • 4 i ,LroA ............Q...... �x10 _ A n / l SS310c" o....... E i _ SXR ., L� tt � o On PO w �s��p"I o Porgy f x O d w 5 F , h 1 1 • �.i 1 1 � s t I 3 Page 9 of 22 rafters @ 24 UNITED ENGINEERING,INC.,amorfin May 19,2015-10246 PM Design View,Unity Checks IES Visua[Anaiysis 11.00.0013 k � c . k � t i k i k 0.06 0.09 X10 0.1 SS``a f- 02 0.10 S3 10 h 53 g3{�0 0.09 S3YAQ ca V-1 0 r k t i 1 =-1Jng(ouped^c Ila— 1 • Page 10 of 22 Project: rafters "@ 24 amorfin , UNITED ENGINEERING, INC. May 19,2015 P:\1801-21 Litzenberg Residence\3-Caics\IES\ Design Group Results Design Group: Wood_V Brace_G01 per NDS 2012 ASD Designed As: SS3x10,Material:\NDS Lumber(ViSUaI)\No.2\Southern Pine(10"deep) Members Included(14): BmX013-c19, BmX013-c20, BmX013-c1, BmX013-c2, BmX013-c3,.BmX013-c4, BmX01 3-c5BmX01 3-c6,BmX013-c15, BmX013-c16,BmX013-c17, BmX013-c18,ZYX42606,ZYX00432 Combined Check l Member Result Offset Code Unity Details Name Case ft Ref. ' Check BmX013-c19 D+.6W a+Y 12.442 3.9-1 0.05 OK CL=0.877 , Cfu= 1.200 , CD= 1.600 , KLz= 12.442 ft, KLy=0.000 ft, Lb= 12.442 ft BmX013-c20 D+.6W))+Y 12.442 3.9-1 0.05 OK CL=0.877 , Cfu= 1.200 , 'CD'= 1.600, KLz=12.442 ft, KLy=0.000 ft, Lb= 12.442 ft BmX013-c1 .6D+.6W a+Y 12.442 3.9-1 0.09 OK CL=0.877, Cfu= 1.200 , CD= 1.600, KLz=12.442 ft, KLy=0.000 ft, Lb= 12.442ft BmX013-c2 .6D+.6W »+Y 12.442 3.9-1 0,09 0K CL=0.877, Cfu= 1.200 , CD= 1.600, KLz= 12.442 ft, KLy=0.000 ft, t Lb= 12.442 ft BmXd13-c3 .6D+.6W »+Y 12.442 3.9-1 0.10 OK CL=0.877, Cfu= 1.200 , CD= 1.600 , KLz= 12.442 ft, KLy=0.000 ft,. Lb= 12.442 ft BmX013-c4 .6D+.6W a+Y 12.442 3.9-1 0.10 OK CL=0.877 , Cfu= 1.200 , CD= 1.600 , KLz=12.442 ft,, KLy=0:000 ft, Lb= 12.442 ft BmX013-c5 .6D+.6W »+Y 12.442 3.9-1 0.10 OK CL=0.877, Cfu= 11.200 , CD= 1.600, KLz= 12.442 ft, KLy=0.000 ft, e Lb= 12.442 ft BmX013-c6 .6D+.6W>)+Y 12.442 3.9-1 0.10 OK CL=0.877 Cfu= 1.200 , CD=1.600, KLz= 12.442 ft,' KLy=0.000 ft, Lb= 12.442 ft ' Page 1 d VisualRnalysis 11.00.0013(www.lesweb.com) r Page 11 of 22 'Project: rafters @ 24 amorfin , UNITED ENGINEERING, INC. May 19, 2015 P:\1801-21 Litzenberg Residence\3-Caics\IES\ BmX013-c15 .6D+,6W»+Y 12.442 3.9-1 0.10 OK CL=0.877 , Cfu= 1.200, CD= 1.600 , KLz= 12.442 ft, KLy=0.000 ft, Lb= 12.442 ft BmX013-c16 .60+.6W »+Y 12.442- 3.9-1 0.10 OK CL =0.877 , Cfu= 1.200 , CD= 1.600 , KLz= 12.442 ft, KL.y=0.000 ft, Lb= 12.442ft BmX013-c17 .6D+.6W»+Y 12.442 3.9-1 0.09 OK CL=0.877 , Cfu= 1.200 , CD= 1.600 , KLz= 12.442 ft, KLy=0.000 ft, Lb= 12.442 ft` B'mX013-c18 .6D+.6W »+Y 12.442 3.9-1 0.09 OK CL=0.877, Cfu= 1.200 , CD= 1.600, KLz= 12.442 ft, KLy=0.000 ft, Lb- 12.442 ft ZYX42606 D+.6W »+Y 12.442 3.9-1 0.06 OK CL=0.877, Cfu= 1.200 , CD= 1,600, KLz= 12.442 ft, KLy=0.000 ft; Lb= 12.442 ft ZYX90432 D+.6W »+Y 12.442 3.9-1 0.06 OK CL=0.877, Cfu= 1.200 , CD= 1.600, KLz= 12.442 ft, KLy=0.000 ft; Lb= 12.442ft Axial Check Member Result Offset Demand fa Capacity Fa Code Unity Details Name Case ft Ks! Ksi Ref. Check I BmX013-c19 .6D+.6W »+Y 12.442 0.025 0.760 3.8.1 0.03 OK CD= 1.600, Fx=0.585 K BmX013-c20 .6D+.6W »+Y 12.442 0.025 0.760 3.8.1 0.03 OK CD= 1.600, Fx=0.585 K - BmX013-c1 .6D+.6W ))+Y 12.442 0.048 0.760 3.8.1 0.06 OK CD= 1.600, Fx= 1.109 K BmX013-c2 .6D+.6W »+Y 12.442 0.048 0.760 3.8.1 0.06 OK CD= 1.600, Fx= 1.109 K BmX013-6 .6D+.6W »+Y 12.442 0.054 0.760 3.8.1 0.07 OK CD= 1.600, Fx= 1.259 K BmX013-c4 .6D+.6W »+Y 12.442 0.054 0.760 3.8.1 0.07 OK CD=1,600, 6 Fx= 1.259 K BmX013-c5 .6D+.6W »+Y 12.442 0.055 0.760 3.8.1 0.07 OK CD 1.600 , Fx= 1.276 K BmX013-6 .6D+.6W »+Y 12.442 0.055 0.760 3.8.1 0.07 OK CD= 1.600 , Fx= 1.276'K BmX013-c15 .6D+,6W a+Y 12.442 0.656 0.760 3.8.1 0.07 OK CD= 1.600, , Fx=1.293 K BmX013-c16 .6D+.6W »+Y 12.442 0.056 0.760 3.8.1 0.07 OK CD= 1,600, Fx= 1.293 K BmX013-c17 .6D+.6W »+Y 12.442 0.051 0.760 3.8.1 0.07 OK CD= 1.600 , 1 , Fx= 1.178 K Page 2 VisualAnalysis 11.00.0013(www.losweb.coni) i r. F Page 12 of 22 .'Project: rafters @ 24 amorfin , UNITED ENGINEERING, INC. May 19, 2015 P:11801-21 Litzenberg Residencel3-Calcs1IES\ BmX013-c18 .6D+.6W »+Y 12.442 0.051 0.760 3.8.1 0.07 OK CD= 1.600 , Fx= 1.178 K ZYX42606 .6D+.6W »+Y 12.442 0.024 0.760 3.8.1 0.03 OK CD= 1.600, Fx=0.657 K ZYX90432 .6D+.6W »+Y 12.442 0.024 0.760 3.8.1 0.03 OK CD= 1;600 , Fx=0.557 K Strong Flexure Check Member Result Offset Demand fbz Capacity Fbz Code Unity Details Name Case ft Ksi Ksi Ref. Check BmX013-c19 D+.6H 12.442 -0.029 0.691 3.3-1 0.04 OK CL=0.960 , Mz=-0.087 K-ft, Lb= 12.442 ft, CD =0.900 BmX013-c20 D+.6H 12.442 -0.029 0.691 3.3-1 0.04 OK CL =0.960 , Mz=-0..087 K-ft, Lb= 12.442 ft, CD=0.900 BmX013-c1 D+.6H 12.442 -0.027 0.691 3.3-1 0.04 OK CL =0.960 , Mz.=-0.080 K-ft, Lb= 12:442 ft, CD 0.900 BmX013-c2 D+.6H 12.442 -0.027 0.691 3.3-1 0.04 OK CL =0.960 , Mz=-0.080 K-ft, Lb = 12.442 ft, CD=0.900 BmX013-c3 D+.6H 12.442 -0.026 0.691 3.3-1 0.04 OK CL =0:960 , Mz=-0.078 K-ft, Lb= 12.442 ft, CD=0.900 BmX013-c4 D+.6H 12.442 -0.026 0.691 3.3-1 0.04 OK CL=0,960 , Mz=-0.078 K-ft, Lb= 12.442 ft, CD=0.900 BmX013-c5 D+.6H 12.442 -0.026 0.691 3.3-1 0.040K CL =0.960 , Mz=-0.078 K-ft, Lb= 12.442 ft, CD=0.900 BmX013-c6 D+.6H 12.442 -0.026 0.691 3.3-1 0.04 OK CL =0.960 , Mz=-0.078 K-ft, Lb= 12.442 ft, CD=0.900 BmX013-c15 D+.6H 12.442 -0.026 0.691 3.3-1 0.04 OK CL =0.960 , Mz=-0.077 K-ft, Lb= 12.442 ft, CD=0.900 BmX013-c16 D+.6H 12.442 -0.026 0.691 3.3-1 0.04 OK CL=0,960 , Mz=-0.077 K-ft, Lb = 12.442 ft, CD =0,900 E BmX013-c17 D+.6H 12.442 -0.027 0.691 3.3-1 0.04 OK CL=0.960, Mz -0.079 K-ft, Lb= 12.442 ft, + CD =0.900 BmX013-c18 D+.6H 12.442 -0.027 0.691 3.3-1 0.04 OK CL =0:960, Mz -0.079 K-ft, Lb= 12.442 ft, CD =0.900 ZYX42606 D+.6H 12.442 -0.030 0.691 3.3-1 0.04 OK CL=0.960, Mz=-0.090 K-ft, Lb= 12.442 ft, CD =0.900 Page 3 VisualAnalysis 11.00.0013(vAm.lesweb.com) Page 13 of 22 Project: rafters @ 24 amorfin , UNITED ENGINEERING, INC. May 19, 2015 PA1801-21 Litzenberg Res idencel3-Calcs11ES\ ZYX90432 D+.6H 12.442 -0.030 0.691 3.3-1 0.04 OK CL=0.960 , Mz=-0.090 K-ft, Lb= 12.442 ft, CD=0.900 Weak Flexure Check Member Result Offset Demand fby Capacity Fby Code Unity Details Name Case ft Ksi Ksi Ref. Check BmX013-c1 D+L 12.442 -0.002 0.960 3.3-1 0.00 OK Cfu= 1.200 , My=-0.002 K-ft, CD= 1.000 BmX013-c2 D+L 12.442 0.002 0.960 3.3-1 0.00 OK Cfu= 1.200 , My=0.002 K-ft, CD= 1.000 BmX013-c3 D+L 12.442 -0.000 0.960 3.3-1 0.00 OK Cfu= 1.200 My=-0.000 K-ft, CD=1.000 BmX013-c4 D+L 12.442 0.000 0.960 3.3-1 0.00 OK Cfu= 1.200, My=0.000 K-ft, CD=1:000 BmX013-c5 D+L 12.442 -0.000 0.960 3.3-1 0.00 OK Cfu= 1.200 My=-0.000 K-ft, CD= 1.000 BmX013-6 D+L 12.442 0.000 0.960 3.3-1 0.00 OK Cfu= 1'.200', My=0.000 K-ft, CD= 1,000 BmX013-c15 D+.6H 12.442 -0.000 0.864 3.3-1 0.00 OK Cfu= 1.200 , My=-0.000 K-ft, CD=0.900 BmX013-c16 D+.6H 12.442 0.000 0.864 3.3-1 0.00 OK Cfu = 1.200 , My=0.000 K-ft, CD=0.900 BmX013-c17 DA 12.442 0.002 0.960 3.3-1 0.00 OK Cfu= 1.200, My=0.002 K-ft, CD= 1.000 BmX013-c18 D+L 12.442 -0.002 0.960 3.3-1 0.00 OK Cfu = 1.200 , My=-0.002 K-ft, CD= 1.000 ZYX42606 D+L 12.442 -0.007 0.960 3.3-1 0.01 OK Cfu =1.200 , My=-0.006 K-ft, CD= 1.000 ZYX90432 D+L 12.442 0.007 0.960 3.3-1 0.01 OK Cfu= 1.200 , My=0.006 K-ft, t CD= 1.000 Strong Shear Check Member Result Offset Demand fvz Capacity Fvz Code Unity. Details Name Case ft Ksl Ksi Ref. Check BmX013-c19 D+.6H 12.442 -0.003 0.157 3.4-2 0.02 OK V=-0,039 K, i CD=0,900 BmX013-00 D+.6H 12.442 -0.003 0.157 3.4-2 0.02 OK V=-0.039 K, CD=0.900 BmX013-c1 D+.6H 12.442 -0.002' 0.157 3.4-2 0.02 OK V=-0.038 K, r CD=0.900 BmX013-c2 D+.6H 12.442 -0.002 0.157 3.4-2 0.02 OK V=-0.038 K, CD=0.900 BmX013-c3 D+.6H 12.442 -0.002 0.157 3.4-2 0.02 OK V=-0.038 K, CD=0.900 BmX013-c4 D+.6H 12.442 -0.002 0.157 3.4-2 0.02 OK V=-0.038 K, CD=0.900 BmX013=c5 D+.6H 12.442 -0.002 0.157 3.4-2 0.02 OK V=-0.038 K, CD=0.900 Page 4 1 VlsualAnalysis 11.00.0013(www,iesweb.com) r r Page 14 of 22 Project: rafters @ 24 amorfin , UNITED ENGINEERING, INC. : May 19, 2015 P:11801-21 Litzenberg Reside ncel3-Calcs11ES\ BmX013-c6 D+.6H 12.442 -0.002 0.157 3.4-2 0.02 OK V{=-0.038 K, CD =0.900 BmX013-c15 D+.6H 12.442 -0.002 0.157 3.4-2 0.02 OK V=-0.038 K, CD=0.900 13mX013-c16 D+.6H 12.442 -0.002 0.157 3.4-2 0.02 OK V,=-0.038 K, CD=0.900 13mX013-c17 D+.6H 12.442. -0.002 0.157 3.4-2 0.02 OK V=-0.038 K, CD=0.900 BmX613-c18 D+.6H 12.442 -0.002 0.157 3.4-2 0.02 OK V=-0.038 K, CD =0.900 ZYX42606 D+:6H 12.442 -0.003 0.157 3.4-2 0A2 OK V=-0.039 K, CD=0.900 ZYX90432 D+.6H 12.442 -0.003 0.157 3.4-2 0.02 OK V=-0.039 K, CD=0.900 Weak Shear Check Member Result Offset Demand fvy Capacity Fvy Code Unity Details Name Case ft Ksi Ksi Ref. Check BmX013-c1 D+L 12.442 '-0.000 0.175 3.4-2 0.00 OK V'=-0.000 K, CD= 1.000 BmX013-c2 D+L 12.442 0.000 0.175 3.4-2 0.00 OK V=0.000 K, CD= 1.000 BmX013-c3 D+L 12.442. -0.000 0.175 3.4-2 0.00 OK V=-0.000 K, CD = 1.000 BmX013-c4 D+L 12.442 0.000 0.175 3.4-2 0.00 OK V 0.000 K, CD= 1.000 BmX013-c17 D+L 12.442 0.000 0.175 3.4-2 0.00 OK V=0.000 K, CD= 1.000 BmX013-c18 D+L 12.442 -0.000 0.175 3.4-2 0.00 OK V=-0.000 K, CD= 1.000 ZYX42606 D+L 12.442 -0.000 0.175 3.4-2 0.00 OK V'=-0.000 K, CD= 1.000 ZYX90432 D+L 12.442 0.000 0.175 3.4-2 0.00 OK V,=0.000 K, CD= 1.000 d Design Group: Wood-Beam X_G02 per NDS 2012 ASD i Designed As:SSW 0,Material:\NDS Lumber(Visual)INo.2\Southern Pine(10"deep) i 'Strong Deflection Check Member Result Offset Demand dy Capacity dy Code Unity Details Name Case ft in in Ref. Check BmX134 Wind »+Y 4.000 0.030 0.433 IBC 1604.3.1 0.07 OK Axial Check Member Result Offset Demand fa Capacity Fa Code Unity Details Name Case ft Ksi Ksi Ref. Check BmX134 D+L 0.000 0.000 0.475 3.8.1 0.00 OK CD = 1.000 , r Fx=0.001 K Strona Flexure Check Member Result Offset Demand fbz Capacity Fbz Code Unity Details Name Case ft Ksi Ksi Ref. Check BmX134 D+L 1.839 0.130 0.800 3.3-1 0.16 OK Mz=0.387 K-ft, Lb=0.000 ft, CD=1.000 Strong Shear Check Page,5 - VisualAnalysis 11.00.0013(v1ww.1esweh.com) i r i Page 15 of 22 .Project; rafters @ 24= amorfin , UNITED ENGINEERING, INC. May 19, 2015 PA1801-21 Litzenberg Residence\3-CalcS\IES\ Member Result Offset Demand fvf Capacity Fvz Code Unity Details Name Case ft Ksi Ksi Ref. Check BmX134 D+L 5.000 -0.036 0.175 3.4-2 0.20 OK V=-0.552 K, CD= 1.000 k }}, . a F i 1 a i I Y Page 6 VlsualAnalysls 91.00.0013(www.1esv1eb,com) r f a Page 16 of 22 PROJECT No. ILO i SHEET No. OF m m a W Is PROJECT NAME L+,7r,6e,-s%in N I T E CALCULATED BY_, /4'M' DRAWN BY — 1 Engineering, Inc. SCALE DATE_._ QZ c ° "�� S Cul nnl�E In -' --- - -- Au i : i f I 1 � � - `C'o nP 1 , 1 - i I : 1 l v 1 rr t_ f i T 1 va� i loil 1, I I .._ - ......_ ; Page 17 of 22 PROJECT No. SHEET No. OF PROJECT NAME L�LeA c �•JE`c CALCULATED BY —DRAWN BY uu!" ITED Engineering, Inc. SCALE DATE— n411.5 t ! ! i ; _ 1 � I , i;d v - - I : ' 1 i I 1 t ___._..ate......-....�_..._._�..W.._-« i : : I : i i t d I i I _ f I , I i 1 � ! I i I 1 1 1 1 ---'---.. • y- i I , y . ------------ T Lagumat l } Page 18 of 22 i { PROJECT No. pSHEET No. OF PROJECT NAMEUNITEU CALCULATED BY DRAWN BY Inc. . Engineering, nc, SCALE DATE C) t-La : LA 3 'Itis - - - - ---- --- - - -� _-- - , P I I I : : _S GN i F , i -F- : I - I I _ ... - --- - -- ---. . . I I I j I � I L44 I .:._............... I i ! I I i � I , i I . I ` I E i I i ! : i i : I i : i I I Page 19 of 22 PROJECT No. - 1 SHEET No.--OF— _ PROJECT NAME L'4--"S-crgt N IT E "umm CALCULATED BY AM DRAWN BY a Engineering, Inc. SCALE DATE r111� S a SoL .. acs ....-- i i : — 1 ( 5 ------- --�-- , ,--- ; - -- loo = L 0 4 ; Ib x_ _l(: -- ------ _ ._. S �' , 50 sW 15 GpC --- - --- �___; So ' -- -- - io�hl Sip i. To kt SW3 . - 1 • • • � i• i � •' • f • }s'.Ka Page 20 of 22 ffm PROJECT No. SHEET No. OF PROJECT NAME L-jkrmn (22ow m I T E mm" Ulm LO has;cI« L4 CALCULATED BY 'A/V) DRAWN BY Engineering, Inc. SCALE DATE 05 1 Litr . (•L4011L 7 .s °'k k f I { } i I B e e . W1. • • 1 11 .11 i e ie, _ �•• • • • �� , r I Page 21 of 22 k ' Page No.2 }420 North East 103'd Street, Miami Shores,FL, Based on our understanding of the proposed structure and our field boring logs',mental settle thatdeep foundation systems are needed to support the proposed structures and slabs without detrimental f Based on the Florida Building Code FBC 2010 Table 1824; deep foundation systems sllall consist of one of the following alternatives: Pile Alternatives Approximate e Capacity Pile Capacity Allotii'able Lateral in Tons in Tons Capacity in Tons Pile Foundation Pile Depth Size Compression Tension B.E:.L.5. , I Ton VA Pili Piles/push piers 20' BELS 4 Inches 4 Tons 6 Tom NIA Helical Piles 20'BELS 3 Inches 12 Pons t2 Tons I Ton Auger Cast Piles 20'BELS 12 inches 25 Tons 2 Tons ?0' BELS 14 Inches 35 Tons 15 Tons Auger Cast Piles 17 Tons 5 Tons 1 Ton i2 Precast Concrete Piles 20' BELS 10"x 1225 Tons 7 Tons 1 Ton Precast Concrete Piles 20'BELS 12"x " 10'Pons 2 Tons Precast Concrete Piles 20` BELS 14"x 14" 35Tons B.E.L.S.: Below Existing Land Surface, Estimated Lateral Load for a pile Top Deflection of 1/4 inch. The proposed pile length is based on the existing ground elevation at the time of drilling. Pile length may vary depending on proposed grade beam i elevation and soil profile. Helical pile bearing capacit}'is dependent upon helix numbers,size,and spacing. The foundation contractor will be able to provide the most cost effective combination of helix designs. The above depths are the minimum depth required to achieve design capacities.Predrilling may be required to achieve design depths. Lateral load capacities may be increased using battered piles. Batter angles can be. used for the pile installation of up to 4 inches per foot (Horizontal,Vertical). In case of existing stntctures in the vicinity of the pile driving operation, care shall be taken not to create e cribration. Vibration levels shall be monitored to verify compliance with county regulations. Steps excessiv must be taken by the contractor to prevent excessive vibrations in the event excessive vibrations are experienced during construction,alternative driving methods sllall be implemented(ie predrilling,jetting, hydraulic push,etc...). The minimum center to center of piles or adjacent piles shall be not less than twice the average diameter for round piles or 1-1/4 tunes the diagonal dimensions of rectangular piles,but inn(,) case less than 30 inches to avoid load capacity reduction caused by group effect. The installation of adjacent piles(located within 5 feet o.c,of each other) on the same working day is not recommended. We recommend that adjacent piles not be installed until the initial grouted pile has set overnight. The grout used in the pile installation shall develop a minimum compressive strength of 4000 PSI at 28 days. Large grout volumes,possibly twice(or more)of the theoretical pile volume,are expected for proper auger a cast pile installation due to subsoil conditions. More so where former structures have been demolished and former piles removed causing additional underground cavities. All piles shall be designed by a professional engineer and shall be placed under supervision of our Geotechnical.Engineer to verify compliance with our recommendations,if the pile isnot reinforced over the entire length,we recommend a single No.7 bar be placed the full length of the pile to verify pile continuity. All work shall be performed in accordance with the applicable building code. 4 2 �. L Page 22 of 22 N _ N to m 03 ® p4 N I d✓ 3 lcf .. m m m m v � m _ N ( m m m m 0 r r v m ,r Nm ca Vi Owl Ln h. N I I J 0 0 p O J c i i r a t LO N N LIS, mx m ax N l I ze d C7 -:rCn J7 S m m 1 � t N • l v m •! J ' x v N d Uvtr ° r1. �4 � m �3 m aM m m ayf a 7 C� C7 C) C� r N N 1 m t m i 4 STRUCTU RAL CALCULATIONS MAR 162015 ��� � V For Litzenberg Resident 140 NE 103 ST Miami Shores, FL 33138 .... ,. . Prepared by: •• � ��� . •• , UNITED Engineering , Inc. Certificate of Authorization No. 29691 UNITED Project No.: 1801 -21 March 6, 2015 UNITED Engineering, Inc. Index 1 of 2 Table of Contents I. ITEMS Pages ■ Scope Of Work---------------------------------------------------- ----------------------------1 ■ Wind Loads 2-16 .... ■ Wood Framing Design------------------------------------------------------------*---.aT-57 '....' ..•... ■ Product Approvals------------------------------------------------------------------s �-14Ql . . '. ■ Roof Concrete Beam Design......................................------------._...�,1*41-200'•" •'•••• ■ Second Floor Concrete Slab Design........................... ----------I-*•-•201 • ■ Second Floor Concrete Beam Design------------------------------------- 00202-244* ■ Masonry Design---------------------------------------------------------------------••'..245-259':•: ..:..' ■ Column Design - ---------------- ...,,-260-281 •..... ■ Ground Floor Concrete Slab Design----------------------------------- _ ;842-283•� ;;• ■ Grade Beam Design-------------------------------------------------------- 29 3'.39 ■ Foundation Design .................337-340. . Certificate of Authorization No. 29691 Calculations have been prepared by the undersigned engineer assuming responsibility for manual and computer generated information. 1 SOSE F[j ENS��TFcn NO. 62426 ATE t Juan J. FueF" low_to Florida License No.62426 Engineering,UNITED Inc. 1259533186 786.347.5250 -•- • . • Page 1 of 340 r PROJECT No. _1801-21 SHEET No. OF NITED PROJECT NAME Litzenberg Residence CALCULATED BY AM DRAWN BY Engineering, Inc. SCALE DATE 03/15 Index 2 of 2 = PROJECT LOCATION - 140 NE 103 ST, MIAMI SHORES, FL 33138 =SCOPE " - New 8,000 sf two story residence.Project utilizes steel columns,concrete masonry,reinforced concrete slabs, beams,and columns,auger cast piles,and miscellaneous wood. = SOFTWARE • ,Wind Loading-Standards Design Group Wind Load on Structures • Gravity-IES, Inc.Visual Analysis(Concrete,Steel,Wood Design),QuickMasonry,RAM Concept,Internally developed Mathcad and Excel worksheets. =CODES ...... • GRAVITY ...... .. .. ....•- r • FLORIDA BUILDING CODE 2010 •• .... . ..... • WIND ...... .... ..... .. .. .. . ...... ASCE 7-10 • • . . . . ...... ....% = LOADING •••••• • GRAVITY Roof(Flat): Live Load=30 psf Dead Load=20 psf Roof(Slope): Live Load=20 psf Dead Load=20 psf Floor: Live Load=40 psf Dead Load=30 psf Balcony&Terrace Live Load=60 psf Dead Load=30 psf Stair: Live Load=80 psf Dead Load=0 psf • WIND Please refer to attached"Wind Loads on Structures"analysis. �,�JPN JOSE =GEOTECHNICAL REPORT `�` , �,�CENSF �Lo Per report by Dynatech Engineering Corp,dated November 14,2013,the 426 recommended foundation system is 12"diameter augercast concrete piles. , J U a f!�_% Florida tS� !61426 UNITED Engirieering, Inc. 12595 SW 1371h Avenue, www.unitedeng.pro Page 2 of 340 Project Name: Litzenberg Residence r---------------I I I 1 I � I I I I I 1 I I I 1 1 I 1 1 I 1 I 1 I 1 I , I 1 I • • 1 1 • t I , • • I I • • • • • 1 • Location: Miami, FL By: AM Start Date: 41115 Comments: •� t i x r i F S ..\3-Calcs\WLS\OH Roof Template.wis Page 3 of 340 L.itzenberg Residence January 20, 2015 ASCE7-10 Local Information And Dir. Exposure , 1 D 2 D 3 D 4 D Basic Wind Speed: 175 mph Topography: None . . .... ...... .. , . Optional Factors 0.00•• •0.00• This project uses load combinations "•••' .... . ..... ....... .... ..... from ASCE 7. 00'00' '•• 0 9.06•0 ...... 00 . . . . ...... ....% . ... I a WLS4--[1.3j Copyright©2020 SDG, Inc. s Page 1 of 13 t Page 4 of 340 Litzenberg Residence January 20, 2015 ASCE7-10 Section - Main Section Enclosure Classification: Enclosed - Wall Length(ft) overhang(ft) 1 83.17 4.0 2 42.0 4.0 Top 3 83.17 4.0 W2 4 42.0 4.0- W1 ; A B ; W3 Eave Height: .25 ft ' 0000 ;•6•�'ara'pet•Heigkt: ; 0 ft .::..Para>;pe .Enco�.�+re: Solid W4 •••••' Front R1 ht ..0-'�oot6LIape%-:Hipped 9- 0 0 0 0. . 'D0.. Rooty e.Sloplu '?2) - 0000 . . C D • A&B• :0•: A --�-- B -----8------ 6.0.66 • W1 W4 W3 W4 W3 W2 �y. .. 0 0000.. • . 0 .. WLS4 --[1.3] Copyright©2020 SDG, Inc. Page 2 of 13 Page 5 of 340 Litzenberg Residence January 20, 2015 ASCE?-10 Composite Drawing 2 ------------------------------- I 2 � 1 I 1 1 ' 1 ' 1 1. 1 I 1 ' , C 1 1 � 1 1 1 7 ' 1 1 ' 1 ' f ' 1 ' 1 1 • • 1 1 • 1 � � I A B 31 ••�••� •••:�• ••:J: f ' 1 1 1 •• • 1 ' 1 1 1 1 1 I ' � 1 1 1 1 . 1 ' 1 ' 1 1 f 1 1D 1 1 1 � 1 ' 1 ' 1 ' 1 ' 1 4 ' ------------------------------- R 4 WLS4 --[1.3] Copyright©2020 SDG, Inc. Page 3 of 13 Page 6 of 340 Litzenberg Residence January 20, 2015 ASCE?-10 Components and Cladding , Input Component Description Wall/Roof Surface Label I Zonel Span(ft) Width(ft) I Area(sgft) - Roof A<=10 sf Roof 'A (All) 10 " Roof A<=20 sf Roof A (All) 20 Roof A<=30 sf Roof A (All) 30 Roof A<=40 sf Roof A (All) 40 Roof A<=50 sf Roof A (All) 50 Roof A<=60 sf Roof A (All) 60 Roof A<=70 sf Roof A (All) 70 Roof A<=80 sf Roof A (All) 80 Roof A<=90 sf Roof A (All) 90 Roof A<=100 sf Roof A (All) 100 Wall A<�-.1Y0Ysf Wall 1 (All) 10 •••• Wall A<�O sf Wall 1 (All) 20 Wall 4-3C V 'Y Wall 1 (All) 30 1�all A<= O sf Y.:Y.Y Wall 1 (All) 40 • YVaII A;::5.O.*f Wall 1 (All) 50 •Y Nall A<=60 sf Y Wall 1 (All) 60 •Y• • •YY• •YYYY• .... WallAV=7A'gf Wall 1 (All) 70 • Wall A<-80 sf :Y': Wail 1 (All) 80 }(VaII A4-DQjf Wall 1 (All) 90 Nall A<ut 00 sf : •• Wall 1 (All) 100 t WLS4 -- [1.3] Copyright©2020 SDG, Inc. Page 4 of 13 J . Page 7 of 340 Litzenberg Residence January 20, 2015 ASCE?-10 Components and Cladding output Component Description Surface I Zone I z(ft) I q(psf) JGCp I'GCpi I ExtPres(psf) Net w/+GCpi (psf) Net w/-GCpi (psf) Roof A<=10 sf A 1 29.4 '77.2 0.50 0.18 38.6 24.7 52.5 29.4 77.2 -0.90 -69.5 -83.4 -55.6 29.4 77.2 0.00 0 0.0 2 29.4 77.2 0.50 0.18 38.6 24.7 '52.5 29.4 77.2 -1.70 -131.2 -145.1 -117.3 29.4 77.2 -2.20 0 -169.8 3 29.4 77.2 0.50 0.18 38.6 24.7 52.5 29.4 77.2 -1.70 -'131.2 -145.1 -117.3 29.4 77.2 -2.20 0 -169.8 Roof A<=20 sf A 1 29.4 77.2 0.44 0.18 34.0 20.1 47.9- 29.4 77.2 -0.87 -67.2 -81.1 •-53.3' 0000.. 29.4 77.2 0.00 0 0.0 000.0. .. .. 0000.. 2 . 29.4 77.2 0.44 0.18 34.0 20.1 000000 47.9 • 0000.. 29.4 77.2 -1.55 -119.7 -133.6 0••••0 :105%8 0 29.4 77.2 -2.20 0 -169.80 00'. 0. .0 . . 0000.. � .... 0000. 3 29.4 77.2 0.44 0.18 34.0 20.1 04Z.!) 29.4 77.2 -1.55 -119.7 -133.6 ;••;•; 1-106.8 • . 29.4 77.2 -2.20 0 -169.8 •••.••• Roof A<=30 sf A 1 29.4 77.2 0.40 0.18 30.9 17.0 44.8 29.4 77.2 -0.85 -65.6 -79.5 '-51.7 29.4 77.2 0.00 0 0.0 2 29.4 77.2 0.40 0.18 30.9 17.0 - 44.8 29.4 77.2 -1.46 -112.7 -126.6 -98.8 29.4 77.2 -2.20 0 -169.8 3 29.4 `77.2 0.40 0.18 30.9 - 17.0 44.8 29.4 77.2 -1.46 -112.7 -126.6 -98.8 29.4 77.2 -2.20 0_ A69.8 !Roof A<=40 sf A 1 29.4 77.2 0.38 0.18 29.3 15.4 143.2 29.4 '77.2 -0.84 -64.8 -78.7 -51.0 29.4 77.2 0.00 0 0.0 2 29.4 77.2 0.38 0.18 29.3 15.4 '43.2 29.4 77.2 -1.40 -108.1 -122.0 -94.2 29.4 77.2 -2.20 0 -169.8 W LS4'--[1.3] Copyright©2020 SDG, Inc. Page 5 of 13 Page 8 of 340 Litzenberg Residence January 20, 2015 ASCE?-10 Components and Cladding output Roof A<=80 sf A -TFT29.4 177.2 10.32 10.18 124.7 10.8 138.6 Component Description Surface Zone z(ft) ' q(psf) GCp GCpi ExtPres(psf) Net wl+GCpi(psf) Net w/-GC'pi (psf) Roof A<=80 sf A 1 29.4 77.2 -0.81 0.18 -62.5 -76.4 -48.6 , 29.4 77.2 0.00 0 0.0 2 29.4 77.2 0.32 0.18 24.7 10.8 38.6 29.4 77.2 -1.25 -96.5 -110.4 " -82.6 ' 29.4 77.2 -2.20 0 -169.8 ' 3 29.4 77.2 0.32 0.18 24.7 10.8 38.6 i 29.4 77.2 -1.25 -96.5 -110.4 -82.6 29.4 77.2 -2.20 0 -169.8 i Roof A<=90isj• A 1 29.4 77.2 0.31 0.18 23.9 10.0 37.8 ...• •+• • • • 29.4 77.2 -0.80 -61.8 -75.7 -47.9 ' 29.4 77.2 0.00 0 0.0 i • ..:... 2 29.4 77.2 0.31 0.18 23.9 10.0 37.8 • •••• 29.4 77.2 -1.22 -94.2 -108.1 -80.3 ...... •" 29.4 77.2 -2.20 0 -169.8 . .... 3 29.4 77.2 0.31 0.18 23.9 10.0 37.8 • 29.4 77.2 -1.22 -94.2 -108.1 -80.3 ' • •�'•; 29.4 77.2 -2.20 0 -169.8 ••• • . .. , Roof A<=100 sl A 1 29.4 77.2 0.30 0.18 23.2 9.3 37.1 29.4 77.2 -0.80 -61.8 -75.7 -47.9 29.4 77.2 0.00 0 0.0 2 29.4 77.2 0.30 0.18 23.2 9.3 37.1 29.4 77.2 -1.20 -92.6 -106.5 -78.7 F 29.4 77.2 -2.20 0 -169.8 3 29.4 77.2 0.30 0.18 23.2 9.3 37.1 29.4 77.2 -1.20 -92.6 -106.5 -78.7 29.4 77.2 -2.20 0 -169.8 i Wall A<=10 sf 1 4 29.4 77.2 1.00 0.18 77.2 63.3 91.1 29.4 77.2 -1.10 -84.9 -98.8 -71.0 5 29.4 77.2 1.00 77.2 63.3 91.1 1 29.4 77.2 -1.40 -108.1 -122.0 -94.2 i Wall A<=20 sf 1 4 29.4 77.2 0.95 0.18 73.3 59.4 87.2 1 WLS4 --[1.3] Copyright©2020 SDG, Inc. Page 7 of 13 Page 9 of 340 Litzenberg Residence January 20, 2015 ASCE?-10 Components. and Cladding Output Wall A<=20 sf 1 14 129.4 177.2 10.95 10.18 173.3 159.4 87.2 Component Description Surface Zone z(ft) q(psf) GCp GCpi ExtPres(psf) Net w/+GCpi (psf)' Net w/-GCpi(psf) Wall A<=20 sf 1 4 29.4 77.2 -1.05 0.18 -81.1 -95.0 -67.2 5 29.4 77.2 0.95 73.3 59.4 '87.2 29.4 77.2 -1.29 -99.6 -113.5 -85.7 Wall A<=30 sf 1 4 29.4 77.2 0.92 0.18 71.0 57.1 84.9 29.4 77.2 -1.02 -78.7 -92.6 -64.8 5 29.4 77.2 0.92 71.0 57.1 84.9 29.4 77.2 -1.23 -95.0 -108.9 -81.1 Wall A<=40 sf 1 4 29.4 77.2 0.89 0.18 68.7 54.8 82.6 29.4 77.2 -0.99 -76.4 =90.3 �.6a 5 ...... 5 29.4 77.2 0.89 68.7 54.8 .82.6; • ...... .. .. ...... 29.4 77.2 -1.19 -91.9 -105.8 9.•;*• -7$.0 Wall A<=50 sf 1 4 29.4 77.2 0.88 0.18 67.9 54.0 •81.8 29.4 77.2 -0.98 -75.7 -89.6 ':61. ...... 5 29.4 77.2 0.88 67.9 54.0 81!8 • 29.4 77.2 -1.15 -88.8 -102.7• :-74- 0..* -74-.. . . ... . . Wall A<=60 sf 1 4 29.4 77.2 0.86 0.18 66.4 52.5 810.3' 29.4 77.2 -0.96 -74.1 -88.0 -60.2 5 29.4 77.2 0.86 66.4 52.5 80.3 29.4 77.2 -1.13 -87.2 -101.1 -73.3 I Wall A<=70 sf 1 4 29.4 77.2 0.85 0.18 65.6 51.7 79.5 29.4 77.2 -0.95 -73.3 -87.2 -59.4 5 29.4 77.2 0.85 65.6 51.7 79.5 29.4 77.2 -1.10 -84.9 -98.8 -71.0 Wall A<=80 sf 1 4 29.4 77.2 0.84 0.18 64.8 51.0 78.7 29.4 77.2 -0.94 -72.6 -86.5 -58.7 5 29.4 77.2 0.84 64.8 51.0 78.7 29.4 77.2 -1.08 -83.4 -97.3 -69.5 Wall A<=90 sf 1 4 . 29.4 77.2 0.83 0.18 64.1 50.2 78.0 WLS4--11.3] Copyright©2020 SDG, Inc. Page 8 of 13 Page 10 of 340 Litzenberg Residence January20, 2015' ASCE7-10 Components and. Cladding Output Component Description Surface Zone z(ft) q(psf) GCp IGCpi I ExtPres{psf) Net wl+GCpi(psf) I Net w/ GCpi(psf) Wall A<=90 sf 1 4 29.4 77.2 -0.93 0.18 -71.8 -85.7 -57.9 5 29.4 77.2 0.83 64.1 50.2 78.0 29.4 77.2 -1.06 -81.8 -95.7 '-67.9 Wall A<=100 sf 1 4 29.4 77.2 0.82 0.18 63.3 49.4 77.2 29.4 77.2 -0.92 -71.0 -84.9 -57.1 5 29.4 77.2 0.82 63.3 49.4 77.2 29.4 77.2 -1.05 -81.1 -95.0 -67.2 ...... . .. .. .. WLS4 --[1.3] Copyright©2020 SDG, Inc. Page 9 of 13 Page 11 of 340 Litzenberg Residence Janua'ry20, 2015 ASCE7-10 MWFRs Net Pressures This data was calculated using the building of all heights method. - i Wind Direction 1 # Surface I z (ft) Iq (psf) IG I Cp I GCpi I Ext Pres(psf) Net w/+GCpi (psf) Net w!-GCpi (psf) 1 Windward Wall 15.0 68.7 0.89 0.80 0.18 48.9 35.0 62.8 20.0 72.2 0.80 51.4 37.5 65.3 25.0 75.0 0.80 53.4 39.5 67.3 Overhang Top 29.4 77.2 0.03 0 2.1 i 29.4 77.2 -0.45 -30.9 , Overhang Bot 25.0 75.0 0.80 53.4 2 Side Wall 29.4 77.2 0.89 -0.70 0.18 -48.1 -62.0 -34.2 3 Leeward Wall 29.4 77:2 0.89 -0.50 0.18 -34.4 -48.3 -20���•• . . .... .... . 4 Side Wall 29.4 77.2 0.89 -0.70 0.18 -48.1 -62.0 -341.2 •• •••• • A Windward Roof 29.4 77.2 0.89 0.03 0.18 2.1 -11.8 1 bd'• •••• 29.4 77.2 -0.45 -30.9 -44.8 ••:�•: -1.t d:'. "" .. .. .. . .... . B Leeward Roof 29.4 77.2 0.89 -0.60 0.18' -41.2 -55.1 - .3.;. •••� • C&D Roof 0 to 14.7 * 77.2 0.89 -0.96 0.18 -66.0 -79.9 414 14.7 to 29.4* 77.2 -0.82 -56.3 -70.2 -42.4 29.4 to 42.0* 77.2 -0.58 -39.9 -53.7 -26.0 0 to 42.0* 77.2 -0.18 -12.4 -26.3 1.5 This is load case 1 in ASCE 7-10 Figure 27.4-8. See Figure 27.4-8 for other cases. * Distance from windward edge. 1 I WLS4--[1.3) Copyright 0 2020 SDG, Inc. Page 10 of 13 . f Page 12 of 340 Litzenberg Residence January 20, 2015' ASCEM 0 MWFRS Net Pressures, This data was calculated using the building of all heights method. Wind Direction 2 # Surface z (ft) q (psf)TG Cp GCpi Ext Pres(psf)l Net w/+GCpI (psf) Net wl-GCpi (psf) 1 Side Wall 29.4 77.2 0.90 -0.70 0.18 -48.6 -62.5 -34.7 2 Windward Wall 15.0 "68.7 0.80 49.5 35.6 63.4 20.0 72.2 0.80 52.0 38.1 65.9 25.0 75.0 0.80 54.0 40.1 67.9 Overhang Top 29.4 77.2 0.19 0 13.2 29.4 77.2 -0.29 -20.1 Overhang Bot 25.0 75.0 0.80 54.0 ••••Side dl(ill•• 2 JA 77.2 0.90 -0.70 0.18 -48.6 -62.5 -34.7 �4••• *Leeward`!Vail 211*•• 77.2 0.90 -0.30 0.18 -20.8 -34.7 -6.9 C';••Windward•Roof 29.4••• 77.2 0.90 0.19 0.18 13.2 -0.7 27.1 ••••• .•: .$:•• 77.2 -0.29 -20.1 -34.0 -6.3 ..... . .. .. .. tr•'•Leewatd Rdof 29.4 77.2 0.90 -0.60 0.18 -41.7 -55.6 -27.8 A&B Roof e ••• 0 to 14.7 * 77.2 0.90 -0.90 0.18 -62.5 -76.4 -48.6 14.7 to 29.4" 77.2 -0.90 -62.5 -76.4 -48.6 29.4 to 58.8* 77.2 -0.50 -34.7 -48.6 -20.8 58.8 to 83.2* 77.2 -0.30 -20.8 -34.7 -6.9 0 to 83.2 * 77.2 -0.18 -12.5 -26.4 1.4 This is load case 1 in ASCE 7-10 Figure 27.4-8. See Figure 27.4-8 for other cases. i *Distance from windward edge. WLS4--[1.3) Copyright©2020 SDG, Inc. Page 11 of 13 Page 13 of 340 Litzenberg Residence January 20, 2015 ASCE7-10 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 3 # Surface z (ft) q (psf) G Cp GCpi Ext Pres {psf) Net w!+GCpi (psf) Net w/-GCpi (psf) 1 Leeward Wall 29.4 77.2 0.89 -0.50 0.18 -34.4 -48.3 -20.5 2 Side Wall 29.4 77.2 -0.70 -48.1 -62.0 -34.2 3 Windward Wall 15.0 68.7 0.89 0.80 0.18 48.9 35.0 62.8 20.0 72.2 0.80 51.4 37.5 65.3 25.0 75.0 0.80 53.4 39.5 67.3 Overhang Top 29.4 77.2 0.03 0 2.1 29.4 77.2 -0.45 -30.9 Overhang Bot 25.0 75.0 0.80 53.4 "" 9999 0000 . 4 Side Wail 29.4 77.2 0.89 -0.70 0.18 -48.1 -62.0 •••;•' -S4.1'-: •••• • 090:00 ' 0 0000 0000 . B Windward Roof 29.4 77.2 0.89 0.03 0.18 2.1 -11.8 16 V 29.4 77.2 -0.45 -30.9 -44.8 1.T.0:• •••• 00 09 i99 . 9999 . 0000.. A Leeward Roof 29.4 77.2 0.89 -0.60 0.18 -41.2 -55.1 -27.3 • •••• • I0000.. .. . 0 000 C&D Roof 0 to 14.7 * 77.2 0:89 -0.96 0.18 -66.0 -79.9 - -32.j• : 14.7 to 29.4 * 77.2 -0.82 -56.3 -70.2 -42.4 29.4 to 42.0 * 77.2 -0.58 -39.9 -53.7 -26.0 0 to 42.0* 77.2 -0.18 -12.4 -26.3 1.5 This is load case 1 in ASCE 7-10 Figure 27.4-8. See Figure 27.4-8 for other cases. * Distance from windward edge. WLS4 --[1.3] Copyright 0 2020 SDG, Inc. Page 12 of 13 Page 14 of 340 Litzenberg Residence January 20, 2015 ASCE7-10 MWFRS Net Pressures This data was calculated using the building of all heights method. Wind Direction 4 # Surface z (ft) q (psf) G Cp GCpi Ext Pres(psf) Net w/+GCpi (psf) Net w/-GCpi (psf) 1 Side Wall 29.4 77.2 0.90 -0.70 0.18 -48.6 -62.5 -34.7 2 Leeward Wall 29.4 77.2 -0.30 -20.8 -34.7 -6.9 3 Side Wall 29.4 77.2 0.90 -0.70 0.18 -48.6 -62.5. -34.7 4 Windward Wall 15.0 68.7 0.90 0.80 0.18 49.5 35.6 63.4 20.0 72.2 0.80 52.0 38.1 65.9 25.0 75.0 0.80 54.0 40.1 67.9 • •• Overhear: Top 29.4 77.2 0.19- 0 13.2 •, d4..' 77.2 -0.29 -20.1 :000:DveriVrigbot 2e.§••• 75.0 0.80 54.0 D...aVindwaralloof 2%4..' 77.2 0.90 0.19 0.18 13.2 -0.7 27.1 ..'.. 2V.4:" 77.2 -0.29 -20.1 -34.0 -6.3 ..... . .. .. .. �•••-L.eew�Cqavof 29.4 77.2 0.90 -0.60 0.18 -41.7 -55.6 -27.8 A&B Roof : 0 to 14.7* 77.2 0.90 -0.90 0.18 -62.5 -76.4 -48.6 14.7 to 29.4 * 77.2 -0.90 -62.5 -76.4 -48.6 29.4 to 58.8* 77.2 -0.50 -34.7 -48.6 -20.8 58.8 to 83.2* 77.2 -0.30 -20.8 -34.7 -6.9 0 to 83.2 * 77.2 -0.18 -12.5 -26.4 1.4 This Is load case 1 in ASCE 7-10 Figure 27.4-8. See Figure 27.4-8 for other cases. * Distance from windward edge. WLS4-- [1.3] Copyright©2020 SDG, Inc. Page 13 of 13 Page 15 of 340 ASD WIND LOAD ROOF PRESSURES AREA ZONE <19 sf 20 sf to 49 sf 50 sf to 79 sf 80 sf to 100 sf Roofing 1 -50.0 -48.7 -46.8 -45.8 -41.7 ' 2 -87.1 -80.2 -70.9 -66.2 -101.9 3 -87.1 -80.2 -70.9 -66.2 -101.9 20H -101.9 -101.9 -101.9 -101.9 30H -101.9 -101.9 -101.9 -101.9 I ASD WIND LOAD WALL PRESSURES ZONE 4 ZONE 5 AREA N (-) N (-) i Window 54.7 -59.3 54.7 -73.2 t Door 52.3 -57.0 52.3 -68.1 fi 0 sf to 19 sf 54.7 -59.3 54.7 -73.2 20 sf to 29 sf 52.3 -57.0 52.3 -68.1 30 sf to 49 sf 50.9 -55.6 50.9 -65.3 ••••,� 6666 6666.. 50 sf to 99 sf 49.1 -53.8 49.1 -61.6 100 sf to 199 sf 46.3 -50.9 46.3 -57.0 •• • 6666 6666.. *ASD wind pressure values for roof and walls are based on WLS4 wind calculations ""' ' 60.00. 0600 00000 *Per ASCE 7-10,ASD wind pressure =0.6 x(WLS4 wind pressure) •••• ; 6600•0 6666.. 0000016 000000 6 6 1 6666.. 00 0 0 000 0 6 0 . a r UNITED Table OH Roof 1/21/2015 Page 16 of 340 JOBU 1801-21 SHEET# .mul H M 1K 11 0-4L IMU PROJECT NAME: Litzenberg Residence &-%R ITEUSUBJECT: a distance r nc. CALCULATED BY: AM DATE: tan-15 Y CHECKED BY: DATE: Subject: a, Distance for wall at zone 5 Enclosed Building Category: II Exposure: D Wind Speed: 175 mph Parapet: 0 FT ( = 83.17 FT W = 42.00 FT H = . 25.00 FT MEAN ROOF HEIGHT ...... .... . . •• a • _•• •••• 4.20 FT ,(0.1*MIN.(L,W)) GOVERN ""a' " 10.00 FT (0.4*H) ...... ..... . .... ..... .... ...... ...... . .. .. .. •• a • _ ..•.-.. 1.68 FT (0.04*MIN.(L,W)) .:..a. 3.00 FT ...... . . ... .. . .. CHOOSE a=4'-6" i Page 17 of 340 PROJECT No. ` �� SHEET No. OF PROJECT NAME 4--� �anhera Ke s;denc o- UNITED CALCULATED BY /v\ DRAWN BY Inc.Engineering, SCALE DATE 011IE2 , - i epi ,tc7-1 ir :... :. .. .. . ..:. SOL - - 0 , : , �a + i fn J� • • h W� S�r 1 C� 1 Sc,.l� • i , , O J � - -LL'U_.�F -- --- ---—._ — -- . ... — — ---_ - — _ --- — - -- : a �3 qOr QNC RVX I SGn 4v n- ^ - �i -- -_.. _ — ----- ....._.. .......... — — S U��t �S �MVN1 ^��� 14 QNA $�( n �11. pnUl.� 1U �j Y— i Page 18 of 340 PROJECTNo. SHEET No. OF E PROJECT NAMEUmm-mmiTL kze^bc�y Rrs,�C'^r� CALCULATED BY AM DRAWN BY Engineering, Inc. SCALE DATE `W ....j. ------ I I H -� a� � — -- ��pcwu 111 3,s _ ; ! ! (-C44 gr I ' !AR( �. �t r l d ... �.J ! ':•e , k2u-s T - 5-..._ ���N1-1� SCS&wS Ao SCG ! 00 • .LIYV �•MQ•� � Ci rfOc�w_,t/��Proy_c�l 7� : � Li�'! I i i • • _ �•� It W440'`�P�i.l� LGA -T3�_ _ 6I5 .------- - - .. S i i . i ' � ` f►{� wo�CtC �clwn La r6�'S Ibs Q i. • C Q_ �,�Jam.• � ^^xx SIH-x—���.�� ��5... S C T 3: : t?TCiU H4 Sc coil 5iv CpN I C : 1 I j a d o I ti " -_�_.. _. i � : i j Page 19 of 340 PROJECT No. i QGi SHEET No. OF PROJECT NAMEL,.beryUlamml-TEI IJ s Jens-{ CALCULATED BY Ant DRAWN BY Engineering, Inc. SCALE DATE 02115 WD: CC3r\n GrS Cpm : I I i o� 'A 'ti'vNl 11 - _. i I ' Kli&T t (d Pco i-A pProv •i ll - .... --d ; . _ N 3 TClf - --- -- -- }} ,4 lowa�a�e �J A;E-k G`:av = ... .j�3s 5 i �.� 1 s ; _-. — ---- --. �:-- i i veeo A . u���1 iG� . _c�1SN .. i t , �N G{�G(L 1-)j,1-�� (1 U E Ni 4 S' _N HL1.. .4 2-- - --�— - i i . V -T Cpror� - , YLI !W; s u 1A i I l-{TS ) p oocwc1 Ap cu ( �_Oy15 • Z?.1--- - — - —... • P _ • i • fl �' �N4U X55 , I Page 20 of 340 PROJECT No. NO)")'I SHEET No._OF EMU PROJECT NAME LI T E D ' CALCULATED BY A^`" DRAWN BY Engineering, Inc. SCALE DATE ops ' W --� oke 5 'C��t--- ----- ----- -.. --- --- ---------._ T or V ..f1. .�►cw.(Al — I liow�y1 I t,r �� ll�(G it 1 11 , ---- -- I I I i M I ; . . i I , .. . ... . ... , , I I , — - I I i I i �• I I ' 7- i Page 21 of 340 r I h r I I sees yr w • 00* • •. • C • •••••• •• ••� •s•••• • O •+•••• • • • • • q see • � •••••• • to • _ I I t , I l 1 C I I a� 1 I I I I 7 7 Page 22 of 340 12595 SW 137 Ave,Suite 112 Miami,FL 33186 Computed By: AM Date: 01/15 UNITED ' T o.ami,FL 33186 Checked By: - Date:_ V N II E® e.info@unitedeng.pro Project: Litzenberg Residence Engineering,Inc. w.www.unitedeng.pro Project No. 1801-21 Typ. Truss Reactions- A Cl C2 C3 C4 C5 —r'- kips:= 10001b Cil rl a2 ,�,—mmem 1 i H'ffTm7m i iii [—r,=�i�i i i i ksi = 1000 !b n A E3 2 L �� yy � ut �a xlb x2b — x3o xd'o ,x5b sees •es••• '•••s' a • P� P2 P3 P4 P5 • • • • •• •see•• •• s• ••see• A I B • xla • • ••sees x2a :so**,: x3 • 0600 X4a ••.•s•• s • sees• • sees e • x5a ,�. sees• sees sees•• sees•• •;•••; a:= 0-ft b:= 0-ft �= 3I.S ft • • • ' :•: Cl := 4.1-ItC2:= 22.5-ft C3:= 4.5-ft C4:= 0•ft C5 := 0•ft • •w Dimensional Check Ltotal:= a + b + L=31.5ft Ci:= CI + C2 + C3 + C4+ C5 = 31.5ft Wind Pressures: Zone3u:= –106.5psf „ Zone2u:= –106.5psf ZI := 0.6•Zone3u Z2:= 0.6•Zone2u Uplift Loads TW:= 2ft Tributary Width DL:= 20-plf ql := Zl•TW+ DL q2:= Z2•T1V+ DL q3:= Z1-TW+DL q4-:= 0 q5 := 0 ql =–107.8•plf q2=–107.8•plf q3 =–107.8•plf q4=0•plf q5 =0•plf 1122/2015 Truss Aniocl 1 of 3 Page 23 of 340 MOMENT ARMS FROM MOMENT ARMS FROM SUPPORT A (Xia) SUPPORT B (Xib) Xla := Cl –a =2.25ft Xlb:= L+ a – Cl =29.25ft 2 2 X2a:= C2 + (C 1 –a) = 15.75 R X2b:= C2 + C3+ C4+ C5 –b = 15.75 ft ' 2 2 X3a:= C3 + C2+ Cl –a=29.25 ft X3b:= C3 + C4+ C5– b =2.25 ft 1 2 2 X4a:= C4 + C3 + C2+ C I – a= 31.5 ft X4b:= C4 + (C5 --b) =0 2 2 ` X5a:= L+ b — Cs =31.5ft X5b:= CS –b =0 2 2 r UPLIFT MOMENT WITH RESPECT TO SUPPORT A 0000 Ma:= (gl•C1)•Xla + (g2•C2)•(X2a) + g3•C3•X3a + g4•C4•X4a + g5•C5•X5a =–5.3.48)j4194 lbf f!•••� Goes•• 00 0 00.00. .. •. .00000 UPLIFT MOMENT WITH RESPECT TO SUPPORT B 0000:. 0000 • • • • Nib:= (q5-CS)•(X5b) + (g4•C4)-((X4b)) + g3•C3•(X3b) + g2•C2•(X2b) + ql-Cl•(X11Z1� ;5.348 x�9.jbf•f3 .....• .. .. l.. • 0000•. NET UPLIFT SUPPORT REACTIONS 0000.. (1) RA Mb — 1697 851bf RB 1697 851hf ` •, ; z. . , . :L ._0000__ _�_...�..: 0000_.4 . ..��.u ,.°��•...' t,�as.k_ EQUILIBRUM CHECK P:= (ql-C1) + (g2•C2) + q3-C3 + q4-C4+ q5-05 =–3.396 x 103 IV R:= (RA+ RB) =–3.396 x 103 Ibf Dead/Live Loads& Dimensions t DL:= 40•pif LL:= 40•plf a r = 40lb. := oft c3. 0ft Cl ;= 31.5-ft C2:= 0•ft ,^C3:= 0•ft Dimensional Check Ltotal:= a+ b + L=31.5 ft tiAA,%%%%MA Ci:= Cl + C2+ C3 =31.5 ft 1122/2015 Truss A.xmcd 2 of 3 Page 24 of 340 MOMENT ARMS FROM MOMENT ARMS FROM SUPPORT A (Xial SUPPORT B (Xib) Mme= 21 -a= 15.75ft M M:= L + a- 21 = 15.75ft 22a.= 22 + (C1 -a) =31.5ft X2b- 2 + C3 + C4+ C5 - b = 0 X3a:= C3 -+ C2+ C I - a=31.5 ft Xib:= C3 + C4+ C5 -b =0 AA&~ 2 .www. 2 DEAD/LIVE MOMENT WITH RESPECT TO SUPPORTA Tyla:= (gl•C1)•Xla + (g2•C2)•(X2a) + g3•C3•X3a= 1.984 x 104ft-lb DEAD/LIVE MOMENT WITH RESPECT TO SUPPORT B Mb:= g3•C3•(X3b) + g2•C2•(X2b) + ql•CI;(Xlb) = 1.984 x 104 ft-lb •••••• •••DEAD/LLVE SUPPORT REACTIONS • �RAlI Iv1!hi �6301bk !RBI Ma(1) 630Ib^ 9999.. •••'•• 1LiBRMIIHECK 9999.. .. .. .. •• •P:= (gl•Olp+(�{2•C2) + g3 C3 = 1.26 x 1031b AM . 9099.. • 9 9 9 • .0099. 0+ 9 • • '.,R (RA; R$1) = 1.26 x 103 ib UPLIFT CONNECTION: Net Uplift = min(RA,RB) _-1697.85 Ibf 1-t C-TAIJ ,T 1/2212015 Truss A.xmod 3 of 3 Page 25 of 340 TRUSS B UNITED ENGINEERING,INC.,amorfin Feb 18,2015;09:52 PM Load Case:SDL IES MsualAnalysis 11.00.0013 .--------------- ----- - -40 blff 0000• -'---------- _..---— _0.00 -------- ---------- _-----0000.. ----- --0 • • • 0 004.0 0000•• 1 0000.• 00 :00 4••4.4 0000.. .. . . 4444 4 0000•• • • i4•�0• 0000 • 4..4. •444.• 44..4 4.4•• • 00 04 '44 . 0000•• 4 •0000• •r .." ----_.. _..------' --.. _...._..._._.. __._ ..- ---•- --0000 - --- __. .. • 0 • • :0 000000 •••r0• • 4 40 • • • 0 000000 + 4 f • -40 biR •4 ' • CUrint4�on { I / r Page 26 of 340 TRUSS B UNITED ENGINEERING,INC„amotfln Feb 18,2015;09:52 PM Load Cass:! IES VisualAnalysis 11.00.0013 -40 bift •••••• i• ••: •••••• • 00. • • • • • 00 • l Page 27 of 340 TRUSS 8 UNITED ENGINEERING,INC.,amoriin Feb 18,2015;09:52 PM Load Case:W+Y — IES VsualAnalysis 11.00,0013 f _..�.__._._ �_._._.. . 0060 0000•• • • • • . • _ • 000400 0000 ;000•• 0.00.0 6 0 0 , .000•. 6066 • • •00.00 0000 . 6000. 1 • • 0000.• 0060 6666. 0 • • 0 0 •• •0 '00 0 0000.0 q 000000 • • . ; . 6600.. •••••• • 0 • . . 00.0•. ... •0 • '0 6.0 • 0 a 213.0 lb/ft 34 3 iblft I ---'-----.. .. .. . ..... .... . . .. ..._.....__._......_._.._._._.._....----66.66 . i –'---------------6666 .. - -------'----�._. . . ...---—......... I .-------- i 1 I I I Page 28 of 340 TRUSS B UNITED ENGINEERING,INC.,amorfin Feb 18,2015;09:53 PM Result Case:D+L IES VlsuafAnaiysis 11.00.0013 n u • . • to • .. rn ••••• • •••• *00000 0:006: • • • • • • 04 n n rn v 6 Page 29 of 340 TRUSS B UNITED ENGINEERING,INC.,arriorfin Feb 183 2015;09:53 PM Result Case:.6D+.6W o+Y IES VisualAnalysis 11.00.0013 a i { sass �1 yJ • • • sass ••••aa m • a • 41 V .. • • a 0) ••••• e• so •s••s• rr a a sass•• • • • sass•• sass • • • • • • assess s sass s ass• aa•••e •••• •a•aa • a • a • •• •e •• • sass•• •sa•e• • e • r— • • • • II 11 • • • •e••s• 66 0 I W 1 • • e I �Ohn ,1 i � TM C a�n i MGT 3� q0 i Page 30 of 340 TRUSS C UNITED ENGINEERING,INC.,amorfin Feb 18,2015;09:54 PM:. Load Case:D IES VsualAnalysis 11.00.0013 ...•.• •. •. .•••.. � • 1p r ••••• •••• •••••• • •••••• • • • • •••••• • • • L=5.950 ft v: -.... ... Page 31 of 340 TRUSS C UNITED ENGINEERING,INC.,amor(in Feb 18,2015;09:55 PM Load Case:L IES VsualAnalysis 11.00.0013 i r i i � I o � • M(14 •••••• �11t •••• • • • • • L=5.9508 • • • •••••• i r � i f Page 32 of 340 TRUSS C UNITED ENGINEERING,INC.,amorfin Feb 18,2015;09;55 PM` Load Case:W+Y IES VsualAnalysis 11.00.0013 i i••••i • � ••i••• Cas39� • •••••• • • • • • • •' • L=5.950 ft • '• 169.8 IbIll Page 33 of 340 TRUSS C UNITED ENGINEERING,INC.,amorfln Feb 18,2015;09:56 PM Result Case:D+L+DI IES MsualAnalysls 11.00.0013 r FX=-243.0 Ib � 1 u • a • • • • • g?j� •••• • • • • • L-5950 ft • • • •••••• FX=243.0 Ib • u , V 1 Zn 4 � 4 t Co(W-.. ► 10 > ,�,3 abs I i 4 t f _ 1 Page 34 of 340 TRUSS C UNITED ENGINEERING,INC.,amorfin Feb 18,2015;09:55 PM Result Casa:0.60+0.6W))+Y IES VsualAnatysis 11.00.0013 a erg ' N II FX=718.816 0006 _ 0060•• 6660 • 0.690. •0 •. 696000 • 9 • 66.69• •••699 6 . 9 • 0060 6006•. 9 . .0000 . IIS •9•• 09.90 0090 M I •00.00 96.699 • 06j •• •• • • 0000•• 0.999• • • 0 00060: • = 748.816 -5 950 ft 00'00• • • 6 I lbs 1 1Page 35 of 340 r 12595 SW 137 Ave,Suite 112 Computed Q AM Date: 01/15 Miami,FL 33186 � y' ' A i�' o.786.347.5250 UChecked By: _ Date:_ N ITE® e.info@unitedeng.pm Project: LitzenbeW Residence Engineering,Inc. w.www.unitedeng.pro Project No. 1801-21 Typ. Floor Truss Reactions-- E < < F Cl 02 C3 C4 C5 kips:= 10001b iTT1m q2 �3 q4 i i i i rrrrrrrrm i I rrrrrrrm ll111 ksi= 1000 Ib A B 2 in ia� c tb.L i xtb r.2 b x3b _ ,x4b5b f 0000 PI P2 P3 P4 F5 • • •••• 0000•• 000000 •• •• 0000•• xla A E 6.00.0 • 0 1 0 x3a • • 0000•0 x4a ••06 • 0000• xE 00.60• 0060 00000 Dimensions 000 • a:= 0•ft b:= 0•ft �- 22-ft 6 0 �..... • 6 ..•.•• C1 := 22•ft C2;= 0•ft C3 := 0-fl C4:= 0•ft CS:= 0•ft •• • Dead/Live Loads & Dimensions (TW=2011) DL:= 50•pif LL:= 66.67•plf ql := 66.67•ft q2:= 0•ft q3 := 0•ft 9 Cl = 22-ft C2:= 0•ft C3:= 0•ft I Dimensional Check- Ltotal:= a+ b +L=22 ft Ci:= Cl + C2+ C3 =22 ft } I 1 F 2/1812015 Truss E.xmcd # 1012 EE k � I, „., Page 36 of 340 MOMENT ARMS FROM MOMENT ARMS FROM SUPPORT A (X18) SUPPORT B 2X Xla:= C1 —a = 11 ft Xlb:=L+ a-- C1 = lift 2 2 X2a:= 22-+ (C1 —a) =22ft x X2b:= C2 + C3 + C4+ C5 — b =0 X3a:= 23 + C2+ Cl —a=22ft X3b:= C3 + C4+ CS—b =0 DEAD/LIVE MOMENT WITH RESPECT TO SUPPORT A Ma:= (gl•Cl)•Xla + (q2•C2)-(X2a) + q3•C3-X3a = 1.613 x 104 ft-lb DEAD/LIVE MOMENT WITH RESPECT TO SUPPORT B �•���• .����•Mb:;gJ �,;(X3b) +g2•C2•(X2b) + ql-CI•(Xlb) = 1.613 x 104ft•lb :....: DEA13JEW SUPPORT REACTIONS ••••• �: T*fit y -♦7? a;� - � "� @” •••'•• ••;'• `RA1i' .. 733371*: RBI Ma(1) 733371*; • �����• •:•••:EQUrLIBRLIM CHECK • ;•••.•P:= (glZ1) + (g2•C2)+ g3•C3= 1.467x1031b R: (RAI + RB1)= 1.467 x 103 ib 1 01GI�s 211812015 Tross E.xmcd 2 of 2 fi' Page 37 of 340 i ® 12595 SW 137 Ave,Suite 112 I , Miami,FL 33186 Computed By: AM Date: 01/15 ' o.786.347.5250 Checked By: _ Date:_ UN ITE® e.info@unitedeng.pro Project: Litzenberg Residence Engineering,inc. w.www.unitedeng.pro Project No. 1801-21 r Typ. Floor Truss Reactions- F I C1 C2 C3 C4 C5 ft ' kips:= 10001b (mill a2 a3 94 Illllll 1 1 1 1 1 1 ITTTTTmII I I I1 I ! IlTTT1l7iTlIaLLLIJ ksi= 1000 lb A 2 —� 0 [ bin i x(b ' x2b x3b x4b ,x5b , tA P2 P3 Pd P5 • •�••• 0009.. . • • • x3a • • • • x4d 0000•• •• •• 0000•• x5a {00.000 • • • 0000•• Dimensions .... . ..... ...... .... ..... a- 011 b:= 0-ft L:= 22-ftAW .. .. ,. ...... Cl := 22-ft C2:= 0•ft C3:= 0•ft C4:= 0-ft, C�:-°0 ••••:• Dead/Live Loads & Dimensions (TW=11') •• • DL:= 330•plf LL:= 440•plf, ql := 770•ft q2:= 0•ft q3:= 0•ft Cl := 22-ft C2:= 0-ft C3:= 0-ft Dimensional Check Ltotal:= a+ b + L=22 ft Ci:= C1 + C2+ C3=2211 i i 2110015 Truss Fxmcd 102 I Page 38 of 340 MOMENT ARMS FROM MOMENT ARMS FROM SUPPORT A (Kia} SUPPORT B NO Xla:= C1 —a = 1lft Xlb:= L+ a — 21 = 11ft 2 X2a:= C2 + (Cl —a)=22 fl X2b:= C2 + C3 + C4+ C5 —b=0 2 2 X3a:= C3 + C2+ C 1 —a=22 ft X3b:= C3 + C4+ C5 —b =0 2 2 DEAD/LIVE MOMENT WITH RESPECT TO SUPPORTA Ma:= (gl•C1)•Xla + (g2•C2)•(X2a) + g3•C3.X3a = 1.863 x 105ft-lb DEAD/LIVE MOMENT WITH RESPECT TO SUPPORT B Mb:= g3•C3•(X3b) + g2•C2•(X2b) + gl•C1•(Xlb) = 1.863 x 105ft-lb •e•••• •00,04 EAQ&lVftSUPPORT REACTIONS . . .. .�•••. :•.•• RAI =. hb.t 847k41b- iRB1 '�Ma(1} 84701b • • • ��ri.s.,.3...�:•:rt��=-..,,�.�.:_;�r3�.rws'-M1L` t6b.s:;;_..�.,�;__ r.Y...•. .a `': :'•.EQUIVB;l M CHECK 00 00 0. 4009 •• P:= (�1:�1��+ (g2•C2) + g3-C3= 1.694 x 104lb ...... • ;'; '•R:= (RA t I- RB I) = 1.694 x 10 lb 2/1812015 Truss F.xmcd 2 of 2 .. ... . . . . . .... • . . .' . .. ... i• • . • ... • • .. . ••• • N -• • : : : : : . FOF TRUSS KEY w m •• • • •• • • 5 tltk - W co •s• • •• • •.• • ca 0 w A ••• • • • • 0:0•• • • O • •• 0• • • • •• •• Page 40 of 340 —am12595 SW 137 Ave,Suite 112 Computed B AM Date: 01/15 Miami, FL 33186 P y'— CC o.786.347.5250 Checked By: _ Date:_ ®MOM e.info@unitedeng.pro Project: Litzenberg Residence UNITED Engineering,Inc. w.www.unitedeng.pro Project No. 1801-21 Typ. Truss Reactions- G Cl C2 C3 C4 C5 —r kips:= 10001b f1TTT11 q2 mTC13 q4 5 innl I I i I i I nr�rrrnnnllu ksi= 1000 lb A B 2 In �-- L 1,b x1b I x3b x4b ,x5 , b � 1-r PI P2 P3 P4 P5 • • • • • • • • •• x2a • • • • x34 •••••• •• •• •••••• x4a • • • •••••• x5a� # •�•••�Dimensidits a:= OW.. b := 0•ft L,= 22-ft •�•••• • Cl :y2�L•ft C2:= 0 ft C3:= 0•ft C4:= 0-ft C5:= 0•ft ...... • ;•; %Dimenswal Check Ltotal:= a+ b +L=22 ft Ci:= C1 + C2+ C3 + C4+ C5 =22f2 Wind Pressures: Zone3u:= -106.5psf. 1 ZI := 0.6•Zone3u { Uplift Loads TW:=2ft Tributary Width DL:= 20•plf ql':= ZI•TW+ DL q2:= 0 q3:= 0 q4:= 0 q5:= 0 ql =407.8•plf q2=0•plf q3 =0•plf q4=0•plf q5=0•plf 2/18/2015 Truss G.xmcd 1013 Page 41 of 340 , # I MOMENT ARMS-FROM MOMENT ARMS FROM SUPPORT A (Xia) SUPPORT B (Xib) Xla:= Cl —a= 11ft Xlb:= L+ a— C1 = 11ft 2 2 X2a:= C2 + (Cl —a) =22 ft X2b:= C2 +C3+ C4 + C5 —b =0 2 2 Xaa:= C3 + C2+ C 1 —a =22 ft X3b:= C3 + C4+ CS—b =' 0 2 2 X4a := C4 + C3 + C2+ C l —a=22.ft X4b:= C4 + (C5 —b) =0 2 2 X5a:= L + b — CS =22 ft X5b:= C5 — b =0 2 2 UPLIFT MOMENT WITH RESPECT TO SUPPORT A Ma:= (ql-Cl)•Xla+ (g2•C2)•(X2a) + g3•C3•X3a+ g4•C4•X4a + g5•C5•X5a =-2.609 x 10 ibf•ft UPLIFT MOMENT WITH RESPECT TO SUPPORT B ••• •��• •��• ...... .. .. ...... Mb:= (g5•C5)•(X5b) + (g4•C4)•((X4b)) + g3•C3•(X3b) +,g2•C2•(X2b) + ql•CI•(X?v-± !2.609x 10".Ibf•ft ;....; 61 NET UPLIFT SUPPORT REACTIONS •••••• •••• ••:••• SRAMb ) 1185 8 lbf ARB O }1185 81bf ••••• ...... EQUILIBRUM CHECK P:= (ql-Cl) + (g2•C2) + q3-C3 + q4-C4+g5•C5 =—2.372 x 103 IV R:= (RA+ RB) =—2.372 x 103 lbf Dead/Live Loads & Dimensions 7.L:= 40•plf LL:= 40•pif k '= 40•lb q2 0•ft c.3 := 0.8 Cl 22-ft C2:= 0•ft C3:= 0•ft i Dimensional Check Ltotal:= a+ b +L=22 ft A&A&AAW Ci:= Cl + C2+ C3 =22 ft I 2/18/2015 Tris G.xmod I 2 of 3 I Page 42 of 340 MOMENT ARMS FROM MOMENT ARMS FROM: SUPPORT A (Xia) SUPPORT B (Xib) Xla:= 21 -a= 11ft XIb:= L+ a - 1 = 118 X2a= 22 + (C1 -a)=22ft �X2b^= 2 + C3 +'C4+ C5 -b = 0 XX3a^= C3 + C2+ C1 -a= 22ft X,X3bM= 23+ C4+ C5 - b =0 DEAD/LIVE MOMENT WITH RESPECT TO SUPPORT A Ii N:= (gl•Cl)•Xla+ (g2•C2)•(X2a) + g3•C3-X3a,=9.68 x 1038•lb DEAD/LIVE MOMENT WITH RESPECT TO SUPPORT B Mb�:= g3•C3•(X3b) + g2•C2•(X2b) + ql-CI•(Xlb) =9.68 x 103ft•lb DEAD/LIVE SUPPORT REACTIONS '. `RAI' Mb�7 . 440 Ib i �l ` Ma 1 4401b • .:,QQtJILIBRWMHECK •"�" .` a(g1 CO t`2-C2) + q3-C3 = 8801b •••••• .; :� (RAF+RBI) =8801b 11OCIFT CONNECTION: Net Uplift = min(RA,RB) =-1185.81bf lM56 (bs 211812015 Tnm Gxmcd 3 of 3 I I Page 43 of 340 � 1 12595 SW 137 Ave,Suite 112 Miami,EL 33186 Computed By: AM Date: O1 1 S ppgg o.786.347.5250 Checked 8y: _ Date:_ UNITEDe.info@unitedeng.pro Project: Lit2enbergResidence Engineering,inc, w.www.unitedeng.pro Project No. 1801-21 Typ.Truss Reactions-- H Ct C2 C3 C4 C5 kips:= 100016 G! q2 q3 ci4 5 -- ksi= 1000 lb A B 2 L 4b p I EIl 1 e ii x!b .y x26 I x36 x4Ea ,x56 rr PI P2 P3 P4 5 xldTx 2a •• • i • • • x3a r x4a •••••• •••�•; ••••;• x5a •••••• • • • Dimensions •••'••• a:= 0-ft b:= 0•ft L:= 22-ftAW • • Cl := 22-ft C2:= 0.11 C3:= 0•ft C4:= 0-ft C;:= 0 _ •••••• . . •••••• Dimensional Check •• ;•; • Ltotal:= a+ b + L=22 ft Ci:= Cl + C2+ C3 + C4+ C5 =22ft Wind Pressures: Zone3u:= —106.5psf ZI := 0.6•Zone3u Uplift Loads TW:= 11ft Tributary Width DL:= 110•plf i ql := ZI•TW+DL q2:= 0 q3:= 0 q4:= 0 ; q5:= 0 ql =—592.9•plf q2= 0•plf q3 = 0•plf q4=0•plf q5 =0•plf ' I 2/1812015 Truss Hxmcd I I i of 3 I Page 44 of 340 MOMENT ARMS FROM MOMENT ARMS FROM SUPPORT A (Xia} SUPPORT B (Xib) x Xla:= Ci —a = Ilft Xlb:= L+ a— �1 11 ft 2 2 X2a:= 22 + (C1 —a) =22ft X2b:= C + C3+ C4 + C5 — b =0 Xaa:= C3 + C2+ Cl —a=22 ft X3b:= C3 + C4+ C5 —b =0 2 2 X4a:= C4 + C3 + C2+ C1 —a=22ft X4b:= C4 + (CS —b)=0 X5a:= L+ b - 25 =22ft, X5b:= 25 —b =0 UPLIFT MOMENT WITH RESPECT TO SUPPORT A Ma:= (gl•C1)•Xla + (g2•C2)•(X2a) + g3•C3•X3a + g4•C4•X4a+ g5•C5•X5a =—1.435 x 105 lbf•ft' •��••� "6jLIFT NbPMiNT WITH RESPECT TO SUPPORT B ...... .. .. ...... ••••� ••ivlb:_ (q5*y5 iX5b) + (g4•C4)•((X4b))'+ g3•C3•(X3b) + g2•C2•(X2b) + qi Cl.(Xlb) =--1.435x 10 IV-ft ..... . .... •••'•• .•:'CEJ UP ITSI5PPORT REACTIONS ...... . .. .. .. •• R Mb •TT 6521916E Ma{l} 6521 91bf •••••• i 7 f 1t i • ._rii,.i..~s.... F � _ EQUILIBRUM CHECK P:= (gl•C1) + (q2-C2) + q3.C3+ q4.C4+ q5-05 =—1.304 x 104 IV R:= (RA+ RB)=—1.304 x 104 IV Dead/Live Loads & Dimensions D N:= 220•plf LL:= 220•plf AN% lb �:= 220 lb 9.2:= 0• Z3 0 ft ft Hl := 22-ft C2:= 0•ft = 0•ft Dimensional Check Ltotal:= a + b + L=22 ft nnnnnnnnn Ci:= Cl + C2+ C3 =22 ft AAW 2102015 Truss H.xmod 2 of 3 Page 45 of 340 1 MOMENT ARMS FROM MOMENT ARMS FROM SUPPORT A (Xia) SUPPORT B (Xib) E X1a :=`C1 —a= 11R XIb:= L+ a — CI 11 ft AA Mn 2 AAA&vV% 2 XM2a�= 22 2 + (Cl -a) =22ft X2b: = 2 +C3 + C4 + CS -b 0 a XNb= C3 + C2+ CI - a=22ft X3b:= S3 +C4+ C5 -b -0 DEAD/LIVE MOMENT WITH RESPECT TO SUPPORT A y Ma:= (gl•Cl)•Xla + (g2•C2)•(X2a) + g3•C3•X3a =5.324 x 104 ft-lb ANVW DEAD/LIVE MOMENT WITH RESPECT TO SUPPORT B Mb = g3•C3•(X3b) + g2•C2•(X2b) +q Cl•(Xlb) = 5.324 x 104ft-lb DEAD/LIVE SUPPORT REACTIONS rRAl il�Ib (1) 24201b RB1 Ma(1) { 24201b` F :, •� •••••' ••••�• EQUILIBRUM CHECK P:= (q]-CI) + (g2•C2) + q3-C3 =4.84 x 1031b •• ••� �••!�•� ••�••' R:= (RAI + RBI) = 4.84 x 103 lbAAM 09* UPLIFT CONNECTION: ' I Net Uplift = min(RA,RB) _ —6521.91bf f f i 2/18/2015 Truss H•xmcd 3 of 3 Page 46 of 340 12595 SW 137 Ave,Suite 112 Miami,FL 33186 Computed By: AM Date: 01/15 o.786.347.5250 Checked By: - Date:_ e.info@unitedeng.pro Project: Litzenberg Residence Engineering,UNITED w.www.unitedeng.pro Project No. 1801-21 Typ.Truss Reactions- I cl G2 C3 C4 CS —tom kips:= 10001b cil q2 q3 q4 5 I[thfff(ffflTfl 1 1 1 1 1 1 tTTT7IlI11t3IuIJ ksi= 1000 � In L lb xtb x26 . x36_ Fx46 51b PI P2 P3 p4P5 .dill •.•. • • • • •• �'x2a • • • • tx3a ••.••• •• •• •••••• x4a • • • • •••••• x5a .:... Dimepilgns ..... .... ...... b:= 0-ft L:= 18.75•ft •�•••• �,��;; Cl :=p18.75*ft C2:= 0•ft C3:= 0•ft C4:= 0•ft CS:= 0-ft • :•: •.Dimensbnal Check • •• Ltotal:= a+ b,+ L= 18.75 ft Ci:= Cl + C2+ C3 + C4+ C5 = 18.75 ft Wind Pressures: Zone3u:= —106.5psf Zl := 0.6•Zone3u Uplift Loads TW:= 2ft Tributary Width DL:= 20•plf ql := Z1-TW+ DL q2:= 0 q3:=.0 q4:= 0 q5:= 0 ql =—107.8•pif q2=0•plf q3=0•plf q4=0•plf q5 =0•plf 211812015 ` Truss fxmcd 1 of 3 e Page 47 of 340 r , r i MOMENT ARMS FROM MOMENT ARMS FROM SUPPORT A (Xia) SUPPORT B (Xib) Xla:= CI -a=9.375ft Xib:= L+ a- C1 =9.375ft 2 2 r X2a:= C2 + (Cl - a) = 18.75ft X2b:= C2 + C3+ C4+ C5 -b = 0 2 2 r t X3a:= C3 + C2+ Cl - a= 18.75 ft X3b:= C3 + C4+ C5 - b =0 2 2 { X4a:= C4 + C3 + C2+ C1 -a= 18.75ft X4b:= C + (C5 -b)= 0 X5a:= L + b - CS = 18.75 ft X5b:= CS -b =0 I 2 2 r • rl. r UPLIFT MOMENT WITH RESPECT TO SUPPORT A Ma:=`(gl•C1)•Xla+ (g2•C2)•(X2a) + g3•C3•X3a + g4•C4•X4a + g5•CS•X5a =-1.895 x 104 IV ft .••. UPLIFT MOMENT WITH RESPECT TO SUPPORT B •••••• •••••• ...... .. .. ...... Mb:= (g5•C5)•(X5b) + (g4•C4)•((X4b)) + g3•C3•(X3b) + g2•C2•(X2b) + ql•Cl•(Xlb41•==1.895 x 10�•lbf•ft :....: NET UPLIFT SUPPORT REACTIONS •••••• •••• ••�••• • Mb (1) IOi0631bf RB Ma(1) 101063lbf •• :••••: EQUILIBRUM CHECK P:= (ql•Cl) + (g2•C2) + q3-C3 + q4-C4+ q5-05 =-2.021 x 103 IV R:= (RA+,RB) =-2.021 x 103 IV Dead/Live Loads & Dimensions I . DL:= 40•pif LL:T 40•pif M lb lb lb 1 Cl = 18.75-ft C2:= 0•ft DM:= 0•ftAAAM I Dimensional Check fi Ltotal:= a+ b + L= 18.75 ft nwvwann Ci:= Cl + C2+ C3 = 18.75 ft '211812015 Truss I.xmaf 2 of 3 r Page 48 of 340 ` MOMENT ARMS FROM MOMENT ARMS FROM' SUPPORT A (Xia) SUPPORT B (Xib) XIa^= 21 —a=9.375ft Xlb = L+a— l =9.375ft X2a:= C2 + (CI —a) = 18.75 ft. X2b:= C2 + C3 + C4+ CS— b =0 AAAA n 2 2 XX3a^= 23 + C2+ C1 —a= I8.75ft X36= 23+ C4+ CS — b =0 DEADAIVE MOMENT WITH RESPECT 70 SUPPORT A Ma:= (gl•Cl)•XIa + (g2•C2)•(X2a) + g3•C3•X3a =7.031 x 103 fl-lb DEAD/LIVE MOMENT WITH RESPECT TO SUPPORT B �6= g3•C3•(X3b) + g2•C2•(X2b) + gl•C1•(Xlb) = 7.031 x 103 ft-lb DEADAIVE SUPPORT REACTIONS •• �' ..., >``�375 lb; 1 Ma(1) 3751b •••••• •• Yom"-' "•Y�'•'1•'i....... ..a, �..�,_.1!._> )L,. • . EQ.JILIBR1.MCHECK •••�•• ••; (q]-(j?)OI %2•C2) + q3-C3=7501b •:••.. R:= (RAZ+RB:1) =750 Ib • :*:l tl.IFT CONIOECTION: Net Uplift - min(RA,RB) _-1010.631bf �l0c, 513 7" ( G !rn a c It r S n S j, p��rS�Pe3Sc� e j r . F 2/1812015 Truss l.xmal 3 o13 Page 49 of 340 RAFTERS UNITED ENGINEERING,INC.,amorfin Feb 18,2015;10:38 PM Load Case:D a IES VsualAnalysis 11.00.0013 4 i I v v •• • • • • • •••• • ••••• 1,014x •• • v L=8.500 R r g u e b . E 1 Page 50 of 340 RAFTERS UNITED ENGINEERING,INC.,amorfin Mar 06,2015;03:17 PM Load Case:L IES VisualAnalysis 11.00.0013 0000 0000•• 0000 • • ' • • • • •• • •: • • ••• — ----... 0000••—._._.. •• •• • •0000• • • • • 0000 00.00• • • ••••• • 0000 , • • 0000• •••. 0000•• • • • • • 00.00• • •• •• •• • • 0000•• 0000•• • • • • . 0000•• :0000: ••0•• • • • • • ••• -0..� Wft L=6.500 It Page 51 of 340 RAFTERS .. UNITED ENGINEERING,INC.,amorffn Feb 18,2015;10:38 PM Load Case:W+Y IES VsualAnalysfs 11.00.0013 t g c,A t • • •• • 0000•• 0000'•. 00: 00 0000•• • 000.0• • • 0000.• 0000 • • • • • • 000.0• 0000 • 0000• 0000•• 0000 0000• •• •• ••' • 0000•0 :06:9: • • • • . • • 000000 000.0• • • . • • • • • • 1 00000• • • • SS4x6 •' L=8.100 It I T I 3.38 lb/ft f r - t I 4 Page 52 of 340 h RAFTERS UNITED ENGINEERING,INC.,amorfin Mar 06,2015;03:18 PM Result Case:L IES VsualAnalysis 11.00.0013 0 0 00 x S12 A� •••••• G • • N Oe SAO • •••••• • • • • •••••• • • • • • • as ......................................................... ........................................................... L=8.500 It o N O(A r x x Page 53 of 340 RAFTERS UNITED ENGINEERING,INC.,amorfin Feb 18,2015;10:38 PM Result Case:D+L IES VsualAnalysis 11.00.0013 rn ao 6 5 'i Cb, ~ 6666 fc •6666 6666.0 .. 900.66 09 •• 6.6••6 6666.. • • •6969. � 69•• • 9999• cs' •.�••• 9699 � ••69•• • •.966• • • • • • • •••••• • • • •6.96• ....................................6.................666.SaS`�X6....................................................... / •• • L8t { u n UP (A k f Page 54 of 340 RAFTERS UNITED ENGINEERING,INC.,amorfin Feb 18,2015;10:38 PM Result Case:.6D+.6W n+Y IES bisualAnalysis 11.00.0013 0 0 LL 00 90 00 r e Il . �12yAa S ...... .. .. .... ..... .... ...... ...... . a .. ............................................................SS96...:................................................... t.=8.500 It CUNT, AA > 1,to 0 �s , CC) Ar S Page 55 of 340 r RAFTERS UNITED ENGINEERING,INC.,amorfin Feb 18,2M;10:38 PM Design View,Unity Checks IES VsualAnalysis 11.00.0013 t t i . 0'�092 G 0000 • • 0000 0000•• .0000• •• •• •000•• • 0000•• • • • 0000.• 0000 • • • • • • 0000•• 0000 • 0000• 0000•• 0000 0000• •• •• •• • 0000•• 0000•• • • 0000•• • • • •0900• Wood Beam X G020.87 SS4x6 c Ungrouped Failed Warning' a r ` i JS � � x 0 QQD—' 0 250 0 5Q9 0 751 .,,�1 f101 1 j Page 56 of 340 Project: RAFTERS arnorfin , UNITED ENGINEERING, INC. February 18, 2015 P:11801-21 Litzenberg Residence\3-Calcs\IES\ Design Group Results Design Group: Wood—Beam X_G01 per NDS 2012 ASD Designed As:SS3x10, Material:\NDS Lumber(Visual)1No.21Southern Pine(8"deep) Strong Deflection`Check Member Result Offset Demand dy Capacity dy Code Unity Details Name Case ft in in Ref. Check 13mX001 .42Wind»+Y 6.270 0.314 0.418 IBC 1604.3.1 0.75 OK a Combined Check Member Result Offset Code Unity Details Name Case ft Ref. Check BmX001 .6D+.6W»+Y 6.019 ' 3.9-2-Strong 0.82 OK Cr= 1.150, CL=0.765, Cfu=1.200 , CD=1.600 , KLz= 12.540 ft, KLy=0.000 ft, Lb= 12.540 ft Axial Check... thefv*er fiesu t •• Offset Demand fa Capacity Fa Code Unity Details me •Ca ••it psf psf Ref. Check BMX@01 •'6©+.6W )>4* :-0.000 2731.641 126720.003 3.8.1 0.02 OK CD= 1.600 , *GOOFx=438.675 Ib .StWnq Flexure Check•••• Mdrhber OWL :000 tSet Demand fbz Capacity Fbz Code Unity Details Namt 'Ua?E! "ft" sf psf Ref. Check 8mX001 .61)+.6w)weo. .6. 0 -153312.677 187536.739 3.3-1 0.82 OK Cr= 1.150 , ••••• • • • CL 0.765 , •• Mz=-3163.050 Ib-ft, ... . .. Lb= 12.540 ft, CD= 1.600 Strom Shear Check Member Result Offset Demand fvz Capacity Fvz Code Unity Details Name Case ft psf psf Ref. Check BmX001 .6D+.6W »+Y 12.540 9424.162 40319.999 3.4-2 0.23 OK V= 1008.953 Ib, CD= 1.600 Design Group: Wood—Beam X G02 per NDS 2012 ASD Designed As:SS4x6,Material:LANDS Lumber(Visual)1No.21Southern Pine(5"-6"deep) Strong Deflection Check Member Result Offset Demand dy Capacity dy Code Unity Details Name Case ft in in Ref. Check BmX001-c4 .42Wind o+Y 4.250 0.245 0.283 IBC 1604.3.1 0.87 OK Strong Flexure Check Member Result Offset Demand fbz Capacity Fbz Code Unity Details Page 1 VisualAnalysis 11.00.0013(www.leswebxom) Page 57 of 340 Project: RAFTERS amorfin,,,UNITED ENGINEERING, INC. February 18, 2015 PA1801- 1 Litzenberg Residencel3-Calcs11ES1 Name Case ft psf psf Ref: Check BmX001-c4 .6D+.6W a+Y 4.250 -155677.943 227347.588 3.3-1 0.68 OK CL =0.987 , Mz=-1589.753 lb-ft, Lb=8.500 ft,' CD= 1.600 Stronci Shear Check Member Result Offset Demand fvz Capacity Fvz Code Unity Details Name Case ft psf psf Ref. Check BmX001-c4 .6D+.6W »+Y 8.500 8394.478 40319.999 3.4-2 0.21 OK V=748.119 Ib, CD= 1:600 • • ..•. 00.0.0 •••... •. .. ...••. • 00..00 •••• • . • 000.0• 0000•• 0090 •9••• • • •` • 0 0• •• •• • 0000•0 ••09•• • 0 • • • 0 :*000: •00.00 • • •• • • •• • 1 Page 2 VisualAnalysis 11.00.0093(www.lesweb.com) 1. 112212015 Florida Building Code Online Page 58 of 340 ia .z"-'�:.r. _•a ,: z"''"r.d,,x' •.........-G^ Qa-"r,�rgy / c F"fl F ,z..x. .z..:,s .,:v✓..s;r.�...""r M"y�';�*�` r w..3,x y a.rf r y i7r'L xr rk� x'i`+c*I;s 2 ral i -s•-•=-'- r4 -r i pfr."'' xr... s�. m-a ,.i mac,.:. },r �Y"" i+�Sa �"'r�Y:irr. i ---`-s=. —_-...,.,:,, sys_;.:.s�• ��v _-.r.._7 n.3.. x .., f 4b'kskr '4_ak��a�l�1. i x 'ri [ r Ci SCIS Nome i log In User Registration .� No[Topics r Submit Surcharge Stats&Facts 's Publications FBC Staff BCiS Site Map i Inks I Search 11 F.a. 3�E()3.voknt. Busines..Ni" ProfeProfess i"h I 'Y `r PER:Pub Approval ss 1 I USER:Public User Regulation rErf} R/j!� Product Aooroval Renu>Product or AooHcation Search>Aooilcatlon List>Application oetail f R�2 M� . vT r FL# FL11473-R2 Application Type Editorial Change Code Version 2010 Application Status Approved Comments Archived Product Manufacturer Simpson Strong-Tie Co. Address/Phone/Email 2221 Country Lane i McKinney,TX 75070 (972) 439-3029 rshackelford@strongtie.com. AuthorizedSignature Randall Shackelford rshackelford@strongtle.com +•*••Tiechnical Representative Randall Shackelford , • AddresstPhone/Emall 1720 Couch Drive • ; • •. • McKinney,TX 75069 000000 •• .•• •'••••• (800)999-5099 • ; • •.;••'. rshackelford@strongtie.com •!•:•• Quallty ASstfhce Representative Pat Woodall ••••• •t:••Address:i%v/,tmall 1720 Couch Drive •••••• • •• •• .•of McKinney,TX 75069 - (800)999-5099 • • .• • pwoodaii@strongtie.com ••••: ••• •Categor;' •••• Structural Components i •••Subcategory Wood Connectors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation'Report- Hardcopy Received Florida Engineer or Architect Name who developed Jeffrey Arneson the Evaluation Report Florida License PE-58544 Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 12/31/2015 Validated By Mark R. Barrow, PE Validation Checklist- Hardcopy Received Certificate of Independence FL31473 R2 COI Arneson Cert of Indeoendence2007 odf .Referenced Standard and Year(of Standard) Standard Year AF&PA NDS 2005 AISI NA Spec for Design of Cold-Formed Steel Structures 2001 ASTM D1761-88 2000 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL11473 R2'Eauly 2010 Self Affirmation Sfmoson odf httosJA&ww.floridabuildino.orator/pr app dtl.aspx?param=wGEVXQwtDgv8JyggZ9WuEl9bViKyWeNZGgAMAlfc3vrrOwelmSJw0Q%3d%3d 1/4 Page 59 of 340 /22!2095 Florida,Building Code Online Sections from the Code k Product Approval Method Method 1 Option D E Date Submitted 03/14/2012 Date Validated 04/26/2012 Date Pending FBC Approval 05/07/2012 Date Approved 06/11/2012 i Summary of Products FL# Model,Number or Name Description 11473.1 DETAL Double Embedded Truss Anchor Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL11473 R2 11 SIM 200804 MasonrvProd�.Qdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 (TX) Impact Resistant: N/A Created by Independent Third Party: Yes a Design Pressure: N/A Evaluation Reports i Other: FL11473 R2 AE SIM 200804 MasonrvProds.adf Created by Independent Third Parry: Yes 11473.2 FGTR, FGTRE, FGTRHL, FGTRHR Girder Retrofit Anchor Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL11473 R2 It SIM 200804 MasonryProds.odf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 (TX) Impact Resistant: N/A Created by Independent Third Party: Yes, ••••• Design Pressure: N/A Evaluation Reports • • 0000 0000 • Other: FL11473 R2 AE SIM 2008dnr/Prods odf • • Created by Independent Third Party: Yes# • • • 11473.3 HETA12, HETA16, HETA20 Embedded Truss Anchor `"•" ` i••• i Limits of Use Installation Instructions*••••` ��•••' 000• • Approved for use in HVHZ:Yes FL11473 R2 I[ SIM 200804 NagonrvPr s df • • Approved for use outside HVHZ:Yes Verified By: Randall Shac a ar .E. 68 A) 0000 Impact Resistant: N/A Created by Independent TNYd tdrty: Yes •• • 0000 • Design Pressure: N/A Evaluation Reports 0•0000 • • Other: FL11473 R2 AE SIM 200864 AsdhryProds.odf� 0 • Created by Independent Third Party: Yes••••0• • 11473.4 HETA24, HETA40 Embedded Truss Anchor " • •` i`i • 0 a Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL11473 R2 f[ SIM 200804 MasonryProds.odf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675(TX) Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL11473 R2 AE SIM 200804 Masonryprods.{Ldf Created by Independent Third Party: Yes 11473,5 HEI'AL12, HETALI6, HETAL20 Embedded Truss Anchor Limits of Use Installation Instructions r Approved for use in HVHZ:Yes FL11473 R2 II SIM 200804 MasonryProds,gdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675(TX) Impact Resistant: N/A Created by Independent Third Party: Yes "Design Pressure: N/A Evaluation Reports ; Other: FL11473 R2 AE SIM 200804 MasonryProds.odf Created by Independent Third Party: Yes 11473.6 HGAM10, HM9 Masonry retrofit connector k Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL11473 R2 II SIM 200804 Masonry Prods odf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E.68675 (TX) Impact Resistant: N/A Created by Independent Third Parry:Yes Design Pressure: N/A Evaluation Reports Other: FL11473 R2 AE SIM 200804 MasonryProdsxcif Created by independent Third Party: Yes 11473.7 HGUM5.25,HGUM5.50 Beam/Girder Hanger for Masonry Limits of Use Installation Instructions �. Approved for use in HVHZ:Yes FL11473 R2 II SIM 200804 MasonryProds.pddf ttosJ/www.floridabuildino.ordor/or ann dU.as[)x?oaram=wGEVXQwtDav8JyggZ9WuE19bViKyWeNZGgWAtfc3vrrOwe9mS,IwOQ%3d%3d i 2/4 g Page 60 of 340 gr�01g Florida Building Code Online Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675(TX) Impact Resistant:N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL11473 R2 AE SIM 200804 MasonryProds pdf Created by Independent Third Party:Yes 11473.8 HGUM7.00, HGUM7.25, HGUM9.00 Girder/Beam Hanger for Masonry Limits of Use Installation Instructions ' Approved for use in HVHZ:Yes FL11473 R2 II SIM 200804 MasonryProds.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 (TX) Impact Resistant: N/A Created by Independent Third Party:Nes Design Pressure: N/A Evaluation Reports Other: FL11473 R2 AE SIM'200804 Masonry Prods.odf Created by Independent Third Party: Yes 11473.9, HHETAI2,'HHEfAI6, HHETA20 Heavy Embedded Truss Anchor Limits of Use installation Instructions Approved for use in HVHZ:Yes FL11473 R2 If SIM 200804 MasonryProds.pdf Approved for use outside HVHZ:Yes Verified By:'Randall Shackelford P.E. 68675(TX) Impact Resistant: N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: FL11473 R2 AE SIM 200804 MasonryProds pdf Created by Independent Third Party:Yes 11473.10 HHETA24,HHEiA40 Heavy Embedded Truss Anchor Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL11473 R2 II SIM 200804 Masonry Prods:odf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675(TX) Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL11473 R2 AE SIM 200804 MasonryProds•pdf Created by Independent Third Party: Yes •:•••• ••• 11473.it 06 HTSM 16, HTSM20 Heavy Twist Strap for Masonry 0;00,0 ;• • timitsQ&WS4% Installation Instructions Approv Q for use in HVHZ:Yes FL11473 R2 II SIM 200804 MasgnryProds.pdf 16.6.1 • Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 (TX) • •�•• ;ImparNant: N/A Created by Independent Third Party:Yes 0000• +Design Pressure: N/A Evaluation Reports •, • Other FL11473 R2 AE'SIM 200804 MasonryProds pdf' 0.66• •66 •0660• • '+ : • • Created by Independent Third Party: Yes • 0000 00 00 00 •• 11473.12 • • LGUM26-2, LGUM2872, LGUM210-2 Beam/Girder to Masonry Hanger ••666• • F 6'0 limits otiUseO Installation Instructions 0 6 AppropeQ %ftse in HVHZ:Yes FL11473 R2 II SIM 200804 MasonryProds.pdf • + +Approved or use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 (TX) 6 6 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL11473 R2 AE SIM 200804 MasonryProds pdf Created by Independent Third Party: Yes 11473.13 LGUM26-3, LGUM28-3, LGUM210-3 Beam/Girder to Masonry Hanger Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL11473 R2 It SIM 200804 MasonrvProds.odf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675(TX) Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other: FL11473 R2 AE SIM 200804 MasonryProds.pdf Created by Independent Third Party: Yes Is 11473.14 LGUM26-4, LGUM28-4,LGUM210-4 Beam/Girder to Masonry Hanger, Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL11473 R2 II SIM 200804 MasonrvProds.adf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675(TX) Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other: FL11473 R2 AE SIM 200804 MasonrvProds,ndf Created by Independent Third Party: Yes 11473.15 LGUM46, LGUM48, LGUM410 Beam/Girder Hanger for Masonry Limits of Use Installation Instructions Approved for use in HVHZ:•Yes FL11473 R2 II SIM 200804 MasonryProds.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675(TX) Impact Resistant: N/A Created by Independent Third Party:Yes Design Pressure: N/A Evaluation Reports httnslAumv.8oridabuildino.ordorlor ano dQ.asnx7oaram=wGEVXQwtDgv8,1vqqZ9WuEl9bViKYWeNZGgAMAtfe3vrrOwelmSJw04%3d°/aid 314 l22I2015 Florida BudPage 61 of 340ding Code Online I - Other: FL11473 R2 AE SIM 200804 MasonrvProds.pdf Created by Independent Thlyd Party: Yes 11473.16 LTA1 Embedded Truss Anchor Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL11473 R2 lI SIM 200804 Mason rvProds.Odf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675(TX) Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL11473 R2 AE SIM 200804 MasonrvPeods.odf f Created by Independent Third Party: Yes 11473.17 META12, MEPA14, META16, META18 Embedded Truss Anchor Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL11473 R2 II SIM 200804 MasonrvProds.odf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675(TX) Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL11473 R2 AE SIM 200804 Masonry Prods.pdf Created by Independent Third Party: Yes 11473.18 META20, META22, META24, META40 Embedded Truss Anchor Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL11473 R2 lI SIM 200804 MasonrvProds.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675(TX) Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL11473 R2 AE SIM 200804 MasonrvProds.odf Created by Independent Third Party: Yes 0••••• 0000 :0000• 11473.19 MSTAM24, MSTAM36, MSTCM40, Strap Tie for Masonry •• • e 0 • • MSTCM60 009••0 ••••6 see* • Limits of Use Installation Instructions"'•'0 • 0000 0 Approved for use In HVHZ: Yes FL11473 R2 II SIM 200804t4drsfin P o s. df • • • Approved for use outside HVHZ:Yes Verified By: RandallShackoifas4 •E. 68,iV Impact Resistant: N/A Created by Independent T0114 V�r$y:Yes • • Design Pressure: N/A Evaluation Reports • • • "•0•: • 0 • Other: FL11473 R2 AE SIM 200814 Alonn—M- odf • •••• • Created by Independent T:Ife faity: Yes • • 11473.20 MTSM16, MTSM20 Twist Strap for Masonry • • i 0 0. 0 • 0 Limits of Use Installation Instructions 0 0 0• ;•; • • Approved for use in HVHZ:Yes FL11473 R2 it SIM 200804 MasontyProds." • Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675(TX) Impact Reslstant: N/A Created by Independent Third Party:Yes Design Pressure: N/A Evaluation Reports Other: FL11473 R2 AE SIM 200804 MasonrvProds.odf Created by Independent Third Party:Yes Back Next t Contact Us:: 1940 North Monroe Street'Tallahassee FL 32399 Phone:850-487-1824 The State of Florida Is an AA/EEO employer,Copyright 2007-2013 State of Florida. ::Privacy Statement::AccCssiblllty Statement::Refund Statement Under Florida law,email addresses are public records.If you do not want your a-mall address released in response to a public-records request,do not send electronic mail to this entity.Instead,contact the office by phone or by traditional mail.if you have any questions,please contact 850.487.1395. *Pursuant to Section 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address if they have one.The emalls provided may be used for official communication with the licensee.However email addresses are public record.if you do not wish to supply a personal address,please provide the Department with an email address which can be made available to the public.To determine If you are a licensee under Chapter 455,F.S.,please dick here. Product Approval Accepts: ,J srcttrlit•ass re:�: �a� r 0 . I P l ttos•&M .Aoridabuildina.ora/Orlbr aD0 dtl.asax?Daram=wGEVXQwtDgv8JvggZ9WuEI9bViKyWeNZGgAMAtfc3vrr0welmSJwOQ%3d%3d 4/4 Page 62 of 340 Jax Apex Technology, Inc. k FBPE CA NO. 7547 4745 Sutton Park Court, Suite 402 Jacksonville, FL 3222419041821-5200 I � 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, rinds 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 (lie Florida Building Code,SUBJECT TO THE LIMITATIONS IN THIS REPORT ..,Wrey P.Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the •• •••QUMOTized evaluating engineer of this report. Apex Technology is the prime professional,as •• defined 4FIN10A Rule 61G-30.002,authorized to sell the engineering services performed by �;• ;••,Wrrey P.Artweson, and is in noway acting,nor attempting to act, as an approved evaluation entity.. • •Neither Jqoy.P..Arneson,nor any other employee of Apex Technology, has performed ••••; . calculations"jesting for the products listed in this report. This evaluation is based solely upon the •••• ••"fil3w, urtck%jia6 direct supervision of Jeffrey P.Arneson, of testing and/or calculations submitted •••;•• Aythe marwia4wrer. • .The capariyes listed in this report are based on the limiting capacities as determined from the •;•• . substant€41irft;d4ta. We reviewed the substantiating data to a degree that allowed us to determine • ••VI14ther or rot the work performed is consistent with the intended use of the product, and that the ••; •. methods t1se0dafe in compliance with, or meet the intent of, the Florida Building Code.All test Yepbrts were prepared by an approved testing laboratory. REPORT NO.: SIM200802 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG-TIE COMPANY, INC. 5956 W.LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P. Arneson,the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the — products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 913-72.110. 2. PRODUCT NAME Truss to Wail Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page 1 of 13 Simpson Strong-Tie r {y Page 63 of 340 r Embedded Truss Anchors META12, META14, META16, META18, META20, META22,META24,META40, HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETALI6, HETAL20, HHETA12, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tiedowns ` FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers + LSUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3, LGUM26-4, LGUM28-4, LGUM2104, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 I . 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: .... 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The;MT1- 16 and*••• •••••• MTSM20 are used to anchor wood trusses, rafters, or beams to masonry ar cancretp• ; • walls. The MTSM fastens to the wood member with 10d common nails'anMbsteris rC •• •••••• the wall with either'/x2'/"Titen Masonry Screws for a masonry wall, ot'14AM4"Titen • Masonry Screws for a concrete wall. These connectors are manufactured trbm 16 ' • gauge steel meeting ASTM A653 SS Grade 33. The galvanized coatin •coM lies Ath ren I ""• the G90 requirements of ASTM A653. Twist strap fastener schedules,•dions an8:'. ""'• . . . .. . ...... I allowable loads are shown in Table 1. See Figure 1 for.additional detaifs�o f twrst straps• •. for masonry. •���0• 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The•1J16416 ath •• •••• HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concret% • walls; The HTSM fastens to the wood member with 10d common nails,and fastens to the wail with either%x2'/"Titen Masonry Screws for a masonry wall, or 1/4x1'/4"Titen Masonry Screws for a concrete wall. These connectors are manufactured_ from 14 gauge steel medting ASTM A653 SS Grade 50, Class 1. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson 1/4 X 1'/2"SDS screws(provided with the part), and fastens to the wail with either'Xx2'/" Titen Masonry Screws for a masonry wall, or 1/4x11/4"Titen Masonry Screws for a f concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HM9. 4.4 HGAM10 Hurricane Gusset Angle.The HGAM10 Is used to anchor,wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson 1/4,X 1'/"SDS screws (provided with the part), and fastens to the wall with %x2'/4"Titen Masonry Screws. Allowable loads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle Page 2 of 13 Simpson Strong-Tie t � Page 64 of 340 fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3 for additional details of the HGAM10. 4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss, Anchors are used to anchor a wood member(usually a truss)to a masonry or concrete wall. Embedded truss anchors fasten to a single-ply wood truss with 10dX1YZ nails or to a multiple-ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a"depth indicated on the side of the anchor(4"for META, HETA, and HETAL, and 51/f6"for HETAL). The strap portion of the anchor is 1'/8"wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss ancliors. '4:6 LTA1 Lateral Truss Anchor.The LTA1 is used to anchor wood trusses, rafters,or ..i. beams to masonry or concrete walls. The LTA1 fastens to the wood member with '•••• 1 Otl 1'A' common nails and has legs which are embedded into the wall system. • Allowable loads are shown In Table 2. The LTA1 is manufactured from 18 gauge steel rr"*VASTM A653 SS Grade 33. The galvanized coating complies with the G90 •••••• •• •• reclaimments of ASTM A653. Truss anchor fastener schedule, dimensions and • allmAble loads are shown in Table 2. See Figure 5 for additional details of the LTA1. •• •• •••• 47 DVrAL20 Double Embedded Truss Anchor. The DETAL is a high capacity •••••'• coAMedthr used to anchor single-ply wood trusses or rafters to masonry or concrete • v11I1'`Che DETAL fastens to the wood members with 10dx1'/2" nails. They are embedded in the masonry or concrete wall to a depth of 4'/inches. The strap portion ol:i":he anchor is 1'/8 wide. The strap anchors are manufactured from steel meeting ATAIA653 SS Grade 50,Class 1, and the truss seat is manufactured from steel meeting ASTM A653 SS Grade 33. The strap anchors are 16.ga. steel and the seat is 18 ga. steel. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 3. See Figure 6 for additional details of the DETAL. 4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap Tie models are used to provide a tension connection between wood members and a masonry or concrete structure. The MSTAM Straps are 1'/4"wide for use on 1'/"and larger members. They are installed with 10d common nails to the wood and either '/x21/4'Titen Masonry Screws to masonry, or 1/4x13/4"Titen Masonry Screws to concrete. The MSTCM Strap is 3"wide for use on doubled 2-by or single 4-by and larger members. They are installed with 16d sinker nails to the wood and either%x2%". Titen Masonry Screws to masonry,or'/4X1'/4" Titen Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1,of a thickness as specified in Table 4. The galvanized coating complies with the G90 requirements of ASTM A653. Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. 4.8 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is - a non-pitch specific girder tie down that can be used in new construction or retrofit applications to tie down a girder truss or beam to a concrete or masonry wall. The Page 3 of 13 r Simpson Strong-Tie Page 65 of 340 a FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity. The FGTR fastens to the truss with Simpson Strong-Tie SDS%"wood screws,and fastens to the masonry or concrete wall with Simpson Strong-Tie 1/2" diameter Titen HD fasteners, which are supplied with the connector. The FGTRE uses a strap that is oriented with its fiat dimension parallel to the truss for placement at the . end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A- 1011 Grade 33 steel having Fy=33ksi and Fu=52ksi and the plates are made from 3 gauge ASTM A-1011 Grade 33 steel having Fy=33ksi and F„=52ksi. They have a gray 4 powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads are shown in Table 5. See Figure 8 for additional details of face mount girder tie down ' connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to ' masonry or concrete walls. The LGUM and HGUM use Simpson Strong-Tie Titen HD anchors to attach to the masonry or concrete wall, and Strong-Drive Screws (which are provided)to attach the beam to the hanger. To install the Titen HD anchors, drill holes.* of the same diameter as the anchor into the masonry or concrete. Holes should be'U'S'0 0 deeper than the specified Titen HD length. The SDS screws are installetl•best with a • low-speed '/s'drill and a %" hex head driver. Predrilling holes for SDS Sews is not••••: ••..:. required. The LGUM is manufactured from galvanized steel complyingwitr?ACTM A • • 653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55•its J?75 arjct..% �•• 379 MPa), respectively. The HGUM is manufactured from galvanized stet tomplythg ••••• with ASTM A 653 SS Grade 33 with minimum yield and tensile strengtiil b?%i and;45';• •• •• ksi (228 and 310 MPa),-respectively. The galvanized coating complies With the G90 *0 ••••;• requirements of ASTM A 653. The steel thicknesses are 0.099" (2.51 rl?b) 'oi the ' 00 LGUM, and 0.173" (4.39 mm)for the HGUM. Girder hanger fastener s�•hedul'e, :00.:0 """ dimensions and allowable loads are shown in Table 6. See Figure 9 for ad&ional T 0 0 0 0 0: details of masonry girder hangers. •0 e :0: 0 • •. . 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. ` 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued-laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables1 through 6. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir-Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce- Pine-Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp)y with ASTM F 1667 and shall have the minimum bending yield strength Fyb: Common Nail Nail Shank Diameter Pennyweight- (inch) FYb (psi) 10d 0.148 90,000 16d sinker 0.148 90,000 16d 0.162 90,000 Fasteners for galvanized connectors in pressure-preservative treated wood shall be hot-dipped zinc coated galvanized steel with coating weights In accordance with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. Page 4 of 13 Simpson Strong-Tie f Page 66 of 340 "5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report: Material Specification Minimum Compressive Strength Concrete,f c - 2500 psi Mason fm ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi or by proportions) Grout ASTM C476 2000 psi or by proportions) 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong-Tie Wood Construction Connectors catalog. The Information in this report supercedes any conflicting information between information provided in this report and the catalogue. 0000 0.0 0 0• 0..;:• SUBST•ANT4ATING DATA • • • • 0:000. Testds(a submitted by Testing Engineers Inc. and Product Testing, Inc., and signed 0000.. and-everaled calculations performed by Jeremy Gllstrap, P.E., and Samuel Hensen, • 0 ••„ POE.•,pV-formed in accordance with the 2007 Florida and Residential Building Codes. 0000. . ••.• ••••• •••• ••••" Product Test Number Date Tested • . . ,: • •• 00009 • •• MTSId1 8845, H756 2/27190, 12/6/00 0• :11118M 02-3667 1/30/02 :*0006 M9 I'1 lift 02-3793 5/15/02 M9 91 Direction 02-3793 5/15/02 F2 Direction 02-3793 5115/02 HGAM10 Uplift 02-3884 7/29/02 HGAM10 F1 Direction H046 3/25/99 HGAM10 F2 Direction H141 6122/99 META Uplift 02-3674, 02-38029 614/02, 6/8/02, 7/24/02, 2/8/04 02-3861 04-4675 META F1 02-3674,02-3802 6/4/02,6/8/02 META F2 02-3674,02-3802, 6/4/02, 6/8/02, 7124/02 02-3861 _ HETA Uplift 02-3803,02-3862, 6/10/02,7/26/02,2/8/04 04-4676 HETA F1 02-3803 6/10/02 HETA F2 02-3803,02-3862 6110/02, 7/26/02, HHETA Uplift 02-3676,02-3863, 6/4/02, 7/29/02,2/7/04 04-4674 HHETA F1 02-3676 6/4/02 HHETA F2 02-3676,02-3863 6/4/02, 7/29/02 HETAL Uplift 02-3803,02-3862, 6110/02,7/26102,.2/8/04 676 HETAL F1 04-404-4 3117194 Page 5 of 13 Simpson Strong-Tie Page'67 of 340 i Product Test Number Date Tested HETAL F2 D844 3/28194 DETAL Uplift 0797 3/28108 DETAL F1 0795, 0799 5/12/08,3/27/08 DETAL F2 0796, 0798 6/05/08,3/28/08 LTA1 Uplift 02-3616 2/13/02 LTA1 F1 02-3616 2/13/02 LTA1 F2 02-3616 2113/02 MSTAM24 Uplift 02-3795 5117102,5/17/02 1 MSTAM36 Uplift 02-3795 5/17/02, 5117102 MSTCM40 Uplift 02-3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 04-5004, 04-5005 10/6/04, 10/6104 FGTRE Uplift 04-5010 10/29/04 FGTRHL/R Uplift 04-4915 10/13/04 LGUM Down M202,M 203, M204, 7/13/06, 7/13/06, 7113106, 7/14/06, M222, M224 8103/06 LGUM Uplift M211, M212, M213 8/18/06,8/18/06,8121/06 HGUM Down M207, M209,M216, 9111106, 9/11/06, 10/20/06, 10/20/06 M217 HGUM Uplift M729, M731 813/06,8/04106 • • • go • • *Go • 8. FINDINGS •••••• ` Upon review of the data submitted by Simpson Strong-Tie, it is my oplr4h40h¢t the•-see• so:*** models as described in this report conform with or are a suitable alternalfve to the •• •••••• ' .standards and sections in the 2007 Florida Building Code, Building, anolh¢•Plorida •� Building Code, Residential code editions listed in section 10 of this rep6rt, subject 4¢•••;• •••••• the limitations below. Maximum allowable loads shall not exceed the 62ov44we loads ;••••; listed in thls report. .0 [ •. !i 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given } must be evaluated as follows: Design UPlift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to.Plate+ Design Lateral Perp. to Plate/Allowable Lateral Perp. to Plate < 1.0 10. CODE REFERENCES Florida Building Code, Building 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong-Tie k 1 Page 68 of 340 Florida Building Code, Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11. ALLOWABLE LOADS:, The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Fasteners Allowable Uplift Loads g 160 Model Ga L(inngth CMU Concrete Southern Truss/Rafter , (Titan) (Titan) pine/Douglas Fir- Spruce,Pine-Fir Larch MTSM16 16 16 7-10d 4-'/x2'/< 4-1/,X13/4, 875 755 j4TSM20 161 20 7-10d 4-Yax2'/a 4-'/x13/4 875 755 ••.,•. • .H7SM16 14 16 8-10d 4-'/x2'/a 4-1/4x 13/4 1175 1010 iiTSM2& 4 20 10-10d 4-Yax2'/a 4-1/4x 13/4 1175 1010 •;.... M9 42 - 4-SDS'/4X1'/z 5-'/x2'/ 5'/4x13/4 805 690 4-IGAM10+ a - 4-SDS'/4X1'h 4-'/ax2'/s 4-'/ax2'/a 850 850 •••••• Notos: •••• •••t.••Loads thjIVY"e,9 60%load duration Increase on the fastener capacity for wind loading where allowed by the Florida Building •• ;• •Code. Loadds do not include a stress Increase on the strength of the steel. No further increases are permitted. Reduce ••••• ••;•••loads W4ARer loads govern. •••••• • A- HM9 allot-mbie4F1 load shall be 635 lbs(DFUSYP)&545 lbs(SFP),and allowable F2 load shall be 200 lbs(DFUSYP)& • . 170Ibs.(SPF; • """ •:.•:111M j'YP)I&9�ble (SPF).shall be1005 lbs(DFUSYP)&870 lbs(SFP),and allowable F2 toad shall be 1105 lbs (OFU•• 4. •Allowa419lpadyefor the HGAM10 are for one connector. A minimum rafter thickness of 2'/z must be used when framing • • ••• • anchors ariARstailed on each side of the foist or truss. HGAN Fy r «� ' % 1.`r Moisture barrier notshown Figure 1 Figure 2 Figure 3 Typical MTSMM/HTSM Application Typical HM9 Installation Typical HGAM101nstallation Page 7 of 13 Simpson Strong-Tie Page 69 of 340 TABLE 2 ALLOWABLE LOADS AND FASTENERS Uplift Lateral Loads Model No. Ga H 1 Ply So.Pine Truss 2 or 3 Ply F, Fz So.Pine Truss badw to 0"M to Fasteners Load Fasteners Load %aq --F) a META12 8 7-10dx1'/z 1450 6-16d 1450 340 725 META14 10 7-10dx1'/i 1450 6-16d 1450 340 725 META16 12 7-10dx1% 1450 6-16d 1450 340 725 META18 14 7-10dx1'% 1450 6-16d 1450 340 725 18 6-10dx1% 1270 5-16d 1245 340 725 META20 16 7-10dx1% 1450 6-16d 1450 340 725 META22 18 7-10dxl% 1450 6-16d 1450 340 -725 META24 20 7-10dx1'/, 1450 6-16d 11450 340 725 META40 36 7-10dxl% 1450 6-16d 1450 340 725 HETA12 8 7-10dx1'/ 1520 7-16d 1780• 340 725 HETA16 12 9-10dx1Y. 1810 8-16d 1810 340 725 HETA20 16 16 8-10dx1% 1735 7-16d 1780 1 340 725 9-10dx1 Y. 1810 8-16d 1810 340 725 • + • HETA24 20 9-i0dx1% 1810 8-16d 1810 340 • 725 • +� •••i• HETA40 36 9-10dx1'/: 1810 8-16d' 1810 340 .•7•?•5• ' • + HHETA12 8 7-10dxl% 1565 7-16d 1820 3406 ••Sib+• • • HHETA16 12 10-10dx1% 2235 9-16d 2235 1 3406 t�i5' ++��+ • + 9-10dx1%z 2010 8-16d 2080 3406 ��1�� •••'• HHETA20 14 16 1010dxi%2 2235 9-16d 2235 3406 815 • •0+110• +�++�• HHETA24 20 10A0dx1I% .2235 9-16d 2235 3406 �a i +�� 0*00 � 00 HHETA40 36 10-10dx1%: 2235 9-16d 2235 3406 81% ; • • +� HETAL12 7 10-10dx1%: 1085 10-16d 1270 415 1100 k• • • •••••• HETAL16 16 11 14-10dx1% 1810 13-16d 1810 415 `1'100 • *90 • • HETAL20 15 14-10dx1% 1810 13-16d 1810 415 1100 +� LTA1 18 3'/6 12-10dx1'/� 1420 12-10dx1'/Z 1420 485 1425 Notes: 1. Loads include a 60%toad duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Five nails must be installed into the truss seat of the HETAL 3. Parallel-to-plate load towards face of HETAL is 1975 lbs. 4. Minimum fc is'2,O00psi 5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The load per nail can be approximated by dividing the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed In the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7-10dx1'/:"fasteners are used writh the META anchor. 6. The HHETA allowable Fi load can be increased to 435 pounds if the strap is wrapped over the truss and a minimum of 12 nails are installed. . b'trSRq tilMf - PCif^Tm E ' y a�E Typical META Installed with TSS Figure 4 Figure 5 Pao META/HETA/HHETA Tvpical Installation LTA1 Typical Installation Simpson Strong-Tie Page 70 of 340 TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS-ANCHORS Uplift Loads Lateral Loads5 Model No. Qty. Application 1 Ply Southern 2 or 3 Ply Southern F1 F2 Pine Truss Pine Truss (parallel (perpen. Fasteners Load Fasteners Load to wall) to wall) DETAL20 1 CMU 18-10dx1'/ 2480 - - 20008 1370 Concrete 18-10dx1'/ 2480 - - 2000 1505 META 2 CMU 10-10dx1% 1985 14-16d 1900 _1210 1160 Concrete 10-10dx1'/� 1985 14-16d 2565 1210 1160 HETA 2 CMU 10-10dx1'/ 2035 12-16d 2500 1225 1520 Concrete 10-10dx1+/, 2035 12-16d 2700 1225 1520 HHETA• 2 CMU 10-10dx1'/ 2035 V-16d 2500H1225 225 1520 Concrete 10-10dx1'/Z 2035 14-16d 3350 1 1520 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed ...* by the Florida Building Code. Loads do not Include_a stress increase on the strength of the steel. No further •••••• „••• increases arlp permitted. Reduce loads where other loads govern. • 2. Minitlurtr je f5 2,500 psi. • a•+3.�+ Install withspoons facing outward and spaced no more than 118'wider than the truss width. �. InstaP tal?orthe required number of fasteners in each strap,except for the DETAL20. For DETAL20, • • `0 00 0 0 install�t N&Rs in each strap and six nails in the truss seat. • • x;.51, Latergiflb2dsfar META,HETA,and HHETA anchors apply only to 2-or 3-ply applications with anchors +.+•• • spaced at►'finimum of 3"apart. For single ply applications use.lateral loads in Table•2. DETAL lateral load* ft tossingle-p •, +.. ;••6..• DETAR.20 leateral L adingpinr the Le Fr direction anchored in CMU greater than 1,790 Ib.may result in •• . defler.tac>*tplo 5h2"in the F,direction. • `.;t_:` Typical lnstallafiotr • •• I ....... with two METAs #5W;ar k+ Figure 6 DETAL and Double METAIHETA/HHETA Application Page 9 of 13 Simpson Strong-Tie t Page 71 of 340 t r TABLE 4 MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Dimensions Simpson Strong-Tie DF/SP SPF Model No. 'Ga. inches Titen Screws 160 160 W I L CMU Concrete Nails Load Nails Load MSTAM24 18 1'/4 24 5-'/,x23/, 5-3/.x13/4 8-10d 1500 9-10d 1500 MSTAM36 16 1'/s, 36 8-%x2% 8-'/4x13/ 10-10d 1870 11-10d 1870 MSTCM40 16 3 4014 14-'/4x2'/ 14-%x13/4 22-16d Sinker 4220 26-16d Sinker 4220 MSTCM60 1 16 1 3 1 59'% 1 14-'/4x2'/4 I 14-'/4x1'/, I 26-16d Sinker 1.4220 26-16d Sinker 4220 I Notes: 1. Loads include a 60%load duration increase on the fastener capacity In wood for wind loading where allowed by the f Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum edge distance is 1'/i'for Titen Masonry Screws. 1 3. Minimum fm= 1500 psi and minimum f,=2500 psi. 4. Products shall be installed such that the Titen screws are not exposed to moisture. 0000 • • 0000 0•0000 • • • 0 •• • • • - • . • t 717-6-1; - ••0• •• •• 000000 1 til• • 0000 • • • 60..° .r - ••• • • 0000•• • • ti r • •6600• 0.0 • 0000• } • • e 4, 0000 0900 00000 • • Joe• • •000•• ' \'..ty}' -- 0000 • • •'' • • • 0000•• 000000 y `• • • ' 0 5 Typical N STAM36 MS10136 M510440 InstallaliorL Typical MSTCM60 Installation Figure 7 MSTAM/M5TCM Typical Dimensions and Installation k r Page 10 of 13 } Simpson Strong-Tie r - a Page 72 of 340 TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS Fasteners Allowable Model No. Qty. To Block and To Truss Uplift Load Concrete Wall (160) FGTR 1 2-Titen HD 1/2x5" 18-SDS1/4x3 50008 2 4-Titers HD 1/2x5" 36-SDS1/4x3 9400 FGTRHUR 1 2-Titers HD 1/2x5" 18-SDS1/4x3 3850 FGTRE 1 2-Titers HD 1/2x5" 18-SDS1/4x3 46858 FGTRE+FGTR 1 Each 4-Titen HD'/x5" 36-SDS1/4x3 .50008 Notes 1. Loads include a 60%load duration Increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete wails that are designed to transfer the uplift loads to the foundation. 3. Minimum edge distance for the Titen HD Is 4' 4. THD's should be spaced in every other hole on the part •••• 5. Attached members must be designed to resist the applied loads ••••• .••••. 6. Products used for corner applications shall be limited to 4685 lbs allowable • • 10 koals are governed by the grouted wall capacity based on testing of the products attached to the • • • ' c8rlier of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested t t • • •••••• • •• ••Dft8dhed to a steel column to an allowable load of 11,400 lbs which can be used for design provided • • ••"all is designed by the engineer of record to transfer the uplift forces. t Kf •tit• ' # •tttt• • • t 44. -i.-7 1:-r R. Two FGTRs FGTRHL tz lam* w FGTR WINS 7 ." titiQutD i - ���,a also ; FGTRE .. Vis, - ti/• `�•' .•Cy:cT�j�4'~'J%/ FGTRHLTOPVIEW Figure 8 FGTRIFGTRE/FGTRHL/FGRHR Typical Installation Page l 1 of 13 Simpson Strong-Tic Page 73 of 340 { TABLE 6—LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS Dimensions(in.) Fasteners Allowable Loads(lbs.) CMU/Concrete Joist Uplift Download DFISP/LVLIPSLILSL Model No. Ga W H B CMU Concrete Titen HD SDS Screws (1160) (100/1`151125) DOUBLE 2x SIZES LGUM 26-2 12 3 /t6 5 4 4-'/e"x 4" 4-%'x2%" 1430 5595 LGUM 28-2 12 3 /16 7 4 6-%"N4" 6-'/,"x2'/z" 2435 .8250 LGUM 210-2 12 3 /t6 9 4 8-'/e"x 4" 8-'/"x2%" 3575 9575 TRIPLE 2x SIZES LGUM 26-3 12 5'/ 5% 4 4-'/"x 4" 4-'/"x2Y." 1430 5610 LGUM 28-3 12 5'/. 7 Y. 4 6-%'x4' 6-''/"x2%" 2435 8290 LGUM 210-3 12 5% 9'/a 4 8-Y."x 4" 1 8-%"x2'/z" 3575 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 6 /tG 5 /te 4 4-'/e°x 4° 4-'/<"x2'/" 1430 5625 LGUM 28-4 12 6 /te 7'16 4 6-'/."x 4" 6-'/°x21/z" 2435 8335 LGUM 210-4 12 6 /16 90/16 4 8-%"x 4" 8-'/s"x2'/° 3575 9860 4x SIZES LGUM 46 12 3% 4% 4 4-'/e"x 4" 4-'/,"x2'/° 1430 5600 LGUM 48 12 3% 6'/. 4 6-%"x 4" 6-'/<°x2'/i 2435 8260.••• LGUM 410 12 3% 8% 4 8-%"x 4" 8-'/"x2W 3575 962%...• .... ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES Y.DUTY . . HGUM5.25 7 5'/, 5'/+ 8-%"x 5" 24-%"x2'/z" 10085 .A4965 .001015 ..;. HGUM5.50 7 5'/z 11 5'/4 8-S/e"x 5" 24-'/+"x2'/a" 10125 .94 44 16015 HGUM7.00 7 7 to 51/4 8-$/e°x 5" 24-VVx2'/2" 10375 , 0 1,6015 • ••• HGUM7,25 7 7 '/+ 30 51/4 8-5/."x 5" 24-'/4"x2'/:" 10415 •j4Z4C :000%1&15 • HGUM9.00 7 9 5'/4 8-6/a"x 5" 24-%"x2'/z" 10705 .11§41 16015 ••• • t . . . Notes: •• •• ° •• • •....• 1. Uplift loads include a 60%load duration increase on the fastener capacity in wood for wigq opj&g where allowed by the Florida Building Code. Loads do not include a stress increase on the strep gt eckhe steel. Ito • further increases are permitted. Reduce loads where other loads govern. ...... 2. Minimum f'R,= 1500 psi and f a=2500 psi. : .'. •; 4 LGUM HGUtd 1,ycx!UUM i&SU113 io° rad W HOW bfk{(atim f , k Figure 9 LGUMIHGUM Typical Installation ' Page 12 of 13 Simpson Strong-Tie Page 74 of 340 12. IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. I t t s ...... . .. .. .. ...... . . . . .tSr aE,*tll i,f f i• � L•t I'tr�lf. y. I61. N Y �. `tJax pe tjilc2 gy, Inc. Jefr y�?;•?�[rae , P.E. b X85 Page 13 0£13 Simpson Strong-Tie "!18/2015 Florida Building Code Online Page 75 of 340 ,�r � tie-+"- 7(f i+,r x i .i s 3.. � •+" c� rs' S:�K ��?V �4 � y!� �f 't�3��_•z�w --� x< .._s..._ s Vic U .... (,'' -i-• � .,.ss_........._.._._�.__� :S ,._ .xYd��..- � fL<fBusi 'ftl; SCIS Home Log In I User Registration Hot Topics Submit Surcharge Stats&Facts Publications FBC Staff 1 BUS Site Map Links { Search nes6�n�") a! Product Approval rofessi ' USER:Public User Regulation I>M!'�Pt"�:= Product Aooroval Menu>Product or Aoollcatlon Search>Application List>Application Detail - y{ _4r FL# FL11470-112 Application Type Editorial Change Code Version 2010 Application Status Approved Comments Archived i Product Manufacturer , Simpson Strong-Tie Co. Address/Phone/Email 2221 Country Lane , 1 McKinney,TX 7SO70 (972)439-3029 rshackelford@strongtie.com Authorized Signature Randall Shackelford ••e •0000 •••••• rshackelford@strongtle.com ,. • • • 000*900 • • • • Technical Representative Randall Shackelford •••:•• • • Address/Phone/Email 1720 Couch Drive •••• • • • ' McKinney,TX 75069 �••••• �•�••� ��•�• (800)999-5099 • • •••••• •••• ••••• rshackelford@strongtie.com • • . • • Quality Assurance Representative Pat Woodall ; • ; •• • •• • Address/Phone/Email 1720 Couch Drive •...•• McKinney,TX 75069 • • • i••••i (800)999-5099 •• • •• :•: • • pwoodall@strongtie.com •• • Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer V Evaluation Report- Hardcopy Received i Florida Engineer or Architect Name who developed Jeffrey Arneson, P.E. + the Evaluation Report Florida License PE-58544 Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 12/31/2015 i Validated By ( Mark R. Barrow, PE r Validation Checklist- Hardcopy Received I Certificate of Independence EL11470 R2 COI Arneson Cert of Independence2007.g_df Referenced Standard and Year(of Standard) Standard Year AF&PA NDS 2005 AISI NA Spec for Design of Cold-Formed Steel Structures 2001 ASTM D1761-88 i' 2000 v a I , Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect ittpsJAvww.floridabuilding.orgfpr/pr app dtl.aspx?param=wGEVXQwiDgvBJyggZ9WuEL3jco41skahsiryc4K9lhB81VGRFJ5OvQ%3d%3d 1/3 I 2/18/2015 Florida Building Code Online Page 76 of 340 FL11470 R2 Eauly 2010 Self Affirmation Simpson,odf, Sections.from the Code Product Approval Method Method 1 Option D Date Submitted 03/14/2012 Date Validated 04/26/2012 _ r w Date Pending FBG Approval 05/07/2012 Date Approved 06/11/2012 Summary of Products FL# Model,Number or Name Description 11470,1 DSC2 Drag Strut Connector. Limits of Use Installation Instructions Approved for use'In HVHZ:Yes FL11470 R2 11 SIM 200803 WoodConns.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 (TX) Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: 'FL11470 R2 AE SIM 200803 Wookonns.pdf Created by Independent Third Party: Yes .••••• ••• 11470.2 • H16, H16S, H16-2, H16-2S Hurricane Tie • ; , Omits of Use Installation Instructions •••••• •• • Approeel fdMse in HVHZ:Yes FL11470 R2 II SIM 200803WoodConns.odf • • Approvigiw4use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 66675 (TX) •••••• Impact jWLstant: N/A Created by Independent Third Party:Yes •:•• *DesigM Pre ssbre: N/A Evaluation Reports Other: _ FL11470 R2 AE SIM 2008Q3 WoodConns.pdf ..••• :.: •.`••'••' Created by Independent Third Party: Yes �. • 11470.3••••• H8 Hurricane Tie "'�" •;•• Limits of Use Installation Instructions •Approyd!d for�se in HVHZ:Yes FL11470 R2 II SIM 200803 WoadConns.ndf • ••• Approved im use outside HVHZ:Yes Verified By: Randall Shackelford P,E. 68675(TX) GImpact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other:Two connectors are required in HVHZ when using SPF FL11470 R2 AE SIM 200803 WoodConns pdf to.achleve min. 700 lbs. uplift. Created by Independent Third Party:Yes 11470.4 HGA10 Heavy,Gusset Angle Limits of UseInstallation Instructions Approved for use in HVHZ;Yes FL11470 R2 II SIM 200803 WoodConns pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 (TX) Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other:Two connectors are required in HVHZ to achieve min_. FL11470 112 AE SIM 200803 WoodConns pdf 700 lbs. uplift. Created by Independent Third Party: Yes 11470.5 HRS6, HRS8,HRS12 Heavy Straps' Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL11470 R2 II SIM 200803 WoodConns.Ddf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 (TX) Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure:`N/A Evaluation Reports Other:Two straps are required when using HRS6 to resist FL11470 R2 AE SIM 200803 WoodConns.pdf uplift In HVHZ to achieve min. 700 tbs. Created by Independent Third Party: Yes 11470.6 LGT2, LGT3-SDS2.5, LGT4-SDS3 Girder Tiedowns Limits of Use Installation Instructions Approved for use In HVHZ:Yes Fi 11470 R2 II SIM 200803 WoodConns pdf Approved for use outside HVHZ;Yes Verified By: Randall Shackelford P.E. 68675(TX) Impact Resistant: N/A Created by Independent Third Party:Yes Design Pressure: N/A Evaluation Reports Other: FL11470 R2 AE SIM 200803 WoodConns.pdf Created by Independent Third Party: Yes 11470.7 MGT,VGT,VGTR,VGTL Medlum Girder Tledown,Variable Girder Tiedown httpsIw m.floridabuildinq.orapr/pr app.dtl.aspx?param=wGEVXQwiDgv8JyggZ9WuEL3jco41skahsiryc4K9lhB8iVGRFJ5GvQ%3d%3d 26 -18t2015 Florida Building Code Online Page 77 of 340 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL11470 R2 II SIM 200803 WoodConns odf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675(TX) Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports i Other: FL11470 R2 AE SIM 200803 WoodConns.pdf Created by Independent Third Party: Yes r r 11470.8 MSTC48B3, MSTC66133 Pre-bent straps Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL11470 R2 II SIM 200803 WoodConns.t�df Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675(TX) Impact Resistant: N/A Created by Independent Third Party:Yes I Design Pressure: N/A Evaluation Reports Other: FL11470 R2 AE SIM 200803 WoodConns.Ddf Created by Independent Third Party: Yes : 11470.9 MTS24C, MTS28C, MTS30C Twist Straps Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL11470 R2 II SIM 200803 WoodConns,pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P,E. 68675 (TX) .. Impact Resistant: N/A Created by Independent Third Party:Yes Design Pressure: N/A Evaluation Reports Other: FL11470 R2 AE SIM 200803 WoodConns.pdf Created by Independent Third Party:Yes 11470.10 TSP Twisted Stud-Plate Tie Limits of Use Installation Instructions •• • Approved for use In HVHZ:Yes FL11470 R2 II SIM 200803 WoodConns.pd€ • Approved for use outside HVHZ:Yes Verified,By: Randall Shacke:forcr.P',r'. 6867S4t1X)P '•• • Impact Resistant: N/A Created by Independent Thirdrf•arty, Yes i.• • Design Pressure: N/A Evaluation Reports 080000 ••••; 000 ;; Other: Multiple/additional connectors required in HVHZ when FL11470 R2 AE SIM 200803 W.ob�&nns.Ddf connecting stud to single sill plate, and when connecting SPF Created by Independent Third Party:Yes :•• •: Stud to top plate when using 10d X 1-1/2" nails to plate,to •• •'• ;...; ' ' achieve min, 700 lbs. uplift, *090 0 09 • •••••• •••• ••••• • Back Next • • • ••••:• Contact Us:: 1940 North Monroe Street,Tallahassee FL 32399 Phone:850-487-1824 • • • The State of Florida Is an AA/EEO employer.Copyright 2007-2013 State of Flohd&::Privacy Statement::Accessibility Statement:: Refund Statement Under Florida law,email addresses are public records.if you do not want your e-mail address released In response to a public-records request,do not send electronic mail to this entity.Instead,contact the office by phone or by traditional malt.If you have any questions,please contact 850.487.1395.'Pursuant to Section 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address if they have one.The emails provided may be used for official communication with the licensee.However email addresses are public record.If you do not wish to supply a personal address,please provide the Department with an email address which can be made available to the public,To determine if you are a licensee under Chapter 4SS,F.S.,please dick here. Product Approval Accepts: 9 srturitg�ir�nit': t 3d 313tfos:/Iwwv.foridabuitdtnq.orM %3d%.V I �• Page 78 of 340 Jax Apex Technology, Inc. FBPE CA NO.7547 4745 Sutton Park Court,Suite 402 i, t Jacksonville, FL 32224/904/821-5200 FoilffiKWA 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 LINUTATIONS IPI THiS REPORT Jeffrey P.Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized ev69ating engineer of this report. Apex Technology is the prime professional, as defined in Florida Rule • •••• 610-00.002, alstDorl;ed to sell the engineering services performed by Jeffrey P. Arneson, and is in no • vfax ae�ng, nar attempting to act, as an approved evaluation entity. Neither Jeffrey,P. Arneson, nor any •••••• atheremployee pfApex Technology, has performed calculations or testing for the products listed in this ••• repent. This eemluation is based solely upon the review, under the direct supervision of Jeffrey P. • Amason, of testing,gnd/or calculations submitted by the manufacturer. ..... . .... The,eapacitiea'{iis!yOin this report are based on the limiting capacities as determined from the •••••• Aha slantiatirig Aatat iWe reviewed the substantiating data to a degree that allowed us to determine • whether or no!#V vmrk performed is consistent with the intended use of the product,'and that the •:•••• mathods usedeare iriecompliance with,or meet the intent of,the Florida Building Code.All test reports • were prepared by arrrapproved testing laboratory. REPORT NO.: SIM200803 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG41E 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 913-72.110. 2. PRODUCT NAME Truss to Wall Connectors 1-18, MTS24C, MTS28C, MTS30C, 1-116, 1-116S, 1-116-2, H16-2S, HGA10 Page 1 of 13 Simpson Strong-Tie Page 79 of 340 Girder Tiedowns LGT2,"LGT3-SDS2.5, LGT4-SDS3, MGT,VGT,VGTR, VGTL r Strap Ties HRS6, HRS8, HRS12 Pre-bent Strap Ties MSTC48133, MSTC6663 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 tap plates, wood top plates to studs, and studs to bottom plates. They can be used to resist uplift loptIte•. from wind or other loading. It is installed with 10-10dx 1'/2°nails. The H8 is laniulactured•••. •••••• from 18 ga. steel meeting ASTM A-653 SS Grade 40. It is coated with a G90galvanized.' •� finish. Allowable loads and fasteners are shown in Table 1. See Figure 1 fob acUflonal details. ••.... 4.2 MTS24C, MTS28C, and MTS30C Twist Strap. These Twist Straps.are, � �lto anAor�� wood trusses or rafters to wood top plates,wood top plates to studs, and ot4e1%Rplicat1'orls,• • requiring uplift anchorage. They can be used to resist uplift from wind or otwjppoing. !The. C denotes that the twist is in the center of the strap. They are installed with bith'br;14-100 common nails or 14-10dx11/2" nails. The MTS24C, MTS28C, and MTS30C are . ;....* manufactured from 16 ga. steel meeting ASTM A-653 SS Grade 33. They a 0seodted 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 4-10dx1'/"nails and to the bottom of the top plate with 6-10dx11/"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 '/x13/"Titen 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 '/4 X 1'/2' 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 i Page 80 of 340 4.5 LGT2 Light Girder Tledown. 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'/X2'/4"Titen Masonry Screws, or to a concrete wall beneath with 7-'/aX 13/,"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 Titen 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 foer-ply wood truss or beam (maximum 6'/z"wide) to a wood wall. The LGT4- • • ••• :••••6DS3•f�sj�gs to the wood truss or beam with Simpson Strong-Tie SDS screws. It • • attacbMtgyvood 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 •..... "00,yIeld Arid4eAsile strengths of 40 and 55 ksi, respectively. The finish is G90 galvanized. ....Alfowa W@4oads 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 beapl j3" Oninimum width)to a wood or masonry wall. The MGT fastens to the wood truss • •pr bealn vMfi 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 W diameter anchor bolt or rod. For masonry construction, this 5/s" anchor must be designed by the building designer to provide at least as much anchorage as is required of the MGT. For wood frame construction, this /e" anchor may be a length of all thread rod that is attached to an anchor fastened to the studs beneath 4 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 milts-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 desighed 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 Page 81 of 340 r 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. J k 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 1'/"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. t 4.11 MSTCB3 Pre-bent Strap Tie. The MSTC48133 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 gav 0•••• ' steel meeting ASTM A-653 SS Grade 50, Class 1. They are coated with a C230 galvanized 0 6. ••••;• finish. Allowable loads and fastener schedule are shown in Table 5. See Nuo?e 9*for •• additional details. 06.06 00 00 0000.. 6 6 6:6 6 6 0000.. 4.12 TSP Stud to Plate Connector. The TSP is used to connect a stud to eitherdouble666: . top plates or a single sill plate. The TSP twists to attach to the side of the sty, p educe 6 •• interference with sheathing, drywall, and trim nailing. The TSP has a short f"Pon it thia6t6• 000000 installs either over the top of the top plates or hooked under the sill plate. Far.§iV"ate ' 6• application, fill all round holes. For top plate application, fill all round and trhMgM*aped 666.: holes. The TSP is installed with either 10dx1'/"or full-length 10d common gails..The T�POO• is formed from No. 16 gage(0.057 inch)ASTM A653 SS Grade 40 steel, wit%w?hitnum' ;:.Poo*: ; yield and tensile strengths of 40 and 55 ksi , respectively. The galvanized coating complIQ%0 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 1/2" drill and a W 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 i Page 82 of 340 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber,glued-laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tablesl through 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 comp)y with ASTM F.1667 and shall have the minimum bending yield strep the 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: • rial Specification Minimum Compressive Strength 'G®lq®nete,fc - 2500 psi ••••: asen , f m ASTM E447 1500 psi •••••• Ma,"nry Unit ASTM C90 1900 psi ••••• •••• .:**Mar ASTM C270 Type S 1800 psi or by proportions •••••• •' ••Vout ASTM C476 2000 psi or by pro ortions •••••• 6AN&-r-,ALLA''ION • • • • •:•:Fnstallationshall 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 Giistrap,P.E., performed in accordance with the 2007'Florlda and Residential Building Codes. Product Test Number _ Date Tested H8 Uplift H204, H220 5-6-99, 5-13-99 MTSC Uplift 8845 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 1-11-99, 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 F _ Page 83 of 340 e 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 r LGT4 F2 Direction 0394 10-1-07 e 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, 8/22/2006,8129/2006, N 149 8/30/2006, 9/12/2006, 9/15/2006 MSTC4883 Tension J367 J583 6-4-03, 11-19-03 MSTC6683 Tension J368 6-24-03 M481, M950, M812, M817, 4/19/2006, 5/24/2006, TSP Uplift M202, N056, N074 8/1012006, 8/15/2006, 8/1812006, 8/23/2006 DSC2R/L Tension FROM SIM200801 DSC2R/L Compression FROM SIM200801 . . .... ...... 8. FINDINGS " ' • Upon review of the data submitted by Simpson Strong-Tie, it is my opinion tha'f'tnglmodels ;..•.; i 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 ••tePxoeed tloe*:•. ""' 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. 4 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: I 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 t Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong-Tie Page 84 of 340 } a. Florida Building Code..Reside0tial 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11. ALLOWABLE LOADS: The tabtes that follow reference the allowable loads for the aforementioned products. TABLE i ALLOWABLE UPLIFT LOADS FOR TRUSSIRAFTER TO WOOD WALL CONNECTORS Fasteners Allowable Up lift Loads 160 Model No. Ga. To Trusses/ To Plates To Studs Southern Pinel Spruce-Pine-Fir Rafters Douglas Flr•Larch H8 18 5-10dx1'/x 5-10dx1X. - 795 565 H8 18 - E7-1 dx1'/ 5-10dx1'/: 795 565 MTS24C 16 7-10dx1YZ dx1+/, - 1000 860 MTS28C 16 7-10dx1'/: dx1'/2 - 1000 864 MTS30C 16 7-10dx1'/2 dx1'/z - 1000 . 860 18 2-10dx1'/2 0dx1+/2 - 1400 1205 0.090• •M� 1 • 10dx1'/: 10-10dx1y2 - 1400 1205 �• • 1-116.2 18 ••2-10dx1Y2 10-10dx1Y: - 1325 1140 •i99•• •I.i 6Q i49 ••2-10dx1'/2 10-10dx1+/2 - 1325 11 • • H6A10 140 .4 8DS'/<X1'/z 4-SDS'/,X3 3755 0000•• . . Niles: • '0000 0 1"L'dbt%inclA.4%10rease of 60%for wind loading where permitted by the code for fasteners in wood. Loads do not • 0 �Igq[Wde a sqjs,�i"ase on the strength of the steel. No further Increases are permitted. Reduce loads where other 0 leadnovero. 90 Z AlUvable toads are for one anchor. A minimum rafter thickness of 2Y:"is required when H8 connectors are installed . •' on each sid4SWetruss and on the same side of the plate. •••••• 30%t4r;igane tills are shown installed on the inside of the wall for clarity". Installation on the outside of the wall is see**: acce0table.^installation of H16 series on the outside of the wall,a minimum 15132"wood structural panel • • •eqhe9 ing with lift nail between straps to top plate is required. For a continuous load path,truss to top plate and to'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 5-10dx 1 Yz"nails to stud . and 4-10dxl%"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. B. 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(DFL/SYP)&775 lbs(SFP),and allowable F2 load(160)shall be 940 lbs(DFL/SYP)&815 lbs(SPF). T y:1 1� e a ✓✓ .E. ✓✓J M lyplcal r= installation of - - MTSC connecting H8 attaching — truss to top plate rafter to double top plates Figure 1 H8 and MTSC Typical Installation Page 7 of 13 Simpson Strong-Tie Page 85 of 340 I H16 Depmding on I � � beelhefgt�t. � P Depending on heel strap may nmp ,�r - height,strap may to back or plate wap to back of Plate. / •I ./ r , •,� 3 *�— Install Inslallationl0 ... . • ItrIA4-10IRIS4I • • •••• •••••• twall 4.1odA to Install 640d M 6rjcla cdje of 2c to face d 2x Doubt Tqt Plates • • • • Inside edge of 2x to face of 2x •• • •• • •• H16-2lnstaliation •••••. •. •• •....• Figure 2 •••••• • H16, H16-2,and HGA10 Typical Installation .• ;•••;• o • .•...• 1 •••'• ••••• TABLE 2 ALLOWABLE UPLIFT LOADS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNEMa •• •••••• Fasteners Allowable Up IIft Loads •• Model ca Length CMU Concrete Southern Pine! • •••••• No. - (in.) Truss/Rafter Space Pine-Fir • • (Titen) (Titen) Douglas Fir-Larch • • • •.•.•• H16 18 183/ 2-10dx1'/2 6_Y44x21/4 6-'/,x13/4 1470 T2%5 • :•: • • H16-2 18 183/4 2-10dx1'% 6-'/x2'/4 6-'/xi'/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 govern. t� << S L 15 Rebar Mill. i Figure 3 H16 Typical Installation to Masonry Wall I Page 8 of 13 - Simpson Strong-Tie I Page 86 of 340 TABLE 3 ALLOWABLE LOADS FOR GIRDER CONNECTORS Allowable Uplift Allowable Fasteners Loads (160) Lateral Loads Model No. 4tY• No.of 160plies ' Wood Studs Girder or Framing CMU •Concrete DFISP SPF F1. F2 LGT2(Wood) 1 2 16-16d Sinker Sinkers 2050 1785 7004 1704 7-'/4x2'/4 7-'/4x1'/.Titers 2150 1850 7004 1704 LGT2(Masonry) 1 2 16.16d Sinker - Titen Screw Screw LGT3-SDS2.5(Wood) 1 3 12-SDS'/4x2'% 21-16d Sinkers - - 3685 2655 795 410 LGT3-SDS2.5 1 3 12-SDS''%x2%2 4-'/4'x5' , 4-Wx5' 3285 2365 795 410 Mason Titen HD Titen HD LG VS 3(Wood) 1 4 16-SDS''/4x3 30-16d Sinkers - 4060 2925 20005 6755 ...... -J,"T�'SDS31• 4 16 SDS'/,x3 4-'/3"x5' 4-'/8"x5° 3285 2365 - - M son Titen HD Titen HD • ) 1 2(min) 22-10d 1%'anchor - 3965 3275 - .tvTG�Mood)... •••••• •M8T '(Mas •• •1• 2(min) 22-10d - 1 5/'anchor 1 5/8'anchor 3965 3275 - - ...... • 01 2(min) 16-SDS'/4x3 - i%"anchor 1% anchor 4940 3555 - •;•• ...yGT 2(min) 32-SDS'/4x3 - 2%"anchors 2-'/8'anchors 7185 5175 - •••... .? 3(min) 32-SDS'/<x3 2-'/8"anchors 2-S/e'anchors • 8890 6400 • 660 1 2(min) 16-SDS'/4x3 - i-%*anchor 1-%'anchor 2230 1605 •�•••• VGTL or VGTR _ •••••• '� 2(min) 32-SDS'/4x3 - 2-%'anchors 2%'anchors 5545 3990 •••••• 1,0•Lioads include an increase of 60%for wind loading where permitted by the code for fasteners in wood. Loads do not • include a stress increase an the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 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%"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 w Moisture 1: :—► r �- barrier not sho yn o 0?i' f • --- ee }:. Figure 4 Typical LGT2 Application Page 9 of 13 Simpson Strong-Tie Page 87 of 340 ri<{h•'IIT• - - r to ri.i r.:..• . rr , r , :4 d O 00..e I o o y a o e r1 o:a�o roee LGT3.SD$2.5 ? .. (1(;r4-5DS3 similaf) Figure 5 Typical LGT3 and LGT4Application •••• ImUla ti \ •••••• •••••� o•••i• MWOWlmof 4-10d t tnstrli a I�" '�, t1Jti 11110 � + •••• • • • • yL � rt tll@fJt@ ^-. �It�,��� tdelop •••••• :••••• ••••• o • • of6tod U sin a _.•�.t •• •• • ••••:• nRUS Lit 66 • Wawa j •••••• 0 goo o• • MGT Application to Masonry Typical MGT Figure 6 Insiallation with HDU4 Typical MGT Application s r - i. 1.. I f-.--•. + /. ��t \ \ IY- � Typical VGTR Single Typical VGT Oouhte Installation with HOW installation with 1-101.14's Figure 7 Typical VGTNGTR Application Page 10 of 13 Simpson Strong-Tie I Page 88 of 340 Y 9 e TABLE 4 HRS ALLOWABLE TENSION LOADS + Model No. Ga Nails Allowable Load(164 DFISP SPF HRS6 12 6-10d 605 525 HRS8 , 12 10-10d 1010 880 i HRS12 12 14-10d 1415 1230 Notes 1. Loads include an increase of 60%for wind loading where permitted by the code for fasteners t in wood. Loads do not include a stress increasd 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. ' t • �R f5t t i65P •••••• •••• Figure 8 • •• Typical HRS Strap • •••••• ABLE 5 MSTCB ALLOWABLE UPLIFT/TENSION LOADS • Minimum Fasteners Allowable Tension •Mcclel .•Qoensions Beam- Studs! Loads(160) • No. -Itflh Depth Face Bottom Post DFISP SPF •••••• •FAOT-j48B3 3' 9'/" 12-10d 3930 3380 "'• ,WT.C66B3; 'i' 11'/" 14-10d 4-10d 38-10d 4440 j 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 t where other loads govern. r 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 DFL/SP or 112 lbs,per nail for SPF 3. Nails in studs/post shalt be installed symmetrically. Nails may be installed over the entire length of the strap over the studs/post. 4. The 3"wide beam may be double 2-by members. 5. MSTC4863 and MSTC66133 installed over sheathing up to 1/2"thick will achieve 0.85 of the table loads. *—Vn UW4( � y la His flit �- j F ta,�nzr ! cnrms ntar, tMvPPLun:� d�toesul .{ •� Lig S Kiri MIS Ley �2r eftq T Figure 9 a.f�rvw , � :l,^1 Typical MSTCB Yp F}'T "i- Application •,; i% MSitti6B� , 1:' `'- Itt3tallaUon %Oh R'an loisl MSTC48l13 turc•lew Installation with � no RIM foist y Page 11 of 13 Simpson Strong-Tic t Page 89 of 340 E { F TABLE 6 TSP ALLOWABLE LOADS,FASTENERS,AND DIMENSIONS Model Dim. Plate Fasteners Allowable Up lift Loads 160 No. W L Location Studs Top or Sill Double Tap Plate Single Sill Plate Plate DFISP SPF DFISP I SPF, Double Top g-10dx1'/„ 6-10dxl'/2 755 650 - TSP 1/z 7% Plate 6–10d 1015 870 StngleSiil 6-10dx1'/2', 3-10dx1'/z" _ 395 345 Plate 3–10d - 395 370 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 toads where other loads govern. + 2. TSP connectors achieve different loads depending on whether full length nails or 1'/:"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. 0090 4. TSP Southern Pine stud to Southern Pine sill plate,585 lbs.uplift. TSP SPF stud to Southern Pine ill plated �0•• •••••• lbs.uplift. • • • .. aw— ...... .. .. ...... 0000 •, i • • • • OQ' •�y�k 0000• •0 q 'al 0000• ae •.4 O 0000 00000 iiitallett to •'6.0• 0.0.00 sill plate • •.r • • • • A • • • • 0 • • 00 • 00•• L= p • • • 000000 ° Typical TSP `:.. • :0 a:w installed to •• • to` �t: doubled top 1 r ' plates Figure 10 Typical TSB Application TABLE 7–DSC2R AND DSC2L DIMENSIONS, FASTENERS AND ALLOWABLE LOADS DFISP Allowable Loads SPF Allowable Loads Model No. (in) Fasteners Compression Tension Compression Tension 160 160 160 160 DSC2R-SDS3 16 20-SDS''/a"x3" 2590 3720 1865 2680 DSC2L-SDS3 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. SDS screws minimum penetration is 23/,",minimum end distance is 2Y"and minimum edge distance is%" 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 5/32"bit.) ; Page 12 of 13 Simpson Strong-Tie Page 90 of 340 16" q owf v Figure 11 Typical DSC2 Application f 12,IDXNTIFIGATIO3J •••••• •• •Each ggjgq�tor covered by this report shall be stamped with the manufacturer's name and/or trooemark and the product name. ...... . .. .. .. • • • a . R��� sari•." by Ap ech dl y zI`nc. aff y•P: egah, P.E. E'. 8 44 .'January 5,2009 " f Page 13 of 13 Simpson Strong-Tie t 2/10015 Florida Building Code Online Page 91 of 340 _� z ->rr�*..,...s't�, ^"ry,7;.� ,."sq�.- 1,'� �„z c _s3 .?tFby•! _ :-q�� s^�.=:�...e -a-... 5. �_�isy;'�t"s s' {;r Y�',•�".'n^ y gi d�,'..r/.`1 s« �.x',�i?r�/�Cr:� r z ,c ; __ � .—zs^.`�-.s.....�z..___3_.-Y__...>.a-....a .....___r. i?�,•.,....-.".�.,. rt�� ]� .C..s--.,e.S4r7M� �1i't'"6°.,� '..�:i...� �� trwi{* BC{S Home Log in ! User Registration Hot Topics i Submit Surcharge Stats&Fads i Publications FBC staff E Bcls site Map Links 11 search Busines , = (Product Approval Profess ib al .=-�r USER:Public User Regulation ,,!!fffliA Product Approval Menu>Product or Application Search>Application List>Application Detail FL# FL10456-112 Application Type Editorial Change Code Version 2010 Application Status Approved Comments Archived Product Manufacturer Simpson Strong-Tfe Co. Address/Phone/Email 2221 Country Lane •••••• McKinney,TX 75070 • • 0000 •••••• (972)439-3029 • • • • rshackelford@strongtie.com • • • • • Authorized Signature Randall Shackelford .... • • :•• •: rshackelford@strongtie.com • • •••••• 00 •••••• I •••• ••••• Technical Representative RandaEf Shackelford ..•••• f •.•• : •••••• Address/Phone/Email 1720 Couch Drive •••••• • •• McKinney,TX 75069 • • •• • • (800)999-5099 •••••• rshackelford@strongtfe.com ; .•. i • :•.••: Quality Assurance Representative Pat Woodall r Address/Phone/Email 1720 Couch Drive McKinney,TX 75069 (800)999-5099 f pwoodall@strongtie.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ]effrey P.Arneson, P.E. Validation Checklist Hardcopy Received Certificate of Independence FL10456 R2 COI ICC Cert of Independence.pd Referenced Standard and Year(of Standard) Standard year ASTM D1761 2000 N.A.SPEC FOR DESIGN OF COLD FORMED STEEL CONSTRUCTION 2001 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2005 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect' FL10456 R2 Eouiv 2010 Self Affirmation Simoson.Ddf 6 i Sections from the Code ittpsJ/www.fioridatwildng.orglpr/pr app dill.aspx?param=wGEVXQwtDqudsDrIH6MzA9MCa%2BofYBYUGJCxUg6tcH8N7mgNpVw%3d%3d 114 2/18QOIS Florida Building Code Online Page 92 of 340 : : Product Approval Method Method I Option C Date Submitted . 03/14/2012 l Date Validated 04/25/2012 I Date Pending FBC Approval 05/02/2012 1 Date Approved 06/11/2012 Summary of Products Go to Page Page 2/3 FL# Model,Number or Name Description 10456.21 HS24 Hurricane TIC a Limits of Use Installation Instructions Approved for use in HVHZ:Yes FLI0456 R2 If ESR-2613.pd Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other:Supplimental connectors must be used to acheive FL10456 R2 AE ESR-2613.odf •.. 700# uplift for HVHZ. 10456.ZZ • • HTS16 Heavy Twist Strap •••••• •• • Limits efillse• Installation Instructions �,� • Approyga fgruse in HVHZ:Yes FL10456 R2 Il ESR-2613.odf • •Approved for use outside HVHZ:Yes 'Verified By: Randall Shackelford P.E. 68675 •••• •ImpaoeResiS.tant: N/A Created by Independent Third Party: Yes • �;•• 'Design"&rsure: N/A Evaluation Reports i •'•`• ••• Othery••••• FL10456 R2 AE ESR-2613.pd • •• ' 10456.=3;••; HTS20 Heavy Twist Strap, •••••• •••••'Limits of Use Installation Instructions :•�:•: �Approrred fo4use in HVHZ:Yes FL10456 R2 II ESR-2613.pdf •.ApprdlredTAr use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 • •• Impact Resistant: N/A Created by Independent Third Party: Yes -Design Pressure: N/A Evaluation Reports Other: ' FL10456 R2 AE ESR-2613p_df- r 10456.24 HTS24 Heavy Twist Strap Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL10456 R2 H ESR-2613.odf 'Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other:' FL10456 R2 AE ESR-2613,pdf 10456.25 HTS28 Heavy Twist Strap Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613 odf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports - Other: FLIC456 R2 AE'ESR-2613 odf 10456.26 HTS30 Heavy Twist Strap Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL10456 R2 II ESR-2613.odf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independ6nt Third Party:Yes Design Pressure: N/A Evaluation Reports • Other: FL10456 R2 AE ESR-2613.odf 10456.27 HT530C Heavy Twist Strap Limits of Use Installation Instructions Approved for use in HVHZ:Yes EL10456 R2 II ESR-2613.odf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure: N/A Evaluation Reports Other: FL10456 R2 AE ESR-2613.pdf 10456.28 LFTA Floor Tie Anchor i hUpslAmvi.floridabuildirig.org/pr/pr app dU.aspx?param=wGEVXQMDqudsDrIH6148zAgMCa%2flofYBYUGJCxUg6tcH8N7mgNp\tw%3d%3d 214. 9/18/2015 t Florida Building Code Online Page 93 of 340 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL104S6 R2 II ESR-2613.ndf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10456 R2 AE ESR-2613.adf 10456.29 LTS12 Light Twist Strap Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL10456 R2 II ESR-2613.adf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other:When using SPF/HF[umber 2 connectors must be FL10456 R2 AE ESR-2613.pdf used to acheive 700# uplift for HVHZ., 10456.30 LTS16 Light Twist Strap Limits of Use Installation instructions Approved for use in HVHZ:Yes FL10456 R2 It ESR-2613.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: When using SPF/HF lumber 2 connectors must be FL104S6 R2 AE ESR-2613.odf .... used to acheive 700# uplift for HVHZ • 00 • 10456.31 LTS18 Light Twist Strap •• • Limits of Use Installation Instructions .•.;.. ff . • • Approved for use In HVHZ:Yes FL10456 R2 II ESR-2fi13.Vdf 0 • ••'•; Approved for use outside HVHZ:Yes Verified By: Randall Shack*l ord P.E. 68645..•• Impact Resistant: N/A Created by Independent Thlrt*A?ty:Yes • •;Ge• Design Pressure: N/A Evaluation Reports •••••• *000 ••• • Other: When using SPF/HF lumber 2 connectors must be FL10456 R2 AE ESR-2613.a4f..• ••.• : ••. •• used to acheive 700# uplift for HVHZ. • 10456.32 LTS20 Light Twist Strap �•• Limits of Use Installation Instructions •.• : • ••• : �: Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.pdf ' •• Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other:When using SPF/HF lumber 2 connectors must be FL10456 R2 AE ESR-2613.ndf used to acheive 700# uplift for HVHZ. 10456.33 MTS 12 Medium Twist Strap Limits of Use installation Instructions Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675_ ILnpact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10456 R2 AE ESR-2613,,pdf i 10456.34 MTS16 Medium Twist Strap Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 11 ESR-2613.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third,Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10456 R2 AE ESR-2613.pdf 10456.35 MTS18 Medium Twist Strap r Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes' Design Pressure: N/A Evaluation Reports Other: FL10456 R2 AE ESR-2613,odf 10456.36 MTS20 Medium Twist Strap Limits of Use Installation Instructions 1 Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.odf ttps://www.florfdabuiiding.orgW/pr app dtl.aspx?param=wGEVXCWDqudsDrlH6148zASMCa%2fiofYBYUGJCxUg6tcHBN7mgNpVw°/a3d%3d 3/4 2/18/2015 Florida Building Code Online Page 94 of 340 Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other:, FL10456 R2 AE ESR-2613.odf 10456.37 MTS30 Medium Twist Strap Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FLIC456 R2 AE ESR-2613.Ddf 10456.38 RSP4 Stud to Plate Connector Limits of Use Installation Instructions, Approved for use in HVHZ:Yes FL10456 R2 I1 ESR-2613.bdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Supplimental connectors must be used to acheive FL10456 R2 AE ESR-2613.odf 700# uplift for HVHZ. 10456.39 RST-1 Hurricane Tie Limits of Use Installation Instructions •••• Approved for use in HVHZ:Yes FL10456 R2 It ESR-2613 Ddf •V••• ••• 1 Approved torose outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 • • Impact Rtskslant: N/A Created by Independent Third Party: Yes ,;,,,, ;,•, beslgr&C;eys'#Vre: N/A Evaluation Reports Other:Suuppplimental connectors must be used to acheive FL10456 R2 AE ESR-2613 Ddf ••••: 7004 ul�lf?CFUM VHZ. • • • •• •• ?0456.40•••• RST-2 Hurricane Tie •••• .0", Limits 891 51#116 Installation Instructions •:••�� • 0 ApprovedfoArlusd in HVHZ:Yes FL10456 R2 II ESR-2613.pdf ,• • ApprogCgftlMse outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 •••••• • •Impact Resisllant: N/A Created by Independent Third Party: Yes •, ••••• ;Design presVre: N/A Evaluation Reports •••••• Others Stop lionental connectors must be used to acheive FL10456 R2 AE ESR-2613.odf _ • • i 0 •-00# upliftfor HVHZ. Go to Pager- Page 2/3 Back Next { Contact its:: 1940 North Monroe Street,Tallahassee FL 32399 Phone:850-487-1824 The State of Florida is an AA/EEO employer.Cooyrloht 2007.2013 State of Florida.:;Privacy Statement::Accessibility Statement:,Refund Statement Under Florida law,email addresses are public records.If you do not want your e-mail address released In response to a public-records request,do not send electronic mall to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,please contact 850.487.1395.-Pursuant to Section 455.275(7),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address if they have one.The emalls provided may be used for official communication with the licensee.However email addresses are public record.If you do not wish to supply a personal addressr please provide the Department with an email address which can be made available to the public.To determine if you are a licensee under Chapter 455,F.S.,please dick here.. Product Approval Accepts: Pali ER saYuritcau:rrlc: . htipsJAvwrr.floridabuilding.org/pr/pr app d.aspx?param=wGEVXWDqudsDrIH6148zA9MCa%2lafYBYUGJCxUg6tcH8N7mgNpVw%3d%3d 4/4 Page 95 of 340 ESR-2613 , 1 REPORT M Issued February 1 , 2008 This report is subject to re-examination in'two years. ICC Evaluation Service, Inc. BusinessiRegional office#53M Workman M1 Road,MAtier,CdSfaria90601#(562)5.99-0543 Regional Office#900 MontdaV Road,Sulte A,Blimingham,Alabama 35213 #(205)599-9800 WWW.ICC-GS.o ra Regional Office#4051 West Flossmoor Road,Country Club Mitts,iNinols 60478#(708)799-2305 DIVISION:06—WOOD AND PLASTICS drawings of installation configurations with designated Section:06090—Wood and Plastics Fastenings allowable load directions. 4 3.1.2 HS24 Hurricane Tie:The HS24 hurricane tie anchors REPORT HOLDER: wood rafters or trusses to wood wall lop plates. The HS24 connector is formed from No. 18 gage galvanized steel.See SIMPSON STRONG-TIE COMPANY,INC. Table 2 for required fasteners and allowable loads. See 5956 WEST LAS POSiTAS BOULEVARD Figure 2 for a drawing of the HS24, tie and a typical PLEASANTON,CALIFORNIAA-94588 installation detail. (800)925-5099' ' 3.1.3 RST-1 and RST-2 Hurricane Ties: The RST www.stroncltie.com hurricane ties are used to anchor single-ply wood rooftrusses (or rafters) to vertically aligned wood studs. The RST-1 is EVALUATION SUBJECT: designed to anchor single-ply wood trusses w44Jiimber oriented horizontally, and the RS;-2 1s designedJQApthor .... SIMPSON STRONG-TIE HURRICANE AND SEISMIC two-plywood trusseswith lumber atienfindvertical4ors1i1gle- •• STRAPS AND TIES FOR WOOD FRAMING plywood trusseswithlumber orientAtorizontallyrThEPRST-1 • and RST-2 hurricane tie connectofs Are Fabricated from No, •• • 1.0 EVALUATION SCOPE 20 and No.18 gage galvanized steLl'tttSctively.Seg Table ;....: Compliance with the following codes: 3 for RST model numbers, widt4adritl•Igngth (ZdVp,:igns, • • required fasteners,and allowable upiik dads. See Figure 3 ••••• # 20061ntemational Building Code°(IBC) for drawings of the RST-1 tie and a kq)&o"installa"vdetail. ••:•• . , • ., • # 2006 International Residential Code®(IRC) 3.1.4 LTS,MTS,and HTS Serlet"I'vIlAt Strapa.Me # Other Codes(see Section 8.0) MTS,and HTS series twist straps:M9 V81d to anchot wood •. trusses or rafters to wood wall double top plates,w o od,16ids, •••••• Properties evaluated: wood beams,or'wood rim boards."The-6TS, MTS,an HTS . . 0 0 • Structural series twist straps are formed frons W. 1$, No: 16 wdeNo. 14 gage galvanized steel,respectively.See Table#J&s+rap 2.0 USES model numbers,overall strap lengths,required fasteners,and The Simpson Strong-Tie hurricane and seismic straps and allowable uplift loads when installed with different fastener schedules.See Figure 4 for a drawing of an LTS12 twist strap ties described in this report are used as wood framing and two typical MTS strap installations. connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated under 3.1.5 LFTA Light Floor Tie Anchor:The LFTA light floor tie the IRC when an engineered design is submitted in anchor is used as a floor-to-floor tension tie and is formed accordance with Section R301 A.3 of the IRC. from No.16 gage galvanized steel.See Table 5 for anchor tie dimensions, required fasteners,and the assigned allowable 3.0 DESCRIPTION uplift load.See Figure 5 for a drawing of the LFTA connector. 3.1 General: 3.1.6 FTA Floor Tie Anchors: The FTA floor tie anchors I The Simpson Strong-Tie hurricane and seismic straps and are used to connect vertically aligned studs between a ties,recognized in this report are installed to resist design horizontal wood diaphragm assemblage with.floor joists forces on wood-frame construction resulting from the having'a maximum 12-inch nominal depth. The FTA2 and application of the most critical effects of the load FTA5 are formed from No.10 gage galvanized steel,and the combinations prescribed by code that include wind or seismic FTA7 is formed from No.3 gage galvanized steel.See Table loads. 6 for FTA models, anchor dimensions, required fasteners, and allowable tension loads. See Figure 6a for a drawing of 3.1.1 Hurricane Ties: Hurricane ties are used to anchor an FTA flooranchor tie defining overall length and clearspan, wood rafters or joists to wood wall plates or studs orto anchor and Figure 6b for drawings of a typical FTA anchor wood studs to wood sill plates.The H6,H7Z,H15,and H15-2 installation. ties are formed from No. 16 gage galvanized steel; the 1­11, H2, H2.5, H2.5A, H3, H5, H10, HiOR, and H10-2 ties are 3.1.7 SP and SPH Series Stud Plate Connectors: The formed from No. 18 gage galvanized steel;and the H4 tie is SP1 connector fastens one edge of a wood;stud to the formed from No.20 gage galvanized steel.See Table 1 for tie contiguous edge of a wood sill plate,and the SP2 connector model numbers, tie dimensions, fastener schedules, and fastens to one side of a wood double top plate and to the allowable loads.See Figures la and lb for drawings of the contiguous edge of a wood stud.The SP4,SP6,SP8,SPH4, hurricane ties recognized in this report, and Figure 1 c for SPH6,and SPH8 are V/4-inch-wide(32 mm)U-shaped straps i F REPORTS'- ore not to be construed is representing aesthetics or any other ouribules not specijrnlly atkbested tzar are They to be constnted as an endorsement of the subject of the report or a recommendation for Us use.There Is no warrano-by ICC Fraheolion Service,Inc.,express or implleA os to any findbig or other molter in this report,ar as to any product covered by the report t t i 190JVCSGa1�7f�1101 4 Copyright©2007 Page 1 of 12 Page 96 of 340 ESR-2613 Page 2 of 12 with a horizontal portion that bears against the wood wall lop The body of the HGT heavy girder tiedown backet is� plates or sill plates and two vertical legs that are nailed to the fabricated from ASTMA 1011,SS designation,Grade 33,hot edges of a wood stud. The SPand SPH connectors are rolled steel with a minimum yield strength of 33,000 psi(227 fabricated from No. 20 and No. 18 gage galvanized steel, MPa) and a minimum tensile strength of 52,000 psi (358 respectively.See Table 7 for SP and SPH models,connector MPa), and the crescent washers of the HGT bracket are dimensions, required fasteners, and allowable uplift loads. fabricated from ASTM A 36 steel with a minimum yield See Figure 7 for drawings of the SPI and SP2 connector,and strength of 36,000 psi (248 MPa) and a minimum tensile of typical stud-to-plate connection details for the SP1;SP2; strength of 58,000 psi(399 MPa). SP4,and SPH4 connector`s. Base-metal thicknesses for the connectors in this report are 3.1.8 RSP4 Reversible Stud Plate Ties: The RSP4 tie as follows; plates are used to connect a nominally 2-inch-wide wood stud. NOMINAL THICKNESS MINIMUM BASE-METAL to either a top or sill plate of a wood framed wall.The RSP4 (gage) THICKNESS(Inch) tie connector is fabricated from No.20 gage galvanized steel. No 3 0.2285 See Table 8 for required fasteners and allowable loads.See 0.1705 Figure 8a for a drawing of the RSP4 connector showing No.7 overall dimensions;Figure 8b for a drawing of a typical RSP4 No.10 0.1275 �. installation connecting a wood double top plate to a wood No.14 0.0685 stud;and Figure 8c for a typical RSP4 installation connecting No.16 0.0555 a wood stud to a wood sill plate. No.18 0.0445 r 3.1.V*eW and DSP Stud Plate Connectors: The SSP No.20 0.0335 •••••• stud-lo.plate-connector .is used to provide a positive For sl: 1 inch=25.4 mm. •" connection betwein%gjAgle wood stud and the top or sill • plat;.df.Wb samg•, qpd wall, and the DSP stud-to=plate The galvanized connectors have a minimum G90 zinc .•• �, connegtor is used provide a positive connection between coating specification in accordance with ASTMA 653.Some •••••• a double wood stud and•tfie wood wall top or sill plate of the models'(designated with a model number ending with Z)are • a double wood wall.•7tTt.S w and DSP connectors are availablewith a G1 85 zinc coating specification in accordance .• :•' fabricated ttom No.1 a gage galvanized steel.See Table 9 for with ASTMA 653. Same models (designated with a model regyiTV%;tenersandellewabte uplift loads.See Figure 9 for number ending with' HDG) are available with a hot-dip •••••" drawings•of the AP414d DSP connectors showing overall galvanization, also known as 'batch" galvanization, in •• dimensions; a draWiag pf an SSP installation connecting a accordance with ASTM A 123, with a minimum specified .:.... stud to a sill la •ancC a drawingof a DSP installation coating weight of 2.0 ounces of zinc per square foot of p �' surface area(600 g/m2),total for both sides.Model numbers •••• f,corM�>*t1r1�a doubly:oad scud assembly to a top plate. in this report do not include,the Z or HDG ending, but the • • 3.10"HGT Heavy Ginter Tiedown Brackets: The HGT information shown applies. heavy girder tiedown brackets are used to provide a positive The FTA floor anchor ties and HTS twist straps have a connection between wood roof beams or multi-ply wood roof painted finish and may also be available with the HDG finish. trusses and wood posts vertically aligned to support the end reaction of the beam or truss member. The HGT tiedown The lumber treater or holder of this report(Simpson Strong- connector is a U-shaped bracket that is installed over the top Tie Company)should be contacted for recommendations on chord of the roof truss having a slope from 3:12(14 degrees) minimum corrosion resistance of steel connectors In contact to 8:12 (34 degrees). Other components required for the with the specific proprietary preservative treated or fire connection, such as the anchor rods and hold-down or tie- retardant treated lumber. down devices, that must be used to form a complete load 3.2.2 Wood: Supporting wood members to which these path to resist design uplift forces from their point of origin to the load-resisting elements, that is, the vertically aligned connectors are fastened must be solid sawn lumber, as supporting wood post,must be designed and specified by the Laminated en lumber, or engineered lumber [such Lumber registered design professional. The HGT tiedown brackets Laminated Veneer Lumber (LVL}, Parallel Strand Lumber are fabricated from No. 7 gage steel,and are supplied with (PSL), and Laminated Strand Lumber dimensions having insert plates and crescent washers.See Table 9 for tiedown dimensions consistent with the connector dimensions shown connector 'models, connector dimensions, fastener in this report. Unless otherwise noted,haysupe an as wood schedules, and allowable uplift loads.-See Figure 9_fora members and supported members must have an assigned drawinb of the HGT-2 tiedown connector,and a drawing of a minimum specific or en t enginof eered lumber), except s noted lin typical connection detail showing necessary components, gravity f the far engineered lumber), except is noted in including those not covered in this evaluation report,such as Table 7 for the SPH stud plate tie connectors,which permits the HTT22 tension Tie. lumber having an assigned minimum specific gravity of 0.50 r and 0.55;and Table 9 for the SSP and DSP stud-to-plate tie 3.2 Materials: connectors; which permits lumber having an assigned 3.2.1 Steel: Unless otherwise noted, the connectors minimum specific gravity of 0.50 and 0.43.The lumber used described in this report are fabricated from ASTM A 653,SS with the connectors described in this report must have a maximum moisture content of 19 percent (16 percent for designation,Grade 33,galvanized steel with a minimum yield strength,Fr„of 33,000 psi(227 MPa)and a minimum tensile engineered lumber)except as noted in Section 4.1. strength,F.,of 45,000 psi(310 MPa).The FTA floor anchor The thickness of the wood members must be equal to or ties are fabricated from ASTMA 1011,SS designation,Grade greater than the length of the fasteners specified in the tables 33, hot rolled steel with a minimum yield strength of 33,000 in this report, except if noted otherwise in the tables and psi(227 MPa)and a minimum tensile strength of 52,000 psi accompanying footnotes in this report,oras required bywood (358 MPa).The HTS twist straps,the SSP and DSP stud-to- member design,whichever controls. plate ties, and the H2.5A hurricane tie are fabricated from 3.2.3 Fasteners: Bolts, ata minimum, must comply with ASTM A 653, SS designation, Grade 40, steel with a ASTMA 36 or A 307.Nails used for connectors,straps,and minimum yield strength of 40,000 psi (275 MPa) and a ties described in this report must comply with ASTM rF 1667 minimum tensile strength of 55,000 psi(379 MPa). $ Page 97 of 340 Page 3 of 12 -ESR-2613, and have the following minimum dimensions and bending 5.2 Calculations showing compliance with this report must i yield strengths(Ft,): be submitted to the code official.The calculations must FASTENERS NAIL NAIL pYb be prepared by a registered design professional where DIAMETER LENGTH {psi) required by the statues of the jurisdiction in which the (inch) (inches) project is to be constructed., 8d x V1, 0.131 1'/, 100,000 5.3 Adjustment factors noted in Section 4.1 and the 8d 0.131 212 100,000 applicable codes must be considered,where applicable. 10d x 11/, 0.148 1 11/2 90,000 5.4 Connected wood members and fasteners must comply, iOd 0.148 3 90,000 respectively,with Sections 3.2.2 and 3.2.3 of this report. For SI: i Inch=25.4 mm. 5.5 Use of connectors with preservative or fire retardant Fasteners used in contact with preservative treated or fire treated lumber must be In accordance with Section 3.2.1 retardant treated lumber must comply with IBC Section of this report.'Use of fasteners with preservative or fire 2304.9.5 or IRC Section R319.3,as applicable.The lumber retardant treated lumber must be in accordance with treater or this report holder(Simpson Strong-Tie Company) Section 3.2.31of this report. should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities 5.6 The FTA series tie anchors are factory-welded of fasteners used with the specific proprietary preservative connectors manufactured under a quality control treated or fire retardant treated lumber. program with inspections by Professional Service 4.0 DESIGN AND INSTALLATION Industries,Inc.(AA-660)or by Intertek Testing Services NA,Inc.(AA-688). •"• 4.1 Design: 6.0 EVIDENCE SUBMITTED : •0• •• • •••� ••••'• • . • The tabulated allowable loads shown in this report are based ~pata in accordance with the ICC-iia Areptance eAt i,fa for •••••• on allowable stress design (ASD) and include the load Joist Hangers and Similar DevIcm&(0"$B), dated October • • duration factor, Co, corresponding with the applicable loads 2006(corrected March 2007). see* • • i• •• in accordance with the NDS. • • •••... Tabulated allowable loads apply to products connected to 7.0 IDENTIFICATION t o o* t 0000 • wood used under dry conditions and where sustained The products described in this repgft,drojdenil fled wilR adle- ....•. temperatures are 100°F(37.8°C)or less.When products are stamped label indicating the napT•of Jhe manufpcturer installed to wood having a moisture content greater than 19 (Simpson Strong-Tie),the model nember,end the numPr of •• • percent(16 percent for engineered wood products),or when an index evaluation report (ESR- 523) that is t"&sr an wet service is expected,the allowable'loads must be adjusted identifier for the products re gni=ed in tris report. :•.••: by the wet service factor, C,, specified in the NDS, When Additionally, the factory-welded FTA stries 'tW'attlors connectors are installed in wood that will experience manufactured in the United States are identified"th their G sustained exposure to temperatures exceeding 100°F acronym of the inspection agency(PSI),and factory-welded (370C),the allowable loads in this report must be adjusted FTA series tie anchors manufactured in Canada are identified by the temperature factor,C„specified in the NDS. with the name of their inspection agency(Intertek). Connected wood members must be analyzed for load- 8.0 OTHER CODES carrying capacity at the connection in accordance with the NDS. 8.1 Evaluation Scope: 4.2 Installation: In addition to the codes referenced in Section 1.0, the Installation of the connectors must be in accordance with this products in this report were evaluated for compliance with the evaluation report and the manufacturer's published requirements of the following codes: installation instructions.In the event of a conflict between this # 2003 international Building Code°(2003 113C) report and the manufacture's published installation instructions,this report governs. # 2003 international Residential Codem(20031RC} 4.3 Special Inspection: # 2000 international Building Code(2000 IBC).. 4.3.1 IBC: Periodic special inspection is required for # 2000 International Residential Code°(2000 IRC) installation of connectors described in this report that are designated as components of the seismic-force-resisting # i997UniformBuildingCodeTIA (UBC} system for a structure in Seismic Design Category C,D,E or The products described in this report comply with, or are F in accordance with Section 1707.3 or'1707.4, with the suitable alternatives to what is specified In, the codes listed .exception of those structures qualifying under Section 1704.1. above,subject to the provisions of Sections 8.2 through 8.7. 4.3.2 IRC:Special inspections are not required. 8.2 Uses: 5.0 CONDITIONS OF USE 8.2.1 2003 IBC,2003 IRC, 2000 IBC, and 2000 IRC: See The Simpson Strong-Tie Hurricane and Seismic Straps and Section 2.0 of this report. Ties described in this report comply with, or are suitable g 2 2 UBC:Replace the information in Section 2.0 with the t alternatives to what is specified In, those codes listed in following:Simpson Strong-Tie hurricane and seismic straps Section 1.0 of this report,subject to the fallowing conditions: and ties are used as wood framing connectors in accordance 5.1 The connectors must be manufactured, identified and with Section 2318.4.8 of the UBC. installed in accordance with this report and the manufacturer's published installation instructions. A 8.3 Description: copy of the instructions must be available at the jobsite 8.3.1 2003 IBC and 2003 IRC: See'Section 3.0 of..this i at all times during installation. report. Page 98 of 340 Page 4 of 12 ESR-2613 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this codes listed in Section 8.0,subject to the same conditions of report, except modify Section 3.2.3 to reference Section use described in Section 5.0 of this report. R323.3 of the IRC. .,8.5.2 UBC:The Simpson Strong-Tie products described in 8.3.3 UBC:See Section 3.0 of this report,except modify the this report comply with,or are suitable alternatives to what is first sentence in the last paragraph of Section 3.2.3 as specified in,the UBC, subject to the same conditions of use follows: Fasteners used in contact with preservative treated indicated In Section 5.0 of this report,- except the last or fire retardant treated lumber must,as a minimum,comply sentence of Section 5.5 is replaced with the following: with UBC Section 2304.3. Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with 8.4 Design and Installation: UBC Section 2304.3. 8.4.1 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC: See, 8.6 Evidence Submitted:2003 IBC,2003 IRC,2000 IBC, Section-4.0 of this report. 2000 IRC,and the UBC: 8.4.2 UBC: See-Section 4.0 of this report, except delete See Section 6.0 of this report. Section 4.3 since special inspection is not required. 8.7 Identification: 2003 IBC, 2003 IRC, 2000 IBC, 2000 8.5 Conditions of Use: IRC,and the UBC: 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC:The See Section 7.0 of this report. Simpson Strong-Tie products described in this report comply with,,er•ar% uitable alternatives to what Is specified in,those 0000.. 0000 • •• 0000•• •. •• 0000•• • . • 0000•;• 0000.• . • . . 0000 0000•. • 0000• 0 0000 0000• 0000 0000.• ••0000 • 00' 0. 00 0 • • 00•:0: 0000•. • • • 0 ••.00 • . • • 0000.• . • Page 99 of 340 Page 5 of 12 ESR-2613 TABLE 1—HURRICANE TIES FASTENERS ALLOWABLE LOADS MODEL Wuantity-Type lbs NO. Connection Upliftt•5 Lateral, To Rafter To Plates To Stud � Cb=1.33 or Co=1.6 .Configurations Co=1.33 or Cp=1.6 F, F2 H1 6-8dx1'/2 4-8d — 490 485 165 H10 8-8dxl'/2 84dxl'/2 — 1 805 585 525 H10R 8-8dxl'/2 8-8dxl'/2 — 905 585 525 H10-2 6-10d 6-10d — 760 455 395 H2 5-8d — 5-8d 2 335 — — H2.5 `5-8d 5-8d - 3 415 150 150 5-8d ° 54d 8 370 — — H2.5A 5-8d 5-8d — 600 110 110 H3 4-8d 4-8d — 3 455 125 160 H5 4--8d 4-8d — 455 115 200 4-8d 4-8d 8 360 — •++•. H4 4-8d 4-8d — 9 360 si 65 • •169• •••••• H6 — 84d 8-8d 12 915 • • H7Z 4-8d 2-8d 8-8d 930 •lea••• •• •• •••••• H15 4-10dx1'/2 4-10dxi'/2 12-10dx1'/2 13 1,300 •lad••• :0000: H15-2 4-10dxi'/2 4-10dxl'/2 12-10dx1% 1,300 4800• • — • • • { For SI: IInch=26.4mm,ilbs=4.45 N. 0000 -• 0000. 00.000 0000 0000• 1.Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x suppp^g8od me ftV.*A:after ...... minimum actual thickness of 2'/2 inches must be used when framing anchors are installed on each side of the rafter and on the same side of • the plate. :0•:•: 0 00 •...t• 2.Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: 000000 Design Uplift/Allowable Uplift+ • • • • • Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+ 0•.0 • ••• ;•••0: Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plate 5 1.0. •••• • The three terms in the unity equation consider all possible forces that the hurricane tie may be designed and installed to resist.The numter of terms that must be considered for simultaneous leading is determined by the registered design professional and is dependant on the method of calculating wind forces and the assumed load path that the connector is designed to resist. 3.'Connection Configurations"shown in Figure 1c(next page)indicate the load directions F,and F2,and are details showing connector installations on the outside of the wall for clarity.Installation on the Inside of the wall is acceptable to achieve the tabulated allowable loads. 4.Connections in the same area(i.e.truss to plate connector and plate to stud connector)must be on installed on the same side of the wall to achieve the tabulated allowable uplift loads and ensure a continuous load path. 5:Allowable uplift loads have been increased for wind or earthquake loading,and no further increase is allowed.Allowable loads must be reduced when other load durations govern. 6.Allowable lateral loads in the F,direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 7.Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss'or rafter members. jtvr 6 / o � ?'.' tai 4oAi • • l4 0 , 5riii� o•• 6" ,.tet'- i 4S9 • H3 H2 H2.5 H2.5A H3 { FIGURE is—H1,H2,H2.5,H2.5A,AND H3 HURRICANE TIES Page 100 of 340 Page 6 of 12 ESR-2613 I z�; Four optional 1;. — + dou"a shear arsess� 'f e o �t ' �� nail holes E i 0 31;• Sty � � ° }�: H4 19�'s H10 ,i + , 44 20151 1 r-1 2s (HiOR similar) 04 • t#1 � °� l • 2 '0 • 5Yi • "� _ r • • • • 211'N' H10-2 _° • I'may . .... H15 • ...... . . • 4 H6 H7Z ` �� (H1S•2 similar) •H� • 0000•• •• •• 0••0000•• • FIGURE 1b—H4,HS,H6,H7Z,H10,H10-2,AND H15 HURRICANE TIES 00 •0000• • • • • 00 0 00 0000• • 0000• •• 0000 0 ••0.0 0••• 0 •• l •:0400 0. 00' :04!: 0 • • 6-0 ...... . . .L :, 4 t. 4 :0: H1 Installation2 H2 Installation • (H10,H10,H10-2 simllar) (Allowable Uplift Load Only) 3 j% 8 a ' H2.5 Installation H4 Installation H4 lnstallatton (Nails Into both top plates) (H2.5 similar) (Nails Into upper top plate) (H2.5A,H3,H5 similar) _ r r+�,� IA?ir,fitit�fA i pitch 0�12 —..t-•'' _ tl day bJ fa'S riJ i�H rau 4F f ,� .• F4 S r, t H6 Stud to TjH6 Stud toDouble Top andcaJ12 Plate 12oist 13 ryys_0 13Enstallatlon stallation u J H7Z Installation HIS Installation FIGURE 1c—CONNECTION CONFIGURATIONS OF HURRICANE TIE INSTALLATIONS SPECIFIED IN TABLE 1 Page 101 of 340 Page 7 of 12 ESR-2613 TABLE 2--HS24 HURRICANE TIE'''-' FASTENERS'(Quantity-Type) ALLOWABLE LOADS(lbs)where Co=1.33 or Co=1.6 MODEL Lateral" NO. To Rafter or Truss To Double Top Plate Uplife F1 F2 HS24 8-8dx11/2 & 2-8d(slant) 8-8d 605 645 1,025 8-8dxl'/2 84d 605 590 640 For SI: 1 inch=25.4 mm, 1 lbs=4.5 N. t 1."Slant"nailing refers to 8d common nails installed as toenails on each side of the connector.The nails must be driven through'ihe connector at an angle approximately 30°with the rafter/truss member with the nail penetrating through the rafter/truss member Into the wood double top plate. 2.The uplift loads have been increased for wind or earthquake loading.No further increase Is allowed.Allowable loads must be reduced when other load durations govern. 3.Allowable lateral loads in the Fr direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 4.Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter member. 5.F,load direction is parallel to plate,and F2 load direction Is perpendicular to plate. •••••• • • HS24 Dimensions ••• • • • oil • HS24 Installation and Allowable Load biractions,.... ••:••• FIGURE 2—HS24 HURRICANE TIE • • • • •••••• •••••• TABLE 3—RST HURRICANE TIES •• • •••••• MODEL RST HURRICANE TIE FASTENERS L2�(Itis) NO • • DIMENSIONS in ALLOWABLE UPLIFT LOADS (Quantity-T a Co=1.33 or Co AD (W) (L) To Rafter or Truss To Stud RSTA . 1112 12'/2 1-10dx1'/2 10-10dx1'/2 550 RST-2 3% 111%6 2-10dxl'/2 12-10dx1% 550 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.Allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allo%vable loads must be reduced a when other load durations govern. 2.Allowable uplift loads are based on lumber having an assigned specific gravity of 0.55,such as Southern Pine(SP). Q B A - a a � E � aa>t aa�' u a a f as a RST-1 (RST-2 similar) RST-1 Installation FIGURE 3-11ST HURRICANE TIE Page 102 of 340 Page 8 of 12 ESR-2613 TABLE 4---LTS,MTS,AND HTS TWIST STRAPS TOTAL QUANTITY OF FASTENERSALLOWABLE UPLIFT LOADS2''(lbs) TWIST STRAP MODEL STRAP LENGTH NO. When Installed When Installed When Installed with When Installed with SERIES (In) with 10d with 10dxl% 10d Common Nails 10dx1'12 Common Nails Common Nails Common Nails• Co=1,33 or Co=1.6 Co=1.33 Co=1.6 LTS12 12 LTS4 LTS1LTS16 18 16 12 12 775 720 720 LTS20 20 MTS12 12 MTS16 16 MTS4 MT518 18 14 14 1,000 840 1,000 MTS20 20 MTS30 30 HTS16 16 16 16 1,260 1,005 1,150 HTS20 20 HTS5 HTS24 24 HTS28 28 20 24 1,450 1,450 1,450 HTS30 30 • •HTS30C 30 • ••" For S:I inch=25.4"M 07.158=4.45 N .;.... 1.Hsl4of4ti9e fastenaT9'Vs15e installed on each end of the strap to achieve the allowable uplift load. 2.TabuIpted aIIowabkwj0,F#Itads;must be selected based on ion of load as permitted by the .••••• 3.Tabs ated jallo wable�61`6 loads have been Increased for wind uortearthquake loading,No further il n applicable els allowed.Allowable loads must _ • • beacdwAf{when other lout durations govern. 00000 4.Each mod9I of the LTA and MTS twist strap series(except for the MTS30)has more nail holes than the minimum quantity of nails specified �••�•• Inthieitable. *••*•• •�... 5.1-1l$3%jias the tvAolin the center of the strap length. �••••� •: � L.fyp •• '>y rimer i L Mr r,i �FF r i • •u O,J w _ LTS12 Typical MTS Installation– Typical MTS Installation– (MTS and HTS Similar) Rafter to Stud Truss to Double Top Plate FIGURE 4—TWIST STRAPS I •Page 103 of 340 Page 9 of 12 ESR-2613 TABLE 5—LFTA LIGHT FLOOR TIE ANCHORS LFTA ANCHOR DIMENSIONS(in) FASTENERS' ALLOWABLE TENSION LOAD''°(Ibs) MODEL NO. Strap Width Clear Span Overall Length L {Quantity-Type) Co=1.33 or Co=1.6 LFTA 2Y, 17 38% 16-10d Common 1,205 For SI:1 inch=25.4 mm,1 lbs=4.45 N 1.The LFTA anchor is used to transfe(tension forces between vertically aligned wood studs across floor framing with floor jolsts having a maximum nominal depth of 12 inches. 2.Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 3.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 4.Tabulated allowable uplift loads have been Increased for wind or earthquake loading.No further increase is alloyed.Allowable loads must be reduced when other load durations govern. , r 1 E 1 11O E O L •• • U •••••• •• •• FIGURE 5—LFTA LIGHT FLOOR FIGURE 6a—FTA FLOOR FIGURE 6bFTA FkOOR 7TE • • TIE ANCHOR(See Table 5) TIE ANCHOR(See Table 6) ANCHOR INSTACL•ATICIN(See•1%bMkj :••••; TABLE 6—FTA FLOOR TIE ANCHORS' FTA ANCHOR ALLOWABLE TENSION LOADS`''(lbs) DIMENSIONS When Lumber Thickness,>m=(inches) I MODEL (in) FASTENERS'" NO. Tie (Quantity-Type) 1'1z 2 2'1: 3 3'/z Strap Clear Overall Where Co= Width Span Length. 1.33 1 1.6 1.33 1.6 1.33 1.6 1.33 1.6 1.33 1.6 FTA2 1 3 17 37'/2 4-5/s'dia.M.B. 1,575 11890 2,095 2,515 2,600 3,120 2,820 3,385 2,820 3,385 FTA5 3'/2 17 45'/2 4-3/4 dia.M.B. 1,865 2,240 2,500 3,000 3,125 3,750 3,725 4,400 4,050 4,400 FTA7 3'/2 1 17 56 6-7/a"dia.M.8. 3,095 3,715 4,185 5,020 5,175 6,210 6,360 7,600 7,395 7,600 For SI: 1 inch=25.4 mm,1 lbs=4.45 N,1 psi=6.89 kPa. 1.FTA anchors must be located on the vertical%vood studs/posts so that the minimum end distance of the first bolt is equal to or greater than 43/a inches, I.e.,seven times the bolt diameter(713): 2.Machine Bolts(M.B.)must comply with ANSI/ASME Standard 1318.2.1. 3.A washer,not less than a standard cut washer,is required on the lumber side opposite the FTA between the wood and the nut: 4.Tabulated allowable tension loads must be selected based on duration of load as permitted by the applicable building code. 5.Tabulated allowable tension loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. f Page 104 of 340 Page 10 of 12 ESR-2613 TABLE 7—SP AND SPH STUD PLATE TIES CONNECTOR FASTENERS ALLOWABLE UPLIFT LOADS""' CONNECTOR MODEL DIMENSIONS in Quantic -T a lbs SERIES NO. (W) (L) To Stud To Plate CD 1.33 Co=1.6 S.G.=0.50 S.G=0.55 S.G.=0.50 S.G.=0.55 SP1 -- — 6-10d 4-10d 585 585 585 585 SP2 — — 6-10d 6-10d 890 890 1,065 1,065 SP4 391,6 71/4 6-10dx1'/2 — 735 735 885 885 6-16dx2/2 — 800 800 930 930 SP 6-10dx1'12 — 735 735 885 885 SP6 591,6 73/4 6-16dx2'/2 - 800 800 930 930 SP8 75116 85116 6-10dx1/2 — 735 735 885 885 fi-16dx2/2 — 800 800 930 930 10-10dx1'/2 — — 1,240 — 1,240 SPH4 39116 8x14 12-10dx1'12 — 1,360 1,490 1,360 1,490 10-10dx1'/2 — — 1,240 — 1,240 SPH SPH 54116 91/4 12-10dxl'/2 — 1,360 1,490 1,360 1,490 10-10dx1'/2 — — 1,240 — 1,240 SPH8 75A, 8318 12-10dx1'/z — 1,360 1,490 1,360 1,490 For Sl. rich=25.4 mm,1 lbs=4.45 N. •••.•• 1.Fot'IGlddels SP1ajid.18P2;ono 10d common stud nail must be installed as a toenail. It must be driven through the connector at an angle aAproxirn�tely 30'6Wthoth stud with the nail penetrating through the stud into the wood sill plate.(See detail on this page entitled"SP1 Nailing • PU!e,;, •i+••. 2.Tabuated allowah4gsp114 ioads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable upliq loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads' • • m �e jeiuced W fM outer load durations govern. •.•• 4.AI owable•uplift IoadS'a?e'given for wood assemblies consisting of lumber having an assigned specific gravity(S.G.)of 0.50,such as • • DauWJas ter-larch,a"0!59,such as southern pine. • . . I SND '• • O ° . !� .try 0 .♦ • tt .� ° _ O ° • • • e ,p o)�1 •• O i 0 - �'/ _ SPI Installation: SP2 Installation: SPI Nailing Proflie SPI/SP2 Stud to Sill Plate Stud to Double Top Plate t{j ttt , w „ O l • o , s` 4 I • �•� ) t3 o -ii o 0 ly; IOd.11`h'tfa�ts Each$Ide of Stud Typical SPH4 Installation: Typical SP4 Installation: Stud to Wood Sill Plate Double Top Plate to Stud(SPH Similar) FIGURE 7—SP AND SPH STUD PLATE TIES Page 105 of 340 Page 11 of 12 ESR-2613 TABLE 8—RSP4 REVERSABLE STUD PLATE CONNECTOR' FASTENERS ALLOWABLE LOADS,'(Ibs)where CD=1.33 or CD=1.6 MODEL Quantit —Type) NO. To Stud To Plate Connection Configuration` Uplift Laterals Ft F2 RSP4 4-8dxl'/2 4-8dx11/2 Stud to Double Top Plate 450 210 250 LF Stud to Sill Plate 315 210 250 For Si: 1 Inch=25.4 mm,1 lbs=4.45 N. 1.Refer to Figure 8a for overall dimensions of the RSP4 plate connector. 2.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable loads have been increased for wind or earthquake loading.No further increase is allowed.Allovmbie loads must be reduced when other load durations govern. 4.Refer to Figure 8b and 8c for connection configurations. 5.F,load direction Is parallel to plate,and F2 load direction Is perpendicular to plate. O Oi 0J O O OO [1111 oa , 40 00 1 4% •••• O O 0 •• • • •• Figure 8a—RSP4 Stud Plate Figure 8b—RSP4 Installation: Figure 8c—RSP4 jr st all • • • • •••••• Connector Dimensions Stud to Double Top Plate Stud to SMI Plate• ••',••• • • TABLE 9—SSP AND DSP STUD PLATE TIE CONNECTORS '•#000 •'�s ••0••• FASTENERS ALLOWABLE UPLIFT llOA (1Ys,• 0 MODEL Quantif -T a Where C[)=1.33 w.(;A;I.g •••••• NO. Double Top Plate • Silt Pirate — •• Studs Double Top Plate Sill Plate •---• •••• • S.G.=0.50 S.G.=0. 0 S.G .Cs • 3-10dx1'1z — 350 • • • — • • 4-10dxl'/2 1-10dx1`/2 — 420 '05• • `•••• • SSP 3-10d — 435 — `j_-_ • 4-10d — 1-10d — 455 420 6-10dx1 /2 — 775 — -- $-10dx1 /2 — 2-10dxl'/2 — 660 545 DSP 825 — — 8-10d 6-10d — 2-10d — 825 600 For SI: i inch=25.4 mm,i lbs=4.45 N. 1.Tabulated allowable uplift loads have been increased for wind or earthquake loading no further increase allowed.Reduce loads when other load durations govern. • 2.When cross-grain bending or cross-grain tension cannot be avoided,mechanical reinforcement to resist such forces should be considered. 3.For Sill Plate allowable uplift loads,all round nail holes In the connector must be filled with the specified quantity and type of nails. 4.For Double Top Plate allowable uplift loads,all round and triangular nail holes the tie connectors must be filled with the specified quantity and type of nails. c! "` o SSP Installation: DSP Installation: SSP DSP Single Stud to Sill Plate Double Stud to Double Top Plate FIGURE 9—SSP/DSP STUD PLATE TIES Page 106 of 340 Page 12 of 12 ESR-2613 TABLE 9—HGT HEAVY GIRDER TIEDOWN CONNECTORS''' HGT DISTANCE BETWEENLOADS ALLOWABLE UPLIFT ,,4 CONNECTOR FASTENERS sa MODEL WIDTH ANCHOR RODS (Quantity-Type) NO. (on center) Where Co=1.33 or Co=1.6 ( }) (Inches) Anchor Rod, To Multi-ply Truss (lbs) HGT-2 3/,s 53/4 2-/,,Dia. 16-10d 10,980 NGT-3 4 s/,s 73/e 2j/,7 Ole. 16-10d 10,530 HGT-4 69/16 9 2-s/s`Dia. 16-10d 91520 For Sl: 1 inch=25.4mm, 1 lbs=4.45 N. 1.The HGT connector can accommodate top chord slopes from minimum 3:12(14°)to maximum 8:12(34°)and are provided with crescent washers for sloped top chord Installations. 2.All elements of the tie-down assembly(multi-ply trusses,vertically aligned wood studs/posts,and the hold-down connectors attached to the wood studs/posts)must be designed to resist applied loads. 3.The HGT-2,HGT-3,and HGT-4 connector attaches to the heel Joint of a two-ply,three-ply,and four-ply wood truss,respectively,where each ply thickness is nominal 2 inches. 4.When the HGT-3 is used with a two-ply truss,shimming is required,and the shimming material must be similar(thickness and grade of lumber)as the truss member material. Additionally,the entire assembly must be designed by a registered design professional to act as one unit. 5.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 6.The uplift loads have been increased for wind or earthquake loading with no further increase Is allowed. Reduce loads when other load duroiione ovem. •• • • 7.Af r V f,US must be usedto connect the HGF connector to the hold-down or tie-down devices attached to the vertically aligned wood studs/post. The ajcttbj fp*i material specifications must be Identified by the registered design professional. of crescent sher.LBP washers and crescent •:•••• $ wa9hel`h%re upplleejArrilhesco connectt be or. LBPs 8o�pasherstare available from Simpson Strong-Tie Company,and are 2 hers are required. square by 9/64-inch • . thick galvanized steeKfAHers with a center bolt hole to accommodate a 5/,-inch diameter threaded boll/rod. • • • • •••••• �•�• Instal lr401,EPSk'v;dstlu5 ••••• • on top 01 each Llestent washer • • • •• •••••• (local four 4s'washers)for rood �• •• insl3ration.Al vnshers and • •••• • •• crevent vrashers ve required. • •••••• Cretsei1t%V 1$ve SOWW. •••••• •••••• Lre�cent waststtr• •• supplied and'eau€ d,• �XM r 358' Y/asher not "glred fl (HGT-3 and HGT4 similar) Z Typical HGT-3 Installation,with HTT22 Tension Tie connectors used to attach the HOT Ttedown to the HTT22 Tension Tie vertically aligned wood post/column. The design of (Not covered In this the HTT22 tension tie connectors attached to the Evaluation Report.) wood post/column Is outside the scope of this report. , FIGURE 9—HGT HEAVY GIRDER.TIEDOWN CONNECTOR f ^'18/2015 Florida Building Code Online 'Page 107 of 340 ` - r­j > .y. Fq YY Syys ' a3, JJ � �1. �l�C�}j J� 111 �� �--•�. ��'-f' {'� € x -vq a {rW _Dart rrEnl(i BClr Home I Log In j user Registration Hot Topics i Submit Surcharge ; Stats&Fads Publications FBC Staff I BCIS Site Hap ) Links i Search Busines Product Appr oval USER:Public UserProfessi ' RegulationN- TA M11 { Product Approval Menu>Product or Application Search>Application List>Application Detail t FL If FL13904-R2 r c Application Type Affirmation Code Version 2010 Application Status Approved Comments Archived Product Manufacturer Simpson Strong-Tie Co. Address/Phone/Email 2221 Country Lane McKinney,TX 75070 (972)439-3029 0000 rshackelford@strongtie.com • • Authorized Signature Randall Shackelford •••••• ' •• • rshackelford@strongtle.com 0.0:0 0 "•••• 4 •••• � 1• • :••••: Technical Representative Randall Shackelford 0000 i ;••••• *0000 Address/Phone/Email, 1720 Couch Drive •••••• • • • • ••••• McKinney,TX 75069 •• ,. (800)999-5099 000*00 ' • ••• rshackelford@strongtie.com . • . • • •••••• •••••• Quality Assurance Representative Pat Woodall '•••• • ••• ;•••. Address/Phone/Email ' 1720 Couch Drive • • • l ' • McKinney,TX 75069 • i (800)999-5099 pwoodall@strongtie.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report- Hardcopy Received A Florida Engineer or Architect Name who developed the Jeff Arneson Evaluation Report Florida License" PE-58544 Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 12/31/2015 Validated By Mark R. Barrow, PE Validation Checklist- Hardcopy Received t Certificate of Independence FL13904 R2 COI Arneson Cert of Indeoenddnce2007 adf Referenced Standard and Year(of Standard) standard Year ASTM D1761 2000 NA SPECIFICATION FOR THE DESIGN OF COLD FORMED 200i STEEL CONSTRUCTION NATIONAL DESIGN SPECIFICATION FOR WOOD 2005 CONSTRUCTION t p, tips)/www.floridabuiiding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgsQ3Zsw6e1CJ3HzWCbEISCr3YDgdZ5tlLYMYQtXzNreg°/p3dp/p3d 113 t I Page 108 of 340 .•.. • • • • • Page 109 of 340 I I _ { • • • • • • ••••• •••••• •••••• 1 1 t 1 Page 110 of 340 DocuSign Envelope ID:BAE918A9-4E62-49B3-B905-9EA012BC8BB2 Jax Apex Technology, Inc. MM 4745 Sutton Park Court,Suite 402 Jacksonville,FL 32224 FL CA No.7547 Evaluation reports are the opinion of the engineer who prepared the report,based on the fundings,and in no way constitute or innply approval by a local building authority. The engineer,in review of the data submitted,finds that,in hts 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 •••1effrey P.Arneson, an employee of Jax Apex Technology, Inc.(Apex Technology),is the •••••• •••tiuthoriz�'d.evaluating engineer of this report.Apex Technology is the prime professional, as Mefined l n Florida Rule 61G-30.002,authorized to sell the engineering services performed by .••••• •• •Jeffrey P.,fir eson, and is in no way acting, nor attempting to act,as an approved evaluation entity. • Neither�9ffreyP.Arneson, nor any other employee of Apex Technology, has performed ...... • „�.,$iculatioh's ortesting for the products listed in this report. This evaluation is based solely upon the ••••• review, ull6er the direct supervision of Jeffrey P. Arneson, of testing and/or calculations submitted • ... .•••• tS}f,the rrMUa`cturer. • •••• ••The aapI619S;Tisted in this report are based on the limiting capacities as determined from the tstandaling data. We reviewed the substantiating data to a degree that allowed us to determine • wRether of cot Ane work performed is consistent with the intended use of the,product,and thaf the •; n'lethods'used'are in compliance with,or meet the intent of,the Florida Building Code.All test • Tdports were prepared by an approved testing laboratory. REPORT NO.: SS08531-R1 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 9N-3.007. Page 1 of 17 Simpson Strong-Tie Page 111 of 340 DocuSlgn Envelope ID:BAE918A9-4E62-49B3-8905-9EA012BC8BB2 2. PRODUCT NAME Embedded Truss Anchor: LTA2 Masonry Beam Hangers: MBHU3.56, MBHU5.50 Multiple Member Column Caps: CCCQ, CCTQ, ECCLQ Column Caps for CMU and Concrete Piers: CCQM, CCTQM, ECCLQM Purlin Anchor PA18, PA23, PA28, PA35, PA51, PA68 Angle ML24Z, ML24SS, ML26Z, ML26SS Compresston-Tension Strap CTS218 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: 4.1 LTA2 Embedded Truss Anchor. The LTA2 is used to anchor wood trusses,} rafters, or beams to masonry or concrete walls. The LTA2 fastens to the wood member with ten 10&1'/x" nails, and embeds into the bond beam or tie beam of a.rnaspnry ore 0.000 concrete wall. These connectors are manufactured from 18 gauge steel%Qdtills ASTM ••• ' A653 SS Grade 40, The galvanized coating complies with the G90 requirvp,.p l s of ••••�� ASTM A653. LTA2 fastener schedules, dimensions and allowable loads.are..'%4own in Table 1. See Figures 1 and 2 for additional details of the LTA2. • • :•...: ...... 0000 4.2 MBHU3.56, MBHU5.50 Masonry Beam Hangers. The MBHU3.56tins. ••�••• MBHU&50 are used to anchor wood beams, trusses, or rafters to masonry ar concrc41?.0 ••••• walls. The MBHU fastens to the wood member with twelve Simpson Stijxx T ie, '/4' X . •• 2'/2'SDS Wood Screws, and fastens to the masonry or concrete wall with twos'/" x 1W' ••••; Titen HD Masonry Screw Anchors. These connectors are manufacture]fr0,M.10 gawge • steel meeting ASTM A653 SS Grade 50;Class 1. The galvanized coatin�ecol!rplieso,• 0 •••0 with the G90 requirements of ASTM A653. Hanger fastener schedules, dimensions air allowable loads are shown in Table 2. See Figures 3 and 4 for additional details of masonry beam hangers. 4.3 CCCQ, CCTQ, ECCLQ Multiple Member Column-Caps. The CCCQ, CCTQ, and ECCLQ are used to connect multiple beams to the top of wood columns. The beams can be oriented in a "cross" configuration (CCCQ), "T" configuration (CCTQ), or an "L" configuration (ECCLQ). The Column Caps fasten to the side beams with eight Simpson '/a"X 2'/"SDS screws and to the main beam with sixteen Simpson Strong-Tie 1/4"X 2'/2' SDS screws(provided with the part). The CCCQ, CCTQ, and ECCLQ are manufactured from 7 gauge steel meeting ASTM A-1011 GRADE 33. The coating is a powder coated gray paint. Column Cap fastener schedule, dimensions and allowable loads are shown in Table 3. See Figure 5 for additional details. 4.4 CCQM, CCTQM, ECCLQM Column Caps for CMU and Concrete Piers.The CCQM, CCTQM, and ECCLQM are„used to connect beams to the top of CMU or concrete piers, primarily for raised pier foundations. The beams can be oriented in a "straight”configuration (CCQM), "T"configuration (CCTQ), or an"L"configuration (ECCLQM). The Column Caps fasten to the beams with Simpson Strong-Tie '/a"X 2'/" SDS screws,which are included with the connector. Specially shaped anchor bolts are welded to the bottom of the buckets, and are embedded in the top of the pier. The ECCLQM-KT includes two MSTQM straps,which extend up to provide a shearwall ' overturning holdown for corner framing above. The CCQM, CCTQM, and ECCLQM are manufactured from 7 gauge steel meeting ASTM A-1011 GRADE 33. The coating is a hot-dipped galvanizing in accordance with ASTM A 153. MSTQM strap is manufactured Page 2 of 17 Simpson Strong-Tie I .. Page 112 of 340 DocuSign Envelope ID:BAE918A9-4E62-4983.8905-9EA012BC8BB2 0 from 12 gauge steel meeting ASTM A-653 SS GRADE 40. The galvanized coating complies with the G90 requirements of ASTM A-653. Column Cap fastener schedule, dimensions'and allowable loads are shown in Table 4. MSTQM strap fastener schedule and allowable loads are specified in Note 9 of Table 4. See Figures 6, 7 and 8 for additional details. 4.5 PA18, PA23, PA28, PA35, PA51, PA68 Purlin Anchors. The PA series Purlin Anchors are heavy straps with a spoon on the end that embeds in concrete to anchor wood members to concrete. They fasten to wood members with either 10d or 16d common nails. The PA18 and PA23 are manufactured from 12 gauge steel meeting ASTM A-653 SS GRADE 33. The PA28, PA35, PA51 and PA68 are manufactured from 12 gauge steel meeting ASTM A-653 SS GRADE 40. The galvanized coating complies with the G90 requirements of ASTM A-653. Anchors with a designation"Z" after the name have a galvanized coating that complies with the G185 requirements of ASTM A-653. Purlin Anchor fastener schedule, dimensions and allowable loads are shown in Table 6. See Figure 9 for additional details. •••• 4.6 ML24Z, ML26Z Angles. The ML24Z and ML26Z are heavy angles that can be • ••• Oed tc transfer shear forces between two perpendicular members. They fasten to •• U6'crmembers with Simpson Strong-Tie SDS 1/4"diameter by 1'/"long screws. The •••••• •• '• iM;An*q*les are manufactured from 12 gauge steel meeting ASTM A-653 SS GRADE ••••; 55.0the galvanized coating complies with the G185 requirements of ASTM A-653. • ProJjcts designated ML24SS and ML26SS are manufactured from Grade 316L s ••••• tWAS s steel and are also covered by this report. Stainless steel connectors require • $ ••••' .':• stQogi s steel SDS fasteners. Angle fastener schedule, dimensions and allowable •••• •• IQ4d5 c't3'e shown in Table 7. See Figure 10 for additional details. ••• ••• 4.Z CTS218 Compression Tension Strap. The CTS218 is a strap with rolled edges :..••: �•• •• taaf Gail be used to resist both tension and compression forces. It fastens tdwood • •••' members with either 10dx1'/2"long nails or Simpson Strong-Tie SD9112#9x1'/2" long screws. The CTS218 strap is manufactured from 14 gauge steel meeting ASTM A-653 SS GRADE 33. The galvanized coating complies with the G90 requirements of ASTM A-653. Strap fastener schedule,dimensions and allowable loads are shown in Table 8. 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. 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 Tables 1 through 8. 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. Page 3 of 17 Simpson Strong-Tie Page 113 of 340 t DocuSign Envelope ID:BAE918A9-4E6249B3-B905-9EA012BC8BB2 5.3 Nails. Unless noted otherwise, nails shall be common nails. Nails shall comply with ASTM F 1667 and shall have the minimum bendin9 yield strengths F b: Common Nail Nail Shank Diameter Pennyweight (inch) Fyb (psi) 10d 0.148 9010001, Fasteners for galvanized connectors in pressure-preservative treated wood shall be hot-dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153 or steel mechanically galvanized in accordance with ASTM 13695, Class 55. 5.4 SDS Wood Screws: Fasteners used with the connectors described in Tables 2, 3, 4 and 7 of the report must be Simpson Strong-Tie SDS wood screws recognized in FL9589. Model numbers shown in this report do not include the full SDS model number after the connector model number(e.g., CCTQ-SDS2.5), but the information shown applies. SDS screws used in contact with preservative-treated or fire-retardant-treated lumber must, as a minimum, comply with FL9589. The lumber treater or Simpson Strong-Tie Company should be contacted for recommendations on minimum corrosion resistance and connection capacities of fasteners used with the specific proprietary` ••••• preservative-treated or fire retardant-treated lumber. so** .09699 5.5 SD Wood Screws: Alternate fasteners used with the connectors showilin'rable 6• •• •••.:. } (CTS218)shall be Simpson Strong-Tie SD9112 Structural Connector Screws a's • recognized in FL14101. •6 0 6 ' • ' 9999.. 9699 9999. 5.6 Titen HD Anchors: Titen HD anchors shown in Table 2 and Figure 4�3i��l�be •0000 00:00* Simpson Strong-Tie Titen HD screw anchors for masonry or concrete a$LggWized in' •••••• FL11506. .Installation shall be as specified in FL11506. ' 6 • 6 ' ' 9999:. 9999.. 5.7 Concrete/Masonry. Concrete and Masonry design specifications AaNbEtthe •• ••g stricter of the specifications by the engineer of record, the Florida Building Code •,0• ; ' minimum standards, the following,or as noted in the report: Material Specification Minimum Compressive Strength Concrete, f c - 2500 psi Masonry, f'm ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi or by proportions) Grout ASTM C476 2000 psi or by proportions) 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong-Tie Wood Construction Connectors catalog. The Information in this report supercedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Testing performed in accordance with ASTM D1761 standards. Test data submitted by Testing Engineers Inc. and Simpson Strong-Tie, and signed and sealed calculations performed by Samuel Hensen, P.E., and Bryan Wert, P.E., performed 16 accordance with the 2007 Florida Building Code, Building and Residential codes. Page 4 of 17 Simpson Strong-Tic Page 114 of 340 DocuSign Envelope ID:BAE918A9-4E62-4983-8905-9EA012BC88B2 Product Test Number I Date Tested LTA2 1966 1 10/29/2009 P967 f 10/29/2009 P968 .1 10/01/2009 Q018 10/02/2009 ; Q019 ; 9/30/2009 Q020 1 09/3012009- Q856 9/30/2009_Q856 I 10101/2009 M B H U 0356 1 08/28/2008 0357 I 01/23/2009 0360 ( 081/28/2008 0361 01/22/2009 N447 06/26/2007 N448 I 06/26/2007 N449 1 06/26/2007 N450 f n 06/26/2007 P773 09/11/2009 �. P774 1 09/11/2009 •....' Q848 I 09/24/2009 • Q849 t 09/25/2009 • ICCTQ N784 1 09/19/2007 ...... .. .. ... •• ... 0139 I 07/27/2007 ••••" MCQ N786 ; 09/20/2007 • Vt--CLQ 0125 06/25/2007 • •••• •• 0142 i 07/26/2007 • •• CQM P002 1 02125/2009 ' P003 t 02/27/2009 .:.... P004 05/26/2009 • P005 I 05/22/2009 ... • P008 t '05126/2009 • Q375 1 04/16/2009 CCQM P006 1 11/09/2009 P007 1 04/15/2009 P009 05121/2009 CCTQM P011 # 04/15/2009 PA R570 - 1 07/20/2010 M L24Z P181 I 06/24/2008 ML24SS Q851 i 10/22/2009 ML26Z P182 1 06/24/2008 r MS26SS Q852 10/22/2009 CTS218 R485 06/21/2010 R486 I 06/21/2010 R487 E 06/22/2010 8490 1 06/23/2010 R654 r 07/16/2010 R773 k 08/24/2040 Page 5 of 17 Simpson Strong-Tie k Page 115 of 340 4 DocuSlgn Envelope!D:BAE918A9.4E62-49B3-B905-9EA012BC8BB2 8. FINDINGS Upon review of the data submitted by Simpson Strong-Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 2007 Florida Building Code, Building, and the Florida Building Code, Residential code editions listed In Section 10 of this report, subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. i 9, LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The` loads in this report are not applicable to Load and Resistance Factor Design: 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions glvp•••• .... must ba evaluated as follows: ' + .'. ••.... Design Uplift/Allowable Uplift+Design Lateral Parallel to Plate/AllS�rable •• .' Lateral Parallel to Plate + Design Lateral Perp. to Plate/Allowable IMAr' al •• •• •••.:0*0 . Perp. to Plate < 1.0 0:0000 • .. .. .. . ...... 10. CODE REFERENCES • Florida Building Code. 13uilding 2007 Edition •••••• Section 104.11 Alternate Materials and Methods '..' ; , ::Go*** Section 1714.2 Load Test Procedure Specified • Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Florida Building Code, Residential 2007 Edition R101,2,1 Scope d R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 1 . t Page 6 of 17 Simpson Strong-Tie , Page 116 of 340 DocuSign Envelope ID:BAE918A9-4E62-49B3-B905-9EA012BC8BB2 11. ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR LTA2 CONNECTOR Model Fasteners DFISP Allowable Loads(lbs.) SPF Allowable Loads(lbs.) No. to SP Uplift DF Uplift Lateral 160 Uplift Lateral 160 Rafter[Truss 160 160 F1 F2 160 F1 F2 . LTA2 Typical 10— 1425 1210 415 875 1015 415 735 Installation 10dX1Yz' LTA2 Gable nails 1390 1210 950 220 1015 800 220 Installation Notes: 1. Loads include a 60%toad duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce 0000 loads where other loads govern. • 26 The gole e4 wall should be braced to either the roof or ceiling diaphragm.Additional connectors may be required. see• • • • ti:' 00 • • • F1 • • • • _ r 0 00 / �. •'. �, Ranges face in 05 Rebar .� 6 Rebar \ Min.edge distance=f l4 Min. Min. Figure 1 Figure 2 Typical LTA2 Side Wall Installation Typical LTA2 Gable End Installation r Page 7 of 17 Simpson Strong-Tie t Page 117 of 340 a DocuSlgn Envelope ID:BAE918A9-4E62-49B3-B905-9EA012BC8BB2 a r TABLE 2 ALLOWABLE LOADS AND FASTENERS FOR MBHU CONNECTOR Fasteners Allowable loads Dimensions(n.) End of Wall/Outside Corner Away From Edge Series CMU/ Joist OF/SP DFISP Model Ga Concrete No. CMU Concrete CMU/Concrete W H 8 Titen HO8 Uplift Download Uplift Download Uplift Download Anchors SDS stratus (160) 100) 160) 100 (160) 100) 9%to<14 1720 2440 2715 4190 2210 4005 MBHU3.56 10 391,6 3% 2-'/.'x 5' 112'-%x2% 14 to 18 1720 2440 2715 4190 3345 6065 t 9%to<14 1720 2440 2715 4190 2210 4005 M8HU5.50 10 5'/: 3% 2-'/.'x 5' 12-'/<x 2 14 to 181 21175T 3260 3485 6970 3345 6065 Notes: i. Uplift loads Include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not Include a stress increase on the strength of the steel. No further Increases are permitted. Reduce loads where other loads govern. 2. Concrete applications are based on fc=2500 psi. i 3. CMU applications are based on fully grouted CMU with an fm=1500 psi. -l' .�•% too t ��' �� 0000•. . � 66 00 006000 11 � \ii _-=-- i- •.•• � � � •66.6• � ' ' 1 ' - � �'�i 66.66 '666666 � • 1f _ �- • � 0000. 0000... . . :t t = � �. . . 6••:•, 0000. 6 . • fi • • 6666.6 6••6•• • . � • • • ,^00 6 6 666 666666 Figure 3 , 6 0 0 • • MBHU Typical Installation 06 • !,4 unru ua kti7inux ont f 4 itrum ot» h�rullit4Nf tSm/ brcer;llSrOx kra•ed�tSnY.r 11m1 k'"WinIDo w krH7lnkgatrle 11Vnih— 1 loWmk9PxFa F r Ain r MIA, YYY... I 11'noir i -- - ---•_0000.. - - --- - _ ;..----- — U TtinfOl I. O - usor m - i i .-0000-__ �,-a•+•�I.--oe�._"'-•�'y`;..r _O tdlnimuotLoad ------ �•--- Minimum Load (End of vW face) f (On end of mht8) Moxinwm Load (Array from end a edgy of wall) Figure 4 MBHU Installation Location Options r Page 8 of 17 Simpson Strong-Tie i Page 118 of 340 1 DocuSign Envelope ID:BAE918A9-4E62-49B3-B905.9EA012BC8BB2 t TABLE 3 ALLOWABLE LOADS AND FASTENERS FOR ECCLQ/CCCQ/CCTQ I No.of SDS 1/4" x 2%"Screws Allowable Loads ' Column Cap Uplift,lbs. Download, Series Main Beam Side Beam (160) lbs Main Beam Side Beam Totae (10011151125) ECCLQ-SDS2.5 16 8 2835 2835 3795 CCCQ-SDS2.5 16' 8 4780 2390' 4780 Refer to Note ]]]1 #3 �r CCTQ-SDS2.5 16 8 4910 2350 5315 t Notes: 1. Allowable load is per seat. Side beams must be loaded symmetrically for the CCCQ. i ... load The combined uplift loads applied to all beams in the connector must not exceed the total allowable uplift load listed in the table. The Qombiped download for all of the carried beams shall not exceed the allowable download for the ••••" • •• • unrodiflEestandard CCQ column cap(See FL 10860)(CCQ load for CCCQ and CCTQ, or ECCQ load •::••• �.•�. for CCLq. The download for each side beam shall not exceed the lesser of 35%of the allowable downloecfor 9265 lbs.for the unmodified product. } • 4. UpliTtl A Include a 60%load duration Increase on the fastener capacity in wood for wind loading where f "'•: • -• alioVt8 t44he Florida Building Code. Loads do not include a stress Increase on the strength of the steel. '••••: No futM6i'increases are permitted. Reduce loads where other loads govern. • ---------- *owes* • • • • -y _J�-- Vi + i• • r1r 11 14 � �;"' 1 i '�-� •� _ • 3 k Itl � i � � r o X e 1 O s 1._ fe?.z.: • .4 _ ! 111. r.3- • -mo- �: YYY sf a - fit t' • e ECCLQ-SDS2.5 CCCQ-SDS2.5 CCTQ-SD32.5 (Celt direction shown) 1 Figure 5 ' ECCLQ/CCCQICCTQ Typical Illustrations 4 1 - t 1 Page 9 of 17 Simpson Strong-Tie t �' r , Page 119 of 340 DiocuSign Envelope ID:BAE918A9-4E62-49B3-B905-9EA012BC8BB2 { i TABLE 4 ALLOWABLE LOADS AND FASTENERS FOR CCCQM/CCTQMIECCLQM No.of 16"Square 16"Square CMU Shell SD Screws Grout-Filled CMU Piers Filled with,3000 psi Concrete j Madel No. Ulift 160 Uplift 160 Main Side Main Side Lateral Main Side Lateral t Beam Beam Beam Beam Total {160) Beam Beam Total (160) CCQM-SDSNbG 12 - 6750 - 6750 2460 6855 6855 12770 CCTQM-SDSG 12 8 6750 5375 6750 2460 6855 6720 6855 2770 ECCLQMG-KT6 16 16 6240 6240 7300 2220 6240 6240 8260 1 ' 2680 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. The allowable loads have been increased for wind or earthquake loading with no further increase allowed. 3. Total uplift load and lateral load is based on tested anchor failure in the pier. •••. 4. Allowable loads are based on either a 16"square grout-tilled CMU pier with f m of 1500 psi•or a i6"square,• • • • CMU shell filled with 3000 psi concrete.A minimum of(4)#7 vertical rebars are required.11wel?e4gner shgil • design and detail the CMU/concrete pier to resist all forces including uplift,shear,and morpgr4t0 00 0••: ', 5. Pier height per Designer. • "''•• 0000•• � 6. Side beam and main beam uplift loads assume DF or SP members and are not additive. :X000. 7. The allowable loads listed for grout-filled CMU apply to solid concrete piers of 2500 psi coM**r00ef*a minis D",;f; 16"square. 0 00000 , 8. The allowable loads listed for CMU shell-filled with 3000 psi concrete apply to solid concreZL D&Tjof 30008pr i•. •.:.•o concrete a minimum of 12"square. so .• •• • 0,P•••0 9. The ECCLQM-KT is a kit packaged with(2)MSTQM straps and(32)SDS 1/4"x2 1/2"scre:Apf ne strap maybe 00 installed on each face of the ECCLQM(as shown),using the SDS screws into the beams4ands26.16dx201/2" • 0 nails(not provided)into the wall framing.The MSTQM'strap's allowable tension load is 6240 Ibz. :96060 0 �'0 .• . • •.• :0080• .. . i t t 1 r r I Page 10 of 17 Simpson Strong-Tie t 7 ;. ., Page 120 of 340 t Docu&gn Envelope 10:BAE918A94E62-49B3-B905-OEA012BC8BB2 , i TABLE B CCQMICCTQM/ECCLQM DIMENSIONS I Model No. Main Channel Side Stirrup Main Channel Main Channel Width 1 Width W3 Length 1-1 Length 1-2 ll CCQM3.62-SDSHDG 3 / - 11. - 1 CCQM4.62-SDSHDG 4 / - 11 - CCQM5.50-SDSHDG5'/z - 11 CCTQM3.62-SDSG 3 /8 3b/811 % 4 , CCTQM4.62-SDSG 401. 4 /8 13'/2 . 4 CCTQM5.50-SDSG 5'/. 5'/ 13 %, 4 ' ECCLQM3.62G-K7 3 /8 3 bla 11 %2 7% f ECCLQM4.62G-KT 4-5/1 4 b/8 11 % 7 S/ ECCLQM5.50G-KT 5'/2 5'h 11 '/z 73/4 Notes: - 1.The MSTQM strap is'a component of the ECCLQM His.It is 12 ga.(0,101");3"wide and 48"long. . r ' f ..Ave.••........-. 71 so IJ 7• • • • jz- • 2 = •••••• ••• • • L • •• -_ CUM *j CCTQM ECCLQM Figure 6 - CCQM/CCTQM/ECCLQM/MSTQM Typical Dimensions a,� - ► IZyp.) �� lett' fhp•1 MSTQM , t Page I t of 17 Simpson Strong-Tie t - I Page 121 of 340 DocuSlgn Envelope 1D:BAE918A9-4E62-49133-Bg05-9EA012BC8BB2 #7 mbar Iii 0) 07 rNhar�'40) Irsq•) ttrv- I •.�'�!' ?c T�# r`7i :amt y Pir ' iiWQlt W'Si core CMU Shelf "" •••••• Filled with 3000 psi Conereto Pier 16"Square Groot-Filleil CMU Mof• •.•••• • ••t•---- iti'Idwnirtal —► •• • .7 relk� •:. , (4 MA) Air ,.; ;�`� (4 total) �• rq •' I 3DOOpsi r :,: •. 16, Ncmk l cxrcr�ta ♦' Non�n.� . Grout 16"Square CMU Shell Filled 16"Square Grout-Filled CMU Pier Will)3000 psi Concrete Pier (Plan 1/10VI) (Plat) Vlesv) Figure 7 4 PIER Typical Dimensions and minimum requirements t 1 i. Page 12 of 17 Simpson Strong-Tie Page 122 of 340 DocuSlgn Envelope ID:BAE918A9-4E62.49B3-B905-9EA012BC8BB2 t Min.(4) V wliiml {{ :z Pilin.(4) tobpi�t,td 7 vutical - rebif(total = l for pVi) � t ° J r i.:• •`-.. ,„l;; y s:,'� •�• i ••tis •••• ••.. Typical CCDM Instatlallolt TypIcali CCTQM htstallatlon t 8 so 6 see o 60 . . • •••••• • • so Mel.(4) • , #7;e11iwI ” rebar(told :: -- for pier) Typical ECCLQM lnslallation" w� Figure 8' E - Typical Installation details I Page 13 of 17 Simpson Strong-Tie t I - i Page 123 of 340 DocuSign Envelope ID:BAE918A9-4E62-4983-B905-9EA012BC6BB2 1 t TABLE 6 ALLOWABLE LOADS AND FASTENERS FOR PA PURLIN ANCHORS Model Allowable Tension Load and Fasteners No L DF/SP Lumber SPF Lumber 9-10d 9-16d 9-10d 9-16d PA18 18 1820 2135 1585 1855 r PA23 23 PA28 28 I PA35 35 1900 2215 1645 1925 PA51 51 PA68 68 1. Install one 94 bar above hoofs in embedded portion of PA anchor. 2. Nails are full length common nails. 3. Minimum embedment length is 4", minimum concrete edge distance is 5". Anchor shall be embedded in concrete. i 4. Minimum concrete compressive strength fe=2500 psi. 5. 16d sinkers(9 ga. X 3'/")may be used and have the same allowable loads as 10 common nails listed above. 1 5. Tension loads Include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. ...• �t�2Via •• • • • Pitot Was for •••••• • • • maaU1.3dUl❑g •.•.•• I Purposes and •••••• • • • • ' should not •••••• o used to attach •••• • ••••• to Uarring Pier lnstallaE 001•• sees •• ••• r - 1 �,•' memtrrsunt�s • • • • • I o• approv-d try '3 Similap• •• •• • jEpinw ot Phmd • • 01 spat7i?d in c. • • • • •• ° Simpson SUonj-TW r' Bend • sou�ta • • •••••• taerarore additional--.,- y -i 2tt0 ••••• a r, strap o��r • s2 m J0is1 • I• �1�i T lop or r `• '� •• : • • ••• •••••� t YD. r cutoff • • • • •• • (PA68 siftAir) 6r�6num Side C°.tit Figure 9 PA and Typical Installation Details • a Page 14 of 17 Simpson Strong-Tie r , r L r r , Page 124 of 340 DocuSign Envelope ID:BAE918A9-4E62-49B3-8905-9EA0128C8BB2 { TABLE 7 ALLOWABLE LOADS AND FASTENERS FOR'ML ANGLES Model Fasteners DFtSP Allowable Loads No. H Total 10Q 115 125 160 I ML24Z, ML24SS 4 6—SDS '/4"x1%° 515 515 .515 515 ML26Z, ML26SS 6 8—SDS '/4"x1'/" 1000 1090 1090 1090 ML24 - - ML26similar - - - ...... A G • • • •••••• 1 � � .x 7 ma(((y Y � L • o Load o _ • • Typical ML26 ... .• 00 Installation . .. = (ML24 similm) Figure 10 ML Dimensions and Typical Installation Details + I { f Page 15 of 17 Simpson Strong-Tie I . ' i Page'125 of 340 DocuSign Envelope ID:BAE918A9-4E62.4983-B905-9EA012BC8BB2 r TABLE 8 ALLOWABLE LOADS AND FASTENERS FOR CTS218 STRAP Strap Allowable Loads 18U Model No. Installation Fasteners DF1SP SPF Qty. Compression Tension Compression Tension 1 One Sided 1020 2270 880 1970 2 One Sided _ 2045 4540 1760 3940 2 Two Sided 24 2370 4540 2040 3940 3 Two Sided 10dX1'/ 3725 681.0 3205 5910 4 Two Sided 4740 9080 4080 7880 CTS218 1 One Sided 1175 2480 1010 2150 2 One Sided 24- 2350 4960 2020 4300 2 Two Sided SD9112 2735 4960 2350 4300 3 Two Sided (#9X1'/2") 4130 7440 3550 6450 4 Two Sided 5470 9920 4700 8600 I -•- _-s\ 3�a" • • —''� • 0000 0000!• • • • • - � ''F' 't. r'�J 0000•• •• •• 0000•• _ — ! _.�-.` '0000!• ! • ! _ - 0000! 0000 • . fir; :--•' 1��2 -. -�•� ra•, `� "o ��" '1s - :*00:0 ! 041WMax. Cap 000000 CTS218 ....•• •e••• •0000 00*000 0•i0l6 Both • 000!00 • 6 Straps !!• •6000• instailtd -- = 0 6 000 • on same .. side = - AA -- Typlcal CTS Installallon One-Sided Two-Sided =_ - (One-sides!installation; Installation Installation = - shown) Figure 11 CTS218 Dimensions and Typical Installation Details r Page 16 of 17 Simpson Strong-Tie X Page 126 of 340 1 DocuSign Envelope ID:BAE918A9.4E62-4983-8905-9EA012BC8BB2 1 1 12. IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. I ...... .... . . ...... .. .. ...... . t 1 p�I.SN� ��cerj*;:— 12/16/2011 e7L P Qe..oso., �;1,0A144;.-•���,`��—L—OI%HC62[E831- ��i STALTIR.OF �,fl 1151 Jax Apex echnology, Inc. Jeffrey P.Arneson, P.E. I P.E. No.58544 1 Page 17 of 17 Simpson Strong-Tie , r . 1 1 3/6/2015 Florida Building Code Online Page 127 of 340 r ti •r _.- lv MIU.�.a7o_u ORM fpp{;{ 7(i[k fe111cfllt; SCIS Home Log in User Registration Hot Topics i Submit Surcharge Stats&Fads i Publications F8C Staff i SCIS Site Map Links i Search Uusi 'es,//f) - i'�ofessi i��al �� USER:1Product Approval USER:Public User Regulation Product Aoorovai Menu>Product or Aoollcation Search>Appllratlon List>Application DetaB FL# FL10655-R2 WE Application Type Editorial Change Code Version 2010 Application Status Approved Comments Archived 3 Product Manufacturer' Simpson Strong-Tie Co. Address/Phone/Email 2221 Country Lane McKinney,TX 75070 (972)439-3029 i rshackelford@strongtie.com 0000 • • 0000•• . Authorized Signature Randall Shackelford 0.000 • • • rshackelford@strongtle.com •• • • • •• 0000•• •• •• •0•••• Technical Representative Randall Shackelford •••••0 • 0 0 0000 0000•• Address/Phone/Email 1720 Couch Drive • • ;••• • • • McKinney,TX 75069 •••• • ••0 0. (800) 999-5099 •••••• •0 0 0 • • rshackelford@strongtie.com 00 0.0• • • • •• • 0000•• I 0000•• • Quality Assurance Representative Pat Woodall • • 1 • • 0 0.0:0 • • �•••0• Address/Phone/Email 1720 Couch Drive 0 • McKinney,TX 75069 0 0 0• • ••• •0 0 0•• (800)999-5099 • • • • 0 pwoodall@strongtie.com_ •• • Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Benchmark Holdings, L.L.C. Quality Assurance Contract Expiration Date 12/31/2015 Validated By Jeffrey P.Arneson, P.E. V Validation Checklist- Hardcopy Received Certificate of Independence FL10655 R2 COI ICC Cert of Independence.pd F Referenced Standard and Year(of Standard) Standard Year ASTM D1761 I 2000 i N.A. SPEC FOR DESIGN OF COLD FORMED STEEL CONSTRUCTION 2001 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2005 s Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect i FL10655 R2 Eauiv 2010 Self Affirmation Simpson odf I Sections from the Code hftm:lhvww.florldabuildina.ora/or/or app dd.aspx?param=wGEVXQMDgtBNbEY5V%2boQTICuMT5s527XEcsRgT3i4dUieFVcMmQ%3d%3d 1/4 Florida Building Code Online Page 128 of 340 3/612015 I i Product Approval Method Method 1 Option C Date Submitted 04/25/2012 Date Validated 04/26/2012 Date Pending FBC Approval 05/02/2012 '' Date Approved 06/11/2012 1 Summary of Products Go to Page Page 6 9 / I f � i FL# Model,Number or Name Description 10655.101 HU548 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10655 R2 I1 ESR-2549.odf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.Ddf 10655.102 LU210 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10655 R2 II ESR-2549.odf •'• Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 ' • ImpaEt Re �stant: N/A Created by Independent Third Party: Yes •�•... •..• • bes4inWassure: N/A Evaluation Reports •� • •• OtheiriVPl;%resisting wind uplift supplemental connectors FL10655 R2 AE E R-2549.vdf ••""' • • may be Mequired to acheive 700# uplift for HVHZ. •.•.•• ••••• 10655.T(f3" LU 24 Joist Hanger • • , ""••• •�:�• Limit& f19 e+ Installation Instructions • •••• ' '" Approved for use in HVHZ:Yes FL10655 R2 II ESR-2549.pd •• • ApprpOC(If4,use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 • �•• • Impact Reslistant: N/A Created by IndependenLThird Party:Yes ••••' Desigrq Pressure: N/A Evaluation Reports ;.•..: Othe : Wreslsting wind uplift supplemental connectors FL10655 R2 AE ES11-2549.0f • • ;"; • must le used to acheive 700# uplift for HVHZ. 10655.104 LU26 Joist Hanger i Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL19655 R2 II ESR-2549.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other:When resisting wind uplift supplemental connectors FL10655 R2 AE ESR-2549.odf must be used to acheive 700# uplift for HVHZ. 10655.105 W28 Joist Hanger Limits of Use Installation Instructions l Approved for use in HVHZ:Yes FL10655 R2 II ESR-2549.odf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other:When resisting wind uplift supplemental connectors FL10655 R2 AE ESR-2549.Ddf t may be required to acheive 700# uplift for HVHZ. 10655.106 LUS210 Joist Hanger Limits of Use Installation Instructions , Approved for use in HVHZ:Yes FL10655 R2 II ESR-2549 Ddf 4.1 Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.Ddf 10655.107 WS210-2 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10655 R2 11 ESR-2549.adf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E.68675 Impact Resistant: N/A Created by Independent Third Party: Yes httnc•JAuww.Flnridabuildino.ordor/Dr aoD dd.asox?Daram=wGEVXQwtDctBNbEY5V°/a2boQTICuAhT5s527XEcsRgT314dUleFVcfwwQ%3d°/aid , 214 3/612015 Florida Building Code Online ' Page 129 of 340 Design Pressure: N/A Evaluation Reports other: FL10655 R2 AE ESR-2549.odf 10655.108 WS214-2 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL1065S R2 II ESR-2549.ndf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549,pdf 10655.109 LUS24 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10655 R2 II ESR-2549.12df Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: When resisting wind uplift supplemental connectors FL10655 R2 AE ESR-2549.pdf must be used to acheive 700# uplift for HVHZ. 10655.110 LUS24-2 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10655 R2 II ESR-2549.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports other: When resisting wind uplift supplemental connectors FL10655 R2 AE ESR-2549.odf must be used to acheive 700# uplift for HVHZ. 0006 • 10655.111 LUS26 Joist Hanger ;' 0 •••• ••• •• 3 0• Limits of Use Installation Instructions 0 •• • ; 0 •• •• Approved for use In HVHZ:Yes FL10655 R2 II ESR-2549.odP• "de r •••••• Approved for use outside HVHZ:Yes Verified By: Randall Shia- fert"E. 68675 Impact Resistant:N/A Created by Independent Thlndliarty: Yes• 0 ••• • Design Pressure: N/A Evaluation Reports •'0 0•,6 6 *see** • Other: FL10655 R2 AE ESR-2549 odf 6 6 • 0 10655.112 LUS26-2 Joist Hanger •••• • Limits of Use Installation Instructions.; 0 W Approved for use In HVHZ:Yes FL10655 R2 II ESR-2549.odf 6+ :600:0 00.0 • Approved for use outside HVHZ:Yes Verified By: Randall Shac6elfo&JR.E. 68$75 60 Impact Resistant: N/A Created by Independent Thftd Party:Yes • :•: • Design Pressure: N/A Evaluation Reports •6 6 Other: FL10655 R2 AE ESR-2549.odf 10655.113 LUS28 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10655 R2 II ESR-2549.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.pdf 10655.114 LUS28-2 Joist Hanger Limits of Use Installation Instructions { Approved for use In HVHZ:Yes FL10655 R2 II ESR-2549.Ddf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.odf 10655.115 LUS410 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10655 R2 II ESR-2549.odf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports other: FL10655 R2 AE ESR-2549.odf 1065S.116 LUS414 Joist Hanger Limits of Use Installation Instructions hRrxs:// .floridabuildino.orctforlor app dU.aspx?param=wGEVXQwtDgtBNbEY5V%2boQTICuAhT5s527XEcsRgT3i4dUieFVcfwwQ%3d%3d 314 3/612015 Florida Building Code Online Page 130 of 340 Approved for use in HVHZ:Yes FL10655 R2 II ESR-2549,pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.odf 10655.117 LUS44 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10655 R2 II ESR-2549.Ddf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. b8b7S Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other:When resisting wind uplift supplemental connectors FL10655 R2 AE ESR-2549.adf must be used to acheive 700# uplift for HVHZ, 10655.118 LUS46 Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10655 R2 II ESR-2549 pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL10655 R2 AE ESR-2549.odf 10655.114 LUS48 Joist Hanger Limits of Use Installation Instructions i Approved for use in HVHZ:Yes EL10655 R2 II ESR-2549.Ddf I Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E. 68675 Impact Resistant: N/A Created by Independent Third Party:,Yes t •.;••. Design Pressure: N/A Evaluation Reports t • • Otheri • FL10655 R2 AE 'ESR-2549 pdf } • Joist Hanger •�•••• �•���• 106551114.•• MUS26 • Installation Instructions l 0.0 0 0 • Approved fOr use in HVHZ Yes FI 10655 R2 if ESR-2549.ndf 0,00004 App&yg4 or use outside HVHZ:Yes Verified By- Randall Shackelford P.E. 68675 • 0000 Created b Independent Third Party: Yes I '..:.• it•+ Imp��•t�� ft�ant: N/A' y t Design ressure: N/A Evaluation Reports r •••••• • # Othe!• r• FI x0655 R2 AE ES11-2549,01' s.r.+• Page6/94 0 • 0 0• •Go to�� --�� t Back Next i� Contact Us:: 1440 North Monroe Street Tallahassee Fl.32394 Phone:850-487-1824 The State of Florida Is an AA/EEO employer.Copyright 2007-2013 State of Florida ::Privacy_Statement::Accessibility Statement::Refund Statemen[ 1 i Under Florida law,email addresses are public records.If you do not want your e-mail address released In response to a public-records request,do not send electronic 850 mall to this entity.instead,contact the office by phone or by traditional mail.If you have any questions,please contact .487.1395.6Pursuant to Section 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address If they have one.The emalls provided may be used for ofridal communication with the licensee.However email addresses are public record.If you do not wish to supply a7 personal address,please provide the Department with an email address which can be made available to the public.To determine if you are a licensee under Chapter 45S,F.S.,please dick here. 1 Product Approval Accepts: t rctxl M utiurit'xt F I' ' I t _ t httna•IAAmAuffrvidsHiilrfinn.nrnlnrhir Ann dti.asox7oaram=wGEVXQwtOatBNbEY5V°/.2boQTICuAhT5s527XEcsRgT3WUieFVcfwwQ%3d°/.3d ) 4/4 i� - Page 131 of 340 i J!S ESR-2549 REPORT issued February 9, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. BustrressReglonal Office#5360 Workman Mil Road'V&6er,Cardomla 90604#(562)6990543 Regional Office#900 Montdalr Road,Suite A,Birmingham,Alabama 35213#(205)599-9800 www.icc-es.org Regional Office#4051 West Flossmoor Road,Country Club Hits,hinds 60478#(708)799-2305 k DIVISION:06—WOOD AND PLASTICS hangers having a width equal to or.greater than 29/16 inches Section:06090—Wood and Plastic Fastenings (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for REPORT HOLDER: the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series SIMPSON STRONG-TIE COMPANY, INC. hanger and Figure 3b for an HUC hanger. 5956 WEST LAS POSiTAS BOULEVARD 3.1.4 LUS Series Hangers: The LUS series hangers are PLEASANTON,CALIFORNIA 94588 formed from No.18 gage galvanized steel.The hangers have (800)925-5099 prepunched holes for the installation of nails that are driven www.strongtie.com at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation EVALUATION SUBJECT: instructions.See Table 4 for the hanger dimensions,required fasteners,and allowable loads;and Figure 4 for a drawing of a typical LUS series hanger. SiMPSON STRONG-TIE FACE-MOUNT HANGERS FOR . _ r f. WOOD FRAMING 3.1.5 MUS Joist Hanger: The MUS series hangers are formed from No. 18 gage galvanized steel. The U-shaped 1.0 EVALUATION SCOPE portion of the hangers has prepunched hollav•ferthe installation of joist nails that are d;ven atan anglikAirough ..•••• Compliance with the following codes: the joist and into the header,whichois described as dol4ble •• # 2006 international Building Code°(IBC) shear nailing in the installation insirwetio".Seefor • •••••' o the hanger dimensions, requiredJast;Qe.rs, and allowable t # 2006 International Residential Code' (iRC) loads;Figure 5 for a drawing of a tygj%IVUS series li finger. ;..••; #, Other Codes(see Section 8.0) 3.1.6 HUS Series Hangers: The 1,10&series h�btA are •••••• Properties evaluated: formed from No.14 gage galvanized ctec:with the e,<"ption ..... • of the HUS26, HUS28 and HUS2li'' tngers, Vpfche are Structural formed from No.16gage a e alvaniz The hangers have ""`• 9 .dSt>r�Cl• g • 2.0 USES prepunched holes for the installfon•ofPist nails that are •• driven at an angle through the joist and into the hC%VZ iiitich •••••• ` The Simpson Strong-Tle face-mount hangers described in is described as double shear slailipd;in the*installation • this report are used as wood framing connectors In instructions.See Table 6 for the harfUbrdltnensioj-m,mgvired • accordance with Section 2304.9.3 of the IBC.The products fasteners,and allowable loads;and Figure 6 for ackawltg of may also be used in structures regulated under the IRC when a typical HUS series hanger. an engineered design is submitted in accordance with Section 3.1.7 HHUS Series Hangers: The HHUS series hangers 8301.1.3 of the IRC. are formed from No. 14 gage galvanized steel.The hangers ` 3.0 DESCRIPTION have prepunched holes for the installation of joist nails that 3.1 'General: are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation The Simpson Strong-Tie face-mount hangers described in instructions.See Table 7 for the hanger dimensions,required r fasteners, and allowable loads; Figure 7 for a drawing of a this report are U-shaped hangers that have prepunched holes for the Installation of nails Into the face of the supporting wood typical HHUS series hanger. header or beam or ledger. 3.1.8 SUR/L Series Hangers: The SUR/L series hangers 3.1.1 LU Series Hangers: The LU series hangers are are formed from No.16 gage galvanized steel.SUR and SUL formed from No. 20 gage galvanized steel.See Table 1 for are mirror-image identical hangers, skewed at 45 degrees hanger dimensions,required fasteners,and allowable loads; right and left, respectively. See Table 8 for the hanger and Figure 1 for a drawing of a typical LU series hanger. dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.2 U Series Hangers:The U series hangers are formed from No. 16 gage galvanized steel. See Table 2 for the 3.1.9 HSUR/L Series Hangers: The HSUR/L series hanger dimensions,required fasteners,and allowable loads; hangers are formed from No.14 gage galvanized steel.SUR and Figure 2 for a drawing of a typical U series hanger. and SUL are mirror-image Identical hangers, skewed at 45 degrees right and left, respectively. See Table 9 for the 3.1.3 HU/HUC Series Hangers: The HU and NUC series hanger dimensions,required fasteners,and allowable loads; hangers are formed from No. 14 gage galvanized steel. HU and Figure 9 for a drawing of typical HSUR/L series hangers. F.$REPORTS- ,,.at to be construed os representing aesthetics or any other attributes not specifically ad&essed,nor are they to be construed as an + enekrsement of the subject of the report or a recommendation for its use.There is no warranry by ICC Fraluatlar Service,Inc.,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. naowY wrr+>.wa. Copyright 0 2008 Page i of 10 Page 132 of 340 + Page 2 of 10 ESR-2549 j 3,2 Materials: duration factor, Co,corresponding with the applicable loads 1 in accordance with the NDS. 3.2.1 Steel: The hangers described in this report are Tabulated allowable loads apply to products connected to ` manufactured from galvanized steel complying with ASTM A 653, S5 designation, Grade 33, with a minimum yield wood used under dry conditions and where sustained strength,F,,,of nation psi Grade MPa)and a minimum tensile temperatures are 100°F(37,8°C)or less.When products are i installed to wood having a moisture content greater than 19 strength, F., of 45,000 psi (310 MPa). Minimum base-metal thicknesses for the hangers in this report are as follows: percent(16 percent for engineered wood products),orwhere wet service is expected,the allowable loads must be adjusted j NOMINAL THICKNESS MINIMUM BASE-METAL by the wet service factor, C, specified in-the NDS, When (gage) THICKNESS(Inch) connectors are installed in wood that will experience No.14 0.0685 sustained exposure to temperatures exceeding 100°F , No.16 0.0555 (37.80C),the allowable loads in this report must be adjusted , by the temperature factor, C„specified in the NDS. No.18 0.0445 1 t No.20 0.032L_____j Connected wood members must be analyzed for load- , For sl:1 inch=25.4 mm. carrying capacity at the connection in accordance with the +J NDS. R The hangers have a minimum G90 zinc- coating f specification in accordance with ASTM A 653.Some models 4.2 installation: (designated with a model number ending with Z)are available Installation of the connectors must be in accordance with this with a G185 zinc coating specification in accordance with evaluation report and the manufacturer's published ASTM A653.Some models(designated with a model number installation instructions.In the event of a conflict between this ending with HDG)are available with a hot-dip galvanization, report and the manufacture's published installation also known as "batch" galvanization, in accordance with instructions,this report governs. j ASTM A 123,with a minimum specified coating weight of 2.0 o rfm9lol zinc per square foot of surface area (600 glm2), 5.0. CONDITIONS OF USE ...... �a,efeo'bolh side Medal numbers in this report do not The Simpson Strang Tie face-mount hangars for wood- to• include 4he Z op�ending, but the information shown framed construction described in this report comply with,or • •••• alUft..lhe IumJ)s6ti("er or holder of this report(Simpson are suitable alternatives to what is specified in,those codes Strogg-Tie ccmDag)1) should be contacted for listed in Section 1.0 of this report, subject to-the following ;....: recommendations on minimum corrosion resistance of steel conditions: comilastA in •Vnstaot with the specific proprietary , •• •• preservallve treatedor fire retardant treated lumber. 5.1 The connectors must manufactured, identified and ""••• 0006 *00000 hers with which the connectors are installed In accordance with this report and the •• 3.;.2••V Sod:Wbgp fi� manufacturer's published installation instructions. A used must be eltrgr.VVwn lumber or engineered lumber copy of the instructions must be available at the jobsite .' having a minirnun+ specific gravity of 0.50 (minimum at all times during installation. i •••••• egjo1i.iw1specificgravityof0.50for engineered lumber),and . :0 Calculations showing compliance with this report must having a'maxirrw% moisture content of 19 percent (16 5.2 •••�: pe t four engifterd&..lumber)except as noted in Section be submitted to the code official.The calculations must 4.�. f Eie�thickness of the supporting wood member(header, be prepared by a registered design professional where 1 beam,or ledger)must be equal to or greater than the length, required by the statues of the jurisdiction in which the i project is to be constructed. of the fasteners specified in the tables in this report, or as j required by wood member design,whichever is greater. 5.3 Adjustment factors noted in Section 4.1 and the 3.2.3 Fasteners: Nails used for hangers described in this applicable codes must be considered,where applicable. report must comply with ASTM F 1667 and have the'following 5.4 Connected wood members and fasteners must comply, minimum fastener dimensions and bending yield strengths respectively,with Sections 3.2,2 and 3.2.3 of this report. (F,,b): 5.5 Use of connectors with preservative treated or fire COMMON ' SHANK FASTENER F,,, retardant treated lumber must be in accordance with NAIL SIZE DIAMETER LENGTH (psi) Section 3.2.1 of this report. Use of fasteners with f (inch) (inches) preservative treated or fire retardant treated lumber 10d x 1'/, 0.148 11/2 90,000 must be in accordance with Section 3.2.3 of this report. 10d 0,148 3 90,000 6.0 EVIDENCE SUBMITTED 16d x 2'/, 0.162 2'/, 90,0001 Data in accordance with the ICC-ES Acceptance Criteria for 16d 0.162 3'/ 20,000 Joist Hangers and Similar Devices (AC13), dated October tt For Sl:1 Inch=25.4 mm,1 psi=6.895 kPa. 2006(corrected March 2007). . Fasteners used In contact with preservative treated or fire 7.0 IDENTIFICATION retardant treated lumber must comply with IBC Section 2304.9.5 or IRC Section R319.3,as applicable.The lumber The products described in this report are identified with a die-treater or this report holder(Simpson Strong-Tie Company) stamped label indicating the name of the manufacturer should be contacted for "recommendations on minimum (Simpson Strong-Tte),the model number,and the number of G. corrosion resistance of fasteners and connection capacities an index evaluation reportES( R-2523)that is used as an �. of fasteners used with the specific proprietary preservative identifier for the products recognized in this report. treated or fire retardant treated lumber. 8.0 OTHER CODES 4.0 DESIGN AND INSTALLATION 8.1 Evaluation Scope: j 4.1 Design: in addition to the codes referenced in Section 1.0, the The tabulated allowable loads shown in this report are based products in this report were evaluated for compliance with the on allowable stress design (ASD) and include the load requirements of the following codes: Page 133 of 340 j Page 3 of 10 ESR-2549 # 2003 International Building Codee(2003 IBC) or fire retardant treated lumber must,as a minimum,comply # 2003 International Residential Code°(2003 IRC) with UBC Section 2304.3. # 2000 International Building Codea(2000 IBC) 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 IBC,2000 IRC,and UBC: # 2000 International Residential Codd'(2000 iRC) See Section 4.0 of his report. # 1997 Uniform Building CodeTIA (UBC) 8.5 Conditions of Use: The products described in this report comply with, or are suitable alternatives to what is specified in, the codes listed 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC:The above,subject to the provisions of Sections 8.2 through 8.7. Simpson Strong-Tie products described in this report comply with,or are suitable alternatives to what is specified in,those 8.2 Uses: codes listed in Section 8.0,subject to the same conditions of 8.2.1 2003 IBC, 2003 IRC,2000 IBC,and 2000 IRC:See use indicated in Section 5.0 of this report. Section 2.0 of this report. 8.5.2 UBC:The Simpson Strong-Tie products described in 8.2.2 UBC: Replace the information in Section 2.0 with the this report comply with,or are suitable alternatives to what is following:Simpson Strong-Tie face-mount hangers are used specified in,the UBC,subject to the same conditions of use as wood framing connectors in accordance with Section indicated in Section 5.0 of this report, except the last 2318.4.8 of the UBC. sentence of Section 5.5 is replaced with the following: Fasteners used in contact with preservative treated or fire 8.3 Description: retardant treated lumber must, as a minimum, comply with 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this UBC Section 2304.3. report. 8.6 Evidence Submitted: 2003 IBC,2003 IRC 2000 IBC, 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this 2000 IRC,and UBC: report,except modify Section 3.2.3 of this report to reference See Section 6.0 of this report. •••,• Section R323.3 of the IRC. 8.7 Identification: 2003 IBC, 203 I�'!i',�2000 IHt3,•1600 ...... 8.3.3 UBC:See Section 3.0 of this report,except modify the IRC,and UBC: •• ' •• • .' first sentence in the last paragraph of Section 3.2.3 as •••••'• .. :. ....;. See Section 7.0 of this report. follows: Fasteners used in contact with preservative treated •• i • , .,,.., • , • , i r t F ' ^ 1 _ 1 t Page 134 of 340 ) t Page 4 of 10 ESR-2549 i ' a TABLE 1—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS j DIMENSIONS' FASTENERS' ALLOWABLE LOADS'''"(lbs) (Inches) (Quantity-Type) I MODEL Uplift, Download No. Cu=1.33 1 W H B Headers Joist C°=1.0 Co=1.15 CD 1.25 or 16 10d 16d 10d 16d 10d 16d LU24 19/16 3%a 1 4 2-10dx1'/2 245 445 530 510 610 555 665 LU26 19116 43/, 11/2 6 4-10dx1% 490 665 800 765 920 830 1,000 LU28 ' 19/'6 6'/a 1Y: 8 6-10dx1% 735 890 1,065 1,025 1,225 1,110 1,300 LU210 19/t6 7t1/ts 1%: 10 610dx1% 735 1,110 1,330 1,275 1,530 1,390 1,660 For SI: 1 inch=25.4 mm,i Ibf=4.45 N. 1. Refer to Figure 1 (this page)for definitions of hanger nomenclature(W,H.B). f 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 1 4.LU Series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to Its vertical position is 0.125 inch(3,2 mm). 5.The quantity of 10d or 16d common nails specified in the"Header"column under"Fasteners"is required to achieve the tabulated allowable loads shown in the Allowable Download"10d'or"16d"columns. 6.Allowable uplift loads are for hangers Installed with either 10d or i6d common nails into the supporting header/beam,and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. 0000 0.0960 0009, • • • • • • • �♦ y • • t 060000 J• 00 00•006 • . • •966 • • • • 99•• • 6 • r 0006• • 96.9 960••• J • • 0.60 ••�• • • • • 00 • •• •• •• 1 • • • • t • 6 • 0000•• •••0 6• • 0 0 .t • • • 0 of I a � 0 e ,r e � t c 0 � s 0 ,�,fof tid�k r FIGURE 1—LU SERIES HANGER l it i� Page 135 of 340 Page 5 of 10 ESR-2549 TABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS DIMENSIONS' ALLOWABLE LOADS`4` FASTENER lbs # MODEL (inches) (Quantity-Type) Uplift 6 Download r No. W H B Header; Joist Co=1.33 or CQ=LO Co=1.15 Co=1.25 =1.6 10d 16d 10d 16d 10d 16d U24 19/1s 3'/a 2 4 2-10dxl'/2 240 445 530 510 610 555 665 U26 i9/1e 43/4 2 6 4-10dxl'/2 480 665 800 765 920 830 1,000 U210 i9/1s 713/16 2 10 6-10dxl'/2 720 1=110 1,330 1,275 1,530 1,390 1,660 U214 19/1s 10 1 2 12 8-10dxl'/2 960 1,330 1,595 1,530 1,835 1,665 1,995 U34 29/1s 3% 2 4 2-10dxl'/2 240 445 530 510 610 555 665 U36 29/to 53/a 2 8 4-10dxi'/2 480 890 1,065 1,025 1,225 1,110' 1,330 U310 29/t6 87/a 2 14 6-10dxl'12 720 1,555' 1,860 1,790 2,140 1,940 2,330 U314 29/se 101/2 2 16 6-iodxl'/2 720 1,775 2,130 2,040 2,450 2,220 2,660 U44 39/16 22/s 2 4 2-10d 295 445 530 510 610 555 665 U46 391% 47/a 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U410 3'/16 83/8 2 14 6-10d 890 1,555 1,860 1,790 2,140 1 1,940 2,330 U414 1 39116 10 2 16 6-10d 890 1,775 2,130 2,040 2,450 2,220 2,660 U24-2 3'/a 3 2 4 2-10d 295 445 530 510 610 555 665 U26.2 3'/s 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U210-2 3'/a 81/2 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U66 51/2 5 2 8 1 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U610 51/2 81/2 2 14 6-10d 890 1,555 1,860 1,790 1 2,140 1,940 _2,,330 U210-3 5'/2 7314 2 14 6-10d 890 1,555 1,860 1,790 •2,140• 1,9400 2,330 U24R 2'116 35/s 2 4 2-10dx1'/2 240 445 530 510 fill 555 665 ••••o• U26R 2'116 55/s 2 8 4-10dxl'/2 480 890 1,065 1,025 910"5• 1,110• 4,330 • U21OR 2'/te 9'/8 2 14 6-10dxl'/2 720 1,555 1,860 1,790 •2.J M 1,940 2,330 6060% • U44R 41116 251, 2 -4 1 2-16d 355 445 530 510 .6jq 555 665 •••••i U46R 4'116 45/a 2 8 4-i6d 710 890 1,065 1,025 •1, 1,110•0 41"0 :0000:• U410R 4'it8 8'/s 2 14 6-16d 1,065 1,555 1,860 . 1,790 .Z, 0 1,940 2,330 •• ••.• U66R- 6 5 2 8 4-16d 710 890 1,065 1,025 • • 1,110, *-G1�0 ••••' U61OR 6 81/2 2 14 6-16d 1,065 1,555 1,860 1,790 1 0 1,940 2,330 •••• • For SI: 1 Inch=25.4 mm,1 ibf=4.45 N. • • • 1.Refer to Figure 2(this page)for definitions of hanger nomenclature(W,H,B). ; ••• • • . 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties •• • • goo 0••••• 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. • • • • 4.U Series hangers provide torsional resistance,which is defined 8s a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5.The quantity of 10d or 16d common nails specified in the'Header"column under-Fasteners°is required to achieve the tabulated allowable toads shown in the Allowable Downtoad"10d"or"16d'columns. 6.Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting headerlbeam,and have been Increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. U24) _ a :o I • 't r , • u • H o i 9 • ' _ o p 1 .4, f FIGURE 2-1.1 SERIES HANGER FIGURE 3a-HU SERIES HANGER FIGURE 3b-HUC SERIES HANGER (See Table 2-2bove) (See Table 3-Next Page) (See Table 3,Footnote 3-Next Page) r f iI Page 136 of 340 f Page 6 of 10 ESR-2549 E TABLE 3-ALLOWA13LE LOADS FOR THE HU/HUC SERIES JOIST HANGERS HANGER DIMENSIONS' FASTENERS2 ALLOWABLE LOADS(Ibs) MODEL (Inches) (Quantity-Type) NO Uplift Download d : W H B Eea :rEJoist Co=1.33 or Co=1.0 Co=1.15 Co=1.25 =1.6 HU26 19/1, 3`116 2'/4 4-16d 2-10dxt/2 240 535 615 670 HU28 1 /t6 5'/4 2'/4 6-16d 4-10dxl'/, 480 805 925 1,005 r HU210 1 /,s 7V. 2'/, 8-16d 4-i0dx1'/2 480 1,070 1,230 1,340 I HU212 let,, 9 2%4 10-16d 6-10dxl'/2 720 1,340 1,540 1,675 ! 11 HU214 1 /,s 10/a 2'/4 12-16d 6-iOdx1 /2 720 1,610 1,850 2,010 HU34 29/1, 33/a 2 Y2 4-16d 2-10dx1'/2 240 535 615 670 1 EHLJ3 29/16 53/8 2'/ 8-16d 4-10dx1'/2 480 1,070 1,230 1,340 2/1e 7'/a 2'/ 10-16d " 4-104x1/2 480 1,340 1,540 1,675 2/1s 8/, 2%: 14-16d 6-iOdxi'/2 720 1,875 2,155 2,345 2/18 i05/a 2%: 16-16d 6A0dx1 12 720 2,145 2,465 2,680 ' 29116 1231, 2'/2 18-16d 8-i0dxl'/2 960 2,410 2,770 3,015 HU316 29/,s 147/8 2'/: 20-164 8-104x112 960 2,680 3,080 3,350 HU44 3e/,s 2 7& 2'/2 4-16d 2-10d 300 535 615 670 HU46 39/1, 53/16 2'/2 8-16d 4-10d 605 1,070 1,230 1,340 HU48 39/is 613116 2'/2 10-164 4-10d 605 1,340 1,540 _ 1,675 1-11_1410 39/,s 85/a 2'/ 14-16d 6-10d 905 1,875 2,155 2,345 HU4**• 39/,s 105116 2% 16-16d 6-10d 905 2,145 2,465 2,680 *:*Goo• H041*19• 39h? 0125/a 2%2 18-16d 8-10d 1,205 2,410 2,770 3,015 • HW416 9 39tis • 13518 2'/2 1 20-164 8-10d 1,205 2,680 3,080 3,350 •;•••• H ^ •• 5)44•I ••4'116 2%2 8-16d 4-16d 715 1,070 1,230 1,340 • HU68. 5%*• •5"116 2'/ 10-led 4-16d 715 1,340 1,540 1,675 **see:; HUWO • 5'/•• • 7/, 2'/ 14-16d 6- 66d 1,070 1,875 2,155 2,345 F, ••••• H 1 • 5'/z•• • 93/a 2 Y. 16-16d 6-16d 1,070 2,145 2,465 2,680 99.:.0 HU6614o• 5'E•i •4-151, 2%2 18-16d 8-16d 1,430 1 2,410 2,770 3,015 • •••• H 1 •• 5;72•• '0021%6 2% 20-16d 8-16d 1,430 2,680 3,080 3,350 • HU24.2 311a•• •6'/,6 2'/ 4-16d 2-10d 300 535 615 670 ' • • r • 3 %3/8 2%2 8-16d 4-10d 605 1,070 1,230 1,340 3'/,• •7 2'/2 10-16d 4-iOd 605 1,340 1,540 1,675 , 3 • •873116 2%_, 14-16d 6-10d 905 1,875 2,155 2,345 3'/, 1011, 2'/ i6-164 6-104 905 2,145 2,465 2,680 3'/a 12 116 2'/ 18-i6d 8-10d 1,205 2,410 2,770 3,015 r HU216-2 311, 1371, 2%2 20-i6d 8-10d 1,205 2,680 3,080 3,350 HU310-2 51/8 87/, 2'/ 14-16d 6-10d 905 1,875 2,155 2,345 HU312-2 51/, 10518 2 A 16.16d 6-10d 905 2,145 2,770 2,680 HU314-2 5'/a 125/8" 2'/ 18-16d 8-10d 1,205 2,410 2,770 3,015 j HU210-3 4 '118 89/16 2'/ 14-16d 6-10d 905 1,875 2,155 2,345 HU212-3 411/18 105/16 2%2 16-16d 6-iOd 905 1 2,145 2,465 2,680 1-11_12i4-3 411118 12%e 2'/ 18-16d 8.104 11,205 2,410 2,770 3,015 HU216-3 4"ks 1371, 2'/2 20-16d 8104 1,205 2,680 3,080 3,350 For SI: 1 Inch=25.4 mm,1 IV=4.45 N. 1.Refer to Figures 3a and 3b(previous page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3.HU series hangers with widths(W)equal to or greater than 2°/1s inches(65 mm)are available with header flanges turned In(concealed) and are identified with the model designation HUC#. See Figure 3b(previous page). 4.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable,building code. tt 5.HU Series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the r joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. 1 I. l Page 137 of 340 Page 7 of 10 ESR-2549 TABLE 4-ALLOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS DIMENSIONS' COMMON NAILS2 ALLOWABLE LOADS1.4 MODEL (Inches) (Quantity-Type) (Ibs) NO. Upilft° Download W H B Header Jolse CD=1.33 or =1.6 Co=1.0 Ca=1.15 CD 1.25 LUS24 19/, 31/a 1/4 4-10d 2-10d 465 640 735 800 LUS26 19/16 4314 13/4 4-10d 4-10d 930 830 955 1,040 t LUS28 19/16 65/a 13/4 6-10d 4-10d 930 1,055 1,215 1,320 LUS210 19/16 7"/,a 1'/4 8A0d 4-iOd 930 1,275 1,465 1,595 LUS24-2 3'/a 3/e 2 4-16d 2-16d 440 765 880 960 LUS26.2 3'/a 4'/ta. 2 4-16d 4-i6d 1,140 1,000 1,150 1,250 LUS28-2 3'/a 7 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS210-2 31/a 811/", 2 8-16d 6-i6d 1,710 1,765 2,030 2,210 LUS214-2 3'/e 1015/,a 2 10-16d 6-16d 1,710 2,030 2,335 2,540 LUS44 34/66 3 2 4-16d 2-16d 440 765 880 960 LUS46 31% 43/4 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS48 39/,a 63/4 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS410 34/ia 83/4 2 8-16d 6-16d 1,710 1,765 2,030 2,210 LUS414 34/Ie 103/4 2 10-16d 6-16d 1,710 2,030 2,335 2,540 For SI: 1 Inch=25.4 mm,1 Ibf=4.45 N. 0000 1.Refer to Figure 4(this page)for definitions of hanger nomenclature(W,H,B). ••• •***a •• ••• 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. •6 . • • • 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building cjg("• • • • •. 4.When LUS Series hangers support joists,they provide torsional resistance,which is defined as a moment of not less+tga•n 75 pouZcTs(164 •••••• N)limes the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the 3e4P APIlosition of th6ojoist is • O.i25Inch(3.2mm). 0000• • • •0000•• • 5.Joist nails must be driven at a 45 degree angle through the joist into the header/beam(double shear nailing)to aohiavplhe tabi.:01 adds. 6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. jl;e•�IjVable uplift loads ••;••• 0000• must be reduced when other load durations govern. •6•• •00•00 0 •• , •• • 0000•• •0000• 0 • Max. 0 • • 0.0 0• 60001• a e 06 . ••6606 . 0.0 i e 6 e m � FIGURE 4-LUS SERIES HANGER } is r Page 138 of 340 i Page 8 of 10 ESR-2549 t sj TABLE 5-ALLOWABLE LOADS FOR THE MUS SERIES HANGERS DIMENSIONS COMMON iiAlLS2 ALLOWABLE LOADS' j Inches quantlty-7 a lbs it MODEL Upllft6 Download NO. • W H � B Header Joists Co=1.33 or � =1.6 CD=1.0 Go=1.15 7MUS26 1911r 5�/ia ' 2 6-10d -6-10d 1,090 1,310 1,505 1,640 MUS28 1 /,a 6�la ' 2 8-10d 8-10d 1,555 1,750 2,010 2,185 For Sl:,1 inch=25.4 mm,1 Ibf=4.45 N. 1.RefertoFigure 5(thlspage)far definitions of hanger nomenclature(W,H,B). 2:Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.When MUS series hangers support solid-sawn joists,they provide torsional resistance,which is defined as a moment of not less than 75 i pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position. of the joist is 0.125 inch(3.2 mm). 5.Joist nails must be driven at a 45 degree angle through the joist into the header/beam(double shear nailing)to achieve the tabulated loads. 1 6.Allowable uplift loads have been increased for wind or earthquake loading with no further Increase is allowed. The allowable uplift loads must be reduced when other load durations govern. L ff f t� +c • • H ° H •• • • • •Sol 0 1 .o •••i•• •••• 1`146114 t•-MUS HANGER(see Table 5) FIGURE 6-HUS SERIES HANGER(see Table 6) • • • •• •• i • • • . • l •••••• 00000* TABLE 6-ALLOWABLE LOADS FOR THE NUS SERIES HANGERS • • • 171MAFliISIONS' COMMON NAILS ALLOWABLE LOA(lbs) i •••••: •6• ' • (lbs) • • • �mches} (Quantity-Type) T e YYp ) NfODV Uplift, Download NO. W H B Header Joists Cc=1.33 or _. =1.6 CD=1-0 CD=1.15 CD 1.25 HUS26 1 /a 5!a' 3 14-16d 6-16d 1,550 2,565 2,350 3,205 j HUS28 is/e T/�6 3 22-16d 8-i6d 2,000 3,585 3,700 3,775 HUS210 15/a. 9 hr, 3 30-16d 10-16d 2,845 3,775 3,920 4,020 HUS46_ 39/,,, 45h, 2 4-16d 4-16d 11080 1,005 1,115 1,255 HUS48 39/se 6'lie 2 6-16d 6-16d 1,550 1,505 1,730 1,885 HUS410 '391,s8'!,a 2 8-16d 8-16d 2,160 2,010 2,310 2,510 005 HUS412 3916 103/. 2 10-16d 10-16d 2,700 1'00 2,885 3,140 HUS26-2 •3'/a 53/4 2 4-16d 4-16d 11080 1, 1,115 1,255 HUS28-2 3'!e . 7'1,,i' 2 6-16d 6-16d 1,550 1,505 1,730 1,885 , HUS210 2 3'/e 91/,a 2 8-i6d __C16d 2,160 2,Oi0 21310 2,510 r HUS212.2• '3/a 11 ,.. 2 10-16d 10A6 2,560 2,510 2,885 3,140 For Si:1 inch=25:4 mm,1 pound=4.45 N. i i.Refer to Figure 6(this page)for definitions of hanger nomenclature(W,H,B). i 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. { 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.Where HUS series hangers support solid-sawn joists,they provide torsional resistance,which Is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). r 5.Joist nails must driven at a 45 degree angle through the joist into the header )to achieve the tabulated loads. lbeam(double shear nailingr 6.Allowable uplift loads have been Increased forwind or earthquake loading with no further increase is allowed.The allowable uplift loads must be reduced when other load durations govern. i 1 4 ' 4 i + t ' Page 139 of 340 Page 9 of 10 ESR-2549 ` TABLE 7-ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS DIMENSIONS' COMMON NAILS2 ALLOWABLE LOADS',' (inches) (Quantity-Type) (Ibs) MODEL NO Uplift, Download W H B Header Joists Cc)=1.33 or = Co=1.0 Co=1.15 Co=1.25 16 { HHUS26-2 35/16 5/,s 3 14-16d 6-16d 1,550 2,580 2,965 3,225 HHUS28-2 35/,6 7'/2 3, 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUS210-2 35116 9/6 31 30-16d 10-i6d 2,855 5,190 5,900 5,900 HHUS46 316 51/4 3 14-i6d 6-16d 1,550 2,580 2,965 3,224 HHUS48 3516 -7/a 3 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUS410 35/s 9 3 30-16d 10-16d 1 2,855 5,190 5,900 5,900 For SI:i inch=25.4 mm,i Ibf=4.45 N. 1.Refer to Figure 7(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.Where HUS series hangers support solid-sawn joists having a maximum depth of 11 inches,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 Inch(3.2 mm). 5.Joist nails must be driven at a 45 degree angle through the joist into the header/beam to achieve the tabulated loads. 6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. FIGURE 7-HHUS SERIS HANGER(see Table 7) FIGURE 8-SUR/L SERIES�Ei4IGE�R(see Tgbll;$L •••••• TABLE 8-ALLOWABLE LOADS FOR THE SURISUL SERIES JOIST HANGERS ' DIMENSIONS' FASTENERS2 ALLOWABLE LOADS3.4 (inches) (Quantity-Type) (lbs) MODEL NO. Uplift Download W H B Al A2 Header Joist Co'1.33 or =1.6 C13=1,0 Co=1.15 Cc,=1.25 SUR/1_24 191,6 3'/,s 2 11/6 1'/, 4-16d 4-10dxi'/2 450 530 610 665 SURIL26 19/16 5 2 1 !e i'/a 6-16d 6-10dxi'!2 720 800 960 1,000 SUR/1_26-2 31/a 4'/,6 25/6 1'/, 231s 8-16d 4-16dxi'/2 710 1,065 1,225 1,330 r SURlL210 19!16 /s i 14 10-16d -10.10dx1'/2 1,200 1,330 1,530 1,660 SURiL214 1 !1s 10 2 1 /6 1/a 12-16d 12-10dxl'/2 1,440 1,595 1,835 1,995 SUR/L210-2 3'/e 8"116 2516 1'!2 23/a 14-16d 6-16dx2'/2 1,065 1,860 2,140 2,330 SUR/1_414 _T6-172/_2 2516 1 216 i8-i6d 8 16dX2'/2 1,420 2,395 2,500 2,500 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N. , 1.Refer to Figure 8(this page)for definitions of hanger nomenclature(W,H,B).These hangers have a 45'skew. 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.Where SUR/L series hangers support solid-sawn joists,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist Is 0.125 inch(3.2 mm). I 5.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. f i 1 r Page 140 of 340 Page 10 of 10 ESR-2549 TABLE 9—ALLOWABLE LOADS FOR THE HSUR/HSUL SERIES JOIST HANGERS DIMENSIONS' FASTENERS ALLOWABLE LOADS"' (Inches) (Quantity-Type) (Ibs) MODEL NO. r Uplifts Download W H F B Al A2 Header Joist Co=1.33 or =1.6 C13=1.0 C0=1.15 Co=1.25 i HSUR/L26-2 31/6 415/16 27/,6 1'/. 23/16 12-i6d 4-16dx21/2 715 1,610 1,850 2,000 HSUR/L210-2 3'/6 8"/,6 ` 2'/16 1Y. 23/16 20-16d 6-16dx2'/2 1,070 2,680 3,080 3,350 11� HSUR/L214-2 3'16" 12J,61 2/,6 1'/s 2 is 26-16d 8-16dx21/2 1,430 3,485 4,005 4,355 HSURIL46 39/,6 4314 27'/16 1 23/,6 12-16d 4-16d 715 1,610 1,850 2,000 HSUR/L410 39/,6 81/2 27l,6 1 23116 20-16d 6-16d 1,070 2,680 3,080 3,350 HSUR/L414 39116 12`/2 216 1 23/16 26-i6d 8-16d 1,430 3,485 4,005 4,355 For SI:1 inch=25.4 mm,1 Ibf=4.45 N. r i 1.Refer to Figure 9(this page)for definitions of hanger nomenclature(W,H,B),These hangers have a 45°skew. t 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. i 4.Where HSUR/L series hangers support solid-sawn joists,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5.Allowable uplift loads have beeh increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. • A3 r" • .... r••••• • • •• r• • 1 V ' • • • • I o { •rrrr♦ • • • o �� t ••• •• • •r • • ♦ • Gf/ •• r r r j f FIGURE 9—HSUR/L SERIES HANGER � {r I i r It r 1 i r i I - . f r � r . Page 141 of 340 PROJECT No. CSO I — SHEET No. OF PROJECT NAME L-•i�'2¢��jtrh Rtsidng,( u "I'mm I T E D CALCULATED BY rA DRAWN BY Engineering, Inc. SCALE DATE 0CPU l�ls j : ! t : i ...... -- i i , ! � i i i , : : - 1 I i _ I II i : ' I i GF : • , € ; i i : . s r ' ZaL C-1 ' :• : is :. .. _ ---- ....• `�- . ; I .- –..�_._._.._....1._,.,....,µ....W.:.,.. «_– ' .,,._,..-_-•-^_-. ....;_ :... '. :_f'-f"'.:._. ••••• • j I � i l i.•: •.••• 1- P • si... ��Cw- L a Ji.n i : I , N OvF S.y 0 ps ' : i y i i I i j E Page 142 of 340 t B-1 r UNITED ENGINEERING,INC.,amorfin I Feb 19,2415;05:39 PM Load Case:SDI IES VisuatAnafysis 11.00.0013 4 �t -et0.2 ane 2 x K/ft. e t' r f f f f •• t • . . • •Y •• i f •f Re'2110 an e12z8 _ l L-9.500 ft ii t I 4 pFF , 1, F 1 Page 143 of 340 I B-1 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;05:39 PM _.._. _ Load Case:L _ IES VsualAnalys(s 11.00.0013 I Ofa3n ea V2z v L=6.830 ft { 1 r • •••• •••••• • • I -0.21 fClFf • • Reotari a 12 x 8 L=9.500 It I I R I I I I I � Page 144 of 340 a B-1 UNITED ENGINEERING,INC.,amorfin " Feb 19,2015;05:39 PM Load Case:W+Y, IES VisualAnalysis 11.00.0013 " ttt 1 l tl Rectangle 12 x 8 ^ L=6. 0 ft 1.810 Kill .••• • 6 ' • . • •• • • • • •• a• t••••• f 6666••' • •••.••_ 6666 6666•• �•••• 6666• • 6666•: : • 6666•• •6666 6666•• 0: • • • •6006• •6• • '• •• :1 • 6 • • 6 Rectangle 12 x 8 {3 ^ L=9. 00 ft ^ 1.135 K/ft i k f i� f f� kl Page 145 of 340 8.1 UNITED ENGINEERING,INC.,amorfin s Feb 19,2015;05:39 PM Result Case:D+L IES VsualAnalysls 11.00,0013 w Rectangle 12 x 8.............................................. - u u N .N, X X 0000 t � ••• 0000 0000•• •• 6 • • • • • • • 0000•• •• •• 0000•• 000609 • • • •06• 06660• • • •00000 •00• • •666• f •600•• •06• •060 • •• •• •• •• • 90666•0 — •06.6• 6 0 • 0 • 0 • •6000• •6.06• Rectae to 12 x 8 L-9.500 ft N N A p O X X s I _ t { I 1 ' Page 146 of 340 f i B-1 UNITED ENGINEERING,INC.,amotfin Feb 19,2015;05:39 PM Result Case:.9D+W n+Y IES MsuaiAnalysis 11.00.0013 t Y Y 4� a) m H ...........................................0000..Rgctangte.12.X.$................................................ j L=6.830 ft t ` I SSSS SSSS•• SSSS • • SSSS.• •• •• SSSS•• t • 0.0.00 � • •..• i .SSSS• • • •..•. • SSSS i • . SSSS• SSSS 000.0. . • • • SSSS•• • •• •• •• • Y Sego•• Y i} e••••• • • e • O • • • iii g � 7 • �� f. Recfangle.1. .X.8............................................................................ L=9.500 ff t } 1 t t +. f r. Page 147 of 340 B-1 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;05:40 PM Design View,Unity Checks IES VsuatAnatysis 11.00.0013 w ' r I i . I N Concrete Beam X G01 0.33 Rectangle 12 x 8 i I • • I •••• •••••• • • • Concrete Beam X G020,37 Rectangle 12 x 8 i I ' Ungcouped Fa11ed Warntrig - - b Page 148 of 340 : s Project:4 B-1 amorfin , UNITED ENGINEERING, INC. February 19, 2015 1 PA1801-21 Litzenberg Res idence\3-Calcs\l ES\Roof Beams\ Design Group Results Design Group: Concrete—Beam X_G01 per ACI 318-11 Designed As: Rectangle 12 x 8, Material:\Concrete\Concrete(F'c=5 ksi) I REINFORCING STEEL DETAILS Main Bars I' Top Continuous: 245 Top Left 1/3: -None- Top Right 1/3: -None- t Bottom Continuous: 245 Bottom Center 1/3: -None- I Stirrups are#3's and have 2 legs. Stirrup Spacing: Left 1/3=4 in, Center 1/3=-None-, Right 1/3=4 in 1 t r Stronq Flexure Check Member Result Offset Demand Capacity Mz Code Unity Details 1 0000 Mz • Nam 'cisoe oft K-ft K-ft Ref. Check • m:001 :9D:W >)+Y :.445 =8.508 25.851 10.3 0.33 OK Phi=0.900, • • • As Prov. =0.620 in"2, • • ••;... Effective b=8.000 In,, • 0000 d=9.813 in 0000.. 100. . 0000 ioa Sheaf:Check•••••• AAwber ult •• Offset Demand Vy Capacity Vy Code Unity Details I Name Ease ••••ft; K K Ref. Check X001 •;,�p.Q0*0N»+Y 4!508 1.661 8.326 11.4 0.20 OK Vs=0.000 K, • Vc= 11.102K 00 • • • 0 00 , f Design Group: Concrete—Beam X_G02 per ACI 318-11 r Designed As: Rectangle 12 x 8,Material:\Concrete\Concrete(F'c=5 ksi) REINFORCING STEEL DETAILS Main Bars Top Continuous: 245 i Top Left 1/3: -None- , Top Right 1/3: -None- Bottom Continuous: 245 Bottom Center 1/3: -None- t No shear reinforcement necessary Strong- Flexure Check I Member Result Offset Demand Capacity Mz Code Unity Details Mz Name Case ft K-ft K-ft Ref. Check BmX001-c1 .9D+W»+Y 4.750 -9.657 25.851 10.3 0.37 OK Phi=0.900 , As Prov.=0.620 in^2, Effective b=8.000 in, 1 d=9.813 in Strong Shear Check I Page 1 VisualAnalysis 11.00.0013(www.lesweb.com) r ` s Page 149 of 340 Project: B-1 amorfin , UNITED ENGINEERING, INC. February 19, 2015 PA1801-21 Litzenberg Residence\3-Calcs\IES\Roof Beams\ Member Result Offset Demand Vy Capacity Vy Code Unity Details Name Case ft K K Ref. Check BmX001-c1 .9D+W »+Y 1.140 2.938 8.326 11.4 0.35 OK Vs=0.000 K, Vc= 11.102 K •••• • . .... ...... • . . 0 . . 0000 0000•• i • • • • • • 0000•• 0000 • 0000• •••• 0000• •• •• •• • 000000 •0••0• • �• • • • 0000•• 00 0 00 • .h A Page 2 VlsualAnalysis 11.00.0013(www.losweb.com) A Page 150 of 340 j . I-. PROJECT No. SHEET No. OF "m muwm PROJECT NAME LiEzci,btra PSi %Jm ONE I T Elmomm) CALCULATED BY AA DRAWN BY Engineering, Inc. SCALE DATE— 011.5 t; lit, � _ �I L' _ S p L =-- -- ` w - -- - -- -- - G �O • S;' i i •. . ..•••. 10 .: ... __._ - -- - ---- - ........... • •: ••e• I so to C, �U � l *'*sees i.. I ---- + �1 : .......... ; 1 E Page 151 of 340 B-2 ' UNITED ENGINEERING,INC.,amorrn Feb 19,2015;05:43 PM Load Case:SDL IES VsualAnalysis 11.00.0013 ... .. . ..... i E • • •••• •••••• 1( •�•�•• ••- •• •,••••e v Recfae�1tn X8 1 1 •••• • • •� • L=12 ft •0 go • •t•.:• • • •••.• •i •.••• • • . • • i j r_ ,1 Page 152 of 340 + B-2 ' UNITED ENGINEERING,INC.,amorfin Feb 19,2015;05:44 PM + Load Case:L IES VisualAnalysis 11.00.0013 ` { I 1 1 i +1 i 11 • • •••" Reofan a 12f x 8 •••••• •••• L=12 ft + ' r 1 a + t 4 r 1 1 f.. . `Page 153 of 340 # B-2 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;05:44 PM r Load Case:W+Y IES VsualAnalysis 11.00.0013 r Y . . Rectanc le 12 x 8 �•�••` ` L=V ft I "' • • • 1.797 Wit ``••• F - r r Page 154 of 340 8-2 I UNITED ENGINEERING,INC.,amorfin Feb 19,2015;05:44 PM Result Case:D+L IES VlsualAnalysls 11.00.0013 I l { { J ..... + XRectangle12 x.. . .......................... .............. { • • L=12 ft � N • M I t rI 1 i I� . � I f� 7 �f Page 155 of 340 B-2 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;05:44 PM Result Case:W+Y IES VsualAnalysis 11.00.0013 a r I Y Y ro •••• p • • p • •••• •••••• II •• • II • • tL •••••••• •• •••••• Recta.. le 12..8 .. . ........................................................ ,','......r :••.•: L=12ft • • •.••:• • • •••• • ••••• •• •• •• • •••••• I ,i r Page 156 of 340 8-2 UNITED ENGINEERING,INC.,amorfin ' Feb 19,2015;05:44 PM Design\Aew,Unity Checks IES VsualAnalysis 11.00.0013 If t I i •. • • •••.. •••••• Concrete Beam X GOi 0.73 • • • g Reclan Ie 12 x 8 �X • r I 1 1 { { Ungrouped Failed Warnfng r h -< x 0000 0 2�0 0500 �0751 s �'1 001: { a Page 157 of 340 Project: B-2 amorfin , UNITED ENGINEERING, INC. February 19, 2015 PA1801-21 Litzenberg Residence\3-Calcs\IES\Roof Beams\ Design Group Results Design Group: Concrete—Beam X_G01 per ACI 318-11 Designed As: Rectangle 12 x 8,Material:\Concrete\Concrete(F'c=5 ksi) REINFORCING STEEL DETAILS Main Bars Top Continuous: 246 Top Left 1/3: -None- Top Right 1/3: -None- Bottom Continuous: 246 Bottom Center 1/3: -None- Stirrups are#3's and have 2 legs. Stirrup Spacing: Left 1/3=4 In, Center 113=-None-, Right 113=4 in Strong Flexure.Check Member Result Offset Demand Capacity Mz Code Unity Details Mz 'Name Case ft K-ft K-ft Ref. Check • BmX001 .9D+W »+Y' 6.000 -26.028 35.535 10.3 0.73 OK Phi�Q.9a0;, ON • As PiQv.,=Q.880 iR^,-• ... :. EffegtLv.e.%�8.000 rn, + d=9.JV in .: 0000.. 0000 . 0000. Stronc I Shear Check ...r ��•. Member Result Offset Demand Vy Capacity Vy Code Unity..'..' Detai"• • Name Case ft K K Ref. Cheoi*.... • BmX001 .9D+W))+Y 7.920 2.892 8,273 11.4 0.35 QK Vs=.O.00Q K, ••• . Vc='tt.051 K .. 0 000 .0000. Page 1 VisualAnalysls 11.00.0013(wvnv.lesweb.com) Page 158 of 340 master bedroom beam-B-2 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;05:45 PM Load Case:SDL IES VsualAnatysis 11.00.0013 t ' I r 4 I • • 0 28 O K/R' Recfan a 12 x 8 ••a•aa • IA 7.25 ft I � • • • a •••••• • •• •• •• • • a j a ,I I• {1! I 1 r Page 159 of 340 master bedroom beam-B-2 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;05:45 PM - Load Case:L IES Vsuaftaal sis 11.00.0013 t I r -030 0 IClIt Recfan a 12 x 8 v • : IA 7.25 ft ; �'� • ••••�• •• • • • � 9996•. �••'•: • � 9996•. 9669•• i • • • __....._._......._...._.. . _.. _..--- ------ - _9669• _� •• � � 9969•• 9999 • 6996• 6699•• • • . 9996 6699• •. •. •• . 9066•• 9996•. •• • •696•• 9 ••• • • e 1 F i 3 I _ s f Page 160 of 340 t E master bedroom beam-B-2 UNITED ENGINEERING,INC.,amorfin _... _ . Feb 19,2015;05:45 PM Load Case:W+Y IES VisualAnalysis 11.00.0013 I� 9999. II i� i 4 t [ • • Rectan le 12 x 8 1 •••••• • • • � • t.=1 25 ft , •• i • • 1.660 K/ft • • . • _9999,_ - ---- --- - ... 999.9..---..._........ _99.99...------99__99 ----99:99 •9.999 • • •9999 9999 .: • . . 999.9• . .. 09 .• • 9.9999 9999.. • • • • 9000 999 . •; •• +J# 0 • f ...........---..._ _..- -----.. ----- l� I i r rr i � a Page 161 of 340 master bedroom beam-B-2 UNITED ENGINEERING,INC.,amortin Feb 19,2015;05:46 PM Result Case:SW IES VsualAnalysis 11.00.0013 Rectangle,l2 x 8 • •.y� ............................................................... .. ....................... L=17.25 ft • • •• •• �` 0000•• 000.0• •• •�.• 0000•6 •••i•• •• �o • N •�•• • •� 0000•• •009 • T. ••••• 0000•• • • 0000 0000• • •• •• •• • 0900•6 ••••9• • • • 0000•• • • • • • 1'. I ,F C-S cri1c"(e, � cb �`s �yr% Page 162 of 340 i master bedroom beam-8-2 UNITED ENGINEERING,INC.,amorfln Feb 19,2015;05:46 PM 1 Result Case:SDL IES VsualAnatysls 11.00.0013 r F I. .1 R i 4Fi L l 1 • •• 0.00•• `• •, • L=17.25 It ` w• ���• < 0000•• 6� •• •� 0000•• n t • N • N 0000•• •000• T�0 •••0 �` • • 0000•• ,1 000.0 0000 0000•• • •• •• •• r • • 0000•• 1 • � e w • + 0000•• • • 0000•• �. •0000• • • • t • • • ' l LP J L � 11 'tt .. f y 1 1 ' t f t 1t 7 r i F . 1 i Page 163 of 340 master bedroom beam-8-2 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;05:46 PM Result Case:L IES VsualAnalysis 11.00.0013 t x � Rectangle,l2 x 8........................................................... • l.� ........ -........: .................................................................................. _ L=17.268 • • • • �. •••606 •• • 6 -r� 6 • 0666•• •• •R 6.666• • N000600 • rn • • � Cr p 6666 � � 666••• 00 • r 6 • X •66• 6 A 96066 ••666• ••** • • • • •666• • 6 • •• •• •• • 6666•• 66666• 1 • • • 0 • 0 • 666.66 6.6666 6 • 0 _ 0 0 • • • •00.60 • • { t } i 4 i Page 164 of 340 ! 1� master bedroom beam-B-2 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;05:45 PM Result Case:W+Y ' IES VsualAnalysts 11.00.0013 i I x x M M y V 11 W • • ..................... ................................................................................ 0000•• • •• `� ••• � L=17.25ff ' 0000•• •• •• �rp�9••• Q'�• 0000•• • • 0000 l 0000•• • 0000• • 0000 ••9w• ••w9 :00.00 � • • 0000•• F 0000•• • • • • � _ • • • •0090• • • • • •• f _ I 1.� i I ' i 3 I. L 1 3 t 1 1 {Page 165 of 340 master bedroom beam-$-2 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;05:46 PM Design View,Unity Checks IES VsualAnatysis 11.00.0013 Concrete Seam X G01 0.76 •••• Rectangle 12X8 ; ••• 0000• 0.0.00 0000•• •• •• - • 0000.• 0000•• . • • • ••.• • • 0000.• 0000•• 0000 • 0000• 00.00• • • •.•• 00.00 •• •• •• • 0.0000 « i 0000•• � . •• r so • • 0.000• a Ungrouped t atled Warning } 4 r 0000 KQ 250 0 SOQ 0 761 I:00 Page 166 of 340 Project: master bedroom beam-B-2 amorfin , UNITED ENGINEERING, INC. February 19, 2015 P:\1801-21 hitzenberg Residence\3-Calcs\IES\Roof Beams\ f r. Design Group Results Design Group:'Concrdte_Beam X G01 per ACI 318-11 Designed As:Rectangle 12 x 8,Material:\Concrete\Concrete(F'c 5 ksi) REINFORCING STEEL DETAILS Main Bars Top Continuous: 246 Top Left 1/3: -None- Top Right 1/3: -None- Bottom Continuous: 246 Bottom Center 1/3: -None- Stirrups are#3's and have 2 legs. Stirrup Spacing: Left 1/3=4 in, Center 1/3=-None-, Right 1/3=4 in strong- Flexure Check Member Result Offset Demand Capacity Mz, Code Unity Details ,f ° 1. , MZ Name •ease ft K-ft K-ft Ref. Check. 3fmo 01-c1 .9 +W»+; %445 27.145 35.535' 10.3 0.76 OK Phi=0,900, .•••• ..•••, Goes.• - * As Prov.=0.880 102, Effective b=8.000 in, .. • ••••" d=9.750 in ...... .... Sfi'ori- Shear C#►eck Mom�er G�suit •..•.pffset Demand Vy CapacityVy Code Unity Details dame Case ....f� K K Ref. Check _ B►�iXOQ1-c1 . .9q+W`».Y' .520 3.784 8.273 11.4 '0.46 OK Vs=0.000 K, ...... Vc= 11.031 K ...... . . q • . V L r t/ n P H • .. a • n L. • • 3 . , Page 1 - VisualAnalysis 11.00.0013(www.losweb.com) • �.. ` 'r �. y PTf+4yj7!a•~-.F ) t � • y Y - v i h r i � f � . r Page 167 of 340 PROJECT No. { S!O 1 — Zk SHEET No. OF PROJECT NAME L - ch°AUNITED cP_ _ r CALCULATED BY A M DRAWN BY—, Engineering, Inc. SCALE DATE al11s �.0 CDS - --. --- i i Cl.� _ - i ] i M i : Ll ...bq L ........'jl...... --- --- .f. L . --- - - --- j 1 i w : ..... r i { i••*•• ... • • ••• ••.J. f'••R• • •: • 0009 ••4 • 4 • •i • i. i : i .i. L i : i I C l i I : i � � i Page 168 of 340 r 8-2 BALCONY UNITED ENGINEERING.-INC.,amorfin Feb 19,2015;05:51 PFA Load Case:SDL IES VisualAnalysis 11.00.0013 i a • -0 0 K/ft •.•••• ••• . • v eofan a12x8 •. • + L=19.56 R • • • •••• •••••• • • • • • • • • • • • • t P I. k. { Y Page 169 of 340 I B-2 BALCONY UNITED ENGINEERING,INC.,amorfin Feb 19,2015;05:51 PM Load Case:L IES MsualAnalysis 11.00.0013 t v Reofan 2K2X$ ••• •••••• •••••• L=19.66R •••••• •• • • •• • •• •• •••••• • •• •• •• • •••••• •••••• •••••• f t Page 170 of 340 I B-2 BALCONY UNITED ENGINEERING,INC.,amor(in Feb 19,2015;05:52 PM Load Case:W+Y IES VsualAnalysis 11.00.0013 f •••••• • • • Rectan 1212X8 •• i • • •••• L=1 .66(t r t •'•••• w• • 0.8792 tuft w • ••w•.w •••••• ••• • • •• G � l I . Page 171 of 340 4 . } B-2 BALCONY UNITED ENGINEERING,INC.,amorfin - Feb 19,2015;05:52 PM Result Case:D+L IES VsualAnalysis 11.00.0013 1 r ................................. ReCtan B-12X8 i • •••• •••••• L=99.66(1 •• �, •• 1F 11 • • • • •• •• •• • •••••• 1 - I a Page 172 of 340 r B-2 BALCONY UNITED ENGINEERING,INC.,amorfn Feb 19,2015;05:52 PM Result Case:W+Y IES VisualAnalysis 11.00.0013 l Y Y co n tt .••••• '•' •• • • •. ,: .................R..e..ct.a..n..9l.e....1. .x...8.. ...............................................................................• ......................................... ..... L=19.66 ft •• •• •••••• • • • •••• •••••• • •• •• •• F I � I r ` G { -Page 173 of 340 B-2 BALCONY t UNITED ENGINEERING,INC.,amorrin Feb 19,2015;05:52 PM Design View,Unity Checks IES VisualAnalysis 11.00.0013 . y I i i Concrete Beam X GO1 0.70 • ••. "" •••••• Rectangle 12 x S • •• .• • 3 G Ungrouped �r Faile't Warnfrig O Q00 0 25t) t 0 500 O Z51 .fl01 _._.:_:._.._.,.---..._._..._r.xs—�-.....r.,::._..:. _--ter_=•�:_a� Page 174 of 340 Project: B-2 BALCONY amorfin , UNITED ENGINEERING, INC. February 19, 2015 P:\1801-21 Litzenberg Res idence\3-Calcs11ES\Roof Beams\ ` Design Group Results Design Group: Concrete—Beam X_G01 per ACI 318-11 Designed As:Rectangle 12 x 8, Material:\Concrete\Concrete(F'c=5 ksi) REINFORCING STEEL DETAILS Main Bars T Top Continuous: 246 Top Left 1/3: -None- Top Right 1/3: -None- Bottom Continuous: 246 Bottom Center 113: -None- Stirrups are Vs and have 2 legs. Stirrup Spacing: Left 1/3=4 in, Center 1/3=-None-, Right 1/3=4 in Strom Flexure Check Member Result Offset Demand Capacity Mz Code Unity Details Mz Name Case ft K-ft K-ft Ref. Check . BmX001-c2 *-9DtW»+: 9.8.0 -24.988 35.535 10.3 0.70 OK Phi=0.900 , x• ^ As Prov.=0.880 in 2, • • •• Effective b=8.000 in, 0 0•0 0. fee" .. .. � d =9.75Qin 00.00. - -Vtor0616 SUarcheck r _hlber R6sultOffset Demand Vy Capacity Vy Code Unity Details . AfiOe .':Case �..�.•t K K Ref. Check •VMR 01-c2 0 . D+W»)Y.0 0 6012.976 1.695 8.273 11.4 0.20 OK Vs=0.000 K, 0 Vc= 11.031 K 0000.. 0000.. , 0000.: ... .. . r I r r Page 1 VisualAnalysis 11.00.0013(www.losweb.com) i Page 175 of 340 PROJECT No. SHEET No. OF PROJECT NAME e5;A-tt UNITED CALCULATED BY /QM DRAWN BY Engineering, Inc. SCALE DATE GzIl coy i _ i T I i i -• i I sees ••••:•• • •••• i • • •••• .. ._ ------ —----- - ------ - --- ---. _ i • • •• • : i • I i ; _ I j i i I I I i I I I i i I : j f I i i I i i i I i I Page 176 of 340 F B-2 MASTER BEDROOM BALCONY UNITED ENGINEERING,INC.,amofin Feb 19,2015;06:00 PM Load Case:SOL IES VisualAnalysis 11.00.0013 Y -0.2 Wft v v Rectae a 12 x 81- A A I L=10 ft 0000 0000 • • ...... i •. .. 0000.. , ti 0000.. � � 0000 0000.. 0000. 0 0000. 00:000. 0000•. 0000• • 00 00 00 • ....•. • • . 0000•;. 000000 • . •0.060 ... . 02 W • • ' fan e 1 8 . _. .. _. ... -- L=5 ft v v 1 i k i • F: Page 177 of 340 B-2 MASTER BEDROOM BALCONY UNITED ENGINEERING,INC.,amorin Feb 19,2015;06:00 PM Load Case:L ' JES VsualAnalysis 11.00.0013 I I I i Y Re'c a V2tx 8 L=10 ft ; 0000 .• • . � 0000 0000•• 0000•• •• •• 0000•• • • • f 0000 � 0000•• • • 0000•• • 0000•• 0000 • • 0000• • • • i •• •• •• • 0000•• •••••• • • 000000 0000000 • 00 _ v 6 • •.. •0096•0f3n3 0.10-10 R a L=5 ft s i i t f ' 1 I I " t ' I 1 I Page 178 of 340 r i B-2 MASTER BEDROOM BALCONY r UNITED ENGINEERING,INC.,amorfin Feb 19,2015;06:00 PM Load Case:W+Y r: IES VsualAnalysis 11.00.0013 F r Y Rectan le12 x 8 ^ L=10ft • • 2.462 K ft F • i • . • • • r _ ----._•_......_••. '� � T Rectangle tan le 12'x8 Lf t T T - 2.462 K/ft t Page 179 of 340 r B-2 MASTER BEDROOM BALCONY UNITED ENGINEERING,INC.,amorfln Feb 19,2015;06:00 PM Result Case:D+L ' JES VsualAnatys(s 11.00.0013 ' i a Y Rectq+?9fe.I.2 x.$......................................................... ..................... L=10 n • u + : •'. •••W 6666.• w ••cn .0 O •69.00 ••• •• �r • ,. p � A 6666•• 7C 00.066 1 • • • •••9••. 6666 • • • � • • • 6666• .1 •� •• •• • 6666•• 6666•• • ••• 6666•• Rectangle le 12 x. .................................. 8 • • ...................... .............. •• • 0 -< n 0 o x t i 4 k I } t Page 180 of 340 j 8-2 MASTER BEDROOM BALCONY UNITED ENGINEERING,INC.,amorfin Feb 19,2015;06:00 PM Result Case:W+Y IES Vsuaftalysls 11.00.0013 M M F .......................................................................Rectangle.J.2.xP............................................................................... L=10 ft •••• ^ •••• • • • • • • •• to •.Ooo • • ; • • LL w ••w••• ••• • • •• f • • • • ................................................ L=5 It t 4 I i 4 . Page 181 of 340 I w B-2 MASTER BEDROOM BALCONY UNITED ENGINEERING,INC.,amorfin Feb 19,2015;06:00 PM Design View,Unify Checks IES VisualAnetysfs 11.00.0013 i i I —X Concrete Beam X G01 0.74 Rectangle 12 x 8 • • • • •••••• • • •• •• .. • • Concrete Beam X G020,60 • • • Rectangle 12 x 8 •• i 1 � r W. Ungrouped; Faded _ -; E I { 1 Page 182 of 340 Project: B-2 MASTER BEDROOM BALCONY amorfin , UNITED ENGINEERING, INC. February 19, 2015 P:\1801-21 Litzenberg Residence\3-Calcs11ES1Roof.Beams\ Design Group Results Design Group: Concrete—Beam X_G01 per ACI 318-11 Designed As: Rectangle 12 x 8, Material:\Concrete\Concrete(F'c=5 ksi) r a REINFORCING STEEL DETAILS Main Bars Top Continuous: 246 Top Left 1/3: -None- Top Right 1/3: -None- Bottom Continuous: 246 Bottom Center 1/3: -None- Stirrups are#3's and have 2 legs. Stirrup Spacing: Left 1/3=4 in, Center 1/3=-None-, Right 1/3=4 in Strong Flexure Check Member Result Offset Demand Capacity Mz Code Unity Details Mz Name Case ft K-ft K-ft Ref. Check • BmX 001 .g• W »+Y 5.00p -26:387 35.535 10.3 0.74 OK Phi=0.900, As Prov.=0.880 in^2, • •' Effective b=8.000 in, .... .. .. •••+•• d=9.750 in -9t;;;-q SlAarrheck• irMber ResT,••Rffset Demand Vy Capacity Vy Code Unity Details RAI a •ease K K Ref. Check 01 9D+W »+Y...$J600 3.518 8.273 11.4 0.43 OK Vs=0.000 K,• • VC= 11.031 K Design Group Concrete_Bearri X G02 per ACI 318-11 Designed As: Rectangle 12 x 8,Material:\Concrete\Concrete(F'c= 5 ksi) REINFORCING STEEL DETAILS Main Bars Top Continuous: 246 Top Left 1/3: -None- Top Right 1/3: -None- Bottom Continuous: 246. Bottom Center 113: -None- Stirrups are#3's and have 2 legs. Stirrup Spacing: Left 113=4 in, Center 1/3=4 in, Right 113=4 in Strong Flexure Check Member Result Offset- Demand Capacity Mz Code Unity Details Mz Name Case . .ft K-ft K-ft Ref. Check Page 1 VisualAnalysls 11.00.0013(www.lesweb.com) t Page 183 of 340 1, I Project: B-2 MASTER BEDROOM BALCONY amorfin , UNITED ENGINEERING, INC. February 19, 2015 PA1801-21 Litzenberg Res1dence\3'-Calcs\IES\Roof Beams\ RBX003-c3 .9D+W»+Y 0.500 1 21.374 35.535 10.3 0.60 OK Phi=0.900, + As Prov.=0.880 in^2, Effective b=8.000 in, d=9.750 in I Strona Shear Check rRBX003-c3 mber Result Offset Demand Vy Capacity Vy Code Unity Details me Case ft K K Ref. Check + .9D+W »+Y 1.300 7.784 32.404 11.4 0.24 OK Vs=32.175 K, Vc=111.031 K t 1 1 C 7 0000 • • • 0000 ••f•{• 0000•• � •• {• • I • I 0000•• 0000•• •••• •••••• . • 0000•• 0000 { • 0.00• 1 0000•• •••� • • 00 66 • • • • • 0000• •00.0• • • • 000.00 0000•• so i • • • 1 1 •• • i _ 1 I , _ I Page 2 VisualAnalysis 11.00.0013(wwwJesweb.com) • 4 Page 184 of 346' PROJECT No. SHEET No.—OF Umm m PROJECT NAME INITED CALCULATED By DRAWN BY Engineering, Inc. SCALE DATE -- i- ` -- I......�.._.... —_.. i . . ......... .......... u L C' .......... best 00044 0094 0 .......... 0 0 0 0 0:00 00 oleo *0 4 .......------ ............ WLAF.. r _ Page 185 of 340 B-3 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;06:25 PM Load Case:SW { IES Vsua[AnaWs.11.00.0013 1 f I... } -0-5100 K/f .0:00. ... .. ...... .... . ..... f •• •• 00 . 0000.. 0 0 '0 • ' • • • • 000000 000000 t. • • 0 • 000 � • 1•• 0 { } 1 _ { r 1 { m. i Page 186 of 340 I I B_3 1 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;06:25 PM Load Case:SDL IES Vlsuaftafysis 11.00.0013 I -0.04M Klft r a s • • I ( f I Page 187'of 340" B-3 UNITED ENGINEERING,INC.,amorfin Feb 18,2015;06:25 PM Load Case:L . IES VisualAna"s 11.00.0013 I A0400 K/ft 1 f I - I ► t ll I. 1 • •••. 0000• 0000•• • • • • • � 0000•• t ]' ,� 0000••. • • •999• •• ••99.9 0*00• t � f •••••• 0000 • • • � • 0000• ,00 0 *90060 ••r999 • • • • • • •• • 0000•• 1 1 •• • i I I t a I 1 I I i t f Page 188 of 340 B-3 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;06:28 PM Load Case:W+Y IES VisualAnalysls 11.00.0013 k k • • • • ......._._._____._. .. ........__.__...___... f I 'Page'189 of 340 F d. B-3 f r UNITED ENGINEERING,INC.,amorfin Feb 19,2015;06:28 PM I Result Case:D+L I IES VsualAnalysis 11.00.0013 I _ d I t d I f ................................................................................................................................................................................................... ....:. n � • • n • o � �Q • k• • I • • •••• • ••••• •• •• •• • •••••• d S • • d i I t ' k 1 r k t I _ I i i d f' i i d o t ' f Page 190 of 340 o , • I } B-3 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;06:28 PM Result Case:W+Y 1 IES VsualAnatysis 11.00.0013 I • i I Y X 0 O M_ M LV (V li. 0000 0000 • • 0000•• • • • I • 0000•• :00000 • t • • • •0.000 •0 0 0 0• 000 00• ••••0••0 0000 • • • •0•• 000.0• •••• • • + • • • • •• •• •• 0000•• • 0 •0.0•• R • 0 0 0 • •0000• 0•00.0 • 0000 •••• ••• • • •• 1 • •• I • 1 f I t I i . 1 Page x191 of 340 l B-3 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;06:31 PM Design View,Unity Checks IES VisualAnalysls 11.00.0013 i r i a r { I i Concrete Beam X G01 l 0.88 • • • •••••• • • I t _ f 1I� 1 • � a i Ungrouped - Failed Wain!.9 l Y • r' I t- i. r i 1 Page 192 of 340 t Project: B-3 amorfin , UNITED ENGINEERING, INC. February 19, 2015 P:\1801-21 Litzenberg Residence\3-Calcs\IES\Roof Beams\ i Design'Group Results ` Design Group: Concrete Beam X_G01 per ACI 318-11 Designed As: Rectangle 24 x 8, Material:\Concrete\Concrete Fc=.5 ksi) REINFORCING STEEL DETAILS Main Bars Top Continuous: 246 Top Lett 113: -None- Top Right 1/3: -None- Bottom Continuous: 245 Bottom Center 1/3: -None- Stirrups are#3's and have 2 legs. 1 Stirrup Spacing: Left 1/3= 10 In, Center 113=-None-, Right 1/3= 10 in Strong-Flexure Check- Member Result Offset Demand Capacity Mz Code Unity Details Mz Name Case ft K-ft K-ft Ref. Check ` BmX001 1.4D+.9H 10.000 52.500 59.331 10.3 0.88 OK Phi=0.900 . As Prov.=0.620 in^2, •0*. Effective b=8.000 in, • 0 d=21.813 in •$troy Shear•Check•:•" • fY pp:ber 'Result '••UTset Demand Vy Capacity Vy Code Unity. Details Nam .:rate .��fit•• K K Ref. Check X001 .1.4 +.9H 600 8.066 40.103 11.4 0.20 OK Vs=28.793 K, •���,; •••••• Vc=24.678K ...... ... . . .. I I Page 1 VlsualAnalysis 11.00.0013(wvnv.1esweb.com) , Page 193 of 340 I PROJECT No. )0i –It SHEET I.—OF PROJECT NAME �–� �t,� �� cr<t UNITEU CALCULATED BY DRAWN BY Engineering, Inc. SCALE DATE 0A �. i ii I 1 L �h , i __.. . — ------- --1�- ------- -- ---- --—--------- - --------- - --' - — — i i '• wi i e i i -- ......... - - ... . .. .. ............--.....- -.... .... . __ .. � f • i I •• •'• •' • 00000 f •�- • 00000• i 00 •••••. i • : i i i i i i � � i i i ; : i •` I I I i � r i . i i i i eImmy"llumfilmll -•• • . . Page 194 of 340 B-4 UNITED ENGINEERING,INC.,amorfin Feb 19.2015;06:46 PM Load Case:SDL .. IES VisualAnalysis 11.00.0013 J { I 1 • •• • Y t I • Page 195 of 340 B-4 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;06:46 PM Load Case:L I IES VisualAnalysls 11.00.0013 - t r t: t � , x t, t • t •••� • '• �• • •. ••••t• t t + Page 196 of 340 B-4 UNITED ENGINEERING,INC.,amorfin Feb 19,2016;06:47 PM Load Case:W+Y IES VsualAnalysis 11.00.0013 I I I I • • • • •• • • • • • 00 is • • •••••• 00*04 II I l Page 197 of 340 ' B-4 t UNITED ENGINEERING,INC.,amorfln t Feb 19,2015;06:47 PM Result Case:DA IES VisualAnaWs 11.00.0013 r it - i I I E 1 } t { i u I i • 1 • • • • • so •• • I i i I 7 Page 198 of 340 I I B-4 UNITED ENGINEERING,INC.,amorrin Feb 19,2015;06:47 PM Result Case:W+Y r IES MsualAnalysis 11.00.0013 I Y n N l I i • • II • • •••• •••••• •••••• •••••• •••••• ••• • • •• I J d i 1 + i#I i Pade 199 of 340 B-4 UNITED ENGINEERING,INC.,amorrin Feb 19,2015;06:47 PM Design View,Unity Checks IES VisualAnalysls 11.00.0013 a a i Co ore e ePa °eo c o i •goes ...... so**: • G.r goes* 0 *00000 gg9egg egg• • • 09 g0 00 • 9900•• *so* • r Ungrouped fa�lea >War0u4g '' t n 0000 0 250 �0 500 k 0 7511,001 _. f i ! Page 200 of 340 Project: B-4 amorfin , UNITED ENGINEERING, INC. February 19, 2015 t P:\1801-21 Litzenberg Residence\3-CalcsNIES\Roof Beams\ Design Group Results Design Group: Concrete—Beam X_G01 per ACI 318-11 , Designed As:Rectangle 18 x 12, Material:\Concrete\Concrete(F'c=3 ksi) REINFORCING STEEL DETAILS Main Bars Top Continuous: 3-48 Top Left 1/3: -None- Top Right 1/3: -None- Bottom Continuous: 2-95 Bottom Center 1/3: -None- Stirrups,are#3's and have 2 legs. Stirrup Spacing: Left 1/3=8 in, Center 1/3=-None-, Right 1/3=8 in i Strong Flexure Check Member Result Offset Demand Capacity Mz Code Unity Details Mz Name Case ft K-ft K-ft Ref. Check BmX011 .9D+W »+Y 10.660 -115.772 143.860 10.3 0.80 OK Phi=0.900 , As Prov.=2.370 in^2, Effective b= 12.000 in, • d= 15.813 in •gALancl Sbebr.Check....• Member •Result ••6*"ffset Demand Vy Capacity Vy Code Unity Details MaW • C .000% K K Ref. Check Sx"11 .9D+W»+Y•••'1.640 18.679 34.741 11.4 0.54 OK Vs=25.781 K, • Vc=20.540 K .... .... ...... J � Page 1 VlsualAnalysls 11.00.0013{wvmvdesweb.com} Pa:ge 201-of 340 PROJECT No. SHEET No. OF PROJECTNAME u I T E mam) CALCULATED By DRAWN BY Engineering, Inc. SCALE DATE 16 1_2 ■ i fi _ �_ _ ..I........ ----------- Allid 77 P r t4,s j _17 V-4 lw• �• i 0 6 Oil ago** • _4............... i __>__ C - - _77 ........ ....... -- - - - --�-{--- I i '. .i. � i • ii .... ... ....... ...... .... .......... _71F Page 202 of 340 PROJECT No. b" (V�'I SHEET No. . OF . , RL PROJECT NAME �,-i�-i'enb tfc2 (Z si�C'r ImmiTEDCALCULATED BY AM DRAWN BY ` F Engineering, Inc. SCALE DATE : r ; • ; Loa3fn _ .... t i T i U5 l �• c -- • • c off •� _..--�-'' --- ..sett ••t••• S.N . • IJ _� I j .- 3 C �,' - '- so so ai L:f • P —_—__ � + , o :••• : off 46r 1i tA�•• W�G01.� - . — 2�� a� -- - s ' L i t VU -- el(44 049 r f : OL i i - KEC�1y' " i C� Iw 6 ---r— t , s. Page 203 of 340 PROJECT No. j "�I SHEET No." OF PROJECT NAMEU N ITED CALCULATED BY "A DRAWN BY Inc.Engineering, SCALE DATE 011111 i j _ ri } --— -- _. I I : i 6/r4 Ud h'e PI I i C --- -,........... . - --4G - - ---- --- -- r. i l5Gp C x -- -, i i i + It i �i� ••• • • • ...:. CA I _i G �m,� ..,.. •• i .. ••••• • •..:• I i I i I t i i ...._.....-.1......_-_.:_—._.y:.�...,.a.-,-...�a:y..�,.._� —__ —...... :_....._�- -_ ...... _..... ..... ... ...... .-,_.yam._.... f i i i i J i Ai 1 I I , I i �— I : i ! � i I j .... ..........- — — I i i I , Page 204 of 340 B-5 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;08:39 PM Load Case:SW IES VisdalAnalysls 11.00.0013 - 3g 0 Kift .• •• •0400• ••• • • •• a Page 205 of 340 B-5 UNITED ENGINEERING,INC.,amorfln Feb 19,2015;08:39 PM Load Case:SDL 4 IES VisualAnalysis 11.00.0013 0 0 ' _ 1:11 .1 fft .: • _._._...._.._.�.s...•..• ... ...... .. .. .. . ...... . . . . . ...... t Page 206 of 340 B-5 UNITED ENGINEERING,[NC.,amor in Feb 19,2015;08:39 PM Load Case:L IES VsualAnalysis 11.00.0013 t •.•••• •••• • v v �.= 017 —..... • k V i Page 207 of 340 B-5 UNITED ENGINEERING,INC.,amorfln Feb 19,2015;08:39 PM Load Case:W+Y IES VisualAnalysis 11.00.0013 _ k Y f { t I 1 0000 L-13.17 if • ___... •••••.�--......__..__•••••• 2,480KJft 0000 • •• •• 0000•• _ k 0000•• • • • 0000•• 0000 • • • • • • 0000•• ••0v • 0969• 0000•• 0000 0000• 00 00 00609• • • • • • 0000•• `0000•• • • • •0669• 9• • a t , k I t Page 208 of 340 I B-5 UNITED ENGINEERING,INC.,amortin Feb 19,2015;08:39 PM Result Case:DA IES VisualAnalysls 11.00.0013 l 4 r 6 6666 • t=13.17 6666.. .... .........*.............................................................................. ......................................................................... 6666.. .. .. ...�.. -- 6666.. • W.0 w 6666• • 6N0 6666• 6666 660.00 100006 • •• •06••00••• • � • • • 0 • •0000• 60.06• „• • • • • 606 • • 06 I , P Page 209 of 340 t B-5 UNITED ENGINEERING,INC.,amorrin Feb 19,2015;08:39 PM Result Case:W+Y IES VsualAnalysis 11.00.0013 P K l _ Y Y M (O 7 II 11 9999 ..........................................................................4-�3:17.A........................_............................................ •6.6•9• 6999••' .• •• 9699.• • 9996•. . • • •9906• 9696 • • • • • 6 9969•. 9699 • 6699• 9999•• i •••9 9999• •• .• •• • 9699•• 9999.• . • • • • • . 00.000 _ 9669•. • . . •0900• : F t i 11 Page 210 of 340 a 8-5 UNITED ENGINEERING,INC.,smorfin Feb 19,2015;08:39 PM d Design View,Unity Checks IES VisualAnalysis 11.00.0013 r •• ••• .• • • • Concrete Beam X GOt • • • • • •• 0.83 . '`� Ungtouped .,Failed ,�..r Warding .. t)900 Page 211 of 340 Project: B-5 amorfin , UNITED ENGINEERING, INC. February 19, 2015 P:\1801-21 Litzenberg Residence\3-Calcs\IES\Second Floor Beams\ Design Group Results Design Group: Concrete—Beam X_G01 per ACI 318-11 Designed As: Rectangle 24 x 8,Material:\Concrete\Concrete(F'c=5 ksi) REINFORCING STEEL DETAILS Main Bars Top Continuous: 2-#5 Top Left 113: -None- Top Right 1/3: -None- Bottom Continuous: 246 I Bottom Center 113: -None- Stirrups are#3's and have 2 legs. Stirrup Spacing: Left 1/3= 14 in, Center 1/3= 14 in, Right 1/3=14 in { Stronct Flexure Check Member Result Offset Demand Capacity Mz Code Unity Details Mz - Name .Case ft K-ft K-ft Ref. Check BmX001 1.2D+1.6L+.2Di+.5S 6.519 68.756 83.055 10.3 0.83 OK Phi =0.900, ••••• f;s P�dd,=0.88Q*vV-, •.. .. Eftoctive b=8.000 in: Stronci Shear Check •••• Member Result Offset Demand Vy Capacity Vy Code Unit'y'. Derails ••; •• Name Case ft K K Ref. CtTeo(V 0 ";'. ••• • BmX001 1.2D+1,6L+.2Di+.5S 0.461 20.402 33.836 11.4 0,ccerO Vs=".5Q7 K, ••• ;• Vc=24'607 K I F t Page 1 VlsualAnalysis 11.00.0013(www.losweb.com) Page 212 of 340 8-5 LIVING ROOM-DINING ROOM UNITED ENGINEERING,INC.,amorfin Feb 19,2015;08:49 PM Load Case:SW IES MsualAnalysis 11.00.0013 t -0 5 K/ft Recfan a 28K 8 L-10.58 ft q a :•.•.• .•.• • • • r ••••• • •••• •••••• • •• •• •• •.•..• -0.810, •••.•• • • • • ••• • •• Rectan I 4> $ Ov 0 Fmo. 7 0 f, v - ..• L=10.58 It q Page 213 of 340" . ' 8.5 LIVING ROOM-DINING ROOM UNITED ENGINEERING,INC.,amorfin + Feb 19,2015;08:49 PM Load Case:SDL IES VisualAnalysis 11.00.0013 V Reccofan 28 a 1,8 L=10.58 ft •...•. •• •. .•...• •••••• 072 0 T . • ,www• Recfan x 8 v .• . •.. � : L=10.58 ft ' • 1 i t r � Page 214 of 340 G B-5 LIVING ROOM-DINING ROOM UNITED ENGINEERING,INC.,amorfin Feb 19,2015;08:49 PM Load Case:L IES VisualAnalysis 11.00.0013 { -07 Wft ftecfan a 28 x 8 L=10.58 It r � � 4 ••••• •••• •••••• •••••• • •• •• •• • •••••• • • • • •••••• ecfan Y.8 • ••• • L=10.58 ft Page 215 of 340 B-5 LIVING ROOM-DINING ROOM UNITED ENGINEERING,INC.,amorfin Feb 19,20`15;08:49 PM Load Case:W+Y IES VisualAnaiysis 11.00.0013 { { 4 { Rectan to 28 x 8 L=1 q,58 ft 2.140 K/ft • • • • • Rectangle 24 Y.8 , ,•, ;••••� L=1 ft • • • 2.480 ft 10.70 K . 6.180 K i f l � a t t Page 216 of 340 ' r B-5 LIVING ROOM-DINING ROOM UNITED ENGINEERING,INC.,amorfin Feb 19,2015;08:49 PM Result Case:W*Y IES VisualAnalysis 11.00.0013 , Y x M � II tl ............................................................ ...J...7..`..1. ....................... ...i=1 o.s8 rt 0000•• •• •• 0000•• i^' • 0000•• • • • • 0000 0000•• • • 0000• • 0000 0000• 0000 Y•••••• � 0000•• • •• � •• •• (' • • i 0000•• � • II • • • 11 0.090• ,L - •••••• ' Rectan 1e 24 8 • • • L=10.58 It 1 I Page 217 of 340 B-5 LIVING ROOM-DINING ROOM UNITED ENGINEERING,INC.,amorfin Feb 19,2015;48;50 PM Design View,Unity Checks IES VisualAnalysis 11.00.0013 i Concrete Beam X G01 0.42 Rectangle 28 x 8 • • • •••••• I •••• ••••• •• •• •• • •••••• • • • • •••••• Concrete Beam G010.86 •••� • ••• i�•••i Rectangle 24 x 8 '•Y• n i , - UngrQuped Failed t Warping�ti s _ yF i v Page 218 of 340 Project:.13-5 LIVING ROOM-DINING ROOM amorfin , UNITED ENGINEERING, INC. February 19,2015 P:\1801-21 Litzenberg Residence\3-Cales\IES\Second Floor Beams\ i Design Group Results Design Group: Concrete—Beam X_G01 per ACI 318-11 Each member in the group is checked according to it's as-modelled shape. Material:\Concrete\Concrete Tc=5 ksi) Members Included(2): BmX001,BmX001-c1 REINFORCING STEEL DETAILS Main Bars Top Continuous: 245 Top Left 1/3: -None- Top Right 1/3: -None- Bottom Continuous: 246 Bottom Center 1/3: -None- Stirrups are#3's and have 2 legs. Stirrup Spacing: Left 1/3= 14 in, Center 1/3=14 in, Right 113= 14 in Strong Flexure Check Member Result Offset Demand Capacity Mz Code Unity Details. 0000 ' Mz Nome `(gsse• ft K-ft K-ft Ref. Check �PnX001 .�DJ.61_+.ZDi+'3S 5.290 41.277 98.895 10.3 0.42 OK Phi=0.900, •..•. .• .. 0000.. As Prov.=0.880 in^2, 00:00. Effective b=8.000 in, 0000• d =25.750 in 0000 gw"I-c 0.9MN »+Y �.....• 5.607 -51.106 59.156 10.3 0.86 OK Phi=0.900 , i0:•0 •00,.90 As Prov.=0.620 in^2, • •06• • •0* 00 Effective b=8.000 In, • 9 •�•�•• d =21.750 in .Strong ShWCheck . em er •fle9ult •• Offset Demand CapacltyVy ' Code' Unity Details , . VY Name Case ft K K Ref. Check BmX001 1.2D+1.6L+.2DE+.5S 9.945 14.131 40.059 11.4 0.35 OK Vs=24.279 K, Vc=29.133 K BmX001-c1 1.2D+1.6L+.2Di+.5S 10.051 19.801 33.836, 11.4 0.59 OK Vs=20.507 K, Vc=24.607 K _ r Page 1 VlsualAnalysis 11.00.0013(www.losweb.com) j Page 219 of 340 PROJECT No. I jot SHEET Np Of PROJECT NAME L;�z,n UNITED CALCULATED BY g DRAWN BY Engineering, Inc. SCALE DATE 6( /IS �n�ec;ucQ^^ rnu5�4Q a� -" 6 I - - t - : j; , �_— ' I , i ! • y SI s J + . (t av ( p- i. w � SIG: - - S DL 1,0 Vj 1 y d §tc w a iV �2cJ/�CGGJA1v% 2 tcF�d I ; — is I is j i i i : i i :• 1 ••• • Page 220 of 340 B-6 i UNITED..FXGINh>*ftING,INC amorfin __..-......----- ---- Feb 19,2016;07:14 PM Load Case:SOL i IES VsualAnalysis 11.00.0013 •••••• •••• -05 OK30/lt 8 • • • L-18.17 ft .••.• • •••• 00*0 • • • • • *009 0 00 • { I s r Page 221 of 340 r 6-S + UNIT!~DENGINEERING,INC,.am4.CC.n... .. Feb 19,2015;07:14 PM Load Case:SW IES VrsualAnalysis 11.00.0013 r -058 K/ft v • • • 0000 ••••�• .. v ecfa 30 x 8 . • •.... . . • L-18.17 ft •0••0• �••0•i ••••i• 0000•• • • • 0000•• 0000 • • • • • • 0000•• 0000 •. ... 0000• 00.000 • 96.60 • • goo:** 0000•• • • • • • • • 0000•• 0000•• • • • 0000•• r a Page 222 of 340 w f i s-s .UNITED ENGINEE 3.lN IR-C.,amorfin Feb 19,2015;07:14 PM Load Case:L IES Visuaftaiysfs 11.00.0013 0(117V 1311 - -- -- •i•••• i•••• •••••• L=18.178 • • l . ....... . . Page 223 of 340 B-6 UNITED ENGIMERIN-0,,INC., --- Feb 19,2015;07:14 PM Load Case:W+Y IES VlsualAnafysfs 11.00.0013 a • • •••• •••••• Rectan fe 30 x 8 • _ —.•.. • ..._.__. •• 1.331 Wit •••••i • • • • r 1 t r 1 i Page 224 of 340 1 B-6 UNITED ENGINEERING,INC.,amorfin ' Feb 19,2015;07:14 PM 4 Result Case:D+L IES VsualAnalysis 11.00.0013 a R f •••••• •••• • • • • .......!.!...............................................................RgctaOgig.30 x.$......................................... .... ....... ..................... • • • • L=18.17 ft •.•.. . ar... °D •••••• • •• •• •• •••••• • • • • Page 225 of 340 i 1 B-6 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;07:14 PM Result Case:W+Y IES VlsualAnalysis 11.00.0013. $' o (V � 11 11 0000 d • • • � 0000 0000•• Recfaggle 30.X.$................... .... �.s......�.... • • •• ....................... L=18.17 ft 0.000. �.••.: .•..:. . .0000• . . • 1 0000 • • • • • • •0000• 0000 • 0000• 0000•• 90•0 00••• •• •• •• • •••••• • •00.0• • • • • • • 0 0.00• 0000•• } { F t { Page 226 of 340 B-6 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;07:14 PM Design View,Unity Checks IES VisualAnaiysis 11.00.0013 + • • • • C to e, 01 6 ••.••. •• •• .•••.� Rectangfe30x8 • ••••• • •••• ••••• •••• •••••• •••••• • •• •• •• • • 1 I Ungrouped `` `Failed ` Wafning . i �Y 4.t. _ S 0 OOQ�= 4 250 0 500. 0 751 1004 { Page 227 of 340 Project: B-6 amorfin , UNITED ENGINEERING, INC. February 19, 2015 0:11801-21 Litzenberg Res idence\3-Calcs\l ES\S econd Floor Beams\ i Design Group Results Design Group: Concrete—Beam X G01 per ACI 318-11 Designed As: Rectangle 30 x 8,Material:\Concrete\Concrete(F'c=5 ksi) REINFORCING STEEL DETAILS Main Bars Top Continuous: 2-#5 i Top Left 1/3: -None- Top Right 1/3: -None- Bottom Continuous: 2-48 Bottom Center 1/3: -None- Stirrups are#3's and have 2 legs. Stirrup Spacing: Left 1/3=12 in, Center 1/3= 12 in, Right 1/3= 12 in Stronq Flexure Check Member Result Offset Demand Capacity Mz Code Unity Details Mz Name Case ft K-ft K-ft Ref. Check •••• BmX001 1.2D+1.6L+.2Di+.5S 9.085 113.324 186.502 10.3 0.61 OK f1pi=•0'J00, •••• 000 ;• r As•Prov!= 1.5gQ-1 "2- 0• Effeegv el [A,*b=8.008 i� ••• •• docbiLW5 in a • ..• Stronq Shear Check •••• ••••• Member Result Offset Demand Vy Capacity Vy Code Unl19;••; Det@ltg;•• ••• •• Name Case ft _ K K Ref. Chttk" '•' BmX001 1.2D+1.6L+.2Di+.5S 15.263 17.253 46.231 11.4 0.3=VI{'; Vs=30387 K, • . • i i G Page 1 Visua/Analysis 11.00.0013(www.lesweb.com) 1 I Page 228 of 340 PROJECT No. SHEET No. OF PROJECT NAME LJ z eeN N I T E CALCULATED BY A/V\ DRAWN BY Engineering, Inc. SCALE DATE 111116 I CA E) L L4 !Fr" Roo ;p ClAlz r 73 —p L 14 1 7 C) L,�J7 e- C' Li sees 0 4(J J; ....... ... C-]--- SVI) 42 ic 5 cii 0C); All. ...... r _414 �A pis -A• .-E e: d Aj U. jeek, Page 229 of 340 B-6 AT FAMILY ROOM; UNITED ENGINEERING,INC.,amor(in Feb 19,2015;07:18 PM Load Case:SW IES VsualAnalysls 11.00.0013 i ,i + F v ' .80 0 ftTT-Tl.67K v •.� 2� OK. ••`.•�• I Page 230 of 340 .i 1 8-6 AT FAMILY ROOM: UNITED ENGINEERING,INC.,amorfin I Feb 19,2015;07:18 PM Load Case:SOL IES VisualAnalysis 11.00.0013 r i r •. • -0A 70 K 0.15 Wft •••••• • •• •••••• ••• 000 • •• 00 '0* • • • •••••• • • • • 000000 • • • • • • •• . l { 1 Y I Page 231 of 340 4 B-6 AT FAMILY ROOM; UNITED ENGINEERING,INC.,BmorM Feb 19,2015;07:18 PM _ Load Case:L IES Visua[AnaWs 11.00.0013 t 4470 K t r f • ' IK • -q.3ft 0.2810 Klfti • • • • V W V • • • • • • r , i I I �. Page 232 of 340 a B-6 AT FAMILY ROOM UNITED ENGINEERING,INC.,amortin Feb 19,2015;07:19 PM 1 Result Case:D+L IES VisualAnalysis 11.00.0013 � r w sees %sees 09e• • • • 0• • y•• • • .A.....•e................ s•••.. ................... ......................... ............................................................... ............ .......... ........ ....................... e n • •9090• 0 11-< 0 ••s•' • 9.990 •e .......................... N11 0 0 - J ••9.9• • •i •e •e • • •0.99• 9 • • s :0000 •0000• • • • • 9 • 1 V. f I 1 Page 233 of 340` i B-6 AT FAMILY ROOM UNITED ENGINEERING,INC.,amorfin Fein 19,2015;07:18 PM Design View,Unity Checks 1ES VisualAnalysis 11.00.0013 1 i i P. 1 Concrete Beam X G01 ••• • • • 0.41 •.••.• .••.: .•.•:• •••. • •.•.• 06* .. .• •. . ••••.. . • • . •••••. l Ungrouped �Fa�le¢ V1(arntn. ,0000_„A 0250`T ObQp rt0751 ry ..,1,OP1 - Page 234 of 340 Project: B-6 AT FAMILY ROOM tt amorfin , UNITED ENGINEERING, INC. February 19, 2015 PA1801-21 Litzenberg Residence\3-Calcs\IES\5econd Floor Beams\ Design Group Results Design Group: Concrete—Beam X_G01 per.ACI 318-11 Designed As: Rectangle 30 x 8, Material:\Concrete\Concrete(F'c=5 ksi) REINFORCING STEEL DETAILS Main Bars Top Continuous: 245 Top Left 1/3: -None- Top Right 1/3: -None- ' Bottom Continuous: 248 Bottom Center 1/3: -None- Stirrups are#3's and have 2 legs. Stirrup Spacing: Left 1/3=7 in, Center 1/3=7 in, Right 1/3=7 in Stronq Flexure Check Member Result Offset Demand Capacity Mz Code Unity Details t Mz Name Case ft K-ft K-ft Ref. Check BmX001 1.2D+1.K+-.2Di+.5S 7.020." 77.166 186.502 10.3 0.41 OK Phi=0.900, As Prov.=1.580 In A2, Effective b=8.000 in, .... d=27.625 In ...... 0000 • 5fronq Shtar Checks Eem er esu t • Offset Demand Vy Capacity Vy Code Unity Details I►m� Case ft K K Ref. Check �rJ0�Q1 �lt2D*4.6L+.2Di�6 0.488 17.371 62.510 11.4 0.28 OK W--52.093 K, Vc=31.254 K sees . . 0000.9 . .. 000 *9 0000.. 0000.. • .. 0000.. .. Page 1 Vlsua/Analysis 11.00.0013(www.lesweb.com) Page 235 of 340 PROJECT No. V()I— SHEET No. OF PROJECTNAME L,4-x et0e,ev!2 11,,s a Jure u IN I T E mum' CALCULATED BY DRAWN BY Engineering, Inc. SCALE DATE 0 15 r . f RI � l I . i_ cl 7 ......... ----- i. ------------ ...... ..........--------- 040040 06 ise 4 000.0 9:0 0 is .00 0 a 0 a a 0 .......... . . 0 • a 0 .. ........... .............. 09 .......... .......... JE Page 236 of 340 B-7 UNITED ENGINEERING,INC.,amorfin :50 PM----- Mar 06,-2015;03 Load Case:SW IES Vismftal sls 11.00-0013 -0.03 3 K/ft - Page 237 of 340- a B-7 UNITED ENGINEERING,INC.,amorfin 08:53 PM Load Case:SDL IES Vsuaftalysls 11.00.0013 __.......... i -0 of t ' `0060 • • 0006 0000•• +: • • -- ------666.6 6666.. • 0000•• •• •• 0000•• 60.00• 0060 •} • • • _._..- --- —'-66.66.. —--—66_66. --— ---• •• -• _........ •�... ,. 0 0 0 000600 0.0• 00000 0 • . 0 • 00 0• :•• • 0000•• • •0000• • _....._...... ----- --- - . '. . .._...__...----�---- ---- -----. _ . . .•..__.....�--'-----6666_ ... • 0 000900 6006.• • • •0000• • 000 •• • • • 1 0 • • •0 0 R -._._..... t r � 6 Page 238 of 340 B-7 UNITED ENGINEERING,INC.,'amorfin PM -- — Load Case:L IES VEsualAna"Is 19.00.0013 01 ft •••y 6.000. 0600 • --- •..•.• .• 60 0106.0 . 6 • 6066.• 00.000 . 66••6 __:..._...._..._...;6060. 6660• 6••� 6•:66•• 6 • t• • i • 6••6•• . 01 •:• 00 6606.• • •s ; ' s --------__..._ - ---0000 ' F t i t t Page 239 of 340 8-7 UNITED ENGINEERING,INC.,;amorfin Feb.19,2015;.08:53 PM Load Case:W+Y IES VsualAnalpis 11.00.0013 ' r i 0.67 'Wit T '.0000 • • 0000 .0000• ' 000.0• •• •• 0000•• � 0000•• � • • 0000•• . _..._. .. ...:.. •6t• • 0000 0000•• :0000 •♦••• • • • • • •• •• •• • 0600•• • ••6♦•• • • • • • • _........._. • .. _ 0000• 6 �'"• •0000• a P I b Page 240 of 340 B-7 i UNITED ENGINEERINQ,INC.,amorfin 1 Mar 06,2015;03:50 Pm Result Case:D+L IES VisualAnaWs 11.00.0013 i i T u _ n to N p O � 0000•• c X 0.0000 0•0• • • ••�••• •• •• 0000•• • 0000•• • • • • •0•• •00.0• 0 • 0000• • 0000 0000• 0000 0000•• ••0000 • •• •• •• • • • 0000•• ' 0000•• 0000•• • • • r a Page 241 of 340 B-7 UNITED ENGINEERING,INC.,amorfin ' Feb 19,2015;08:54 PM Result Case:W+Y IES VsualAnatysis 11.00.0013 a �c x n m n u 0000 • • 0.00 0000.• 0000•• •. •. 0000.. • .. 0000•. . . • 0000.• 0000 • • • • . 00.0•. 0000 • 0000• - 0000•• 0000 0000• •. •. .• • 0000•• 0000.• • • • • • •0000• � 0000•• • . 0 0 0 0 0 0 00 . . 000 • • I s Page 242 of 340 e I B-7 UNITED ENGINEERING,INC.,amor8n Mar 06,2015;03:50 PM Result Case:W+Y IES Visual[AnaWs 11,00.0013 Y X n � >- LL ••••• • •••• •��••• • •w •• •• • I ` I Page 243 of 340 r B-7 UNITED ENGINEERING,INC.,amorfin Mar 06,2015;03:50 PM I Design View,UnPty Checks IES Visua]Analysis 11.00.0013 a 1 4 - r , Concrete Beam X G01 0.86 0000 • . 9006 0006.• •9 • • • • • • • 9006.9 66 •6 6069•0 .6.69. • • � ••69.6 t 9966 • • • • • • •969•• ••669• •9.6 ••666 00 06 96 6 90.066 96.9.6 • •• • • • • •66.6• i • � .•9.99 • • • • • ••666• •• • 9 606 • 6 1 - t i f � tJngrouped L r, balled `� Vljarn`ing r ;� y.r c Page 244 of 340 Project: B-7 amorfin , UNITED ENGINEERING, INC. March 06, 2015 PA1801-21 Litzenberg Residencel3-Calcs11ES1Second Floor Beamsl Design Group Results Design Group: Concrete Beam X_G01 per ACI 318-11 Designed As:Rectangle 18 x 8,Material:lConcretelConcrete(F'c=3 ksi) REINFORCING STEEL DETAILS Main Bars Top Continuous: 2-#5 Top Left 113: -None- Top Right 1/3: -None- Bottom Continuous: 245 Bottom Center 1/3: -None- Stirrups are#3's and have 2 legs. Stirrup Spacing: Left 113=7 in, 'Center 1/3=-None=, Right 1/3=7 in Strona Flexure Check Member Result Offset Demand Capacity Mz Code Unity Details Mz Name Case ft K-ft K-ft Ref. Check BmX001-c 1.2D+1.6L+.2D1+.5S 9.830 35.946 41.573 10.3 0.86 OK Phi=0.900 , 2 As Prov.=0.620 in^2, Effective b=8.000 in, d= 15.813 in - -:Strong Slim Chec • •Vember ; .R'psult ' •' Offset Demand Vy Capacity Vy Code Unity Details ••'f�7dfie Case ":" ft K K Ref. Check .JJrq�001-c2+'1.2D+1.6 •�+.SS 12.976 2.438 10.393 11.4 0.23 OK Vs=0.000 ' •�•��� Vc= 13.857K ..•.. •... •00.00 ...•.. . i•, •• 00 1k ••.••• • •.0 0 . .._ A t Page 1 _ VlsualAnalysis 11.00.0013(www.iesweb.com) Page 245 of 340 amorfin First Floor Zone 4 low roof Job# 1801-21 UNITED ENGINEERING, INC. , Design Detail -1 . TF A- Z_ A_ _ _...f: -! i. SI T.I i.. . . r T _ t - . 1 : LED F. - --_ - - I....:. - _ f_ .I f 1L T f Vertical Bars: #5 @ 241n l �- 20 - --CheckStrnnnary - - - - ---- Interaction Diagram -- - Ratio Check Provided Required Combination -Strength Checks----- t ✓0.065 Axial Compression t6524 lb/ft 1411 lbtft 1.01)+1.OL interaction Dia m••• ,/0370 Axial Tension 24 k 8.89 k 0.61)+0.6W 4 sees ' •• ••• ✓0.100 Sheat 73.12 psi 7.3 psi 0.61)+0.6W i • • ✓0.946 Axial+Flexure 13150 in-lblft 12439 in-lb/ft 0.61)+0.6W •• • • •• ---! - 3 • see •• •• •• ••• --Criteria - Load Combinaliofts •"••' • + • 2 .... • • ASCE 7-10 fASDI • •• �_-�• •• .��• Building Code MSJG11(ASD) 1.OD+1.OL '• Axlalf •wZihift Load Combination ASCE 7-10(ASD) 1.oD+0.6W •Goes* ••• •• •• Seismic R Value 1.00 1.01) 1000 • • + •- Pm 1500 psi 1.00+0.75E+0.45W of •• • • •• 00• fy 60000 psi S,OD+0.75L 0 0 0.0• • • Specify Watt Weight Manually No 0.61)+0.6W • _• •0 Black Weigh[ Normal weight 0.6D • • *01 000 Design As Clay Masonry No • • ••••• Include wall Self-Wet t Yes • • • • • 0 Neglect Lateral Load on Parapet No 1 --o 1 — 240 3 40000• 0•• Include Wall Wt In Virtual Eccentricity No Qr Always use[cracked No Moment(In-104• • Loads Sinnmary Load Set Source Axial UnIfO...Axial Pt Lo,..Pt Ld Eff W...Eccentrictty Lateral Pre...Top Lateral...Paranet Pr...Lateral Unl..,Let Unif Ld... omen Wind -2621 lb/ft 0 k i ft O in 89.6 psf 89.6 psf 89.6 psf 0 lb/ft 1 It Oln•lbtft Dead 324 Will 0 k t ft 0 to 0 PSI 0 psf 0 psf 0 W 1 It O ln•lb/ft Live 324 Wit 0 k i It 0 in 0 psf 0 psi' 0 psf 01b1ft 1 ft O in•Ibm t I QulckMasonry 4.0(lesweb.com) P:\1801-21 Utzenberg Res[dence\3-CalauES\cmu.gms 'Page 1 of 3 Thursday 02/19/15 9:17 PM r ✓ Page 246 of 340 i amorf(n First Floor Zone 4 low roof Job# 1801-21%... UNITED ENGINEERING, INC. Load Case Checks [Load Combination: 1.OD + 1.0L] _. Design roses 648lbiftFactored loads 12. Shear 12. Moment !Nall Weight 762.5 Ib/ft 1 ;--- f0. ----- Effective Eccentricity 0 in 0. Applied Eccentricity -0 in -0 lb/ft 9.31 9.31 7.8 7.81 _ . 4. 4.8 --O lb/ft 3.1 --' -- 3.1 - - 1411 Wit •1000 0 1000 2000 -1000 1000 2000 (In-lb/ft) t V(Iblft) Axiafflzrure Checks - 4 Interaction Df cft Diagram internal State at Max Moment Caoay for P=1029Ibfft COMPRESSION controlled(fm=Fm=675 psi) k=0.172 28 0.00050 675 Dsl 16M 5309 lb/fl 4 - - C 8 --- - 10291b/ft —-► 4279 lb/ft -2000(--- 17924 10000 20000 30000 40000 in Iblft •JVTent(in•lblft) •• �•• •••• s • -0.00240 fs=27610 psi • Cornbined Axial I. f�Ftext*o baGe1 [MSJC-11 2.3.2.2.: • P = 14 In W ft • Mab,,.= 18424 fn-lb/ft (frim interaction diagram given R •••••• .• •••M= 0in-lb!it s Mf•w= 18424 fn-lbi it • t:ombingA ixl&Flexure l}Q max M1 (MSJC-11 2.3.3.2 —- •••• •so ••P" • = 1029lb/ft :1 • •••Ma,,,,=•1•JV4 fnib/ft .t<rori Interaction diagram given R •• i•• • •• • •• n - • M = Oln-Iblft s Mab,r= �79241n'Iblft ✓ i =3 1 ' • Combined Axial+Flexulctrtoj1 [MSJC-11 2.3.3.2.2. _ o ••••.Mabw= 17431 in-lb/It •Qrpm infraction diagram given R 24 • •bi = Olrtlai:t •5•Maw 17431•In-lb/ft V/ . • •• Other Checks - Shear (MSJC-11 2.3.61 Axial Comnression(0 base) rMSJC-j1 2.3.4.2.11 An,-d= (3.811n) = 0.32 ft`/ft (area per length of oval) F. =32000 psi (Grade 60 relnl _ V _ 0Iblft 0 p� An„ (0. Aar =O ln'/In (bars are not lied A32 fY/ft = h/r= 02.5 R)A2.610 =57.6531 s 99 There Is zero applied shear force In this load case ✓ (( ll 1 P•=(0.25 P,a An+O.65AAFa)t1-11 Or)A2] 11 = (0.25(15Wpsb(0.37RIIft)+0.65(Oin'/in)(32000psb)t1 [14O(2.61n)J�2] = 16524lb/ft t P = 1411 lb/it 5 Pa= 16524INft s QuickMasonry 4.0(fesweb.com) P:\1801-21 litzenberg Residence\3-Caics\IES\cmu.gms Page 2 of 3 Thursday 02/19/15 9:17 PM Page 247 of 340 amorfin First Floor Zone 4 low roof .lob# 1801-21 UNITED ENGINEERING, INC. t a Load Case Checks [Load Combination: 0.6D +.0.6W] -Design Forces Factored Loads 12 Shear 12 Moment Wall Weight 457.5lb/ft ,.- Effective Eccentricity 0 in 10. - - 10. 11378 I�13.85 lb/ft 9.3E 9•3 Applied Eccentricity 0 In 7.81 7.81 53.76 psf 6.2 6.2 -- 4.6 4.6 284.391b/ft 3.1 --, -920. Ib/ft 1 1. 0 -125 b0 225 400 1 10501•700C•3500 0 V(lb/ft) M(in-lb/ft) •-rlxial/Flerure Checks - t 4000(-- Interacdon Otagram Interval State at Max Moment Capacity for P=41511.76 IN TENSION controlled(is=Fs=32000 psi) k=0.142 ' 2800C L 1 0.00044 588.2psi ibift__ o t r 804 - - i 151.76 Ib/fl -► 49601blft 2 10000 20000 30000 40000 13150In•iblft n Moment(in•lbift) ♦••• Combined Axial+Flexure(Q base) IMSJC-11 2.3.2,2.: 0.00264 is=32000 psi ••• •••• •• •• P = -920.7lb/ft •• • .i • • •••••• •• •• Mab„= 139041n1b/ft (from interaction diagram given F) • •• ••• M =0in-lb/ft s Mme„= 13904in1btft ✓ - - co•• •• I Combined Axial+Flexure(a max M) IMSJC•11 2.3.3.2 • t.;, .• a 0 r•. T'70 ! • P= -1151.76 lb/ft 00 hlao.N='13150 irrlb/ft (from interaction diagram given q � - f:.; • • •• �.,; M = 12439imlb/ft s Ala = 131501nlb/ft ✓ 004 *go •• • Combined Axial+Flexure((D ton) tMSJC-11 2.3:3.2.2. 0g:40 • • P= 1378.2lb/ft • •.. •`.:.`_ :• .' •• •i•• k Maa, = 12395 In-lb/ft (from Interaction diagram given B 24 in=• • • • -� 0• 000 M = 0 in Ib(ft s Mj,N= 12395 in-ib/ft ✓ •• • Other Checks Shear IMSJC-11 2.3.61 Axial Compression(Q base) IMSJC-11 2.3.4.2.11 Aw=d= (3.8110 =0.32 ft'/ft (area per length of wal) F.= 32000 pst (Grade 60 reinti i _ V (333.81b/R Ad=Oin'/in (bars are not dad f° A,,f (0.32ft'ItU 11=l1 7.3 psi h/r= (12.5 it)1(2.61n) =57.653x1 s ll99 Fvm=Z[(4.0-1.75(-L' r,]-0.26 Pa=(0.25 PmAe+0.65A�F�{1.( h JA2� [[4.0.11.75 r (0 ft•k) 11ll 1500 psil+0.25 18.41!J t 140r = 12.5 f' „ l `(6.68k)(3.811011 3An (7.37 R1 = (0.25(1500psd1(0.37ft/ft)+0.65(O!n lln)(32000psD]�1 [140(2.6( 1 2J = 73.12 psi = 165241btft F, =0 psi ...no shear reinforcement P= .920.7 lb/R s Pa= 16524 lb/ft ✓ Fv=FK„+Fy= (73.12 ps)+(0 psi) = 73.12 psi M _ (0 ft-k) =0,0 s 0.25 V d (6.68 k)(3.811 Limit of equation 2.26 applies: 3 f,,,= 3 1500 psi= 116.1895 ...greater than Fv,no limit Imposed. f,= 7.3 psi s Fv =73.12 psi ✓ t QulckMasonry 4.0(lesvreb.corn) P:\1801-21 Utzenberg Res)dence\3-Calcs\IES\crnu.gms Page 3 of 3 Thursday 02/19/15. 9:17 PM Page 248 of 340 amorfln First Floor Zone 5 low roof Job# 1801-21 UNITED ENGINEERING, INC. r® or�ei+i►aor Design Detail7T L __ r .J. L I 1E]M El.. l I ' i TI.-. x Vertical Bars: #5 @ 16 In 20 it -{ Check Summary - ~_ ---- Interaction Diagrmn-- Ratio hec Provided Reaulred Combination ---Strength Checks---- _ ____ ✓0.075 ••Pofti compiesston 195W lb/61473 wit LAD+1.OL Interaction Ola ram •• •,•,(0.247 •••Q ahension • •24 k 5.93 k 0.61)+0.6W • ✓0.113 $_hear • • •74.04 psi 8.36 psi 0.6D+0.6W V 0.796 •Ax#al+Flexure• •• 17906 in-W 14258(n•lbfft 0.6D+0.6W 00• *0*000 4400C • •••••• •• ,•.Criteria---•-� Load Conrbinalions---- • .: • *:090: • .. • ASCE 7-10(ASD) 280 • •t0ilding Code • 9900 MSJC-1i(ASD) LOD+L.OL Axial F rce(lb •• �qpd Combinall"• •••••• ASCE 7.10(ASD) LOD+0.619 Seismic R velum • • • 1.00 1.OD 1200( •• •pro • •• •• •• 15W psi 1.OD+0.751+0.4519 • fy 60000 psi LOD+0.75L Ig • Specify Walt Weight Manually • • • No 0.6D+0.6W •• •Black Welght• • • • Normal weight '0.60 • DIsIgn As dag 94Istfly • • No •• 64ude Wall Self•Weight • • • Yes • Neglect Latevat L14bad+on Parapet* •• No 2 8000 16000 24000 32000 40000 Include Wall& '.V& Eccentricity No Moment(In-lb/fl) Always use F-crack No Loads Sunmimy- Load Se Sourc. Axial Wife,...Axial Pt Lo...,Pt Eff W...Eccentricity Lateral Pre...Top Lateral,..Parabet Pr...Lateral Uni...Let Unif Ld... o e t Wind -2621 Ib/ft 0 k 1 ft Din 102.7 psf 102.7 psf 102.7 psf Olblft 1 ft O In-blft Dead 324 Iblft 0 k 1 ft O In 0 psf 0 PSI 0 psf 0 Will 1 ft 0 IrItt@ Live 324 Wit O k t ft O In O psf O PSI O psf O lb/ft 1 ft 0 In-lb/ft A I Y QulckMasonty 4.0(lesweb.com) P:\1801-21 Litzenberg Resldence\3-Calcs\IES\cmu.gms Page 1 of 3 Thursday 02/19/15 9:17 PM Page 249 of 340" arnorfin First Floor Zone 5 low roof Job# 1801-21 UNITED ENGINEERING,INC. Load Case Checks [Load Combination: 1.01D + 1.0L] Design Forces---- 648 —648 Ib/ft Factored Loads 12 Shear 12 Moment Wall Weight 825lb/ft io.9, 10. ------ - - .. . . Effective Eccentricity O in ----0 Ib/ft 9. g. . . Applied Eccentricity -0 In Tal 7.81 4.6 4.6 --01b/ft 3.1 - '.. . . 3.1 -- - -- - -- - 1473 Will .100E 0 1000 2000 0C-1000 0 1000 2000 V(Ib/ft) M(in Wit) rfxial/Flenne Checks--- — 5040Interactl2n Diagram Internal State at Max Moment Capacity for P=1061 Ib/ft COMPRESSION controlled(fm=Fm=675 psi) k=0.200 3000 i 1 0.00050 _ _ 675 psi c� *-- 6100 lb/ft C -300 - - 1061 bit o —► 50391b/ft -5 10000 20000 30000 40000 20222in•lb/ft r Moment(in-lb/ft) = • Combined Axial+Flexure(0 base) IMSJC-11 2.3.2.2.: 0.00199 Is 21673 psi •• • • •••0• •••••• • P = 14731b/ft •• • •• • *• M,h,„= 20684 In lb/R (frons interaction diagram given H ••• •• •• •• *60000 M =Oln•lb/fl s Mwyr= 206841n-1b/ft ✓ • • Combined Axial+Flexure(*max M) IMSJC-11 2.3.3.2 - `=1_• • ••: P = 1061 lb/ft •,'r� • •• ••• r M,,,w= 20222 in•lb/ft (front interaction diagram given fl o• •• • •f •• r M =0 In-lb/fl s M,1,„= 20222(n•lb/ft '� • •• • •• •• Combined Axial+Flexure(St top) rMSJC-11 2.3.3.2.2 ••'r6 t• • • P = 64alb/ft • •.: �: • •a ••• ManuX= 19770In•lb f ft (from Interaction diagram given q • i••• • • • M =0 irrtb/fl s Ma;o„= 197701n-1b/ft V/ l""-- 181n 0000 •• ►i. ••• �• ••e Other Checks Shear IMSJC-11 2.3.61 Axial Compression(0 base) IMSJC-11 2.3.4.2.11 i A,=d= (3.8110 =0.32 fl'/R (area per length of wall Fs= 32000 psl (Grade 60 reinf _ V _ (0lbI R) Ay =O ln'/in (bars are not tied f°-Anv - (0.32 fl'/ft) 'Opsl h/r= (12.5f0/(2A4ln) = 61.4862 s 99 There is zero applied shear force In this load case ✓ r1-(-1-4'0,)-2] o Pa-(0.25 Pm An+0.65, F,)[ = [0.25(1500(iso(0.45ft'/R)+0.65(Oin'/In)(32000ps0[[1-[1412.5ft1n)J�21 = 195501b/ft P = 1473lb/fl s P•= 195W Ib/ft t t QuickMasonry 4.0(tesiveb.com) P:\1801-21 Litxenberg Residence\3-Calcs\IES\cmu.grns Page 2 of 3 Thursday,02/19/15 9:17 PM I Page 250 of 340 alnorfin First Floor Zone 5 low roof Job# 180f-21 UNITED ENGINEERING,INC. i k ' Load Case Checks [Load Combination: 0.6D + 0.6W] Design Forces -- - Moment Factored Loads 12 Shear 12. Wall Weight 495 Wit 10. 10.9 Effective Eccentricity 0 in 3781 2.66 lb/ft 9.3 - - - I 9.3 Applied Eccentricity 0 in 7.81 7.8, 61.62 psf 6.2 - 6.2 4.6$ 4.6 883. Ib/ft 325.97 lb/ft 3.1 - I 1. 1. 200 0 200 400 1 i 12W EOOC 400C 0 V(lb/ft) M(in-lb/ft) AxiallFlexnre Checks- - --�- _ 5000 Interaction Dia ram Internal Slate at Max Moment Capacity for P=•1133.2lb)ft COMPRESSION controlled(Im=Fm=675 psi) k=0.172 3000( - - - 0.00050675 psl 1000 - --- f- 5303 Ib ft M _ -1000( -- - y - - - - C -30 - -- m -0, 6435 Wit .... -1133.21bHt- � � 1 5 10000 20000 30000 40000 17906In•lb/ft r- Moment(in lb/ft) • -0.00241 is=27677 psi •• ••Combined Aitirdl+Ftoxyr8 Ifs b�.e) IMSJC•11 2.3.2 2.: • P= -8:3.&IbAt. • •• •• •••MaV„=•1t15•/0rrlb/ft •R©A 1'nlaeraction diagram given F) 0•:M =Oinlbtft s Mme,,,'IASAR-lb/ft ✓ • CombinedAxiaM►Flexgrd(&rA4x M) tMSJC•11 2.3.3.2 I •0000P= -1133.2lb/ft •••• • •••Ma7ow=lq"1h-b/ft firSj Attraction diagram given F3 � ••0•••M = 14268IOWA s MebP,t 111906 in lb/it ✓ r' 00 Combined Axial+Ftexu•At'P"R) IMSJC-11 2.3.3.2.2, • • • 00.000 • •A1a3ow= 17664 in4b/ft Krum in eraction diagram given F) •••r•• a 1176"n-lb 0I ft ✓ • •iA = OInl4lafl .c Ma'fvv. -- • •4 Other Checks-------- Shear ----•Shear IMSJC-11 2.3.61 Axial Compression ffl base) IMSJC-11 2.3.4.2.11 A,,=d=_ (3.8114 =0.32 ft'/ft (area per length of wall F.= 32000 psi (Grade 60 reint 1 _ V = (382.7 Ib/ft) 8.36 psi At=0 tn'/In (bars are not lied v-A,,, { (0.32 it'/ft) - h/r= (12.5110/(2.441n) =61.4862 s11 9911 Fvm 2[14.0;1.75(Md )4f 0.25 Pa=(0.25 Pa,An+0.65AxFJ[1-(1 Or)a2J 2[[4.0-1.75[(7.65 lJft3.81 Inl1 J 1500 psf1+0.25(-(897 ft1 = (0.25(1500 psa(0.45 ft'/ft)+0.65(0 Ifs/fn)(32000 psal 1- 12.5 ft) l°2 [ [140(2.441 J =74.04 psi = 19550lb/ft F„s=0 psi ..no shear reinforcement P- -883.2 Ib/it s Pa= 19550lb/ft ✓ s Fv=17,,+Fv,= (74.04 ps8+(0 psi) -74.04 psi _ M . ft'k1 = 0.0 5 0.25 V d = (7.65 k)(3.81 in) Limit of equation 2-26 applies: 3fn,=3 1500 psi= 116.1895 ...greater than F,.no Smit imposed. fv=8.36 psi s Fv- 74.04 psi ✓ QuickMasonry 4.0(iesweb.com) P:\1801-21 l.itzenberg Residence\3-Calcs\lES\cmu.gms Page 3 of 3 Thursday 02/19/15 9:17 PM Page 251 of 340 amorfin First Floor Zone 4 high roof UNITED ENGINEERING, INC. Design Detail I T,J a i s i ':I -i-�:-�- ----'--1_. L i._roJ-.._ - _ _ I T i l oaa Vertical Bars: #5 @ 32 in �-.— :1. _ ._ 20 ft-- Check Summary — — Interaction Diagram — Ratto Chec Provided Required}, Combination ----Strength Checks----- _ ✓0.085 Axial Compression _______ +15274 lb/ft 1305lbift 1Ab 0.8W see* lnlefaction D!asPam • ✓0.000 Axial Tension 24 k 0 k i.OD+0.6W 4000(—r,—•, —•"t•• •• ••• ✓0.090 Shear 81.5 psi 7.3 psi 0.613+0.6W • • ✓0.846 Axial+Flexure 14702in•lb/ft 12439 In-lb/ft 0.613+0.6W •• • • • • 3 ••••O• . •• •• •• ••• •• •• • • • —Criteria — Load Combinations •• ••- ASCE 7-10(ASD) 2 • ' ••••• Buiidrg Code MSJC•11(ASD) 1.01)+0.6W •••• Load Combination ASCE 7-10(ASD) 1.00+0.45Vd •1•a•• •••* al ForAxi ( !t Seismic R Value 1.00 1.00 1 - • • • -• - ! fm 1500 psi 0.60+O.bW - fy 60000 PSI 0.60 ••a • Specify Wall Weight Manually No • • •• Block Weight Normal weight •• •+• •••••• Design As Clay Masonry No • � ♦• Include Wall Self-Weight Yes • • • • •• Neglect Lateral Load on Parapet No f00 •• • • •O • • Include Wait Wt In Virtual Eccentricity No 8000 16000 2400 1,00A 40000 Always use I-cracked No Moment(fn•IWl)• • -- Loads Strmnlary Load Se Source Axial Unifo...Axial Pt Lo...Pt Ld EN W...gccentriclly Lateral Pre...Top Lateral...Paraoet Pr...lateral Uni...Lat Unif Ld...Momen , Wind 0 ibtft 0 k 1 ft 0 in 89.6 psf 89.6 psf 89.8 psf 0IbM i It 0 imlbtft Dead 580lb1ft 0 k 1 ft 0 in 0 psf 0 psf 0 psf 0lb/ft t ft 0 In-lb/ft I - i QuickMasonry 4.0(iestveb.com) P:\1901=21 Litzenberg Resfdence\3-Ca1csVES\cmu.gms Page 1 of 3 Thursday 02/19/15 9:17 PM Page 252 of 340 amorfln First Floor Zone 4 high roof UNITED ENGINEERING, INC. Load Case Checks (Load Combination: 1.OD + 0.6W1 Design Fares - i 5801b/ft Factored Loads 12 Shear 12 Moment Wall Weight 725lb1ft 10 - - t0 ----- - - Effective Eccentr(ctty 0 in 333.85IbHt 9. 9. _-_ _ Applied Eccentricity -0 in 7.8 1 7.8 4. _ .. 53.76 psi _ 6.2 --�- 6.2 -- - - 4.6 i. 4.6 -284.39 Iblft 3.1 -- - - -; 3.1 --- - ,- 1. 1.5 1305 Will. -125 50 225 400 1 Qr 105th•700C 350C 0 V(Ib/ft) M(in•lblft) Axial/Fle:rtrre Checks - 4 Interaction Diagram Internal State at Max Moment Capacity for P=938.81 ft TENSION oontrolted(fs=Fs=32000 psi) k=0.154 2800C 0.00049 c 661.9 1600 n �1- 465tf 400( .gp 938.8lbfft�-► -t• 3720 lb/ft 2 10000 20OW 30000 40000 15939 in•lblft r` k1jr9ent(In•IWft) • • •• ••• •••• • • -0.00270 fs=32000 psi • Combined Axial+Fiexu►e q baee) r61SJC-11 2.3.2.2.: • • s • P= 13061byft•• Maaw= 167521n1b/ft (from interaction diagram given R ••••••M= 0In-lb left s Makov = 167521n-lb/ft ✓ • &mbin%&4Wol;t Flex *max M) rMSJC-11 2.3.3.2 •••• •••.•• T� P= 938.8 lb/ft M.ri"=a%3 in3b/tl •t1ron►inleraction diagram given R • • ' •:•••.M = 12439147 ft s A4a7ow•-.15939• inib/fl ✓ • Combined l�xial+Flexugeer�it rMSJC-11 2.3.3.2.2,_ - e 32 f -----'l • :tom = 14775 in-16/it •(tram Inlraction diagram given R � • 'M= Oirotf* %M.yov=!'147?eWlb/ft ✓ • •• _ Other Checks -- -- - _ { Shear (MSJC-11 2.3.61 Axial Compression(*base) IMSJC-112.2.41.2.111 A,,,=d = (3.81 in) =O.-3i ft'/ft (area per length of wall F. = 32000 psi (Grade 60 reint = 333.8 Ib/ft) =7.3 psi Ay- 0 in'f in (bars are not tied ArV ry (0.3 /ft2 ' f0 h/r- (12.51`1)1(2.681n) = 55.8813 s1 99l F%Tn 4.0-1.75(ud))yrrn,+0.251P Pa=(0.25rmAn+0.65AAF,) I_(140r1x2J ll - 2[[4.0-1.75[6.680(3.81Ed] 150pps1]+0.25(8.73 1 = (0.25(15OOpsa(0.34ft'/ft)+0.65(Oln'/In)(32000psD1�1 t140(2.881n1J�2] =84.19 psi = 15274lb/ft - F,,,=0 psi ...no shear reinforcement P = 1305lb/ft s P.= 15274 lb/it ✓ Fv=Fvrr,+F,,_ (84.19ps8+(0psO =84.19 psi hi = (0 ft k) = 0.0 s 0.25 Td- (6.68 O(3.8110 Limit of equation 2-26 applies:. 3 rm=3 1500 psi= 116.1895 ...greater than Cy,no limit imposed. fv= 7.3 psi s Fv= 84.19 psi ✓ - QuickMasonry 4.0(lemveb.com) P:\1801-21 Litzenberg Residence\3-CalcsUES\cmu.gms Page 2 of 3 Thursday 02/19/15 9:17 PM Page 253 of 340 amorfin First Floor Zone 4 high roof UNITED ENGINEERING,INC. Load Case Checks [Load Combination: 0.61D + 0.6W1 Design Fares-- 348 Ib/ft Factored Loads 12 Shear 12 moment Wall Weight 435 lb/ft t0. 10.LtO501-700C Effective Eccentricity O In --333.85 lb/ft 9. g, Applied Eccentricity -0 In 7.81 7.8 53.76 psi 6.2 Z - 6.24.6 4.6--284.39 Ib/ft 3.1 ---;-- - 3.11.5 783lb/ft -125 50 225 400 t V(Iblft) hl(in•lblft) Axial/Flerr v Checks 4000 Interaction Dia ram Internal State at Max Moment Capacity for P=$63.3 Iblft TENSION controlled(fs=Fs=32000 psi) k=0.149 28= L_ __ : I I 0.00047 629.7 sl 1600C 4280 lb/ft I � c 80 563.3 Iblft� -is 3720 Ib/ft -2000`010000 •20000 30000 40000 14702fn•lblft Moment(imtbfft) Combined Axial+Flexure ffi base) (MSJC-11 2.3.2.2.: -0.00267 fs=32000 psi ••• 0000 •••••• P = 783lb/ft •• • i •• Mar,,„= 15433 tn-lbl ft (from interaction diagram given F) 66%00, •• •• •• ••• • h9 =0 in•Ib 1 ft s Aiagw= 15433 in•Itt!ft 1/ •0000• • _c•• ••• • 11 Combined Axial+Flexuro(Q max M) IMSJC-11 2.3.3.2 T -�-• • P = 563.31b/ft ? Ma?ow= 14702 in-lb/ft ram given 9 9(from Interaction dia 8 M •so••• •'••• •• ••00 • • •.: • • - M = 12439In-lb/ft s Ma^4N= 147021n•lb/ft ✓ • • •• •.•• Combined Axial+Flexure(@ top) (MSJC•11 2.3.3.2.2. _. ..... ••0 9•o ,.-,..•.: + • P = 3481ti 1 fl 32 in •••"''� • • • Ms»v,= 13996[n-lb/ft (from Interaction diagram given 1) • i • • M = O in•Ib/ft s Malyov= 113998 to ib1 ft •• • Woo • • Other-Checks Shear (MSJC-11 2.3.61 Axial Compression(O base) MSJC-11 2 3 4.2.1) An,=d= (3.8110 =0.32 ft'!ft (area per length of wall F.= 32000 psi (Grade 60 rein# fv ..VL = (333.8 Ib/N =7.3 psi Au =0 in'/in (bars are not bed An, (0.32 ft/R) h/r= (12.5fl)1(2.6810 = 55.8813 S11 991 FH„ 2[tA.O-1.75(Vd)) ,+0.25An 15.66 P. (0.26 PmAn+0.65/kF.0[1'(140rJA2J 11 '[[4.0-1.75[(6.68W(3.81in)JJ 1500psfj+0.25(8.73ft0 = (0.25(1500psO(0.34ft'/ft)+0.65(Oin'1in)(32000pst))[t-[140(2.681 ��2J = 81.5 psi = 15274 Ib/it F,,= 0psi ...noshear reinforcement P = 7831blft s Pp = 15274lb/ft ✓ Fv=Fvm+Fvs= (81.6 psO+(0 psil = 81.5 psi M = (0 ft-k) =0.0 s 0.25 V d (6.6810(3.81(n) Limit of equation 2-26 applies: 3f,,, =3 1500 psl= 116.1895 ...greater than Fy,no limit imposed. fv=7.3 psi s Fv=81.5 psi ✓ s QuickMasonry 4.0(lesweb.com) P:\1801-21 Lltzenberg Resldence\3-Calcs\1ES\cmu.gms Page 3 of 3 Thursday 02/19/15 9:17 PM Page 254 of 340 amorfin First Floor Zone 5 high roof UNITED ENGINEERING, INC. Design Detail r' 1 . -r - .I. .L.. M.O 1 1 [::j I - I t,, Vertical Bars: #5 @ 24 in i 20 ft CteckSminary-- -- Interaction Diagram — Ratio Check Provided .. Required Combination Strength Checks-----. —_--. ✓0.069 •••16A�LCompression 165241blft 1147 ibtft - - UO 6.6W interaction Diagram •• ••xi 0.000 e r p�2rrTension • •24 k 0 k '1.OD+0.6W 4000C --- • 1/0.104 Shear • • •80.7 psi 8.36 psi 0.613+0.6W • ✓0.829 : •Axtd�+Flexure• •• 17196 in-lblft 142681n-lb/t 0.613+0.6W ••Criteria - •••••• -_�.____....___ _Load Combinations ; •••��• • • ASCE 7-10(ASQ •• :Mkfing Code • •••• MSJC-11(ASD) LOD+0.6W Axial F rce(II • •load ComUnatieri• •••••• ASCE 7-10(ASD) LOD+0.45W •• •Seismic RITlu0••• ••r••• 1.00 LOD 1 000C - f 1 1500 psi 0.61)+0.6W • fy • •••••• 60000 psi 0.6D • Specify Wail Weight Manually • • • No •• .&eck Weight: ••. • • Normal weight • DwIgn As CTay w or;y • • No ••P•Inelude Wall Self-Weight • • • Yes • NtrglectLat �adoh Parapee •• No "000(5— 8000 16000 24000-32000 40000 Include Wa5rt t4t�tual Eccentricity No Moment(in iblft) Always use(cracked No Loads Summary— — Load Se Source Axial Unifo...Axial Pt Lo...Pt Ld Eff W...Eccentriciy Lateral Pre...Ton Late raI...Parapet Pr... Lateral Unl..,tat Unif Ld...Mornent wM 0 Quft 0 k i It 0 in 102.7 psf 102.7 psf 102.7 psf O lbM t It 0 in•IWI. Dead 384 Ibtft 0 k 1 It 010 0 psf 0 psf 0 psf O IbIft In 0In•lbtR r QulckMasonry 4.0(lesweb.com) P:\1801-21 Litzenberg Residence\3-Ca1cs\]ES\cmu.qms Page 1 of 3 Thursday 02/19/15 9:18 PM 'Page 255 of 340 1 ` r amorfin First Floor Zone 5 high roof UNITED ENGINEERING, INC. I a Load Case Checks [Load Combination: 1.OD + 0.6W] Desigrt Forces -- 384 Ib/ft Factored toads 12 Shear 12 Moment Wall Weight ( 762.5lb/ft 10. --- - -- 10.9, Effective Eccentricity 0 in 382.66 IbJft 9.3 9. Applied Eccentricity -0 In 7.81 7.K1521001 61.62psf 6.2 - - 6. -:- 4.6 4. . L325.97 lb/ft 3.1147 Ib/ft 0 -200 0 200 400 -AnOC (0 V(lb/ft) M pn Iblft) A.rial/Flertrrt'Checks-- -- - -- - 4000C interaction Dia ram Internal State at Max Moment Capacity for P=761.4 lbfft COMPRESSION controlled(fm=Fm=675 psi) k=0.168 2800 0.00050 c 675 psi _ 160 ' N �- 6194 lb/ft 761.4lblft-- -►► 4431 Ib/ft -2000 10000 20000 30000 40000 17582in-Ib!(1 Moment(In.lblft) •••• = • --"T�--'••••• Combined Axial+Flexure(@ base)_jMSJC•11 2.3.2,2.: -0.00247 fs 28590 psi • ••• • • • • • • Mem„= 18086 In-lb/it (from interaction diagram given I) • M = OIn-lb/ft s M,-,, = 18086in-lbtft ✓ - •• ••• Combined Axial+Flexure(@ max M) iMSJC•11 2.3.3.2 . _ N • • P = 761.41b/R �� • Maw„= 17582 MAW It (from interaction diagram given A •••• •••• •• •• M = 14258 in-lb/R s Mme,,,.= 17582 in-lb/ft ✓ r' 00 *00 6500•• • • t Combined Axial+Flexure(Q top) (MSJC-11 2.3.3.2.2. •. • • • • P = 3841b/ft M,j = 17105 to-lbt ft (from interaction diagram given E) *00 ••• • • •• )� 24 in- 0•-i • •i ,w �`� • • M = Oin-lblft s MR5,,y= 17105fnlb/ft ✓ • • • •• r Other Checks Shear [MSJC-11 2.3.61 Axial Compression(@ base) FIVISJC-11 2.3.4.2.1] An,=d= (3.8110 = 0.321121 ft (area per length of wall F.= 32000 psi (Grade 60 reint f„= V = 382.7 Ib/R) =8.36 psi Ad =0 int/In (bars are not tied Ae, (0.32 ft/R) h/r= (112.511)/(2.61n) = 57.6531 s 99 F,m=1[(�((4.0.175((-ll4rm +0.25- h 11 lI 2`l `V dl/ An Pa=(0.25 Pm An+0.65 At F0(1 �140rJA2J 1114.0-1.75[ (Oflk) J] 1500psil+02522.9310 2 2 ( (12,50) 1, 1 2 (7.65 W 3.81 in) (7.37 ftj _ (0.25(1500 pstl(0.37 ft/f)+0.65(Din/in)(32000 pst)[1-(140(2.6 in)� 2] = 82.86 psi = 16524 Ib/ft F,s,=0 psi ...no shear reinforcement P= 1147 lb/it s Pa= 16524 Ib/it IF,=Fm+Fv = (82.86 psO+(0 ps0 =82.86 psi M = (0 ft-k) = 0.0 s 0.25 V d (7.65 W(3.81 Int r Limit of equation 2-26 applies: 3 fm =3 f 500 psi= 116.1895 ...greater than Fv,no limit imposed. f„- 8.36 psi s Fv= 82.86 psi Qu(ckMasonry 4.0(lesweb.com) P:\1801-21 L(trenberg Residence\3-Cates\IES\cmu.gms Page 2 of 3 Thursday 02/19/15 9:18 PM Page 256 of 340 amoif(n First Floor Zone 5 high roof UNITED ENGINEERING, INC. Load Case Checks [Load Combination: 0.6D + 0.6W] Design Forces- - "" -' - 230.41b1ft JFactored Loads - 12 Shear 12 Moment Wall Weight 457.5 Wit Effective Eccentricity 01n ta. - Applied Eccentricity -0 in --382.66 Wit 9.31 9.31 7.8 7.81 61.62 psf 6.2 -- - 6.2 - 4.6 4.6 325.97Iblft 31 - - 3.1 687.9 lb/ft 200 0 200 400 1 a 12001 MX-4000 0 V(Ib/ft) M(in Wit) Arial/Flexure Checks 4 Interaction Dlagram Intemal State at Max Moment Capacity for P=456.8 ibfft . COMPRESSION controlled(fm=Fm=675 psi) k=0.164 28M - 0.00050 c 675 psi - 1600C 5064 lbift- ! 456.8 Wit ->s 4605 Wit -2000 10000 20000 30000 A0000 17196 in•lblIt n i •d ment(in-lbffl) • Combingd Axi,11+Flex 60 se) rMSJC-11 2.3.2.2.: -0.00255 is=297111 psi • •• ...P =64%,810.• ..•••• r • •M.jdw- 17487 in-lb/ft •WU jp;praction diagram given R •i r.•• n • •Mt OinIkiR s• R1.gv =J7�1J7•inib/ft T ;n Combing&"ill*+FiexthL%rigxM) IMSJC-11 2.3.3_2 If -..__ `Y it `�'' • P = 456.81 /ft - •• •••May =:17f92in1b/ft •SfrQrfl jpWracton diagram given R c • M = 14258.nlb/ft s M ��I196fn1b/ft r/ • Combined Axial+Flextse;It.@)-fMSJC-11 2.3.3.2.2. •• •••P= 23"W**i •• •*Majus= 16912 in Ib/11 •(fr/m Interaction diagram given A 24 In-- M = 041bAR s•At.,av= 169121m1b/ft V/ Olhei-Checks - 6 Shear fMSJC-11 2.3.61 Axial Compression(6 base) fMSJC-11 2.3.1.2.11 A,,,=d = (3.81 in) =0.32 R'f R (area per length of wall Fa= 32000 psi (Grade 60 rein( V 382.7lb/R) = Ad=0 in'/in (bars are not ded 8.36 psi h/r= 02.58)/(2.610 =57.6531 s 99 lv-Am,r-(( (032 ft'/1q ll �� , F,m=2Lt4.0-1.75�Vd�JyrOj-0.215 13.7610 Pa=(0.25 fmAe+0.65 AdF�{`1- h "2 2 [4.0-1.75L(7.650(3.811n)JJ 1506p51,+0.251737112) _ (0.25(1500ps(1(0.37ft'/ft)+0.65(Oin'lin)(32000ps(1)[t [i40(2.Bin)�"2] =80.7 psi = 16524 lb/it F,s = 0psi ...no shear relnforcement P = 687.9 lb/ft s P.= 16524 lb/It Fv=Ftim+Fv = (80.7 psO+(0 psg =80.7 psi M (o R k) = 0.0 s 0.25 Td- = (7.65k)(3.81IR Umit of equation 2-26 applies: 3 rm - 3 1i60 psi= 116.1895 ...greater than Ft,,no Omit Imposed. lv=8.36 psi s Fv=80.7 psi V/ QuickMasonry 4.0(iesweb.com) P:\1801-21 Litzenberg Residence\3-talcs\IES\cmu.gms Page 3 of 3 Thursday 02/19/15 9:18 PM Page 257 of 340 t amorfin Second Floor zone S UNITED ENGINEERING,INC. Design Detail _ I , -- - -L-�= - - = r r i • 4- 1 ELI - , 7 � ! .T. T : ' ., :.:•..I_ I_ Vertical Bars: #15®32 In a a —20 It It 1 —Cheek Summary— -- --- -- Interaction Diagrcnn } Ratio Check Provided Required _. Combination -----Strength Checks••-- ✓0.069 Axial Compiesslon 1666811i1ft 1142 lbift 1.00+1.OL •.i•• ,/0.323 Axial Tension 24 k 7.76 k 0.613+0.6W 40 Inle aj cUon Dia - m • ✓0.085 Shear 74.42 psi 6.35 psi 0.613+0.6W •1s• • • •• ••• ✓0.746 Axial+Flexure 10378 tn•IWft 7744In•lbift 0.613+0.6W ' -. - � i • -Criteria - - - - —Load Combinations-- ;• .•; ASCE 7-10(ASO) 2000C ••i•ii iv••i• • • Building Code MSJC•11(ASD) 1.01)+1.01. Ax1ai F ce(IWft Load Combination ASCE 7-10(ASD) 1.01)+0.6W •• •• •• • •• •• Seismic R Value 1.00 1.013 1 000C •• •i, • •• ••• I'm 1500 psi 1.01)+0.75L+0.45W fy 60000 psi 1.OD+0.751- Specify .75ESpecify Wall Weight Manually No 0.6D+0.6W • Block Weight Normal welght 0.6D •••,• • •• ••• Design As Clay Masonry No • • • • • Include We$Self-Weight yes • • •• •,•• Neglect Lateral Load on Parapet No -1 8000 16000 24Oe0 3110" 40000• • Include Wall Wt In Virtual Eccentricity No Moment(in•lb/to • Always use t-racked No Loads Sunnnary Load So Source Axial Unifo...Axial Pt Lo...Pt Ld Eff W...Eccentricity Lateral Pre...Toa Lateral...Parapet Pr... Lateral Unl...Let Unif Ld...Momen Wind -1794 Ib/ft 0 k 1 ft O in 108.9 psf 108.9 psf 108.9 psi O lbtft 1 it 0 in-IWft Dead 290lb1R 0 k 1 ft 0 in 0 psf 0 psf 0 psf 01Wit 1 1t O In-lb/ft Live 330 Wit 0 k 1 ft O in 0 psf 0 psf 0 psi O IWft 1 ft O ln•lbift QuickMasonty 4.0(lesWeb.com)• P:\1801-21 Litzenberg Residence\3-Ca1cs\IES\calu.gms Page 1 of 3 Thursday 02/19/15 9:18 PM Page 258 of 340 amorffn Second Floor Zone 5 UNITED ENGINEERING, INC. I Load Case Checks [Load Combination: 1.01D + 1.OL] Design Forces - 6201b1ftFactored Loads Shear Moment Wall Weight 522 Ib/ft 7 - - 7 8 - Effective Eccentricity 0 In Applied Eccentricity -0 in -0 Ib/ft 6.7 - - 6.7� 5. 5. 4.1 4. . . _ . 3.3E 3, . - lb/ft 2.2 - 2.2 - - - - 1.1 1.1 i 114216fft 0C-100C 0 1000 2000 oC-1000 0 16W 2000 z a V Qblft) M(in-lb/ft) aWall Fle we Checks — 4 Interaction ofagram Internal State at Max Moment Capacity for P=881 lbftt TENSION controlled(fs=Fs=32000 psi) k=0.153 2 L-- :_ 0.00049 656.9 si 1 S$b — 4 - -- - - r - - 881 Wit —► 37201b1ft 10000 20000 30000 40000 157421nIblft ~ •rlppnt Qn•IbHt) •• ••• •••• • • IMSJC•!! 2.3.2,2.: -0.00269 is=32000 psi • Combined Axial t Flexure base) • P= 114Q It*ft • •• ••• •• •• •••••• Mme.= 16444 in•lb/ft (h!m interaction diagram given A - ••••:A1 = 0In•lb/ft s Maw.,= 16.4441n-1b/ft ✓ �5 • �ombin 'afar'Flexure 1' 'M M} [MSJC•11 2.3.3.2 •••••P = T 88111b/ft • •••• r- • • *Ma ♦' •f!•••• ra,,,,n•t�rp�l'n,Ib/ft •lnorPinteractlondiagramgivenA � •• • sees M = 0In Ib/ft•s Atab = X5542 Ab/R ✓ • • Combined Axial+Floxute•M8}) IMSJC-11 2.3.3.2.2, ; • ••• 1�N= 1490210b/ft •Nin l4action diagram given A • •M =0Iloilo t.mgw, 149&ln•lb/ft ✓ Other Checks -- t Shear IMS4C-11 2.3.61 Axial Compression(R1 base) IMSJC-11 2.3.4.2.11 A,r,=d= (3,8110 = 0.32 ft'/ft (area per length of wall F,= 32000 psi (Grade 60 reins V _ 0 lbt ft) Aa =O in'/In (bars are not tied 1, - (0.32 RI/it) =0psi ✓ h!r= (9ft)t(2.68(n) =48.2346 s 99 There is zero applied shear force In this load case 11 Pa=(0.25 fm An+0.651dFa1[1-(1 Or)-2 ll = (0.25(1500ps0(0.34ft'/f0+0.65(oln'/ln)f32000psk)lI [140 2.681 2J = 16668lb/ft P = 11421bIit s Ps= 166681b/ft ✓ QuickMasonry 4.0(lesweb.cOM) P:\1801-21 Litzenberg Residence\3-Cala\1ES\cmu.gms Page 2 of 3 Thursday 02/19/15 9:18 PM Page 259 of 340 amorfin Second Floor Zone 5 UNITED ENGINEERING, INC. Load Case Checks [Load Combination: 0.6D + 0.6W] _ Design Forces----- --_ Shear Moment Factored Loads Wall Weight 313.21b/ft 70 7.8f Effective Eccentricity 0 in 2.4(b1 .4 Ib/ft 6.7 6.71 Applied Eccentricity 0 In 5. S.K. 65.34 psf - - - 4. � 4. 3. 3. - - - - -, .. 589. 1blft 232.321b/ft 2.2 - 2.2 --- 1.1 1.1 - -150 0 150 300 X 400C A •200C 0 V(IbI t) M(in-lb/ft) Axial/Flew e Checks 400 interaction DIa ram internal State at Max Moment Capacity for P=-747.38lbift TENSION controlled(fs=Fs=32000 psi) k=0.128 2800 16 0.00038 ^ 510 si 51b�fC 400 � -- -747.38 lb/ft� -Y 3720Iblft 2000 t10000 20000 30000 40000 10378In•lb/ft n Moment(n-lblft) Combined Axial+Flexure(Q base) (MSJC-11 2.3.2.2.: -0.00258 fs=32000 psi •Y• •••• •• ••• •• • • • • P= •589.2 lb/it • • • • •••Y•• •• •• •• Mays,= 10899 imlb/fl (from Inieractfon diagram given 13 • ••• M = 0in-lb/ft s MaYax= 108991n•lb/ft V, •••••• • • • Combined Axial+Flexure(0 max M) fMSJC-11 2.3.3.2 ��• ••• P= -747.38Ib/ft •;••• • I q• •a r'•.i••• �.�•.• •• ••• MayN= 10378Im1b/ft (from Interaction diagram given B � ♦ • • ., • • M = 7744inib/ft 10378(mib/ft abH= Combined Axial+Flexure(Q top) (MSJC-11 2.3.3.2.2. - :: •• P= -902.4 ib/ft •• ••• Mg"w=9854 in-lb/ft (from interaction diagram given F) �-" 32 In • ••• • • • M = 0 in-lb/ft s Mara„= 9854 In•lb/it � •• • • ••• �••••• Other Checks -- - Shear (MSJC-11 2.3.61 Axial Compression(Q base) iMSJC-11 2.3.4.2.11 A,,=d= (3.81 in) =0.32 ft'i it (area per length of well Fs= 32000 psi (Grade W rein@ 1,= V = (290.4 Ib/11) =8 35 psi At = 0 in'/in (bars are not Heti Ar,,, (0.32 It'/ft) h I r= (9 ft)/(2.68 Irt) =40.2346 T. 99 Fm 2[(4.0-1.75(Vd))�]+0.25An 13a=(0.251PmA„+0.65AatFa) 1.(` h140 A2 2[[4A-1.75[(5.8R-10 .81in)�� 1500ps1]+0.25(-111.78(6.73fl9 = (0.25(1500ps0(0.34ft'!ft)+0.85�OIn�/In)(32(IOOpsB1[i C140(2681r)]A2I = 74.42 psi = 16688 ib/It F,,,= 0psi ...noshear"reinfo(cement P = -589.2lb/fl s P• = 16668 Ib/ft Fv=F,m+IF,,_ (74.42 psil+(0 psi) = 74.42 psi M - (0 ft•k) = 0.0 s 0.25 V d (5.81 10(3.81 in) Limit of equation 2-26 appiies: 3 fm=3 41500 psi= 116.1895 ...greater than Fp,no Hmit imposed. fv= 6.35 psi s F„=74.42 psi, QuickMasonry 4.0(iesweb.com) P:\1801-21 Litzenberg Residence\3-Ca1cs\IES\cmu,gms Page 3 of 3 Thursday 02/19/15 9:18 PM w Page 260 of 340, PROJECT No. } SHEET too. OF 0 la PROJECT NAMEI TF E CALCULATED BY• DRAWN BY Engineering, Inc. SCALE DATE o�//_S Kss C oL -- - - -- _ 71 0 11 x 2' 6 : : i : s : i i ! i • i I !— i i I I ' i i ' Page 261 of 340 HSS AT 2ND FLOOR BALCONY UNITED ENGINEERING,INC.,amorfin Feb 19,2015;09:15 PM Load Case:SW IES VsualAnalysis 11.00.0013 i x 1 N 1 s•o• 11 i ••• 0000 0000:• p •• • • • d f • • • 1 ••legs' •• as 0000•• • 0000•• • %• •• • ................. .. _._._. ...• ••� •• • • 0000•• 0000 • g••e• • • 000096 - 0000 0000• • • s f s 00 •e e• • 000000 **goof • • s f "sees X t 4 � 1 t Page 262 of 340 HSS AT 2ND FLOOR BALCONY UNITED ENGINEERING,INC.,amorfln Feb 19,2015;0915 PM ' Load Case:SDL IES bisualAnalysis 11.00.0013 i t r { • . a in 0000.• 0000 • • cn 0000•• •• •♦ •0.0i• � 0096•• 0000•• • • 00 • • 0000• •••• :00:00 •00.00 • •• •• 0• • 0 004000 •000.0 • ' • • : f 0000•• 0000•• • • • • • • } i Page 263 of 340 HSS AT 2ND FLOOR BALCONY UNITED ENGINEERING,INC.,amorfin Feb 19,2015;09:15 PM Load Case:L ; IES VisualAnalysis 11.00.0013 M t cV ------------- sees S • • rV) t00• 0000 •••e:e N Q • • • • e•e0•e• 4 •e ee 00.60• 000000 0 :*so • .e•ee: e • 0••606 e•ee • see•• 6.666•• sees s • . •ss•• 00 so • • • • 00 0000•• 0 • • s e • e • • • • 914000 .. 000000 . • 0 e 0 e e 0 e 1 000060 X tf' 4 Page 264 of 340 HSS AT 2ND FLOOR BALCONY UNITED ENGINEERING,INC.,amorfin Feb 19,2015;09:15 PM Design View,Unity Checks IES VisualAnalysis 11.00.0013 r• 9 t cn �o ro • • Y 0 •••s•• •••• • • (A o • X i i � l Ungrouped Failed - Waeiling� _ 4� r . y' r. i Page 265 of 340 Project: HSS AT 2ND FLOOR BALCONY amorfin , UNITED ENGINEERING, INC. February,119, 2015 0:11801-21 Litzenberg Residencel3-Calcs11ES1Columnsl Design Group Results Design Group: Steel—Column—G01 per AISC ASD (2010) Designed As: NSS4x4x1/4, Material:1Stee11ASTM A500 Grade B(Fy=46ksi) Axial Check' Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft K K Ref. Check BmX001 D+L 0.000 6.075 67.524 E3-2FB 0.09 OK Lu= 10.000 ft, KL=8.720 ft • : . .... ...... ...... .. .. ...... .... ...... • • • I. i. Page 1 VlsualAnalysis 11.00.0013(www.leswob.com) r I Page 266 of 340 r PROJECT No. ITC I-i-k SHEET No. OF PROJECT NAMEu NO IT E&D CALCULATED BYE` DRAWN BY { Engineering, Inc. SCALE DATE oz�iS = 1 L �F R .w : --- i 1 I I i n� LA Jt i i s _ ------ , c -- , i i , • • •� •• I ; qj- 0 Al . i • • •••� •U•••• ••• • t -_.--- _.___.______.__ _._._ _ 09 00 i I ---- • •••• • •••• • i , 1/ i •i •a -----— —— ------ --- - i , ------- ---- I - i i I i .......... - - _..... i i.. � Page 267 of 340 i HSS AT 1ST FLOOR BALCONY UN►TED ENGINEERING,►NC.,amor8n Feb 19,2015;09:12 PM Load Case:SW IES VsualAnalysis 11.00.0013 Y 0 fV m G E I 0000 F • • • • 0000 0000•• �1 � 0000•• •• •• 0000•• X ••••�• • 0000•• 0000 • 0000• 0000•• • • 0000 0000• • • • • • 4 � •• •• •• • 0000•• - 1 0000•• • •• • '• • • 0900•• 9• • f ' 1 • 1 1 1 , i Page 268 of 340 HSS AT 1ST FLOOR BALCONY UNITED ENGINEERING,INC.,amorfin Feb 19,2015;09:12 PM Load Case:SDL IES WualAnalysis 11.00.0013 r Y 0 rn y • X 1 f Page 269 of 340 HSS AT 1 ST FLOOR BALCONY UNITED ENGINEERING,INC.,amorfin Feb 19,2015;09:12 PM Load Case:L IES VisualAnaiysis 11.00.0013 x , , t co • • • • it � ••0r•• •• •• 0000•• W X • .. X ......... 0000:;•• ._.. .---._ ... ` • • 0.000• • • • 0000•• • • •6•'• • ••666 0000 0000• •• •i •• • 0000•• k � • • • 06069• •6660• • 6 6 • *00000 000 0 • • • 1 f d_ 1 - f Page 270 of 340 HSS AT 1 ST FLOOR BALCONY , I UNITED ENGINEERING,INC.,amorfin Feb 19,2015;09:12 PM Result Case;D+L IES vsualAnalysis 11.00-0013 3 3 i a •••••• -0000 • • • • • • r • •• •••••• Ial . • W x • 0000•• •••••• • x X 0 • 00•00••• p • • 00.00 • 000.0• •••• • • 0000• 0000 . • r • •••e•• •000000 • • • v 0000•• • • • • 0000•• • •• 0 00 X ' 4 1' co f Page 271 of 340 f a HSS AT 1ST FLOOR BALCONY UNITED ENGINEERING,INC.,amorfln Feb 19,2015;09:13 PM Design View,Unity Checks a ry IES VisualAnalysis 11.00.0013 Son •..• M • • m �_ • • • • .. • . • , gyp p •••• • • •••••• V r••r•• •••• • • •• •• •• • •••••• •••••• • • • • • • X Ung�ouped wiled � Warning _0 000: U 250 0 500 9 751 1 001- Page 272 of 340 Project: HSS AT 1ST FLOOR BALCONY amorfin , UNITED ENGINEERING, INC. February 19, 2015 r P,\1801-21 Lilzeriberg Residence\3-Caics\IES\ 'Design Group Results Design Group: Steel_Column_G01 per RISC LRFD (2010) Designed As:HSS4x4x1/4, Material:\Steei\ASTM A500 Grade B(Fy=46ksi) ' Axial Check Member Result- Offset Demand Capacity Fx Code Unity Details Fx Name Case ft K K Ref. Check i BmX001 1.2D+1.6L+.2DI+.5S 0.000 22.127 81.480 E3-2FB 0.27 OK Lu= 13.000 ft, KL= 11.336 ft • •••••• •••• • k t Page 1 VisualAnalysis 11.00.0013(www.lesweb.com) Page 273 of 340 ' b PROJECT No. lso%—a-t SHEET No. • OF ! milk 0 PROJECT NAME L•Aze,,9Lj 21Ijr-,'de(,, INI E D CALCULATED BY ^'` DRAWN BY Engineering, Inc. SCALE — DATE Cr)//S I I I C i I ,c I� .... - - -=- -- ---- ---- _ _ ee- I C M GJ�t I I : I : � I I I ! i I i s I I I i �7 I � i Gee ! ••�• i • • • • q • i •: i - � I � i• .•. 00 _ • I i i I j � I I i I I — i i i I I : : I I I 1 I i i I 2 Page 274 of 340 C5 f UNITED ENGINEERING,INC.,amorfin 6 --------------......_-- .. Feb_19,2015:09:02 PM ... ----------- _.—..... - -- load Case:SW IES VisualAnaiysis 11.00.0013 0 w CJ , 7 ?9 �D k 4 k , •••••• •••• • • •••••• •• •• •••••• • •••••• •••• ••••• •••• • • •••••• • • • • •••••• ' V V Page 275 of 340 C-5 UNITED ENGINEERING,INC.,amofn Feb-19,.2015;09:02 PM ---- ---..... -- — Load Case:SOL IES VsualAnalysis 11.00.0013 i cq lV ,599�Ir� 1 • • •••• •••••• •••••• •• •• •••••• • •••• •••••• •••• • ••••• •••••• •••• ••••• •• •• •• • •••••• X a d 4 Page 276 of 340 r C-5 I UNITED ENGINEERING,INC.,amor iin ---- —-- --...----- .. Feb 19,2015;.09.02 PM ----- -- Load Case:L IES VisualAnalysis 11.00.0013 Y N �s •.•... • . ...... . .. .. ...... ..... . .... 09 ..... .... . . . . •• X 4 - I r R - t 'r Page 277 of 340 C-5 UNITED ENGINEERING,INC.,amorf€n Feb 19,2015;.09:02 PM- Load MLoad Case:W+Y IES V€sua)Ana€ysls 11.00.0013 € ro ' W N •••••• •• •• •••••• •••• • ••••• X a Page 278 of 340 i C-5 UNITED ENGINEERING,INC.,amorrin Feb 19,2015;09:02 PM Result Case:DA IES VisualAnalysis 11.00.0013 F a E i i 0000 0000.. 0000 • � 0000.. ,0000.. 0000 0000.. 0000. 0000 0000. 0000 0000.. 00 .. .. - • 0000.. 0000.. 900000 • • • , - 9 .. X til J F i . 1 t, Page 279 of 340 �\ W C-5 UNITED ENGINEERING,INC.,amofn Feb 19,2015;09:02 PM Result Case:W+Y - IES VisualAnalysis 11.00.0013 i 3 1 0000 I • • I • • 0000 0000•• 0000•• •• •• 0000•• • 0000•• 0 � • 0090 0, VOOS: • • ••••0• 0000 • 0000• 000.0• • • �••• 000•• • • • • • � � •• •• •0 • 0000•• M0000•• • • • • II • • • LL X �Qr •r6 t Page 280 of 340 l C-5 UNITED ENGINEERING,INC,,amorfin Feb 19,2015;09:02 PM Design View,Unity Checks IES VisualAnaiysis 11.00,0013 i a r C'> 0 7 O (D - ro o n o ••.• 3 •••••• •• •• •••••• • •••••• • • • • X 1 Ungrouped Failed - Wanting 0:000` 0.2 _ r Page 281 of 340 °\ Project: C-5 ` amorfin, UNITED ENGINEERING, INC. February 19, 2015 PA1801-21 Litzenberg Residence\3-Calcs\IES\ Design Group Results Design Group: Concrete_Column_G01 per ACI 318.11 Designed As:Rectangle 19 x 8, Material:\Concrete\Concrete(F'c=3 ksi) REINFORCING STEEL DETAILS Ag= 152 in"2 Rebar pattern= Rect 4-Face Main rebar:446'(As Provided= 1.760 in 2, Rho=0.0116) Splice Type: Normal Lap Splice Tie size:#3,spacing=8 in Z-Ads interaction YA:ds Interaction 3 I i I 300 I I � 24 24 -- -__J I ► j 18 -- - -i—-- — 18 Pn i Pn es K K 12 — i --- �-- 12 � �i Y 4 • •ii .•. ••4••• 6C,— 6C— -- --- - • 36.01 1 I ... �....� 40 80 '120 160 200 00 8.00 16.00 ••2+1.00 32.00 40.00... . MiKft x"44• •... ..: .• Combined Check • Member Result Offset Code Unity Details ...:. '•• •• Name Case ft Ref. Check' • COL001 .9D+\N »+Y 0.000 Strong Bending 0.44 OK KLz=7.848 ft, • • KLy=7.848 ft, •• • Mx/Mox=0.442', Pu - 10.072K , Page 1 • VisualAnalysis 11.00.0013(www.lesweb.com) Page 282 of 340 PROJECT No.. I iot r;0 SHEET No. OF " NffE " PROJECT NAME J.i�te�bFry nowCALCULATED BY /�^^ DRAWN BY Engineering, Inc. SCALE DATE 0sh5 GrOUAV: 1 of ;� I �✓ I ...__ _._. .. i i I i i i I i ....... i ---- -- - — i I C 3 ✓ G s'J l i -- --- 7 r i i i i w�i..w�.w.•. .... - ------ - — --- - -- WIN w-ww i i • -t- I { i + I 1 i r i - i i i i .Page 283 of 340 k GROUND SIAB.cpt-3/6/2015 Element: Standard Plan Element:Wall EI Znts Above;Wall Elements Below;Column Elsmanb Above;CoWmn Sir—Bel—Point Supports;Point Support Icons;Line Supporta;Line Support kms;Slab Element,;Point Spring,;Point Spring Icons;Lim Springs;Line Spring Icons;Neo Spri wi Drang Import:User Notes;doer Linea;Ilan Dimensions; Mesh InpuC Slab Area; Sesle=t:2SO d' 1 vv v v 7 v v v v v 7 v v v v v v v v 00 v vv ---------------- avav00v-vvv0vvvav f I avavavvvovccovvavvvvv I II I I rr IIS _ 1 •••• • • •••• • • • • • •••••• • • • • • • • • • • • •••••• . aI Element: Standard Plan- 13 Page 284 of 340 GROUND SLAB.cpt-3/6/2015 Element: Slab Summary Plan- . Element Llw Linea;User NOW;User Olt—ml ra;Wall Elemenb Below;Wsll Elements Above;column Elements Below,Column Elements Above;Point Springs;point Spring Ic—s;Lim Springs;Line Spring 1—ns;Slab El—w;SIA Element DuOlne Only,Slab El— Drawing Importse Ur Lines;User Notes;User Dimenabru; Scale•1:150 s fto s� F gS ge yoS m�5i IRS TRS 0000•••• 000000 Q • • • • •�R • •• .- V Rp 3 •••••• g 0•••• iOc�•i •• �ft o� Y� Q'o • • • sggDpa•••••• C paieU ZT iOR 0000•••• t� xO� TOCK • • • • •••• t=6 TOCK t� TO 5000 Psi •••••• ty •Oct 5000 psi TOc�O 5000 p ••••• • 6000���•• 5000 psi TOCK 5000 psi psi 5000 psi • • 0000••• 0000•0 ••i••• ••0004•• • •• 0000 0000 5000 psi r6 • • 0000•••• �P.i • • t--6 • • 0 psi •••••• • • TOc� • SMp •••••• 5000 psi SOW psi • • • 0000•••• • • • • •• V Element: Slab Summary Plan- 15 Page 285 of 340 GROUND SLAB.cpt-3/6/2015 Other Dead Loading: All Loads Plan Other Dead Loading:Point Loads;Polm Load ko a;Point Load Values Um Loads;Una Load Icon,;Una Load Valuas;Area Loads;Area Load Icons;Am load Value;War Nota;U,ar Lbw;Usar Wmanalons; Drawing Impart User Notes;User Was;User Dimemlons; Mash Input Slab Areas; ElemenC ents Wall ElemAbove;Wall Elements Below;Wall Element Outline Only Column Elements Above;Column Elements Below;Slab Elemen s;Slab Element Outline Onty, Seal.=7:350 Fz Fzc90 d{ 7 I � { ••••• •• •• •••••• • • • 0906•9 0000•• • •. • • • • • •� 0000•• a F { a { �• r Other Dead Loading: All Loads Plan-23 I Page 286 of 340 GROUND SLAB.cpt-3/6/2015 Live (Unreducible) Loading: All Loads Plan Llve(Unredueibk)Loading:Point Load.;Point Load Icons;Point Load Values;Line Loads;Line Load Icons;Llne Load V.I—;Area Loads;Mss Load kmu;A—Load W lues;User Nobs;Wer U.-;User DI.—I ru; Drawing Import User Notes;Uaer Lines;User Ohnensions; Mash Input:Slab Area.; Element Wall Elements Above;Wall Elements 8.1—;Wall Element Outline Only,CElements lolumn Above;Column Elemme ents 8elas;Siab Elements;Stab Element Outline Only, S.W. 1:250 Fx40 ' Fa JO l •••••• •••• • • • • • • •••••• • •• •• •• Fz=20 • • •••••• Fx�O v •••••• • •••• •••••• • • • Fz10 Fx-20 • • •• se 00 1 • • •• F Live(Unreducible)Loading:All Loads Plan-27 e Page 287 of 340 GROUND SLAB.cpt-3/6/2015 Service LC: D + L: Max Deflection Plan SeMw LC:D+L User Chea;Uur Nota;User Dlnn—lo ; Drawing Import:User Unes;User Notes;Uur Dimensbns; Element Wall Elements B.1—,Wall Elements Above;Wall El me Outline Only Column Elemanb Sebes,Column Elemenh Above;SlESIab ESlab Element Outline Only, Sulo•,:250 SI LC:D+L-Verd-1 De1lecNon Plot(Madmum Vabe) 0 0.002 0.004 0.006 0.008 0.01 0.012 0.014 0.016 Min Vslue-.0.00021441-d—®(164.5,142.9) Max V.1--0.0169]Inches®(156.1,195.71 I 1 30 �d �--,— 0012.O,p1- 000 } r 66,6[ OC6,6l�r, .009.01_ 0.019.01—_0.012=0.012 0,2� `O.Op 0.00 .00 .004.W 10.004. r 01 oaa09 0.0010,` 002 rooe _ 0 ooAry� .00 —001 _ OfO Ot + M 0 OOLO_� OM e-0Ow00 0.006 .. • • .o0u.0o °� .ao .00 • •61g •••• •••••• 11 • • • • zil,000 6M .. 00n .00 •• • ' i 004 - 064 - 006 .::'.0.004 0.004 .00 • • • °.o°6aM -rp aao. .0(0. • • • • 0 008 0;01 — _.0.0, . G.W10 - 0.008 0.008 ••••••.. •• •• •1•••• 0 006 0 OA (0 006 a MAC , •••••• • • 00 ( • 000 00006j1/ • •••• • • :••••• 0 0.00 7 0.00 to 00 oo i o° 0.00 o.ao • • •••••• • P n.oA° 0.006i a.� 7P' .00 a0 r' •••••• • • 0A000t I�i 00°OC°11. ♦ t y • • •••:•• ••••• nns l e'Y k1001�- .006 i' 1a R��� � l;'1• A- •• •• •• • •••••• 0.00p.21y-il"� ` f i. rF i { •••••• • I) L3 0011.91. R'1 rl' Al rr -- - '* . . • • • , 0 I r('�U�:,) i � i U6 _'�.�{ � .00 ._�'• ___* _ _'..6.00 _ • • . . ....:. .anal-rl"°0° ( t'���1e �pF • •w•••w • _ _ rYY tlj t •- • • • • ,00.0060'0° 4 Service LC: D+ L: Max Deflection Plan-37 I Page 288 of 340 GROUND SLAB.cpt-3/6/2015 Design Status: Latitude Status Plan Deelgn Status:User Liner User Notes;User Dimeroloro;Latltude Span Design.;Span Design Numbers;Span Deeign Statue;Latltuds DS Deelgns;DS Design Numbers;DS Design Status; Drawing Impart User Lines;User Notes;User Dimension; Element Wall Elements Below,Wall Elements Above;Wall Element Outllne Only,Column Elements Belem,Column Elemenb Above;Slab Elements;Slab Element Oudiro Only, Seale.1:250 w 7 SC-1 OK 15c- OK j SR-1 OK 15R-1 SL-1 OK OK 41--1 OK SC-1 OK 14C-1 1 OK SR-1 OK 14R- 414 OK OK 8L-2 R OK 4C-1 8 i OK 8C.2 K OK 8R-1 8R-2 OK OK 11L-1 OK 110-1 OK •••• 11R-7 • • OK �( •••• 21--1• • OK OK •••••• • • OK OK • • • • 207 •• 2C.2 2C-3 • • • • OK OK eIWS ••••{•. •• •• •••••• 10K1 _ • OK • 20•••••• OK OK • • 11-1 12R-2 JLK 2R-i •••••• ••Y.y OK 17L-i • • • • • �7KK--• 7L-2 OK •••••• i5C-1 ••••• • •••• OK 91. inat •••• •••�•• OK WA RM 10LK1 _ ••••• • • • • • 7oR- OK A,. 1 K •••••• • •• ••]R.19 ]L.1 1011.1 OK - • OK OK 714 • •••••• ]C-1 '7ft • 1 • • IL-2 OK OK 7R-1 r •••••• • • •DK lava OK 7R.27 •••••: 01• •ice IC- OK • • •••••• ••• • • •• • • 8 v r Design Status: Latitude Status Plan- 171 { Page 289 of 340 GROUND SLAB.cpt-3/6/2015 ' Design Status: Latitude Top Reinforcement Plan r. Design Status:Latitude Span Designs;Span Dealgn Top Ban;span D..Ign Bar D.-,iptlon.:Sp..Dpign Bar Sp-Ig;Ladtud.DS DWtim;DS OWtin Top Ban;DS Deign ear Spacbq;1.1—Note.;Wer Unw;User 131-10m;Drawing Import User Notes;User Uma;User Dimensions; Mesh Input:Slab A—t;Une Supp—; Element Wall Elements Above;Wall Elements Bek—,Wall FJement Outline Only,Column Elements Move;Column Elements Below;Stab EI—U;Slab Element Oudim Only, R.Inlomsment:Whilde User Conantnted Reinf.;Top Pao Con "ted Reiff.;Both F—t Concentrated Reinf.;Auto Form Corrcentratad Relonc.nnf.;Ct d".f.DeacdpU—;LU—athed.UDistrlbuted R.l.t;Top Face Distdbuted Rainf.;Both Face Dlatributed Rein.; Srale+1:250 #5(nl 1B T. #SSd T. —ash 1a T. k5 a18 T. #Sp2T T. #5 18 T. #5®18 T - 5d T. #5 _ 518 T. # 18T N5 @18 T. #5 6_2]T. #5 rd 18 T.#227T #SAH T. #5 18 i(5 18 T #5 18 T YI6 t$IT,' �18 T. #5[§27 T. #5 01ST. #5 18 T. 0501 8 T. {••• #5 30 T. • { %5(31B T. #S(d 18 T%5�38T • • •••• ••••.•'• s�18 T. #5�18L P5�38 Lp5�18 L1� • • • • --5 Iz] T."043 •• • • • • —A8 18T v • • • { #5 17T •••••• p5 X18 T. 5 2 T. — - •{•• • • • • %5 18 T. #5(d9 5 T.181=— -- • • •••••• #5Q 16T#5 a 18 T. y HLT.. #5 8T. •••• • ••••• #5(d 18 T. A#5 -#5a 1212 T. • • • • • •• •• • •••• #s t✓d 18T__M51Dy •• {• 12 T. #5 18T. •••••• • • #5 1BT. '• • • 5 18 NS idT�15T 6�d,16T#5 18 #5 12 T. • • • { z t 1 Design Status: Latitude Top Reinforcement Plan- 173 Page 290 of 340 GROUND SLAB.cpt-3/6/2015 Design Status: Latitude Bottom Reinforcement Plan Design S.":Ladwde Span Oesigna;Span Ding.Ban oft—Ban;SpDesign Bar D—1pdona;Span Design Bar swung;Latitude DS Designes ;DS Design Bodoni Sam;Bars;DS Daaign Bar Spacing;Uaer Now;user Lines;Uaer Dimensions; Drawing Import:User Notes;User Lines;Uaer Dimensions; Mesh Input Slab Ann;lin•Support; Element Wall Element Above;Wall ElemeMs Below;Wall ElemeM Orrtgne Wy;Column Element Above;Column Elemama Below;Slab ElsmeMs;Stb EI—M OWine Only, Relydorwment Latitude Uaer Concanoatd Relnf.;BORom Face ConcaMratd Rsinf.;Both Faces ConoammWd Reinf.;Auto Face Concenmatad Reiff.;Concentrated Relnf.Daanlptlar;Latitude User Disom lb—d Relnf.;SonoFam Distributed Relnf.;Both Faces Dtblbl Scale•1:258 5�dT #5 27 B. 5 18 B. x5 18 B. #5 90 18 B. #5 a 18 e. #5 go 18 B. �1 #5 A 18 B. #s9b 18 B. #5 a 18 B. #5La. 8 8. #5 ilk 18 B. 5 39 27 8. #5 0,18 B. 45 9b,18 B. #5 LIX 19 B. 1 /t5 18 8. as 18 B. •••• *5218B. • • ••0000 •••• #5 18 188. fR5 188. • • • • #5�2]B. p5 19 B. 0000•• •• •• ••• •• YS 188.• #sa 18 B. #5 188. •0000• • • tp. #s 128. • • •••••• • • #�18 B. #5�79 B #5 9 8. " x5 69 B. ••••• • •• • t. • • #5 18 B_ #50186 T8. R F — ••••• 0000 ••• 5 188. • • • • MS cais B. 0000•• • •• `Rt5•d 18�� #so 198. • n • • ••• •• #s rm 18 S. xs 12 • 85 1? %j 18 B. #Sgb 18 B. ••0090 • • • • #5 1B B. 0000•• 00 0 00 •0.99• • • 0�- • 0• Design Status: Latitude Bottom Reinforcement Plan 175 Page 291 of 340 GROUND SLAB.cpt-3/6/2015 Design Status: Longitude Status Plan Dolgn statue:U .v Line.;User Nope;U.er Dimlons;Longitude span Dalgne;span Design Numbest;span Dolph Status;Longitude DS Design.;DS Deelgn Numbs ;DS Design slaw.; Drawing Import:User Lino;User Nobs;User Dimensions Element Wall Elements Baler,Well Elements Above;Well Element dnllne Only,Column Elements Below,Column Elements Above;Slab Elements;Slab Element Oudke Only, K Scale 1250 i e � 4 4Y m0 mo 00 00 00 rv0 U10 FN NO NZ NO NO FA ryO No ryo BYO AO . 0000 ' •. • 0000 0000•• p us roto No NO 1.10 1.10 %0 -'o X'0 no •••••• 0'000•• • • 0000•• 000000 • • • ist�• 0000•• �o�a � o mo mo �o�a mo �o • • �•••�• • • n ry •••• •' ••••• �'Y Ytj Y¢Y 0000•• • • . oNoryo 0000 0000• m 0.0•.00• t• • • •• • 0000•• 0000•• 0 00 • - • 0 • 000090 •00.00 0 • • 0000•• • • Design Status: Longitude Status Plan- 179 Page 292 of 340 GROUND SLAB.cpt-3/6/2015 Design Status: Longitude 'Top Reinforcement Plan Daelgn sbtue:Longitude swn Designs;span Daelgn Top Ban;span Dealpn Bar Description;swn Design ear Swcirg;Lorgilude Os Dmigns;Ds Dalgn Top San;OS Deelgn ear Spacing;User Neter,floe,line;Ueer Dlmanslons; Drawing Import floe,Notes:user Une;User 131--lone; Meeh Input:sWb Meas;fins Supports; Element:Wall Elements Above;Wall ElementsBelow;WallFElement Outline Onh/,Column El—ft Above;Cdumn Elements Below slab Elements;slab Element Outline Only, Reinmrce t:Longitude User Concentrated Relnf.;Top ace Concentne>d Rsinf.;Both Faces Cwrsntnted R•Inf.;Aum Face C—an"Wd RsIW.;Concentnmd Relnt Descdptione;Longitude Ilse,Oleblbuted Relyd.;Top Face Dlepibuted R•IM.;Both Face DI•tdbuted Re Scale•1:250 n N � r r r F r " U tQ •••••• • • • •� " " " ••••• h • • • • 0000 0 00 1 Design Status: Longitude Top Reinforcement Plan-.181 Page 293 of 340 f GROUND SLAB.cpt-3/6/2015 Design Status: Longitude Bottom Reinforcement Plan Design Sblus:Longitude Span Desiges;Span Design Ronom Dan;Span DmIgn Bar Descriptions;Span Design Bar Sp-.Ing;I.ongl.A.DS Designs;DS Design Bolcom Ban;DS Design Bar Sparing;User Notes;User unn;User Dimension.; Drawing Import:User Notes;User Ures;User Dimension.; { Mesh Input Slab Ana;Lina Suppose; I Element Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Abeve;Column Elements Balow,Slab Elements;Slab Element Outline Only, RainforcemenL'Longitude User Canuntr-W Relnf.;Bottom Face unb Conated Runtn eInt;Both Faces Conbd ReI W.;Auto Face C—Mrated Rsinf.;Conosntnied Relnf.D—Apdons;Longitude User Distributed ReInf.;Bottom Face Distributed RelnE;Both Faoas DIsMb Scale•1:750 1 Id m� { ;s m >: �{ m 111 NI 16 m mp ��m �I mi"= m ►'� � u Q 'I m �{. 8 •II I`a I m m 61 �f mj ts� mi m riI m! ad I, • • 174 •• • • • • •••i•• y •• •• •i•i•• • • • ••i•i• • i I • • itt I 4 � Design Status: Longitude Bottom Reinforcement Plan- 183 Page 294 of 340 PROJECT No. SHEET No. OF m m PROJECT NAME L;he— %J CALCULATED BY 6-"^ DRAWN BY Engineering, Inc. SCALE DATE � I I 3 1 -i.. � 1 _4- .......... 30 :5 _T--- -4 ................. T-� ...... ...... Lam .......... .......... _4 MAN Page 295 of 340 ° GB-1 TERRACE UNITED ENGINEERING,INC.,amorfin Mar 06,2015;04:22 PM Load Case:SW IES VisuaiAnalysis 11.00.0013 L61 50 ftI r r k � 0000 �/( • • 0000•• • • , • 0000 • • • • • • 0000•• 0000•• 0000 ••••• •• •• •• • 0000•• 0000•• • • • • • • • 0000•• k 0.69.6 •, V: a f F f i t F i , Page 296 of 340 ` G8-1 TERRACE UNITED ENGINEERING,INC.,amorfin Mar 06,2015;04:22 PM Load Case:SDL IES VisualAnalysis 11.00.0013 L�1 .50 ftf .•.••. •.•• . • • • • • • L=� .17 t� • go 0 ••••• • •••• ••••• •••• •••••• •••••• • •• •• •• • •••••• • • • • Page 297 of 340 GB-1 TERRACE UNITED ENGINEERING,INC.,amorfin Mar 06,2015;04;22 PM Load Case;L IES VsualAnalysis 11.00.0013 r L 31 pal a -MMIv .• • • •• L=1 1 • • • • • • • •••••• •••• • ••••• •••••• •••• ••••• • t a i } Page 298 of 340 r GS-1 TERRACE UNITED ENGINEERING,INC.,amorfin Mar 08,2015;04:22 PM Result Case:D+L IES VisualAnalysis 11.00.0013 .........................................................................L-.. ft.................................................................... n u v 4 t 0000 0000•• 0000 • • • • • •• • • __.._. .__ L`18.17 ft :0000: 00••• ................:...:..........................................-.................................................................... 000•• •• ........_................ • • • •00 0000•• 0000•• --rr�� • • • • -C 0000 0000•• p• • 1} ••••• • , •••• J • ' • U1 (n !0009 •••• N•••••• 0.0000 • •• X •• •• _ • 1 90 •••••• • • • • t } ! , 1 • Page 299 of 340 w GB-1 TERRACE UNITED ENGINEERING,INC.,amorfin Mar 06,2016;0412 PM Design View,Unity Checks IES VisualAnafysis 11.00.0013 i E DGi 0.61 Concrete Beam X G01 • • • • 0.58 •••.fir •• •• •••••• •••• • ••••• •••••• •••• ••••• •• •• •• • •••••• Urtyrouped Failed Wafnmg -0000 J 0 250 0 500,,E� Q 754 !00't ; Page 300 of 340 Project: GB-1 TERRACE amorfin , UNITED ENGINEERING, INC. Marcli 06, 2015 PA1801-21 Litzenberg Residencel3-CalcsVESlGrade Beams\ Design Group Results Design Group: DG1 per ACI 318-11 Designed As: Rectangle 18 x 16, Material:lConcretelConcrete(F'c=5 ksi) REINFORCING STEEL DETAILS Main Bars Top Continuous: 348 Top Left 1/3: -None- Top Right 1/3: -None- Bottom Continuous: 348 Bottom Center 113: -None- Stirrups are#3's and have 2 legs. Stirrup Spacing: Left 1/3=7 in, Center 1/3=7 in, Right 1/3=7 in Stronci Flexure Check Member Result Offset Demand Capacity Mz Code Unity Details Mz Name Case ft K-ft K-ft Ref. Check BmX007 1.2D+1.6L+.2Di+.5S 9.750 94.192 155.489 10.3 0.61 OK Phi =0.900 , As Prov.=2.370 in^2, Effective b= 16.000 in, d=15.625 in Strong S Check 01 jvwber •.iWlt Offset DemandVy CapacityVy Code Unity Details Name . Case ft K K Ref. Check "007 17.550 15.750 48.615 11.4 0.32 OK Vs=29.464 K, • 0 Vc=35.355 K .43 sign Groups Concrete-Beam X_G01 per ACI 318-11 ••9152Signed A�;F&tangl; 18 x?6, Material:lConcretelConcrete(F'c=5 ksi) • REIN'FORC04(:S`1;EEL 1JETAItS MainBars* •• Top Continuous: 348 Top Left 113: -None- Top Right 1/3: -None- Bottom Continuous: 3-48 Bottom Center 1/3: -None- Stirrups are#3's and have 2 legs. Stirrup Spacing: Left 1/3=7 in, Center 1/3=-None-, Right 1/3=7 in Strong Flexure Check Member Result Offset Demand Capacity Mz Code Unity Details Mz Name rCase ft K-ft K-ft Ref. Check Page 1 VisualAnalysis 11.00.0013(www.lesweb.com) Page 301 of 340 Project: GB-1 TERRACE amorfin , UNITED ENGINEERING, INC. March 06, 2015 PA1801-21 Litzenberg Residence\3-CaIcs\IES\Grade Beams\ n BmX007-c 1.2D+1.6L+.2Di+.5S 9.085 90.230 155.489 10.3 0.58 OK Phi=0.900, , As Prov.=2.370 W2, Effective b= 16.000 in, d = 15.625 in Strong Shear Check Member Result Offset Demand Capacity Vy Code Unity Details VY Name Case ft K K Ref. Check BmX007-c1 1.2D+1.6L+.2Di+.5S 16.353 15.923 48.615 11.4 0.33 OK Vs=29.464 K, Vc=35.355 K _ l 0000 0000 0000.: 6• . 6 6 • 000• 0 0 ,•• •6 • 0046.. • •666•• • 0 0000 • 0000.. 0000 . 0000. 0000.. 0000 0000. 0000.• • .. .. 0000... 60600• • 6 . 6 0000.. , Page 2 VisualAnalysls 11.00.0013(www.losweb.com) Page 302 of 340 PROJECT No. SHEET No. OE PROJECT NAME L i+zCr_�ec5 r_egJe^cc No I T E D CALCULATED BY AtA DRAWN BY Engineering, Inc. SCALE DATES}-A/16 M G-8- I i���*rcr lwh i � I s s �I i s i I -------- / 11 /y0 4d i it ` j I 5b aP s - I i I O : ii : i s1.�,1� - � _Psi ------ =— - - --- ------ i - ----------------- ! i i w i i i --._.__.-.. 1 ,.. ... ......__._.. ..... .....__--._..... .. ......—__.—.___... .. .. — ........ i I � i � I i i ' .�.....:...�.....�..: _.......�......._,..:._..._.....�_........:..._u...�.....__..�.-�-- ..._.-.tea._-__...: _ i. 1 i i i i i I i I i 'T ..... � Page 303 of 340 G8-1 INTERIOR UNITED ENGINEERING,INC.,amorfin Feb 19,2015;11:31 PM r Load Case:SDL IES VisualAnalysis 11.00.0013 " i a a s Y • •••• • ••••• •••••• •••• ••••• x r. Page 304 of 340 GB-1 INTERIOR UNITED ENGINEERING,INC.,amorrin Feb 19,2015;11:31 PM Load Case:SW IES VsualAnalysis 11.00.0013 Y v L- .33 f t v •••••• •••• • • • ••••• •••• •••••• a I 'Page 305 of 340 GB-1 INTERIOR UNITED ENGINEERING,INC.,amor to Feb 19,2015;11:31 PM Load Case:L IES Visuaftalysis 11.00.0013 1 VI I r k Y J, L4 3 v v v .k 0000 • • 0000 0000•• •g•00• •• •• 0600•• 0000•• 0000 • • • • • • •0•••• 0000 • 0000• • • 0000•• + 0000 0000• • • • • • •• •• i •• • 0000•• •0•••• • 0 • • • • 0000•• 0000•• go 0 I Page 306 of 340 GS-1 INTERIOR UNITED ENGINEERING,INC.,amorfin Feb 19,2015;11:31 PM Result Case:D+L IES VisualAnatysis 11.00.0013 R � I Y _... ................... =82.33 ft.................................. .........,........................................... ... A 8 V C�••• c 9999•• �••• • • • •9006• •• •• 9999•• • • • • • 9999 9999•• • • 9999• 9999 •0099• 00 • r • • 9999•• • • • 0 • • •• Page 307 of 340 GB-1 INTERIOR UNITED ENGINEERING,INC.,amorfln Feb 19,2015;11:31 PM Design View,Unity Checks IES VisuatAnalysis 11.00.0013 + + Y Concrete Beam X G02Z-L 0.80 •••••• •• •• •••••• • •• •• •• • •••••• z 1 Ungrouped = Fa�1ed Warning `0 OOQ� t)250 0 500 0 751 1 OQ1 ' i Page,308 of 340 Project: GB-1 INTERIOR amorfin , UNITED ENGINEERING, INC. February 19, 2015 P:\1801-21 Litzenberg Reside nce\3-Calcs\IES\Grade Beams\ r Design Group Results Design Group: Concrete—Beam X_G02 per ACI 318-11 Designed As: Rectangle 18 x 16, Material:\Concrete\Concrete(F'c=5 ks)) REINFORCING STEEL DETAILS Main Bars Top Continuous: 3-48 Top Left 1/3: -None- Top Right 1/3: -None- Bottom Continuous: 348 Bottom Center 1/3: -None- Stirrups are 93's and have 2 legs. Stirrup Spacing: Left 1/3=7 in, Center 1/3=7 in, Right 1/3=7 in Strong Flexure Check Member Result Offset Demand Capacity Mz Code Unity Details Mz Name Case ft K-ft K-ft Ref. Check BmX005 1.2D+1.6L+.2Di+.5S 61.366 -125.136 155.489 10.3 0.80 OK Phi=0.900 , As Prov. =2.370 W2, Effective b= 16.000 in, d= 15.625 in Strom Shear Check Member .fdesbit Offset Demand Vy Capacity Vy Code Unity Details "WeCase ft K K Ref. Check •• 005 �.+2D+s1.6L+.�D� 61.366 33.952 48.615 11.4 0.70 OK Vs=29.464 K, Vc=35.355 K • •• Page 1 VisualAnalys/s 11.00.0013(wvnv.lesweb.com) Y . Page 309 of 340 PROJECT No. gUI vy SHEET No. OF ` PROJECT NAMEtim N I T ME) Lf 1s�ih�v5 R�s�'Jtrcc J CALCULATED BY AAA,- _DRAWN BY Inc.Engineering, SCALE DATE Oa11S I i I � I - C i r - - - i : �i y . - .� aFi S�L: • a0 s� � � : i I : P ; i I. i . .-- Q4- 4----{._... -- -- --- ---- I y I GLIA - - -. . . i : I : .. . isol --- --- ---- ------- - -- P•6:•• 00 :00 •••6• Oe i . •000 ••.• : I o_ • • :• 0000• S n� . 0.06: I. Z P waJ s L4 -J-1 ......-=---------- -.._._... ... -slV -_........ _..._ i I i { _ e : : s yZI � j : Lill I I I 21111" T• i• i• { •' • • • Page 310 of 340 G8-2 GARAGE UNITED ENGINEERING,INC.,amorfin Feb 18,2015;11:37 PM Load Case:SW IES VsualAnalysls 11.00.0013 t v =1 L32 }S/ft v 00••Y• 0000 • • " 0000•• •• •• 0000.• • • • • 0000•• 0000•• • • • • 0000 •••••• • • �•••• • 0000 0000• •••• •00.00 0000•• • •• •• •• • 0000•• • • • • 0000•• 00000• • • • • w • 0 of0 00 • Page 311 of 340 GB-2 GARAGE UNITED ENGINEERING,INC.,amorfin Feb 19,2015;11:37 PM Load Case:SDL IES VsualAnalysis 11.00.0013 1. -0.5130 K I -0, - ffyft 6666 • • 60• •4.00• •• • • 000 • • • • • 604.0• 06 •• •6.066 • ••6••• •0000 a 6.6660 •0•66• 0•••• •6.64 •• •• 00 • •60.6• 6••66•. � • • • • 6.6660 i • • 0 •6006• • 0 4 {' 3 - I f , Page 312 of 340 G8-2 GARAGE UNITED ENGINEERING,INC.,amorfin Feb 19,2015;11:37 PM Load Case:L IES VisualAnalysis 11.00.0013 I -0-6130 K - l t v 0.P3 R ft l • ••••• •••• •••••• • •• I a I II i t Page 313 of 340 a ' GB-2 GARAGE UNITED ENGINEERING,INC.,amorfin Feb 19,2015;11:37 PM Result Case:D+L IES VisualAnalysis 11.00.0013 b = =23 n ......................................................................................................... rn •••• c • •••••• •• •• •••• • ••••• •• •• •• • •••••• i Page 314 of 340 F' f GB-2 GARAGE UNITED ENGINEERING,INC.,amorfin Feb 19,2015;11:37 PM Design View,Unity Checks IES VisualAnalysis 11.00.0013 1 i i I r DG1 r 0.60 1 •rsr • • 1 • • • 1 1 I l i Ungfouped Failed Wammg 2�0. 4 X09 0�s1 1 as 1 . t Page 315 of 340 Project: G13-2 GARAGE amorfin , UNITED ENGINEERING, INC. February 19, 2015 P:11801-21 Litzenberg Residencel3-Calcs11ES1Grade Beams\ Design Group Results Design Group: DG1 per ACI 318-11 Designed As: Rectangle 18 x 16, Material:lConcretelConcrete(F'c=5 ksi) REINFORCING STEEL DETAILS Main Bars Top Continuous: 346 Top Left 1/3: -None- Top Right 1/3: -None- Bottom Continuous: 346. Bottom Center 1/3: -None- Stirrups are#3's and have 2 legs. Stirrup Spacing: Left 1/3=6 in, Center 1/3=6 in, Right 1/3=6 in Strong Flexure Check Member Result Offset Demand Capacity Mz Code Unity Details Mz Name Case ft K-ft K-ft Ref. Check BmX007 1.2D+1.6L+.2Di+.5S 11.500 -54.267 90.096 10.3 0.60 OK Phi=0.900 , As Prov. = 1.320 W2, Effective b= 16.000 in, d= 15.750 in P Strong Shear Check •••• Member Result Offset Demand Vy Capacity Vy Code Unity .•• Ddtai"•• •••••. Name Case ft K K Ref. Cheep •• •� BmX007 1.2D+1.6L+.20i+.5S 11.500 24.043 52.716 11.4 0AWMo Vs 34.65!?K, ••• •• 000000 Vc=35.638 K •••• • ••••• • • • • • •• •• •• • •••••• • • • • • 0*000• 1 Page 1 VisualAnalysJs 11.00.0013(vow desweb.com) Page 316 of 340 PROJECT No. ($Ural SHEET No. OF sm PROJECT NAME L32eC^ t,s RPstdeft(e E: ONFLD w CALCULATED BY A M DRAWN BY Engineering, Inc. SCALE DATE O2/IS i J. •.: I i j I 1— I _ ---*— : Li Of ; :� 6S4- Ll • 1 er ..•. •r• {�f. • •• '1 [.GG y ..... ---- --- _ _ P I ——.—. ...... ----------- ` Kml��lwlll 11W lily I'll m i r Page 317 of 340 GB-2 KITCHEN UNITED ENGINEERING,INC.,amorfin Feb 19,2015; 11:39 PM Lead Case:SW + IES VisualAnalysls 11.00.0013 t 5 -2 3 It Y Y 1 { • • •.•• 8696•0 0 •69969 066.96 • • 690* •6999• •0000,0 •6666• 06900 0.9096 • • 900• •699• •0 6 6 60 0 000006 6060x6 • • •6969• ••696• • 6 006• • •6096• 0 690 6 0 • 0 • s• r I .g x . iM r Page 318 of 340 GB-2 KITCHEN UNITED ENGINEERING,INC.,amorfln Feb 19,2015;11:39 PM Load Case:SOL IES VsualAnalysis 11.00.0013 !h t I k v0.1rZ L61 It { ! •080 I ' ...... 8008 •8000• i • 0000 { •0000• i •0800 • •08• • • 0080 •0800• 0000• • • • •0000• •00000 • • 0 • ' 00080• • • • • 8800•• • ••�• • • •• • • • e •r P { { { l h I s { Page 319 of 340 GB-2 KITCHEN UNITED ENGINEERING,INC.,amorfin Feb 19,2015;11:39 PM Load Case:L IES VisualAnalysis 11.00.0013 0. _ rft v •••• • ••••• • • *00000 • • • • e• • t Page 320 of 340 GS-2 KITCHEN UNITED ENGINEERING,INC.,amorBn Feb 19,2015;11:39 PM Result Case:D+L IES VisualAnalysis 11.00.0013 fi I E ............................................................................................... L= t ..................................................................................... A � N J . . • . • .. ...... ...... .. • .... ...... . . .... • • • 00000 • • . . . ... • • • • . • :**0,: ••••. • 'O Page 321 of 340 GB-2 KITCHEN UNITED ENGINEERING,INC.,amorfin Feb 19,2015;11:39 PM Design View,Unify Checks IES VisualAnalysfs 11.00,0013 f a Concrete Seim X GQ1 0.72 E • • •••• • •••••• •• •• •••• •••••• F. •••• • ••••• •• •• •• • •••••• • • • • •••••• t Ungrouped x Faded Watnii�q a; .... r Page 322 of 340 Project; GB-2 KITCHEN amorfin , UNITED ENGINEERING, INC. February 19, 2015 P:\1801-21 Litzenberg Residence\3-Calcs\IES\Grade Beams\ Design Group'Results Design Group: Concrete—Beam X_G01 per ACI 318-11 Designed As:Rectangle 18 x 16,Material:\Concrete\Concrete(F'c=5 ksi) REINFORCING STEEL DETAILS Main Bars Top Continuous: 346 Top Left 1/3: -None- Top Right 1/3: -None- Bottom Continuous: 346 Bottom Center 1/3: -None- Stirrups are#3's and have 2 legs. Stirrup Spacing: Left 1/3=-None-, Center 1/3.=6 in, Right 1/3=-None- Strong Flexure Check Member Result Offset Demand Capacity Mz Code Unity Details Mz Name Case ft K-ft K-ft Ref. Check BmX007 1.4D+.9H 11.000 -65.284 90.096 10.3 0.72 OK Phi=0.900 , As Prov.= 1.320 in A2, Effective b= 16.000 in, d= 15.750 in Strong Sh".Check Mariiber ••Result- Otfset Demand Vy Capacity Vy Code Unity Details, Warne • Case : • Oft K K Ref. Check . iwoV07 0• #.4D+.9H'•;*?133 15.728 26.729 11.4 0.59 OK Vs=0.000 K, 000000 Vc=35.638 K fees ..•.•• 6906.♦ • •• �'�' .. • • 0666.• .. •....i • . so Pagel VisualAnalysls 11.00.0013(www.lesweb.com) > J Page 323 of 340 PROJECT No. SHEET No. OF Nkm PROJECT NAME Lz ze,,f rll 2 �5<'v�rrt 0 u Nm ITEM 0 ul"1 L CALCULATED BY DRAWN BY Engineering, Inc. SCALE DATE 1 I 1 : : I ' - - s tU i : - -- - - -- i - ! SQL 3a i .:.. ........ P .•` r .4 ��, • lam,! i , - ___ __ __._ _ .. _ itis•• � ••�• • 1. :... _ � 0000• i • F, ; .. � � _ , �•••• 1� 16 0000• .0066 00600* --.._.: .._. ..... --- --- -- - --- --- -- .... - C 0. ;tom 1 1 1 L i i j I µ. i p • • ' :• C• / ••• a 1 I Page 324 of 340 GB-3 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;11:44 PM Load Case:SW IES VisualAnalysis 11.00.0013 t i • •goo• •• r• L=1 .50(t •••••• •••••• I i r Page 325 of 340 GB-3 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;11:45 PM Load Case:SDL IES VlsualAnalysis 11.00.0013 , , •••• • ••••• v 1.68 .5�ftf •�•� •••• : •••••• 0*000 • • • • • ••• • • 001 Page 326 of 340 GB-3 UNITED ENGINEERING,INC.,amorfn Feb 19,2015;11:45 PM Load Case:L IES VisualAnalysis 11.00.0013 i 00 .•.... •... • • • i .. • •••••• •••• • • . • . L.81ttt Y • Y •096.0 • . : • 9990.. • • 9909••' . • • • 400 0 9999•• . •. • • • • .• i Y Page 327 of 340 I GB-3 UNITED ENGINEERING,INC.,amor in Feb 19,2015;11:45 PM Result Case:D+L IES VisualAnalysis 11.00.0013 t 1 a 1 a I, 0000 0000 •••••• 0000•• •• •• •••••• • 00.00• � : : • • 0000•• 0000 •0• •• •• •••• • • 0000 ••••• L—t i 5011 " " • � 'T • 0000•• lI • g': ��• • • N •• • N goo0000•• 0D CO •• • X X a i 1 { Page 328 of 340 GB-3 UNITED ENGINEERING,INC.,amorrin Feb 19,2015;11:45 PM Design View,Unity Checks IES VisualAnaiysis 41.00.0013 F :***so • ••••. • • •• ••• • :see• . •• Concrete Beam X DGO1 • •••••. 0.74 *sees• • • - ee • V • UngroUped Failed Warning r_ U QQO 0 250 0 500 0 751 OOL 9 Page 329 of 340 Project: G13-3 amorfin , UNITED ENGINEERING, INC. February 19, 2015 P:\1801-21 Litzenberg Residence\3-Calcs\IES\Grade Beams\ Design Group Results Design Group: Concrete—Beam X_DG01 per ACI 318-11 Designed As: Rectangle 18 x 16,Material:\Concrete\Concrete(F'c=5 ksi) ' REINFORCING STEEL DETAILS Main Bars Top Continuous: 347 Top Left 113: -None- Top Right 113: -None- Bottom Continuous: 347 Bottom Center 1/3: -None- Stirrups are#3's and have 2 legs. Stirrup Spacing: Left 1/3=7 in, Center 1/3=-None-, Right 1/3=7 in Stronq f=lexure Check Member Result Offset Demand Capacity Mz Code Unity Details Mz Name Case ft K-ft K-ft Ref. Check BmX005-c1 1.2D+1.6L+.2Di+.5S 5.750 88.971 120.636 10.3 0.74 OK Phi=0.900, 0 As Prov.= 1.800 in^2, Effective b= 16.000 in, d= 15.688 in Strong Shear Check Member Result Offset Demand Capacity Vy Code Unity •.• Details..• •• ••• Vy .. • Name Case ft K K Ref. C ••• •. .. .. .•• BmX005-cl0 1.2D+1.6L+.2Di+.5S 9.660 21.220 48.809 11.4 0.403019K•• Vs=29.682 K, 0000 VC X35.497 K 0000•• iT•• • 0 0000 • 0000• 000•• • • - 0000 0000• ' •• •• •• • 0000•• 000000 • • 0 0 • • •00000 00000 • • • •0000• 00 0 0 000 0, 0 0 0 1 � 5 Pagel VisualAnalysis 11.00.0093(www.losweb.com) Page 330 of 340 PROJECT No. � SHEET No. OF PROJECTNAMEu INI T E D CALCULATED BY AM DRAWN BY Engineering, Inc. SCALE DATE C3�I1S ! . I _ a : ; I I hOfJF �uw ' C-) n1 .. . .I _t Psi x S` _ 30 : --_- -- ...... • .:`'..s ----�,�• • -- 3 �� � s;'----- 3I5 PAS so ...... •••• • • ��5 ' wait Abnn. — G _ V y ! ! t�L .......... ! I I _�- -- - —�- -- --- .... <FJ 4q : i i• i• 1 • Page 331 of 340 I GB-4 o UNITED ENGINEERING,INC.,amorfin Feb 19,2015;11:47 PM ` Load Case:SDL IES VsualAnalysts 11.00.0013 I t v v L=1 .8Klft 3 R •••••• •••••• t Page 332 of 340 GB-4 UNITED ENGINEERING,INC.,amorfin Feb 18,2015;11:47 PM Load Case:SW IES VisualAnalysis 11.00.0013 v L t .83 1 • • . . • r t Page 333 of 340 GB-4 UNITED ENGINEERING,INC.,amorfin Feb 19,2015;11:47 PM Load Case:L IES VlsualAnalysis 11.00.0013 3 d { 41, L=S .83 ft •••• •••••• y { { { { Page 334 of 340 G8-4 UNITED ENGINEERING,INC.,amorfin Feb 19,2015,11:47 PM Result Case:D+L !ES VsualAnalysis 11.00.0013 ................................................................ (t............................................................................ �. •••••• •••• • • • ••••• • •••• • • •••• •••••• • • • •• •• • •••••• so •••••• •• a Page 335 of 340 GB-4 UNITED ENGINEERING,INC.,amorfin Feb 19,2015,,11:47 PM Design View,Unity Checks IES VisualAnalysis 11.00.0013 1, DG1 0.77 • .. .. .. . .•.... •• • Urigrouped Palled Z Warning i i -:.0 000 0 250, 0 500 #D 751 1 001 : x e Page 336 of 340 Project: GB-4 amorfin , UNITED ENGINEERING, INC. February'19, 2015 P:\1801-21 Litzenberg Res idence\3-CaIcs\IES\Grade Beams\ Design Group Results Design Group.: DG1 per ACI 318-11 Designed As: Rectangle 24 x 16,Material:\Concrete\Concrete(F'c=5 ksi) REINFORCING STEEL DETAILS Main Bars Top Continuous: 349 Top Left 1/3: -None- Top Right 1/3: -None- Bottom Continuous: 449 Bottom Center 1/3: -None- Stirrups are#3's and have 2 legs. Stirrup Spacing: Left 1/3= 10 in, Center 1/3= 10 in, Right 1/3= 10 in Strong Flexure Check Member Result Offset Demand Capacity Mz Code Unity Details Mz Name Case ft K-ft K-ft Ref. Check BmK007 1.2D+1.6L+.2Di+.5S 8.915 262.720 356.333 10.3 0.74 OK Phi=0.900 , As Prov. =4.000 in^2, Effective b= 16.000 in, d =21.561 in Strong Shaar.Check • Kwber • Rsa5it ••• ; Offset Demand Vy Capacity Vy Code Unity Details Name . Case •• ft K K Ref. Check . 6>WO7 2.140 43.755 57.936 11.4 0.76 OK Vs=28.461 K, • . •••••• Vc=48.787K Page 1 VisualAnalysls 11.00.0013(www.losweb.com) Page 337 of 340 PROJECT No. ` r a y` - /�SHEET No. OF PROJECT NAME �' �^7cry t�._e5%dt're E latimm ENEITED CALCULATED BY A/A DRAWN BY Inc. Engineering, nc. SCALE DATE_( — ;--:-- ----- ---------- ----- - --- ---- -- - okh^� I — -- ao f -- — - - — I '4 -- — t ;4G is • _ 0 ................t. I � I : it 3 /s .L .w.. '- �-�----L--......... --... ,...._.. _. __.... : I j P —-.---- --- -- -- ---��- F- - — — --- -- - F so is is ••• ••;V 50 •• 5 •• • 00*09 el • • 150 X �i 1( 5 ` ... (,•.'.. • i i i i I z�}At : qw i I Page 338 of 340 PROJECT No. w1-ll SHEET No. OF PROJECT NAMEum mITEur Li�'ZCrt�l h 185 Cjt,�t CALCULATED BY AM DRAWN BY Engineering, Inc. SCALE DATE 095 j i i ! : i I t i : I I i i i •••• • i •: •• •• _ : I •: •M I I i : i i : I _ I I � i i I i I iI : I I • i I i F 1 Gtr-1 - Gd-2 - GB_21Qe ce- Ge-1 e- i r: GB-2 I GB-2 GB-2 t� GB-2 oar\ G8-1 GB-1 (PC- GZp� GB-1 iPG GB-2 G8-2 GB=2 zP< o d c6-2 PC �C 55.,tr( KG1L (,OAC �3k GB-4 � GB-2 GB- _ zvc +QG zqc p �7 k GB-2 �Pc GB-2 G9-2 GB-1 GB-2 GB-2 2,Pc. bG K GB-1 GB-1 GB-1 GB-1 tac u�k Ll1 tC Lt�iK GB-2 GB-2 zRc iQ� zpc znc bac ` 4.s r, 3RK Goik 2� 5sK PC GB- GB-2 uvxGB-2 Ac GB-2 B- GB-2 GB-2 . X 01( GB-2 GB-2tpc ipc. +QG0 iAc ►Pc GB-1 [PC u�K .�zk- 4�k 3o,k 2,1--LA 14, 1 pG 0 • . GB--:3 4;LK GB-2 • •• • • • • ••• • • • ►P tQ (O 1? zPc 55K tPc. 40 0 GB-1 • • • - •• �•• - • CD • •• • - WSCALE:1/4"al'-0"0 •• • • •••• •• • ••• •G2 wGEB- • 0 • (A GB_ • OD • • •�• • s • • • • ►p• • • • • • • • •• •• Page 340 of 340 Page No.2 - . Miami Shores, FL 1420 North East 103'' Street, _ Based oil our understanding of the proposed structure and our field boring logs; it is evident that deep foundation systems are needed to support the proposed straetures and slabs without detrimental settlement. Based on the Florida Building Code FBC 2010 Table 1824; deep foundation systems shall consist of o►ie of the followin alternatives: Pile Capacity Capacity Pile Ca acity AttoNvabie Lateral Alternatives Approximate Pile Foundation Pile Depth Size in Tons in Tons CapacityinTons B.F.L.S. Compression Tension I Ton N/A Pin Piles/push piers 20' BELS 4 Inches 5 Tons 6 Tons N/A Helical Piles 20' BELS 3 Inches 12 Tons 12 Tons 1 Ton <, Auger Cast Piles 20' BELS 12 Inches 25 Tons 15 Tons 2 Tons Auger Cast Piles 20' BELS 14 Inches 35 Tons 1 Ton Precast Concrete Piles 20' BELS 10"x 10" 17 Tons S Tons 7 Tons 1 Ton Precast Concrete Piles 20' BELS 12"x 12" 25 Tons 10 Tons 2 Tons Precast Concrete Piles 20' BELS 14"x I q" 35 Tons B,E.L,S,: Below Existing Land Surface. Estimated Lateral Load for a pile Top Deflection of inch. The proposed pile length is based on the existing ground elevation at the time of drilling. Pile length inay vary depending on proposed grade beam elevation and soil profile. Helical pile bearing capacity is dependent upon helix numbers,size,and spacing. The foundation contractor will be able to provide the most cost effective combination of helix designs. The above depths are the minimum depth required to achieve design capacities.Predrilling may be required to achieve design depths. I«-ftttAL load capacities may, be increased using battered piles. Batter angles can be used for the pile i �atiot�It 4 inches per foot(Horizontal,Vertical). sial . . 6 *Goof* In aa00Gooses se of ex„J4-gstructures in the vicinity of the pile driving operation, care shall be taken not to create """ Vibration levels shall be monitored to verify compliance Nvith county regulations. Steps ee vi i2itle must bye taken�b�' the contractor to prevent excessive vibrations in the event excessive vibrations are 0000. 0000 0060 . •:0.00 *pVyencedt�iu vg construction,alternative driving methods shall be implemented(ie:predrilling,jetting, '• hydraulic PUOIC42...). 000000 . 0 . . 0000.. The mhimu0 center to center of piles or adjacent piles shall be not less than twice the average diameter or rpuot"'piles or 100 4 times the diagonal dimensions of rectwigu tar piles,but in no case less than 30 inches to avoid load capacity reduction caused by group effect. The installation of adjacent piles (located within 5 feet o.c, of each other) on the same working day is not piles not be installed until the initial grouted pile has set recommended. We recommend that adjacent overnight. The grout used in the pile installation shall develop a minimum compressive strength of 4000 PSI at 28 days. Large grout volumes,possibly twice(or more)of the theoretical pile volume,are expected for proper auger cast pile installation due to subsoil conditions. More so where former structures have been demolished and former piles removed causing additional underground cavities. All piles shall be designed by a professional engineer and shall be placed under supervision of our Geotechnical Engineer to verify compliance with our recommendations,If the pile is not reinforced over the entire length,we recommend a single No.7 bar be placed the full length of the pile to verify pile continuity: All work shall'be performed in accordance with the applicable building code. 2 ED DEC 2 4 2015 AlAj%1 r � '0-00X Document A105111- 2007 i Standard Form of Agreement Between Owner and Contractor for a Residential or Small Commercial Project I AGREEMENT made as of the 7n'day of December in the year 2015 1 BETWEEN the Owner: I Marc Litzenberg 1092 NE 94th street, Miami,Shores 33138 and the Contractor: I EID Construction Contractors&Investment Corp ; ••• • ••••;• 1700 NE 143rd Street I •• • •• • • North Miami, FL 33181 •�••�• • ��•� ••��•• ...... .... ..... for the following Project: • .. .. .... ...... Litzenberg Residence •• 1420 NE,103rd Street c :...:. • Miami Shores, FL 33138 ...... The Architect: R + O Studio, LLC 1 5901 SW 74th Street, Suite 208 Miami, FL 33134 The Owner and Contractor agree as follows. Contractor to constructJa new 2-story, approximately 5,930 gross square feet house, including all associated sitework improvements, as evidenced by the drawings and specifications provided'by R+ O Studio; LLC. The completed Work will serve as the family residence for the Marc and Anne Litzenberg family. This residence is located at the above referenced Project address. I I TABLE OF ARTICLES 1 THE CONTRACT DOCUMENTS 2 DATE OF COMMENCEMENT AND SUBSTANTIAL COMPLETION DATE 3 CONTRACT SUM i 4 PAYMENT d 5INSURANCE 6 GENERAL PROVISIONS { 3 7 OWNER 8 CONTRACTOR 9 ARCHITECT !� 10 CHANGES IN THE WORK 11 TIME 12 PAYMENTS AND CO IMEPLETION � I 13 PROTECTION OF PERSONS AND PROPERTY 14 CORRECTION OF WORK • • 15 MISCELLANEOUS PROVISIONS •00••0 .0••• • E I 00.0.. 0.0090 0 16 TERMINATION OF THE CON TRACT 0 0*0 0 0 II ..•• •. :0000. 17 OTHER TERMS AND CONDITIONS • i .00.0. 0..• 0000. t t ARTICLE 1 THE CONTRACT DOCUMENTS •. 00 0.00 0.00.. � § 1.1 The Contractor shat, complete the Work described in the Contract Documents for the Project. The.0..... Contract Documents consist of the following and shall be given precedence as to their inter2)retation in the :0...: following order of priority •• • • ••• • • E •F • • .1 written orliers for changes in the Work issued after execution of this Agreement; .2 Contracto is"Line Item Notes"as may be clarified by Owner and included as Exhibit B to this Agreement .3 this Agree�f{men't signed by the Owner and Contractor; .4 the drawings and specifications prepared by the Architect, and enumerated by Exhibit A as the "Contract Dr-awing Log" .5 other dociments, if any, identified as follows: i ARTICLE 2 DATE OF COMMENCEMENT AND SUBSTANTIAL COMPLETION i 1 The number of days available to the Contractor to substantially complete the Work is the Contract Time. The Date of Commencement of the' Work shall be the date of this Agreement unless otherwise indicated below. The � � t I Contractor shall substantially complete the Work, no later than three hundred four calendar days (10 months) from theDate of Commencement, subject to adjustment as provided in Article 10 and Article 11. The Date of Commencement I f the Work shall be the receipt of: 1) an executed Contract Agreement or 2) receipt of Master Building Permit, whichever is later. ARTICLE 3 CONTRACT SUM i § 3.1 Subject to additions and deductions in accordance with Article 10, the Contract Sum is: One Million,Two Hundred,Forty Seven Thousand, Seven Hundred Six and 33/100 Dollars ($1,247,706.33), subject to additions and deductions as provided in the Contract Documents. § 3.2 For purposes of pa men t , the Contract Sum includes the following values related to portions of the Work: Portion of the Work Value Survey $/4 - 9 Mobilization $ 00 Sitework C $ ndscape/Pavers/Stormwater System $ 0 tings I $ .48 Ext e 'or Wall $ Concre Slab $ 4 !I"f IGY -A f�'~ Stair Con uction $ 0Floor Syste ' $ 67 Wall Eras ing10,304.11 Ceiling Framing $8,549.73 ming Roof Fra '$34,044.36 A,9,0Exterior Windows $34,609.68 �f'C,a frt'1• 9999.. Exterior&Garage Doors $110,461.52 •••• • Electrical $57,781.50 /' cit f` cct •• Plumbing $53,204.74 t�l0*0.0 0 00 90.4.6 HVAC $34,912.50 r90 -' rJ-{ - ' •"""' Roofing $78,750.00 11m Insulation $13,757.52 4 9 •' ' ' ' 4 9 9 Drywall ) $20;988.36 �S�h q�e 6 9 u(v6. ;..' Stucco $8,304.66 • • • Stone $18,478.50 • Cabinetry $16,825.73 • • Countertops { $4,851.00 • 9 0 0 9 •• r 9 0 :0 9 0 Interior Doors $8,406.15 Interior Trim 4,946.99 " ' ;'; ' Hardwood F oring $ 110.13 f' Paint&W covering $39, 9.97 fL� Wall & F or Tiles $35,6 95 Railin ( f $22,440. Toil Accessories/Shower Enclosures $4,173.75 �7 I P I &Fountain Systems $78,907.50 inal Clean-Up $3,696.00 Portable Restrooms $1,323.00 ' Scaffold Rental $1,375.00 Overhead &Profit $103,227.09 § 3.3 Unit prices, if any, areas follows: (Identify and state the unit price; state the quantity limitations, if any,'to which the unit price will be applicable.) Item Units and Limitations Price per Unit ($0.00), Fill Sand (Cyclone) Truck Load (18 cyvm) $220/Truck Load E § 3.4 Allowances included inthe Contract Sum are as follows: a 1 .. 1 } Item ; Price I Stone'Wall Material ($3.00/sf x 970 sf) $3,201.00 Cabinetry $16,825.73 t Countertops ' $4,851.00 Interior Wood Base, Window&Door Casing $2,305.80 Wood Flooring (Material Only) $12,650.00 Wall &Floor Tiles $11,352.00 Balcony/Interior Glass Railing $22,440.00 I Pool i $61,500.00 § 3.5 The Contract Sum is based upon the following alternates, if any, which are described in the Contract Documents and hereby accepted by the Owner: (State the numbers or other identification of accepted alternates. If the bidding or proposal documents permit I the Owner to accept other alternates subsequent to the execution of this Agreement, attach a schedule of such other alternates showing the amount for each and the date when that amount expires.) § 3.6 The Contract Sum shall include all items and services necessary for the proper execution and completion s of the Work. ' ARTICLE 4 PAYMENT E § 4.1 Based.on Contractor's Applications for Payment certified by the Owner, the Owner shall pay the Contractor, in accordance with Article 12, as follows: Contractor shall provide 'encil copy of AIA G702/G703 Pay Application on the 25th of the current month for which payment is being requested, projected through the end of the month, to the Owner for review ar",,;, subsequent approval or comment which shall occur on, or before, the last day of the current Ndr4th. Based •••••• upon Applications for Payment submitted to the Owner by the Contractor, the Owndlr• shbil mace, •, •� progress' payments on account of the Contract Sum to the Contractor as provided•herein and• •• •••••• elsewhere in the Contract bocuments. Retainage shall be 10% of each progress paymenb6abject to other • • provisions of the Contrad Documents, the amount of each progress payment shall be comimtod as follows: 1 Take that portion of the Contract Sum properly allocable'to the completed Work asdrfermin9dlck'.' ..... multiplying the percentage completion of each portion of the Work by the share of the Cor6t6"Sum allocpt" to that portion of the Work in,the schedule of values, less retainage of ten percent (10%).,e%Jlhg fin41,;, determination of cost to the wner of changes in the Work, amounts not in dispute shall bV,iV j1,VVed in the, �• Application for Payment. I • �� .2 Add that portion of the Contract Sum properly allocable to materials and equipment deliverE6 end• ` suitably stored at the site forlsubsequent incorporation in the completed construction (or,if appreved in :..,.: advance by the Owner, suitably stored off the site at a location agreed upon in writing), less•retainage of t( percent (10%); •' • .3 Subtract the aggregate of previous payments made by the Owner; and A Subtract amounts,!if any, for which payment is withheld as provided elsewhere in this Agreement. The Owner shall make progress payments to the Contractor no later than the seventh (7th) day of the following i month. Contractor is entitled to interest at the average legal rate for late payments. Contractor is entitled to stop Work if payment is untimely and is entitled for reimbursement of remobilization expenses and an equitable adjustment in the Contract Sum attributable to cessation of Work for late payments or nonpayment. This provision does not limit array other legal remedies available to Contractor for late payment or nonpayment. § 4.2 Payments due and unpaid under the Contract Documents shall bear interest from the date payment is due at the rate below, or in the absence thereof, at the legal rate prevailing at the place of the Project. r ARTICLE 5 INSURANCE § 5.1 THe Contractor shall provide Contractor's general liability and other insurance as follows: Type dInsurance I Limit of Liability Commercial General Liability! each occurrence $1,000,000 r l general aggregate $2,000,000 t i i a § 5.2 The Owner shall provide property insurance to cover the value of the Owner's property, including any Work provided under thislAgreement. The Contractor is entitled to receive an increase in the Contract Sum equal to the insurance proceeds related to a loss for damage to the Work covered by the Owner's property insurance. § 5.3 The Contractor shall obtain an endorsement to its general liability insurance policy to cover the Contractor's obligations u derSection 8.12. § 5.4 Each-pa rty'shalI provide certificates of insurance showing their respective coverages prior to commencement of the Work. k § 5.5 Unless specifically precluded by the Owner's property insurance policy, the Owner and Contractor waive + all rights against (1) each other and any of their subcontractors, suppliers, agents and employees, each of the other; and (2) the Architect, Architect's consultants and any of their agents and employees, for damages caused by fire or other causes of loss to the extent covered by property insurance or other insurance applicable to the Work. 1 ARTICLE 6 GENERAL PROVISIONS § 6.1 The Contract ! The Contract represents the entire and integrated agreement between the parties and supersedes prior ' negotiations, representations;or agreements, either written or oral. The Contract may be amended or modified only by a written modification in accordance with Article 10. § 6.2 ThIe Work The term "Work"means the construction and services required by the Contract Documents, and includes all• other labor, materials, equipment and services provided, or to be provided, by the Contractor t4 fulfill tre•••• Contractor's obligations. s § 6.3 Intent y t •":'� ' # " 0606" The intent of the Contract Documents is to include all items necessary forthe proper execyiMM`aid corbo eft ' of the Work by the Contractor'. The Contract Documents are complementary, and what is retlMd by ohe shill 90:000 be as binding as if required by` all. 9.99•• 9.99 9.000 t • • !• § 6.4 Ownership and Use of Architect's Drawings, Specifications and Other Documents• 7 .• • . • • k • ••••.• Documents prepared by t e Architect are instruments of the Architect's service for use solely with respeoYfo 0 this Project. The Architect shall retain all common law, statutory and other reserved rights;iRMuaing the ... :06 60; copyright. The Contractors subcontractors, sub-subcontractors, and material or equipment suppliers are,.' authorized to use and reproduce the instruments of service solely and exclusively for execution of the Work. The'instruments of service may not be used for other Projects or for additions to this Project outside the scope of the Work without the specific written consent of the Architect. i ARTICLE 7 OWNER § 7.1 Information and Services Required of the Owner § 7.1.1 If requested by the Contractor, the Owner shall furnish all necessary surveys and a legal description of the site. t § 7.1.2 Except for permits and fees that are the responsibility of the Contractor under the Contract Documents, the Owner shall obtain and pay for other necessary approvals, easements, assessments and charges. E § 7.2 Owner's Right to Stop the Work If the Contractor fails to correct Work which is not in accordance with the Contract Documents, the Owner may direct the Contractor in writing to stop the Work until the correction is made. z t t 1 I f i § 7.3 Owner's Right toKarry Out the Work If the Contractor defaults`or neglects to carry out the Work in accordance with the Contract Documents and fails within a seven day period after receipt of written notice from the Owner to commence and continue correction of such default or neglect1witli diligence and promptness, the Owner may, without prejudice to other remedies, correct such deficiencies. In such case, the Contract Sum shall be adjusted to deduct the cost of correction from payment`s due the Contractor.' § 7.4 Owner's Right to Perform Construction and to Award Separate Contracts ' i § 7.4.1 The Owner reserves the right to perform construction or operations related to the Project with the Owner's own forces, and to award separate contracts in connection with other portions of the Project. § 7.4.2 The Contractors all coordinate and cooperate with the Owner's own forces and separate contractors employed by the Owner. § 7.4.3 Costs caused by delays or by improperly timed activities or defective construction shall be borne,by the party responsible therefor. i ARTICLE 8 CONTRACTOR f § 8.1 Review of Contra E Documents and Field Conditions by Contractor § 8.1.1 Execution of the Contract by the Contractor is a representation that the Contractor has visited the site, ! become familiar with local conditions under which the Work is to be performed and correlated personal observations with requirements of the Contract Documents. § 8.1.2 The Contractor shall carefully study and compare the Contract Documents with each other and,with• information furnished by the Owner. Before commencing activities, the Contractor shall (1�takes field •••••+ measurements and verify field conditions; (2) carefully compare this and other information known to the •: Contractor with the Contract Documents; and (3) promptly report errors, inconsistencies or omissions :•• •. •. ' discovered to the Architect. j _ 600:90 • •• •••••• §8.2 Contractor's Construction Schedule •••• •• • • • The Contractor, promptly after being awarded the Contract, shall prepare and submit for the.041er's and:••• •• ••• Architect's information a Contractor's construction schedule for the Work. •. •• .... ...... . + § 8.3 Supervision and Construction Procedures + . • � ••��• f1 §8.3.1 The Contractor shall supervise and direct the Work, using the Contractor's best skflWd.%ttentioo.+Tjv ;'•••; Contractor shall be solely!responsibie for and have control over construction means.' methods, technique$,• sequences and proceduresl, and for coordinating all portions of the Work. §8.3.2 The Contractor, ass soon as practicable after award of the Contract, shall furnish in writing to the Owner through the Architect the Names of subcontractors or suppliers for each portion of the Work. The Contractor shall not contract with any subcontractor or supplier to whom the Owner or Architect have made a timely and reasonable objection. § 8.4 Labor and Materials § 8.4.1 Unless otherwise provided in the Contract Documents, the Contractor shall provide and pay for labor, materials, equipment, tools, utilities, transportation, and other facilities and services necessary for proper execution and completion�ofthe Work. §8.4.2 The Contractor shall enforce strict discipline and good order'among the Contractor's employees and other persons carrying out the Contract Work. The Contractor shall not permit employment of unfit persons or persons dot skilled in tasks assigned to them. § 8.5 Warranty k f ' 1 i F t i r The Contractor warrants to the Owner and Architect that: (1) materials and equipment furnished under the Contract;will be new and of good quality unless otherwise required or permitted by the Contract Documents; (2) the Work will be free from defects not inherent in the quality required or permitted; and (3) the Work will conform to the requirements of the Contract Documents. ' f 4 §8.6 Taxes 4 The Contractor shall pay sales, consumer, use and similar taxes that are legally required when the Contract is executed. I 1 § 8.7 Permits, Fees andf Notices § 8.7.1 The Owner shall Obtain and a for the building pay g permit and other permits and governmental fees, licenses and inspections necessary for proper execution and completion of the Work excepting all trade permits subordinate to the Master,Building Permit which shall remain the obligation of the Contractor and its respective subcontractors and sub-subcontractors. i §8.7.2 The Contractor s gall comply with and give notices required by agencies having jurisdiction over the Work. If the Contractor performs Work knowing it to be contrary to applicable laws, statutes, ordinances; codes, rules and regulations, or lawful orders of public authorities, the Contractor shall assume full responsibility for such Work and shall bearlthe attributable costs.The Contractor shall promptly notify the Architect in writing of any known inconsistencies in the Contract Documents with such governmental laws, rules and regulations. § 8.8 Submittals The Contactor shall promptly,review, approve in writing and submit to the Architect Shop Drawings, Product Data, Samples and similar' submittals required by the Contract Documents. Shop Drawings, Product Data, Samples and similar submittals are not Contract Documents. I i §8.9 Use of Site i :...:• The Contractor shall confine operations at the site to areas permitted by law, ordinances, ;Coitg, the�gntrpct ,• Documents and the Owner. l • • • • I • •••••. • • §8.10 Cutting and Patching • Y • • • The Contractor shall be responsible sible for cutting, fitting or patching required to complete the work or to make its •�:••. parts fit togetherproperly. ! •••••• '•••• ••••• § 8.11 Cleaning Up •••.r. • •' The Contractor shall keep the premises and surrounding area free from accumulation of debris a;d traj-6�ejjtgd •••• • to the Work:At the completion of the Work, the Contractor shall remove its tools, construltiorl equipment, • machinery and surplus material; and shall properly dispose of waste materials. •• • . ... :•"•: §8.12 Indemnification I To the fullest extent permitted by law, the Contractor shall indemnify and hold harmless the Owner, Architect, Architect's consultants and agents and employees of any of them from and against claims, damages, losses and expenses'. including but not limited to attorneys'fees, arising out of or resulting from performance of the.Work, provided that such claim, damage, loss or expense is attributable to bodily injury, sickness, disease or death, or to injury to or destruction,of tangible property (other than the Work itself), but only to the extent caused by the negligent-acts or omissions ofthe Contractor, a subcontractor, anyone directly or indirectly employed by them or anyone for whose acts they,may be liable, regardless of whether or not such claim, damage, loss or expense is caused;in part by party indemnified hereunder. ARTICLE 9 ARCHITECT 9.1 The Architect will prpvide administration of the Contract as described in the Contract Documents. The Architect will have authority Documents. to act on behalf of the Owner only to the extent provided in the Contract f i §9.2 The Architect will visit the site at intervals appropriate to the stage of construction to become generally familiar with the progress andlquality of the Work 6 € i i r _ § 9.3 The Architect will not have control over or charge of, and will not be responsible for, construction means, methods, techniques, sequences or procedures, or for safety precautions and programs in connection with the Work; since these are solely the Contractor's responsibility.The Architect will not be responsible for the Contractor's failure to carry out the or in accordance with the Contract Documents. § 9.4 NA § 9.5 The Architect has authority to reject Work that does not conform to the Contract Documents. §9.6 The Architect will promptly review and approve or take appropriate action upon Contractor's submittals, but only for the limited purpose of checking for conformance with information given and the design concept expressed in the Contract Documents. § 9.7 The Architect will promptly interpret and decide matters concerning performance under, and requirements of, the Contract Documents on written request from either the Owner or Contractor. § 9.8 Interpretations and decisions of the Architect will be consistent with the intent of and reasonably inferable from the Contract Documents and will be in writing or in the form of drawings. When making such interpretations and decisions,!the Architect will endeavor to secure faithful performance by both Owner and Contractor, will not show partiality to either and will not be liable for results of interpretations or decisions I rendered in good faith. I § 9.9 The Architect's duties onsibilities and limits of authority as described in the Contract Documents shall res P tY not be changed without written consent of the Owner, Contractor and Architect. Consent shall not be unreasonably withheld. i ARTICLE 10 CHANGES IN THE WORK § 10.1 The Owner, withoLit invalidating the Contract, may order changes in the Work within the general scope of the Contract consisting of additions, deletions or other revisions,the Contract Sum and Contract Time being adjusted,accordingly in writing. If the Owner and Contractor can not agree to a change in the Contract Sum, the- Owner shall pay the Contlador its actual cost plus reasonable overhead and profit. ' i § 10.3 If concealed or unknown physical conditions are encountered at the site that differ matelially from•ithme •••••• indicated in the Contract Documents or from those conditions ordinarily found to exist, the•Contract Sum and •. Contract Time shall be sur'ect to equitable adjustment. .. . f .... . .. ...... § 10.4 All Change Orders shall be approved by both spouses(Owner) and hereby authorize' AL"other to ;• •�; execute Change Orders to this Agreement, and acknowledge that each has the authority tpbTIVDoth pvmelto • such changes, including changes involving an upward adjustment of the Contract price. *000 •, •• ••••• • • , • y i .. •. .... •....• = ARTICLE 11 TIME •••••• ' . .• ...... § 11.1 Time limits stated in the Contract Documents are of the essence of the Contract. ., § 11.2 If the Contractor is delayed at any time in progress of the Work by changes ordered in the Wor1t6 Qt by labor disputes, fire, unusual delay in deliveries, unavoidable casualties or other causes beyond the Contractor's control, the Contract Time shall be subject to equitable adjustment. Contractor shall not be held responsible for any damage occasioned y delays attributable to the acts or omissions of the Owner resulting from work done by Owner's own forces or other subcontractors, acts of Owner or Owner's agent. I 1 r ARTICLE 12 PAYMENTS AND COMPLETION ! i § 12.1 Contract Sum = I d ! 1 } t J 1 i I The Contract Sum stated in the Agreement, including authorized adjustments, is the total amount payable by the Owner to the Contractor for performance of the Work under the Contract Documents. § 12.2 Applications for Payment 1 r } § 12.2.1 The Contractor shall submit to the Owner an itemized Application for Payment for Work completed.in accordance with the values stated in the Agreement and Article 4"Payment". Such Application shall be supported by data substdritiating the Contractor's right to payment as the Owner may reasonably require. Payments shall be made on account of materials and equipment delivered and suitably stored at the site for subsequent incorporation)in the Work. If approved in advance by the Owner, payment may similarly be made for materials and equipment 'stored, and protected from damage, off the site at a location agreed upon in writing. § 12.2.2 The Contractor warrants that title to all Work covered by an Application for Payment will pass to the Owner no later than the timelof payment.The Contractor further warrants that upon submittal of an Application for Payment, all Work ford which Certificates for Payment have been previously issued and payments received from the Owner shall,.to the best of the Contractor's knowledge, information and belief, be free and clear of liens, claims, security interests or other encumbrances adverse to the Owner's interests. § 12.3 Certificates for Paylment ! I The Owner shall, within five (5) days after receipt of the Contractor's Application for Payment, either issue to the Contractor approval of Contractor's AIA G702/G703 Application for Payment, for such amount as requested by Contractor, or notify the Contractor in writing of the Owner's reasons for withholding certification in whole or in part.Pro ` 12.4 Progress Paymet nts § � 9 I § 12.4.1 After the Owner has issued approval of the Contractor's Application for Payment, the Owner shall make payment in the mainne'r provided in the Contract Documents. § 12 A.2 The Contractor Ishall promptly pay each subcontractor and supplier, upon receipt of payment from the Owner, an amount determined in accordance with the terms of the applicable subcontracts and purchase orders. § 12.4.3 Neither the Owner nor the Architect shall have responsibility for payments to a subcontractor or supplier: I j § 12.4.4 A progress pay erit, or partial or entire use or occupancy of the Project by the Owner, shall not constitute acceptance of Work not in accordance with the requirements of the Contract Documents. • § 12.5 Substantial Completion •• •• • § 12.5.1 Substantial Completion is the stage in the progress of the Work when the Work or designated portion . .... thereof is sufficiently complete in accordance with the Contract Documents so the Owner can o.ccupy or utilize ...... the Work for its intended use. .0000 0 :•...•. !: .... . ..... § 12.5.2 When the Work or designated portion thereof is substantially complete, the Arcitit$ct'4ill make V?• •• ••• inspection to determine whether the Work is substantially complete. When the Architect dreter"ines them the •••••• Work is substantially complete the Architect shall prepare a Certificate of Substantial Corrptejort that shall, .• establish the date of Sutl taritial Completion, shall establish the responsibilities of the Owner and Contractor, ....:. and shall fix the time within which the Contractor shall finish all items on the list accompanying the Ce+tificate. . Warranties required by tfre Contract Documents shall commence on the date of Substantia«ompletion of 41;e :•"'; Work or designated portion thereof unless otherwise provided in the Certifica#e of Substantial Complet? rJ,• § 12.6 Final Completi In and Final Payment r t § 12.6.1 Upon receipt of a final Application for Payment, the Architect or Owner shall inspect the Work: When the Architect or Owner finds the Work acceptable and the Contract fully performed,the Architect shall promptly issue a final Certificate for Payment. i r t ' r . I I w § 12.6.2 Final payment shall not become due until the Contractor submits to the Owner, releases and wlaivers of liens, and data establishing"payment or satisfaction of obligations, such as receipts, claims, security interests or encumbrances arising out of the Contract. § 12.6.3 Acceptance of fial payment by the Contractor, a subcontractor or material supplier shall constitute a waiver of claims by that payee except those previously made in writing and identified by.that payee as unsettled'at the time of final Application for Payment. ' ARTICLE 13 PROTECTION OF PERSONS AND PROPERTY The Contractor shall be r isponsible for initiating, maintaining and supervising all safety precautions and programs, including all those required by law in connection with performance of the Contract. The Contractor shall take reasonable pre;autions to prevent damage, injury or loss to employees on the Work, the Work and materials and equipment to be incorporated therein, and other property at the site or adjacent thereto. The Contractor shall promptly remedy damage and loss to property caused in whole or in part by the Contractor, or by anyone for whose acts,the'Contractor may be liable. v � jARTICLE 14 CORRECTION OF WORK § 14.1 The Contractor shall p1romptly correct Work rejected by the Architect or Owner as failing to conform to the requirements of the Contract Documents. The Contractor shall bear the cost of correcting such rejected Work, including the costs lof uncovering, replacement and additional testing. d § 14.2 In addition to the Contractor's other obligations including warranties under the Contract, the Contractor shall, for a period of one yearafter Substantial Completion, correct work not conforming to the requirements of the Contract Documents. r § 14.3 If the Contractor fails jto correct nonconforming Work within a reasonable time, the Owner may correct it in accordance with Section 7.3. ` � I ARTICLE 15 MISCELLANEOUS PROVISIONS § 15.1 Assignment of Contract Neither party to the Contract shall assign the Contract as a whole without written consent of the other. { ] § 15.2 Tests and Inspe'ctions § 15.2.1 At the appropriate times, the Contractor shall arrange and bear cost of tests inspectigns and:••• • approvals of portions of the Work required by the Contract Documents or by laws, statuteS,•grtlir=ances;odes, •••�:• rules and regulations, or lawful orders of public authorities. •; • § 15.2.2 If the Architect requires additional testing,the Contractor shall perform those teses. • •• •• :••••: § 15.2.3 The Owner shall bear cost of tests, inspections or approvals that do not become rAldiitementS unfit• ••••• after the'Contract is execbted. 09:00: , •••• ••:•.• § 15.3 Governing Law •• .• The Contract shall be governed by the law of the place where the Project is located. • . :••"' . • ` ARTICLE 16 TERMINATION OF THE CONTRACT • b § 16.1 Termination by i he�Contractor If the Owner fails to certify payment as provided in Section 12.3 for a period of 14 calendar days through no l fault of the Contractor, or, if the Owner fails to make payment as provided in Section 12.4.1 for a period of 14 calendar days, the Contractor may, upon seven additional days'written notice to the Owner and Architect, terminate the Contract and recover from the Owner payment for Work executed including reasonable overhead and profit, and costs incurred by reason of such termination. j ' 4 s § 16.2 Termination by Ihe Owner for Cause § 16.2.1 The Owner maylterminate the Contract if the Contractor .1 repeatedly refuses`or fails to supply enough properly skilled workers or proper materials; .2 fails to make p' yment to subcontractors for materials or labor in accordance with the respective + agreements between the contractor and the subcontractors; .3 persistently disregards laws, ordinances, or rules, regulations or orders of a public authority having jurisdiction; or 1 ' .4 is otherwise guilty of substantial breach of a provision of the Contract Documents. § 16.2.2 When any of the above reasons exist, the Owner, after consultation with the Architect, may without prejudice to any other rights or remedies of the Owner and after giving the Contractor and the Contractor's, surety, if any, seven days'written notice, terminate employment of the Contractor and may .1 take possession of'the site and of all materials thereon owned by the Contractor, and .2 finish the Work by whatever reasonable method the Owner may deem expedient. § 16.2.3 When the Owner terminates the Contract for one of the reasons stated in Section 16.2.1,the Contractor shall not be entitled to receive further payment until the Work is finished. § 16.2.4 If the unpaid balance of the Contract Sum exceeds costs of finishing the Work, such excess shall be paid to the Contractor. Ifsuch costs exceed the unpaid balance, the Contractor shall pay the difference to the Owner. This obligationfothe' Owner payment shall survive termination of the Contract. § 16.3 Termination by for Convenience The Owner may, at any tune;terminate the Contract for the Owner's convenience and without cause. The Contractor shall be entitled to receive payment for Work executed, and costs incurred by reason of such termination, along with reasonable overhead and profit on the Work not executed. { ARTICLE 17 OTHER TERMS AND CONDITIONS § 17.1 Liquidated Damages Clause The Owrier shall assess, land the Contractor shall be responsible for, liquidated damages, starting on the first (1t) day following the date for which Substantial Completion is not achieved (10 months after the Date of Commencement) in the amount of$10,000 per month, to be prorated at the rate of$328.77 per calendar day. § 17.2 Defects in Workmanship . . The Owner shall notify the Contractor of any defective condition in the Contractor's work or wei-Wnansllip with seven (7) calendar days rorri when such condition was discovered. Failure to so notify the to n Tractor s�balf fie •• deemedan absolute waiver of any right to pursue a claim against Contractor for such conditim 9xcludlhg Such •••••• deficiencies that are of alwarranty nature of which such deficiencies shall be remediated v3MMthe terms &the ••• respective stated or implied warranty. Contractor shall be given the opportunity to cure 4VdftctiveVbVdltion discovered during the corse of the work as a condition to termination of the Contractor. "Contractor shell .•�..• cure such defective condition, as a condition of termination, within seven (7) calendar dad llrtm Contrackoras 0.0.0 receipt of Owner's notification. •• •• •••• •••••• i 0000.. � . 0 § 17.3 Owner's Comm nication 0 0 0 • i 0000.. i i The Owner shall commu icate with Contractor's subcontractors only through the Contrador.•Tlte Owned •.• •••• acknowledges that any site visits or Inspections made of the project are at Owner's risk. Owner agrees tp schedule such site visits lor inspections in 24 hour advance with Contractor during the hours of work being performed by Contracto I's own or subcontracted forces. Owner shall be able to access the existing boat dock at times of its choosing as longas Owner does not enter Contractor's work area mutually established by Owner and Contractor. § 17.4 Contractor's Notices and Disclosures i I According to Florida's Construction Lien Law (Sections 713.001-713.37 Florida Statutes), those who work on Owner's'property or provide materials and are not paid in full have a right to enforce their claim for payment against Owner's property! This claim is known as a Construction Lien. If Contractor, or Subcontractor, fails to pay Subcontractors, Sub!Subcontractor or Material Suppliers, those entities who are owed money may look to Owner's property for payment, even if Owner has paid_Contractor in full. If Owner fails to pay Contractor, Contractor may also have a lien filed on Owner's property. This means that if a lien is filed, Owner's property could be sold against its will to pay for labor, materials, or other services thatt'Contractor or Subcontractor may have failed to pay. Contractor hereby acknowledges that it is to provide a written release of lien from any person or entity that has provided a"NOTICE TO OWNER"to Owner, before payment is transmitted to Contractor by Owner. r i NOTICE REGARDING CHAPTER 558, FLORIDA STATUTES: ANY CLAIMS FOR CONSTRUCTION DEFECTS ARE SUBJECT TO THE NOTIC11 AND CURE PROVISIONS OF CHAPTER 558, FLORIDA STATUTES. F This Agreement entered Into as of the day and year first written above. (If required by law, insert cancellation period, disclosures or other war g statements above the signatures.) � y i R(Si re) 1F 3 CO CTOR(Signature) - -170 P15 1�3 (Printed name, title and address) J (Printed name,title 37��l 1 - I ( t (Date) d i I LICENSE IVO.: C- X515 (O t r O. �'� E) Sig lure) k 1 M1 I o r name,Bt address • • • 0000•• E • d 17 . 0000•• • 00 0.00.0 (Date) 0000•• • • • 00.00• 0000 •• • • • 4 •00• •' •• •0000 0••0•• 0000 •000• F •• •• 0000 •••00• •. 0000•• • r • • • • 0000•• i 0000•• � 0000 • 0000•• J i f a. I 1 i i A i EXHIBIT A o - ► ao 2 ` 0 LITZENBERGµRES1DE qw l- ITEM " -DRAWING DESCRIPTION PERM! REV1 REV2 REVS . REV4 ' OTHER, NO._ j IT 1 , i A0.00 COVER X 2 A1.00 SITE DATA X X 3 j D1.00 DEMOLITION PLAN X X 4 ! L1.00 LANDSCAPE PLAN X X 5 t ! 1-1.01 LANDSCAPE NOTES X 6 1-1.02 LANDSCAPE DETAILS X ; 7 1 A1.01 ENLARGED SITE PLAN X X 8 # A1.02 ENLARGED SITE PLAN X X 9 A2.00 GROUND FLOOR PLAN X X U U 10 i A2.01 GROUND FLR RCP X X U U 11 A2.10 SECOND FLOOR PLAN X X U U 12 i. A2.11 SECOND FLR RCP X X U U 13 72.20 ROOF,PLAN X 14 A3.00 ENLGD KITCHEN X X 15 i A3.01 KITCHEN ELEVS X X 16 I A3.02 ENLGD GUEST BEDRM X X U U 17 ( A3.03 ENLGD STAIR X X 18 i I A3.10 ENLGD MASTER BEDRM X X U U 19 ( A3.11 ENLGD BEDRM 1 X X 20. i. A3.12 ENLGD BEDRM 2 X X 21 ( f A4.00 ELEVATIONS X X U U 22 i A4.01 ELEVATIONS X X U U 23 A4.02 PARTIAL ELEVATIONS X X 24 ( A5.00 SECTIONS X X 25 ( A5.10 WALLISECTIONS X X 26 A5.11 WALL�SECTIONS X X 27 A6.00 DOOR SCHEDULE X X U U 28 t A6.01 DOOR DETAILS X X 29 t A6.10 GLAZING SCHEDULE X X U ••Ir••• •••••• 30 E: A6.11 GLAZING ELEVATIONS X X ' •U: U • • 31 A6.12 GLAZING DETAILS X X • • • • • • • •••••• 32 A7.00 DETAILS X X • • .• • • 33 A7.01 DETAILS X X •.. •• •••• 34 i A7.02 ROOF DETAILS X X ••• • • •• 35 A7.03 DETAILS X • •••• .... ••��•• 35 C-1 CIVIL GRADING AND DRAINAGE X X • •• 90;0 ....,, 36 F CALCS CIVIL CALCULATIONS X •••• • • • 37 i ( S1.0 GENERAL NOTES X X • • • • ••••:• 38 s I S1.1 WALL,PRESSURES X • • • • 39 S2.0 FOUNDATION PLAN X X X X •• •• • • 40 i S2.1 FOUNDATION&FLOOR PLAN X X X X • • 41 S2.2 SECOND FLOOR FRAMING PLAN X X X X 42 I S2.3 ROOF FRAMING PLAN X X 43 'S3.0 SCHEDULES X X X X 44 i S4.0 DETAILS X X X 45 ; S4.1 DETAILS X X X 46 j S4.2 JPETAILS X X ` r , k 1 1 + f 1 47 + S4.3 DETAILS x 48 1 CALCS STRUCTURE CALCULATIONS x 49 P-1.0 PLUMBING SITE PLAN x x 50 ; P-2.0 GRND FLR PLUMBING PLAN x a 51 P-3.0 SCND FLR PLUBMING PLAN x 52 + P-4.0 PLUMBING ISOMETRICS x 53 P-5.0 PLUMBING DETAILS&NOTES x r ' 54 j M-1.0 GRND FLR MECHANICAL PLAN x x x x 55 ; M-2.0 SCND FLR MECHANICAL PLAN x 56 I M-3.0 DETAIL'S AND NOTES x 57 + , E-0.1 ELECTRICAL SITE PLAN x 58 { E-1.0 GRND FLR ELECTRICAL PLAN x 59 E-2.0 SCND FLR ELECTICAL PLAN x 60 + E-3.0 SCHEDULES x 61 E-4.0 RISER DIAGRAM AND NOTES x F 62 i f CALCS ENERGY CALCULATIONS x r66 ' NOA NO.12-0227.08 x j NOA NO.14-0430.05 x ( NOA NO.14-0430.10 x J NOA NO.14-0430.14 x NOA N0.22 0316.05 x NOA N0.12-0201.07 x + ) NOA NO.12-0130.12 x PERC TEST PERCOLATION TEST x SOIL BORING SOIL BORING REPORT x SURVEY ELEVATION CERT&SURVEY x11!25/2014 t ASI-01 WALL ASSEMBLY LEGEND 11/4/2015 73 i ; ASI-02 WALL FURRING 11/6/2015 3 1 i i i f i l i 1 ...... . .. ...... .... ...... .. .. .... ...... { . .. . . ... . . � r 1 f f[ t t I p k 1 . Line Item Notes Concrete: ` Bid Notes: 5000 PSI ' i Piles: Bid Notes Article.1: Specifications * 1.1 We'hereby submit specifications and estimates for the installation of:75 Auger cast piles as specified below. * 1.2 'Auger piles are to be: 14 inch'in diameter, 25'feet in length and reinforced with 4-#6.bars-by 10'ft #3 @12" 1-#7 bar center- Grout to be 5000 PSI. Article 2: Changes in base bid * 4.1 Add piles at unit prices listed above(during same mobilization) * 4.3 'For piles longer than':25'add: $35.00 per In ft. * 4.5 :Piles with excess'of 150%of theoretical volume add$250.00 per yard. Fill&Sand(Cyclone): I Bid Notes:: Quantities'considering the use of brown sand from pool trenching as reported from the soil report. Additional fill may be required if there is too much silt contamination. Other. i Bid Notes: Stair structural construction included. Stair finish not included in this item. � � i p � Windows: ' Bid Notes: Windows and doors quote based on quote from American Storm Protection. See attached exhibit B. EJD Construction has full discretion as to what vendor to use providing the use of the same manufacturer, product, and finish. Water proofing of bucks is not included. PGT 5500 series, clear(no tint), no grid, coastal package, Low E energyshieldMax only on windows exposed to direct sun(not on shaded windows/doors), Silver color Exterior frames and white interior. Garage Doors i Bid Notes To include motor, keyless entry, chain drive, and 2 remotes. Electrical Subcontractor: 0000.. • Bid Notes: 0 .0 000 0 0 0 Includes switches and outlets and fixture installation. Fixtures provided by Owner. Chandelie*woor Any .. 0• assembly items not included. *00:00 • .. **go0 000000 0 • 0000.. Underground Svc.: •••• •• . • • Bid Notes: •••• • •• ••••• Includes trenching and FPL admin. Permit fees and FPL fees to be paid by Owner. 0 9:0 0: :00* •0 0 0 Plumbing:- Bid lumbing:-Bid Notes: 0 0 0 • 0000.. 0000.. Fixtures and appliances.provided by Owner and installed by Contractor. 0 0 0 0 so 0� 0000.. Other •so 0 Bid Notes: 1500'Gal.tank. Excavation`and piping included for sand and rock subgrade conditions. HVAC System: Bid Notes: Thermostat and Heater included.Any specialty thermostat or equipment sold separately. , I Kitchen Exhaust.' ' 7 of s Initialed by: Own Contractor a 1 Bid Notes: Kitchen Hood installations ar'e not included. New Complete System: f r Bid Notes: + Trane Unit, model as indicated on plans. 16 SEER option is 2,310.00 PrrON. + Roofing: Bid Notes: Standing seam metal roof as indicated on plans. Labor Finish: Bid Notes: Level 4 finish ready for aint. , t 4 Stone Materials: Bid Notes: Lime stone allowance. Cabinetry: { ` Bid Notes: + Maple wood kitchen cabinet's,stained or painted of owner color preference. Stains or paint to be selected by owner from color chart to be provided. Door style to be selected by owner. Cabinet accessories sold separately. Home owner•will take necessary precautions to remove or relocate items of value to be reused and/or'saved,or in any danger of being damaged due to construction process. Caution to owner: Use of natural wood products in regards to stains: Contractor is not responsible for inconsistencies in blotchiness and stain colors due to inconsistencies in wood shades. Please ask your sales person for options if consistencies in the stain is�bf the essence. i Countertops: I Bid Notes: Owner'to select from various colors and syles from value line provided by Contractor.Additional pricing available for other colors:Exotic and rare stones also available., Interior Doors: Bid Notes: { Hardware Provided by Owner and Installed by Contractor. Interior Trim: Bid Notes: • Builder grade/common profiles up to 1.20 p/LF. F • Window&Door Casing: " ' • ...... . .. ...... Bid Notes: , ••••• ...... excludes window casing. J •....� �.� •• • Ogg • • Marble Labor. •..... .... ��••• Bid Notes: 1 ' Glass tile installation is not included and is subject to additional labor costs. Excessive groytVpV�is not*•• included and is also su Djeci to additional labor costs. • " Other. '.." : •. �..... + Bid Notes: • Hydroban sealant and application. Labor and Materials for all bathrooms as required. tt {, � f i I Paint: Bid Notes: i Sherwin Williams mid grade paint.2 color base and trim per room interior. 2 color base and trim exterior. Additional colors are subject to additional costs. Prime and 2 coats paint interior and exter' Bath Hardware Labor: i i 8 of 9 Initialed by: O Contractor i Bid Notes: Accessories provided by Owner and installed by Contractor. Includes towel bars,toilet paper holders, towel rings, medicine cabinets, and mirrors.Assembly not included. Glass: f Bid Notes: Standard hardware incl ded'for all doors and sliders in chrome or brushed nickel finishes.Additional , styles and finishes are available upon request prior to placing the order. a I Pavers Installation: Bid Notes: Labor and material. Pavers provided by Owner. I Stormwater System: Bid Notes: Mobilization, Drainage Installation; 2-15"Catch Basins, 55 LF 15"French Drain. Site grading and Berm for drainage system. { Shrubs: Bid Notes: Lirope! Philodendrun, J16palse Box Wood, and Agave.All 25 gal. Price includes installation. Trees: Bid Notes: Bottle Brush Tree. 25 gal. Price includes installation. Site Improvements-Misc: Bid Notes: Includes front porch fo ntain and planters. Railings: ' Bid Notes: Railing for balcony and stairs: a Pool Systems: Bid Notes: New pool construction, 10'by 60',dimensions subject to variation. (5%+or-). Excavation for pool included. Coping (gem pavers). Pool tile cost up to$5.00 sgft.1 Filter.1 Pump(2hp). Pool quote to be used as an allowance. Final price based on detailed quote from pool contractor. • r •• • •• • • •••••• • •• •••••• Payment Schedule: """ • • s •.•• :• . �••••• Deposit: $ • . . • . • Drywall inspection: $ "" ' •• •• ••• Tile Completed: $ � •••.•• ••�• ••••.• Job Completion:$ • Aer/Spo ••• � I Contractor Sig ature Owner Signature P Your signing of s proposal shall work to form a binding contract,and shall be deemed an accepfance of the terms stated I herein and of the general provisions attached as Exhibit"A"hereto,which provisions are incorporated by this reference s 9 of 9 Initialed by: Ow Contractor . . . ... . . . ... i- C, Application and Certificate for Payment ' 00 .. . . . . . .. . TO OWNER: PROJECT - ••A•PFtijjATIO§l�O: j ' 9 • DISTRIBUTION T0: ••• • Litzenberg,Marc Lilzenberg New Residence PERIOD TO: 1210712015 OWNER 0 C JKTRAGT FOR: •• :00 •• ARCHITECT❑ CONTRP(}T DA-PE:••10' 015 '• FROM CONTRACTOR: VIA ARCHITECT: � , , , , , � � • CONTRACTOR❑ EJD Construction Contractors&Investment,Corp A� JEbTONOS•. ' ' " FIELD❑ 1700 NE 143 ST L3 North Miami,Florida 33181 OTHER CONTRACTOR'S APPLICATION FOR PAYMENT The undersigned Contractor certifies that to the best of the Contractor's knowledge,information and belief the Work covered by this Application for Payment has been completed in accordance with the Contract Documents,that all Application is made for payment,as shown below,in connection with the Contract. have been paid by the Contractor for Work for which previous Certificates for Payment were issued and payments Continuation Sheet,AIA Document G703,is attached. received from the Owner,and that current payment shown herein is now due. 1.ORIGINAL CONTRACT SUM $1,247,706.35 2.Net change by Change Orders $0.00 CONTRACTOR: 3,CONTRACT SUM TO DATE(Line 11:2) $1,247,706.35 By: Date: 4.TOTAL COMPLETED 5 STORED TO DATE(Column G on G703) $153,227.09 State of: 5.RETAINAGE: County of: a. 10%of Completed Work Subscribed and om to before (Column D+E on G703) $15,322.71 me this day of b. 0%of Stored Material (Column F on G703) $0.00 Notary Public: Total Retainage(Lines 5a+5b or Total in Column I of G703) $15,322,71 My Commission expires: 6.TOTAL EARNED LESS RETAINAGE $137,904.38 ARCHITECT'S CERTIFICATE FOR PAYMENT (Line 4 Less Line 5 Total) In accordance with the Contract Documents,based on on-site observations and the data comprising this application,the 7.LESS PREVIOUS CERTIFICATES FOR PAYMENT $0.00 Architect certifies to the Owner that to the best of the Architect's knowledge,Information and belief the Work has progressed as indicated,the quality of the Work is in accordance with the Contract Documents,and the Contractor is (Line 6 from prior Certificate) entitled to payment of the AMOUNT CERTIFIED. 8:CURRENT PAYMENT DUE---- - — - .f $137,904.313 9.BALANCE TO FINISH,INCLUDING RETAINAGE AMOUNT CERTIFIED - $137,904.38 (Line 3 less Line 6) $1,109,801.97 (Attach explanation if amount certirred'differs from the amount'appiied.-initial all figures on this-Application-and-on 1he- Continuation Sheet that are changed to conform with the amount certified.) CHANGE ORDER SUMMARY ADDITIONS DEDUCTIONS ARCHITECT: Total changes approved in previous months by Owner $0.00 $0.00 By: Date: Total approved this Month $0.00 $0.00 TOTALS $0.00 $0.00 -This Certificate is not negotiable.-The AMOUNT CERTIFIED is payable only to the Contractor named herein_Issuance, ` NET CHANGES by Change Order $0.00 payment and acceptance of payment are without prejudice to any rights of the Owner or Contractor under this Contract. i - . . ... . • . •.•• .. .. . . . .. .. • Continuation Sheet • ' ':PAW.- 1 - 65 APPLICATION AND CERTIFICATE FOR PAYMENT,containing Contractor's signed Certification,is attached. ••. •.• ••• APPLIC;; N NO' 1 In tabulations below,amounts are stated to the nearest dollar. Use Column I on Contracts where APPLICATION DATE: 121712015 variable retainage for line items may apply. .• :• • • •• •PORIODPO: 121712015 • • �•p • . • • • •, :•: jrCNrrEGrs FMJECIV: A B C D E F •• • • • O ••• •• H WORK COMPLETED MATERIALS PRESENTLY TOTAL COMPLETED % BALANCE RETAINAGE ITEM DESCRIPTION OF WORK SCHEDULED VALUE FROM PREVIOUS AND STORED 70 (GIC) TO FINISH NO. APPLICATION THIS PERIOD .STORED (NOT DATE (C•G) (IF VARIABLE RATE) IN D OR E) 1 01-Planning:Architectural Services $2,310.00 $0.00 $0.00 $0.00 $0.00 0.00%1$2,310.00 $0.00 2 03-Foundation:Conorete Slab $32,791.76 $0.00 $0.00 $0.00 $0.00 0.00%$32,791.76 $0.00 3 03-Foundation:ExtedorWall $56,240.82 $0.00 $0.00 $0.00 $0.00 0.00%$58,240.82 $0.00 4 03-Foundation:Footers $109,693.41 $0.00 $0.00 $0.00 $0.00 0.00%$109,893.41 $0.00 5 03-Foundation:Foundabon-Misc $7,768.00 $0.00 $0.00 $0.00 $0.00 0.00%$7,768.00 $0.00 6 03-Foundation:Reinforcing Steel $71,227.75 $0.00 $0.00 $0.00 $0.00 0.00%.$71,227.75 $0.00 7 03-Foundation:Site Work $6,495.40 $0.00 $0.00 $0.00 $0.00 0.00%$6,495.40 $0.00 8 04-Framing:Ceiling Framing $8,549.73 $0.00 $0.00 $0.00 $0.00 0.00%$8,549.73 $0.00 9 04-Framing:Floor System $15,270.67 $0.00 $0.00 $0.00 $0.00 0.00%$15,270.67 $0.00 10 04-Framing:Roof Framing $34,044.36 $0.00 $0.00 $0.00 $0.00 0.00%$34,044.36 $0.00 11 04-Framing:Wall Framing $9,989.11 $0.00 $0.00 $0.00 $0.00 0.00%$9,989.11 $0.00, �V,w5/ 12 05-Ext.Windows&Doors:Garage Doors $2,750.00 $0.00 $0.00 $0.00 $0.00 0.00%$2,750.00 $0.00 13 05-Ext.Windows&Doors:Windows $142,006.20 $0.00 $0.00 $0.00 $0.00 0.00%$142,006.20 $0.00 14 06-Electrical Systems:Electrical Subcontractor $57,781.50 $0.00 $0.00 $0.00 $0.00 0.00%$57,781.50 $0.00 15 07-Plumbing Systems:Plumbing $26,544.00 $0.00 $0.00 $0.00 $0.00 0.00%$26,544.00 $0.00 1 16 07-Plumbing Systems:Septic Tank Systems $15,750.00 $0.00 $0.00 $0.00 $0.00 0.00%$15,750,00 $0.00 ---- -17-07-Plumbing Systems:Water&Sewer-Line_ $10,090.50 $0.00 _ _ _$0.00____ $0.00 $0.000.000 $10,090.50 $0.00 18 07-Plumbing Systems:Water Heaters $820.24 $0.00 $0.00 $0.00 $0.00 0.00%$820.24 $0.00 _ _. N{ _ 19 08-HVAC System:HVAC System $34,912.50 $0:00 $000 $0:00 $0:00 -0.00°10$34,912.50 $0.00 20 09-Roofing:Roofing $78,750.00 $0.00 $0.00 $0.00 $0.00 0.00°1°$78,750.00 $0.00 21 10-Insulation&Drywali:Drywall $20,673.36 $0.00 $0.00 $0.00 $0.00 0.00%°$20,673.36 $0.00 22 10-Insulation&Drywall:I nsulation $13,757.52 $0.00 $0.00 $0.00 $0.00 0.00%$13,757.52 $0.00 23 11-ExteriorVeneer:Stone $18,478.50 $0.00 $0.00 $0.00 $0.00 0.00%$18,478.50 $0.00 . . ... . . . •••. .. .. . . . .. .. Continuation Sheet ' ' • ' ' " PAA. 2 APPLICATION AND CERTIFICATE FOR PAYMENT,containing Contractor's signed Certification,is attached. ••. ••• ••• •APPLICAPION RO: 1 In tabulations below,amounts are stated to the nearest dollar. Use Column I on Contracts where APPLICATION DATE: 1217/2015 variable retainage for line items may apply. •• • • • •. .•FERIODTO: 12!712015 • i w iAgCIjTfLTsPROJECT•NO: A B C D E F•• • • • • •G••• .• IH WORK COMPLETED MATERIALS TOTAL COMPLETED % BALANCE RETAINAGE ITEM DESCRIPTION OF WORK SCHEDULED VALUE FROM PREVIOUS PRESENTLY STORED AND STORED TO (G1 C) TO FINISH NO. - APPLICATION THIS PERIOD (NOT IN D OR E) DATE (C-G) (IF VARIABLE RATE) 24 11-Exterior Veneer:Stucco/EIFS $8,304.66 $0.00 $0.00 $0.00 $0.00 0.00%$8,304.66 $0.00 25 12-Cabinetry&Countertops:Cabinetry $16,825.73 $0.00 $0.00 $0.00 $0.00 0,00%1$16,825,73 $0.00 26 12-Cabinetry&Countertops:Countertops $4,851.00 $0.00 $0.00 $0.00 $0.00 0,00%1$4,861.00 $0.00 27 13-IntefiorTrim&Stairs:lnterior Doors $8,406.15 $0.00 $0.00 $0.00 $0.00 0,00%$8,406.15 $0.00 28 13-Interior Trim&Stairs:lntedorTdm $4,946.99 $0.00 $0.00 $0.00 $0.00 0.00%$4,946.99 $0.00 29 14-Floorcovering:Flooring Allowance $12,650.00 $0.00 $0.00 $0.00 $0.00 0.00%$12,650:00 $0.00 30 14-Floorcovedng:Hardwood Flooring $6,460.13 $0.00 $0.00 $0.00 $0.00 0.00%$6,460.13 $0.00 31 15-Wall&Floor Tiles:Marble Labor $22,178.60 $0.00 $0.00 $0.00 $0.00 0.00%$22,178.60 $0.00 32 15-Wall&Floor Tiles:Stone&Tile Allowance $11,352.00 $0.00 $0,00 $0.00 $0.00 0.00%1$11,352.00 $0.00 33 15-Wall&Floor Tiles:Tile Materials $1,816.35. $0.00 $0.00 $0.00 $0.00 0.00%$1,816.35 $0.00 34 16-Paint&Finishes:Paint $39,029.97 $0.00 $0.00 $0.00 $0.00 0.00%$39,029.97 $0.00 35 17-Bath&Closet Accessodes:Bath Hardware L $708.75 $0.00 $0.00 $0.00 $0.00 0.00%$708.75 $0.00 367 17-Bath&Closet Accessodes:Glass $3,465.00 $0.00 $0.00 $0.00 $0.00 0.00%$3,465.00 $0.00 Dri 3 18-Site Improvements:Concrete DriveslWalks $11,000.00 $0.00 $0.00 $0.00 $0.00 0.00%$11,000.00 $0.00 38 39 18-Site Improvements:Final Grading $315.00 $0.00 $0.00 $0.00 $0.00 0.00%J$315.00 $0.00 18-Site Improvements:Landscaping $19,399.60 $0.00 $0.00 $0.00 $0.00 0.00%$19,399.60 $0.00 __A0_ 18:Site Improvements:Slte Improvements-Misc $13,365.00 $0.00 $0.00 $0.00 $0.00 0.00%$13,365.00 $0,00 j 41 18-Site Improvements:StormwaterSystem $35,200.00 $0.00 - $0.00,-` $0.00' - ` - $0.00-v -0.00%$35,200.00-- =$0.00 - ��� 42--'19=E-endrAreas'&`Flnlshes:Poot-Systems-$65,100.00 $0-00 $0.00 $0.00 Lo.-00-_ _ 0.00%$65,100.00 $0.00 43 19-Exterior Areas&Finishes:Rapings $22,440.00 $0.00 $0.00- $0.00 $0.00 0.00%$22,440.00 $0.00 44 20-Construction Clean Up:Clean Up-Final $3,696.00 $0.00 $0.00 $0.00 $0.00 0.00%1$3,696.00 $0.00 45 21Jobsite Facilities:Portable Restrooms $1,323.00 $0.00 $0.00 $0.00 $0.00 0.00%$1,323.00 $0.00 46 22-Miscellaneous:Matedal Delivery $1,575.00 $0.00 $0.00 $0.00 $0.00 0.00%$1,575.00 $0.00 47 22-Miscellaneous:Rental Equipment $1,375.00 $0.00 $0.00 $0.00 $0.00 0.00%$1,375.00 W.00 • • ••• • • • • ••• Continuation Sheet ' ' • ' • •' ' • , ••• • PAG•.6: 3 APPLICATION AND CERTIFICATE FOR PAYMENT,containing Contractor's signed Certification,is attached. ••• ••• •" 'APPLICAPON NO: 1 In tabulations below,amounts are stated to the nearest dollar. Use Column I on Contracts where APPLICATION DATE: 12/712015 variable retainage for line Items may apply. •• • • • •• ••PEPJWTO: 12(1/2015 �'• ',` :ABC fttT'Ca PROJEeT•NO: A B C D E F•• •• H I WORK COMPLETED MATERIALS TOTAL COMPLETED % BALANCE RETAINAGE ITEM N0. DESCRIPTION OF WORK SCHEDULED VALUE FROM PREVIOUS PRESENTLY STORED AND STORED TO (G f C) TO FINISH IF VARIABLE RATE) APPLICATION THIS PERIOD (NOT IN D OR E) DATE (C•G) 48 Company Overhead&Margin:Company Margin $54,723.96 $0.00 $54,723.96 $0.00 $54,723.96 100.00%.$0.00 $5,472.40 49 Company Overhead&Margin:Company Overhe$98,503.13 $0.00 $98,503.13 $0.00 $98,503.13 100.00%j$0.00 $9,850.31 y $1,247,706.35 $0.00 $153,227.09 $0.00 $153,227.09 _ 12.26% $1,094,479.26 `$15,322.71 � ' _ . ~ ' 2- 100-50R-E 3ECOND /&/[ ^ NLAiNI} SHORES' FLORIDA 33I38-2382 . ---- Te|ephone� (3O�) 795-22O7 Fax: (305) 7,56-8972 ' DAVID A. OACC)U|STO. A|CP pLA Nw/ms^ zow/Nsc/f.p.ccrn� DEVELOPMENT ORDER - File Number: PZ-1 1-14-2014150 Property Address: 140 NE /O3vdStreet ' ` Ovvnor/Applicant: &nnuLitzenhc[o Address: |40NEI O3m5<rccCMiami Shores, FL33|3D'Z626 Whereas. the applicant Anne Li/zeohcrg (Ovncr). has 6)cd an application for site plan review before the Planning Board oil thle uhoveprope1iy. The applicant sought approval as h`||owo: Pursuant to Articles |V. Vand V| ofAppendix & Zoning, Sec. 4O0Schedule o[Rnou|u|ions` Sec 5\8 (2), Sec. 534and Sec. 600 Site plan review and approval required. Waterfront development. New residence. Whereas, a public hearing was held on December | |. 2014 and the Board, after having considered the, upp}ixooino and after hearing testimony and ,evieninu thc evidence entered, finds': / l. The application was made in it manner consistent with the requirements of the Land Development Code o[u1inmi Shores Village. l The conditions oil rhr property and the rcpoacncuhous modc at the hearing merit consideration and are consistent with tile requirements o[the Lund Development Code. The Board requires that all further development ofthe property shall be performed inamanner consistent with the site plan.drawings,and tile conditions agreed upon m�he hcurina: | |) Approval is granted as shown on the plans submitted and made u pun of this approval to construct new 54,747 cubic (icrtwo-story residence. 2) Approval isfor x"Slate Gray-color standing scammetal roof. 3) Applicant to obtain all required building permits before 6c-ioninowork. 4) Applicant /nobtain all required permits and approvals from the Miami-Dade Department of Regulatory and Ecohonlic Resources, Environmental Plan Review Division (DRER, EPRD) and the Miami-Dade Department n[Hcuhh(D0H/HRS)aorequired. 5) Applicant to comply with all requirements of FEMA, the NFIP and the Florida BUildin-Code for construction in the &EV special flood hazard area as applicable. ' 6) Landscaping shall hecompliant with Division |7oyAppondb & Village uFMiami Shoo� Code ofOrdinances. The applicant shall not vary the approved landscape plan without planning board approval except the plannina director may approve modifications administratively vhoo modification to the landscape p|uu is necessary to comply with Division 17. ' Puue | o[2 . DO'PZ'| |'|4'20|4|50_Li � 1 7) Artificial turl7grass is not permitted. 8) Landscaping shown on the landscape plan shall be installed and completed within one(11) year of the issuance of the certificate of completion by the building official. 9) The applicant shall provide an architect or engineer's drainage plan and report to certify to the buildin<o official that the site provides storm drainage that detains the first one inch in natural or filtered structural facilities prior to the issuance of a building permit by the Building Official. The applicant is responsible for any site modifications that are or may become necessary to provide storm drainage that detains the first one inch in natural or filtered structural facilities and shall make site modifications as necessary. All drainage improvements must be installed before final inspection by the Building Official. 10) The applicant is responsible for any site modifications that are or may become necessary to provide storm drainage that detains the first one inch in natural or filtered structural facilities and shall make site modifications as necessary. 1 1) Applicant to meet all applicable code provisions at the time of permitting. 12) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one(1)year. 1,) Approval is for a 1.5 ft. high fence/wall in the front yard and a 1.5 ft. high septic mound, should the applicant find that either must be higher the applicant is to return to the Planning and Zoning Board for approval of each modification. Additionally, the applicant must, satisfy all applicable Miami Shores Village Codes, Miami-Dade County Codes. the applicable building and life safety codes required for development.. and provide a copy of the development order to the Building Dept. The application with conditions was passed and adopted this l l"' day of December, 2014 by the Planning i and Zoning Board as follows: Mr. Abramitis Yes Mr.Busta Yes i 7 % f Mr. Reese. Yes ,' l Mr. Zelkowitz Absent Chairman Fernande Yes Date i YY//---- / ichard M. Fernand Chair, Planning B rd 1 i 0 Page 2 of 2 DO-PZ-I 1-14-2014150 Litzenber:t v 1 } MIAMI-[aAD� R��.1�,r1 MIAMI-DADE COUNTY �i�W PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING,ENVIRONMENT, AND REGULATORY AFFAIRS 11805 SW 26 Street,Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami;Florida 33175-2474 T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.aov/sera Metal Master Shop Inc. 7484 NW 8 Street Miami,FL.33126 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials.The documentation submitted has been reviewed and accepted by Miami-Dade County PERA-Product Control Section to ,.be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). 'This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in ' the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Englert Series 1300 Aluminum Metal Panel LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo,city, state and following statement: "Miami-Dade County Product Control Approved",unless otherwise noted herein. { RENEWAL of this NOA shall be considered after a renewal application has been filed acid there has been Lb chaff... in the applicable building code negatively affecting the performance of this product. ••• 009.09 .. .. 0000.. ' TERMINATION of this NOA will occur after the expiration date or if there has been a rdViSfiM or chang8 in the materials,use,and/or manufacture of the product or process. Misuse of this NOA as an end s went oIaKyQroduc f for sales,advertising or any other purposes shall automatically terminate this NOA.Failure tocp�p1.y with ppysectioq,pf..• this NOA shall be cause for termination and removal of NOA. 0 , .. .. .. . 0000.. 0000.. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County,Florida, ancf f4UQyved byofllL • expiration date may be displayed in advertising literature. If any portion of the NOA is d1pl#ed,theh it shall be bona.: in its entirety. •• 0• :0: 0 0 INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of pages 1 through 6. The submitted documentation was reviewed by Alex Tige MIAMI•DADE COUNTY NOA No: 12-0227.08 Expiration Date: 06/07/17 Approval Date: 06/07/12 Page 1 of 6 1 ( i i E i ' E ROOFING ASSEMBLY APPROVAL Category: Roofing Sub-Cateeory: Metal,Panels(Non-Structural) 'Material: Aluminum Deck Type: Wood 'Maximum Desien Pressure See Table A Below TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Test Product Product Dimensions Specifications Description Series 1300 1=various TAS 110 Aluminum,preformed, standing seam, E w= 16" TAS 125 coated panels. Thickness=0.032" Min.Yield Strength: 17 ksi E Series 1300 Clip 1=6-'/a" TAS 114 Corrosion resistant,formed, steel clips for E w= 1-`2" metal panel installation. h= l-"/16" Thickness Min.=0.024" Trim Pieces 1=varies TAS 110 Standard flashing and trim pieces. w=varies Manufactured for each panel width. Thickness=0.032" EVIDENCE SUBMITTED Test Agency Test Identifier Test Name/Report Date Architectural Testing,Inc. 01-32797.01 TAS 100 11/05/98 46064.01-122-18 TAS 125 07/21/11 'Hurricane Test 0155 0404-04 TAS 125 ••-N?.j/04 Laboratory,Inc. BASF ASTM G23 ...... '.4 4 /04 ....:• ASTM B117 ....% .... . ..... .. .. .. . ...... . . . . ...... ... . . ... . . . E a- NOA No: 12-0227.08 QMLAMI-DADE coUNTY Expiration Date: 06/07/17 s Approval Date:06/07/12 ' { Page 2 of 6 j t � APPROVED ASSEMBLIES: i System A-1: Series 1300 16"Wide Panel i Deck Type: Wood,Non-Insulated, i 1 Deck Description: 19/32»or greater plywood or wood plank I Maximum Uplift See Table A Below ' Pressure: i Deck Attachment: In accordance with applicable Building Code, but in no case shall it be less than 8d annular ring shank nails spaced 6" o.c. In reroofing, where the deck is less than 19/32" thick (Minimum 15/32"). The above attachment method must be in addition to existing attachment. 1 Underlayment: Minimum underlayment shall be a ASTM D 226 Type H installed with a minimum 4"side- laps and 6"end-laps. Underlayment shall be fastened with corrosion resistant tin-caps and 1'/4"annular ring-shank nails, spaced 6"o.c. at all laps and two staggered rows 12"o.c. in the field of the roll. Or,any Miami-Dade County Product Control Approved underlayment having a current NOA. Fire Barrier: Any approved fire barrier having a current NOA. Refer to a current fire directory listing for fire ratings of this roofing system assembly as well as the location of the fire barrier within the assembly. See Limitation# 1. Valleys: Valley construction shall be in compliance with Roofing Application Standard RAS 133 and with the current published installation instructions and details in Englert Metal Roofing Installation Manual. " Metal Panels and Install the "Series 1300 Panel" and accessories in compliance with Englert's current, Accessories: published installation instructions and details. Flashing,penetrations,valley construction and other details shall be constructed in compliance with the minimum requirem.nt:•provided in Roofing Application Standards RAS 133. • • ',•• 0000:0 1. Each roof panel is attached to the plywood substrate dlbng'it's mAle,rt) using the approved clips (6-'/4" long x I-'/z " wide x 1-11/16" ta11l located 3"Irom each panel• end and at a spacing as listed in Table A below. Each giip is attgched to sutvttdte; with four(4)corrosion resistant#10 self tapping pan h8ad srfews 4*slMii ient lez h to penetrate through the sheathing a minimum of 3/16".••••• 4•••• •••••• 2. Attach adjacent panel by placing the female rib over thiJQ j�•rib and cUp Standing'• seams shall be mechanically seamed to a full 180 degreb sdW,(double lock). ....:. TABLE A MAXIMUM DESIGN PRESSURES '•• Roof Areas Field Perimeter and Corner Maximum Design Pressures -55 sf -123.5 sf Maximum Clip Spacing 24"o.c. 8"o.c. 1. Extrapolation shall not be allowed NOA No: 12-0227.08 MIAMI-DAD,COUNTY Expiration Date: 06/07/17 Approval Date: 06/07/12 Page 3 of 6 t ' 1 SYSTEM LIMITATIONS 1. Fire classification is not part of this acceptance;refer to a current Approved Roofing Materials Directory for fire ratings of this product. 2. The maximum designed pressure listed herein shall be applicable to all roof pressure zones(i.e. field,perimeters, and corners).Neither rational analysis,nor extrapolation shall be permitted for enhanced fastening at enhanced pressure zones(i.e.perimeters,extended corners and corners). ,3. Panels may be rolls formed in continuous lengths from eave to ridge.Maximum lengths shall be as described in Roofing Application Standard RAS 133 4. All panels shall be permanently labeled with the manufacturer's name and/or logo, and the following statement: "Miami-Dade County Product Control Approved" or with the Miami-Dade County Product Control Seal as seen below. All clips shall be permanently labeled with the manufacturer's name and/or logo,and/or model. IIAMI•DADE MCOUNTY , . .5 0 5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 6. Panels may be jobsite roll formed with machine model#10921207 or 100301 from Englert Inc + r 6666 . . :... 6666.. . 0 6666.. .. .. 6666.. 660*00 . . • 666 6 6666.. 6666% 6666 . 6666. 6666.. 6064 60404 4 . 4 .. .. .. . 6666.0 440606 00 6666.. 0 . 6666.. 44 6 6 444 6 *to 6o r l i NOA No: 12-0227.08 1 Maar ggi a memsJUN r Expiration Date: 06/07/17 Approval Date:06/07/12 -'Page 4 of 6 1 i 1 4 PROFILE DRAWINGS I 16" y , SERIES 1300 METAL PANEL e 6-1/4" ...... .. .. ...... PANEL CLIP ••.r•• • i.•••i •• • I NOA No:•12-0227.08 MIAMI-DADS COUNTY Expiration Date: 06/07/17 Approval Date: 06/07/12 Page 5 of 6 + r d E a CLIP PANEL PANEL PREPARED ROOF \ FASTENER 9999 SERIES 1300 PANEL WITH CLIP AND FASTENER • • ••••• *000:0 AFTER SEAMING 9..* • • • • •••••• •• •. •99.99 • • • •9999• •..• •••.• END OF THIS ACCEPTANCE •• •• •• *000:0 9999.. . . . .9900. 9999.. . . .9.... .. 9999 .. a NOA No: 12-0227.08 MIAMI-DADE COUNTY ' Expiration Date: 06/07/17 Approval Date: 06/07/12 Page 6 of 6 MAW MIAMI-DADS COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING,ENVR N , TORY 11805 SW 26 Street,Room 208 AFFAIRS(PERA) Miami,Florida 33175-2474 BOARD AND CODE ADMINISTRATION IV S . PW T(786)315.2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.Qovj�Q,era/ WinDoor,Incorporated 7500 Amsterdam drive Orlando,Florida,32832 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of constructibn materials.The documentation submitted has been reviewed and accepted by Miami-Dade County PERA-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami-Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner,the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. ' This product is approved as described herein,and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series"8100"Aluminum Sliding Glass Door w/wo 900&135°corner&w/wo Reinforcements APPROVAL DOCUMENT:Drawing No. 08-01172,titled"8100 Series Alum 900& 1350 Corner SGD",sheets 1 through 13 A, 13B, 14, 15, 16A& 16B through 30 of 30,prepared by manufacturer,dated 01/20/11 and last revised or 06/03/11,signed and sealed by Luis R.Lomas,P.E.,bearing the Miami-Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant Limitations: 1. See Design Pressures(DP)rating Vs sizes,reinforcements,corner and sill riser in elevation,sheets 1 through 12. See sheet 13A for DP Vs sizes tables,sill riser,reinforcement and glass types for 900 corner and sheet 13B for 1350 corner units. 2. See anchors requirement in sheets 14,16A&16B.One cluster(two anchors total)at each anchor location shown in sheets 14& 16 at head,sill and jambs,except one(1)anchor at each pocket(hook-strips jamb) required.Door panels wider than 48"are limited to max. 120"high frame height.Door panel wider than 48" requires two clusters anchor(total four anchors)at centre of panel,see lay out in sheet 15. 3. Door Panels with 900& 1350 not to exceed 60"wide X 120"high or 48"wide X 144"high on 2,3 and 4 tracks with or without pockets. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo,city,state and series and following statement: "Miami-Dade County Product Control Approved",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use,and/or manufacture of the product or procepVM§0sq of this Nps as an endorsement'of any product, for sales,advertising or any other purposes shall automatically tel'Wilie tlis NOA.Vailure to comply with any section of this NOA shall because for termination and reftvaI of 1QQM'.• • . 0• ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County,Florida,and followed by the expiration date may be displayed in advertising litergire.' f any.portion of the NOA is displayed, then it shall be done in its entirety. :• . :: :• • • " •• NOA No 12-0130.12 Ft> Fcou ... Expiration Date: November 03,2016 Approval Date:April 19,2012 • Page 1 I i INSPECTION:A copy of this entire NOA shall be provided to.the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA#I1-0208.01 and consists of this page 1 and evidence pages E-1 &E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Ishaq I. Chanda,P.E. MIAM4DsADE COU 7 APPROVED i j r a • NOA No 12-0130.12 Expiration Date:November 03,2016 • ;Approval Date:April 19,2012 • Page 2 • •. 1 W inDoors Ing2ruorated NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections(transferred from file# 11-0208.01) 2. Drawing No.08-01172,titled"8100 Series Alum 90°& 135°Corner SGD",sheets 1 through a 13 A, 13B, 14, 15, 16A& 16B through 30 of 30,prepared by manufacturer,dated 01/20/11 and last revised on 06/03/11,signed and sealed by Luis R. Lomas, P.E. Note: This revision consists of FBC 2010 update only. a B. TESTS(transferred from file# 11-0208.01) 1. Test reports ori: 1)Air Infiltration Test,per FBC,TAS 202-94 2)Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3)Water Resistance Test,per FBC,TAS 202-94 4)Large Missile Impact Test per FBC,TAS 201-94 5)Cyclic Wind Pressure Loading per FBC,TAS 203-94 6)Forced Entry Test,per FBC 24113.2.1,TAS 202-94 Along with marked-up drawings and installation diagram of Aluminum Sliding Glass, prepared by National Certified Testing Laboratories Inc,Test Report No. NCTL-210-3643-1 and NCTL-210-3643-2 both dated 01/14/11 and revised and reissued on 07/05/11,both signed&sealed by Gerald J,Ferrara,P.E. (Note: This test reports have addendum letters dated 06/01/2011,issued by National Certified Testing Laboratories Inc., signed&sealed by Gerald J,Ferrara,P.E.) C. CALCULATIONS 1. Statement letter of conformance to FBC 2010,dated January 19,2012,prepared, signed and sealed by Luis R.Lomas,P.E. 2. Anchor verification calculations, structural& comparative analysis,complying with FBC- 2007,dated 02/05/2011 and last revised on 06/06/11,prepared, signed and sealed by Luis R.Lomas,P.E. (transferred from file# 11-0208.01). 3. Glazing complies with ASTME-1300-02&-04 D. QUALITY ASSURANCE 1. Miami Dade Department of Permitting,Environment,and Regulatory Affairs(PERA). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624:02 issued to E.I. DuPont DeNemours &Co.,Inc. for their"DuPont Sentry Glass®Plus",expiring on 01/14/17. 2. Notice of Acceptance No. 08-1224.04 issued to Solutia, for"Saflex Composite glass interlayer w/PET core",expiring on 12/11/2013. F. STATEMENTS 1. Statement letter of conformance to FBC 2010 and"No financial interest", dated 01/19/12, prepared, signed and sealed by Luis R. Lomas,P.E. 2. Statement letters of conformance to FBC 2007 and"No financial interest",dated October 26,2011,signed and sealed by Luis R. Lomas,P.E. (transferred from file# 10-0209.12) 3. Test lab compliance statement,part of the above referenced reports. 4. Statement addendum letters dated 06/01/11, issued by National Certified Testing Laboratories Inc., signed&sealed by Gerald J,Ferrara,P.E. G. OTHER 1. This NOA revises NOA# 11-0208.01,exppihgoo tlav"tt 03,2016. 2. Test Proposals#09-0421,dated apor0fd BCCO. 1 a A • •.. W4- t Ishaq I.Chanda,P.E. ' ; ';• • � Product Control Examiner • NOA No 12-0130.12 • "• kxp4lioA pate:November 03,2016 Approval Date: April 19,2012 r • ; • % • • --- 334 7/8" O.A. FRAME WIDTH REVISIONS r° 1, ,f2EVs r 'OESCW MON DATE APPROVED 146 15/16" O.A1. INS, 188 15/16" O.A. A : PER DADE LETTER DATED MARCH 21, 2011 03/24/11 1 R.L. FRAME WIDTH TO CORNER FRAME WIDTH TO CORNER 48„ MAX. NOTES: A NOMINAL 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING 18 90' CORNER PANEL WIDTHTHE HVHZ. ----"----- 2) WOOD FRAMING/ 1X OR 2X SUCK, 20GA. 2X WOOD BACKED STEEL STUD 7 /� �i d OR MASONRY/CONCRETE OPENING TO BE DESIGNED AND ANCHORED TO i REINF. REINF. i PROPERLY TRANSFER ALL LOADS TO STRUCTURE. WOOD FRAMING/ 1 X OR 144" MAX. REINF. i i i REINF. ii O.A. FRAME 2X BUCK, 20GA, 2X WOOD BACKED STEEL STUD OR MASONRY/CONCRETE . i �► �► �� OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF HEIGHT + ' RECORD. X X X X i X i X . i X POCKET WALLii 142 1/16 i i ' i i UNDER ii 3) IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL, WHERE 1X BUCK IS MAX. SEPARATE �� NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED PANEL @ i D i i F i i F i APPROVAL. TOii COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE HEIGHT' �' BE REVIEWED fi RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 18 i ' O BY AHJ. i� 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF C F i E — i �' — i — �� THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS MAX. D.L.O. O 19 i USED FOR WOOD ANCHOR CALCULATIONS. i i i ii 5) FRAME MATERIAL: EXTRUDED ALUMINUM 6063–T6 SEE NOTE I i i i �� PANEL MATERIAL: EXTRUDED ALUMINUM 6063–T6 9 SHEET 1 6) UNITS MUST BE GLAZED PER ASTM E1300 WITH LARGE MISSILE IMPACT �i GLASS. SEE SHEET 17 FOR GLAZING OPTIONS. 7) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS .. – PRODUCT IN WIND BORNE DEBRIS REGIONS. 6” TO - • . • 8) MAXIMUM 4'0 x 12'0 PANEL SIZE: 51 3/4" x 142 1/16" WEEP sLor SERIES 8100 4'0 x 12'0 REINFORCED 2TRACKALUMINUM 90°CORNER SOD MAXIMUM 5'0 x 10'0 PANEL SIZE: 63 3/4" x 118 1/16" EXTERI'ORVIEW 9) MAXIMUM D.L.O. SIZE 4'0 x 12'0 PANEL: 40 1/4" x 132 5/8" (STD. WEEP SLOT I" x .1875" SEVEN PANELS ON2TRACKFRAME SHOWN,UNLIMITED NUMSEROF PANELS IN UNLIMITED'CONFIQURATIONS, BOTTOM RAIL) OR 129 3/32" (TALL BOTTOM RAIL). TYP. LOCATED AT ALL BYPASS OR 900 CORNER,ON2,$OR4TRACKFRAME, WITH OR W/THOUTPOCKETS,AREAPPROVED 10) MAXIMUM D.L.O. SIZE 5'0 x 10'0 PANEL: 52 1/4" x 109 3/16" VERTICAL CENTER LINES AS LONG AS INDIVIDUAL PANEL SIZE DOES NOT EXCEED MAXIMUM PANEL SIZE.*D USES VERTICAL (STD. BOTTOM RAIL) OR 105 3/32" (TALL BOTTOM RAIL). CONDITIONS AS SHOWN. rasbutr Iii vw" 40) REINFORCED UNIT WITH SILL RISER 34 TABLE OF CONTENTS a wfthopcww"ft DESIGN PRESSURE RATING IMPACT RATING SHEET NO. DESCRIPTION lion /2-p/ •/Z LARGE 1 - 12 ELEVATION. LAYOUT, NOTES AND DESIGN PRESSURES ftft J t70PSF MISSILE IMPACT 13 DESIGN PRESSURE RATING CHARTS !ar c FOR ADDITIONAL SIZES SEE SHEET 13A 14 – 15 ANCHORING LAYOUT AND NOTES C16 CLUSTER AND ANCHOR LOCATION DETAILS cc � 1M 17 – 18 BILL OF MATERIALS, GLAZING OPTIONS AND CROSS SECTIONS 19 – 22 CROSS SECTIONS -et F 23 – 26 INSTALLATION DETAILS 27 LOCKING HARDWARE LAYOUT Kw @ D E28 – 30 COMPONENTS pANEL, HSI .HC T AN D.L.O. FORMULA INTERIOR ERIOR 1 PANEL HEIGHT = UNIT HEIGHT – 1 9/16" ?1 7500 AMSTERDAM DRIVE A MAXIMUM D.L.O. HEIGHT = PANEL HEIGHT – 9 1/2" WinDOOr ORLANDO,FL 32832 18 O.L.O. WIDTH – NOMINAL PANEL WIDTH – 9 1/2" INCORPORA"rED P �� www.vindootinc.com • •• •" : .. 13100., SERIES ALUMINUM 90' & 135' CORNER. SGD / ••• ••: '.: ;•; 4'0 x 12'0 AND 5'0 x 10'0 PANELS - LMI: EXTERIOR •'• - 4'0 x 12'0 901 2TRACK- ELEVATION AND LAYOUT, • • ':' • •.• DRAWN: DWG NO. REV • LU-19 �2! Ldmd 6 P..E. ` SERIES 8100 4'0 x 12'D ALUMINUM 90°CORNERSC '.: TJH os,o 1172 A f�lorldo Noe,025'1.�4- REINFORCED 2TRACK LAYOUT •• :.. : Sc% ' NTS :;0AT:E01 1/2041-1 - sHEEr 1 OF 30 ,. ••: • .:It ;• •• 334 7/8O.A. FRAME WIDTH ,a REMONS • E 15/16 CO 186 15/16" REI/ DESCROTION DATE APPROVED .FRAME WIDTH TO CORNER FRAME WiDTTo CORNER 48" MAX. A PER DADE LETTER DATED MAY 06, 2010 05/12/10 R.L. NOMINAL PANEL 90' CORNER-7 Q " WIDTH r REIN�F.REINF. rr144� MAX. F - rEir - REINF. , IJ!► P_OCKET WALL O.A. ALLO,A. FRAME X UNDERHEIGHT X X X X X 142 1/16 SEPARATE AX. APPROVAL. TO IIfIIird�ii r,INPABE REVIEWED11F BY AHJ. MAX. D.L.O. HEIGHT SEE NOTE 9 SHEET 1 — �r - - r i ii r r r � '//� i � � �i fit WEEP SLOT SERIES 8100 4b x 1210 REINFORCED 4TRACKALUMINUM 90°CORNER SGD WEEP SLOT 1" x .1875" EXTERIOR VIEW TYP, LOCATED AT ALL SEVEN PANELS ON 4TRACK FRAME SHOWN,UNLIMITED NUMBER OF PANELS IN UNLIMITED CONFIGURATIONS, VERTICAL CENTER LINES BYPASS OR 90*CORNER,ON 2,3 OR 4TRACK FRAME,WITH OR WITHOUT POCKETA ARE APPROVED AS LONG AS INDIVIDUAL PANEL SIZE DOES NOT EXCEED MAXIMUM PANEL SIZE AND USES VERTICAL fa9mum Y*" CONDITIONS AS SHOWN. I��i3a/Z REINFORCED UNIT W/ SILL RISER #34 owlOM7 DESIGN PRESSURE RA TWO IMPACT RATING G t70PSF LARGE MISSILE IMPACT 0 FOR ADDITIONAL SIZES SEE SHEET 13A FORMULAPANEL HEIGF PANEL HEIGHT = UNIT HEIGHT — 1 9/16" MAXIMUM D.L.O. HEIGHT = PANEL HEIGHT — 9 1/2" D.L.O. WIDTH = NOMINAL PANEL WIDTH — 9 1/2" P INTERIOR ' 7500 AMS'T'ERDAM DRWE _ i oo r ORLANDO,FL 32832 ,%~i t • ..; YNCORPORATBI] ph—Vain 4WA BLL �0 www.windoorinclD %'.' '' ,8100 SERIES ALUMINUM 90° & 135' CORNER . � I �'4'0 x 12'0 AND 5'0 x 10'0 PANELS — LMEXT40 ERIOR ' '• 4'0 x—12'0 90° 4TRACK ELEVATIO N AND LAYODRAWN: DW(i N0. s X2.1 'L�'mtd§ PSERIES 8100 4'0x 12'0 ALUMINUM 90° OfiNEf�Sa'b�' TJH 08--01172 REINFORCED4TRACKLAYOUT ' •• " ; • . � NTS DATE 01 20 111fe12 OF 30 .. •• • • "i.I • REVISIONS 418 13/16" O.A. FRAME WIDTH REV DESCRIPTION DATE APPROVED 183 7/8" O.A 234 7/8" O.A. A PER DADE LETTER DATED MAY 06. 2010 05/12/10 R.L. FRAME WIDTH TO CORNER FRAME WIDTH TO CORNER A 60" MAX. NOMINAL 18 90' CORNER PANEL WIDTH REINF, i ( REINF. REINF. i REINF. REINF. POCKET WALL r r UNDER Ii I 1186SEPARATE / ~ D r ~ ~ ' » APPROVAL. TO MAX 1 -� x ;[7*x i9 ; —" x x F --- x x r --- x BE REVIEWED PANEL r r I I r - --HEIGHT C .: ir Q - 8Y AHJ. 1 c " I 'N p r 120" MAX. MAX. D.L.O. O.A.NEIGE HEIGHT SEE NOTE 10 SHEET 1 a I s" To WEEP SLOT SERIES 8100 S'0 x 10'0 REINFORCED 2TRACKALUMINUM 90°CORNER SGD WEEP SLOT 1" x .187511 _'z EXTERIOR VIEW SEVEN PANELS ON 2TRACK FRAME SHOWN,UNLIMITED NUMBER OF PANELS IN UNLIMITED CONFIGURATIONS, MINIM TYP. LOCATED AT ALL BYPASS OR 90°CORNER,ON 2,3 OR 4TRACK FRAME, WITH OR WITHOUT POCKETS,ARE APPROVED wMlr � VERTICAL CENTER LINES AS LONG AS INDIVIDUAL PANEL SIZE DOES NOT EXCEED MAXIMUM PANEL 81ZE AND USES VERT%CAL Me M Az__4 34• /2 CONDITIONSAS SHOWN. )6ykadiw lkft REINFORCED UNIT W/ SILL RISER #34 "'r DESIGN PRESSURE RA TWO IMPACT RATING 0 t8OPSF LARGE PANEL H,EI.CHT AND D.L.Q. FORMULA MISSILE IMPACT PANEL HEIGHT = UNIT HEIGHT — 1 9/16" FOR ADDITIONAL SIZES SEE SHEET 13A MAXIMUM D.L.O. HEIGHT - PANEL HEIGHT — 9 1/2" D.L.O. WIDTH NOMINAL PANEL WIDTH — 9 1/2" p trM� p'� e�MM�M�rMIiB !I C t• i8 WERIOR� 19 i A 7500 AUSTBRDAM DRIVE 18 WinDoor ORLANDO,PL 32832 • INC4R1't7RATEi7 � I % www.windoorinc.00m ' • I .: .•; : 8100 SERIES ALUMINUM 90' & 135' CORNER SGQ \� ! EXTERIOR ••• ••: •• 4'0 x 12'0 AND 5'0 x 10'0 PANELS — LMI •� ••• 5'0 x- 10'0 90' 2TRACK ELEVATION AND LAYOUT SERIES 8100 510 X 10'0 ALUMINUM 90°r00 y �R at • °RRW N- y awo NO. REV - REINFORCED 2TRACKLAYOUT �T•' TJH 08--01172 A • •• �Idrldctl �o. �25i'4' •• 0 •• SME NTS DATE 01/20/11 SHEET 3 OF 30 `•1�1 ;. ! ` . REVISIONS 418 13/16" O.A. FRAME WIDTH REV DESCRIPTION DATE APPROVED 183 7/8" O.A 234 7/8" O.A. A PER DADE LETTER DATED MAY 08, 2010 05/12/10 R.L. FRAME WIDTH TO CORNER +` FRAME WIDTH TO CORNER A S0" MAX. NOMINAL lf8 90' CORNER PANEL WIDTH POCKET WALL UNDER II SEPARATE II 118 1/16 8 r► ♦ 41R fi APPROVAL. TO MAX. — X X 1 X X X X --- X BE REVIEWED _ PANEL P Q -N22GBY AHJ. 120" MAX. HEIGHT O.A. FRAME MAX, D.L.O. I I� HEIGHT HEIGHT II SEE NOTE 10 SHEET 1 ' d 6" TO SLOT WEEP SSERIES 8100 5'Ox 10'0 NON-REINFORCED 2TRACKALUMINUM 90°CORNER SOD WEEP SLOT I" x .1875 EXTERIOR VIEW " SEVEN PANELS ON 2TRACK FRAME SHOWN,UNLIMITED NUMBER OF PANELS IN UNLIMITED CONFIGURATIONS, � plsrYr TVP. LOCATED AT ALL BYPASS OR g0°CORNER,ON 2,3 OR 4TRACK FRAME, WITH OR WITHOUT POCKETS,ARE APPROVED VERTICAL CENTER LINES AS LONG AS INDIVIDUAL PANEL SIZE DOES NOT EXCEED MAXIMUM PANEL$26 USES VERTICAL "Ai ' me CONDITIONS AS SHOWN. A6 lNte' 1 NON—REINFORCED UNIT W SILL RISER #33 DESIGN PRESSURE RATING IMPACT RATING � 150PSF LARGE PANEL HEIGHT AND D.L.O. FDEMIU MISSILE IMPACT PANEL HEIGHT = UNIT HEIGHT — 1 9/16" l� FOR ADDITIONAL SIZES SEE SHEET 138 MAXIMUM D.L.O. HEIGHT = PANEL HEIGHT — 9 1/2" D.L.O. WIDTH NOMINAL PANEL WIDTH — 9 1/2" M %got 11 R dy �S� ti•t•,I« B P 9 INTERIOR 1 A [DRAWN: �',*' 7500 AMSTERDAM DRIVE 1 YV •�1�00f ORLANDO,FL 32832 NCORPORATEYJ rmtei 40AS UM • ••• It=407ASIM www.wlndominc.cotn . • • •• . . 00 SERIES ALUMINUM 90' & 135' CORNER SOD EXTERIOR '•• ••� •.• 4'0 x X12'0 AND S'0 x 10'0 PANELS — LMI _ •• 0 x 10'0 90 2TRACK ELEVATION AND LAYOUT SERIES 810D 5�x ip D ALUMINUM 90 CORI�R Sta�D'. ► 1 • •• DwO NO. REV ' i NON-RElNFORCED2TRACKl:AYo T: :. �• � � � 08'-01172 A R! �'�Icirri&�S� P„ ,Ole j florId N5 0281,•• • . • e NTS Dare 01 20 11 SHEET4 OF 30 ' 000 • itfr lir':.►• 418 13/16" O.A. FRAME WIDTH REV+SIONs 183 7/8" O.A 234 7/8" O.A. REV DESGRI"CIN DATE APPROVED FRAME WIDTH TO CORNER FRAME WIDTH TO CORNER A PER DADE LETTER DATED MAY 08, 2010 05/12/10 R.L. 60" MAX. NOMINAL 90' CORNER PANEL WIDTH mosomm REINfREINF. REINF. POCKET WALL REINF. + + .REINF. + i UNDER + + + + SEPARATE ++ 118 1/16 i D i « F i _ * i ~ » APPROVAL. TO s+ MAX 0 — X = X ` -- X X — X X r ---- X ' BE REVIEWED E PANEL BY AHJ. - -HEIGHT 120" MAX. MAX. D.L.O. O.A. FRAME HEIGHT r HEIGHT SEE NOTE 10 SHEET 1L==)d r r . . s" TO SERIES 8100 610 x 10'0 REINFORCED 4TRACKALUMINUM 90°CORNER SGD WEEP SLOT EXTERIOR VIEW WEEP SLOT I" x .1875" SEVEN PANELS ON 2TRACK FRAME SHOWN,UNLIMITED NUMBER OF PANELS IN UNLIMITED CONFIGURATIONS, TYP. LOCATED AT ALL • WITH OR WITHOUT POCKE75,ARE APPROVED ' BYPASS OR 80 CORNER,ON 2,3 OR 4TRACKFRAME, VERTICAL .CENTER LINES �y�� lrsirMeiMe1"lwisr AS LONA AS INDIVIDUAL PANEL S/YE DOES NOT EXCEED MAXIMUM PANEL$1ZE AND USER VERTICAL COND177ONSAS SHOWN. C• f 2 dw!� REINFORCED UNIT W/ SILL RISER #34 DESIGN PRESSURE RAT7NO IMPACT RATING G t80PSF MISSILE/MPACT RGE 1 AHEL HEIGHT AND D.L.O. FORMULA PANEL HEIGHT = UNIT HEIGHT — 1 9/16" FOR ADDITIONAL SITES SEE SHEET 13A MAXIMUM O.L.O. HEIGHT = PANEL HEIGHT - 9 1/2" D.L.O. WIDTH NOMINAL PANEL WIDTH - 9 1/2" 0 INTERIOR 19 1 7111111 YY inD ORLANDO,,FL 32832 ,,ts• ss ..r� � •� IIVCURPORA'TED l,,1moo i0m4W egos www.wlndood=.com 8100 SERIES ALUMINUM 90' & 135' CORNER SGD � ••• '•' : 4'0. x 12'0 AND 5'0 x 10'0 PANELS - LMi ;• �d� �3(` • - 5'0 x' 10'0 90. 4TRACK ELEVATION AND LAYOUT y. `` {;;'{,•�; EXTERIOR • ••• ••• TJH DRAWN: owo N0. 08�-01172 RA ��fo ��'� • ; �; s P:E:SERIES 8100 S'0 x 10'0 ALUMINUM9Q:tORNE1�•$GL� . r�da v. 2�94 REINFORCED 4TRACK LAYOUT " • • SCALE N TS DATE 01/2041 1SHEET 5 OF 30 .. Allb, , _ 418 13/16" O.A. FRAME WIDTH REMONS 183 7/8" O.A 234 7/8" O.A. REV DESCRIPTION DATE APPROVED FRAME WIDTH TO CORNER FRAME WIDTH TO CORNER A PER DADE LETTER DATED MAY 06, 2010 05/12/10 R.L. 6011 MAX. NOMINAL 90' CORNER PANEL WIDTH POCKET WALL I UNDER SEPARATE tt 118 1/16 / « « I� �Q '� APPROVAL. TO MAX. 1 X X X X — X X — X ' BE REVIEWED PANEL BY AHJ. d 120" MAX. HEIGHT N22 - - _— O.A. FRAME MAX. D.L.O. HEIGHT HEIGHT , SEE NOTE 10 SHEET 1 it Al . �iIL s" To I,� WEEP SLOT SERIES 8100 510 x 10'0 NON-REINFORCED 4TRACKALUMINUM,90°CORNER SOD EXTERIOR VIEW WEEP SLOT 1" x 1875" SEVEN PANELS.ON 2TRACK FRAME SHOWN,UNLIMITED NUMBER OF PANELS IN UNLIMITED CONFIGURATIONS, TYP. LOCATED AT ALL BYPASS OR 90•CORNER,ON 2,S OR 4TRACK FRAME, WITH OR WITHOUT POCKETS,ARE APPROVED VERTICAL CENTER LINES �ll �►i AS LONG AS INDIVIDUAL PANEL SIZE DOES NOT EXCEED MAXIMUM PANEL SIZE AND USES VER110AL Wft fA*Rler W COIVD177ONS AS SHOWN. A*6pftm 149-1Z-0 REINFORCED UNIT W/ SILL RISER #34 `�e . DESIGN PRESSURE RATING IMPAC'RATING O *50PSF LARGE O MISSILE IMPACT ---- FOR ADDITIONAL SIZES SEE SHEET 13A PANEL HEIGHT ANQ D.L.O. FORMULA R PANEL HEIGHT = UNIT HEIGHT -- 1 9/16" MAXIMUM D.L.O. HEIGHT = PANEL HEIGHT -- 9 1/2" D.L.O. WIDTH = NOMINAL PANEL WIDTH - 9 1/2" R too I PP R �'-�----�• 11 INTERIOR Q ('�ji7500 AMSTBRDAM D2t1VS W nDo0r ORLANDO,FL 32832 • ft—07ANPm4WA$tm-84 www.wLtdoo]GD •• : :c�NTbI60 81'00 SERIES ALUMINUM 90• & 135' CORNE •• "' 4'0 x 12'0 AND 5'0 x 10'0 PANELS -- •• •• ••. EXTERIOR 5'0 x 10'0 90' 4TRACK ELEVATION AND -L •'• ••• • ••• DRAWN: DWO NO. ' SERIES 8100 510 x 10'0 ALUMINUM 908 Q NgFf9_GLf ••• •'. TJH 08-01172 i�: kP.• ldrldo No.NON-REINFORCED 4TRACK LAYO!! �`- ..' .' SCALE DATt MEET 251NTS 01 20 11 6 OF 30 ,, , REMS90NS REV DESCRIPTION DATE APPROVED -•-------- 332 5/8" O.A. FRAME WIDTH A PER DADE LETTER DATED MAY .06, 2010 05/12/10 R.L. 146 7/8" O.A _ 185 3/4" O.A. FRAME WIDTH TO CORNER FRAME WIDTH TO CORNER A 46" MAX. NOMINAL 18 135' CORNER PANEL WIDTH 'REINF. REINF. ! REINF. I REINF. { ! ~i � _ « ~ I ~ i - POCKET WALL -x - X 1 + X X I X ; X x UNDER 142 1/16 I 3 SEPARATE MAX. ! i i ; = APPROVAL. T PANEL 6 _ I D I „_ F r _— i -- BE REVIEWED HEIGHT i 1Q I ! { { BY AHJ. 144" MAX. C i i _ _ i i I Q O.A. FRAME MAX. D.L.O. i -- I 18 - iN22,rt — W HEIGHT HEIGHT SEE NOTE _ I 9 SHEET 1 ! ! { } ! I-Ile1Al 4NO ,, 1 i �wIM tbt i►1eeNa 0 6" TO WEEP SLOT —� WEEP SLOT 1" x .1875" ! TYP. LOCATED AT ALL SERIES 8100 410 x 1210 REINFORCED 2TRACKALUMINUM 135°CORNER SGD C VERTICAL CENTER LINES EXTERIOR VIEW SEVEN PANELS ON 2TRACK FRAME SHOWN,UNLIMITED NUMBER OF PANELS IN UNLIMITED CONFIGURATIONS, C �� BYPASS OR 1350 CORNER,ON 2,3OR 4TRACKFRAME, W1rH OR WITHOUT POCKETS,ARE APPROVED AS LONG AS INDIVIDUAL PANEL SIZE DOES NOT EXCEED MAXIMUM PANEL SIZE AND USES VERTICAL 8 COA017IONS AS SHOWN. 1 INTERIOR 19 9 REINFORCED UNIT W/ SILL RISER #34 DESIGN PRESSURE RATING IMPACT RATING 1 00PSFLARGE MISSILE IMPACT EXTERIOR FOR ADDITIONAL SIZES SEE SHEET 138 SERIES 8100 410 x 12'0 ALUMINUM 135°CORNER SGD REINFORCED 2TRACK LAYOUT ID AMS'i 1"DRIVE WinD oor ORLANDO,FL 32832 11 It- lei, .. ... ��(NC6 �IGHT•AND D.L.O. FORMULA t IIVCORPORA'TBD ASTM www.w]ndood]GD FrA969 AErGQT:4 UNIT HEIGHT - 1 9/16" " `''• ' AAXIA 0k; d.LeO; NtIGH'�•- PANEL HEIGHT - 9 1/2" v // 8100 SERIES ALUMINUM 90' & 135' CORNER ••O,L.b� WIt3T!I•=•Nbiv�I�VAL PANEL WIDTH - 9 1/2" t 1 110'0 ! , ! 4 0 x 12 0 AND 5 0 x PANELS L ! 4'0 x 12'0 135' 2TRACK ELEVATION AND LA • • • • • • • • • • DRAWN: ON N0.TJH 08-01172 •LdJs 17 l::bi�nfJ§ P E • •• •• Plc�ridljro�. 025.14. .. ... . .. . ... . SME NTSDATE 01/20/11 SH.MT 7 OF 30 IT • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • REVISIONS 332 5/8" O.A. FRAME WIDTH REV DESCRIPTION DATE APPROVED A PER DARE LETTER DATER MAY 08, 2010 08/12/'10 R.L. 146 7/8" O.A 185 3/4" OA. FRAME WIDTH TO CORNER FRAME WIDTH TO CORNER 48" MAX. NOMINAL PANEL WIDTH 135' CORNER FREIN REINF. i EINE. iREINF. POCKET WALL 142 1/16 0 I I ~ ~ I * r �~ SEUNDER PARATE MAX. X X j X X X i I X PANEL i I i r I r HEIGHT I APPROVAL. TO BE REVIEWED AOC9lIi�v"o BY AHJ. • 1be P1s�iMr 144" MAX. C i i F I 16 O.A. FRAME 1 i i t F i 0 A+ 11.1 Z^0/30.jL HEIGHT tier Deee MAX. i 19 i .. , ,� l9�eMe P SEE NOTE 9 SHEET 1 I . Alf 11f1 + WEEP SOOT � WEEP SLOT 1" x .1875" SERIES 8100 4'0 xi2'0 REINFORCED 4TRACKALUMINUM 135°CORNER SGD TYP. LOCATED AT ALL EXTERIOR VIEW VERTICAL CENTER LINES SEVEN PANELS ON 4TRACK FRAME SHOWN,UNLIMITED NUMBER OFPANELS IN UNLIMITED CONFIGURATIONS, BYPASS OR 136°CORNER,ON 2,3 OR 4TRACK FRAME, WITH OR WITHOUT POCKETS,ARE APPROVED il AS LONG AS INDIVIDUAL PANEL SIZE DOES NOT EXCEED MAXIMUM PANEL SIZE AND USES VERTICAL CONDITIONS AS SHOWN. F REINFORCED UNIT W/ SILL RISER #34 ► D DESIGN PRESSURE RATING IMPACT RATING 0 INTERIOR 19 19 LARGE f70PSF MISSILE IMPACT \Q� FOR ADDITIONAL SIZES SEE SHEET 138 EXTERIOR SERIES 8100 4b x 12'0 ALUMINUM 135°CORNER SGD PANEL HEIGHT AND. O.L.O. FORMULA REINFORCED 4TRACK LAYOUT PANEL HEIGHT = UNIT HEIGHT - 1 9/16" 7500AMSTMAM]DRIVE MAXIMUM D.L.O. HEIGHT - PANEL HEIGHT - 9 1/2" WinDoor ORLANDO,PL 32832 D.L.O. WIDTH = NOMINAL PANEL WIDTH - 9 1/2" •• ••• • • • • • •• Phwtm 407A91.l100 " . INCC?RYCaRA'T'] D Pam 4O7ABIZOSS www.windoorinc co m • ,, ••• ••; ••; ••• ; ; ••• 8100 StRIES ALUMINUM 90' & 135' CORNER SGD;' 4'0 x X12'0 AND 5'0 x 10'0 PANELS — LMI 4'0 x 12'0 135 4TRACK ELEVATION AND LAYOUT I : " ••• i • ••i i • ••• i i DRAWN: DWO NO. REV + A- 'Y "LoW ov 'R,E. • •• •• TJH 08-01172 A ... .. ... SME NTS JOATE 01/20 11 ISHEET8 OF 30 ' ••• • • • • ••• • t •///Ir',j:11� ,I lay\'L ftmsIONs 418 13/16" O.A. FRAME WIDTH REV DESCRIPTION DATE APPROVED 183.15/16" O.A . 234 15/16" O.A. A PER DAOE LETTER DATED MAY 06, 2010 05/12/10 R.L. FRAME WIDTH TO CORNER FRAME WIDTH TO CORNER A 60" MAX, NOMINAL 1 135' CORNER PANEL WIDTH REINF. � � � REINF. i � REINF. i � i / ----- — ii t I t t s i REINF. POCKET WALL, d I UNDER 't 118 1/16 B X 1 t X X F I -- X I X t --- X SEPARATE iE t APPROVAL. TO tt P MN �. C i 11g i - Q BE REVIEWED HEIGHT i __— ; g ""' ' __' i 0 _— BY AHJ. '� erRUC7w�vlsa� 120" MAX. M X. D.L. O r i i i i t i� j��' 'trte ,uWc O.A. FRAME I I I t E II �Ir41Me=. HEIGHT SEE NOTE t = I I I tt 10 SHEET i i i i i ii7 �/ ff I . WEEP SOLOT SERIES 8100 5iD x 10'0 REINFORCED 2TRACKALUMINUM 135°CORNER SGD WEEP SLOT I" x .1875" EXTERIOR VIEW G TYP. LOCATED AT ALL SEVEN PANELS ON 2TRACK FRAME SHOWN,UNLIMITED NUMBER OF PANELS IN UNLIMITED CONFIGURATIONS, Q VERTICAL CENTER LINES BYPASS OR MS•CORNER,CNA 3 OR 4TRACKFRAME, WITH OR WITHOUT POCKETS,AREAPPROVED AS LONG AS INDIVIDUAL PANEL SIZE DOES NOT EXCEED MAXIMUM PANEL SIZE AND USES VERTICAL CONDITIONS AS SHOWN. REINFORCED UNIT W/ SILL RISER #34 DESIGN PRESSURE RATING 'IMPACT RATING C tLARGE F 70PSF MISSILE IMPACT �' FOR ADDITIONAL SIZES SEE SHEET 138 B 1 INTERIOR 19 19 1 PANELHEIG tT AND D.L.O.._ FORM,UL/� PANEL HEIGHT = UNIT HEIGHT - 1 9/16" EXTERIOR MAXIMUM D.L.O.- HEIGHT = PANEL HEIGHT - 9 1/2" SERIES 8100 5'0 x 10'0 ALUMINUM 135°CORNER SGD D.L.O. WIDTH = NOMINAL PANEL WIDTH - 9 1/2" REINFORCED 2TRACK LAYOUT ��Ji7500 AMS'1Y��1tDAX DRIVE W nDoor ORIA.NDO,PL32832 •• 00: •• • •• INCORPORATED Phoea 407ABI S40D • • • • � !?p•40}ABIASQS www.vAndoothw.com •'•! 8100 SERIES ALUMINUM 90' & 135' CORNER SGD 4'0 x 12*0 AND 5'0 x 10'0 PANELS — LMI -5'0 x 10'0 135' 2TRACK ELEVATION AND LAYOUT . . . . . . . . 1 4, 4,kti DRAWN; OWO NO. REV (, { i,�o •• : • '•: : '• : TJW OS-01.172 A :.plo�lc a:trin,p 2> r4 ..: :.. scAm NTS DATE 01/20/1 1 sHEET9 OF 30ell- • • • • • • • • • • • •• •• • • • •• •• REVISIONS 418 13/16" O.A, FRAME WIDTH REV - DESORMON DATE APPROVED 183 15/16" O.A. 234 15/16" O.A. A PER DADE LETTER DATED MAY 06, 2010 05/12/10 R.L. FRAME WIDTH TO CORNER FRAME WIDTH TO CORNED 60" MAX, NOMINAL 135, CORNER PANEL WIDTH REINF. i i REINF. REINF, i POCKET WALL I 1 1 I I REINF, i UNDER t t 1 I I SEPARATE l 118 1/16 / X X i t — X X 1 --- X i X 1 _._ X ! APPROVAL. TO MAX. Q — 19 I 1 I 8E REVIEWED it PANEL C i I — Q _— BY AHJ. - - HEIGHT 1 120 MAX. MAX. D.L.O. i 1 I 1 1 II IF O.A. FRAME HEIGHT HEIGHT SEE NOTE 10 SHEET 1 1 i I � I 1 ell . rr WEEP SOLOT SERIES 8100 510 x 10'0 REINFORCED 4TRACK ALUMINUM iia°CORNER SQD WEEP SLOT 1" x .1875" EXTERIOR VIEW TYP. LOCATED AT ALL SEVEN PANELS ON 2TRACK FRAME SHOWN UNLIMITED NUMBER OF PANELS IN UNLIMITED CONFIGURATIONA A i1RYis>i1�8 VERTICAL CENTER LINES BYPASS OR IW CORNER, ON 2,3 OR 47RACK FRAME, WITH OR WITHOUT POCKETS,ARE APPROVED AS LONG AS INDIVIDUAL PANEL SIZE DOES NOT EXCEED MAXIMUM PANEL SIZE AND USES VERTICAL0) CONDITIONS AS SHOWN. A"kolm Iwo F REINFORCED UNIT W/ SILL RISER #34 DESIGN PRESSURE RATING IMPACT RATING t70PSFLARGE MISSILE IMPACT I C p FOR ADDITIONAL SIXES SEE SHEET 138 0 INTERIOR i 19 OQ � EXTERIOR EMEL HEIGHT AND .D.L.Q. EQHMULA PANEL HEIGHT = UNIT HEIGHT — 1 9/16" SERIES-8100 50 x 10'0 ALUMINUM i35°CORNER SQD MAXIMUM D.L.O. HEIGHT = PANEL HEIGHT — 9 1/2" REINFORCED 4TRACKLAYOUT D.L.O. WIDTH = NOMINAL PANEL WIDTH -- 9 1/2" 7500Ab15tSRDAMDRIVE W i nD O Qr ORLANDO,M 32832 :t I I r 1 NCORPORA*MM Rona 81.0woo ��,� „ •• ••• • • • • • •• Pw(07a81.0lOS W W W W�llC�00rIAGWti1 (, • •• ••• 8100 SERIES ALUMINUM 90' & 135' CORNER SOD . . ••• ••� ••� ••• ••• �' 4'0 x 12'0 AND 5'0 x 10'0 PANELS — LMIT�l�'', 5'0 x 10'0 135' 4TRACK ELEVATION AND LAYOUT ••• •:• ••• •:• ••• ••• ORAWN.- QWO N0. RE1l ' )� LUis IR pmgs P >r: .. . . .. . . . . . TJH 0$-01172 Aprf �i INb.s'625,1{j .. .. ... .. ... NTS oars O1 20 11 sHEET10 OF 30 ! �,: • 1. , • • • • • • • • • • Ir - REVISIONS 418 13/16" O.A. FRAME WIDTH REV DES RFnON DATE APPROVED - 183 15/16" O.A 234 15/16" O.A. A PER DADE LETTER DATED MAY 06, 2010 05/12/10 R.L. FRAME WIDTH TO CORNER FRAME WIDTH TO CORNER 60" MAX. A NOMINAL. 18 135' CORNER PANEL WIDTH r - � II 1 POCKET WALL UNDER X 1 rR — R -- SEPARATE p 118 1/16 B X X X X X X APPROVAL. TO PANEL ro 18 ._. O –" - Q BE -REVIEWEDMAX. HEIGHT r — 0 BY AHJ. MAX. D.L.O. 120" MAX. HEIGHT O.A. FRAME SEE NOTE ( It HEIGHT 10 SHEET 1 i / �/ zwoom 6" .T0 WEEP SLOT SERIES 8100 5V x 10'0 NON-REINFORCED 2TRACK AL UMINUM 135°CORNER SOD WEEP SLOT 1" x .1875" EXTERIOR VIEW TYP, LOCATED AT ALL SEVEN PANELS ON2TRACK FRAME SHOWN,UNLIMITED NUMBER OF PANELS IN UNLIMITED CONFIGURATIONS, mQRUCT AKVW" O Q VERTICAL CENTER LINES BYPASS OR 135°CORNER,ON2,3 OR 4TRACKFRAME,WITH OR WITHOUT POCKETS,AREAPPROVED as"fpw"wfth ftnefw AS LONG AS INDIVIDUAL PANEL SIZE DOES NOT EXCEED MAXIMUM PANEL SIZE AND USES VERTICAL !lWett�Cede CONDITIONS AS SHOWN. Aub0-0, Z" R NON–REINFORCED UNIT W SILL RISER 33 ac DESIGN PRESSURE RATING IMPACT RATINQ LARGE R �� t50PSF MISSILE IMPACT ` FOR ADDITIONAL SIZES SEE SHEET 136 B O t8 INTERIOR 1 a i EXTERIOR PANEL HEIGHT AND D.L.O. FQRMULA PANEL HEIGHT = UNIT HEIGHT - 1 9/16" SERIES 8100 5'0 x 10'0 ALUMINUM 135°CORNER SCD MAXIMUM D.L.O. HEIGHT = PANEL HEIGHT — 9 1/2" NON-REINFORCED2TRACK LAYOUT D.L.O. WIDTH = NOMINAL PANEL WIDTH — 9 1/2" 7500 AMS'TBRD"DRWE .. ... . . Wit000r ORLANDO.PL 32832 • .. vad �A INCORPORA'TBL 1phaw4wABlsw � •`' • • •• • • • • • --- FW40IABIM" WWW. f2({OOtIliCC0111 r' ••• ••� ••� ••• ••• // 8100 SERIES ALUMINUM 90' & 135• CORNER SGD ANrNi 4'0 x 12'0 AND 5'0 x 10'0 PANELS -- LMI 510 x 10'0 135' 2TRACK ELEVATION AND LAYOUT • • • • • • • • pRAyyN; DWO NO. REV •• • • •• • • • • • .. .. . . L �s $i I•L�q.'pn e� P Iu. ... .. ... TJH 08-01172 Aorldq No. 25t 4!: SME NTS DATE 01 20 11 SHEET 11 OF 30 I ' • • • • ••• • • • •r�rrrlitt�•' • • • • • • • • • • ••• • • • ••• • • REVISIONS 418 13/16" O.A. FRAME WIDTH REV DESCRIPTION DATE APPROVED 183 15/16" O.A 234 15/16" O.A. A PER DADE LETTER DATED MAY 06, 2010 05/12/10 R.L. FRAME WIDTH TO CORNER FRAME WIDTH TO CORNER 60" MAX. NOMINAL 135' CORNER PANEL WIDTH POCKET WALL I UNDER d SEPARATE 118 1/16J X X - - X X R -- ~ X R X APPROVAL. TO MAX. 0 r BE REVIEWED PANEL R G BY AHJ. HEIGHT - - — 1 �. .— --- It t20" MAX. MAX. D.L.O. O HFRAME HEIGHT EIGHT f K �RPtlCT imvtxgir SEE NOTE r"olpb'iiBw1a qK I„r, 14 SHEET 1 sates Chale +I11"No /.gyp 1/Z ------------ ll h WEEP SLOT SERIES 8100 S'0 x 10'0 NON-REINFORCED 4TRACKALUMINUM 135°CORNER SGD h\A WEEP SLOT 1 x .1875 . EXTERIOR VIEW TYP. LOCATED AT ALL SEVEN PANELS ON 2TR4CK FRAME SHOWN,UNLIMITED NUMBER OF PANELS IN UNLIMITED CONFiSURA7IIONS, VERTICAL CENTER LINES BYPASS OR 198°CORNER,ON 2,9 OR 4TRACK FRAME, WITH OR WITHOUT POCKETS,AREAPAROVED O G AS LONG AS INDIVIDUAL PANEL SIZE DOES NOT EXCEED MAXIMUM PANEL SIZE AND USES VERTICAL CONDITIONS AS SHOWN. � NON--REINFORCED UNIT W/ SILL RISER #33 R DESIGN PRESSURE RATING IMPACT RAYING I t50PSF LARGE. M1881LE IMPACT I O FOR ADDITIONAL SIZES SEE SHEET 138 ° INTERIOR 1 • o�` R EXTERIOR SERIES 8100 5'0 x 1010 ALUMINUM 135°CORNER SGD NONREINFORCED 4TRACKLAYOUT PANEL HEIGHT AND Q.L.O. MEMULA7500AMSI'SRDAMDRIVS PANEL HEIGHT = UNIT HEIGHT — 1 9/16" '� 'j� MAXIMUM D.L.O. HEIGHT = PANEL HEIGHT — 9 1/2" yy � �� ORLANDO,FL 32832 D.L.O. WIDTH NOMINAL•fl4REt W IQT.u•.- s • x1VCORPoP ATBD et,•nn f07.tat.e<00 i •• , em+o7AStows- ww%vwlridootinc.com , - - •• •' •�' ' ' '•' 8100 SERIES ALUMINUM 90' & 135' CORNER SGD ' •• ••• '• • ' 4'0 x 12'0 AND 5'0 x 10'0 PANELS -- LMI 5'0 x 10'0 135' 4TRACK ELEVATION AND LAYOUT •'• 'i' .. N0. r�lbrl `dk:Npa o 08-01172 Luis mp•'• •i' DRAWN: •• •• TJH 8s,2 . SO" NTS JDAIE 01420/11 1 SHEET 12 OF 30 • • • • • • • • • • • •• •• • • • •• •• REINFORCED UNITS DESIGN PRESSURE CHARTS WITH GLAZING OPTIONS A, B, C AND D REWsIONs Maximum design pressur*Capacity chart(PSM REV DESCRIPTION DATE APPROVED Sodas 8160 Alum.80deg.Reinforced Corner SOD°LM)w/1914"Riser 0142 NemineIS le PanelWtdth to A PER DADE LETTER DATED MAY 06, 2010 05/12/10 R.L. Mightp::;<::;. 1 ::•......56,0:>:`:: :4 ,.::_ .:: ::.::8 , .:.>. ...::::.;...::...:. .... . .:-. . �!T �D D.L O. FORMULA (tN Pos Poe os e s Ne Poa N Poll en I•..:. Poa N PANEL HEIGHT = UNIT HEIGHT -• 1 9/16" 0::; 46A .0 A .0 46.0 B. .o B. -49.0 .O 4 A 120.0 MAXIMUM D.L.O. HEIGHT - PANEL HEIGHT - 9 1/2" �8 :> 46. A .0 46A 1 6.0 .0 0. A120.0. D.L.O. WIDTH = NOMINAL PANEL WIDTH - 9 1/2" A .0 06A 5.9 45.0 100.11 106.0 ,0 5.0. 46.0 105.0 45.0 106.0 b ,7 4 . 06. 6:0 108.0 ,0 0$. ,0 1 6A .0 a1 0. .0 96.6 02.3 NON- REINFORCED UNITS DESIGN PRESSURE CHARTS WITH GLAZING OPTIONS A, 8, C, D, E AND F 1 45.0 IOU 6, 46, -Mr-R-0 -T27-dr- Maximum design pressure capacity chart(PSF) oeA 08.0 46.0 .o a6.o 66.0 46.0 80.0 .0 08.0 4 .0 108. 6.0 1Q3.7 91.4 4 A 8 . - - - - 8erlsa8100A1 um.QOdep.Non-Reinforced Corner$00-LNI W 13/4"Riser W2 6A 06. 2 4$. . no ng ne In) :.1 • 6A 05.01 A 06A 93.3 A A 46.Q 7a.T - t ;:.2lt.0:.;s:::: 41i:084:Os::: gr .0 05.01 .0 04.- _ 88.9 70.0 46,0 - - - ((in) Poo N oa os AOs No Pas os Poe Ns Maximum dWgn presrure capadW chart(P$P) O.R�: .0 4 .0 6.0 76.0 O 76. 0 Slrles8f00Alum.R s Reinforced Corner BOD-LM f w12114"Riser 0188 407' .0 78,Q A 5. 7 . NordnaI single Hanel 11w1h i t{ = .0 78.0 48A T8.0 A 89.2 I l02.Q ,0 76.0 8, 7 .0 2.1 88. 92.6 os . e os oa ep oa oa oa Nep 76.0 0 60 0•-''8 M". OA 05.0 A 10BA 10 .0 8o0 106.0 80.0 10$. 120. .0 120,0 .0 0 78. 7.0 80. A 0.0 .0 90.0 80.0 106.0 A 06,020.0 80.0 20.0 •0 TO• 48, 84. S. 8 . 8 0W 60 1 90A 1 6. 800 1 ,0 A 106.0 80. 6A 6.9 80.0 109.1 •9 .0 A A 6A 80. 08.0 80.0 0 .D 80.Q 0 80.0 112. 80.0 106.9 Maximum design preat:ure aap6al;jl Chart(PSF) 0 06A 8D. 106A 0 408.0 8 .0 10$,0 80.0 100.0 0.0 -947a -M-5. 92.3 Series8100A1um.fOdep.Non-Reinforced Corner SOD-LNI w12114"Alcor 03 80 8 . 0 80. 1 .0 0 . .3 .0 80. Might .0 06.0 B A 0 . OB.O ,D 8 . SOA -STr 0,0 80. ns ng Pane (in) Z 06 6.0 8 . 0 .T 0.0 1 91A 1 80.0 8 . - - - - (in) ,::;:•:�?4.Q"::;:::: ^::::•$lLq :== ::::.88.0::::f::;:: :_::•:::': $0:=-'::: ..:::.:.:.4 .0:. :::.:64.a:_=::.:::. >:. to Pos Ne Poa N Pos N Poa N Poa Ne Pos Ne Pos Ne 9 HOA 106.0 80A 10 80.0 8 .0 88.6 0. T7.85. .• Q.0 76.0 76.0 8 .0 76.0 50.0 7&0 80.0 0 80.0 76,0 .0 78.0 60.0 lF 80.0 106A 9 ' 06.0 .0 .3 60. 60.0 .7 - - - - .0 78. 60.0 90.0 0.0 78.0 ,0 6. p= 80A 06A 80 04.2 80A .9 80.0 0 80. 70. RTF7 60.076.0 .0 .0 80.0 0.0 7 . Q. 72.B 0.0 88.2 Maximum dedgn pressure ca w1W chart(FIEF) .•::.1 0.0 .0 .0 ODA 0.0 .1 .0 88.7 80.0 62. BBrtee8100 AWL!Od .Rernfbrced Corner SOD•LMt w/5"Riaor 0144 :::;1• .0:• A 910 .0 67.0-170-6-. 8 .7 57.7 Nominal 8 is Panel Width(in) :1l4; :: .0 .0 A 2 .8 Might :: .0 76.0 7b.0 .0 .0 8.6 .8 (in) Pos Ia os Pos I Nag Poo N Poe N POS a Poe e 00 60.0 064 105.0 8 . A 8 .0 00.0 1 20.0 Maximum deNgh pressure aapeally chart(PSig 4 :: .0 BA 80. 0 8 . e .0 .0 108.0 20.0 80. A ;11l113CI i _ 890...'.. 8 , 106. o.0 08 0 80,0 06.0 80.0 6.0 80. 1 .0 =80 11 .9 0.0 1 9.1 es w" 1lm Series 8f00Alum.ttOdeg.Non-Reinforced Corner$OD•LMt w/8"Rleer 11144 8,0:: 84A 06,0 80.0 05.0 80.0 0 80.0 06.0 .0 1 .0 o, if.7 80. .9 �Now� 2" '' s ng ns lh =•• 0 . : 0. 0 , 08.o OB.O 06.0 8-60 1 ,C 8D-0 9 . OA .3 �rt0e ...88.0:..::: •. .` :�.:42.0:::::'- . ::::.: .0:: . W /.0:: 9 8.0 80. .0 0.0 a. 92.0 .0 88.7 ' (M) Poa N Pos Nag Pos Poa Nap Pot N og Pos N80. 0. 80.0 1 .0 .0 97.0 .6 60,0 ::•d .Q:: 78.0 6. 71;.0 78.0 78.0 76.0 6. 7B. 78.0 T8. 0 120.7 A 06. - = 4L „ 0 7 . 78.0 6A 76 780 7BA 76 0 76.0 1512. :: o6. .0 .2 77.8 - - ,, 8.0 7 . T 78.0 7 76.0 7$. T 078 A7x.8 88.2 88.2 80.0 0110 80.0 06A 80.0 9 .0 82.1 .7 . 0:: 7 .0 8.0 8.0 T8. 780 7 A 5 76.0 72,1 72. .T 828 82.6 141. 0$.0 0.0 A4.2 8.9 78.Q 78.0 70.0 70A - - 7 .0 8.0 7 0 .0 7 7 . 73.@ 13.@ 87.0 970 61.7 67.7 _5T7_ Maximum dedgn pressure capacity chart(PSF) 4.0; 76.0 7 6, .0 6. 9 , 62, 6 8 . 63.8 ff Sones 8100 Atum.Eft.Reinforced Corner SOD-LMt w/9112"Riser#29 .O 75.0 75.0 73.8 1 73.a 1 64.9 1 84.9 1 56.5 1 68.8 53.8 53.8 50.0 50.0 NoMnaI Single Flannel Wklth (n Height Z(WjDI .a.M) os a oe os' N os N oe Ne 7500AMSI�RDAM1 1300.0 100.0 0.0 !93,3 A 120.0 0 A OA '�1'�inDo or ORLANDO,FL 32832 00. 0 O 06A 0 0 100.0 1 A 00.0 1200 00 20.0 INCORPORAT'IIi7Pbo '107A018400 6. = 100.0 10 0 . OA .0 $. .0. 6.9 0 .0 fin rMarses osos www.wtndooitnccom6.0 B0 00. • 1 $.9o:' oo. 0 A oA A ' 6A° 1 .6. 92. / 8100 SERIES ALUMINUM 90° & 135' CORNER SGD ,:: coo o. DDA 3.2 s. ,a 9z. .o .7 86 4'0 x 12'0 AND 5'0 x 10'Q PANELS - LMI � 6 ���/��,10 106.0 10 1 l de 90 UNIT DESIGN PRESSURE RATING CHARTS- - I ('' I 06. 0 .0 STA 8 . -88.0 88. .0 e0A - - ell 100.0 106. 1100.0 OB4O 7 9 A -• a - - �.�t(9�•S.i a DROM DWC NO. REV I .o os.o 100.0 os.o este $06 Tis.s• .e • ,• _ TJH OS-01172 A •Chis -R. Lor>titss R.E.. SB oo.0 9 9 ,a . . 7 .z . -. - _ t fdridp Mq..!6251,'4 100.0 1 o&O 1033 1104.r 88.9 .0 7 - $ME NTS DATE 01/20/11 ISHEET13A OF 30 ••• • • • ••• • • REINFORCED UNITS DESIGN PRESSURE CHARTS WITH GLAZING OPTIONS A, B, C AND D REVISIONS REV DESCRIPTION DATE APPROVED Ma knum design pr+emro capacity chad(PBFq A PER DADE LETTER DATED MAY 06, 2010 05/12/10 TR.L. Sef)"8100AIum.lsQde .ReinlorcedCernerSOD.LAmwisn"Rlserm PANEL HEIGHT AND D.L.Q. FORMULA end PANEL HEIGHT = UNIT HEIGHT - 1 9/16" MAXIMUM, D.L.O. HEIGHT = PANEL HEIGHT - 9 1/2" A e A QOA o-7 11140 o No °o oa 108.0 aso D.L.O. WIDTH NOMINAL PANEL WIDTH 9 1/2" 46.0 1106.0 .o 6 o 0 oa o a.o AloOo o 110 . 45A 1 05.0 ,0 1 WILD o 46.0 9118 a . 92.e NON-- REINFORCED UNITS DESIGN PRESSURE CHARTS WITH GLAZING OPTIONS A, B, C, D, E AND F 4" 1105.0 .0 05.0 46AWMA .0 45.0 8a. 0.0 46,0 C A .a ,o .0 Maximum dadgn promM capacity chart(ASF) _. .0 0 .o �76 .0 r . Series 810�DAIum.13$deg.Non-Reinforced Corner$00-rLNI w/13/4"Riser#32 I 9L .o o - Ivo na na n9 t n ao 6.0 0 7 .a 450 1104.9 45.0 1U.T 45.0 4a. ( p os Pos N49 ..of MOM =Poo NO ..s A '•'Os 'e -Pos- e :::80;M!: ;76. 0 7 A 0 78.0 .Q 76.0 a .0 45.0 76.0 Mwdmum d*Ogn pressure capacity chart(PBF) SALOr:;: 86.046. 6. .0 a6. 8 76.0 0 6.0 .0 76. Serlesa100 Alam.ls>rd RoInforoed Corns SOD-LMI vd2 f/#"Riser#I8d ti 0=:: .0 8. 75.0 46 ,O 76. 0 8 9.2 Noninel atndla w,nei vuh 0�0-* 45.0 .0 4 .0 7 46. 88.7 .0 .5 HsIW a#la Boa 4 7 46.0 .o 8618 Q .a 4618 61.7 .7 (10 oe os Pos Pos oe a -oe N Pos a 4.0.:: 76. 6, .0 69. .O 82. 46.0 1 57.0 a .0 .8 01 60.0 106.0 00.0 105.0 0. 0 .0 1 60.01 50.0 0 0 ,p , o o a0 .0 106,0 7 .0 45. -76-5- 4 .0 73. .0 84.9 R 6 48.0 .8 46.0 50. n a0. 1052 .0 o eD.o Maximum dedgn pmoure capodly chart(PSP) no...; 105.0 e . 0 8 .0 02.8 o eoA ORA .o o. 05A o. 100.0 a ,0 Series8100A1um.18dde .Non-Reinforced Corner$60-LNI w/21I4"Riser 033 low o e0. o e .0 .o na 81nn Panel til(In 1 GOA I �o 00.0 .o ,o eo. e0.0 7 .s 84.0•.:' 801 e .o toBA to in Poo 'Pos Pos Pot eg Pos Pos N PosNeg Sea 40 ,o eo.o .0 98 8010 ea, o e - aQ= D :::$a0"; 78.0 0.0 76.0 0.0 6. 0 .0 76.0 8 .0 75.0 6 .0 7 .0 80.0 7 .0 o .0 7eA e , - - - ::::84.0::: 60.0 60.0 0. A 6010 .0 0. &0 5.0 80.0 76.0 .0 76. A 7 .0 7 . 8 . .0 80.0 T2. 88.2 Mtulmum design promro capacity chart M8F) ::• 0 75.0 80.0 75.0 .0 75.0 .0 80.0 80.0 -6 SeriesOM Alum.!!L .Reinforced Comer SOD-LMI uY s"RJeer 04 Q8. 0.0 762 80.0 _YT-0 802 6A 60.0 73.9 7.0 8 87.7 7.7 7.7 Norftl Shots Panel MIS(in) 4:i 6A 7 . .0 76. 7, 53A A Mumsa. :4iF�::. 4 6t o; 3o, 60.0 0. 6. 0. .8 8. 00 50. .::-. •..•.:.. ..... . :; ... 1111:: 1111... _1111 � - i os Poo poo :a os I NO Pos I Nag .o o .o A 60. .0 0.0 1 .o ODA Maximum dsdgn prl mra capacity chart(PSF) .0 .0 80.0 .o 0 0.0 .0 "DQUC'T i1Svmw - - ob, _05.0 , 0A r *� 1''� Serles810DAlum.13$deg.Non-RalnforoedCorner SOD-LMIw/3"Riser#134 ', .0 0 90ao * Z (3 p•�2 Nb 1 Sindie n t in 05. 00.0 e. sae AeeiNwrr tNTLO e> in s N Pos NePos Na Pos NPos N Pos Nag o r .o a o. .o •c t : 0 76.0 .0 7 .0 .0 T&O 76.0 78.0 76.0 7 .0 76.0 75.0 IoLo WA 0 . A 81,0� ao. o a 0.0 7.a , :: . 7 .0 7 , 8A 7 .0 75.0 7 A 75. 7 0 8.0 7 0 76 76.0 .0 a, ` 88:0:=: 76. .0 78.0 .0 7 .O 7 . 6.0 72. 88,20. ::1t)3t.0:• 75.0 78.0 752 7 A 60 IWO- 75.0 72 7 .1 68.7 88. 82.6 82.6 c:. 6.0 76.0 1 76.0 1 7&0 76.0 1 7 .0 1 3.9 6T.087. 8 .7 .7 67.7 67.7 Nau/nrum design p owee aspadty abort(PSF) 4. -:: 76A T6.0 76.0 75.4 6. 89. 8 . 82.5 67.8 57.b 53. 63.8 Owl"llooAlum.!!Edej Reinforced Corner 80D-LMl w/91/s"RJser 036 p;: 7 . 76.0 1 75.0 76.0 73.a 73.6 04.9 a4.9 1 58.6 58.6 1 53.8 63.8 0.0 Noubw U Panel Mill .�:,.. :.•..�• ---:;--1111: . : 11:11 1111 Oe oaI Meg Pos No PCs IMs osI Nc# Pos Ala Ass Nay uou 100.0 110 .0 loo. 74M 10 COLAO 1 110 1 i0e.0 100.0 lou 100.01105.0 0053 10031105.0" a o 1 _30DX A 7500 AMSTBRDAM DRIVE 063 0 0 -T 1 6, o . [ORk 1Door ORLANDO,FL 32832 0 , 0 .0 00,0 1 ,0 i0 . 06.0 98 •• • • • • • •• 7=7PORATED Prwna107Ae18tOD • • • • • • • • Faws4p7A010103 www.windoodnc.com o •• ••• ••• ••• ~� ERIES ALUMINUM 90' & 135' CORNER SGD o, .. .. 1111 03AIDDA 1051007.0 1 o . , i .a iO3. 9 .a- ex - az - - - x 12'0 AND 5'0 x 10'0 PANELS -- LMI 0 .o ••• Mlswt r' UNIT DESIGN PRESSURE RATING CHARTS .0 -r . 0 • ••i i • •• i i DWG NO. REV 08-01172 qLuis �1�I DATE 01/20411 SHEET 13B OF 30 . . . . . . . . . . . . .. .. . . . .. .. REVISIONS SEE CLUSTER SEE CLUSTER SEE CLUSTER DETAIL K DETAILS L (90') DETAIL K REV DESCRIPTION OATS APPRt}YED PANEL WIDTH SHEET 16A AND M (135') ANDSHE168 A A PER DADE LETTER DATED MAY 06, 2010 05/12/10 R.L. SEE ELEVATIONS AND 16B SHEET 16A OR DP CHARTS AND 16B 6" MAX. 6" MAX. ANEL ANEL --,, ANEL LANELI r 6 ---' - --'" "-- -""- " MAX. ANCHORING NOTES, 6" MAX. 1) ALL FRAME SYSTEMS, 2 TRACK, 3 TRACK AND 4 TRACK, HAVE TWO ANCHORS AT EACH LOCATION SHOWN IN HEAD, SILL AND JAMBS. 2) ALL FRAME SYSTEMS, 2 TRACK, 3 TRACK AND 4 TRACK, HAVE ONE ANCHOR SEE NOTE 8 AT EACH LOCATION IN HOOK STRIP. SHEET 14 3) FOR ANCHORING INTO MASONRY/CONCRETE THROUGH A PROPERLY SECURED 1X NON--STRUCTURAL WOOD BUCK USE 1/4" ITW OR ELCO UL7RACON TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM /4"MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2 MINIMUM EDGE 11 3/4" MAX. DISTANCE AND 2 3/8" MINIMUM SEPARATION. LOCATE ANCHORS AS SHOWN O.C. TYP. IN ELEVATIONS AND INSTALLATION DETAILS. r 18" MAX. �� 4) FOR ANCHORING INTO WOOD FRAMING, 2X BUCK OR 2X WOOD BACKED 20 O.C. TYP. GA. MINIMUM STEEL STUD USE #14 WOOD SCREW WITH SUFFICIENT LENGTH a' TO ACHIEVE A 1 3/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 1" 0 oh c- 144" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. co z 0 z MAX. 5) SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING v b o y HEIGHT SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM M o ALLOWABLE LOAD BEARING SHIM TO BE 1/4". a 6) ALL FASTENERS TO BE CORROSION RESISTANT. SEE F o 7) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR DETAIL EY > b MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE SHEET °15 ;"ac. @u. R+�vt� USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH wah do b" SPECIFIED BELOW: ,�'L A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 " � B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 2,700 PSI. C. MASONRY -- STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 l `�-�- (OR GREATER) MIN fc'=1.90OPSI. j 7 E NOTE D. METAL FRAMING - 20 GA (.039) MINIMUM THICKNESS WITH 2X WOOD SHEET, 14 BACKING. 8) THERE ARE TWO (2) INSTALLATION ANCHORS AT EACH ANCHOR LOCATION �� �- --� ----.- 6" MAX. IN HEAD, SILL AND JAMBS. THERE IS ONLY ONE (1) INSTALLATION ANCHOR 6 MAX. .._ . AT EACH ANCHOR LOCATION IN HOOK STRIP. 9) FOR PANELS UP TO 48" WIDE INSTALL ONE CLUSTER OF ANCHORS AT 4 MAX. PANEL CENTER LINE SEE DETAIL 4 MAX. A � ANEL ANEL LEL LEL FOR PANELS GREATER THAN 4$" UP TO 60 WIDE INSTALL TWO CLUSTERS SEE CLUSTER OF ANCHORS AT PANEL CENTER LINE SEE DETAIL c SEE CLUSTER DETAILS L (9O') SEE CLUSTER - FOR CLUSTER AT DETAIL K DETAIL K AND M (135' SHEET 16A PANEL CENTER LINE SHEET IBA SHEET 16A SEE NOTE 9 AND 166 AND 166 THIS PAGE AND AND 169 DETAILS X SHEET 15 7390 AMSTFAtDAM DRIVE ANCHOR LAYOUT WinD00r ORLANDO,FL 32832 " 4PANEL.UNIT SHOWN,APPLICABLE TO ALL CONFIGURATIONS.SEE CHARTS SME1511$Fpt7 NJJM$ERQF Ph..407ASIMM ANCHORS REQUIRED. • • • • INCORPORATED Fmt40?A8tm www.wlndoo&ccom • 8100 SERIES ALUMINUM 90' & 135' CORNER SGD •• ••• •• •• 4'0 x 12'0 AND 5'0 x 10'0 PANELS — LMI 1. ; '•i : ,I 4'0 x 12'0 ANCHORING LAYOUT AND NOTES i • i i i i i • i DRAWN: OW NO. i ! ,,(( (��)) •• •• REV [.UIS l . "LoYAas f3.E.. • •• •• TJH 08-01172 A F`lari�la. Ii1 6 , 'i 4r. scAu NTS IDATE 01/20/11 sHEET 14 OF 30 c .WIN I` 77 • • • • • • • • • • ••• • • • ••• • • REVISIONS Number of onchor locations ufrsd at hookstri anchor er locetlon REV OESCRIPTiON - DATE APPROVED Haight 8In is Panel Vddth I In 00 A PER E0A0ETTER DATED MAY 06, 2010 05/12/10 R.L. :;:80:0 7 7 7 7 7 7 7 ; io8 8 8 8 8 8 8 „ 9 9 9 9 9 9 9 2 2" 9 8 @' 9 9 9 9 INTE !OR 10 10 10 10 10 10 10 _ 10 10 10 10 10 10 10 2 3/8 " 2 3/8" :':f48.�1 11 11 11 11 t t EXTER OR EXTERIO PANEL '?9T. 12 t2 12 12 12 PANEL eo: 12 12 12 12 12 DETAIL X DETAIL X o- 13 13 13 13 1 13 - - 2TRACK UNIT 2TRACK UNIT Total Number of anchors nquired at details K L 00),and N 1300 Head and Silt 2" „ Haight N Panel WNdih In 1 ERIOR 2 INT ER DA (In) 99'0 :::;: ego:::..:.: Y 4.0 8.0 8.0 8A' 8.0 8.0 12.0 i 04:0== 8.0 8.0 8.0 8.0 8.0 12.0 12.0 4 3/4" 4 3/4" z80o'.; 8.0 &01 8.0 8.0 12.0 12.0 12.0 80 8.0 8.0 8.0 12.0 12.0 120 EX��gIOp EXT RIOR PANEL 6.0 eo 8.0 12.0 12.0 12.0 12.0 PANEL 8.0 ea 12.0 12.0 12.0 12.0 12.0 DETAIL X DETAIL X 8.0 8.0 12.0 12.0 12.0 12.0 12.0 3TRACKUNIT 3TRACKUNIT 8.0 8.0 12.0 12.0 12.0 - :192.0 8.0 12.0 12.0 12.0 12.0 - - 2, 98.0 ? 8.0 12.0 12.0 12.0 12.0 - 2„ 8.0 12.0 12.0 12.0 12.0 INNBI R INTERIOR Num er of anchor focallons required at amb(2 anchors per/ocatlan) Hetght 81n to Panel Vddth In 7 1/8"J"'Ruct'uvww 7 1/$" .. ... .:•..:.... 11rwirltkthex ,*kl� eao iS 8 8 6 6 sx..92•-ol 0.12- 6 8 8 6 8 $ E RIO PANEL »�IrrleMr mer EXTERIOR PANEL a s e s e DETAIL X DETAIL X tb6�ti' 7 7 7 7 7 7 7 4TRACK UNIT 4TAAGK UNIT 7 7 7 7 7 7 7 2 CLUSTERS-4 ANCHORS TOTAL 1 CLUSTER s 2 ANCHORS TOTAL n 8 B 8 8 8 FOR PANELS GREATER THAN 48"UP TO 80"WIDTH FOR PANELS OREATER UP TO 48"WIDTH - ' � ' DETAILS FOR ANCHORS AT CENTER OF PANELS 9 r 2 3/8" 4 3/4" 7 1/8" 7500 AMSTERDAM DRWB WW in,1L..!o ORLANDO,FL 32832 NTEXTERIOR EXTERIOR ; •• INCORPORATED aaraes owww.wtndoorinccom ERiffEXTEAIOR • , rr , .. .. '•: '.' : ..' j 8100 SERIES ALUMINUM 90' & 135' CORNER SOD DETAIL Y - DETAIL Y DETAIL Y 4�0 x 120 AND 5'0 x 10'0 PANELS - LMI 2TRACKUNIT 3TRACKUNtT 4TRACKOVIT • .•• - 5 0 x 10 0 ANCHORING LAYOUT AND NOTES • • • It • • • W+�'" DRAWN: DWO N0. REV ILtsis .•' 1 '� DETAILS FOR CLUSTER AT JAMBS ••� ••• �•• TJFI 08-01172 A ',Ffartda ;I .� Ga. �l4. SCALE NTS DATE01 20 11 ZSHEeT 15 OF 30 r, • •• .• • • • •• .. .•• • . • ••. • • rNREVISIONS TEAIOR 2„ INTER/OA IN RIOR REV DESCRIPTION DATE APPROVED 4„ 2" 4" A PER DAVE LETTER DATED MAY 06, 2010 05/12/10 R.L. 4" 4" 4„ 4" 4" 4" 4" 4" 4„ u 4 2„ 2 TRACK 3 TRACK 4 TRACK 2 3 8 POCKET 238 VERTICAL 2" 90' 2" 5.135' SEP 4 13/4"EXTERIOR CONDITION �l SEPA7 1/$" EXTERIOR CORNER EXTEAk? CORNER SEPARATION DETAIL K DETAIL L DETAIL M 2TRACK UNIT 2TRACK UNIT 2TRACK UNIT HOOKSTRIP ANCHOR LOCATION - - JAMS ANCHOR LOCATIONS - - INTERIOR " INTERIOR ,� 2 4 INTERIOR 4 3/4" 4„ SEPARATION 4" 4" 4T4" 4 40 � 4 SEPARATION SEPARATION 4 3/4" 2., 4 -J rl i I- 11 1 11 �IT 11 3 TRACK 4 TRACK 2 TRACK 1. 90'EXTERIOR CONDIT ON EXTERIOR ERTICAL 2 CORNER ETRR 135' CORNER 2 3/16" 6 15/16" ETAIL K DETAIL L 'DETAIL M uc r.wwvwo SEPARATION ,. SEPARATION 3TAA� CK UNIT 3TRACK UNfT 3TRACK UNIT 4 9/16" �O SEPARATION !��tlN /Z�19/ A•I Z IN�RfoR , '1 HEAD& SILL ANCHOR LOCATIONS 2" 2„ RVTERIOR 4„ INTERIOR . `.4�x aw 4" •' 4„ 4" PANEL CONSTRUCTION: 4" 4" 4' 4" 4" ALL PANELS ARE CONSTRUCTED FROM EXTRUDED 6063—T6 ALUMINUM. 4" VERTICAL STILES ARE NOTCHED TO RECEIVE HORIZONTAL RAILS. EACH . RAIL IS SECURED TO STILES WITH (3) #10 x -.1 1/4" SQ. DRIVE SCREW • 2„ 4„ AT EACH END, ITEM #63. ALL PANELS HAVE AN INTERIOR AND EXTERIOR M7:1 8" APPLIED GLAZING STOP. • FRAME CONSTRUCTION: EACH FRAME CORNER IS NOTCHED AND BUTTED. HEAD AND SILL ARE VERTICAL 2" 90' 2 SECURED TO JAMBS WITH #7 TYPE A SS SCREW, ITEM #64, (2) AT EACH XTERIOR CONDITION EXTERIOR CORNER EXTERIOR CORNER CORNER ON 2 TRACK, (2) AT 3 TRACK FRAME AND (3) AT EACH CO - CORNER ON 4 TRACK FRAME. DETAIL K DETAIL L DETAIL M I 4TRACK UIVIT 4TRACK UNIT 4TRACK UNIT 7500 AMSTERDAM DRIVE Wi�nDoor ORLANDO#,FL 32832 • •.: ! rrM INCORFORATI&D 00 000 0 Ahonx�6TA81Al.w DETAILS FOR 6 CLUSTERS 12 ANCHORS TOTAL. . . . . ... . *. s � .�vww.windnortnccom :. ,r t •• ••• •• •• 8100 SERIES ALUMINUM 90° 8t 135• CORNER SGD ' �1 + 4CLUSTER AND ANCHOR 10'0 LOCATION DETAILSMI I �� ... ... '� ti• ; s' •• i • ••i i • •• i ORAWN- OWG NO. REV .. .. L.41is Lbr�t�ls f°,E. ••• • •• ••• TJH 08-01172 A FI'oYclq: 4►;62.3,14 scAtE NTS ;TE01420411 SHEET 16A OF 30 41 . . . . . . . . . . ... . . . 000 -0- 0 r low REVISIONS 1NTEAIOR INTERIOR INTERIOR REV DESCRIPTION DATE APPROVED 24" A PER DADE LETTER DATED MAY 06, 2010 05/12/10 R.L. 4„ 4„ 4„ 4• 4" INTERIOR In 2.0 INTERIOR 2 3/8" 2 J 2" INTERfOR 2Rik , 90* 2 EE~ MRIGA GOND TAL 2,. CORNER 135' J:2: 3 8" EXTERIOR EXTERIOR CORNER EXTERIOR '� DETAIL K DETAIL L DETAIL M xTE ERJOR vERricAL 9: 2M; CORNESXT€AJOR 135• 2TRAC NT 2TRACK UNIT 2TRACKUNIT CONDITION CORNER DETAIL K DETAIL L DETAIL M INTERIOR - 2TRACK UNIT - 2TRA�T 2TRACK UNIT - INTERIOR 2" INTEItiiIOA 2" 4" 4" 4" 4" 4°' INTERIOR INTERIOR 4" 2„ INTERIOR 2" WVERTICAL 4„ 2„ 2'4 3/4"EXTERIO 2 90' 2" CONDITION EXTERIOR CORNER EXTERIOR 135' VERTICAL 2" 90' 2" EXTERIOR CORNER EXTEA/OA E T, X ,R/OR CORNER DETAIL K DETAIL L DETAIL M 13. CONDITION CORNER STRi4CKUNIT 3TRACKUNIT $TRACK UNIT DETAIL K DETAIL L DETA/t_M 3TAACK UNIT STR40K UNIT 3TRACK UNIT JNTER/DR " INTERIOR INTERIOR INTERIOR „ 2 2 INTERIOR INTERIOR 2 4 4„ 2 4" 4" 4„ • 4" 2 2" 7:1 8" 7 1 /8" �VERTICAL2" EXTERIOR . VERTICAL 2" g0• 2„ RIM CONDITION EXTERIOR 2 CORNER 135* EXTERIOR CONDITION CORNER 135' CORNER EXTERlOA EXTERIOR CORNER DET AIL K DETAIL L DETAIL M 4TRACK UNIT 4TR4CK UNIT 4TRACK UNIT DETAIL K DETAIL L DETAIL M DETAILS FOR 2 CLUSTERS = 4 ANCHORS TOTAL 4TRACK UNIT 4TRACK UNIT 4TRAOK UNIT 7500 AMSTERDAM DRIVE Wu1D00r ORLANDO,PL 32832 rur ��!( r• DETAILS FOR 4 CLUSTERS 8 ANCHORS TOTALINGQ•.. .. •.• •.. M o.o1A81 q Z'SD ftr►wtotAaMsos www.windootMc.com _ •� i ..' . 8100 SERIES ALUMINUM 90' & 135' CORNER SGq -0/ •IL trio 4'0 x 12'0 AND 5'0 x 10'0 PANELS — LMI CLUSTER AND ANCHOR LOCATION DETAILS •• Wilk • .• DWG N0.DRAWN: REV ••: +� TJH 08-01172 A '• I:ui�;�2: Lo�Y1os '.'P.E..: Flwrid� N,oS 81.4 . SCALE NTS DATE 01/20/11 jsllEET16B OF 30 • •• •• • • • •• •• ••• • • • ••• • • PARTS L15T REVISIONS - N0. PARS NUMBER DESCRIPTION MANUFACTURER MATERIAL PARTS LIST CONTINUED REV oEscRIPTiDN DATE APPROVED ON SHEET 18 1 FS-02068 2TRACK FRAME HEAD KEYMARK ALUMINUM 6063—T6 A PER DADf LETTER DATED MAY 06, 2010 05/12/10 [R-L, 2 FS-02067 2TRACK FRAME JAMB KEYMARK ALUMINUM 6063-T6 3 S-44116 2TRACK SILL PAN KEYMARK ALUMINUM 6063-T6 4 S-44122 2TRACK SILL INSERT KEYMARK ALUMINUM 6063-T6 1" O.A. MAX. 3/8" 5 FS-02071 47RACK FRAME HEAD KEYMARK ALUMINUM 6063-T6AIR SPACE 9/16" O.A. 3/16" HS 9/16" O.A. 6 FS-02070 4TRACK FRAME JAMB KEYMARK ALUMINUM 6063-T6 1090" SGP .090" SGP 060" SGP BY DUPONT BY DUPONT 1/4" HS BY DUPONT 7 S-44118 4TRACK SILL PAN KEYMARK ALUMINUM 6063—T6 1/4 HS 1/4" HS 3/16 TEMP 3/16„ HS 1/4" HS 8 5-44124 4TRACK SILL INSERT KEYMARK ALUMINUM 6063—T6 s F�-o21ao 3TRACK FRAME HEAD KEYMARK ALUMINUM 6063—T6 EXTERIOR INTERIOR � EXTERIOR INTERIOR EXTERIOR INTERIOR � 10 F3-02181 WRACK FRAME JAMB KEYMARK ALUMINUM 6063—T6 1 1" GLASS 1" GLASS 1" GLASS 11 S-44123 3TRACK SILL PAN KEYMARK ALUMINUM 6063—T6 44 BITE 45 BITE 44 BITE 12 S-44117 3T SILL INSERT KEYMARK ALUMINUM 6063—T6 28 70 30 70 28 70 13 FS-01882 HEAD INSERT KEYMARK ALUMINUM 6063—T6 46 14 FS-01883 FRAME JAMB INSERT KEYMARK ALUMINUM 6063—T6 46 80 46 15 FH-01869 TOP RAIL KEYMARK ALUMINUM 6063—T6 GLAZING QPTIONA GLAZING OPTION Q QLAZ!NA OPTION E 16 FH04723 BOTTOM RAIL KEYMARK ALUMINUM 6063-T6 LARGE MISSILE IMPACT REINFORCED LARQE MISSILE IMPACT REINFORCED LARGE MISSIL9 IMPACT &NON-REINFORCED UNITS &NON-REINFORCED UNITS NON-REINFORCED UNITS ONLY 17 FH-01871 LOCK STILE KEYMARK ALUMINUM 6063-T6 18 FH-05889 90' CORNER STILE KEYMARK ALUMINUM 6063-T6 1" O.A. 1" O.A. 19 M-05890 90' CORNER CLIP KEYMARK ALUMINUM 6063—T6 MAX. 3/8" MAX. 3/8" 20 FH-04767 FEMALE BUTT STILE EXT. OFFSET KEYMARK ALUMINUM 6063—T6 9/16" O.A. AIR SPACE AIR SPACE .075" VANCEVA 3/16" HS 3/16" HS 21 FH-04750 MALE BUTT STILE EXT. OFFSET KEYMARK ALUMINUM 6063—T6 BY SOLUTIA .075" VANCEVA 060" SGP 1/4- HS BY SOLUTIA " BY DUPONT 22 FH-03916 BUTT STILE REINFORCEMENT KEYMARK ALUMINUM 6005—T5 3/16 TEMP 3/16 TEMP 1/4" HS 3/16" HS 3/16" HS 23 FS-04754 PLAIN STILE INTERLOCK KEYMARK ALUMINUM 6063—T6 24 FS-04755 PLAIN STILE INTERLOCK COVER KEYMARK ALUMINUM 6063—T6 EXTERIOR INTERIOR } EXTERIOR INTERIOR EXTERIOR INTERIOR 25 FS-04751 INTERLOCK COVER KEYMARK ALUMINUM 6063-T6 1" GLASS 1" GLASS 1" GLASS KEYMARK ALUMINUM 6063-T6 44 BITE 45 BITE 45 BITE 26 FS-02726 STILE JAMB INSERT ~---�- 27 FS-02726 PANEL STILE JAMB INSERT KEYMARK ALUMINUM 6063—T6 28 70 T 30 7O 3p 70 28 FH-01877 9/16" HORIZONTAL GLASS STOP KEYMARK ALUMINUM 6063—T6 46 80 46 80 46 29 FH-01878 9/16' VERTICAL GLASS STOP KEYMARK ALUMINUM 6063—T6 30 FS-01879 1" HORIZONTAL GLASS STOP KEYMARK ALUMINUM 6063—T6 GLAZING OPTION B GLAZING C?PT/ON D GLAZING OPTION F LARGE MISSILE IMPACT REINFORCED LARGE MISSILE IMPACT REINFORCED LARGE MISSILE IMPACT 31 FS-01880 1" VERTICAL GLASS STOP KEYMARK ALUMINUM 6063—T6 &NON-REINFORCED UNITS &NON-REINFORCED UNITS NON-REINFORCED UNITS ONLY 32 FH-03693 1 3/4• SILL RISER KEYMARK ALUMINUM 6063—T6 33 —03652 2 1/4" SILL RISER KEYMARK ALUMINUM 6063—T6 j`� 7500 AMSTERDAM DRNB W �L oof ORLANDO,FL 32832 �, r,, 34 FH-03653 3" SILL RISER —KEYMARK - - ALUMINUM-6063-T6 riwiluC?aw ,.- - — - - • - - - - - . = - - - _ ••6 wM*I6e111w INCOR'PORAT13D ►+eeKC��et etoo � .' I , 35 FH-03654 3 1/2" SILL RISER KEYMARK ALUMINUM 6063—T p rugMASI= VAM.alndoorinc.com ••'�' 8100 SERIES ALUMINUM 90• & 135' CORNER SGU 36 LMI GLAZING SEE SHEET 17 �.�I � , 40x 120 AND 50x1.00 PANELS 37 FS-03684 POCKET DOOR HOOK STRIP KEYMARK ALUMINUM 6063-T6 �, , BILL OF MATERIALS AND GLAZING OPTIONS r I�6 38 FS-04477 POCKET DOOR HOOK STRIP MOUNT KEYMARK ALUMINUM 6063-46 �; ` lrw M LA ' • •• •. •• r wnwa�x^. DRAWN: DWG Ido. REV •' ��l13`,�t. �L.o 39 FS-04476 POCKET DOOR HOOK STRIP COVER KEYMARK ALUMINUM 6063-T� ;• ••• TJH 08-01172 A .'�Flrfd �� f 2,v'14' 40 FH-05045 INTERLOCK REINFORCING BAR KEYMARK ALUMINUM 6005—T5E NTS DAT£ 01 20 1 f S"E�17 OF 30 f PARTS LIST PARTS LIST CONTINUED �'"S{0"s NO. PART NUMBER DESCRIPTION MANUFACTURER MATERIAL FROM SHEET 17 REV DESCRIPTION Date APPROVED 41 FH-02642 6000 BUTT STILE REINFORCING BAR KEYMARK ALUMINUM 8005-T5 1 A PER DADE LETTER DATED MAY 06. 2010 05/12/10 R.L. 42 FH-05479 90' & 135' CORNER STILE REINFOR. KEYMARK ALUMINUM 6063-T5 43 FS-04747 BUMPER JAMB INSERT KEYMARK ALUMINUM 6063-T6 54 44 TP985- 9/16" GLAZING VINYL VINYL 52 45 TP1051 1 Z 1" GLAZING VINYL VINYL 46 TP990 SETTING BLOCK NEOPRENE 80DURO 13 47 #1988-9000 TANDEM ROLLER 63 48 7500 A04 SIGNATURE HANDLE SET 49 SIGNATURE DUMMY HANDLE SET 15 17 48 29 50- 2468- DUAL POINT MORTISE LOCK & KEEPEF 63 51 TP876 INTERLOCK BUMPER RUBBER 52 NPG PANEL GUIDE NYLON 28 2 53 NRAHP PANEL ADJUST. HOLE PLUG NYLON 36 EXTERIOR INTERIOR 54 W332417K0000 FINSEAL .187 x .350 54 INTERIOR 64 55 W231417KO000 FINSEAL .187 x .140 56 W332217K0000 FINSEAL .187 x .220 28 50 57 W1313171(0000 FINSEAL .187 x .130 63 27 58 W333517K0000 FINSEAL .187 x .680 54 EXTERIOR 59 P7569AM DUST PAD 1.244" x .5" x 2.34" 16 OR 75 333 34 AND 58 36 60 141018 #8 x 3/8" PH TYPE 9 18-8 STAINLESS 61 131002 #8 x 1" PFH THREAD CUTTING 18-8 STAINLESS 47 35 SIMILAR) 64 62 131009 #10 x 3/4" FH TEK SCREW 18-8 STAINLESS fi3 43 63 131004 #10 x 1 1/4" SO. DRIVE TYPE F 410 STAINLESS 74 7 x 5 8 PH TYPE A 410 STAINLESS 54 64 131020 # / I�HORIZ'ONTAL CROSS SECTION 65 131018 #10 x 2 1/2' TYPE F 18-8 STAINLESS4 60 1 LOCK STILE T10 2 TRACK FRAME JAMB 66 131010 #10 x 1/2" SCREW 18-8 STAINLESS 67 131011 #8 x 2" FH TEK SCREW 410 STAINLESS 69 u *mot 68 131022 #8 x 3/4" PH TEK SCREW 410 STAINLESS 3 �1ww�+�•w.i�.we„wa I f 69 LCS068-N5 SILL GATE SNAP IN NYLON A VERTICAL CROSS SECTION 70 SIKAFAST 552 GLAZING COMPOUND SIKA SILANE POLYMER 18 2 TRACKFRAME SYSTEM W/TH31/2' SILL RISER SHOWN,ALL Slot RISERS lM ',�J< �'� �`~c !«��..►r~...� 71 715449 LOCK OPERATING GEAR (CORNER) SIEGENIA MAV BE USED(SEE DESIGN 72 896624 LOCK LINKAGE (CORNER) SIEGENIA PRESSURE CHARTS SHEET 13) 73 811-1-01 KEEPERS (CORNER) SEDAN '� r• 7500 AMSTERDAM DRIVE _ _74 FG0015011- SEALANT SILICONE _ _ �'`' inD OOr O�NDO,FL 32832 _ ,<<'' www.windoorinc.com FS-04766 TALL BOTTOM RAIL KEYMARK ALUMINUM 6063-T6 �' ••• •• D Fkke 4074�'"A'°/O0 INCORPORATE '' I " • • • • • • • • pi„ .�BtA596 RIW.WJI1lI00tIC1C.COI11 •.< ., • •• r , '.: " ': : : : : •• 8100 SERIES ALUMINUM 90' & 1354 CORNER $OD '' :' `'c' V. 76 131055 #8 x 1/2 PFH TEK SCREW STAILESS STEEL ••• •• 4'0 x 12'0 AND 5'0 x 10'0 PANELS - LMIV, 76 77 FH-05611 135' CORNER STILE KEYMARK ALUMINUM 6063-T6 BILL OF MATERIALS AND CROSS SECTIONS < 78 FS-05821 135' CORNER CLIP KEYMARK ALUMINUM 6063-TO. r ! • • • • ' • • DRAWN: DWC Ala. REV. r• /. a i 79 10 x 3 4" PH TEK SCREW 18-8 STAINLESS : :. ' 0 Luis' t!aPi6s A.E..' # / ••• :.. ' TJH 08-01 172 A 4 Flnrf�l 80 1056 IGD SPACER HELIMA ALUMINUM AW3000 SCALE NTS °ATe 01./20/11 SHEET 18 OF 30 REVISIONS ' REV DESCRIPTION DATE APPROVED A PER DADE LETTER DATED MARCH 21, 2011 03/24/11 R.L. 36 29 49 50 55 27 41 49 29 36 INTERIOR 36 d 29 EXTERIOR 42 _ - 135'• INTERIOR 48 SEE REIN. SEE REIN. 21 NOTE 62 65 NOTE 20 22 SHEET 19 SHEET 19 D t�ORlZ AT QRQSS SECTIQN i8 MALE BUTT STILE TO REINFORCED FEMALE BUTT STILE 36 29 42 48 72 73 77 55 78 77 79 SEE REIN. NOTE SHEET 19 36 EXTERIOR wiM��M 31 ORIZONTAL CROSS SECTION 9 REINFORCED 136°CORNER STILE 4-- REINFORCING BAR NOTE: ITEM #40, (INTERLOCK REINFORCING BAR) IS SECURED TO INTERLOCK WITH ITEM #62 SEE DETAILS C/22 AND F/22. oriYpucwAIiCY1llm ITEM #22, (FEMALE BUTT STILE REINFORCING BAR) IS SECURED TO FEMALE a wila*4Pl" BUTT STILE OFFSET WITH ITEM #65 SEE DETAIL D/19. e� 2-0)30.12 ITEM #41, (6000 BUTT STILE REINFORCING BAR) IS SECURED TO FEMALE 48 w 1 . (� BUTT STILE OFFSET WITH ITEM #62 SEE DETAIL D/19. 90 ITEM #42 ( CORNER STILE REINFORCING BAR) IS SECURED TO CORNER INTERIOR 42 �s�9 �` �` STILE WITH ITEM #79 SEE DETAIL E/19. ALL SCREWS ARE SPACED 6" FROM -TOP AND BOTTOM OF STILES AND ONE 79 NE EREIN. AT MIDSPAN. SHEET 19 18 7500 AMSTERDAM DRIVE I O or -ORLANDO,FL 32632 INCORPORATED, Pho" • • •• • •' • • •• nXiSOTABlma www.windoolinc,mn 36 31 42 48 72 73 19 18 55 .' .•: ••• "• 8100 SERIES ALUMINUM 90• & 1350 CORNER SGD 4'-0" x 12'0 AND 5'0 x 10'0- PANELS — LMI EXTERIOR .•• CROSS SECTIONS ••• i • •i i • • DRAWN: DWG NO. REV , . .. •• • Luis".fit.•"t!o�i'fas 'PnE.,: ••. •� ••• TJH 0$-01172 A . HORIZONTAL CROSS SECTION '•;.Ffiori'dcl,INo�� 02�1'4:. 19 REINFORCED 80°CORNEA STILE SCALE NTS 0"E 01/20411 SHEET 19 OF 30 1 REVISIONS REV DESCRIPTION DATE APPROWD 3938 A PER DADE LETTER QATED MARCH 21, 2011 03/24/11 R.E., I 76 25 62 37 23 5 ' INTERIOR 51 54 oil 11i 56 52 24 6 13 PERIO 63 36 31 17 64 15 HORIZONTAL CROSS SECTION 63 INTERLOCK TO HOOK STRIP 43 17 48 30 36 58 l INTERIOR 54 3s 3071 50 INTERIOR 63 rr�•i1RYli;RD 64 EXTERIOR Z.-o o./L 27 16 OR 75 34 (32, 33 AND 54 47 35 SIMILAR) Me 58 EXTERIOR @--" 64 74 54ct t 8 6960 " 7T" '"""" 1 HORIZONTAL CROSS SECTION LOCK STILE TO TRACK FRAME JAMB 7 0 VERTICAL CROSS SECTION �'�'j•,,,j� 7500 AMSTERDAM DRWE TRACKFR4ME 8YS7EM WITH 3"SILL RISER _ - - - - W.inD0Or - ORLANDO,FL 32832 SHOWN,ALL SILL RISERS MAYBE USED(SEE .• TNCQRI'ORA'I`SI? x'004��r°°' ,\ '. • 1 r/ DESION PRESSURE CHARTS SHEET f0) www.windoorinc.com " yy�;rlt. ••• •• ' ' 8100 SERIES ALUMINUM 90' & 135' CORNER SGD • 0:0•• ••• 4'0 x 12'0 AND 5'0 x •10'0 PANELS — LMI • : : CROSS SECTIONS ti, I., . •t . . •: :• ' • i• • •' : : DRAWN: DWO N0. REV ` ••• TJH 08-01172 A I�Gbs� P Ea ... .. liiphl,cA, hip-,,625,0 $CASE NTS 01 20 11 IS14EET20 OF 30. ••• • • •• •• • • • •• •• REVISIONS REV DESCRIPTION DATE APPROVED 36 29 48 50 49 29 A PER DADE LETTER BATED MARCH 21, 2011 03/24/11 R.L. 55 27 36 INTERIOR JE 36 EXTERIOR 28 INTERIOR 21 20 HORIZONTAL CROSS SECTION 1 MALE BUTT 877LE 7ONON-REINFORCED 48 FEMALE BUTT STILE 36 36 29 48 72 73 77 55 78 77 EXTERIOR 31 HOA/ZONTAL CROSS SECTION NONREINFORCED 136°CORNER STILE t�etwEu4V ARifls� ���.��R wll�Itle M DIM as MII dk Wip 2�0 2— F6 .1 • INTERIOR 90 48ow, n. 18 Wirl.Door O00 DO»' D'RWE . INCORPORATED ftam4WAS1.E40D • • •• • • • Pao4R.411A60b www.vindootinc.com 36 39 •. 4Q : 2 73 19 18 55 8100 SERIES ALUMINUM 90. 8t 135' CORNER SOD •• 4'0-x 12'.0. AND 5'0 x 10'0 PANELS — LMI EXTERIOR - T CROSS SECTIONS 421 . . DRAWN: DWO N0. RA ,, } ISE. PNTAL(t?4S # ION TSH 08-01172 q..�NF CED 90°CORNER STILE Sc" NTS DATE 01/2U11 11 SHEET21 Off' 30Ap- � ... ... . 'fl. "` REVISIONS REV DESCRIPTION DATE APPROVED SEE REIN. A PER DADE LETTER DATED MARCH 21, 2011 03/24/11 R.L. 36 29 23 59 40 25 62 NOTE 36 29 23 59 25 SHEET 19 51 INTERIOR 51 INTERIOR 56 SEE REIN. EXTERIOR EXTERIOR NOTE 62 25 40 59 23 29 36 SHEET 1925 59 23 29 36 eHORIZONTAL CROSS SECTION LMHORIZONTAL CROSS SECTION REINFORCED INTERLOCK TO REINFORCED INTERLOCKNON-REINFQRCED INTERLOCK TO NON-REINFORCED INTERLOCK 25 59 23 31 36 INTERIOR No 1� 56 51 t\ SEE REIN. NOTE 62 25 40 59 23 31 36 � j EXTERIOR SHEET 19 INTERIOR te+opuCt Ilay.�p>�t 1) !.�!We w1a s>i Iwiso; 56ldlb „��. 12-•0130. 11-- 5i 36 31 23 �59� 25pw-1 ' �'��Ea L►�t6�e. • .� R ORIZONTAL CROSS NON-REINFORCED INTERLOCK TO EXTERIOR NON-REINFORCED INTERLOCK �Yr• 7500 AMSTBRDAM DR1VB W inDoor ORLANDO,FL 32832L I t , I-. •• • ; REIN. INCOItPORA'I'Eb wA "�a►a�81�BOSOS� NWW.WIllC100lJf1C.CO117 rj 36 31 • • • u f ET 19 { • S13E 8100 SERIES_ ALUMINUM -90' * `135 CORNER SOD HORIZONTXL C908W StCflbN _ .4'0 x 12'0 AND 5'0 x 10'0 PANELS - LMI R FORCED INTERLOCK TO REINFORCED INTERLOCK CROSS SECTIONS r • • or • • • • • • • �; 1�. I` �1� i • • • • • • • DRAWN: DWG N0. REV •• •• TJH 08-01172 A 1=4Iis, R:I L�om .. .. Rlorid� ... . .. . ... . SCALE NTS D^ Of 20 14 SHE�22 OF 30 or . . . . ... . . • • • • • • • • �llrrrl•rf'•trt • •• •• • • • •• •• 1" MIN. 2 3/8" rt mstoNs EDGE DIST. SEPARATION R& DEWRIMON DATE APPROVED A PER DADE LETTER DATED MARCH 21, 2011 03/24/11 R.L. DOUBLE 2X BUCK/WOOD FRAMING BY. OTHERS, 2X BUCK TO BE PROPERLY 1 BED MIN. SECURED EMBEDMENT • (SEE NOTE 2 SHT. D 1 3/4" MIN. 1/4" MAX. EMBEDMENT SHIM 1/4" MAX. DOUBLE 2X BUCK OOD APPROVED SEALANT BACKER ROD AND SHIM FRAMING BY OTHERS 2X #14 WOOD SCREW SUCK TO BE PROPERLY SECURED INTERIOR - - (SEE -NOTE 2-SHT, i) - - #14 WOOD SCREW #14 WOOD SCREW 2 3/4" EXTERIOR SEPARATION it) MIN. EXTERIOR INTER0 EDGE DIST. FASTENER HEADS f TO BE COVERED BACKER ROD AND WITH APPROVED I I I I APPROVED SEALANT SEALANT O*Sug iwvwm I.J Ll LJ #14 WOOD SCREW **wa dji.nvMy FASTENER HEADSn. 2—•p 1. 6•/1� TO BE COVERED HORIZONTAL CROSS SECTION :;wot+t WITH APPROVED 2X BUCK/WOOD FRAMING INSTALLATION SEALANT 2 TRACK FRAME SHOWN,9 TRACK AND 4 TRACK SIMILAR #14 WOOD SCREW FASTENER HEADS TO BE COVERED w� (at WITH APPROVED f SILL TO BE SET SEALANT NOTE: IN ��^ ^� ^P"f'CVE2X BUCK/WOOD FRAME SUBSTRATE INSTALLATION FOR 2 get 12 SEALANT ED #14 WOOD SCREW TRACK SHOWN. ANCHORAGE SIMILAR FOR 3 TRACK AND 4 NON—SHRINK GROUT TRACK SYSTEMS. SEE SHEET 16 FOR O.C. ANCHOR t S %4 kc SEPARATION. X BUCK WOOD 2 TRACK WITH 3 1/2" SILL RISER SHOWN 3 TRACK & 4 DOUBLE 2 FRAMING X LICK/S, 2X I TRACK ARE SIMILAR. ALL APPLICABLE SILL RISERS MAYBE BUCK TO BE PROPERLY 1 3/4 MIN. USED. SEE D.P. TABLES SHEETS 13A AND 138. SECURED EMBEDMENT 7500 AMSTB1itDAM DZVB (SEE NOTE 2 SHT. 1) '�V1111Joor ORLANDO,FL 32832 . INCORPORATED riwMt4m.+a�a+oo • Pm 4masiasos wQnvwladoorinc.com 1 ' 1" MIN. 25:3��b�: : : •. �:. ,, •.; '• 81 EDGE DIST. •Sf�j4R91:1ON,• ; ; 00 SERIES ALUMINUM 90' & 135' CORNER SGD �I 'j � ,`'; •''• 4'0 x 12'0 AND 5'0 x 10'0 PANELS — LMI �� t�•Y/ VERTICAL CROSS SECTION INSTALLATION .DETAILS I,., (., i 2X BUCWMOD FRAMM1Q.INSTAK(Aj1fQN } 2 W014FRAA&&O�N,•3 FQACf : DRAWN. Dw0 NO. NEV ` Is !S, pr : ..:Atb407RA&K9OIMILAR.. FTJH 08-01172 A `�` ��2�, 4• sCALE NTS DATE Q31420411 s"m23 OF 30 t'I:l, t , ' ,� • :'` • •• •• • • • •• •• 2 1/2" MIN 7 1/8" SEPARATION MASONRY/CONCRETE RE�stoNS OPTIONAL 1�DBGCKST' BY OTHERS REV DESCRIPTION DATE APPROVEO BY OTHERS, b A PER DADE LETTER DATED MARCH 21, 2011 03/24/11 R.L. 1X BUCK TO BE PROPERLY SECURED b i? Q 1 1/4" MIN. (SEE NOTES 2 & 3 EMBEDMENT SMT. 10) A 1 1/4" MIN. 1/4" MAX. —t EMBEDMENT SHIM FASTENER HEADS TO BE COVERED WITH APPROVED 4"MAX. MASONRY/CONCRETE SEALANT 1 BACKER ROD AND SHIM BY OTHERS 1/4" TAPCON APPROVED SEALANT SEE NOTE 2 SHEETS 14 AND 15 OPTIONAL 1X BUCK BY OTHERS, 1X BUCK TO BE 1/4" TAPCON 1/4" TAPCON PROPERLY SECURED SEE NOTE 2 SEE NOTE 2 (SEE NOTES 2 & 3 SHT. 1) SHEETS 14 AND 15 SHEETS 14 AND 15 NOTE: MASONRY/CONCRETE SUBSTRATE INSTALLATION FOR 4 TRACK 2H0TRACKAAND ANCHORAGEILAR FOR 7 1/8" INTERIOR SEPARATION SEE SHEET 16 FOR O.C. ANCHOR EXTERIOR iL INTERIOR SEPARATION. 4 TRACK WITH 3" SILL RISER SHOWN 2 TRACK & 3 TRACK ARE SIMILAR. ALL APPLICABLE a SILL RISERS MAYBE USED. SEE EXTERIOR D.P. TABLES SHEETS 13A AND 138. ra®ouC�'�rtviww FASTENER HEADS FASTENER HEADS "Iftdotols�M� TO 8E COVERED TO BE COVERED 2- WITH WITH APPROVED WITH APPROVED SEALANT SEALANT 1 tt2--1/2„ MIN. A . l�� �3GE DIST. 1/4- TAPCON SEE NOTE 2 1/4- TAPCON SHEETS 14 AND 15 SHEETSSEE 14 ANDE15 1/4” TAPCON r �IaMwoi lytwlN�IB� FASTENER HEADS SEE NOTE 2 BACKER ROD AND TO BE COVERED SILL TO BE SET SHEETS 14 AND 15 PPROVED SEALANT WITH APPROVED IN BED OF APPROVED CoadBY OTHERS SEALANT SEALANT OR (S" 1.(, �►R - HORIZO rAL CROSS SECTION NON-SHRINK GROUT •"'""'i'�"" '`M" 4 TRACKFRAMFSWOWN,2 TRACK p D AND 3 TRACK SIMILAR MASONRY/CONCRETE BY OTHERS D W i nDo or ORLANDO FL 32832�� •• ••• •• 1 1/4" MIN. Fw 4 t07.43I.Bf00 , • • • • • • • • • x�1C.:O1tPORA`t`1�.I? F4�t 1WA81A6GS tiAnVw WInd00CItmGOm I 2 1/2" MIN. '• ••:6:1i/�tb�" •SEPARATION EMBEDMENT • EDGE DIST. •• ••• •• •• 8100 SERIES ALUMINUM 90' & 135• CORNER SGD 4'0 x 12'0 AND 5'0 x 10'0 PANELS — LMI • R C CRCbSS SECTION INSTALLATION DETAILS ti • WASGVRY/CVNCR&cTEeI S ALLATION DRAWN., I WO 140. REV- I Ise 11' uI,IMas .4TRAM(FR,aWONOM;•2TRACK TJH 08--01172 A ..,wi 6 14 ••• • *ANDS TRACk'WAAAR SME NTS DaTE 01/20411 sHEET 2 r t l , • 4 of 3a . ; AIJL : ; ,.5 E 1" MIN. 2 3/8" REwstDnts EDGE DIST, LSEPARATION REV DESCRIPTION DATE APPROVED A PER DADE LETTER DATED MARCH 21, 2011 03/24/11 R.L. DOUBLE 2X BACKED 20GA.STEEL FRAMING 1 3/4" MIN. BY OTHERS EMBEDMENT (SEE NOTE 2 SHT. 1) 1/4" MAX. 1 3/4" MIN. SHIM 1/4" MAX. EMBEDMENT #14 WOOD SCREW BACKER ROD AND SHIM DOUBLE 2X BACKED APPROVED SEALANT 20GA.STEEL FRAMING INTERIOR BY OTHERS - (SEE NOTE 2 SHT. 1) - #14 W000 SCREW X14 W000 SCREW 2 3/81. EXTERIOR SEPARATION U 1 MIN, EDGE GIST. FASTENER HEADS ' EXTERIOR - INTERIOR �- TO BE COVEREDWITH APPROVED BACKER ROD AND J SEALANT APPROVED SEALANT X14 WOOD SCREW avt �v HORIZONTAL CROSS SECTION FASTENER HEADS wft IAe r 2X BACKED STEEL FRAMINS INSTALLATION TO BE COVERED Ce4s A WITH APPROVED «tiMw*ft t1N fL4 -)2. 2 TRACK FRAME SHOWN,3 TRACK �ai raM4M�YwiNf SEALANT BtiNratier t�a1e AND 4 TRACK SIMILAR FASTENER HEADS �� X14 WOOD SCREW TO BE COVERED WITH APPROVED L '^ SEALANT NOTE: SILL TO BE SET WOOD BACKED 20GA. STEEL STUD SUBSTRATE INSTALLATION IN BED OF APPROVED #14 WOOD SCREW FOR 2 TRACK SHOWN. ANCHORAGE SIMILAR FOR 3 TRACK AND SEALANT OR 4 TRACK SYSTEMS, SEE SHEET 16 FOR O.C. ANCHOR NON—SHRINK GROUT SEPARATION. rillj 2 TRACK WITH 3 1/2- SILL RISER SHOWN 3 TRACK & 4 DOUBLE 2X BACKED TRACK ARE SIMILAR. ALL APPLICABLE SILL RISERS MAYBE 20GA.STEEL FRAMING USED. SEE D.P. TABLES SHEETS 13A AND 13B. BY OTHERS 1 3/4" MIN. (SEE NOTE 2 SHT. 1)JI I EMBEDMENT ��j 7500 AMS'I'18HllAM DRIVE W inDoor ORLANDO,FL 32832 . '• iCQRPORA'1'J!3D R-4WA1111m o . 0I1 1"' MIN. '• •• :2:X/ 'ii ' :•i '• than 4C7ASi OSOS W W W.VI+�iIdOOtI#1C.CO3Y1 8100 SERIES ALUMINUM 90' & 135' CORNER SGD EDGE DIST. •• ••• SEPARATION` 4'0 x 12"O-AND 5'0 x 10'0 PANELS — LMI INSTALLATION DETAILS •�/Ei1�TlCAI:�1�3S5,3�Gfi(ON - _ 1t I . t:;•t.� 24�4C1 jFD f 7 Egt NIAMOIQ JNSIALLATION ` DRAWN: Dwo No. , Luis (�. (,o'r�nas P.E' •�f TFfft CFj�wEV40WX 3 TAACK TJH 08-0117'2 A lw;idrid�I N" w51!� AND 4 TRACK SIMILAR scALe NTS °AtE 01/20/11 ISHMT25 OF 30 REWSIONS REV DESCRIPTION DATE APPROVED 1 3/4" MIN. A PER DADE LETTER DATED MARCH 21, 2011 03/24/11 R.L. 1/4" MAX. EMBEDMENT SHIM #14 WOOD SCREW 1" MIN. EDGE DIST. DOUBLE 2X BUCK/WOOD FRAMING BY OTHERS, 2X BUCK TO BE PROPERLY SECURED (SEE NOTE-2 SHT. 1) 1 3/4" MIN. 1/4" MAX. EMBEDMENT INTERIOR SHIM #14 WOOD SCREW 1" MIN. EDGE DIST. WIN DOUBLE 2X BACKED EXTERIOR 20GA.STEEL FRAMING NOOK STRIP CROSS SECTION BY OTHERS 2X BUCK/WOOD FRAMING INSTALLATION (SEE NOTE 2 SHT. 1} 1 1/4" MIN. INTERIOR twcT"Avis" EMBEDMENT 0 whk ye Phdi c 0 c•..W 1/4" MAX. - t SHIM 2 1/2" MIN. �M�r 1/401 TAPCON EDGE DIST. EXTERIOR SEE NOTE 2 NOOK STRIP CROSS SECTION azg`v>�"" SHEETS 14 AND 15 ?X BACKED STEEL FRAMJNQ INBTALLA770N 1X BUCK BY OTHERS, IX BUCK TO BE IMS PROPERLY SECURED (SEE NOTES 2 & 3 SHT. 1) MASONRY/CONCRETE BY OTHERS INTERIOR Ap 7500 AMSTBRDAM DRIVE WinD oor ORLANDO,FL 32832 < <r • ;•; INC0RP0RATED P=4 ASIA • •• • • • ••• • Hun tO�ABtAS03 W Ww.WL1d001'jrtG.00tt1 •• ••• ••• 8100 SERIES ALUMINUM 90' & 135' CORNER SGD 4'0 x 12*0 AND 5'0 x 10'0 PANELS — LMI EXTERIOR INSTALLATION- DETAILS (' o •;• Ngl�kSMIP E•ROSS SECTION ;. 1V swR1'"/GGNCA61EJNRALLA7YON DRawN: 9wt; Na REV .•� ial'�tILbrWt s P�. . -: •.. .. .•• TJH 08-01172 A i Io lill,PR'1.6zStl4 ; MLE NTSDATE 01 20 11 sHe�26 OF 30 ++..,++`' ... • • • • • • • • • • �fflf':r;llyll • •• •• • • • •• •• - !oil Will REVISIONS T REV DESCRIPTION DATE APPROVED ' 70p OF PANELS KEEPER LOCATION 12 10 27/32" A PER DADS 1_ETTER DATED MARCH 21, 2011 03/24/11 R.L. /� OVER 10'0 HIGH UP TO 12'0 HIGH KEEPER LOCATION 11 13 61/64" FOR KEEPER LOCATION 10 ALL PANELS UP TOP OF PANELS TO 10'0 HIGH KEEPER LOCATION 9 UP TO 10'0 HIGH KEEPER LOCATION 8 KEEPER LOCATION 7 122 3/16° Keeper locations 80°and 138°corner 113 9/64" vele KEEPER LOCATION 6 Helaht 00 *per I.00atlane 80 1j2,3,4, and 904 13,4, and 8 KEEPER LOCATION 51,'2, 3,4. ,8 and 9' 95 5/64" 1,.2. 3, 4, 5,8 and 9 86 3/64" 102 1,=2, 3,4, 5, 6 a 9 KEEPER LOCATION 4 108 1123456, 7and 9 to oucr, 114 1,2,3,4,5, 6, 7, 8 and 9 04062�.68 S/32" r - 120 1,2, 3 4, 7 8 and KEEPER LOCATION 3 " Wm;.� 59 1/8 Z l3a• 1 1 1, 2,3, , 5,6, 7, 8 9and12 „ e 132 1,2,3, 4, 5.6. 7, 8, 9, 10and 1 76" c 136 1,2,3 4, 5 6, 7, 9, 0, 11 and 12 50 3/32" CENTERLINE OF ifrde 144 1, 2,3,4,8,6, 7, 8, 9, 10, 11 an 12 SECONDARY KEEPER LOCATION 2 31 1/64" OPERATOR Im CENTERLINE 41 1/16" HANDLE '� w OF MAIN SEE NOTE 2 1 / KEEPER1 20 63 64OPERATOR SHEET 27 LOCATION "/ HANDLE SEE - / F NOTE 2 11 61/64" SHEET 27 O PANEL LOOKING HARDWARE LOGAT/ONS AT 90°AND 135°CORNERS7500 AMSTERDAM DRIVE WinDoor ORLANDO,FL 32832 ,,, ►,S !�! +!r rr • • •• • • • • • INCOAPORATIM Fwn dplAbi tIS05 W W1V.Wjndootinc conA f' •• .•• • •• • 8100 SERIES ALUMINUM 90' & 135• CORNER SOD \,`'I �''• - LOCKING HARDWARE NOTES: 4'0 x 12'0 AND 5'0 x 10'0 PANELS -- LMI 1) LAYOUT IS FOR ALL PANELS UP TO'.12Tr HIGN.. ••• ••• LOCKING HARDWARE LOCATIONS 2) MAIN OPERATOR HANDLE OPERATES-KEEPER f0tATIONs •r I�. DRAWN: DWa 40. REV �y e SECONDARY OPERATOR HANDLE OPMATI�S KWER:LOCl4`I'4ON•S 7 -12. TJH 08-01172 A �,L�IsF . Itlol>*llc,s ,{� E.; - - F scar£ NTS JOATE 01/20411 SHEET 27 OF 30 -0 0 0 : : - I -- :1 C,*.,/" !A N.N-IL00.1 • ... • •• •• • • • •• •• 1 1/4" 7 15/32" REVISIONS I ' 3/4" REV OESMIPTION DATE APPROVED 1 9/4" -{•------� A PER OADE LETTER DATED MARCH 21, 2011 03/24/11 R.L. 1 ( 1 1/2" T - 11/16 t �L. 9.345" 11 3 TRACK SILL PAN ALUMINUM 60&3-T6.088"THICK 6 45/64" 1 3/4" 9.175" 6 51/64" 13/16" 61/64" t I_ O 4 TRACK FRAME HEAD L 12 3 TRACK SILL INSERT ALUMINUM 6083-T6.075"THICK jul ALUMINUM 60!38-T8.078"THICK 5 3/32" 9.09" 3/4" 3/4„ 10 3 TRACK FRAME JAMBIL [ ALUMINUM 6003-T6.075"THICK J--LJ 1 1/2's 1 t 2" 11/16" 11/16" / 06 4 TRACK FRAME JAMB T ALUMINUM 6063-T6.076"THICK 1 2 TRACK SILL PAN 1 1/4" ALUMINUM 6063-TO.076"THICK 4 TRACK SILL PAN r with IN ALUMINUM 6069-76.0880 THICK 1l 4 21/64" i 4 19/32" �s .. ' , o1 13/16" 61/64" T — t 9 5/64" 4 13/32" � 1 3/4" 13/16" 02 TRACK SILL INSERT 61/s4" ALUMINUM 6089-T6.076•THICK �s 4 TRACK SILL INSERT �- (D 2 TRACK FRAME HEAD ALUMINUM 6063-T6.075"THICK ALUMINUM 6063-76.0760 THICK 6 31/32' �2 2 TRACK FRAME JAMB ALUMINUM 6083.76.076°THICK ��"�' 7500 M''TSFL"328'2"' T VY �����x ORL.ANDO,FI.32832f- �tjljl 't tl �►'+�. " 1 39 64" 000 oe: •`• INC- — ------T] ORPORATEi] pf,407ABIAM www.vAndoodftc.com r 3/16 / .•1 •3y4 f :• •f •f: • • •• 8100 SERIES ALUMINUM. 90` & 135' CORNER S —�----- _ 4'0 x12'0 AND 5'0 x 10'0 PANELS — LMI � fU INTERLQCK COMPONENTS (, COVER ' ALUMINUM 6085-x6.051"THICK :.•�'3 TRACK FRAME HEAD TJHN I Na 08-01172 dd P.ALUMINUM6069-T8.0760TNICK wAu DATE s�IEET NTS 01 20 11 28 OF 30 / �.t,.,Q25,i, . f f . ... . . . • • • •• • • • • • • "'J�t+�111111111 • •• f 0 • • •• •• REVISIONS 2 11/ 2" REV DESCRIPTION DATE APPROVED 3 1/2" A PER DADE LETTER DATED MARCH 21, 2011 03/24/11 R.L. .168" 1/4„ I � 1 45/64- 1 3/4 2 5/16" 4 1/8-P) --•-) 1 4" 29/32" �-»-- 1 3/4" ,. 1 3 4o INTERLOCK / -')PLAIN STILE INTERLOCK REINFORCING BAR `v ALUMINUM 6063•T6.080"THICK ALUMINUM 600-T5.168"THICK rz -T 4 47/64" ---.� 3/8"--� 1 23/32" �- _ l 4 1/2" 1 3/4" 21 MALE BUTT STILE 4 '3/8" EXT. OFFSET .375" 1 37/64" 6n 5" ALUMINUM 6063-T6.080"THICK .125 1 9/16" 17 LOCK STILE 41 6000 BUTT"STILE ALUMINUM 6053-T6.080"THICK REINFORCING BAR 2 47/64" 7 ALUMINUM 6061-T6.375"THICK 3 29/32" 1 77135°CORNER STILE .25" 2 11/64" 1 9/16" 90°CORNER STILE ALUMINUM 8063-T6.08i"THICK " "� �` 18 .125 f ----�- 1 1/8 ALUMINUM 6068-T6.081"THICK 25 wp =&BON with tM 2 BUTT-STILE REINFOREMEIVT ' 2 21/32" 3 3/a 6 1 /16" q h N ALUMINUM 6005-15.125"THICK 16 BOTTOM RAIL ir[I.ed Oaie 1 33/64" ALUMINUM 6063-T6.080"THICK 4 5/8" n 11 1 13/16" 1 19/32" 1 9/16" ��`' 7 1/2" 1 19/32" -�{--- p @ 90°& 136°CORNER 1.59" STILE REINFORCEMENT 42 gQ°CQRNER CLIP 781350 CORNER CLIP ALUMINUM 6063-T5.159"THICK ALUMINUM 6063-T6.101"THICK ALUMINUM8083-T6.101"7i•IICK ILI 4 1/8" 3 1/2" [=aj �'r• 7500 AMSTERDAM DXTVB t a r� `rr W inDoor ORLANDO,FAL 32832 >r Plana 4WA9lmw ' .. ..: ••• ]INCORPORATED Nw�WABIOS05 ww�v.�vlruloorinc.00m • •• ••• 8100 SERIES ALUMINUM 90• & 135' CORNER SGD . • • • • • • ' 75 TALL BonoM RAIL p1 i 1 • �• ••15 �• •• ALUMINUM x ANp 5 0 x PANELS -- LMi �;� ( :• ,1�, ,`< FEMALE BUTT STILE TOP RAIL COMPONENTS _ 20 ,414MINUM 6a"T6.08A"THWK f EXT. OFFSET DRAWN: mo No. REV, 4 a . . L ALUMINUM 6063-76.080"THICK ••; ;. • �': TJH 08-01172 A000 0 SCAtE NTS Of 01 20 1 1 sNEET 29 of 30 '' .. ,�•• ..,�.•�,•. . . . . . . . . . . . .. .. . . . .. .. REWSIONS REV DESCRIPTION DATE PROVED A PER DADE LETTER DATED MARCH 21, 2011 03/24/11 R.L.; - 13/16" f 3 1/2„ f 3 9/32" 1.74 9/32" 1/4"� 1 1 11/64" 2 13/16" 32 1314"S/LL RISER23 PLAT STILE y ? ALUMINUM 6063-TB,080"THICK INTERLOCK �— 1/$,� 45/64" ALUMINUM 6069-Te.080"THICK 3p 1"HORIZONTAL �.---.�- 13/16" GLASS STOP POLtKET OR HOOK - PANEL STILE ALUMINUM soba-7'6.2v"-THICK 27 AMB/LASER 38 STRIP MOUNT i 5/8" ALUMINUM 6068-T8.076"THICK ALUMINUM 606-T8.075"THICK 2.24" 1 21/32" 7/16" C.�_] 1/4 T--. 1/8"T 33 21/4'!SILL RISER ALUMINUM 8063-Ta.oso"THICK 28 9116"HORdwm- 1" VERTICAL 27/32-- 2 23/32 QLASS STOP 31 QLASS STOP 3 8 ALUMINUM 8089-T6.070"THICK i ALUMINUM 6083-76.20"THICK T- 31/32- 13/16" 13 HEAD INSERT noDUCT RAV.Ri P ALUMINUM 6063-T6.060"THICK � wRM Nir RRs1Il�s ROCKE -DOOR ..r;°e2--0%3 �Z HOOK STRIP COVER 2 23/64" ""R"'''w' ALUMINUM 8089-T6.0760 THICK 2.99" 1 21/32"; t� 7/16" 45/64" 17/64" , 34 3"SILL RISER29 9/16"VERTI AL 43 BUMPER So SPACER ALUMINUM 6063-TO.080"THICK O GLASS STP JAMB INSERT ALUMINUM AW3000.Ole THICK ALUMINUM 6083-T6. 70"THICK ALUMINUM 6069-T6.080"THICK 4 1/2" 13/16„ �4fi1R � M01'.IRN ----•-}- 831” 9/16- z Z- Vef Cafm 38�POCKETDOOR HO 'K STR P •,,, 7500 AMS'3,`MAM DRIVE ALUMINUM.808a-1''6.080"THICK 3,49" W fiiD Dor ORLANDO,PL 3283204 • • • • • • • L Pltone MA81.8/00 r II�TC0I ORA'I'BD But407A6l.WS www.wIndoolLlc.coln • ' • V8S ERIES ALUMINUM 90" & 135' CORNER SGO ;.'' 1 •9 1.;;.' •• ••• •• ••_ x 12'0 AND 5'0 x 10'0 PANELS •- LMI11t COMPONENTS• �•f 3011W 7UMISER DWG NO. REV LC11s lbl7Ss � . •• •••. :' ALUM M .080"THICK 08-01172 A -•�Floridnl>�p�,l•62Dpa1: 01420/11 X30 OF 30 <<<< • • • Aqb, ir. l • •• •• • • • •• •• AM M, MIAMI-DADE COUNTY •( ,(►' PRODUCT CONTROL SECTION BUILDING AND NEIGHBORHOOD P P TMENT(BNC) 11805 SW 26 Street;Room 208 BOARD AND CODE ADMINIST Miami,Florida 33175-2474 T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPT www.mlemidade.eov/bidldlns/ SMI Aluminum Systems,LLC 11305 SW 128 St. Miami,FL 33178 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials.The documentation submitted has been reviewed and accepted by Miami-Dade County BNC- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami-Dade County Product.Control Section(In Miami Dade County) and/or the AHJ(in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner,the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify,or suspend the use of such product or material within their jurisdiction. BNC reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION: Series"K2LM" 10'0"Outswing Glazed Aluminum Entrance Door—L.M.I. APPROVAL DOCUMENT: Drawing No.W04-91,titled"Series K2LM Alum.Out-Swing Entrance t Door", sheets 1 through i l of 11,prepared by Al-Farooq Corporation,dated 10/25/04 with revision C dated 02/02/11, signed and sealed by Javad Ahmad,P.E.,bearing the Miami-Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING:Each unit shall bear a permanent label with the manufacturer's name or logo,city,state, model/series,and following statement: "Miami-Dade County Product Control Approved",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product: TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product,for sales,advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. 'If any portion of the NOA is displayed,then it shall be done in its entirety. 4 INSPECTION:A copy of this entire NOA shall be prgvided to the user by the Mpnufacturer or its distributors and shall be available for inspection at the fob sitE.%t,Vrp rjgpes ref the Building Official. This NOA revises and renews NOA#10-0511.02 and ebnsists bilhis page$ qqd evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez,PSE. ••• • • NOA No.11-0316.05 . . .°E , •• ..• :•pxpleation Date: May 12,2016 Approval Date: May 12,2011 Or•• Page I . .. .. . . . .. .. ... . . . ... . SMI Aluminum Systems.LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No W04-91,titled"Series K2LM Alum. Out-Swing Entrance Door",sheets 1 through 11 of 11,prepared by Al-Farooq Corporation,dated 10/25/04 with revision C dated 02/02/11,signed and sealed by Javad Ahmad ,P.E. B. TESTS 1. Test reports on: 1)Air Infiltration Test per FBC,TAS 202-94 2)Uniform Static Air Pressure Test Loading per FBC,TAS 202-94 3)Water Resistance Test per FBC,TAS 202-94 4)Large Missile Impact Test per FBC,TAS 201-94 5)Cyclic Wind Pressure Loading per FBC,TAS 203-94 6)Forced Entry Test,per FBC 2411.3.2.1 (b)and TAS 202-94 along with marked-up drawings and installation diagram of a aluminum outswing door,prepared by Fenestration Testing Laboratory, Inc.,Test Reports No. FTL-4267, FTL-4238,FTL-4257 and FTL-4276,dated 06/18/04,06/30/04, 08/12/04 and 08/13/04 respectively,all signed and sealed by Edmundo Largaespada, P.E. (Submitted under previous NOA #05-0301.04) C. CALCULATIONS: 1. Anchor verification calculations and structural analysis,complying with FBC-2007, prepared by Al-Farooq Corporation, dated 02/02/11, signed and sealed by Javad Ahmad,P.E. 2. Glazing complies with ASTM E1300-04. D. QUALITY ASSURANCE 1. Miami-Dade Building and Neighborhood Compliance Department(BNC). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 09-0223.05 issued to Solutia,Inc. for their"Saflex Multi- layer Glass Interlayer"dated 04/08/09,expiring on 04/08/14. 2. Notice of Acceptance No. 10-0331.02 issued to Cytee Industries,Inc.for their "Uvekol S Laminated Glass Interlayer", dated 05/05/10,expiring on 02/08/14. .. ... . . . . . .. • ManTiel P E. • ••• . )Product Controlxami er • ' '• NOA No.1 - 05 •• ••Explration Date: May 12,2016 Approval Date: May 12,2011 f SMI Aluminum Systems,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance,no financial interest and compliance with the FBC 2007,dated April 30,2010, signed and sealed by Javad Ahmad, P.E. 2. Laboratory compliance letter for Test Reports No.FTL4267,FTL4238, FTL4257, FTL-4276, issued by Fenestration Testing Laboratory, Inc.,dated 16/18/04,06/30/04, 08/12/04 and 08/13/04 respectively,all signed and sealed by Edmundo Largaespada, P.E. (Submitted under previous NOA No. 05-0301.04) 3. Asset purchase agreement dated September,2010, signed by seller: Mr. Jim Pande, Manager and buyer: Mr. Leon Silverstein,Manager(not signed by buyer). G. OTHERS 1. Notice of Acceptance No. 10-0511.02,issued to Pande Pane LLC dba SMI Systems for their Series"K2LM" 10'0"Outswing Glazed Aluminum Entrance Door- L.M.T., approved on 06/30/10 and expiring on 05/12/11. t .. ... . . . . . .. • . . . . . . . •• . . . .. . .. . . • 00 00: . . . . • 0 0 Manuel Per •0• •.' • Product Control amin • 00 , NOA No. •• :0• • •.• :.Alptration Date: May 12,2016 2 Approval Date: May,12,2011 Fd:. . . . . ... . . • . . ... . . . . . . . :000: . :-0.: . . . ... . . . 000 0 . ANCHORS REOD. N SEE CHART BELOW 51 1/2" MAX. SURFACE APPLIED FOR OUANTITIES FRAME WIDTH FALSE MUNTINS 99 3/4" MAX. o 13 t/2" MAY BE USED FRAME WIDTH Z n �HEAD AT HEAD/SILL SILL -, MAX, 13 1/2" MAX. TTP. a 4" MAX. 4" MAX. �y HEAD/SILL � A HEAD/SILL A �--� CORNERS CORNERS i �� a ! / Q g I► / � u ao� 6 W n o -jII '�0� uj n MO -I - 11 t 9 U -I v1 Ln I1 co Ix } V) Vq M it \ =a� \ � / 3 3� N J Z 11 \ ! II Y ttj j3 ACTIVE\ B ACTIVE \ _ / IN-ACTIVE M LLJ � ! AV-) N 1 37 3/4" MAX. 37 3/4" MAX. 37 3/4" MAX. D.L. OPG. O.l. OPG. D.L. OPG. m m o THESE DOORS ARE RATED FOR LARGE & SMALL MISSILE IMPACT. 4$" MAX. a 48" MAX. 48" MAX. t a SHUTTERS ARE NOT REQUIRED. LEAF WIDTH ' LEAF WIDTH LEAF WIDTH ' v SERIES K2LM ALUMINUM QUT—SWINE DOOR TOTAL No. OF ANCHORS °' TYPICAL ELEVATIONS AT .MTG. STILE ENDS USE BUMPER THRESHOLD (#5A+5B) WHEN WATER FOR FRAME HT. SUBSTRATE UPTO 120 IN. INFILTRATION REQUIREMENTS ARE NOT APPLICABLE. NOTES1Y00 9 �, g o - USE HIGH-RISE THRESHOLD COVER (#5A+5C) WHEN WATER THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE CMETIUTE a w G g INFILTRATION REQUIREMENTS MUST BE MET. REQUIREMENTS OF THE FLORIDA BUILDING CODE 2007 EDITION INCLUDING i •• ... . JGH.VE�OCjTr HURRICANE ZONE (HVHZ). LAMINATED GLASS < m u SEE CHARTS ON SHEET 2 FOR DESIGN LOAD CAPACITY OP. .; W90Qp FUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LARGE MISSILE IMPACT o SINGLE (X) AND DOUBLE (XX) LEAF DOORS W/O TRANSOIKS -60ADS�:TO•T-HE STRUCTURE. _ 1 Engr: JAYAD AItM45 SEE CHARTS ON SHEET 3 FOR-DESIGN LOAD CAPACITY OF -ANCHORS SHALL-BE AS LISTED. SPACED AS SHOWN ON DETAILS. ANCHORS PRODUCT REVISED o EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. FLA. PE II 70592 as complying with the Ptorttts SINGLE (O/X) OR DOUBLE (0/XX) LEAF DOORS WITH TAANSOUS. .' ••• CA.N. s38 as co ng Cade if • • b�NCHCIRIN� QR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS Acceptance No j1� 3 G,,0! SEE CHARTS ON SHEETS 5 & 6 FOR DESIGN LOAD C4124CITI• ARE'NPT P�Ri OF THIS APPROVAL. Expiration Date t� OF DOOR MULLION. A LOAD DURAtION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. By drowinq " no. USE LOWER VALUES OF DOOR MULLION CHARTS (SHEETS 9 6): MAT RIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAT COME INTO ey PwAd mai 8°�Prednet�° OR DOOR CAPACITY CHARTS (SHEETS 2 & 3). •• COiVI T W�H OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS ® ® 2411 W04 91 • QE: 2CD7.FLORIDA BLDG. CODE SECTION 2003.8.4. sheet t of 1 1 LEAF WIDTH LEAF WIDTH NOTE: tail -� #12-24 X 3/4" FH SCREWS 1/2" MIN, TYP. GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-04 (3 SEC. GU AT a" FROM CORNERS STS) .� AND 12" O.C. MAX. SPACING _ MASS SITE AND FLORIDA BUILDING COMMISSION � DECLARATORY STATEMENT OCA05-DEC-219 0 W o z 2 2 WSILICONE oo 11 I` `\ \♦ DOW CORNING 795CY \\\ \♦� TRANSOM JAMS > a OOF D It ( X { x ) SILICONE z 01 o SILICONE Q DOW CORNING 795 4• Z M DOW CORNING 795 J F LEAF WIDTH LEAF WIDTH LEAF WIDTH LEAF WIDTH ANCHORS REOD. 1/4- HEAT STREN'D GLASS 1/4" HEAT STREN'D GLASS SEE CHART ON SHEET 1 FOR QUANTITIES - .120" INTERLAYER 0.100" INTERLAYER a UVEKOL S LIQUID RESIN SAFLEX tIIG \ \ BY 'SURFACE SPECIALTIES' OR SAFLEX HP / ♦ / ♦ 8Y So OL 1/4" HEAT STREN'D GLASS UTIA' 1/4- HEAT STREN'D GLASS x �' `\ T i \♦ Z to i En tz z az W �j I r�, \` // ♦\ // ��1 z ANCHORS REOD. _ x ( XX ) ( XX SEE CHART ON SHEET 1 _ In p " FOR QUANTITIES GLASS TYPE 'A' GLASS TYPE '9' W Uj SINGLE OR DOUBLE ENTRANCE DOORS W/O TRANSOM N N NOMINAL DIMS. DESIGN LOAD CAPACITY-PSF GLAZING DETAILS TRANSOM OPNG. HEIGHT LEAF WIDTH SILICONE INCHES INCHES EXT.(+) INT.(--) SILICONE DOW GEC2 7PEO0089156 995 30 100.0 120.0 DOW CORNING 995 36 100.0 120.0 PECORA 895 80 GE 2000 1/4" HEAT STREN'D GLASS c 42 100.0 120.0 o t/4- HEAT STREN'D GLASS � YI 48 100.0 120.0 0.100' INTERLAYER c 30 100.0 120.0 •120" INTERLAYER SAFLEX HIG u UVEKOL S LIQUID RESIN OR SAFLEX HP y o o 36 100.0 120.0 BY 'SURFACE SPECIALTIES' BY SOLUTIA' z z 84 42 100.0 120.0 1/4" HEAT 5TREN'D GLASS /1/4" HEAT STREN'D GLASSjo 48 100.0 120.0 SILICONE m SILICONE c d c ri N = DOW CORNING 995 x DOW CORNING 995 N c N 30 100.0 t 20.0 m PECORA 895 '� PECORA 895 o 0 0 96 36 100.0 120.0 •• ••• • • • • • •• \ GE 2000 ` GE 2000 L < m 42 100.0 120.0 ' ' • • • • • • / +� / I ,I 48 100.0 120.0 �' ••i '•: ••• • • • 30 100.0 120.0 • • •• ' y ' , Engr: JAVAD AHMAD g 1 [yRODUC't RF?VISIiD x 36 100.0 120.0 a..Complyingwith tho Florida ' { { FLA. PE 170592 d 108 42 t00.d 120A ••• • • • Bidding Codc • • ' ••• C.A.N. 3538 Q • • • • • • • • / Acceptance No � 3 48 100.0 120.0 ' ;• • •• • • • ; ; \ / \ / E. Iration nate a $ j 1i 30 100.0 100.0 "• '� ••• �•• 36 100.0 100.0 __.. I1glam'nado Product Go Browing no. t 20 GLASS TYPE 'A' GLASS TYPE '8' ®� 0�� W04-91 a2 100.o too.o � � • • ••: GLAZING DETAIL D00H LEAF 48 100.0 100.0 i�' i i : :.'.; sheet 2 of I j SINGLE ENTRANCE DOORS WITH TRANSOM DOUBLE ENTRANCE DOORS WITH TRANSOM DOUBLE ENTRANCE DOORS WITH TRANSOM In DESIGN LOAD CAPACITY DESIGN LOAD CAPACITY DESIGN LOAD CAPACITY a NOMINAL DIMS. WITHOUT REINF. NOMINAL DIMS. WITHOUT REINF. WITH REINF. NOMINAL DIMS. WITHOUT REINF. WITH REINF. 3 OPNG. WIDTH OR HEIGHT RANSOM HEIGH OPNG. WIDTH DOOR HEIGHT RANSOM HEIGH Z OPNG. ?MOTH DOOR HEIGHT RANSOM HEIGHT EXT. (+} INT. (-) ERT. (+) INT. (-) EXT. (+) INT. (-) EXT. (+) INT. {-) Z INCHES INCHES INCHES EXT. {+) INT. {-) INCHES INCHES INCHES INCHES INCHES INCHES O 1- Q 48 MAX. 108 MAX. 50 100.0 120.0 24 100.0 120.0 100.0 120.0 24 100.0 120.0_ 100.0 120.0 F WZ 1 a. 30 100.0 120.0 100.0 120.0 30 100.0 120.0 100.0 120.0 Q p 36 100.0 120.0 100.0 120.0 60 36 100.0 118.2 100.0 120.0 Q M v = LEAf WIDTH 60 42 IOD-0 120.0 100.0 120.0 42 100.0 112.1 100.0 120.0 a 48 100.0 120.0 100.0 120.0 48 100.0 106.6 100.0 120.0 t 7W[ 54 100.0 113.7 100.0 120.0 24 90.4 90.4 100.0 120.0 25 60 100.0 108.0 100.0 120.0 30 85.2 85.2 100.0 120.0 0 or 24 100.0 104.3 100.0 120.0 72 36 80.4 80.4 100.0 120.0 C R G g 30 97.6 97.6 100.0 120.0 42 76.0 76.0 100.0 120.0 0 93 y 72 36 91.5 91.5 100.0 120.0 48 72.0 72.0 100.0 120.0 W 3 _ 42 86.0 86.0 100.0 120.0 96 24 65.4 65.4- 100.0 120.0 Z 48 81.0 81.0 100.0 120.0 30 61.3 61.3 100.0 120.0 J Z Q G3 �� 80 54 76.5 76.5 1 100.0 120.0 84 36 57.6 57.6 100.0 120.0 Q W f 24 75.4 75.4 100.0 120.0 42 54.2 54.2 100.0 1 120.0 30 70.2 70.2 100.0 120.0 48 51.2 51.2 100.0 120.0 C �` 84 36 65.6 65.6 100.0 120.0 24 49.1 49.1 100.0 120.0 �i go Ix 42 61.4 51.4 100.0 120.0 30 45.8 45.8 100.0 120.0 v I \\ 48 37.6 57.6 100.0 120.0 96" 36 42.8 42.8 100.0 120.0 V 24 56.7 56.7 100.0 120.0 1 42 40.1 40.1 100.0 120.0 OPNG. WIDTH 96" 30 52.5 52.5 100.0 120.0 24 100.0 120.0 .100.0 120.0 w 38 48.8 48.8100.0 120.0 60 30 100.0 113.9 100.0 120.0 x111 ^� 0/x 42 45.4 45.4 100.0 120.0ix 36 100.0 108.3 100.0 120.0 1--n 24 100.0 120.0 100.0 120.0 24 82.2 82.2 100.0 120.0 /, 30 100.0 120.0 100.0 120.0 172 30 77.8 77.8 100.0 120.0 _ ' N M 36 100.0 120.0 100.0 120.0 36 73.7 73.7 100.0 120.0 Z -i 60 42 100.0 120.0 100.0 120.0 108 24 59.4 59.4 100.0 120.0 �'- / \ 48 100.0 116.3 100.0 120.0 84 30 56.0 56.0 100.0 120.0 54 100.0 110.4 100.0 120.0 36 52.8 52.8 100.0 120.0 /i \\\ w ... 0 O v 60 100.0 105.0 100.0 120.0 24 44.744.7 100.0 120.0 W � 24 100.0 100.5 100.0 120.0 96" 30 41.8 1 41.8 100.0 120.0 x j L.� 30 94.1 94.1 100.0 120.0 36 39.3 39.3 100.0 120.0 \ / 72 36 88.4 88.4 100.0 120.0 42 83.3 83.3 100.0 120.0 \ / 48 78.6 78.6 100.0 t 20.0 U 84 54 74.3 74.3 100.0 120.0 g 24 72.6 72.6 100.0 120.0 30 67.15 67.8 100.0 120.0 42 ( O/XX N 84 36 63.4 63.4 100.0 120.0 42 59.4 59.4 100.0 120.0 :2 48 55.8 55.8 100.0 120.0 24 54.6 54.6 100.0 120.0 cc 30 50.7 50.7 100.0 120.0 0 09 o 0 96" 43 .,B9 r 36 47.1 47.1 100.0 120.0 TRANSOM TRANSOM 42 43.9 43.9 100.0 120.0 WITHOUT REINF. WITH REINF. • • • • . • • En r; JAVAD A WAD �1 0 CIVIL PRo Ducr REVISED c \ _ •• FLA.AP 3g 8592 Its cmnplying with the Flodda • ••• • • Building Cate • • • ' Acceptance No NOTE: o Y • • • • • • E i�ation Date IA $ •• ' i. �-a. GLASS CAPACITIES ON THIS SHEET ARE ••. 000 �.• • BASED ON ASTM E1300-04 (3 SEC. GUSTS) BY drawing no. 1,9iam' du AND FLORIDA BUILDING COMMISSION Ode Product w04-9 .•• ®� ��� DECLARATORY STATEMENT DCA05-DEC-219 . . . . . . . . . . sheet 3 of 1 1 99 3/4" MAX. FRAME WIDTH I a. 94 1/4" ; O.L. OPG. O H " 13 1/2" MAX. TYP. HEAD/SILL AT BEAD/BILIa.T__1Ic CORNERS G 0 O v M /, to o i%,/ p� Q a o Q o f- 4o i ti 4 W o: II : !! g • NO. OF ANCHORS AT TRANSOM ENDS Q, SUBSTRATE WITHOUT REINF. WITHOUT REINF. / I! If CONCRETE 3 5 W 'n METAL 3 4 W / �f � \ w 00 .tJ. r- 00;; . �p 00^ a0 W O I) II M pp s II II M cNo n 11 II Z J 00�p II Il 3 Q J 1-----JL------ : _------tL-----/ Y Z ' _ __ uj Cx 1 ; I rn �___= a' = IS : II Ci u + x ILI x vi ACTIVE \ / IN-ACTIVE :t . cn $ Ln C r ry : 0 Q N U 37 3/4" MAX. 37.3/4" MAX. D.L. OPG. D.L. OPG. 48" MAX. 48" MAX. 'n o 4p5i � o LEAF WIDTH LEAF WIDTH In c 9 00 ( 0/XX ) c < m u ••: TYPICAL -ELEVATION • •• ••• •• • • • •• Engr: JA�VAD /WMAD R o CIVIL PRODUCT REVISED P1 FLA. PE A 70592 as complying with the Florida b ••• •i• ••• • • ••• ••• C.A.N. 35.38 Bui?dihS Code • • • • • • • • Acceptance No x •i i• • • i• • •• i Expiration Date '6 .5 ••• • •• • ••• • Py drawing no. ... . . • . . . 2011 mi ade Product W04-91 • • ••• sheet 4 of �� • .. .. . . . .. .. _ VN DOOR MULLION LOAD CAPACITY INO. OF ANCHORS AT NOMINAL DIMS. LOADS-PSF SUBSTRATE DOOR MULLION rn WIi= E 8 � 4 0DTH (W) FRAME HEIGHT EIR.(+) !c INT.(-) CONCRETMETAL 4 z � 3 24" 100.0 30" 100.0Von 36" 100.0 n=====- k3�=- r�====__ d=== Igg w ri t) I! 42" 80" 100.0li �� ti ' ` �. o 0 48" 100.0 54" 100.0 60" 100.0 a 24" 100.0 w ' � 2 it i/ i/ i/ S I! i/ �/ i/ i/ O P 30" 100.0 w !I /. /. /. w ,1 /. /. /. /. M 100.0 gII ` gII \ Q36* 0. Q Q 42" 84" 100.0 �f `� i� `` % 0QD 48" 100.0 !t �� 11 \\ i it 0I C 54" 100.0 II i, W 60" to 2 100.0 R,-=- -F i p=== N 24" 100.0 w1 Wz �a w1 pb W2 Q a 30" 100.0 36" 100.0 rn 42" 90" 100.0 wI w2 4J a8'• 100.0 wioYH (w) � w1 + w2 2 WIDTH (w) •� Z + a 34" 100.0 24" 100.0 Lj 30" 100.0 (n r 36"• 96" 100.0 Lu 42' 100.0 00 48" 100.0 cn 24" 100.0 N M 30" 100.0 36" 102" 100.0 31Ji 42" 100.0 C Z in 48" 100.0 0 J 24" 100.0 W. 108" 100.0 LE m p-J 36" 100.0 42" 100.0 24" 100.0 30" 114' 100.0 W. 100.0 n g 0 42" 100.0 a 24" 100.0 m 30" 120' 100.0 `v 36" 100.0 Z 16- 42" 99.7 C .. ... . . . . . .. c° < m • . . . 41 • .• • • • • ••• • a o •• ••• •• • • • •• £n9r; dAVAD AHMAD 40 PRC3DUCT REVISED cm r Clvt� as com i i with Lha Fi' lft Z o • • • ••• ' • • FLA. PE 70592 P Y code C.A.N. S.Sti Buitciing Code • • • • • • • • • Acceptance No 70. Y s e ••• • •: ; . • ' • Expiration Date '. • . MD drawing no. iami ade Product Co trol 9 ... . . . . ... . B o� za�� woo-s 1 DOOR MULLION • • �' sheet 5 of 11 DOOR MULLION LOAD CAPACITY DOOR MULLION LOAD CAPACITY DOOR MULLION LOAD CAPACITY DOOR MULLION LOAD CAPACITY 2 NOMINAL DIMS. LOADS-PSF NOMINAL DIMS. LOADS-PSF NOMINAL DIMS. LOADS-PSF NOMINAL DIMS. LOADS-PSF �� 0) DOOR WIDTH SIDELITE WIDTH DOOR HEIGHT FRAME SPAN EXT.. +) DOOR WWTH SIDELITE WIOTH DOOR HEIGHT FRAME SPAN EXT. (4) DOOR.WIDTH SIDELITE WIDTH DOOR HEIGHT FRAME SPAN EXT. + DOOR WIDTH SIDELITE DTH DOOR HEIGHT FRAME SPAN EXT. (4) d Wt W2 A L INT, f-) W1 W2 A L INT. (-} WI W2 A L INT. -� WIWI W2 A L INT. (-) 30" 100.0 30" 100.0 30" 100.0 30" 100.0 0 a 33" 100.0 33" 100.0 33.. 100.0 33" t 00.0 " I 60" 60" 60" 100.0 CL 39' 100.0 39" 100.0 39 100.0 39" 100.0 O J v 42" 100.0 42" 100,0 42" 100.0 42" 30" 100.0 M. 100.0 30 100.0 30" 100.0 d 100.0 72" 33" 100.0 72„ 33" 100.0 72" 33" 100.0 72" 33" 0: p 39" 100.0 39" 100.0 39" 100.0 39" 100.0 C 42" 100.0 42" 100.0 42" 100.0 42" 100.0 30" 100.4 100.0 W. 100.8 30' 80" 108" ea" 108" 96" 108" 108" 114" 100 0 Q► O 0 30" 33" 100.0 33" 100.0 " 39" 100.0 33" 100.0 33'39" 100.0 100.0 Q q 84" 84" 84 84" 0 0 39" 97.3 39" 100 .0 O 42- 94.7- _ 42" 97.8 - - 42' -100.0 42" 100.0- N - 30' 96.7 3d" 100.0 30" 100.0 30" 100.0 Z t 33" 94.233" 97.7 33' 100.0 33" 100.0 96" 96" 96" 98" Q w � 39" 69.4 39" 92.6 39' 100.0 39" 98.3 42" 87.3 42" 90.3 42" 100.0 30" 100.0 M. 100.0 30" 100.0 30" 108.060. 33" 100.0 60" 33" 100.0 60" 33" 100.0 60" 33" 100.0 39" 100.0 e 39" 100.0 39' 100.0 39" 100.0 42" 100.0 42" 99.5 1 42" 100.0 42" 100.0 3p" 100.0 a3 30" 100.0 30" 100.0 M. 100.0 72" 33" 100.0 LAJ 72` 33" 98.4 72„ 33" 100.0 72„ 33` 100.0 39" 98.8 c� r 39` z LJ 92.7 39" 95.4 39" 100.0 4Z 108" 120" 95.5 m 8. 90.1 42 .6 42" 100.0 30' 100.0 1 11-00 42" 80" 114" 84" 114" 96" 114" S N W. 91.6 30" 94.7 30" 100.084" 33" 97.4 p 00 M a$ 84" 33` 89.1 84„ 33" 92.0 64„ 33" 100.0 39" 91.1 Z 39" 84.4 39" 87.0 39" 95.6 42" 88.3 a2" 82.2 42" 84.7 42" 92.8 30" 92.9 Z LL Cq 30" 83.5 30" 86.5 30" 96.5 98' 33" 89.9 Y W o 96" 33" 81.4 96' 33" 84.2 96" 33" 93.7 0 W 39" 77.4 39" 80.0 39" 88.5 N ::m 30" 99.7 30" 100.0 30" 100.0 60" 33 96.4 601. 33" 99.0 60" 33" 100.0 39' 90.4 39" 92.6 39" 99.8 42 87.642" 89.7 42" 96.5 W W. 30" 88.8 30" 91.4 M. 100.0 72" " 86.1 72" 33" 88.5 72„ 33" 96.8 c C it r 39" 81.3 39" 83.5 39' 90.7 0 v 42" 79.1 42" 81.2 42" 87.9 : �+ 8O" 120" 84" 120" 96" 120' Vim' v 30" 80.0 38" 82.5 30" 91.0 uJ 4) ? _ 33" 77.9 33" 80.3 33" 88.2 10 84" 84" 84" 39" 73.9 39" 78.0 39` 83.1 Al 42' 72.1 42" 74.1 42" 80.7 o 30" 72.7 30" 75.2 30" 83.3 0 v �+ 0 0 IF Fo 96" 33" 71.0 96" 33' 73.3 96 33" 81.0 < m U •� • NO. OF ANCHORS AT • • • • • • II SUBSTRATE DOOR MULLION t ii WOOD 12 En9r: JAVAD AHMAD CONCRETE 6 CIVIL RC:i3UC'f REVISED • ••• to 11 M / \ tx METAL 6 FLA. PE 70592 complying with the F1o>dd* 41 • • • .'. ';• •••J •• It / \ C.A.N. 538 Building Code - , 4 • : . •: : . •• ' it ff s. r i Acceptance 5 b og ..: ;• • .. • ; II ' \' f c BX 6alim Date 1r. g ffi W .. . •.. 4� II 0 It \ / 8 oy �cttr- Miamidrawing no. aW04-91 .•, . . • . ... . w�_ F 2411 • • ... . DOOR MULLION •, ,•••; sl•tii�_wioTH �` _ DOOR WIDTH sheat 6 of 11 - - - - - - - TYPICAL ANCHORS N SEE ELEVATIONS IBY METAL TYPICAL ANCHORS TYPICAL ANCHORS STRUCTURE u o► FOR SPACING WOOD BUCK SEE ELEVATIONS SEE ELEVATIONS a a I 1FOR SPACING FOR SPACING fr 1-ri 3 � .4• a s � ° . ° a e 03 I �.: W Q i .. gg IL J M O I I N O i _ _ t C- a 1 N \ rn• N O t n cl=_1= 1 q (J 5 rl F 1 3/4" MIN. �I 15 `y Q THROW BOLT I I- I__j 16 � > TYPICAL ANCHORS Q PENETRATION I 24 O �I { 14 O p #8 X 5/8" PH SMS it I SEE ELEV. O N I c 13 FOR SPACING G AT 2' FROM ENDS _ an. I I do 12" 0.C. MAX. to - - - - Z I I 42 W � WOOD BUCKS AND METAL STRUCTURE NOT BY SMITH MOUNTAIN r 43 r� MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND x 6 TRANSFER THEM TO THE BUILDING STRUCTURE. $ N 24 ---� TYPICAL ANCHORS: SEE ELEV. FOR SPACING V ri TYPE 'A'- IZ4" DIA. ULTRACON BY 'ELCO (Fu=177 KSI. Fy-155 KSI) „�27 INTO 2BY WOOD BUCKS OR WOOD STRUCTURES CiI <`J> 1-3/8” MIN. PENETRATION INTO WOOD a TIiRU 1 BY BUCKS INTO CONC. OR MASONRY S n I I , 1-1/4" MIN. EMBED INTO CONC. OR MASONRY o 00 0' I I W 6 REINFORCING CHANNELS TYPE 'B'- 1/4" D16. ULTRACON BY 'ELCO (Fu-177 KSI, Fy:155 KSI) _ a = SEE SHEET 3 FOR CAPACITY DIRECTLY INTO CONC. OR MASONRY .I'' °p ``' W 1-1/4" MIN. EMBED INTO MASONRY N >- = E' I I� t 1 12 1-3/4" MIN. EMBED INTO CONCRETE v> _ a� 'X I I W M C3 Lu J W I I I� i TYPE 'C'- #34 SMS QR SELF DRILLING SCREWS (GRADE 2 CRS) N I I� INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK.=1/8") I { 0 I I o INTO METAL STRUCTURES 1A II I = I I STEEL : 12 GA. MIN. (Fy - 36 KSI MIN.) I I II I ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) S W 12 � 12 (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) �S f, is 11 LA TYPICAL EDGE DISTANC7G LA E g e 34 34 INTO CONCRETE AND MASONRY =. 2-1/2" MIN. INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE = 3/4" MIN. 07 z 7 7 17 IC& CL TO CL DISTANCE ----- _____ INTO CONCRETE AND MASONRY = 3" MIN. U o� = INTO WOOD STRUCTURE = 1" MIN. 0 o o 0 INTO METAL STRUCTURE - 1" MIN. o © I I I ••• •• • •9 • ••• I - ri1 CONCRETE AT HEAD, SILL OR JAMBS f'C 3000 PSI MIN. • •: .•: : : :•: •. I < �7 SAPPR'0 FOR C ._ • • • • *.9 • • . I WATER RESIST. C-90 HOLLOWA14.ED $LOCK AT JAMBS f'nt - 2000 PSI MIN. SA •• ••• •• • • •• I 5A Engr. JAVAD AHMAD h R o 37 I I I CML PRODUCT REVISED `i W OT APPR'D FOR as complyingwith the Florida n 58 I cf==1= FIA PE 74592 I I 24 WATER•RF•5194!• • ••• • • I I I I C.A.M. 338 • • ; • • • _t_ , Building Code -+_ . . I I_ •• • • •• • • 1_,J_ ACCeptattCe NO bol, ••i 0• • •• • C7— 1— Expiration Date ro •• • •• - L� o L J BY drawing no. 3 4" MIN. THROW ¢, T I • 000 • • • • ° n a 9 Miami ede Pmduct W04-91 PENETRATION ^ v TYPICIQ A�iCHO�S • ; • w TYPICAL ELEV.ANCHORS H RSPACING INTO SILL do SUBSTRATE SEE E', EV.0aR*SA4C'�NG • • i w sheet 7 Of �� •• •• 1/4" MAX, SHIM #8 X 5/8" PH SMS 3c J t^ AT 5" FROM ENDS D.L. OPG. do 13" O.C. MAX. 1/4" MAX. 18Yto I qk TYPICAL ANCHORS3 SHIM SPACE WOOD BUCK a 0 SEE ELEV. 17 FOR SPACING 16 v Z z� 14 6 0 ¢ • ~ W lL ACTIVE LEAF Q IL - 4 o ° •o � p I o � - - og A Cy W 1 BY --- TYPICAL ANCHORS 0 1 Q Q 8 WOOD BUCK 13 FOR SPACING G FRAME WIDTH PANEL WIDTH Q FRAME WIDTH wz 1/4" MAX. a SHIM SPACE • O O TYPICAL ANCHORS u t 17 16 SEE ELEV. J • #8 X I" FH SMS FOR SPACING J 6 AT t 2" O.C. �z ACTIVE LEAF 24 9 IN—ACTIVE LEAF z 24 W 8 12 - ix 18 e N 00 00� 0 • METAL N M ® O STRUCTURE I = 3� TYPICAL ANCHORS• _ _ _ _ _ _ _ _ _ _ _ _ _ Z SEE ELEV. FOR SPACING ; 0 Q .OM . n 34 27 M • 3 t1 8 8 U) D.L. OPG. D.L. OPG. EXTERIOR PANEL WIDTH PANEL WIDTH FRAME WIDTH c $ � o� c 1/4-20 X 2" MS u ® 4" FROM ENDS & 12" O.C. MAX. Q3 D.L. OPG. O 3 18 ---------t8 .n o SEE SMITH MOUNTAIN 4 STOREF 14T-NOA-- -i o "' og -------- c <TN no FOR m • :.: • RATING DETAILS ILl 3 ., T Engr: JAVAD AHMAO ,� a CIVIL PRODUCT REVISED a - _ __ - • ••• . . _ __ FLA, PE 1 70592 as complying with the Florida a �° -- - - - - • • • • • • • ------ - - - - C.A.N. 3538 Building Code '^ Acceptance No Li_ _ _ _••• • •• •� •• • • Expiration Date j�p v` 05 41 41 4O Z��1 Agi i ade Product Con i drawing no. 40 ':• : : •:• 0 W04--91 • • ��� • LEAF WIDTH .. .. •. .. sheet 8-of 11 4.500 3.339 V N • 3.712 F.09 .094 �1,527� v, 1.625 .083 �I o I °D 3 . 125 .1$7 1.750 .094 1.875 � =3.429 21 y.J �2.500 Zjj 937 .750 4.875 5:000 750 3.875 . 125 O o M U L2.086- 3.464 15 1.200 sa BUMPER THRESHOLD p�. 0 0 3.625 s DOOR STILE GLASS STOP (TRANSOM HEAD/SILL) Q �i '► 1 FRAME HEAD V o v4 � wm S 4.500 .125 1.784 1.372 1.519 1.262 I 0 a QF. p 157 F s TOP RAIL -� -- .F I --25 -.281I - -�o Z�^ _ 1.750 .247-3-- 47 -� 2.255 .069 1.784 .050 125 .125-ts ASTRAGAL STILE 1 DOOR STOP COVER Sa STD. THRESHOLD COVER 1a ALT. FRAME HEAD 1.000 750 094 U 3.625 1.545 ,..n �- Ob3 ,n 2.086 4.875 ,563 � .187 �' z .750 6.500 6.375 .125 I 1.106 Og2 1390 � 8. 1 3.938 3.500 00 1.444 Imo- S N 2.500 #o q 0 00 C 1.750 m 2�t o# j1s DOOR STOP 50C HI-RISE THRESHOLD COVER Imo-------4.500 .188 Y 0 L0 2 FRAME TRANSOM az 1.000 N 7 BOTTOM RAIL REINFORCING CHANNELS 1.750 .250 4.125--�I 125 814 w1° w .125 .062 3.686 O N A 1.570 ,331 1.224 1.337 0 i- 43 .750 CA 3.712 4.500 .456 t 8 , .125 L1.7841-7 .fi75 REINFORCING CHANNELS 11 12 casgo � N ON O N EXTERIOR GLASS STOP (DOOR) INTERIOR GLASS STOP (DOOR) � g .250 lnl ! 3 FRAME JAMB : , • • . . . •.. 773 3.6970JAVAD PRODUCT REVISED RA. PEN 70592 as coiaplying with the Florida a i 125 2 72. •:• :' ';• •• 1.760 .062 1.390 C A.ta. 35J8 ;,niEd►=ana de No 378 •• • a 30; • : I;x Ion Date 6 $ �- •i �• • •• • • � L.660 • • ••. • 2.134 Afiami p aft Product G Itro Browing no. ,3 ... l.�oo. ... . la 2011 woo-s (7 FLAT FILLER EXTERIOR GtASt •S?OVZTR�4N$OpA).- INTERIOR GLASS STOP (TRANSOM) B O sheet 9 of 11 LOCK OPTIONS: ITEM # PART If SMIS EXT. REQD. DESCRIPTION MATERIAL MANF./SUPPLIER/REMARKS U 3 8" HEX STEEL TIP 1 5806 SMI-001 1 FRAME HEAD 6063-T6 - I OPTION 1: / 1A SMM-006 SMI-006 1 ALT. FRAME HEAD 6063-T6 - o 2 5710 SMI-018 AS REQD. FRAME TRANSOM 6063-T6 - SINGLE LEAFRQORS: 3 SMM-6007 SMI-005 2 FRAME JAMB 6063-T6 - Zd ALL SINGLE LEAF DOORS TO BE FITTED WITH BOLT GUIDE 5A SMM-023 SMI-023 1 BUMPER THRESHOLD 6063-T5 - a 3 POINT LOCK a N O SB SMM-024 SMI-024 1 STD..THRESHOLD COVER 6063-t5 - � p M v DOUBLE DEAF DOORS: 5C SMM-025 SMI-025 1 HI-RISE THRESHOLD COVER 6063-T5 - Q ACTIVE LEAF: 6 SMM-5984 SMI-012 1/ LEAF TOP RAIL 6063-T6 - Q THREE POINT LOCK SYSTEM WITH 5 PLY HOOK LOCK 7 SMM-5987 SMI-013 1/ LEAF BOTTOM RAIL 6063-T6 - Q BOLT REGENT 2222, KEY OPERATED ON EXTERIOR 8 SMM-5986 SMI-011 2/ LEAF DOOR STILE 6063-T6 AND THUMB-TURN ON INTERIOR, LOCATED AT 9 SMI-030 SMI-030 I/ LEAF ASTRAGAL 6063-75 - O QM 34" FROM BOTTOM OF PANEL STEEL ROD WITH11 SMM-5961 SMI-007 4/ LEAF EXTERIOR GLASS STOP (DOOR) 6063-T5 - G THREADED ENDS Q 43 �� INACTIVE LEAF: 12 SMM-59$2 SMI-008 4/ LEAF INTERIOR GLASS STOP (ODOR) 6063-T5 - TWO POINT LOCK SYSTEM SULLIVAN CH 103 _ 13 SMM-003 SMI-016 - EXTERIOR GLASS STOP (TRANSOM JAMB) - - - - 'Q Z a WITH THUMB TURN ON THE INTERIOR, LOCATED AT THRESHOLD BOLT 14 SMM-004 SMI-017 - INTERIOR GLASS STOP (TRANSOM JAMB) - - I 34" FROM BOTTOM OF PANEL 15 SMM-5712 SMI-002 2/ LITE GLASS STOP (TRANSOM HEAD/SILL) 16 SMM-OD2 SMI-014 3/ DOOR DOOR STOP 6063-T5 c L - 16A SMM-001 SMI-015 3/ DOOR DOOR STOP COVER 6063-T5 - OPTION 2: 3/8" HEX STEEL TIP 17 SMM-5807A SMI-004 OPTIONAL FLAT FILLER 6063-T6 - G N I8 SMf-0D3 - AS REQD. INTERMEDIATE SNAP-IN 6063-T5 - v SINfzLF LEAF DOORS: 19 H-63 SMI-GOI AS REQD. WEDGE-IN GASKET NEOPRENE OUROMETER 68 SHORE A ALL SINGLE LEAF DOORS TO BE FITTED WITH BOLT GUIDE 24 - SMI-GO3 AS REQD. BULB W'STRIPPING VINYL OUROMETER 83 SHORE A ,^ 3 POINT LOCK 26 - - 2/ LEAF 3/8- THREADED ROD WITH NUT STEEL - ur W DOUBLE LEAF DOORS: 27 - - 2/ LEAF FLUSH SOLT GUIDE ST. STEEL - AC11VE LEAF: 28 - - AS REOD. PUSH BARr� - - 00 N THREE POINT LOCK SYSTEM WITH 4 PLY HOOK LOCK 29 - - AS REQD. PULL HANDLE - - o n REGENT NO. 206-3P, KEY OPERATED ON EXTERIOR 30 - - 2 THRESHOLD CLIP ALUMINUM 2- X 2" X 1/8" X 7/8" LONG cel M AND THUMB-TURN ON INTERIOR, LOCATED AT A 31 - - 4/ LEAF SUPPORT PLATE (1-1/2- X 3-3/8" X 3/16") ALUMINUM - Z^ 1 36" FROM BOTTOM OF PANEL 33 #12 X 1-1/2" - AS REQD. FRAME ASSEMBLY SCREWS - HEX H TEKS am , INACTIVE LEAF: STEEL ROD WITH 35 $12 X 3/4- - AS REQD. THRESHOLD CUP SCREWS - FH SELF DRILLING � Z w TWO POINT LOCK SYSTEM SULLIVAN CH 103 THREADED ENDS 37 10 X 5/16" - 2/ GUIDE GUIDE INSTALLATION SCREWS - FH MS N _C)J WITH THUMB TURN ON THE INTERIOR, LOCATED AT 40 - - - REINFORCING CHANNEL (DOOR MULL) STEEL 1" X 3-15/16" X I" x 3/16" THK. H � 36" FROM BOTTOM OF PANEL THRESHOLD BOLT 41 - - - REINFORCING CHANNEL (DOOR MULL) STEEL 3/4" X 3-1/2" X 3/4' X 1/8" THK. 42 - OPTIONAL REINFORCING CHANNEL (TRANSOM) STEEL 1" X 4-1/8" X 1" X 3/16" THK. 43 - - OPTIONAL IREiNFORCING CHANNEL (TRANSOM) STEEL 3/4" X 3-11/16- X 3/4" X 1/8- THK. HINGES: SEALANTS: " 4-1/2 X 4" TWO PIECE STAINLESS STEEL BUTT HINGES ALL FRAME AND LEAF CORNERS AND INSTALLATION SCREWS o W AT 8" FROM TOP AND BOTTOM AND 26" O.C. MAX. SEALED WITH SILICONE. 16 S t, U u 4) O0. 7 #12XI/2" FH V = :3 SELF TAPPING SCREWS 4 PER HASP 1-1/2- X 1/2" THK. 7-1/2" LONG ul c ALUM PLATE Oc AT HINGE LOCATIONS v_i09 9 c •. ••• • • • • . •l < m u • • • • • • • . 0* 000 Engr. dAVAp A►t1JAD PRODUCT REVISED 'CIVIL - co)nplying wild the Florida c FLA. PE 1 '10592 • ••• ••• • • CAN. 536 29ildieg Code • • • • • • • • • • Accepts n"No •• • • •• ' • • • • E iretion Dere w O 13y ade�roduct drawing no. 1liliam W04-911 • • ' ' sheet 10_'o" A � /- A �.. . 33 0 v d pdaa $ O °a 33 - - - 3t •� a �d o � at FRAME TOP CORNER , �� � � N W � / W DOOR CORNER e z •� a 0o /.� DOOR LEAF CORNER Z z w Co N U.) -j n k+ M_W TTEAN50M CORNER !v W = y N N y to Q 35 101 35 dig g Ul O p p p 9i g o o ' 0000 < m U Engr: JAVAO AHNAAC) N a_ CML PRODUCT REVISED - o • •• • ••• FLA. PE S 70592 as complying with the Flo" ? i • • • • ••• •°• C.A.N. 936 Building Code P ii •• • • • . • • Acmptanee No Y • •• • •• • • • CXpiration Date L!J •+ b v By drawing no. ade• • . • • ••• • • prod �9ia uc 30 t W04-91 FRAME BOTTOM CORER : •.. :.•.; ••• sheet 11 of 11 MIAMI•DADE MIAMI-DADE COUNTY. PRODUCT CONTROL SECTION - DEPARTMENT OF PERMITTING,E Y DR LATORY 11805 SW 26 Street,Room 208 AFFAIRS(PERA) Miami.Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(7$6)315-2599 NOTICE OF ACCEPTANCE (NOA) ww,w.miatiiidifftAiy(' erA SMI Aluminum Systems,LLC 11500 Miramar Parkway,Suite 300 Miramar,FL 33025 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials.The documentation submitted has been reviewed and accepted by Miami-Dade County PERA- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami-Dade County Product Control Section (In Miami Dade County) and/or the AHJ(in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify,or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION:Series"SMI-090"Aluminum Window Wall System--'L.M.I. APPROVAL DOCUMENT: Drawing No.W09-24,titled"Series SMI--090 Alum Window Wall (L.M.I.)",sheets 1 through 13 of 13,dated 04/16/09,with revision B dated 10/21/11,prepared by Al—Farooq Corporation, signed and sealed by Javad Ahmad, P. E.,bearing the Miami—Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami—Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo,city,state, model/series,and following statement: "Miami-Dade County Product Control Approved",unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement 'of any product,for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date err a% be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done Ot its enliroo. 'INSPECTION: A copy of this;1Airp1;GCAshhltb6ltovtded to the user by the manufacturer or its distributors and shall be available for inspection at fhe jM site at the request of the Building Official. This NOA revises NOA,#10-Q128.03'and consists of this page 1 and evidence pages E-1 and E-2,as well as approval document mentidned above. ;•• .•. •• ,The submitted documentation Vas hvitwei byMannel Puts,P.E. NOA No.12-0201.07 WH s NWExpiration Date: May 12,2015 APPROVEDi •'• ' Approval Date: April 19,2012 • Page 1 SMI Aluminum Systems,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No W09 24,titled"Series SMI-090 Alum Window Wall (L.M.I.)"; sheets 1 through 13 of 13,dated 04/16/09 with revision B dated 10/21/11,prepared by Al- Farooq Corporation, signed and sealed by Javad Ahmad,P.E. B. TESTS { 1. Test reports on:,l)Air'Infiltration Test,per FBC,TAS 202-94 2)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 3) Water Resistance Test,per FBC,TAS 202-94 4)Large Missile Impact Test per FBC,TAS 201-94 5)Cyclic Wind Pressure Loading per FBC,TAS 203-94 6)Forced Entry Test,per FBC 24113.2.1,TAS 202-94 along with marked-up drawings and installation diagram of window wall system, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL 5746,dated January 27,2009, signed and sealed by Carlos S. Rionda, P.E. (Submitted under previous NOA#10-0128.03) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2007, prepared by Al-Farooq Corporation,dated January 12,2010, signed and sealed by Javad Ahmad,P. E. (Submitted under previous NOA#10-0128.03) 2. Glazing complies with ASTM E1300-04 D. QUALITY ASSURANCE 1. Miami-Dade Department of Permitting,Environment,and Regulatory Affairs(PERA). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 084206.01 issued to Solutia, Inc. for their "Saflex HP ' Glass Interlayer"dated 04/17/08,expiring on 04/14/13. 2. Notice of Acceptance No. 10-0331.02 issued to Cytec Industries,Inc. for their "Uvekol S Laminated Glass Interlayer",dated 05/05/10, expiring on 02/08/14. .. ... . . . .. Be A „ • .•. . ..• • • . , , • Maiudf Perez,-AE. • Product Control EV�11177 r NOA No. 12 • •• Expiration Date: May 12,2015 • Approval Date: April 19,2012 j SMI Aluminum Systems,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS " 1. Statement letter of conformance, complying with FBC-2010,and of no financial interest,dated November 07,2011, issued by Al-Farooq Corporation, signed and sealed by Javad Ahmad,P.E. 2. Laboratory compliance letter for Test Report No. FTL 5746,issued by Fenestration Testing Laboratory,Inc.,dated January 27,2009, signed and sealed by Carlos S. Rionda, P. E. (Submitted under previous N0A#10-0128.03) 3. Asset purchase agreement dated September, 2010, signed by seller: Mr. Jim Pande, Manager and buyer:Mr. Leon Silverstein,Manager. E G. OTHER 1. Notice of Acceptance No. 10-0128.03,issued to SMI Systems by Pande Pane LLC, for their Series"SMI-090"Aluminum Window Wall System—L.M.I.,approved on 05/12/10 and expiring on 05/12/15. r goo go: 0 •• .: .': • • • : : 7 so* ••• : ••; :�' ; ; Manue Per E. •' Product Control E or NOA No. 12-0201.07 Expiration Date: May 12;2015 2.0• Approval Date: April 19,2012 D.L. OPG. D.L. OPG. D.L. OPG. _ _ D.L. OPG. CO W SEE SHEET 2 SEE-SHEET 2- - - SEE SHEET 2 - - T SEE SHEET 2 N o q _ A I `° -�. o 0 / -- ------------ 7d i A�ju I ,/• 4 0 0 I E E -------------- 0 ti / ------------- , 0 o air i I / 0aao 0a 04 10 t elf La I W W N N W 1 3 � r a i v I I $ a W 2 '/ , I 3 Y' 4 N I ccq V i SEE 'SMI SYSTE�Wg i f" a M T / IMPACT DOOR NOAH I E M / I FOR DOOR RATING Cl C j& DETAILS. C C � ------- --- Ff N a' o1 4 �� !�` i 1� -moi W_ Q� , HEAD/SILL --••moi ► �{ Io-= di HEAD/SILL � 18" MAX. I � 4« to CORNERS ANCHORS TYPE 6« HEAD SILL ANCHORS A. B OR C / �`_ANCHORS TYPE A, B OR C `-` AT DOOR MULL HEAD/SILL OPTION WITH 3" �\-A, B OR C 2 OR 3 AT EACH SIDE OF MULL -SEE SHEETS 6 & 7 CORNERS 3" JAMB ANCHORS S2 OR 3 AT EE SHEET 5 EACH JAMB SEE SHEET 5 FOR QUANTITIES TYPICAL ELEVATIONS SERIES SMI-090 ALUMINUM WINDOW WALL SINGLE '0' PANEL: c = THIS SYSTEM MAY BE USED IN CONJUNCTION WITH MIAMI-OADE FRAME WIDTH D.L.O. WIDTH + 5.500"FRAME HEIGHT = D.L.O. HEIGHT + 5.500" COUNTY APPR'D LARGE MISSILE IMPACT RESISTANT DOORS. FOR ANCHORED JAMBS MAX. SIZES USE u LOWER DESIGN PRESSURE FROM STOREFRONT OR DOOR APPROVAL GLASS CHART ON SHEET 2.. WILL APPLY TO ENTIRE SYSTEM. INSTRUCTIONS: FOR UNANCHORED JAMB FRAME USE CODE REQUIREMENTS.FOR SAFEGUARDS MUST BE OBSERVED. USE CHARTS AS FOLLOWS. -CHARTS ON SHEETS- 3 & 4. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE STEP 1 ° e N DETERMINE DESIGN WIND LOAD REQUIREMENT BASED m10c REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY ON WIND VELOCITY, BLDG. HEIGHT, WIND ZONE w;t+ HURRICANE ZONE (HVHZ). •• • • • • • USING APPLICABLE ASCE 7 STANDARD. THIS SYSI`�14I�I�,..F2ARE�'-vq� LARGE &� SMALL MISSILE IMPACT. `D WOOD BUCKS 8Y OTHERS, MUST 81:ANCHf�tEU•pRpf�£4 TO'LUNSFER STEP 2 SEE CHARTS ON SHEET 2 FOR DESIGN LOAD SHUTTERS `ADE NOT-REQUIkEp. LOADS TO THE STRUCTURE. •• •• • • ; • • • CAPACITY OF DESIRED GLASS SIZE. • • • • • • • -C§h. JAV fAHMAO'. PRODUCT PIMSED ,o o ANCHORS SHALL BE AS LISTED, SPACED Abt SFS" 'ON•OL'TNL4S, ANCHORS CHECK MULLION CAPACITY FOR A GIVEN SPACING ANO ;Ol 111 complytngwitltthel�torlde � EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. HEIGHT USING CHARTS ON SHEET 3 & 4 FOR STOREFRONT FLA.�PE 78592 gp{ldih Cab ANCHORING OR LOADING CONDITIONS NpT SH 4Y NF•THESE.DET LS ARE MULLION AND SHEET 6 & 7 FOR DOOR MULLION. ���,.C.A.N. 538 ' . 8 Q 91 :t. :Acceptance No 1'Z•0 1.O7 NOT PART OF THIS APPROVAL. •• • • • ; • THE CAPACITY SHOULD EXCEED THE DESIGN LOAD. ;` x ire ion Dat c a • ' USING CHART ON SHEETS 5 SELECT ANCHOR OPTION ' i7 u A LOAD DURATION INCREASE IS USED fN DESiG►A OP•ANCHORS J(O WOOD ONLY. '��� WITH DESIGN RATING MORE THAN DESIGN LOAD SPECIFIED I Uy MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAT IN STEP I ABOVE. bus"A Product Ifo drawing no. COME INTO CONTACT WITH OTHER PWI ILAR�MATERIALS SHALL MEET THE I..� WO9-24 REQUIREMENTS OF THE FLORIDA BLDG. �ODE•SECjION•2OQ3.8.4. STEP 5 THE LOWEST VALUE RESULTING FROM STEPS 2, 3 NOV,y ; 0 6 • •.. • • AND 4 SHALL APPLY TO ENTIRE SYSTEM. IVO ,1 "I�011 Sheet I Of M GLASS LOAD CAPACITY - PSF 1/411 HEAT STREN D GLASS _ - - - - 1/4"-HEAT STREN'0 GLASS 100" UVEKOL S - - - - - - - - It - GLASS TYPES c*4 NOMINAL DIMS. 'A' & 'A1 100" UVEKOL S LIQUID RESIN BY 'SURFACE SPECIALITIES' I EXT. LIQUID RESIN BY 'SURFACE SPECIALITIES' OR o (+) 0R .100" SAFLEX HP PVB BY 'SOLUTIA' D.L. Z opo 0TH O.L.O. HEIGHT INmm T.90.0 0(-)SILICONE •100" SAFLEX HP PVB BY 'SOLUTIA' SILICONE 1/4" HEAT STREN'D GLASS Q 36" 80,0 DOW CORNING CWS 1/4" HEAT STREN'0 GLASS DOW CORNING CWS 1/2" AIR SPACE f a DOW CORNING 899 DOW CORNING 899 p, o 42" 90.0 GE 2000 GE 2000 1/4" TEMP. GLASS0 U O 48" 66-1/2" 90.0 PECORA 895 PECORA 895 a 54" 90.0 0 60" 90.0 66-1/2' 90.0 = m I !_. m I I! II 30" 90.0 IIi!Ij I'.! ,Z D.L.O. WIDTH D.L.O. WIDTH 9 7 I�IIi !IjI U 36" j!I 7 a g\ Q 42" 90.0 (i! !1 'n IjI j! r ... C W O 48" 72-1/2" 90.0 54" 90.0 so" 90.0 = ! o o: 86" 90.0 o W W 30" 90.0 W d !7< 11 11 36" 90.0 = % 7/16" MIN. - ch ch 42' 90.0 0 GLASS TYPE 'A' GLASS TYPE 'Al' M o 78-1/2" 9 9/16" OVERALL LAM. GLASS 1-5/16" OVERALL LAM. INSUL. GLASS GLASS BITE ci 48" 90.0 W AT JAMB/MULLION W ate' 54" 90.0 c GLAZING OPTIONS p �° � 60" 90.0 _i INTERIOR GLAZED 30" 90.0 ciO to Q 36" 90.0 1/4- HEAT STREN'D GLASS 9 fit apY� ILL 42" 90.0 t/4" HEAT STREN'D GLASS 100" UvEKOL S ¢fV 84-1/2' 48" 90.0 100" UVEKOL S LIQUID RESIN BY 'SURFACE SPECIALITIES' _ __ a M 9 54" 90.0 LIQUID RESIN BY 'SURFACE SPECIALITIES' 0100" SAFLEX HP PVB BY 'SOLUTIA' - E _i 'O 60" 90.0 OR m 100" SAFLEX HP PVB BY 'SOLUTIA' 1/4" HEAT STREN'D GLASS _ _ = I C a 30" 90.0 SILICONE SILICONE E - 36" 90.0 DOW CORNING CWS1/4" HEAT STREN'0 GLASS DOW CORNING CWS 1/2" AIR SPACE - -' vii DOW CORNING 899 DOW CORNING 899 a O 42" 90-1/2" 90.0 GE 2000 GE 2000 48" 90.0 PECORA 895 PECORA 895 1/4" TEMP. GLASS 7/16" MIN. i .0 9 54" 90.0 GLASS BITE vi`''i AT JAMB/MULLION 30" 90.0 � � � � j 38" 90.0 m m !i• ! 96-1/2 42" 90.0 'i iIl 7 I! lid I� 48' 90.0 i!i !j' 9 ;r jj iI jj. g 7 30" 90.0 36" , 90.0 !I) i o a 102-1/2' 8 �j• I:i is o 42" 90.0 Iii 1 2" AIR SPACE 48" 90.0Lb PACER- CONSISTING OF: y 30" 90.0 o p ALUMINUM BOX SPACER AROUND 36" 9o.d wG& THE PERIMETER OF THE GLASS. 42" 108" 90.0 t C 10~ 10 PERIMETER_SEALANT; o SILICONE c v 44-1/4" 90.0 GLASS TYPE 'A' GLASS TYPE 'AI' DOW CORNING CWS ° c $ N N � o 30" 90.0 9/16" OVERALL LAM. GLASS 1-5/16" OVERALL LAM. INSUL. GLASS DOW CORNING 899 c ` m 36" 1t4" 90.0 .• 000 GE 2000` ' •• GLAZING OPTIONS PECORA 895 :.: EXTERIOR GLAZED 44-t/4" 90.0 • •• • • : • • • • ! $' • •` " ` PRODUCT'REVISED 30" 90.0 • • • •• +s1�r% C(�vs•AHA}/►0 m ,as complying with the Florida N " F $ � 70592 , l�ildiiig Coda 36" 9d.0 NOTE: 114-t/2 •.� WINDOW WALL FRAMES AT INSULATED GLASS OPTION a°'N `5381 Acceptance No I2`0201.07_ 42" 90.0 ; • o`: ';• • . ' -Eitpi'ration Date $ $ • ` ' MAY BE WITH OR WITHOUT THERMAL BREAK. 44-1/4" 90.0 ` :• ' •• ; •• ,r ; • •• • • y •• •�� NOTE: i pro" H drawing no. NOTE: Wog-24 INTERPOLATION BETWEEN WIDTFIS• OR HEMI-�T�fjLLOWED. GLASS CAPACITIES ON THIS SHEET ARE • • • BASED ON ASTM E1300-04 (3 SEC. GUSTS). GLASS • if ` �� : : :•; • ; , ,:\.. ., - sheet 2 of 13 V a DESIGN LOAD CAPACITY - PSF JAMB/MULLION WITHOUT INTERMEDIATE HORIZONTALS JAMB 'J1' JAMB 'J2' JAMB 'J3/J4' o NOMINAL DIMS. MULLION 'Ml' MULLION 'M2' MULL 'M3/M4' , Z EXT. (t) EXT. (+) EXT. (+) 0 F z WIDTH (W) FRAME HEIGHT INT. (-) ENT. (-) INT. (-) w F a W I 0. 3 00" 50.0 90.0 90.0 a O � �i o 0 36" 50.0 90.0 80.0 U it 78" 50.0 90.0 90.0 48" 50.0 90.0 90.0 it u. 54" 50.0 90.0 90.0I I 0 A n 60" 50.0 90.0 90.0 I� W 1 e o W2 w3 a 11 � Ti 30" 50.0 90.0 90.0 a �M g WIDTH w wt a a = A 36" 50.0 90.0 90.0 AT FRAME JAMB N O 42" 84" 50.0 90.0 90.0 OD 48" 50.0 90.0 90.0 WIDTH (W) a W2 + W3 a 4� 54" 50.090.0 90.0 AT FRAME MULLION 2 LL Z 60" - 90.0 80.0 30" 50.0 90.0 90.0 ILa 36" 50.0 90.0 90.0 O 42" 50.0 90.0 90.0 ;iO co 48" 90 50.0 90.0 90.0 54" 50.0 90.0 90.0 V ? 00 80" - 90.0 90.0 3 N 30" 50.0 80.0 90.0 c 38" 50.0 90.0 90.0 42" " 50.0 90.0 90.0 m 48" 96 50.0 90.0 90.0 d M 54" - 90.0 90.0 BO" - 90.0 90.00 E �J 30" - 90.0 90.0 p C 36" - 90.0 90.0 a O 42" 102" - 90,0 90.0 N 48" - 90.0 80.0 WO 54" - - 80.0 N (�/) 30" - 90.0 90.0 36" - _ 90.0 90.0 42" 108" - 90.0 90.0 48" - 87.5 87.5 W 54" - - 80.0 OR N 30" - - 80.0 C 0 Lo L 38" 114" - -- 80.0 ,, W N42" - - 80.0 48" - - 80.0 o 0 30" - - 80.0 Z Z 36" 120" - - W 80.0 - 42" - - 80.0 in 48" - - 76.0 C2 0 c o .- NOTE: JAMB 'JI' JAMB 'J2' JAMB 'J3' JAMB 'J4' MULLION 'M1' MU 1 MULLION 'M3' MULLION 'M4' INTERPOLATION BETWEEN WIDTH$'OR•VI54GHTS AI.LQWEj7� ,4{�4N rr•M�•,. ••' ••: ••i ••• :•: '• Fagir! AAD.AHMAD'•, CIVIL• • .. PRODUCT REVISED < :1-k 4. PE $ 70592+ A$ complying with tits Florida •• ••• ••• ••• • • C.A.Nt,. 538 i us ldibg Code Acccptancc N • • •• ' • • • • • • • . V 1 f : EX [inion Date • �• • •• • • •• • r : v V u •. • ••• '.' t B+i IVlisuns do product Con of drowing n0. MULLIONS N� W09-24 • ••• 1� sheet 3 of 13 _ DESIGN LOAD CAPACITY - PSF INTERMEDIATE HORIZONTALS JAMB/MULLION WITH INTERMEDIATE HORIZONTALS N JAMB 'Jl' JAMB 'J2' JAMB 'J3/J4' CD NOMINAL DIMS. MULLION 'MI' MULLION `M2' MULL 'M3/M4 0 EXT. (+) EXT. (+) EXT. (+) 20 WIOTH (Y) fftAME HdCHT INT. {-) INT. (-) INT. (-) W0 W I z 30" 50.0 90.0 90.0 W 36" 50.0 90.0 90.0 42" 78" 50.0 _ 90.0 90.0- 48" 50.0 90.0 90.0 O ' 54" 50.0 90.0 90.0 0 1- 80" 50.0 90.0 90.0 L W1 o W2 W3 V Q 30" 50.0 90.0 90.0 cf 36" 50.0 WIDTH (W) a W1 90.0 , Q <0 42" 50.0 90.0 90.0 AT FRAME JAMB C dl ago- 48" 84„ 50.0 90.0 90.0 W2 + W3 Q 3 2 54" 50.0 90.0 90.0 1 WIDTH (W) - 2 M 6i" 10 AT FRAME MULLION N 60" - 90.0 90.0 a Z 30" _ 50.0 90.0 90.0 W 36" 50.0 90.0 90.0 42" 50.0 90.0 90.0 ^ 48" 9U" 50.0 90.0 90.0 ; M v 54 50.0 90.0 90.0 60" - 90.0 90.0 3 N 30" 50.0 90.0 90.0 In o Vl"r 36" 50.0 90.0 90.0 8a 42" 50.0 90.0 9d.0 z N Y �" 96 49.2 80.0 90.0 = %ON 54" - 90.0 90.0 M 59 60" - - 80.0E 1 30" - 90.0 90.0 0 _i „I 36" - 90.0 90.0 0l G o 42" - 90.0 90.0 4$" 102" `^ a" C)- 90.0 90.0 w 54" - - 80.0 - 30" - _ 90.0 90.0 � 36" - 90.0 90.0 42" 1�" - _ 90.0 90.0 48" - 81.9 85.0 30" - 80.0 36" - - 80.0 y 42" 114" - - V 0 80.0 p i-- i-- 0. W La - - 80.0 30" - - 80.0 N U U 36" - - 80.0 v 42" 120" - - 80.0 48" - - 72.1 op o n NOTE: •r, o 0 .� INTERPOLATION BETWEEN WIDTHS OR HEIGHTS ALLOWED. ;v ••• •.. . . • • • •• JAMB 'J1' JAMB 'J2' JAMB 'J3' JAMB 'J4' MULLION 'M 1' MULPICK t'•MV., ;,. MULLION 'M3' MULLION 'M4' •• .: •. %: •• ••• •• • i i ••• n gh'44VAD iCIVILA PRODUCT REVISFD 7 FLA. PE0592 ' , •as complying with the Fbdds •• ••• • ••• C.A.t4l 8 'building Code • • • • • • •• ( ' ;I' Acceptance No ( L' S 00 • • • :60 • • iiia.. .a Date f $ , • ••• • :13Yll _ drawing no. Miami' (e i'roduct Con ••• • • . . 0 MULLIONS io W09--24 .I sheet 4 of 13 00• •• •• • • r •• •• ANCHOR LOAD CAPACITY - PSF EXT.(+) do INT.(_) - - _ _ __ _ _ INTERMEDIATE_ - - - -WOOD- BUCKS AND-METAL STRUCTURES NOT BY-'SMI SYSTEMS'- - HORIZONTALS N NOMINAL DIMS. ANCHORS TYPE 'A' ANCHORS TYPE 'B' TYPE 'C' OPTIONAL MUST SUPPORT LOADS IMPOSED BY GLAZING SYSTEM AND iY 1 WIDTH (w) FRAME HEIGHT A2 A3 B2 B3 C2 ALL FIXED LITES TRANSFER THEM TO THE BUILDING STRUCTURE. 30" 90.0 90.0 90.0 90.0 90.0 Z 36" 90.0 90.0 90.0 90.0 90.0 2 Z 42" _ 90.0 90.0 90.0 90.0 90.0 TYPICAL ANCHORS: SEE ELEV. FOR SPACING �.. W �I 48" 60 90.0 90.0 90.0 90.0 90.0 j - - - - 9 9 V 54" 90.0 90.0 90.0 90.0 90.0 �' ��a 0 "� .. 1/4" DIA U TRACON BY 'ELCO' (Fu-177 KSI, Fy-155 KSI) 60" 90.0 90.0 90.0 90.0 90.0 __ C 30" 90.0 90.0 90.0 90.0 90.0I INTO 2BY WOOD BUCKS OR WOOD STRUCTURES it 0 u. La 36" 90.0 90.0 90.0 90.0 90.0 w j WITH 1-3/8" MIN. PENETRATION INTO WOOD 0 = n a2" 90.0 90.0 90.0 90.0 90.0 �, THRU 1 BY WOOD BUCKS INTO CONCRETE 88" WITH 1-1/4" MIN. EMBED INTO CONCRETE O Q 48" 90.0 90.0 90.0 90.0 90.0 4 , ., Q 54" 90.0 90.0 90.0 90.0 90.0 j" I ANCHOR EDGE DISTANCES 0 4� 60" 85.5 90.0 90.0 90.0 90.0 INTO CONCRETE = 2-1/2" MIN. 3 30" 90.0 90.0 90.0 90.0 90.0 INTO WOOD STRUCTURE 1 MIN. 36" 90.0 90.0 90.0 90.0 90.0 - - _ - - - - _ - _ z 42" 72' 90.0 90.0 1 90.0 90.0 90.0TYPE •B' a W MN 48 '90.0 90.0 90.0 90.0 90.0 Wl W2 W3 I Z4n DIA_ULTRACON BY 'ELCO' (Fu-177 KSI, Fy-155 KSI) 'i rE 54" 87.1 90.0 90.0 90.0 9o.0 DIRECTLY INTO CONCRETE 60" 1 78.4 90.0 90.0 90.0 90.0 WITH 1-1/4" MIN. EMBED INTO CONC. g O N 30" 90.0 90.0 9010 90.0 90.0 WIDTH (W) m W1 I 38" 90.0 90.0 90.0 90.0 90.0 AT FRAME JAMB ANCHOR EDGE DISTANCESLu 42" 78„ 90.0 90.0 90.0 90.0 90.0 W2 + W3 L INTO CONCRETE = 2-1/2" MIN. V ~ 48" 90.0 90.0 90.0 90.0 90.0 WIDTH (W) 2 - - - -" 54" 80.4 90.0 90.0 90.0 90.0 AT FRAME MULLION �7YPE •C' 3r Vj Q 60' 72.4 90.0 88.6 90.0 90.0 Z #14 SMS OR SE F12RILLING SCREWS ST/ST (GRADE 2 CRS) 4) Y 30" 90.0 90.0 90.0 90.0 90.0f u7 36" 90.0 90.0 90.0 90.0 solo INTO METAL STRUCTURES ? V 0.0 STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) �$ 42" 90.0 90.0 90.0 90.0 90.0 oC 84' ALUMINUM : 1/8r, THK. MIN. (6063-T5 MIN.) E Q 48" 84,0 90.0 90.0 90.0 90.0 (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) I 54" 74.7 90.0 90.0 90.0 90.0 C 60' 67.2 90.0 82.3 90.0 90.0 I ANCHOR EDGE DISTANCES g E 30" 90.0 90.0 90.0 90.0 90.0 INTO METAL STRUCTURE = 3/4" MIN. 0 a C) 36" 90.0 90.0 90.0 90.0 90.0 - - - - - -- - - - - W � 42" 1. 89.6 90.0 90.0 90.0 90.0 CONCRETE AT-HEAD, SILL OR JAMBS f'c - 3000 PSI MIN. LLJ 48 90 78.4 90.0 90.0 90.0 90.0 C-90 HOLLOW/FILLED BLOCK AT JAMBS f'm - 2000 PSI MIN. 54' 69.7 90.0 85.3 90.0 90.0 60" 62.7 90.0 76.8 90.0 90.0 3„ 4" 3" 30" 90.0 90.0 90.0 90.0 90.0 " D 36" 90.0 90.0 1 90.0 90.0 90.0 4 42" 84.0 90.0 90.0 90.0 90.0 1412 48" 96' 73.5 90.0 90.0 90.0 90.0 0 54" 65.3 90.0 80.0 90.0 90.0 W 8o' 58.8 88.2 72.0 90.0 90.0 v 30" 90.0 90.0 90.0 90.0 90.0 i z 36" 90.0 90.0 90.0 90.0 90.0 3" 42' 102" 79.1 90.0 90.0 90.0 90.0 - L3- ' 3 48" 69.2 solo 84,7 90.0 90.0 3" 3^ o ro 54" 61.5 90.0 75.3 90.0 90.0 s„ y 0 's 30" 90.0 90.0 90.0 90.0 90.0 6" L < m • • • •• 38' 108" 87.1 90.0 90.0 90.0• 9 0• A2. B2. 1�2 A3. B9ZD 42' 74.7 90.0 90.0 90.0 ' 140 i i i•i • r `'r r i ` 48" 65.3 90.0 80.0 90A"• *fdo ' • • • •• n�,•► ¢0,ArMAD PRODUCT REVISED ro 30" 90.0 90.0 90.0 90.0 90.0 ANCHORS TYPES: cML as complying with the Florida i FL1 "1 r A3 70592 . Building Code 3s" 11 a' 62s solo 90.0 9oao ••90.0 •42•A• 2 ANCHORS TYPE 'A' AT EACH SIDE OF JAMB AND MULLION �OA'H' 5A ', Acceptance No i, 42' 70.7 90.0 86.6 90 0 • 910• •X82;=; 2 ANCHORS TYPE 'B' AT EACH SIDE OF JAMB AND MULLION 0 "ration Date 5 0 8 'I 48" 61.9 90.0 75.8 ap.{� ••90.0 • :.q2•:• 2 ANCHORS TYPE 'C' AT EACH SIDE OF JAMB AND MULLION ,, ;'; v U 30" 90.0 90.0 90.0 90.0 90.0 " '•• �; ] i ade Product u�r�ttF I Browing, no. 36" 78.4 90.0 90.0 90.0 90.0 A3 = (3) ANCHORS TYPE 'A' AT EACH SIDE OF JAMB AND MULLION 42" t2°„ 67.2 90.0 82.3 90.0 • •90.0. : ':' : B3;= (3) ANCHORS TYPE 'B' AT EACH SIDE OF JAMB AND MULLION ANCHORS W09-24 48" 58.8 88.2 72.0 1 90.0 • •96.0• : :.-.: :4 : sheet 5 o 13� ••• t DOOR MULLION LOAD CAPACITY DOOR MULLION LOAD CAPACITY -ANCHOR TOTAL NO. OF ANCHORS _ TYPES AT DOOR MULLION HEAD SMI-SYSTEMS N NOMINAL DIMS. w/O REINF. NOMINAL DIMS. WITH REINF. q 5 OUTSWING DOORS 1 WIDTH (W) FRAME HEIGHT EXT.(+) de INT.(-) WIDTH ANCHOR TOTAL N0. OF ANCHORS (YI) FRAME HEIGHT EXT.{+) dt INT.(-) TYPES AT DOOR MULLION HEAD AA, a. C 4 SEE SEPARATE NOA � V. 90.0 24" 90.0 A 5 CC 3 Z 36" 90.0 30" 90.0 ��CC 3 SMI SYSTEMS �fill � _ Q -' 81-3/4" OUTSWING DOORS �� � ---' 1 42" 90.0 36" 90.0 SEE SEPARATE NOA r;;' ---I a 48" 90.0 42" 80" 90.0 - - F I` '% ' 30" 90.0 48" 90.0 1`� 1` -- ------- - -'---- v 85-34/ 90,0 54" - 90.0 ,s /I ^� At � _ a" I I ' 42" IL 80" 90.0 II s 48" 90.0 24" 90.0 G; % ,G I % III ! \ I � 30" 0.0 90.0 9 30" 36" 91-3/4" 90.0 n _ Ii _ u . u, w x 42" 90.0 42" 84 90.0 g If Q A'1 ►� 30' 90.0 48" i w 9D.0 O Ld 36" 98-3/4" 90.0 54" 90.0 w _ '' \: II ' h / N 0 Q w 3 N az" 90.0 so" 90.0 ` ;i 30" 90.0 24" 90.0 \ 36" 97-3/4' 90.0 30" 90.0 111L_ 42" 90.0 36" 9O" 90.0 --r. __ �i Af =_=-____ 42" 90.0 Q N 48" 90.0 W2 W1 Wt W2 W2 W1 v M 54" 90.0 WI + w2wI w2 WI + w2 v 24" 90.0 WIDTH (W) 2 WIDTH (W) 2 + 4 WIDTH (W) 2 3 30' 90.0 ANCHOR TOTAL NO. OF ANCHORS ANCHOR TOTAL N0. OF ANCHORS d Q 36" 96" 90.0 TYPES AT DOOR MULLION SILL TYPES AT DOOR MULLION SILL Z .E 42" 90.0 8, C 4 AA, 9, C 4 N Y CC 3 CC 3 = meq! a C 48" 94.0 g �+ 24' 90.0 Ix M DOOR MULLION 30" 90.0 c C RMOUT REINFORCING 36" 102" 90.0 0 42' 90.0 g M .� to 48" 90.0 24" 90.0 a 30" 108" 90.0 N (/� .-- 38" 90.0 42" 90.0 24" 80.0 30" 114" 80.0 36" 80,0 42" 80.0 0 g 24" 80.0 $ C 5 30" 120" 80.0 a a 36" 80.0 aNi , 42' 80.0 0 c m � 0 00 N N 4 o_ O ••• •• PRODUCT REVISED II o hgii.JAYAD AHMAO, � i CIVIL, as complying with the Florida N • ••• ••• �'' i to I PE 70592, Building Code • • • • • • CA. 1�R 38 . 'N ' DOOR ULLIOId I"" Acceptance No r{�'©2� flf' R�)jVF+2RC1IlC • •• : . , 4, L?wVok ttion Dat6 •• • ••• • � &r ' Mionii tide Product drawing no. ••• • • ••• • DOOR MULLION Wo9-24 . . . . ... N � 'X tall • '''��• sheet 6 of 13 .. .. .. .. DOOR MULLION LOAD CAPACITY - PSF DOOR MULLION LOAD CAPACITY - PSF DOOR MULLION LOAD-CAPACITY - PSF DOOR MULLION LOAD CAPACITY - PSF �V _ NOMINAL DIMS. WITH RBINF. NOMINAL DIMS. WITH REINF. NOMINAL DIMS. WITH RBINF. NOMINAL DIMS. WITH RBINF. N FRAME HEIGHT DOOR HEIGHT WIDTH (Wt) WIDTH (W2) EXT. + FRAME HEIGHT DOOR HEIGHT WIDTH (WI) WIDTH (W2) EXT. +} FRAME HEIGHT DOOR HEIGHT WIDTH (Wt) WIDTH (W2) EXT. + FRAME HEIGHT DOOR HEIGHT WIDTH (W1) WIDTH (W2) EXT. (+ p INCHES INCHES INCHES INCHES INT. -; INCHES INCHES INCHES INCHES INT. -) INCHES INCHES INCHES INCHES INT. -; INCHES INCHES INCHES INCHES INT. (-; Z 30 90.0 30 90.0 30 80.0 30_ 80.0 0 �I•.. -' 60 33 80.0 60 33 90.0 60 33 80.0 60 33 80.0 �: W a 39 90.0 39 90.0. 39 80.0 39 80.0 d N 2 42 90.0 42 90.0 42 80.0 42 80.0O C.)i 0 30 90.0 30 90.0 30 _80.0 30 80.0 0 1 72 33 90.0 72 33 90:0 72 72 33 80.0 33 8010 1% Q 39 90.0 39 90.0 39 80.0 3980.0 0 42 90.0 42 90.0 42 80.0 42 80.0 0 rM1 108 80 108 84 114 96 120 108 a !� 30 90,0 30 90.0 30 80.0 30 80.0 0 Q a 33 90.0 33 90.0 33 80.0 33 80.0 d) ti A 39 90.0 84 84 84 84 - 0 OD 0 39 9d.0 39 80.0 39 80.0 42 90.0 42 90.0 42 80.0 42 80,0 Z Gj r 30 90.0 30 90.0 30 80.0 96 30 80.0 ty 96 33 90.0 96 33 90.0 96 33 80.0 1 1 33 80.0 Q g 39 90.0 39 90.0 39 80.0 42 90.0 42 90.0 30 80.0 30 80.0 30 80.0 33� 80.0 ANCHOR TOTAL NO. OF ANCHORS p � 60 33 80.0 33 80.0 39 80.0 TYPES AT DOOR MULLION HEAD M 1 60 BO AA, C 6 39 80.0 39 80.0 42 80.0 CC f 4 42 80.0 42 80.0 30 80.0 3 (n c 30 80.0 30 80.0 33 80.0 SMI SYSTEMS 30 } 72 OUTSWING DOORS o E 3 72 33 80.0 72 33 80.0 39 Sd.O �� _�` SEE SEPARATE NOA Z 4) x 39 80.0 39 80.0 42 80.0 _ 120 96 f - _;'___ _____ aCcv 114 80 42 80.0 42 80.0 30 80.0 - 114 84 30 _ 80.0 30 80.0 B4 33 80.0 '� •' Q 33 80,0 33 80.0 84 39 80.0 r = �y === L rn E a 84 Cl Q 39 80.0 39 80.0 42 80.0 d , �+r 42 80.0 42 80.0 96 30 80.0 30 80.0 30 80.0 33 80.Q I /'/ • K'i u \\ q a N Az 96 33 80.0 96 33 80.0 = p'j \4 w 39 80.0 39 80.0 '� r I n I N 30 80.0 30 8010 LL 60 33 80.0 60 33 -. 80.0 d I q / 4 S 39 80.0 39 80.0 a' `�' ! h / Ii 42 80.0 42 80.0 ,% 30 80.0 30 80.0 I i _ I L 2 33 80,0 33 80.0 1 - W 39 80.0 39 80.0 DOOR MULLION `� 120 80 42 80.0 120 84 42 80.0 WITH REINFORCING W2 Wt a 30 80.0 30 80.0 � $ 84 33 80.0 64 33 ANCHOR TOTAL NO. OF ANCHORS _ in o - 39 80.0 39 80,0 TYPES AT DOOR MULLION SILL C 2 - 4280.0 42 80.0 AA, 6 N is c .0 CC >4 30 80.0 30 80 c -C co 96 96 33 80.0 .'• '; ; • • 33 80.0 •• ••• •• • •• Eo r:,,IAVAD•AHMAD PRODUCT REVISED CIVIL as com 'FLktPE 7059 plying with the Florida .N. N ' 2' kLA3Q ', '$gilding Code • ••• • ••• • • c ( Acceptance No ti • • • • • • • • i iration Date �'.g $ H u • •• • •• • • • \f , 'Rialhi hade PoNfilct I drawing no. ... . W09-24 • • • • DOOR MULLION 1 NQV:1. ` b( ; . ... . sheet 7 of 13 . .. .. . . . .. .. - - - - - - - - y.V- TYPICAL ANCHORS 0404 rn FOR SPACING 18Y TYPICAL SEE ANCHORS cxi o WOOD BUCK TYPICAL ANCHORS FOR SPACING ] 3 SEE ELEV. a ° ° d ° ° v. I FOR SPACING o a p ° ern I V- s p G aA 3 � 00 a _ �► p► N ' a 1 = I p IL W II II : If 1{ If 1 1- •I 1. .I. I. lij iil Iii iii id ZD II II 11 II II _� o a, J � jq � Go 3 to U.Ill' :: N ao M f- O 1 a E U. I z FB W :;z Lo _ g .. I. .I. I, •I• I � r Ilj jll Ilj jll jll O_ J Ai Ilj !II I!j jIl jll 10 z z Ijl III II it7 rr, 11 Ij Ij C 4D O p o 1 1 A14; w < m a , a INTE�Z.TS�.R;I SDI,; ED • •fFb *0 • I k + vl ECP `• v wu"ttMp b PRODUCE REVISED • •�.•. .i•• RE SEF170complying with t� oid I Lga,�� TwId>8 ^ 5 r N v D V V • • • . : • ; ; `, r lA�t/neptance No � J �8 � x 4 'D,•• • pnn*Nration Date ! O tll 'O U • v•• s• ' • • • • • v D - RZe:niF eProductCon 1 drawing no. TYPICAL ANCHORS •\ TYPICAL ANCHORS ••• • • • • ••• • • SEE ELEV. METAL �s r W09-24 SEE ELEV. FOR SPACING ; ; ; �•� � � � FOR SPACING STRUCTURES •'IV ,,�1 �J �°1,i` , . . . . . . . 1,; .,��.1•.• ,,''� sheet $ of 13 " .51� - TYPICAL ANCHORS - SEE ELNG TYP7><a FOR SPACING 1BY TYPICAL ANCHORS o WOOD BUCK SEE ELEV.4 4 'a - - - I FOR SPACING ede e. .n yl n o 1� O 9 W 0 A 3 z 3A a v QoQ M'•I rn 0' z I \ N l I 0 2A 00W. Q � 3� LL10 1 :::.; 'ii i ii ii' li; ;il li, jil ii) 7 � ii ii �ii ii- ii• o o zi o -j W N i! Iii it i ? mY :1 I: f:• .. 3 �� W JA OIL C O1116Do H O _j I z H @) Eml w � L01 ii ii' o 11 01 100 W• Ju4 x p Iii iii 7 u�'i i!� i!' y v`► Ili ill III' joC>r o c l w .` 2 < m EXT ER.TOR,tqAZED � .. I ••• •• •: : ••• N Erio JAVAD AHMAD'•, PRODUCT REVISED rn . . . . . I CIVIL`'•. ax complying with the Florida N �'PE 7 02 Buildhig Code 9'P • • _• - . . • • LOA � 538 C.A. ' Exa r • • • ;l. ciration Date t l% d • • • • p P P • •• v • •• •• : : l p `�C�s�" 1 i��• v �i v P v p. ••• P• •• • ••• • �� �. By _ .'r, ? mi amI adePmductCo tr drawing no. TYPICAL ANCHORS TYPICAL ANCHORS SEE ELEV. FOR SPACING "' ' • • • ••• • • SEE ELEV. METAL \ W09-24 • ' ' ' ' • • FOR SPACING STRUCTURES 1, • , sheet 9 of 13 1/4" MAX. SHIM-SPACE O - - O REINFORCING AS REOD. N SEE SHEETS 3 & 4 e 3 FOR CAPACITY o rn 18Y o Ul WOOD BUCK 7 , ��------ ------7 a e . Z '• o � ll- �� i l tL 0 _ _ ° 1,I j j SILICONE O DOW CORNING CCS 1 t, DEPTH = 3/8".MIN. Q r M GAP GIM -_----------- -77 HEIGHT=:= -=' I I a HEIGHT E MIN. MAX. o — — — — e 72 3/8" 1/2" 0 O i i - - 96" 11/2 3/4., Q � 3� �► `� 120 5/8" 1 {I. Z – e a t+9 D.L. OPG. D.L. OPG. to EXTERIOR W TYPICAL ANCHORSMIN. & MAX. 5 SEE ELEV. UNIT WIDTH GAP to FOR SPACING SEE CHART $ N TYPICAL ANCHORS WOOD BUCK FILLER SEE ELEV. ''�i %N OPTIONAL 1/4" MAX. FOR SPACING j Q Ip BY OTHERS D REINFORCING AS READ. REINFORCING AS REOD. SHIM SPACE 1/4" MAX E M O SEE SHEETS 3 & 4 O SEE SHEETS 3 & 4 SHIM SPACE -� 3 FOR CAPACITY 7 FOR CAPACITY 7 TYPICAL ANCHORS a E a° SEE ELEV. � FOR SPACING N 0� v V W L— Cx� � y — C _.�. __—_.._..� C,p �! `a(� ----------- offVN _ _.. ;.: 1 9 — — — — — — STRUCTURE _.. v 2 WOOD BU i10 z ODD STRUCTURES d to 1A O p o N D.L. OPG. D.L. OPG. o NOTE: °c < 0• ••• . •• REINFORCIN,.g§ NOT REQUIRED AT SECURED JAMBS . . . . . . .. . EXTERIOR . . . t: f g MIN. & MAX. •• •.. ... • • • .. � ��� � GAP UNIT WIDTH 9:� ,CML bAo PRODUCT REVISED \ i as complying with the Phsi a SEE CHART Fl. ! 70592% • ••• ... • • C.A.N. 350 .Build Code • 'Acceptance No � i5 �• .. • • .. • • • • • I\' (, { ►ration Date 9 r �1�y s� k9iami adePt+oduct drawing no. ... . ; ;k W09-24 •' INTERIOR OR EXTERIOR GLAZED , ' sheet 10 of 13 V (n C4 N I O SEE SEPARATE NOA FOR DESIGN LOAD C ti J CAPACITY OF DOORS AND DOOR ANCHORS. LOWER VALUES FROM DOORS NOA w a OR STOREFRONT SYSTEM CAPACITY CHARTS a - WILL APPLY TO ENTIRE SYSTEM. � e o ,8 7 '$ 8 Qaa0o ----------------� ° n L 7 MIAMI-DADE COUNTY APPROVED MIAMI-DADE COUNTY APPROVED ^ LARGE MISSILE IMPACT R SISTANT TRANSOM \ LARGE MISSILE IMPACT RI SISTANT TRANSOM L6 z -----------i i' � --�r------- 7 "'� z — 11 ----I Q W 1 kl I II I� 1 1 JI ____ rp N 1'1---------- I — - �1._ -__ __�� J W — ------ —� -- — -1 -- _ --------- � r -----------1 ' Y- yy ---- -----------, 1 7 1 Z 3 4 ---------------- I { 4A 01 'Coli I 17 18 _-j � naM E ,� S a OREINFORCING AS REOD. Oto C G 18 © SEE SHEETS 6 & 7 1 E - 18 FOR CAPACITY In a O 7 vj ] W � �� F N MIAMI-DADE COUNTY APPROVED 1 ,- , MIAMI—pADE COUNTY APPROVED 1 tl LARGE MISSILE IMPACT RESISTANT DOOR 1 y �� LARGE MISSILE IMPACT RESISTANT DOOR •- t------- --------------------- 1 -----------------7 0" , ---------------- ----------- --------------------------_____________ lip===-7Z----, + 1 ------------- - °1 1 f-------------- —_-r11 --- �l II I � 1 y �I 11 f u — -- I Ii 1 till � �n_�_ _�`�•y =- _ — t yl. ( .L �1 9� lim 1 t Fes __ - _J I t 4 J L ;= -------------- --- I _...__---------•- J L � _...__JLl------ --_ -___Ji 4A 1,-,l 1 L-1-------- ----= ----7 o m ,� ��%j 1 �1 1 q c I10 g c < m•. ••• • . . • . •• 1 �� 1 •• ••• •• • 0 • s• ,gyp' 9r ; AM PRODUCT REVISED ;Y'LA. PE 70892, �. as complying with the F1D>fIQA g • ••• • ••• • • C.A44+ . 38 Building Code- _ S ••• • • 0.: • '• • I Acceptance No 1i • • • • • t ,+ rix i atio Date �5 y `� • •• • •• •0. • • `l , $ v ' By Miami ade Product Control Browing no. ... . . . . ... . ` � �� w09--24 •• 00 0 0 • 00 0013 -4.500 I 4.500 _ _ _ _ U �dII �d{f 4.500- -4.500- .090 .500.090 I .090 ) 00 3 TYP. 1.750 TYP. 1.750 2.750 2.750 090 .090 }. W TYP. 4.750 TYP. 1.750 N (� U .000 1.000 � o 750 - 125 .750 i ,Z5 on 1 O FRAME HEAD/SILL/JAMB/MULLION FRAME HEAD/SILL/JAMB/MULLION FRAME HEAD/SILL/INTERM. HORIZ. FRAME HEAD/SILL/INTERM. HORIZ. 0v c g Q INTERIOR GLAZED 1A INTERIOR GLAZED (THERMAL) Q EXTERIOR GLAZED Q EXTERIOR GLAZED (THERMAL) 0 636 .638 .638 .638 LL Z o � v M to 3.697 3.697 3.697 3.697 -' (j M .090 .090 .090 .090 3 N o O Q O a-C:) M E t.000 t.000 o O PLAIN SNAP O PLAIN SNAP O FIN SNAP 4A FIN SNAP E L- INT./EXT. GLAZED INT./EXT. GLAZED (THERMAL) INTERIOR GLAZED INTERIOR GLAZED (THERMAL) 12 o }�-1.462-1 .750 1.750 1.000 t.846� .250 .250 .750 .063 1.183 1.000 .188 .125 187 .125 3 135 2.650 4.212 4.250 0 3.000 3.712 4.500 3.938 3.500 V 1 3 Q INTERIOR GLASS STOP 10 � 3$ T -jr-.062 y 250 ° 3 .062 15 17 � 0 , m 1'225 ••• ••: :•. 000 16REINFORCING QCH,.NNELS.;,Q REINFORCING 'LICE; ® gEjN fQVOING BAR REINFORCING CHANNEL 18 DOOR MULLION DOOR MUCU0�(',. •• ••• •• • • • •• ` 0 C n9h�.eVAP AH AD PRODUCT REVISED 802 CIVIL , ,s complying with the Fiorlds . • int A. PE 71)592 •••• ••�•• •••• •• • • • ` ` l3r :Building Code.',Acce tenoe NoEXTERIOR GLASS STOP ••. •. :x imtionDaft r, U o u BY t rim Product drawing no. •.• . . . . ••11 ►7,2RI, W09-24 . . • ••• � 1\ ` 12 of 13 (sheet;:x.1, ,. ITEM PART III QUANTITY DESCRIPTION - - MATERIAL MANP./SUPPLIER/REMARKS`J- � - 1 SMI-091 AS REQD. IMT. GLAZED FRAME HEAD/SILL/JAMB/MULLION 6063-T6 SMITH MOUNTAIN N to SMI-0917 AS REQD. INT. GLAZED FRAME HEAD/SILL/JAMB/MULLION (POUR & DEBRIDGE) 6063-T6 SMITH MOUNTAIN 1 3. 2 SMI-09813.AS REQD. EXT. GLAZED FRAME HEAD/SILL/INTERM. HORIZ. 6063-T6 SMITH MOUNTAIN Z n / 2A SMI-09ST AS REQD. EXT. GLAZED FRAME HEAD/SILL/INTERM. HORIZ. (POUR do DEBRIDGE) 6063-T6 SMITH MOUNTAIN 0 3 SMI-094 AS REQD, INT./EXT. GLAZED PLAIN SNAPI 6063-T6 SMITH MOUNTAIN �' N 3A SMI-094T AS REQD, INT./EXT. GLAZED PLAIN SNAP (POUR do DEBRIDGE) IL t� v / 14 4 SMI-093 AS REQD. INT./EXT. GLAZED FIN SNAP 6063-T6 SMITH MOUNTAIN 6063-T6 SMITH MOUNTAIN 4A SMI-0937 AS REQD. INT./EXT. GLAZED FIN SNAP (POUR dt DEBRiOGE) 6063-T6 SMITH MOUNTAIN I] 5 SMI-095 AS REQD. REINFORCING SPLICE 6005-T5 SMITH MOUNTAIN 6 - AS REgD, REINFORCING BAR STEEL 36 KSI MIN. 7 SMI-092 AS REQD. INTERIOR GLASS STOP 6063-T6 SMITH MOUNTAIN a aJ M g 8 SMI-097 AS REQD. EXTERIOR GLASS STOP 6063-TB SMITH MOUNTAIN 0 L Q Q ,� 9 SMI-GO1 AS REQD. INTERIOR GASKET (DUROMETER 70t5) EPDM GLAZING RUBBER PRODUCTS (#116) 0 10 SMI-GO2 AS REQD. SINGLE FACE TAPE (3/8" X 1/2") VINYL FOAM FRANK LOWE Q .0 ti 11 SMI-GO7 AS REQD, EXTERIOR GASKET (DUROMETER 7015) EPDM CENTRAL PLASTICS INC. L4 z 12 SMI-SBO6 2/ LITE SETTING BLOCK LAM. GLASS (3/8" X 5/8" X 4" LG.) (DUROMETER 85t5) EPDM CENTRAL PLASTICS INC. J O J 12ASMI-SB04 2/ LITE SETTING BLOCK LAM, INSUL. GLASS (3/8" X 1-1/4" X 4" LG.) (DUROMETER 8515) EPDM CENTRAL PLASTICS INC. W 13 SMI-PO4 AS REQD. THERMAL BRAKE SPACER FOR ALUM SPLICE RIGID PVC CENTRAL PLASTICS INC. 14 /12 X 1"1/2" 4/ CORNER FRAME ASSEMBLY SCREWS ST. STEEL HEX. HEAD MACHINE SCREWS = O 15 - AS REgp REINFORCING CHANNEL (36 KSI MIN.) O °D STEEL - M 16 - _ REINFORCING CHANNEL (DOOR MULLION) STEEL 1" X 3-15/16" X 1" X 3/16" THK. v w 17 - _ REINFORCING CHANNEL (DOOR MULLION) STEEL 3/4" X 3-1/2" X 3/4" X 1/8" THK. � U � 18 SMI-005 AS REQD. DOOR MULLION Ai :jN 6063-T6 SMITH MOUNTAIN 3 Z y Y u, CL 0 SEALANTS• • c c ALL FRAME CORNERS, JOINTS, MULLION SEAMS AND PERIMETER OF j GLAZING BEAD TO FRAME SEALED WITH SILICONE SEALANT. 14 N a a X �__ w (� N �j / C •••• • • •• • • £nq{:t m3S C�0OV�O- OUF-4a 0 •• ••• • • •efe JAVA 'AHMAD CML PRODUCT REVISED • Do •• us complyig with the Florida • • • • PeIU2 $aild�8Cede• FA.Ni 538 [01io t'` A�ptanoe No I- GL0 Nm- O � - •i • • • • • • • , 'I`` ' Expiration Date $ t :t By A4iami a Product I drawing no. -- FRAME COR__ NERS ••• ••• W09-24 ••• IN�V.. sheet( _13_2f 13 Ma�E DIIAMI DADE COUNTY,FLORIDA PRODUCT CONTROL SECTION DEPART' ENT OF REG M C SOURCES(RER) 11805 SW 26 Street,Room 208 BOARD AND CODE ADD•IIN P;SION T(786)315-2590 'F(786)315--2599 NOTICE OF ACCEPTANC www.miamida4tgov/economy Kawneer Company,Inc. 555 Guthridge Court Norcross,GA 30092 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County RER- Product Control Section to be used in Miami-Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Section(In Miami-Dade County)and/or the AHJ(in areas other than Miami-Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner,the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION: Series"7225/8225TL"Thermal Broken Aluminum Fixed over Project-Out Window--L.M.I. APPROVAL DOCUMENT: Drawing No. 1415,titled,."7225/822STL Fixed/Project-Out Window(Large Missile Impact)", sheets 01 through 04 of 04, dated 04/06/05 with revision "Cl" dated 02/28/13, prepared by W. W. Schaefer Engineering & Consulting, P. A., signed and sealed by Warren W. Schaefer, P. E., bearing the Miami--Dade County Product Control Section Revision stamp with the Notice of Acceptance number and Expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, series, and following statement: "Miami-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed dnd there has been no change in the applicable building code negatively affecting the performance of this product. . , TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an'endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami--Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirely.• ••; ••• ••• INSPECTION: A copy of this entire NOTA smolt Ep prpvfi teethe user by the manufacturer or its distributors and shall be available for inspectiod it'the job Ate At that fequest of the Building Official r This NOA revises NOA No. 13-0304.10 and consists of this page 1 and evidence pages E-1,E-2 and E-3, as.well as approval document mentioned fibod • 0:0, • 'The submitted documentation was revidved b}i000 00 0 000 0 JaimeD. Gasaor2�.P.1v.: NOA No. 14--0430.14 MIAMI QAD£COUNTY ��(( � A Expiration Date: December 01,2015 •.J'6 ' ' ' ... ' Approval Date: August 14,2014 Page 1 . .. .. . . . .. .. ... . . . ... . . Kawneer Company,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections: (Submitted under previous NOA's No.'s 13-0304.10 and 05-0725.06) 2. Drawing No. 1415, Sheets 1 through 4 of 4, titled "7225/ 8225TL Fixed/Project-Out Window (Large Missile Impact)", dated 04/06/05 with revision "Cl" dated 02/26/13, prepared by W. W. Schaefer Engineering & Consulting, P. A., signed and sealed by Warren W. Schaefer,P.E. (Submitted wider previous NOA No. 13-0304.10) B. TESTS 1. Test reports on: 1) Air Infiltration Test,per FBC, TAS 202-94 2) Uniform Static Air Pressure Test,Loading per FBC,TAS 202--94 3) Water Resistance Test,per FBC,TAS 202-94 4) Small Missile Impact Test per FBC,TAS 201-94 5) Large Missile Impact Test per FBC,TAS 201-94 - 6) Cyclic Wind Pressure Loading per FBC, TAS 203-94 7) Forced Entry Test,per FBC 2411.3.2.1, and TAS 202-94 along with marked-up drawings and installation diagram of an aluminuxed/ over project-out window, prepared by Farabaugh Engineering and Testing,m fig, Inc., Test Reports No.'s FET-T248-11 dated 08/08/11 and FET-T248-11 dated 07/28/11, both signed and sealed by Daniel G.Farabaugh,P.E. x (Submitted wider previous NOA No. 13-0304.10) 2. Test reports on: 1) Air Infiltration Test,per FBC,TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBG,TAS 202-94 3) Water Resistance Test,per FBC,TAS 202-94 4) Small Missile Impact Test per FBC,TAS 201-94 5) Large Missile Impact Test per FBG,TAS 201-94 6) Cyclic Wind Pressure Loading per FBC,TAS 203--94 7) Forced Entry Test,per FBC 2411.3.2.1,and TAS 202-94 along with marked-up drawings and installation diagram of an aluminum fixed/ over project-out window, prepared by Hurricane Test Laboratory, LLC, Test Report No. HTL-G049-0102-05, dated 01/12-5/25/05, signed and sealed by Vinu J, Abraham, P. E. (Submitted under previous NOA No. 05-0725.06) 3. Test reportsen: 1) Uniform Static Air Pressure Test,Loading per FBC,No., 202-94 2) Small Missile Impact Test per FBC,TAS 201-94 3) Cyclic Wind Pressure Loading per FBC,TAS 203-94 along with marked-up drawings and installation diagram of an aluminum fixed/ over project-out window, prep.&Wb� tljiricani Tear laboratory, LLC, Test Report No. HTI,G049--0505-05, datet101•i����/2.51p5�-igne4 and sealed by Vinu .I, Abraham, P. E. 09 (Submitted under previous NOA No. 05-0725.06) - • Jaime D.Gaslon,P.E. •; •; ;. •• ;Product Control Section Supervisor NOA No.14-0430.14 Expiration Date: December 01,2015 • Approval Date: August 14,2014 ... . . .. ... . . Kawneer Company,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS(Cowiwu ) 4. Test reports on: 1) Air Infiltration Test,per FBC;TAS 202-94 2) Uniform Static Air Pressure Test,Loading per FBC,.TAS 202-94 3) Water Resistance Test,per FBC,TAS 202-94 4) Small Missile Impact Test per FBC,TAS 201-94 5) Cyclic Wind Pressure Loading per FBC,TAS 203-94 along with marked-up drawings and installation diagram of an aluminum fixed/ over project--out window, prepared by Hurricane Test Laboratory, LLC, Test Report No. HTL-G049-0403-05, dated 01/12--5/25/05, signed and sealed by Vinu J, Abraham, P.E. (Submitted under previous NDA No. 05-0725.06), C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC, prepared by W. W. Schaefer Engineering & Consulting P. A., dated 09/01/10, signed and sealed by Warren W. Schaefer,P. E. (Submitted under previous NOA No. 11-1013.10) 2. Glazing complies with ASTM E1300-04/09 D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources (RER)i E. MATERIAL CERTIFICATIONS 1. Test Report on 1) ASTM G155-00ae1"Standard Practice for Operating Xenon Arc Apparatus for K posuure of Non Metallic Materials" accelerated weathering, 2) ASTM D638-03"Standard Test Methods for Tensile Properties of Plastics", 3) ASTM D635--98 "Standard Test Method for Rate of Burning and/or Extent and Time of Burning of SeOLSqpporting Plastics in a 1brizontal Position 4) ASTM D284349 "Standard Test Method for Density of Smoke from the Burning or Decomposition of Plastics"and 5) ASTM D1929-96 "Standard Test Method for Ignition Properties of Plastics" along with marked-up drawings and installation diagram of an "Insulbar Tecatherm 66 GF"(Thermal Barrier), issued to Ensinger, Inc.,prepared by Architectural Testing, Inc., Test Report No. A1x'06520:024D6 X18, dh1ed 12/01/06, signed and sealed by Joseph A. Reed,P.E. •• •; ; ; ;•; •• (Submitted under previous NUA No*1 tl 090$.t78) • Jaime D.Gasgon,P.E. • •; ;• •• ; ;Product Control Section Superyisor NOA No. 14-0430.14 Expiration Date: December 01,2015 ••• ••• Approval Date: August 14,2014 . .. .. . . . .. .. ... . . . ... . . f , 1 Kawneer Company,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS(CONTINUED) 2. Notice of Acceptance No. 13-0129.27 issued to E.I.DuPont DeNemours & Co.,Inc. for their"DuPont Butacite®PVB Interlayer"dated 04/11/13,expiring on 12/11/16. 3. Notice of Acceptance No. 11-0624.02 issued to E.I.DuPont DeNemours & Co.,Inc. for their"DuPont SentryGlasO Interlayer"dated 08/25/11,expiring on 01/14/17. 4. Notice of Acceptance No. 12-1231.08 issued to Eastern Chemical Company (MA) -for their "Saflex CP - Saflex and Saflex HP Composite Glass Interlayers with I PET Core" dated 03/28/13,expiring on 12/11/18. 5. Notice of Acceptance No. 12-1231.09 issued to Eastern Chemical Company (MA) for their "Saflex HP Clear or Color Glass Interlayers" dated 03/28/13, expiring on 04/14/18. ti. Notice of Acceptance No. 12-1120.04 issued to Viraeon,Inc.for their"StormGuard Clear or Color Glass Interlayers"dated 05/09/13,expiring on 04/14/18. F. STATEMENTS 1. Statement letter of conformance to and compliance with the FBC 5th Edition (2014), prepared by W. W. Schaefer Engineering & Consulting, P.A., dated 04/14/14 signed and sealed by Warren W. Schaefer,P.E. 2. Statement letter of conformance with ANSI/ AAMA/ NWWDA 11/ I.S.2--97 and complying with FBC-2010, issued by W.W. Schaefer Engineering& Consulting P.A., dated 02/26/13,signed and sealed by Warren W. Schaefer,P.E. (Submitted under previous NOA No. 13-0304..10) 3. Statement letter of no financial interest and independence, issued by W.W. Schaefer Engineering & Consulting P.A., dated 02/26/13, signed and sealed by Warren W. Schaefer,P.E. (Submitted under previous NOA No. 13-0304.10) 4. Laboratory compliance letter for Test Reports No. FET-T248-11 and FET-T248-11., issued by Farabaugh Engineering and Testing, Inc., dated 08/08/11, signed and sealed by Daniel G. Farabaugh,P. E. (Submitted under previous NOA No.13-0304.10) 5. Proposal No. 10-0479,issued by Product Control, dated 07/01/10, signed by Manuel Perez,P. E. (Submitted underprevious NOA No. 1 X-10.13.10) 6. Laboratory compliance letter for Test Reports No.'s HTL-G049-0102-05, HTL-G0494403-05 and BTL-G049-0505-05, issued by Hunicane Test Laboratory,LLC, dated 07/07/05, signed and sealed by Vinu J.Abraham,P.E. (Submitted under previous NOA No. 05-0725.06) G. OTHERS 1. Notice of Acceptance Nq.'13"Q304:1V iss idd X Kawneer Company, Inc. for their Series "Series 7225/ 822STL Aiurru�um;FIxgd�eyer Project-Out Window - L.M.I., approved on 05/23/13 and'expMhg dh 12/0V15." • . .0 Jaime D.Gasgon,P.E. . . . . . . . . •• •• :Product Control Section Supervisor ••• •• ••• NOA No. 14-0430.14 Expiration Date: December 01,2015 ... ... Approval Date: August 14,2014 . . . . . . . . . . ... . . . ... . . i 36" MAX. FRAME SEE-"CORNER 36" MAX. FRAME - - - _ - THESE-ORAWMSARE APPLICABLE ONLY TO THE PRODUCt Dw�n7i gy:- gfECKED By. - WIDTH F.W. CONSTRUCTION" SPECIFIED. THEY MAY NOT BE USED FOR THE ASSEMBLY KPS WNS. ( ) WIDTH (F.W.) AND/OR INSTAUATION OF ANY OTHER PRODUCT NOR MAY PLOT; DATE: DESCRIPTION ON " THEY BE USED FOR RATIONAL AND/OR LOCAL APPROVAL 1-16 04/Ds/OS 6" MAX. eAl 6" MAX. THIS SHEET 6 MAX. 2 6" MAX. OrAT ANY PRODUCT ROD-[ESE D T PRODUCED BY THE MANUFACTURER \ ` n s 36" MAX. FRAME 36" MAX. FRAME g 6" MAX. WIDTH (F.1'1.) WIDTH (F.W.) „F T C o B1 TYP. FRAME ANCHOR 62 - - I I . o -13 3 WHERE SHOWN. SEE 3 I " TYP. FRAME ANCHOR .-. FRAME ANCHOR I I � WHERE SHOWN. SEE D REQUIREMENTS TABLE" "FRAME ANCHOR 3 0 $ ON THIS SHEET FOR REQUIREMENTS. 3 REQUIREMENTS TABLE" II FRAME SCREWS OR ON THIS SHEET FOR I I CLIPS PER SINGLE 00 31 5/8" REQUIREMENTS. I I WINDOW ELEVATIONS. Z rCm w n MAX. Q.L.O. 18" MAX. I I O.C. 31 5/8" l I sNu666 MAX. D.L.O. I I ER II � i II in . z�rn \a I HINGE \ 3Lo 1 -UMU.) r` 28 3/4 28 3/4 I i ` i o z� MAX. D.L.O. v MAX. D.L.O. ' , \ ' I 1 L 5 o 0 6" MAX• II ` 30 C-0W� / II _� too 24 Z toz I AuildingRodo f REvis D LOCK EXTERIOR ELEVATION EXTERIOR ELEVATION S a SINGLE FIXED OVER PROJECT—OUT WINDOW SINGLE FIXED AVER PROJECT--OUT WINDOW p " Acceptance 1\0 (CLIP MOUNT CONDITION) (SHEAR SCREW MOUNT CONDITION) SEE "MULLION END t:epir onpatc, SCALE: 3/4"-1'-0" SCALE: 3/4"=1'-0" DETAIL" ON SHEET 2 1. LLLJ c EXTERIOR ELEVATION tiami Bade Product Control W. GENERAL NOTES: MULTIPLE FIXED OVER PROJECT--OUT WINDOWS zoo 1. THESE WINDOW SYSTEMS HAVE BEEN TESTED, ANALYZED.&APPROVED FOR (CLIP MOUNT CONDITION) w DESIGN PRESSURES NOT TO EXCEED THOSE SHOWN IN THE ALLOWABLE DESIGNSCALE: 3/4"=1 -0" X �� N C`9 0 PRESSURE syG:. (FOR . 2. OPENINGSGS,. B BUCKING & BUCKING FASTENERS MUST BE PROPERLY DESIGNED DETAIL NOT SHOWN SEE SINGLE WINDOW ELEVATIONSDOUBLE WINDOW SHOWN. ANY NUMBER OF WINDOWS MAY BE COMBINED INSTALLED TO TRANSFER WIND LOADS TO THE STRUCTURE. ED �o- �m- & 3. ALE HARDWARE & FASTENERS SHALL BE IN ACCORDANCE WITH THESE ALLOWABLE DESIGN PRESSURE HORIZONTALLY IN ANY OPENING. N DRAWINGS & SHALL NOT VARY UNLESS SPECIFICALLY }.4MMNED ON THE N zcs i�a DRAWINGS. SPECIFIED ANCHOR EMBED TO BASE MATERIAL SHALL BE BEYOND +/-90 PSF CORNER MALL FINISH OR STUCCO. CONSTRUCTION 4, THE DETAILS & SPECIFICATIONS SHOWN HEREIN REPRESENT THE PRODUCTS LARGE MISSILE IMPACT RATED' _!AMB CORNERS: 04 Ntn m TESTED & PROPOSED FOR WATER. AIR, IMPACT, CYCLIC & UNIFORM STATIC AIRCOPED, SECURED l�lTIN TWO (2) N0. 8 X 1 1/4" n z PRESSURE TESTING IN CONFORMANCE WITHTHE fLOR1DA BUJLOING CODE S.S. SCREWS- PER CORNER AND SEALED WITH -PROTOCOLS TAS-201, 202 & 203 FOR LARGE MISSILE IMPACT WINDOWS. — FRAME ANCHOR REQUIREMENTS TABLE 5. THESE WINDOW SYSTEMS HAVE BEEN DESIGNED IN ACCORDANCE WITH AND TREMCO-TREMSIL 600 SEALANT, a Bim MEET T14E'REQUIRE)APiTS OF THE FLORIDA BUILDING CODE (FBG) INCLUDING CUP & FRAME- SCREWS SASH CORNERS: HIGH VELOCITY HURRICANE ZONES (MZ). & IMPACT SHUTTERS ARE NOT REQUIRED WITH THESE WINDOWS.•• ••• .. OPENING TYPE MINIMUM MINIMUM COPED, 'SECURED WITH TWO (2) NO. 8 X 1 1/4" a 7. ALL ANCHORS SECURING WINDOW FRAME TO PRESSURE TR4TED BUCCS 11g; (SUBSTRATE)SUBSTRAT PER CORNER AND SEA FRAME TO OPENING FASTENER TYPE S.S. SCREWS LED WITH % t WOOD FRAMING SHALL. BE CAPABLE OF RESISTING CORROSION CwsEo EI7•THE • EMBED EDGE DIST. TREMCO-TREMSIL 600 SEA t D ►-- PRESSURE TREATING CHEMICALS IN THE WOOD. .o' ..; '.; •' N16I.•2144 WOOD FRAME OR BUCK flit, o 8. DETERMINE THE POSITIVE & NEGATIVE DESIGN LOADS TO USE WHEN " " dV REFERENCING THESE DOCUMENTS IN ACCORDANCE WITH THE GOVERNING CODE (MIN. GR. 3 & G=0.55) N0. 12 SMS OR WOOD SCREW 1 1/4 3/4 ti� �/'�f AND GOVERNING WIND VELOCITY. FOR WIND LOAD CALCULATIONS IN •.� "� moi°', Nz ACCORDANCE WITH THE FLORIDA BUILDING CODE, A DIRECTI011fty 1`VOR OF'° " MIN. 18•GA. 33 KSI METAL STUD NO. 12 GR. 5 SELF TAP/DRILL SCREW FULL 1/2- RODUCf REVl.SBD �'4� ��:°' I.() '� '/� fi` q KD - 0.85 MAY BE APPLIED PER THE ASCE-7 STANDARD. " " cOmpiying With the Florida � -';°<G C7 L� �"elk � v 9, NO INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN � ;• •; •Mild 2/8 THK A36 STEEL NO. 12 GR. 5 SELF TAP/DRILL SCREW FULL 1/2 uIId[LTgCode •r U y S-- ..• �, CERTIFICATION OF THIS PRODUCT. WIND LOAD DURATION FAOTAR CO•= 1.6 •• ••• •MIN. C-90 CMU (1) 1/4" CONCRETE SCREW 1 1/4" 2" 4ccePlanc�No •',' 9u O: sv: WAS USED FOR WOOD SCREW ANALYSIS ONLY. 44 10. MATERIALS. INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME MIN. 2500 PSI CONCRETE (1} 1/4" CONCRETE SCREW 1 1/2". 2" D D :;}!. C� t�c" y INTO CONTACT WITH OTHER.DISSIMILAR MATERIALS SHALL MEET TNS• • • • • a° `• 41 5 C REQUIREMENTS OF FLORIDA BUILDING CODE CHAPTER 20. (1 C&CRGTE SCREWS SHALL BE ELCO ULTRACONS C.S: , ELCO CRETE-FLEX S.S. , IT`W a' J� • • : . R4A RED HEAD TAPCONS (C.S. OR S.S.) OR H1LTI}KWIK-CON If (C.S OR S.S.). sr�TiDadeProductContra ''o� �f,�`°�.,.F..a<•°' tri-'���: SHEET No. .. .. . OF 4i i f - - - - - - - - DRAWN 8101 CHECKfb&YO SUBSTRATE BY OTHERS - - XPs. WN-1 SUBSTRATE BY OTHERS FRAME ANCHOR (PER FRAME ANCHOR 18 PteT- — (PER FRAME ANCHOR .REQUIREMENTS TABLE PER ELEVATIONS ON SHEET REQUIREMENTS TABLE CUP ANCHOR PER ON SHEET 1) - 46 le 1 11 ANCHOR REQUIREMENTS SEALANTS 1/4" MAX. -�- TABLE ON SHEET 1 BY OTHERS SHIM AT EACH ANCHOR 23/4" X2" 11 0 SHIM AT EACH CLIP 7 0 (MAX. 1/4" THICK) • o SEALANTS 4 9 BY OTHERS 42 10 3 36 36 0 i J I I U \ SEE GLAZING SEE GLAZING J\ / 1} 46 m ` ---'' DETAIL ON DETAIL ON --ANCHORS�'--- ANCHORS PER cis SHEET 3 SHEET 3 I I "FRAME ANCHOR z o' 1 g I I I REQUIREMENTS tce)_n _1=01811n l i l I TABLE" ON SHEET 1 m LJ w W LO 8a vf 343 3 Soo x 3 �Q0 25 v = SUBSTRATE BY to o r 26 c� OTHERS z in z LJ 3 IS w W 34 Q m MULLION END DETAIL o EXTERIOR wEXTERIOR 4 9 - 1 � 4 ti NOT TO SCALE (WINDOW FRAMES NOT SHOWN FOR CLARITY) .. o� CONTINUOUS WOOD MEMBER LESS IN a z 00 SEE GLAZING SEE GLAZING SIZE THAN A 2X_ BUCK TO BE MIN. •� DETAIL ON DETAIL ON �'— —""� 3 1/2" DEEP. NOT REQUIRED WHEN o / SUBSTRATE BY OTHERS w z c�3 / SHEET 3 SHEET 3 / \ 1/4- OR LESS SHIM SPACE EXISTS PER "FRAME ANCHOR x 0 N 43 24 (USE SHIMS AT EACH ANCHOR ONLY). REQUIREMENTS TABLE" 4�i- � ` PRODUCT REVISED :�;: .q PR-0DUe.RBVLSBD � i a :as �nplyfag with tltsFlotfda Z ° 34 as complying c��ih the Florida . • • ' a i '• �t 5 2)8—WEEP HOLE & 2$ Zti •' ' IluilQin Building Code a • , ' 8 Cpdc w 00 F _ VALVE AT AcceptwcQ tho _ cccp ance o '� j \ 1;_3 z do Date FK n ate U N MiD SPAN OF I 'i: '� C? N rn SASH BOTTOM ;: ` - z n J Z n RAIL 6 Lv MIAMI. Adp actContt4 <9ian�(I3ado Product Centro �}' 6 SEALANT BY 8 3 4 SEALANTSY42 10••• .: : : .•. : S TS /_ OTHERS FRAME SCREW.PER a OTHERS •• tOTTHERS 8 ELEVATION & FRAME . : . 0 ..." .• 0 ANCHOR REQUU� i� 1S ^' M .. ;HIM X Z .. " TABLE" ����R /J* SHIM AT EACH CLIP �T 1/4 MAX. cn (MAX 1/4 THICK) L�SHIM AT EACH ��`'�Q�.••' ,•� `` ,� c �Z •,• ••• •,• •• ••• ANCHOR EXTERIORtj . . SUBSTRATE BY OTHERS (PER •• cq:ti� '� ti u w0. FRAME ANCHOR REQUIREMENTS •• • •••FRAME ANCHOR SUBSTRATE BY OTHERS (PER .x: SO � ,: u1 CLIP WHOR PER 1111 cc: < TABLE ON SHEET 1) PER ELEVATIONS FRAME ANCHOR REQUIREMENTS •» r ,v •x p;� ANCHOR REQUIREMENTS SECTION TABLE ON SHEET 1 2 '» w� SECTION TABLE 04 CHEEP 4 . • ••• • � ) OPTIONAL DIRECT MOUNT DETAILF�' `• `x �°' D."_ �` Al . w 1111 SCALE: 1/2 FULL 2 A � °•° .•• � .� 1415 CNNG No. • SCALE: 1/2 FULL 2 :.0.: FOR DETAIL NOT SHOWN SEE OTHER SECTItSNW, ``11.1•.•` �E•" • • • • •• •• FOR DETAIL NOT SHOWN, SEE SECTION Al ' 4 i �X SHEEr NO. ••• • ••• • (HEAD SECTION SHOWN, SIDES AND SILL SIMILAR�P � 2 aF 4 DRON BY: CHECKE0 BY: _ 2 3/4„ X 2„ — _ - -- xPs. ww.s. SHIM AT EACH CLIP FRAME WIDTH (F.W.) 4S 12 aoi: ar (MAX. 1/4- THICK) 18 13 I- AT EACH ANCHOR 1-2a�os�as 10 • 1 J4" MAX. SHIM FRAME WIDTH (F.W,} � � t._ 42 9 SEE GLAZING 46 0 SEE GLAZING SUBSTRATE BY OTHERS DETAIL ON 1 DETAIL ON (PER FRAME ANCHOR r- THIS SHEET CUP.ANCHOR THIS SHEET REQUIREMENTS TABLE PER ANCHOR ON SHEET 1) SEALANTS Q REQUIREMENTS TABLE ON BY OTHERS 11 SHEET 1 14 34 o z FRAME ] ANCHOR PER EXTERIOR a EXTERIOR ELEVATIONS 7 EXTERIOR SECTION rD SUBSTRATE BY SCALE: 1/2 FULL-K3 w J z~C,4Z�vi _18� 10 PER FRAME SECTION 3, SECTION B2 (FOR DETAIL NOT SHOWN, SEE OTHER SECTIONS) ►►� ANCHOR SCALE. 1/2, FULL SCALE: 1/2 FULL 3 s¢T REQUIREMENTS FOR DETAIL NOT SHOWN, SEE SECTION 81/3 SEE GLASS c9 p a�'M TABLE ON OPTIONS BELOW' v=vi d' SHEET 1} pr 0 o DOW 995, TREMCO SPECTRUM2 t,� 0-f- EXTERIOR OR GE SILPRUF STRUCTURALO 3 SILICONE z u'ni z 35 16 3 2 3/4" X 2" 1/4" 5/8" MINMAX. .- BITE 344 3 S " 0 SHIM AT EACH CLIP FRAME WIDTH (F.W.)---•- SHIM AT FRAME WIDTH (F.W.)---•- I (MAX. 1/4 THICK) EACH ANCHOR ! 1 2 3 4 5 SUBSTRATE BY OTHERS 9 SEE GLAZING SETTING BLOCK AS 15 cc z00 10 (PER FRAME ANCHOR DETAIL ON REQUIRED GLAZING DETAIL L ato REQUIREMENTS TABLE o ON SHEET 1) THIS SHEET SCALE: 1/2 FULL x Ir 2 GLASS OPTION 1: 9/16" THICK LAMINATED GLASS (1/4" H.S./0.100 SOLUTIA a ! gi 44 17 DSEE ETAIL GLAZING SAFLEX HP/1/4" H.S.) $0' CLIP ANCHOR 3 GLASS OPTION 2: 9/16" THICK LAMINATED GLASS (1/4" H.S./0.070 SOLUTIA CD 40 � ;- THIS SHEET U� ^9z PER ANCHOR SAFLEX CP/1/4 H.S.) ,j F "'� REQUIREMENTS c� Z m TABLE ON 42 GLASS OP11ON 3: 9/16" THICK LAMINATED GLASS (1/4" H.S./0.090 r .p 3d SHEET 1 - - DUPONT SG/1/4" H.S.) 8 . 47 7 EXTERIOR GLASS OPTION 4: 9/16- THICK SOLUTIA SAFLEX LAMINATED GLASS 3 (1/4" N.S./0.090 SOLUTIA SAFLE(/1/4" H.S.) SUBSTRATE BY 2 •• •• SECTION C2 GLASS OPTION 5: 9/16" THICK LAMINATED GLASS (1/4" H.S./0.090 CL • •• ••• SCALE: 1 2 FULL 3 - DUPONT BUTACITE PVB 1 4" H.S. z OTHERS 34 . . . �. / / ) ��4ti t L a t f F,e�f a ¢ r`=' ' ' = 4 10 FOR DETAIL NOT SHOWN, SEE .SECTION C1/3 `fid j-c E<< * (PER FRAME r x(11,11',, 27 ..'' �► �(`- ,q� < ' t� ANCHOR j a� teo.et.eloe f�.� �i NZ SECTION:.,. ••. ••. P REQUIREMENTS � . . . . . . . . . •a `� +•t ,-O go TABLE TABLE ON C1 ._ . •„ V-) SHEET 1) I sr ,i SCALE; �1/r2•FULL •• PROEOCTRRVISBD PRODUCT'REVISED •� �- U I •• •• as complying 101h tho Florida as complying with TILE Florida Sunding Code de Building U g Acceptance N . . Acceptancep I � w 0; � O�• � o aa 110- Ver / . 'rK DRAVANr REV. 3 1415 • •• •+ • • • •• •• 'tiami Ua111 Product ControlMiauti ado c5 Product Contro 'ri�� /f.� �� p� At``� SHEET N0. 3 OF 4 ' _�---- 2.250--) --I 1.375 �-- --� 0.969 - �---- 2.250 ITEM # PART # ITEM DESCRIPTION - MANUFACTURER/NOTES OWN °"OW 0.125 32 I �V 0.969 - F PARTS v�oT�� DATE: 0.9fi9 /�/� 1.375 3 0.938 32 1 228-034/228-134 FRAME HEAD JAMB AT FIXED WINDOW 6063-T6 ALUMINUM SEE NOTE 1 2.188 --'9 2 228-034/228-134 FRAME JAMB AT PROJECT-OUT WINDOW 6063-T6 ALUMINUM SEE NOTE t 2.250 2.500 2.501 3 .225-251/225-351 BOTTOM RAIL AT FIXED WINDOW 5063-T6 ALUMINUM SEE NOTE 1 �r 1.688 4 .225-225/225-325 STILE & RAIL AT PROJECT-OUT WINDOW 6063-T6 ALUMINUM SEE NOTE 1 0.969 }-- Q.969 _ _ i 32 n2.250----i 0 125 - 0.875 5 225-220 225-320 BOTTOM RAIL AT PROJECT-OUT WINDOW 6063-T6 ALUMINUM SEE NOTE t -•j 0.969 0 125 S 225-013 225-113 SILL 6063-T6 ALUMINUM SEE NOTE 1 FRAME 0.813 7 224-054/224-154 HEAD JAMB ADAPTER 6063-T6 ALUMINUM SEE NOTE 1 �2 FLAME JAMB AT 8 224-055/224-155 SILL ADAPTER 6063-T6 ALUMINUM SEE NOTE 1 1iEAD/3LAMB AZPROJECT--OUT aBOTTOM RAIL AT OSTILE & RAIL 9 325-059 HEAD JAMB CLOSER 6063-T6 ALUMINUM o FIXED WINDOWFIXED WINDOW DO AT PROJECT 10 225-165 FRAME MOUNTING CUP 6063-T6 ALUMINUM OUT--WINDOW 11 224-071 MULLION 6063-T6 ALUMINUM --� 1.000 1.389 12 224-074 MULLION COVER 6063-T6 ALUMINUM Z 0.938 0.970 0.125 .1.142 13 224-073 MULLION STOP 6063-T6 ALUMINUM 14 228-281 EXTERIOR SEAL ADAPTER 6063-T6 ALUMINUM r-t ---�0.968 ,.297 �I � . T 1.390 15 224-080 GLAZING BEAD 6063-T6 ALUMINUM a, 2.500 a I 2.188 1 16 .224-081 GLAZING BEAD COVER 6063-T6 ALUMINUM 1.375 j g38 32 0.438 1 313 17 225-079 REVERSE PROJECTION ADAPTER 6063-T6 ALUMINUM z�ami 32 0.125 0.875 32 0.125 �] 18 225-548 MULLION ANCHOR CUP 6063-T6 ALUMINUM ,C>C)to HARDWARE w to 2.250 --� __� 3 24 225-405 PROJECT-OUT CAM LOCK WHITE BRONZE US-25D a f'-- 2.250 2.844 w O no 6 a, 3.U00 (2 PER WINDOW) 0 V) ,+ 5 B0TTOM RAIL AT ®SILL25OEAD JMB 229-156 FRAME SNUBBER (1 PER WINDOW) WHITE ETPU• SECURED WITH 2 PROJECT--OUT WINDOW ADAPTER ®SILL ADAPTER NO. 10 X 7/16" S.S. PH SCREWS - 26 229-154 VENT SNUBBER (1 PER WINDOW) 304 SERIES SS; SECURED WITH 2 0 �o NO. 10 X 7/16" S.S. PH SCREWS z to z 0.936 U27 229-101 ADVANTAGE 4-BAR HINGE 300 SERIES SS 3:: w --) 0.090 28 225-936 WEEP CHECK VALVE VERNAY LABRATORIES VA-4394. S Ix I j I I AT MID-SPAN OF SASH 0j �r----2.740 Ci2.500 SEALS AND SEALANTS v 3.438 32 - DEBRIDGING HERMAL BREAK OPTIONAL 2-PART POLYURETHANE w 1.938 0.625T -�- 33 127-074 BULB GASKET VISTAPLEX POLYPROPYLENE a z 00 0.125 1.733 Q.072 0.374 T � 34 027-874 VENT WEATHERSTRIP VISTAPLEX POLYPROPYLENE 0.125 35 127-104 SILICONE DOW CORNING INSTANT GLAZE, w GHEAD J B 1D 12 ULLION NOVAGARD SBC40•-M17O OR � 0 0� CLOS MOUNTING CLIP COVER MOMENTIVE RGS 7700 � `� �R LENGTH = 2" 2.500 ---� 36 027-883 WEATHERSTRIP SANTOPRENE . 801 @MULLOA37 127-038 BACK-UP WEDGE SCR--900 F F- 2.430 2.430 1.235 " MISC. FASTENERS v j '•'-'"rd oz 5.000 42 977-108 10 X 3/4- SELF TAPPING PH SCREW 1 PER FRAME MOUNTING CLIPNtn 0.580 43 128-415 10 X 1/2" FHTF SCREW 2 PER CAM n ----� _ �----�-0.808 - -1.375 1.375 44 128-414 10 X 7 16" PHTF SCREW 2" FROM ENDS 0.125 `� 45 128-406 1/4- X 1" HHTF SCREW 3" FROM ENDS & 9" O.C. 13 MULLION STOP 0.125 0.073 I 46 128--192 1 4" X 3 8" PHTF SCREW 1 PER MUWON ANCHOR CUP t��. . . . . 4.25&1 .� �,,F t r �.4 15 GLAZING ••; -�- � 0.375 47 128-414 t0 X 7 16" PHTF SCREW 6 PER HINGE '-� •PQ•'``LO a. • • • • • • ••• • a r-' M • 4s 7 _ ERSE �, o 1� o tS� t •. • •• 0.375 0.375 (1} PARTS 1 THROUGH $ MAY BE THERMALLY BROKEN AS SHOWN OR BE ONE WHOLE i✓ cv . g A -4 K, t7. 49 1.190 `' PROJ C ON 0.315 UNCUT EXTRUSION (EXTRUSIONS ARE CUT TO ALLOW FORTHERMAL BREAK PLACEMENT). YE TI --0.060 • ADAMR• : • : : PR©DUCTitRVISBD PRODUCTRfiVISED0.060 •• •• •i�1•3• 0.125 as com t m wigs die Florida. 1'��6 • •• • • BuildingCode as complying wide das Florida ��A p IR %fid . - Qi,88 C34t30� Acce agcode 3.. 03 10 �fe,,, ,41 1lccepEmue No a Acce tance2�To t R s 14 EXTERIOR 16 GLAZ NG . . . ... . ; r. :� nDa� 1S I �: P SEAL ADAPTER • • • o Date p/$ o. REV. • •.• 1415 C COVER • • • • • • • • • „ , • •• •• • • • •• •• 18 U Li0 ANC 0 CLIP linn,i Dade Product Control BY ----r .� SHEET N0. s ••• • • • ••• • • � Miami Dade Product Contro 4 OF tl. M IAM DIADS AIL011 DADE COUNTY,FLORIDA PRODUCT CONTROL SECTION 11805 SW 26'x'Street,Room 208 DEPARTMENT OF REGULATORYO O ES(RER) Miami,Florida 33(75--2474 BOARD AND CODE ADMINIS �O N T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NPA) .miamidade.gov/economy Kawneer Company,Inc. 555 Guthridge Court Norcross,GA 30092 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County RER- Product Control Section to be used in Miami-Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami-Dade County Product Control Section(In Miami-Dade County)and/or the AHJ (in areas other than Miami-Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series 118400TL"Thermal Broken Aluminum Horizontal Slider Window-L.M.I. APPROVAL DOCUMENT: Drawing No. 1756, series titled "8400TL Sliding Glass Window (Large Missile Impact)", sheets 01 through 07 of 07, dated 06/13/2011 with the latest revision, dated 09/21/2011, prepared by W. W. Schaefer Engineering& Consulting,P.A., signed and sealed by Warren W. Schaefer, P. E., bearing the Miami Dade County Product Control Revision stamp with the Notice of Acceptance number and Expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING:Large Missile Impact Resistant. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo,city, state, series. and following statement: "Miami Dade County Product Control Approved"unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product: TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County,.Florida, and followed by the expiration date may be displayed in advertising literature. If any portion orthe NOA is displayed,then it shall be done in its entirety. INSPECTION: A copy of this entire NOAr-shall• be provided Ao the user by the manufacturer or its distributors and shall be available forinspectiAt�at tbo jg :;ifp qt t e reeLuest of the Building Official. This NOA revises NOA No. 11-0705.11 and•oornsisit df.N§mgt j,ejitlence pages E--1 and E-2,as well as approval document mentioned above. The submitted documentation was reviewedby J$yme D.Gq,%cpn,P.E. .. .. . . . . . . . . MIAMa�ADe COUNTY Expiration No.14-0430.05 Expiration Date; October 06,20(6 Approval Date: July 31,2014 r,,-.�Itq ... ... Pagel Kawneer Comnany,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS , 1. Manufacturer's die drawings and sections.. (Subrnitted under previous NOA No. 11-0705.11) 2. Drawing No. 1756, series titled "8400TL Sliding Glass Window (Large Missile Impact)", sheets 01 through 07 of 07, dated 06/13/2011 with the latest revision, dated 09/23/2011, prepared by W. W. Schaefer Engineering & Consulting, P. A., signed and sealed by Warren W. Schaefer,P. E. { (Submitted under previous NOA No. 11-0705.11) i B. TESTS 1. Test reports on: 1)Air Infiltiation Test,per FBC,TAS 202-94 2)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 3) Water Resistance Test,per FBC, TAS 202-94 4) Large Missile Impact Test per FBC,TAS 201-94 5) Cyclic Wind Pressure Loading per FBC,TAS 203-94 6)Forced Entry Test,Type"A"horizontal sliding window, Grade 10, per FBC 2411 3.2.1,TAS 202-94 and per ASTM F 588-04 along with marked-up drawings and installation diagram of horizontal sliding window, prepared by Hurricane Test Laboratory, LLC, Test Report No. HTL G049-0801-10, dated 06/15/11, signed and sealed by Vinu J. Abraham,P.E. (Submitted under previous NOA No. 11-0705.11) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC, prepared by W. W. Schaefer Engineering & Consulting, P. A., dated 06/21/2011, signed, sealed and dated 09/21/2011 by Warren W. Schaefer,P.E. (Submitted under previous NOA No. 11-0705.11) 2. Glazing complies with ASTM E1300--04/09 D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources(RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.02 issued to E.I. Dupont DeNemours & Co., Inc. for their"DuPont Sentry Glass®Interlayer"dated 05/26/10,expiring on 01/14/12. 2. Notice of Acceptance No. 12-1231.08 issued to Eastman Chemical Company (MA) for their "Saflex CP - S4fex*aq*d-7a,$gex 1110 Clomposite Glass Interlayers with PET Core"dated 03/28/13 ex�q!ng dh17Jl1f18.•. f • Jaime D.Gaston,P-Is,. •; ;• •; iroduct Control Section Supervisor • •• ••• NOA No. 14-0430.05 Expiration Date: dctober 06,2016 ••• ... Approval Date: July 31,2014 . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . Kawneer Company.Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS(CONTINUED) 3. Notice of Acceptance No. 12-1231.09 issued to Eastman Chemical Company(MA) for their "Saflex HP Clear or Color Glass Interlayers"dated 03/28/13, expiring on t 04/14/18. 4. TREMCO Part No. TR-14271E EPDM exterior glazing gasket complying with ASTM C864 Option 11 exceptions,ASTM D412'1600 PSI,D395B 22 HRS 158°F. F. STATEMENTS 1. Statement letter of conformance to and compliance with the FBC 5«'Edition (2014), prepared by W. W. Schaefer Engineering& Consulting,P. A., dated 04/14/14, signed and sealed by Warren W. Schaefer,P.E. 2. Statement letter of conformance to and compliance with the FBC-2010, dated 09/21A 1,signed and sealed by Warren W. Schaefer,P.E. (Submitted under previous NDA No. 11-0705.11) 3. Statement letters of independence,no financial interest, conformance and compliance with the FBC 2007,dated 06/29/11, signed and sealed by Warren W. Schaefer;P. E. (Submitted under previous NOA No. 11-0705.11) 4. Laboratory compliance letter for Test Report No. HTL 0049-0801-10, issued by Hurricane Test Laboratory, LLC, dated 06/15/11, signed and seated by Vinu J. Abraham, P.E. (Submitted under previous NOA No. 11-0705.11) K G. OTHERS 1. Notice of Acceptance No. I1-0705.1.1, issued to Kawneer Company, Inc. for their Series "8400TL Aluminum Horizontal Sliding Window — L.M.T.", approved on 10/06/11 and expiring on 10/06/16. .. ... . . . . . .. . .. . . . . ... . i "' .'. ,•. Jaime D.Gascon,t'. • '•i i '• Troduct Control Section Supervisor • NOA No.14-0430.05 ... . .. . ... . Expiration Date: October 06,2016 . ... Approval Date: July 31,2014 %. . . . . . . . . .. . . . .• .. ... . . . ... . . 4 Dm%w W. C}iComo Im.. 73 5/8" MAX. RECEPTOR WIDTH N,aX W.V.& 72" MAX. FRAME WIDTH • 72" MAX. FRAME WIDTH PCO %13/11 MIDDLE ANCHOR IS NOT REQUIRED AT MIDDLE ANCHOR IS NOT 'REQUIRED AT HEAD & SILL WHEN FRAME WIDTH IS HEAD & SILL WHEN FRAME WIDTH IS S 6„ MAX 46" OR LESS 4„ 4" 6" MAX. 6" MAX. 46" OR LESS 4" 4" q2 6" MAX. z —— —— — — I 6" MAX. � 6" MAX. w { { x X 3 I CD 82 C 2 4 [ 4 4 I 4 d I - - 1 c, -.•�- I -.- © o I 1 I z o .1-T 0 W >5 o { 1 16 MAX. 16 MAX. t0�- � RECEPTOR & O.C. � STRAP ANCHOR WHERE O.C. i SUB–SILL SCREWS I SHOWN. SEE "FRAME t3 WHERE SHOWN. SEE { 3O 1 ANCHOR REQUlR£MENTS { 3Q a z7.00 o a "FRAME ANCHOR SWEEP LOCK o TABLE" ON THIS SHEET SWEEP LOCK °- 4.;0,)2 I REQUIREMENTS TABLE I to FOR SCREW �a 7 { ON THIS SHEET FOR 31 7/16" I REQUIREMENTS. 31 7/16" L,a o I REQUIREMENTS. MAWIS X. D.L.b. I MAX. O.L.O. Ld 6" MAX. 6" MAX. z zj ... SEE "CORNER-/'*- CORNER Building in yCode�ih Rie t71 'da o CONSTRUCTION14!"14"14-1 ALLOWABLE DESIGN PRESSURE 4" 4" Acceptute-eTtfo.1 — 2 DESCRIPTION ON (SINGLE & MULLED WINDOWS) ELEV 0 EVireLloDI Ie THIS SHEET EXTERIOR ELEVATION: INDIVIDUAL WINDOW - + —3Q PSF II IyJ�UA WINDOW1111 'd('I uctC-1,4Iol• z p (STRAP ANCHOR MOUNT CQNDITIION- (RECEPTOR ��,�T GONDITI N� " SCALE: 3/4" = 1'--0" SCALE: 3/4 = 1'-0" (OX SHOWN, XO ALSO APPLIES) CORNER CONMUQ 300: (OX SHOWN, XO ALSO APPLIES) z � FRAMEJFJID: VERTICAL MEMBERS ARE COPED, BUTTED AND JOINED TO THE HEAD MEMBER WITH 2 NO..8 X 1 1/4" PH TORRApproved OU p . ,. FASTENERS AND SEALED WITH TREMCO—TREMBLE 800 SEALANT. ltrlo13da>3 p caeiLE SILL, VERTICAL MEMBERS ARE COPED, BUTTED AND JOINED TO THE SILL MEMBER WITH 4 NO. 8 X 1 1/4' PH TORR pate FASTENERS MIO SEALED WITH TREMCO TREMS[L 600 SEALANT. NOA F Wit VERTICAL MEMBERS ARE NOTCHED WHILE THE HORIZONTAL MEMBERS ARE SQUARE CUT. JOINED TO THE VERTICAL ANCHOR REQUIREMENTS TABLE MEMBERS WITH A SASH•CAM & 2 No. 8 X 11/4• PH TORX FASTENERS AND SEALED WITH TREMCO-TREMSIL 60D SEALANT. GENERAL NOTES. OPENING TYPE 1. THESE WINDOW SYSTEMS HAVE SEEN TESTEO, ANALYZED & APPROVED FOR DESIGN PRESSURES NOT SUBSTRAT FRAME TO OPENING FASTENER TYPE MINIMUM MINIMUM TO EXCEED THOSE SHOWN IN THE "ALLOWABLE DESIGN PRESSURE TABLE S). ( E) EMBED EDGE DIST. 2. OPENINGS, BUCKING & BUCKING FASTENERS MUST BE PROPERLY IDLED & INSTALLED TO TRANSFER WIND LOADS TO THE STRUCTURE. +��►��I/ RECEPTOR, SUB--SILL, STRAP ANCHOR 8C MULLION CLIP SCREWS 3. ALL HAROWARE & FASTENERS SHALL BE IN ACCORDANCE WITH THESE DRAWINGS & SHALL NOT VARY ���►` /rr, UNLESS SPECIFICALLY MENTIONED ON THE DRAWINGS. SPECIFIED ANCHOR EMBED TO BASE MATERIAL ��. ,..,..•,••...,�� tin MIN. 2X4 WOOD FRAME OR BUCK •• ••• • .. SHALL BE BEYOND WALL FINISH OR STUCCO. �;� ,e' •.4�w�� (MIN. OR. 3 & G=0.55) NO. L4 SMS:OR.pVW0 3CIEV 1 1/4" 3/4" 4. THE DETAILS & SPECIFICATIONS SHOWN HEREIN REPRESENT THE PRODUCTS TESTED & PROPOSED +►:` - v _ • •• • • • • ••• FOR WATER. AIR, IMPACT, CYCLIC & UNIFORM STATIC AIR PRESSURE TESTING W CONFORMANCE WITH THE •:. ,'+�j � � � O p MIN. 18 GA. 33 KSI METAL STUD 1/4". GR 5.9l�LF ! T ORIkL•SGR W FULL 1/2- FLORIDA BUILDING CODE PROTOCOLS TAS--201, 202 & 203 FOR LARGE MISSILE IMPACT WINDOWS. :i ! z-- / & THESE WINDOW SYSTEMS HAVE BEEN DESIGNED IN ACCORDANCE WITH AND MEET THE REQUIREMENTS ' �! z MIN. 1/8- THK A36. STEEL _ 1/4" GR. 5 SELF TAP DRILL SCREW FULL 1/2" OF THE FLORIDA 8UILOIR(; CODE (FBC) INCLUDING HIGH VELOCITY HURRICANE ZONES (HVHZ). 'IK r-•1 „ S. IMPACT SHUTTERS ARE NOT REQUIRED WITH THESE WINDOWS. d 3 MIN. 0.2100 THK 6063–T6 ALUM. 1/4".02. 1*SELF.T�1P' ILL•3 RAW FULL„ 1/2 7. ALANCHORSCAPAoFRESISTINc CORROSION FRAME 70 CAUSED BY URE TREATED BBUCKS EATING OR WOW FMING THE WOOD. i`` ` , 6 •� � � a ( ) MIN. C-90 CMU ( ) 4 4 Ol�lC E 9CREVIr*• 1 1 4 2 8. DETERMINE THE POSITIVE do NEGATIVE DESIGN LOADS TO USE WHEN REFERENCING THESE MIN. 3040 PSI CONCRETE (1) ty4"•CONCRETE SCREW" 1 1/2" 2" DOCUMENTS IN ACCORDANCE WITH THE GOVERNING CODE AND GOVERNING 1VIND VELOCITY. FOR WINOl,,T, •" ��; a LOAD CALCULATIONS IN ACCORDANCE WITH THE FLORIDA BUILDING CODE, A DIRECTIONALITY FACTOR OF �,, �P.�' �.�' (1) CONCRETE SCREWS SHALL BE ELCO ULTRACONS, ELCO CRETE–FLEX, ITW RAMSET/RED Kd = 0.85 MAY BE APPLIED PER THE ASCE-7 STANDARD. ''��••••••' DRAWING NO. A. NO INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE CERTIFICATION OF THIS PRODUCT. '1756 HEAD TAPICONS OR .MILLI KWIK-CON I! (4�1><RDENEO' EEL Ali;-$.S.Z' ; . -WIND-LOAD.DURATION FACTOR Cd.- 1.6 WAS USED FOR WOOD SCREW ANALYSISADNL•Y.,-:.•,.--.•.._ `$MEET N0. (2) CMU IS NOT APPLICABLE AT HEAD & SILL. : : . : : : : 10. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER • •• •• • 6 6 .. .. DISSIMILAR MATERIALS St; MEET THE REQUIREMENTS OF FLORIDA BUILDINO CODE CHAPTER 20. 1 Of 7 DRON 0. MEMO BY: W.R.U. 1f WA 72" MAX. FRAME WIDTH 72" MAX. FRAME WIDTH : Hale MULLED UNIT NATES: 1. FOR ALL DETAIL NOT SHOWN, SEE INDIVIDUAL WINDOW ELEVATIONS. 2. THERE IS NO LIMIT ON THE NUMBER OF WINDOWS THAT MAY BE COMBINED IN ONE DIRECTION INTO ONE OPENING PROVIDING THE OPENING IS DESIGNED TO SUPPORT ALL SEE "MULLION END LOADS TRANSFERRED FROM THE WINDOWS & THEIR I CUP DETAIL A" ON ( MULLIONS. I SHEET 5 tT N 3. SUB—SILL & HEAD RECEPTOR RUN CONTINUOUS 14 ACROSS MULLION JOINTS. Q z 1 IEXTERIOR El,EMON.-L 1 I SEE INDIVIDUAL BULLED UNIT wlNDow UNIT 1 1 ELEVATION FOR (RECEPTOR MOUNT CONDIjJQNI I RECEPTOR & SCALE: 3/4„ _ .I,_O" ( SUB—SILL ANCHORc3 cv 1 REQUIREMENTS & i z M o SEE "MULLION END i a 1 WINDOWS AROUND / CLIP DETAIL A" ON I w to SHEET 5 j I l -. 1 �Tv4 I cc 72" MAX. FRAME WIDTH 72" MAX. FRAME WIDTH ---- o n . z 3 t� Io z �� ¢ Hit 0. U) 0 - — SEE INDIVIDUAL EXTERIOR ELEVATION: „•, t WINDOW UNIT MULLED UNIT pRODUc1•ru3VtSen .. .. . . (SCRAP ANCHOR MO NT CONDITION) �tymgwtt�u�e►�iorda r..• a ELEVATION FOR STRAP " H„ifatnBCedo ^"+�� •�� �•~ !a'i'r : ANCHOR SCALE: 3/4 11-06 Accepta»cc REQUIREMENTS & •• ••• E. POSITIONS AROUND •• •� �•% ••� ..' '� - �'`• *� ct WINDOWS SEE "MULLION END _ t3y CLIP DETAIL 8" ON Aian�i Undc Product Contin / / / / SNEII"8 . . I / Appwvcd as o0InvlyWMft6w Flori• • SUB Uated"O 0 ��f,� n.+........•r � ��` to NOAf ml .Q de]?]' t- 1756 •.• • • • • ••• • • � DRAWING NO. SHEET N0. . . . . . . y 2 OF 7 0 WsN BY: jamem BYs wttu w.vs. RECEPTOR SCREW—,,_ SUBSTRATE BY OTHERS 3/8" MAX. SHIM FRAME WIDTH•-- �0;_z PER ELEVATION PER "FRAME ANCHOR STRAP ANCHOR SCREW 3/8 MAX. SHIM AT AT EACH ANCHOR SUBSTRATE BY OTHERS PER ELEVATION (i PER EACH STRAP ANCHOR REQUIREMENTS TABLE" » 13J16" MAX. H PER FRAME ANCHOR STRAP ANCHOR) (MIN. 3"X4" SHIM SIZE) SUBSTRATE BY 3/g�� REQUIREMENTS TABLE" OTHERS PER 7 3 SHIM AT "FRAME EACH ANCHOR 1/2„ MAX. ANCHOR REQUIREMENTS 35 SEALANT BY TABLE" SEE GLAZING OTHERS 6 / "13 16 MAX. 47 RECEPTOR DETAIL ON SEALANT BY RECEPTOR SEALANT PER SHEET 4 Rik7 OTHERS ELEVATION 35 8 11 11 1 1 37 37 36 36 12 6 35 37 13 12RECEPTOR rr u cm'sEXTERIOR EXTERIOR SEALANT BY EXTERIOR o. o � --SEE GLAZING x OTHERS CL 37 sHE� �N � :J SECTION B1 12 SCALE: 1/2 FULL 3 o a 112 = ° (RECEPTOR SCREW MOUNT) Ut; } 36 26 27 w w o 36 0z 27 26 21 0 3 a "o 29 29 w 36 28 10 STRUCTURAL o V SILICONE 20.3" X 1.78" 2 z 0� $� WEEP HOLE (2 STRUCTURAL WINDOW AT 23 0.3" X 1.78" 23 SILICONE SILL) X-0 WEEP HOLE (2 35 PER WINDOW AT EACH THE SILL & SEALANT8Yz SUBSILL) 5 OTHERS 151:.8 2 SUB-SRL SEALANT PRODUCT REVISED r"•' •''�1 asoomplyi►igwiU�UueFiotid,� La 8Y OTHERS .. .•• - ' . �/„$" Building Codc • . SN1>N AT' Acte tanc$No - �• tt) 70 n • •• • 1/2" MAX. )ixp n to Q tom-• F •.' •• 'UCM.AN0WP,.• SUBSTRATE BY OTHERS PER STRAP ANCHOR SCREW 3/8 MAX. SHIM AT 13y, � . ... SUBSTRATE BY " SUB-SILL SCREW OTHERS PER "FRAME ANCHOR PER ELEVATION (1 PER EACH STRAP ANCHOR Miar,�lTjetlDProductConlr�+l 1 O ,: � • STRAP ANCHOR MIN. 3"X4 SHIM SIZE v1 a • "FRAME ANQiOR: REQUIREMENTS ) ( } Apptovedazoomplyfilsv htom • PER ELEVATION SECTION Ai � � TABLE 'r � SECTION 81 do SCALE: 1/2 FULL •�• �� ••• SCALE: 1/2 FULL 3 Nona 5�� ,* (RECEPTOR & SUB--SILL (STRAP ANCHOR MOUNTS Mlar '� "�°; 1756 SCREW MOUNT)*:* : : • ••. (FOR DETAIL NOT SHOWN, SEE SECTION Al/3) y--- s"w*N0. . . . . . . . . 3 of 7 ORM Hn CHeCM Sm 1/4" MAX. SHIM AT EACH STRAP x.Rm. . was. 1/4" MAX. SHIM AT EACH STRAP PWT! OATH ANCHOR (MIN. 3"X4" SHIM SIZE) ANCHOR (MIN. 3"X4" SHIM SIZE} 1-2 oe/UM 1/2" MAX. 1/2" MAX. SUBSTRATE BY SUBSTRATE BY OTHERS PER 15 OTHERS PER "FRAME ANCHOR FRAME WIDTH-- REQUIREMENTS FRAME WIDTH 3/8" MAX. SHIM —FRAME WIDTH "FRAME ANCHOR TABLE" AT EACH ANCHOR REQUIREMENTS 13/16" MAX. TABLE" - SUBSTRATE BY SEE GLAZING 37 35 7OTHERS PER 3 DETAIL. ON "FRAME ANCHOR _ 30 THIS SHE REQUIREMENTS - STRAP ANCHOR 32 TABLE" SCREW PER 48 STRAP ELEVATION (1 PER RECEPTOR ANCHOR STRAP ANCHOR) 31 52 SCREW PER SCREW PER ELEVATION ELEVATION (1 PER STRAP 37 13 EXTERIOR ANCHOR) N rizonuc� REVISED EXTERIOR as complyi g with file FloridaQ p p in 49 4 t odo /� �^� 4 w M Acce tts►• Acce • No ` • EXTERIOR EXTERIOR 14 SEALANT BY 35 6 D pladli(I Control (YE 0 o of OTHERS SECTION C RECEPTOR ed ai a, ty �,tw SEALANT BY ci 11 OTHERS a � . SECTION _ 82 SCALE: 1/2 FULL 4 SEALANT BY �da Bu iag 46 Z OTHERS NpA � t SECTION D2 � �� i SCALE: 1/2 FULL 4 SCALE. 1 2 FULL 4 (STRAP ANCHOR MOUNT) SECTION 01 / S (FOR DETAIL NOT SHOWN, SEE SECTION B1/3) SCALE: 1/2 FULL 4 . (STRAP ANCHOR MOUNT) z 18 CONTINUOUS WOOD MEMBER LESS IN THICKNESS (RECEPTOR SCREW MOUNT) (FOR DETAIL NOT SHOWN, SEE SECTION D1/4) 5i - 5Q THAN A 2X... BUCK TO BE MIN. 3 1/2" DEEP z NOT REQUIRED WHEN SHIM SPACE IS WITHIN NOVAGARD SEE GLASS 39 SUBSTRATE BY 19 ALLOWABLE DIMENSIONS SHAWN 1N SECTIONS). OTHERS PER M170—SBC50 OR OPTIONS BELOW xd �''x:.'•�,'• ;►•: :•'' ti:.. i ; . •x. "FRAME ANCHOR MOMENTNE RGS NM WINDOW MAY NOT BE ? � ,• ' REQUIREMENTS o ,.:..� ` N•': p 7700 SILICO 40 INSTALLED IN A LOCATION n. 3 .. . TABLE WHERE THE SILL HEIGHT OF $ 17 SEALANT BY TREMCO WINDOW EXCEEDS 30 FT. OTHERS 1/2 MIN. BITE PROSSG DOW ABOVE GRADE UNLESS 6 (A DOW 995 WINDOW IS PROTECTED BY W RECEPTOR EXTERIOR (AT INTERIOR AN APPROVED IMPACT POCKET AND SHUTTER. o 43 42 UNDER GLASS) 3$ a RECEPTOR SCREW H 3 EXTERIOR L�� PER ELEVATION & 12 13 14 15 "FRAME ANCHOR CAL GLAZING MAIL a IP�( 4 REQUIREMENTS ++•• •. ••• • • • • • •• • " GLASS.OPTIONS* �R TABLE �• cm ... .. .. a EXTERIOR Q1?TION 1: 1 THICK I.G. GLASS (3/16 HT. ST, `�� �•'' � z 39 p _ _ I 2 3 4 5 EXTERIOR; 3/8 SPACER; 3/16Y HT. ST./O.075 �. M 1 MAX. SOLUTIA VANCEVA/3/16 HT. ST. INTERIOR} • EX 6RIOR OQTIQN 2 1" THICK I.G. GLASS (3/16 HT. ST. . • v a �• SECTION E � ' ' 3/16" HT. ST./0.09 N .. • .. . . • .. .. � EXTERIOR; 3/8" SPACER; SCALE: 1/2 FULL 4 ... .. OPTLQN�L DIRECT MOUNT DETAIL " ) ` DUPONT SG/3/16 HT. ST. INTERIOR 1a,. - , (FOR DETAIL NOT SHOWN, SEE OTHER SECTIONS} TO SUBSTRATE WITH SPACER OA • 1" THICK I.G. GLASS (3/16 HT. ST. j' ti..,ti ,. ��;` DRAWING NO. IREV. EXTERIOR; 3/8" SPACER; 3/16 NT. ST./0.100 �, �+c ��!,. 1756 • ;•; :r;I f�AO SECTION SHOWN; SILL & SIDES ARE INSTALLED THE SAME} SOLUTIA SAFIEX HP/3/16" HT. ST. INTERIOR} "�1 • •• • sttEer NO. :.*.,:(FOR DETAIL NOT SHOWN SEE OTHER SECTIONS)- _ = — — — - — - - - - 4 OF 7 - ORON BY, CHECKED VY: wXV. V.11.S SUBSTRATE BY OTHERS `W;- 2 °Nae�s n PER FRAME ANCHOR- MULLION CLIP SCREW PER REQUIREMENTS TABLE 3/8" MAX. SHIM MULLION CLIP SCREW (REF.) FRAME ANCHOR REQUIREMENTS AT MULLION CUP TABLE (2 PER CLIP) A SUBSTRATE BY— � OTHERS PER "FRAME ANCHOR Z REQUIREMENTS TABLE" SEALANT BY OTHERS , "CEPIOR RE I] EXTERIOR 20 • LtULUON MULLION MULLION I ]( I 6)/ . 17 CLIP N CUP 5� REC OR Qc�p� 8 cnN ] 17:-A 17 Ld MULUON MULLION ' o v 1� I 20 I MUWON 0 20 I) CLIP z MULLION i 11 I 5 Clip I i] ( SUB—SILL 5 z c� { SEALANT BY— sus--s[Ll �� M OTHERS ,! A SUBSTRATE BY OTHERS PER I "FRAME ANCHOR 33 REQUIREMENTS TABLE" MULLION CUP SCREW PER " MULLION CLIP SCREW REF. 3/8 MAX, SHIM (REF.) u „ PliODUCfRSV1sED �� FRAME ANCHOR REQUIREMENTS AT MULLION CLIP .. as complylns wish slse Tforida ,,,,.......,,,� 'r., a SUBSTRATE BY OTHERS .. Bufldin$Code 2 � ,y r TABLE (2 PER CLIP) Acceptancei�o •� ;, PER "FRAME ANCHOR : '.: : : : REQUIREMENTS TABLE": r: nQat$ �f d �M� r .9*4 -4 r!z MULLION ENDCLIP DETAIL A Ntami - rol _ ,vlianil Dado Product Control u} (FOR DETAIL NOT SHO NIN,. E OTHERCTIO�IS) 'r X., `� ►; v a (WINDOW COMPONENTt *NOT: SHOTN:FOR CLARIN): : Approved as complying wldt fist • •• • • Date NOAH do 11 I��'".. •,, . -DRAWING 140. Mi a o P t Oonttol 1756 • • • • • • • • SHEET NO. 20 w.en. WMA MULLION �-- 4.437 4.437 ----- --- �-- 2.295 �--- 2.295 k741 0 0 0 17 2.254 0.100 41 MULLION 51 x 4.000 4.000 0 HEAD ERAME 4.925 41 0.125 Q 0.070 0.070 _ 41 17 II t�3 JAMB FRAME(9 Q4 JAMB FRAME (A7 MULLION I-' 51 Q SILL FRAME FIXED =H) OPERAI3�E_$ASH) III - 4.111 1.364 I 1 4.500 ------� 0.494 20 1 I MULLION CLIP SCREW PER I � MULLION IN I I ELEVATION (2 PER CLIP) O 0.080- 8 L I 1.562 1.562 0. 1,307 41 0.094 Q.125 pm� 08� �RECEPTOR RECEPTOR CLOSURE � SUB-SILL _ w �S v' }I 4.554 0.657 4.554 1.842 i 0.938 0.125 .3 SUBSTRATE BY 0.127 0,127 tc OTHERS PER A- ® g�HEAD & aS11.L STRAP ANCHOR 2.416 Z. MULLION END CLIP DETAIL "FRAME ANCHOR '�. REQUIREMENTS LENGTH = 3" LENGTH = 3" ~ (SILL SECTION SHOWN, HEARD IS THE SAME) TABLE" 2.125 (WINDOW COMPONENTS NOT SHOWN FOR CLARITY) 2.563 10 SILL FRAME " e 41 REINFORCEMENT p N � n `� d.12S 0 �-Y-1.750-- 1.669 --« -2.125 -0.080 t T 1_ 1.822 3.918 1.125 41 T 4.125 0.080 L 41 3 2.188 41 1.869 ,r 14 INTERLOCK STILE LENGTH = 3 � rRonlrcri�v[sFL ��►ti'' • ,,, 11 SASH_STOP 0.062 (FIXED PANEL) as complying Kitl�Uic Florida "fir . � • •• Building Code •• ••• 1g INTERLOCK STILE Acce ta,�ce too • • • .. • >w i,I�atc M 12 BAIL •• ••• •• (OPERABLE PANEL) .. ... .. .. By ,,\1Jmul Dadc Product Control • • • • • • • • • • Approved as conTlying with the • • FloridaJ31 iidi ••• • •• • ••• • Dalo 0 NO Ml Ad IX11 . . . ... . �y - 1756 OF -7- • • • • • • • • SHEET M0. • • • • • • • • - - - - - - wn YM ITEM # ITEM DESCRIPTION MANUFACTURER/NOTES °RAWAM cwcx71, PARTS 2.002 2.125- -1 0.750 i»z 1,01/13/11 1 HEAD FRAME 6063-T6 ALUMINUM u, I 2 SILL FRAME 6063-T6 ALUMINUM 0.6730.500 0.062H I 3 JAMB FRAME AT FIXED SASH 6063-T6 ALUMINUM 0'125 0.094 PRESSURE_8AR '4 JAMB FRAME AT OPERABLE SASH _1_@ k�� 6063-T6 ALUMINUM i8 PRESSURE BAR � $, 1.250 05/16" � 5 SUB--SILL 6063-T6 ALUMINUM 4.071 0.250--� �-- 6 RECEPTOR 6063-T6 ALUMINUM 7 RECEPTOR CLOSURE 6063-T6 ALUMINUM 05/16- 8 SIDE JAMB STRAP ANCHOR 6063-T6 ALUMINUM 41 9 HEAD & SILL STRAP ANCHOR 6063-T6 ALUMINUM 10 SILL FRAME REINFORCEMENT 6063-T6 ALUMINUM 3.000 11 SASH STOP 6063-T6 ALUMINUM �--2.000 12 RAIL 6063-T6 ALUMINUM - z 13 STILE 6063-76 ALUMINUM @ MULLIQU 14 INTERLOCK STILE FIXED PANEL 6063—T6 ALUMINUM 15 INTERLOCK STILE OPERABLE PANEL 6063—T6 ALUMINUM �—5/16- 3.000 17 MULLION 6063—T6 ALUMINUM 18 PRESSURE BAR 6063—T6 ALUMINUM 0,252 0.7fl0 19 PRESSURE BAR COVER 6063—T6 ALUMINUM0.910 20 MULLION CLIP 20 MULLION CLIP 6063-T6 ALUMINUM 7_10.031 r-0.062 •$co,'n 21 SNAP IN COYER 6063-T6 ALUMINUM 21 SNAP IN COMER GLAZING BEAD 22 GLAZING BEAD 6063-T6 ALUMINUM ~- �j '�€on 23 WEEP COVER PLASTIC $ �i� HARDWARE p� o 1 ce 26 SASH CAM 400 SERIES NYLON 0.280 a 27 HS H.D. MFG. RAIL SASH CAM NYLON BEND AS REQUIRED w z 28 ROLLER ZINC PLATED STEEL 29 ROLLER TRACK S.S. 30 SWEEP LOCK BRONZE (1 AT 8 3/4" FROM BOTTOM 4.000 S OF SASH & 1 AT CENTERLINE OF SASH z 31 LOCK KEEPER BRONZE 1.878---1 I--0.245 0.229 32 BUTTERFLY CLIP 1018 GALVANIZED STEEL 0.695 0.567 99' _ 0.030 z 1 AT MID--HEIGHT OF JAMB J_ SEALS & SEALANTS �-»-- 2,000--� X0.130 35 GASKET SANTROP POLYPROPYLENE z a 36 WEATHERSTRIP/SASH SEPARATOR PVC 25 ?� - 37 TRI—FIN WEATHERING POLYPROPYLENE 32 BUTTERFLY CLIP 38 1/4- BACK UP WEDGESCR-900 �_ . _ __ _ z_ 3- 39 BULB WEATHERING TPE POLYPROPYLENES a s 40 BULB WEATHERING TPE POLYPROPYLENEcb $z f E 41 DEBRIDGING 2-PART POLYURETHANE 8 42 SETTING BLOCK DENSE EPDM IC-41 43 IWEDGE BLOCK EPDM �� PRODUCTItSVlSED . �- FASTENERS as complyingwith the Florida 47 NO. 8 X 1/2" TORX PHTFSD •• ••• 2•p R SAS 8p Building Coc / 0 � INK a rlccc ta+ice ts0 ( V M v� 48 NO. 10 X 1/2- FHTF "8" .: 2;PER;S P' OCK i on at Q s`. tt i F 49 N0. 6 X 3/8" FHTF "AB" •• ••• R•P R L &tPER { _ g` •-t _ 50_ 1/4 -20_.X 3/4" PHMS WITHIN 3" FROM ENDS & 3" O.C. ttiatitlDadePr clactControl �j `� fL ` $ 51 1/4-20 X 1" HWHMS ... 2 PT�bi.MULUON END � ��� R' � a 1/4-20 HEX NUT : ' : : Anprovod as com lying ivFtb tM •• • • •• • • • • Florida u dtt� o 1/4" FLAT WASHER ..: :' ;.. •.• Bata i t'.� ZDt • ��� ..,a 1/4" RING LOCK WASHER �A# p n f��� DWING REV. 52 NO. 8 X 5/8- PHTF "AB" ••• • 1• R•9UWERFEY CLIP r 1756 Liy SHEET NO. • - - 7. OF 7 MIAMNDADE MIAhti--DARE COUNTY,FLORIDA PRODUCT CONTROL SECTION 11805 SW 26 Street,Room 208 DEPARTMENT OFREGULATO O URCES(RER) Miami,Florida 33172474 BOARD AND CODE ADMINIS +�' I t ION T(986)315-2590 'F(786)315--2599 NOTICE OFiACCEPTANCE (NOA) iviny.miamidade.gov/economy Kawneer Company,Inc. 555 Guthridge Court Norcross,GA 30092 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade`County RER- Product Control Section to be used in,Miami-Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Section(In Miami-Dade County)and/or the AHJ(in areas other than Miami-Dade County)reserve the right to have this product or material tested for quality, assurance purposes. If this product or material fails to perform in the accepted manner,the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series"AA900 ISOWEB"Thermal Broken Outswing Aluminum Casement Window-L.M.I. APPROVAL DOCUMENT: Drawing No. 1545, Series titled "AA900 ISOWEB Out-Swing L.M.I. Casement Window", sheets 01 through 06 of 06, dated 07/09/07 with revision `Bl", dated 06/27/12, prepared by W. W. Schaefer Engineering & Consulting, P. A., signed and sealed by Warren W. Schaefer, P. E., bearing the Miami-Dade County Product Control Section Revision Stamp with,the Notice of Acceptance number and Expiration Date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING:Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, series, and following statement: "Miami-Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number' preceded by the words. Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion 'of the NOA is displayed,then it shall be done in its,entiretz ••; ; 4i ; INSPECTION: IA copy of this egtjre ;J�A•�►�I�q p0 ;ded to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No. 12-0813.04 and consists of this pace 1 and evidence pages E-I,E-2 and E-3, as well as approval document mer$ione4 abovC. ; . ; The submitted documentation was fdvietved'byMint%Ir.Ghse4n;P.E. NOA No. 14-0430.10 MtAMi DARE COUNTY OF\.••, , ® ••• Expiration Date: December 27,2017 . Approval Date: August 14,2014 Page 1 ... . . . ... . . Kawneer Company,Inc. iNOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA No. 07-0810.03) 2. Drawing No. 1545, Series titled "AA900 ISOWEB Out-Swing L.M.I. Casement Window", sheets 01 through 06 of 06, dated 07/09/07 with revision "BI", dated 06%27/12, prepared by W. W. Schaefer Engineering & Consulting, P. A., signed and sealed by Warren W. Schaefer,P.E. (Submitted under previous NOA No. 12-0813.04) B. TESTS 1. Test reports on: 1)Air Infiltration Test,per FBC,TAS 202-94 2) Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC,TAS 202-94 4) Small Missile Impact Test per FBC,TAS 201-94 5) Large Missile Impact Test per FBC,TAS 201--94 6) Cyclic Wind Pressure Loading per FBC,TAS 203-94 7)Forced Entry Test,per FBC 2411.3.2.1,TAS 202-94 along with marked-up drawings and installation diagram of an outswing Aluminum casement window, prepared by Hurricane Testing Laboratory, LLC, Test Report No. HTL-G049-0301-07,dated 06/06/07,signed and sealed by Vinu J. Abraham,P.E. (Submitted under previous NOA No. 07-0810.03) i C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC, prepared by W. W. Schaefer Engineering & Consulting, P.A.,,dafed 01/05/12, signed and sealed by Warren W. Schaefer,P. E. (Submitted under previous NOA No. 11-1027.07) 2. Glazing complies with ASTM E1300-98/09 I D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources(RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.02 issued to E.I.DuPont D'eNemours & Co., Inc. for their"DuPont SentryGlas®Interlayer"dated 08/25/11,expiring on 01/14/17. 2. Notice of Acceptance No. 13-0129.27 issued to E.I.DuPont DeNemours&Co.,Inc. for their"DuPont B61atlte®PV.BJdtdOrlatr"dated 04/11/13,expiring on 12/11/16. .. . . . . . . .. . . . . ... . • . • 00 Goo • Jaime D.Gascon,P:E: •• •• Product Control Section Supervisor "' NOA Not 14430.10 Expiration Date: December 27,2017 ••• . . 000 . Approval Date: August 14,2014 . .. .. . . . % .. r Kawneer Company,Inc. I NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS(CONTINUED) 3. Notice of Acceptance No. 12-1231.10 issued to Eastman Chemical Company (MA) for their "Saflex Clear and Color Glass Interlayers" dated 03/28/13, expiring on 05/21/16. 4. Notice of Acceptance No. 12-1231.08 issued to Eastman Chemical Company (MA) for their "Saflex CP — Saflex and Saflex HP Composite Glass Interlayers with PET Core"dated 03/28/13,expiring on 12/11/18. 5. Notice of Acceptance No. 12-1231.09 issued to Eastman Chemical Company (MA) for their "Saflex HP Clear or Color Glass Interlayers" dated 03/28/13, expiring on 04/14/18. - 6. Test Report on 1) ASTM G15540ae1"Standard Practice for Operating Xenon Arc t Apparatus for Exposure of Non—Metallic Materials" accelerated weathering, ' 2) ASTM D63843"Standard Test Methods for Tensile Properties of Plastics", 3) ASTM D635-98 "Standard Test Method for Rate of Burning and/or Kytent and Time of Burning of Self—Supporting Plastics in a Horizontal Position", 4) ASTM D2843-99 "Standard Test Method for Density of Smoke from the Burning or Decomposition of Plastics"and 5) ASTM D1929-96 "Standard Test Method for Ignition Properties of Plastics" along with marked—up drawings and installation diagram of an "Insulbar Tecatherm 66 GF" (Thermal Barrier),issued to Ensinger, Inc., prepared by Architectural Testing, Inc., Test Report No. ATI-06520.02-106-18, dated 12/01/06, signed and sealed by Joseph A. Reed,P.E. (Submitted under previous NOA No. 07-0810.03) F. STATEMENTS 1. Statement letter of conformance to and compliance with the FBC 5th Edition (2014), prepared by W. W. Schaefer Engineering & Consulting, P.A., dated 04/14/14 signed and sealed by Warren W. Schaefer,P. E. 2. Statement letter of the exterior sealant change from "DOW Corning InstantGlaze" to "Novaguard SBC40—M170",dated 06/26/12,signed by Warren W. Schaefer,P.E. (Submitted under previous NOA No. 12-0813.04) 3. Statement letter of conformance and compliance with the FBC 2010 and ANSI/ AAMA/NWWDA.TOV 1.3. Z 97, dattd110/10/11 signed and sealed,by Warren W. Schaefer,P.E. •� •; ; ; ;•; •• (Submitted underlMeviblIs NVA No.'1I-1V27.07) •• O�• Jaime D.Gascon, .E. . . . . . . . . . . •• •• Product Control Section Supervisor •• ••• NOA No. 14-0430.10 Expiration Date: December 27,2017 ... ... Approval Date: August 14,2014 ...E-.2 . . .. .. . . . .. .. ... . . . ... . . Kawneer Comnanv,Inc. ' NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (cownvum) 4. Statement letter of n6 financial interest and independence, dated 10/10/11, signed and sealed by Warren W. Schaefer,P. E. (Submitted under previous NOA No. 11-1027.07) 5. Proposal No. 11-0976 issued by Product Control for the change of,or for the addition ofd the "GE Momentive RGS 7700" exterior sealant, dated 08/30/2011, signed by Manuel Perez,P. E. (Submitted under previous NOA No. 11--1027.07) 6. Statement letter of conformance,no financial interest, conformance to and compliance with the ANSU AAMA/ NWWDA 101/ I.S. 2-97, FBC-2004 and FBC 2007 including supplements, dated 07/31/07, prepared by W. W. Schaefer Engineering & Consulting,P.A.,signed and sealed by Warren W. Schaefer, P. E. (Submitted under previous NOA No. 07-0810.03) 7. Laboratory compliance letter for Test Report No. ATI46520.02-106-18, issued by Architectural Testing,Inc.,dated 12/01/06, signed and sealed by Joseph A. Reed, P. E. (Submitted under previous NDA No. 07-0810.03) 8. Laboratory compliance letter for Test Report No. HTL—G049-0301-07, issued by Hurricane Test Laboratory, LLC, dated 06/06/07, signed and sealed by Vinu J. Abraham,P.E. { (Submitted under previous NOA No. 07-0810.03) G. OTHERS 1. Notice of Acceptance No. 12-0813.04, issued to Kawneer Company, Inc. for their Series "AA900 190WEB Outswing Aluminum Casement Window — L.M.I.", approved on 10/25/12 and expiring on 12/27/17. N r e . . .. . . . . ... . • Jaime D.Gascon,P.E. t Product Control Section Supervisor ••• •• ••• NOA No. 14-0430.10 Expiration Date: December 27,2017 ... . . Approval Date: August 14,2014 .. —.3 . . . . . . . . %. . S • .. .. • • . .. 6 " ESE DRAWINGS ARE APPLICABLE ONLY O THE PRODUCT DRAWN RV CW-CXm W. 38 3/4 MAX. RECEPTOR WIDTH SPECIFIED. THEY MAY NOT BE USED FOR THE ASSELMY W.FM IMS. 36" MAX. 'FRAME WIDTHANO/Oft INSTALLATION OF ANY OTHER PRODUCT NOR NAY K"- M7E 36" MAX. FRAME WIDTH w THEY BE USED FOR RATIONAL NLD/OR LOCAL APPROVAL SEE "CORNER SEE CORNER F ANY PRODUCT NOT PRODUCED BY THE MMUFACNRER a 27 5/16- MAX. CONSTRUCTION" TED ON THESEDRAWINGS. 27 5/16" MAX. CONSTRUCTION" 1'' D,1.O• DESCRIPTION ON D.L.O. DESCRIPTION ON 36" MAX. FRAME WIDTH ' 5 At THIS SHEET A2 THIS SHEET SEE "CORNERR 3 r 3 — PRODUCTRE1�fEWED 27 5/16" MAX. CONSTRUCTION" as complying with the Florida D.L.O. DESCRIPTION ON a 3 " 13tiilding CodeeNA 6 MAX. 6" MAX.Aviceptance No 0 3 A3 THIS SHEET a -� p '� o l 3 a B1 / FL N. C1 $2 I / C2 I Miami ade Control 6° MAX. I 4 v 4 4 MOUNTING CLIP cE I RECEPTOR 63 ;C3 a o I WHERE SHOWN. w o I I SHEAR SCREWS 4 5 � +� J SEE "FRAME s = J I 25 I WHERE SHOWN. I z ANCHOR SEE FRAME 1&" REQUIREMENTS a 16'„ 1 LOCK ANCHOR o �„ / I 23 ( TABLE ON-THIS L.I I REQUIREMENTS w 13 1/2 O.C. LOCK I SHEET FOR � MAX. I TABLE" ON `� MAX. � FRAME SHEAR F-ANCHOR \ 0 C I I THIS SHEET O.C. urr tzavtsDD 23 l SCREWS WHERE M , SCREWS u, I I FOR Iplyingwith tflOFkIvd SHOWN. SEE z REQUIREMENTS. REQUIREMENTS. ill n Codc 0 I "FRAME ANCHOR z o \ - o I \ I :re tg eNo REQUIREMENTS _10 u� Lo tau � o TABLE" ON THIS �O �'� eHCINISGSEO _ __ , SHEET FOR Z M it A<'iR \/ BUTT HINGE I I �'lUdttL�Oonimf jcl REQUIREMENTS.SNUBBER / o I- 1s I w � oo S" MAX. NIXs" MAX. 22 2l SCISSOR Y/ u ————— —— SNUBBER HkNGE Lo z 6" MAX.-�+--w-� �•----�-6" MAX. 6" MAX.-� -� 18" 6" MAX. v �--MAX. —'�-- - 6 MAX. EXTER�� ELEVATION O.C. ii , I SINGLE WINDOW ANCHORED WITH MOUNTING CLIPS EXTERIOR ELEVATIO I 6" MAX. - 6" MAX. 7- (NO RECEPTOR) -SINGLE WINDOW ANCHORED WIT R� ECEPTOR EXTERIOR ELEVATION z (MULTIPOINT LOCK, SNUBBER & SCISSOR HINGE CONDITION (CAMLOCK & BUTT HINGE CONDITION SHOWN. MULTIPOINT LOCK, SINGLE WINDOW DIRECT MOUNTED A z000 SHOWN. CAMLOCK & BUTT HINGE CONDITON ALSO APPLIES) SNUBBER & SCISSOR HINGE'CONDITION ALSO APPLIES) WITH FRAME SHEAR SCREWS 5 `° SCALE: 3/4"=1'-0'' SCALE: 3/4"=1'-O" o (NO RECEPTOR) N CAMLOCK REQUIREMENTS MUTIPIONT LOCK REQUIREMENTS SNUBBER REQUIREMENTS ALLOWABLE DESIGN PRESSURE (MULTIPOINT LOCK, SNUBBER & SCISSOR HINGE CONDITION w " _ceA MAX. WINDOW NO. OF LOCK MAX. WINDOW NO. OF LOCK 2 PER WINDOW; ALL SHOWN. CAMLOCK & BUTT HINGE CONDITON ALSO APPLIES) oaf. N„ 4 FRAME HEIGHT POINTS REQ'D FRAME HEIGHT POINTS REQ'D WINDOW SIZES +/-90 PSF SCALE: 3/4"=1'-O” .891-1 0 0 � so" 3 so" 4 CORNER CONSTRUCTION; F= gG 40" 2 45". 3 JAMB CORNERS: 0 M 6 GENERAL NOTES: 30" 2 MITERED. JOINED TOGETHER WITH A CORNER KEY, AND vii N 1. 11IESE WINDOW SYSTEMS HAVE BEEN TESTED, ANALYZED & APPROVED FOR DESIGN PRESSURES NOT TO FRAME ANCHOR REQUIREMENTS TABLE SECURED WITH (2) NO. i0 X 3/4" SMS SCREWS PER N 3o " EXCEED THOSE SHOWN IN THE ALLOWABLE DESIGN PRESSURE TAQLE(S�. (MOUNTING CLIP RECEPTOR & MULLION CUP SCREWS) CORNER KEY AND SEALED WITH DOW 1199 SEALANT. 2. OPENINGS, BUCKING & BUCKING FASTENERS MUST BE PROPERLY ESIGNED & INSTALLED TO TRANSFER SASH CORNERS: 0 3 WIND LOADS TO THE STRUCTURE 3. ALL HARDWARE & FASTENERS SWILL BE IN ACCORDANCE WITH THESE DRAWINGS & SHALL NOT VARY OPENING TYPE FRAME/CLIP TO OPENING MINIMUM MINIMUM MITERED, JOINED TOGETHER WITH A CORNER KEY, AND U) UNLESS SPECIFICALLY MENTIONED ON THE DRAWINGS. S l(NF16D AN%M EMBED•TO.BASE.MATERIAL SHALL (SUBSTRATE) FASTENER TYPE EMBED EDGE DIST. SECURED WITH (2) NO. 10 X 3/4" SMS SCREWS PER d BE BEYOND WALL FINISH OR STUCCO. .0 ; ' • • • • • 0 CORNER KEY AND SEALED WITH DOW 1199 SEALANT. � 4. THE DETAILS & SPECIFICATIONS SHOWN HEREIN REPRLSENT gh PI�3 44 TC99D%PROPOSED FOR 2X_ WOOD FRAME OR BUCK w " WATER. AIR, IMPACT, CYCLIC & UNIFORM STATIC NR PRESSdRE.�AQ ICF MANCE WITH THE (MIN. GR. 3 & G=0.55 NO. 14 SMS OR WOOD SCREW 1 1/4 3/4 CS t�p OOf�tt ) tittli1Qllo c� FLORIDA BUILDING CODE PROTOCALS TAS-201, 202 & 203 FOR LARGE SSILE IATPAL`T UNDOWS. " yr� -5. THESE WINDOW SYSTEMS HAVE BEEN,DESIGNED IN ACCORDANCE WITH AND MEET THE REQUIREMENTS OF• MIN• 18-GA. 3� KSI METAL-STUD (Z) NO. 14 SELF TAP DRIWNG-SCREW FULL 1/2 v THE FLORIDA BUILDING CODE (FBC) INCLUDING HIGH VLOCj� HURRICANE ZONES (HNVHZ). MIN. 1 8° THK A36 STEEL (2) ° Q. •••••41••••a•�l Of. Nz 8. IMPACT SHUTTERS ARE NOT REQUIRED WITH THESE WiNOC1RS. ' • • / N0. 14 SELF TAP DRIWNG SCREW FULL 1/2 �`+► •. .• r ' MIN. 1 8" THK 6063-T5-ALUM. (3) / " l.�•a•� co)UlV 3t3 7. ALL ANCHORS SECURING WINDOW FRAME TO PR>y>� IREl1 L3l1CKS•OR WOtiD �RA1MIi� SHALL BE / N0. 34 SELF TAP DRIWNG SCREW FULL 1 2 `�. • •. a W a CAPABLE OF RESISTING CORROSION CAUSED BY THE P G T EAT% CFbICAIS•M OOD. ° " �� '� U :l%j O p• (3)C-90 CMU (t)' 1/4 CONCRETE SCREW 1 1/4 2 WITH MOUNTING CUP cq 8. DETERMINE THE POSITIVE & NEGATIVE DESIGN LOADS TO•US£ WMEW RMENCING-IHESS UMENTS e O�• Q IN ACCORDANCE WITH THE GOVERNING CODE AND GOVERNING WIND VELOCITY. FOR WIND LOAD 2500 PSI CONCRETE (t) 1/4" CONCRETE SCREW 1 1/2" ( 2 1/2" WITH RECEPTOR ., ,tu ,x ps x 3 CALCULATIONS IN ACCORDANCE.WITH THE FLORIDA BUILDING CODE, A DIRECTIONALIIY FACTOR OF Kd MAY BE APPLIED PER THE ASCE-7 STANDARD. 000 . w . . ••• • (1)CONCRETE SCREWS SHALL BE ELCO ULTRACONS, ELCO CRETE-FLEX, ITW RAMSET/RED �f` -� DRAWING ' 9. ND INCREASE IN ALLOWABLE STRESS HAS BEEN USEC IN-TME RR TIOM OF•THIS hODUCT. WIND HEAD TAPCONS OR HILTI KWIK-CON II HARDENED STEEL OR S.S.). LOAD DURATION FACTOR Cd = 1.8 was USED FOR Woodlsct3Ew.ArLAL�oNI�.f ; • ; (2)SELF TAP/DRIWNG SCREWS SHALL BE GRADE 5 CORROSION RESISTANT STEEL10. ••.•,•••�••,°.•` ` ah°` 1545 B f DISSIMILAR ILAR MATERIALS SHALL. MEET THE REQUIG BUT NOT LIMITED REMENTS of-FL 41DA bui�i. LNG lCDD I HAPPTER 20.oTMFR (3)CMU IS APPLICABLE AT SIDES-ONLY. �����44 ic P�����`�� 1 OF O g MOAN BY CNECXEO BY Xm 111!1 36" MAX. FRAME WIDTH 36" MAX. FRAME WIDTH FRAME WIDTH 36" MAX. WINDOW 36" MAX. WINDOW FRAME WIDTH 36" MAX. FRAME WIDTH 36" MAX, FRAME WIDTH PL° d1e `moo ion/o7 1 5/$" 5/81' 1 5/8" �✓ Z D \ I � / / z i SEE SINGLE 5 \ _ SEE SINGLE 5 \ _ SEE SINGLE 5 \ w /WINDOW ELEVATION Cr = WINDOW ELEVATION K ON SHEET i FOR o ,,, I WINDOW ELEVATION - w MOUNTING CUP M I ON SHEET 1 FOR I ON SHEET 1 FOR FRAME ANCHOR REQUIREMENTS & I ANCHOR RECEPTOR REQUIREMENTS & POSITIONS AROUND j \REQUIREMENTS & I \POSITIONS WINSOWS / '� i POSITIONS 1 AROUND WINDOWS \ / AROUND WINDOWS / - / z III v ( / I � oac�a, U=V)4: \�/� — ----- -- — — SOO `SEE "MUWON END DETAIL" \ SEE "MUWON END DETAIL" w "� ON THIS SHEET SFE "MUWON END DETAIL" ON THIS SHEET Lo Ck: z ON THIS SHEET $ EXTERIOR ELEVATION EXTERIOR ELEYKJON EXTERIOR ELEVATION a MULTIPLE WINDOWS ANCHORED WITH MOUNTING CLIPS MULTIPLE WINDOWS ANCHORED WITH RECEPTOR MULTIPLE WINDOW DIRECT MOUNTED (NO RECEPTOR) (CAMLOCK & BUTT HINGE CONDITION SHOWN. MULTIPOINT LOCK, WITH FRAME SHEAR SCREWS (MULTIPOINT LOCK, SNUBBER & SCISSOR HINGE CONDITION SNUBBER &- SCISSOR HINGE CONDITION ALSO APPLIES) z SHOWN. CAMLOCK & BUTT HINGE CONDITON ALSO APPLIES) SCALE: 3/4"=1'-0" (NO RECEPTOR) ^ (MULTIPOINT LOCK, SNUBBER & SCISSOR HINGE CONDITIONi coo SCALE: 3/4"-1'-0" SHOWN. CAMLOCK & BUTT HINGE CONDITON ALSO APPLIES) S zco 12 SCALE: 3/4"=1' /4"=1'—0" O Z;5 A* MULTIPLE UNIT NOTES: w o _ A 1. FOR ALL DETAIL NOT SHOWN, SEE SINGLE WINDOW ELEVATION. o a 6 2. THERE IS NO LIMIT ON THE NUMBER OF WINDOWS THAT MAY 'n 1 BE COMBINED HORIZONTALLY INTO ONE OPENING PROVIDING THE fl z OPENING IS DESIGNED 7T0 SUPPORT ALL LOADS TRANSFERED o0i �F_ � x FROM THE WINDOWS & THEIR MULLIONS. U o 3. LOCK SIDE OF WINDOWS MAY BE AT MULLION SIDE OR >+ z - a OPENING SIDE. 834 •• ••• 6 .. I II ANCHORS PER "FRAME ANCHOR PR011t3CT R8V1SGll a. ••: : : 1 REQUIREMENTS TABLE" ON BuildiPiying«ritl►ttteFlorido ��.�`�R ...... � � •• •: : : : : ••: Bnild111 Coa0 ``4t' `r.r rrr SHEET 1 (2 PER CLIP) AcceptanceNo_ *3o. '.0 ••rr�rrrrr N •• 09: _ •• • • • •• rte. tl ll7atc 12,014- • • • 0:0SUBSTRATE BY OTHERS PER !ty w a: 4 d �z • ••• ••• .0. •. .'. Mianil Dn o Product Control x � FRAME ANCHOR REQUIREMENTS ,�� .. .. p Q v ..: �� I END DETAIL TABLE PRODUCI'RMEWED (WINDOW FRAMES NOT SHOWN FOR CLARITY) as Build tyingwid►1heFlorida '` Fcyd,,rrrrr„r.•�r,r }3uilai”coag a�E SCALE: N.T.S. to TEo I "Q ._Q� Pf�e �/� + P O R ... . . . . ... . _ �lT �°� f r f r ti tke 1545 B . ... • • • • • • • • • • B �e,�._� SHEET N0. ••• ••• 0 Miami Daae Product ControP 2 of 6 RECEPTOR SCREW SUBSTRATE BY OTHERS DROW ar cti MED BY: SUBSTRATE BY OTHERS MOUNTING CUP SCREW PER PER ANCHOR SUBSTRATE BY OTHERS FRAME SHEAR SCREW WAX VA& (PER FRAME ANCHOR PER ANCHOR PM. out ANCHOR REQUIREMENTS {PER FRAME ANCHOR' ,�: o��as�o� (PER FRAME ANCHOR REQUIREMENTS TABLE ON SHEET 1 REQUIREMENTS TABLE REQUIREMENTS TABLE ON SHEET 1) REQUIREMENTS TABLE REQUIREMENTS TABLE TABLE ON SHEET 1) ON SHEET 1 ON SHEET 1) ON SHEET 1 3/8" MAX. 1 1/2" X 4 1/4" 3/8" MAX. SHIM AT SHIM AT EACH F--ANCHOR SHIM AT —LEACH ANCHOR (MAX. 1/4" THICK) EACH ANCHOR SEALANT - SEALANT BY OTHERS BY OTHERS SEALANT 31 BY OTHERS 3 1� 7 32 a 47 1 2 - - 5/8" MIN. 5 31 _T Z i 43 31 5 32 1 . o ono 31 EXTERIOR 0 CD LO EXTERIOR w LO c� _ w 8°cu wt� oo SEE GLAZING U- EXTERIOR w c� z r DETAIL ON. - `` o Cr to Z U3\ SHEET 5 z � PRODUCT REVISED J � y r \1 w os complying vvith thud III►ride z w Huiiding Codc Z t� SEE GLAZING a ncr�eptancs No � 1 DETAIL ON sxpir 1 oto \ SHEET 5 By / I 5 "� 5 / \ Mlamt Ba�2o Ptud��c3 C'o iiu! 0 z 19 wz 31 \ / 31 1 0e ^ 1 _ N 6 0 1s o �Q CUT 1" LONG SECTIONS ❑ 7 OUT OF SEAL TO ALLOW 1 SEALANT z $ � FOR WEEP (AT 1/3 L131 lei BY OTHERS � z POINTS SILICONE ) 5t SEALANT —� 3/8" MAX. - Mtn 7[ 1 1/2" X 4 1/4" ❑ 39 SHIM AT 3 cs SEALANT SHIM AT EACH F-ANCHOR EACH ANCHOR !2 , BY OTHERS (MAX. 1/4" THICK) 4 SUBSTRATE BY FRAME SHEAR 3 SCREW PER •• ••• • • • •• SEALANT OTHERS ANCHOR %W 11111 u 31 • ;IdUNTING CUP BY OTHERS (PER FRAME ANCHOR REQUIREMENTS t` � .�'ti' CUT 1" LONG SECTIONS OUT :•tC�y PER ANCHOR " REQUIREMENTS TABLE a :_ . E"'+ ` •• ••• •• • 3/8 MAX. SECTION TABLE ON SHEET I OF SEAL TO AU_OW FOR _ �2E'�UIREMENTS TABLE � _ _ � SHIM AT ON SHEET 1) -- A3 �`� �' WEEP (AT 1/3 POINTS) ON SHEET 1 EACH ANCHOR SCALE: 1/2 FULL 3 �' i� r• •• •;• ::RE • U 'FRATE•SY•6THERS (FOR DETAIL NOT SHOWN, SEE SECTION A1/3) w� Y- SECTION • Al P FRAAAE AACAOR i SCALE: 1/2 FULL•• 3 • jREMNTS•TABLE SUBSTRATE BY PRObUCf IENEMD � !� o t RECEPTOR SCREW PER OTHERS ON SHEET 1) ANCHOR REQUIREMENTS (PER FRAME ANCHOR Buitdir complying 1 the Florida 'eA�v `�.�•� .•••,.•• ,�' s� ••• ••• TABLE ON SHEET i Acoebtsnoo No 2 0 is• o SECTION A2 ON SHEET N .TABLE / /� 4 • uon ate � sB 4 • •• •• •• •' SCALE: 1/2 FULL 3 By W. _ sit ... . .0 3 OF 6 NOW BY. CHECKED BY 1 1/2--X 4 1/4" 3/8" MAX. 3/8" MAX. Puor AUL oa>�ws SHIM AT EACH F-ANCHOR SHIM AT RECEPTOR WIDTH SHIM AT FRAME WIDTH 1-2 07/09/07 (MAX. 1/4" THICK) EACH ANCHOR EACH ANCHOR FRAME WIDTH- SUBSTRATE WINDOW FRAME WIDTH MOUNTING BY OTHERS FRAME SHEAR CLIP SCREW (PER FRAME 5/8" MIN. SCREW PER PER ANCHOR ANCHOR ANCHOR REQUIREMENTS REQUIREMENTS 1 REQUIREMENTS 1 TABLE ON TABLE ON TABLE ON Z SHEET 1 SHEET 1) 32 SHEET 1. 7 31 21 1 42 31 22 / o SUBSTSUBSTRATE 43I BY OTHERS Li Z BY OTHERS (PER FRAME (PER FRAME ANCHOR ANCHOR I . REQUIREMENTS EXTERIOR REQUIREMENTS TABLE ON EAIANT TABLE ON a t � / ) BY OTHERS �p z t-C" SHEET 1) SEALANT 2 31 5 `-SEE GLAZING SHEET 1 SECTIONCD g3 ?_ z o 00 to BY OTHERS r3"�� / EXTERIOR RECEPTOR 32 2D SHEEF N SCALE: 1/2 FULL 4 3 I�a,n EALANT 31 5 SEE GLAZING SCREW PER SECTION. D132 (FOR DETAIL NOT SHOWN, SEE SECTION B1/4) o ac?mBY OTHERS DETAIL, ON ANCHOR SCALE: 1/2 FULN d SHEET 5 REQUIREMENTS �o o SECTION B1 TABLE ON zc'v� SCALE: 1/2 FULL 4 SHEET 1 _ ce to z 1 1/2" X 4 1/4" z SHIM AT EACH F-ANCHOR (MAX. 1/4" THICK) 3/8„ MAX. rn FRAME WIDTH MOUNTING RECEPTOR WIDTH SHIM AT o z_o$ 24 CUP SCREW EACH ANCHOR w �to PER ANCHOR -WINDOW FRAME WIDTH SUBSTRATE 9 Zc� REQUIREMENTS BY OTHERS W �v N SHEET TABLE �N 32 5 8" (PER FRAME o 60. - � / ANCHOR o ' 25 44 1 MIN. -REQUIREMENTS ° d 81 1 SUBSTRATE 2 TABLE ON Iz =z 31 23 BY OTHERS 26 SHEET t) (PER FRAME RECEPTOR -Nz / ANCHOR SCREW PER y 3 F-1 REQUIREMENTS �/ ANCHOR 7-3.8 TABLE ON REQUIREMENTS I SHEET 1) TABLE ON ." •• .. �Uc�wlshna� •. ; ; ;•; • I 27 as lnpiying�titilh the Flutfdu `4`�� �����'s�/ N .. • • . . .. - Bid di0 Code ••gee•••••••• Ac 4:11Nlco No to • ••• �f A CS I R pilatio Dole 2(rj"/� 0 �` ' .�Q coU. lS.'• � a Up � NZ .ar • see : 0 • . • iY_ .._�r s i. �• Q e+e 4I EXTERIOR \ / •• :vliaul!IAtiO ProdUCt c011t[OI '� elt! 4 Q S a V r EXTERIOR 7- / SEE GLAZING) J 5 ••31 •• SEALANT • •• .,/ 5 31 2 SEALANT pl�gDucr 1tBtv>:c�Eo3 p i SEE GLAZING 32 astomplying titizUl the Florida P 2 Z JIG., 3 DETAIL ON BY OTHERS BY OTHERS pulidingCode '•. G? .� DETAIL ON p J{� 08d 3 dg ®��d'6,' �tG'�, Acce tanceN. •••••••se•• N0. SHEET 5 ... . SHEET 5 SECTION �2orj /� P�1 ����� 1545 B . . . . . e / SECTION : : �1. :': : . : c2 �ffEl��e� L S«,E�r �,o. SCALE: 1/2 C .:. :' ': SCALE: 1/2 FULL 4 I Miami Dade Pro Rkt contra 4 of 6 BRAWN BY: CnECKEO 9Y: W.M KWAL 3/8" MAX. 45 8 1-2 DAM og/o7 FRAME WIDTH SHIM AT 9 24 EACH ANCHOR SILICONE -SEAIAhfT 5/8" MIN. 5/8" MIN. SILICONE SEALANT 1 1 FRAME SHEAR SCREW PER 1 ANCHOR REQUIREMENTS TABLE ON SHEET 1 a El • FJ o Z 38 38 0 ( SUBSTRATE 6 BY OTHERS (PER FRAME I EXTERIOR EXTERIOR ANCHOR SEALANT REQUIREMENTS ? CD mo BY OTHERS TABLE ON SECTION rD z _ SECTION C3 SHEET 1} SCALE: 1/2 FULL 5 ,,, to SCALE: 1/2 FULL 5 (FOR HARDARE CONDITIONS & DETAILS o (FOR DETAIL NOT SHOWN, SEE SECTION C1/4) NOT SHOWN; SEE OTHER SECTIONS) w 00 1 5/16" (SEE GLASS z NOVAGUARD OPTIONS BELOW) z S8C40—M170 OR DOW 995 OR —� GE MOMENTIVE RGS TREMCO PROGLAZE 7700 SILICONE 11 z 3/4" MIN, BITE 10 o O z 00 m 2� 37 3 Z;5 HOLLE WITH WEEP 46 U) 2 r`A ONE—WAY 15 0 N CHECK VALVE C5 8 AT MID—SPAN z � OF BOTTOM 5 M RAIL TYP. GLAZING DETAIL - o ' 4 GLASS OPTION 1: 1 5/16" LAMINATED I.G. (11,-V' 3 HT.ST./0.075" SOLUTIA VANCEVA/1/4" HT.ST. INTERIOR; Av 1/2" AIR SPACE; PRODUCT REVISED ti t E E f B t / " 1/4" TEMP. EXTERIOR) " as complying with the Florida GLASS OPTION 2: 1 5/1F. tAlelfffTfD• I.t1• (1. 4 13uitdin� Cod, ,,fit d� �' � � �.• o HT.ST./0.10" SOLUTIA SAR_" E�P11 s' �iT'S7 �t�ERIOR; Accepta»ceNo'.+�- • � v`+`Q�i�.••�`•c •••••����! f cam., 1/2" AIR SPACE; 1/4" TFJJP. =ERIQR ••. BxPirn ionnnt �ZQ',� .;�cj� to ••, `�,�, F „ GLASS OPTION 3: 1 S/16" LAMINATED LG. (1/4" _ " ���� r HT.ST./0.090 DUPONT SG/1/4 HT.ST. INTERIOR; 1/2 niami Dado Prudwl COMM •tu AIR SPACE; 1/4" TEMPS•EMMOR).•. •;• •. 's� Q 0. F GLASS OPTION 4: 1 5Jt$" L��MINA 6i$ 1.C. (i/�,." % W HT.ST./0.090" SOLUTIA•3ALFEX IIfG•A1�B/S%4" HISl'.' PRODilCfRENEWED �v� •�.� �``Qw°` v INTERIOR; 1/2" AIR SPACE; 1/4" TEMP. EXTERIOR) Scomplying ld g�CodB ih the Florida .p�,��((,�•o,, es-•e,.�E��4. GLASS OPTION 5: 1 5/1 LAM G. (,i/4" Acceptance No 6 d—!Q ��. 04- '`v���F�*P � HT.ST./0.090" DUPONT BLO71CIE PYB� �4"�NTIT. E" etc jj• .. ey 1S5E45 a B INTERIOR; 1/2" AIR SPACi« 1�'.4�,jEI�P• ETER�OR�: lDade Product Cantr - - - 5 of 6 iT DR074 6Y: Iowan BY: �-2.641--{ 3.234 1TEM # PART # ITEM DESCRIPTION MANUFACTURER/NOTES WRLLW.W.S. 0.080 0.936 PLOT OAiEo�/os/ar : 0.070 � � � 1 248-200 FRAME PARTS 6063-T6 ALUMINUM 1-2 a ❑ F 2 248-205 HEAD FRAME RECEPTOR 6063-T6 ALUMINUM 2.344 2,000 3S 2.000 3 248-018 HEAD FRAME RECEPTOR STOP 6063-T6 ALUMINUM 33R - 5 248-206 PROJECT OUT 6063-T6 ALUMINUM 34 VENT 6063-T6 ALUMINUM 6 248-212 HD MULLION 6063-T6 ALUMINUM >; @FRAME @HEADFRAME @HEAD/FRAME 7 248--448 MOUNTING CUP 6063-T6 ALUMINUM s ECR EPTOR RECEPTOR STOP 8 248-025 MULLION PRESSURE PLATE 6063-T6 ALUMINUM 3.515 - 9 248-026 MULLION COVER 6063-T6 ALUMINUM Z 0.080 35 i 2.750 1 .0.. 248-067 GLAZING BEAD 6063--T6 ALUMINUM 1.302 1'1 • 248-068 GLAZING BEAD COVER 6063-T6 ALUMINUM _ 0.070 12 248-466 STRUCTURAL MULLION CUP 6063-T6 ALUMINUM z rLY 248-415 VENT FRAME CORNER KEY CAST ALUMINUM 36 3.250 36 14 716-413 FRAME RECEPTOR CORNER'KEY CAST ZINC CARBON STEEL @SILL RECEPTOR 15 127-132 SETTING BLOCK EPDM QTY. AS REQUIRED 16 248-463 3.35" X 2.75" X 0.063" 5052 H32 ALUMINUM 36 SUB-SILL END DAM PLATE z o 4.854 HARDWARE 4.187 ----12.746 T19 248-451 4--BAR HINGE 6061-T6 ALUMINUM 3 8 I (2 PER WINDOW: ALL WINDOW SIZES) BY: ADVANTAGE MANUFACTURING � QPROJECT-OUT 0- 0.321 VENT 0.156 2.250 20 248-475 BUTT HINGE 6063-T6 ALUMINUM m o c3 o, 0.125 21 248-435 SNUBBER RECEIVER BY: ADVANTAGE MANUFACTURING 8_gilf OMOUNTING CLIP 22 248-425 SNUBBER DRIVER BY: ADVANTAGE MANUFACTURING 0 o 3.00023 248-433 MULTIPOINT LOCK BY: GIESSE v r` 0.072 2.000 24 248-428 HANDLE TO OPERATE MULTIPOINT •LOCK BY: GIESSE _ z 25 1 225-405/406 CAMLOCK HANDLE BY: BRONZE CRAFT W 2.930 r 0.367 ®HD MULLION 26 248-423 CAMLOCK HANDLE STRIKE BY: ADVANTAGE MANUFACTURING 0 1, �L 0.420 27 248-441 CAMLOCK STRIKE BACKUP PLATE 6063-T6 ALUMINUM z 0.115 T @MULLION COVER 0.851 SEALS AND SEALANTS 31 127-112 VENT WEATHERING EPDM 5 �o ® U�� 0.500 3.000 0.999 0.060 32 027-883 1 4" RECEPTOR WEATHERING FLEXIBLE PVC o zoo PRESSURE PLATE � L33 248--400 DEBRIDGING ERMAL BREAK TECATHERM-66-GF m �° 34 248-401 DEBRIDGING ERMAL BREAK TECATHERM-66-GF 3 z(5 o.84s -}-----� @QLAZING BEAQ o z" v 0.875 35 248-403 DEBRIDGING ERMAL BREAK TECATHERM-66-GF to �� Z� , ----�- 0 375 36 248-404 DEBRIDGING THERMAL BREAK TECATHERM-66-GF 0.060 0.865 37 127-074 0.215" BULB GASKET POLYPROPYLENE �•7 n. 8 a g ----L- 1.392 - 4 �---0.190 38 027-874 WEATHERING VISTAPLEX POLYPROPYLENE z to @GWING BEAD O 39 127-038 1 4" SEALANT SPACER SCR-900 Am 1. COVER 0.070 1.392 MISC. FASTENERS z 1.750 42 -028-520 10 X 1" FHTF SCREW 1 PER SNUBBER - -0125 O 43 128--940 10-32 X 1/4n PHMS TORX SCREW HINGE SCREW 2 PER VENT 2.165 44 128-415 #10 X 7/16- FHTF SCREW 4 PER CAMLOK ASSEMBLY $3 lu •• 45 128-943 Ile X 3/4' HHTF SCREW WITHIN 3" OF CORNERS & 9 MAX. O.C. ® CORNER KEY " " �, �2 �S��rr�� ��yy ••• 46 128--507 10 X 3 4 PNTF SCREW WITHIN 3 OF CORNERS & 18 MAX. O.C. .r 2.165 ••• 'G ' •,• CL 47 128-534 10 X 5 8" FTHTFS SCREW HINGE SCREW 3 PER FRAME F N 0.732 �t�t l 5f a��f�p ,Z • ••� �.37w5• • -��20 T ���`6��•v••�a.c,sc,,�`���� ���a 3 • � 1.065 • • • • • •--•�'-• • PRODUM'REVISED PRODUCTRENEWED as compilingwith the Florida 0.779 ••: :• L-'� +---� • ••• as complying with the Florida � a -" Building Code f, Q $uildutig Code (�r O }?J �. f e'" Q O 3 3 Acceptance NO_ ► Acceptwonce No w , 13 VE R E ••• �5 SQTJt�tG.BLOCK 21 SNUBBER RECEIVER lxpir ' lv to f''_ .�2f�`.L7 Ex ' n ace Zo! ;►� � � a o= � , • T ,",a o � ��;:�, • 1545 B CORNER, KEY • ••• 1. 1/2" LONG By� _ B _ .0 �, • • • • • • • • • • aAdiami ade Product COn ,tea. SHEET NO. • •• •• • • _ • •• ••_ A4iaRil Dado Product Cmtitrol �! OF �``,, • • ••• • • • •�� • • - _ f° •.•••••••`•� bah V V I 77-7715%v i Ed G Miami Shores Village RE � Building Department RECEIVED 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 NOV 0 3 1017 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 ee k BUILDING Master Permit No. gG �3 d 6� PERMIT APPLICATION Sub Permit No. r-jBUILDING ❑ ELECTRIC ❑ ROOFING REVISION EXTENSION RENEWAL r ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION 0 SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 1420 NE 103 STREET City: Miami Shores County: Miami Dade Zia:, Folio/Parcel#:11-3205-031-0030 Is the Building Historically Designated:Yes NO X Occupancy Type: Load: Construction Type: FloodZone: BFE: FFE: a OWNER:Name(Fee Simple Titleholder):MARC & ANNE LITZENBERG Phone#: ' Address:1420 NE 103 STREET City: MIAMI SHORES State: FL Zip: 33138 Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: E.J.D.CONSTRUCTION Phone#: 305-433-4843 Address: 1700 N.E. 143RD STREET` City: NORTH MIAMI State: FL Zip: 33181 Qualifier Name: ERIC SCARBOROUGH Phone#: 305-318-4978 State Certification or Registration#: Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$/000. �� Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition -.-..,� ,. , •tea-�._.,.�;.. ��......,.�.....♦.a..w.... Description of Work. RAILINGS SHOP DRAWINGS (ALUMINUM) K11 A Specify color of color thru tile: r. Submittal Fee$ . Permit Fee$ 4S, ' CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ 80 • a Bond$ c TOTAL FEE.NOW DUE$ (Revised02/24/2014) e 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 a 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 are nspection fee will be charged. Sign ture Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing i trument was acknowledged before me this day of NOV • 20 V7 by 12) day of N 0\1 �,� .20 A by (zc.Q7 wh s perso�Iywnoo � �{o, `�VII �r0U�yh0 is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. t NOTARY PUBLIC: NOTARY PUBLIC: Signa ar Sign: MAHARAIK.GONZALEZ 2 Print: ":� Print: ; P` EXPIRES:November 2,2020 ters °.; :r MYCOMM SSIONNFF242191 444 Seal: . a EXPIRES:October le,2oig Seal: .fJ;,t\.•' Bonded Thru Notary Pubk Underw tef, e ******************************** *** ***II*^^****************************************************************** II APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) 1 ' Zc , 11.b 10, 5(,p 2 RECEIVED CW44 f. P.E Florida P.E# :68447 NOV032017 13155 SW 134th street,#119,Miami,Florida 33186-Phone-Fax#(305)233-9442 -26'-b, PROJECT: •. ;•••• ,A,jWmMINVM 4TAIR & BALCONY CABLE RAILING, H=42" .:;... AwAdNUM WALL MOUNTED HANDRAIL .... S.a + GLASS STAIR RAILING, 1-1=36"o • •LITZENBERG RESIDENCE �pp��IZ6 F Vj •••• • '•••• 00000: 1420•NE 103 STREET, MIAMI, FL 33138 CUSTOMER: QUALITY RAILINGS MIAMI CORP. DESIGNER: Cesar Castillo PE STATE OF FLORIDA REG. # 68447 CODES AND SPECIFICATIONS: ALUMINON DESIGN MANUAL 2005 , A.I.S.0 9TH EDITION FLORIDA BUILDING CODE 2014 A.S.C.E 7-10 eti� i. ems, At CONSULTING ENGINEER 13155 SW 134th STREET, S 1 g MIAMI, FL 3318 / PHONE#(305)253 44 FLORID-d PF ttfiR 47 I i OCT 272017 I I CW,4 1. &v" P.E Florida RE#:68447 13155 SW 134th Street,#119,Miami,Florida 33186-Phone-Fax#(305)253-9442 ALUMINUM STAIR A BALCONY CABLE RAILING CALCULATIONS, H=4211 F.B.0 2014 ALUMINUM DESIGN MANUAL 2005 -A.S.C.E 7-10 -ALUMINUM 6061 T6 ALLOY INTERMEDIATE POST , CHECKING TYPICAL ALUMINUM RAILING-POST-H=42"(SQ.T 2"x2"xi/4) Load= 200 lbs Post Distance= 48 in = 4 ft H= 42 in M= 200,00 x 42 = 8400 lb-in Then M = 8,40 Kip-in CHECKING Fb FROM ALUMINUM DESIGN MANUAL 2005-SEE ATTACHED (Welding Members)Then Fb= 9,00 a Ksi WITHIN 1 in OF A WELD. •• r Then Srqr = 8,40 = 0,9 in3 • • • ••• • •• 9.00 ••••: • ••• : Then try with:(1)STEEL SQ.T 2"x2"xtl4" •••••• Sxx= 0,9 in3 = 0,9 o.k t •••••• • • • • THEN USE (1)STEEL SQ.T 2"x2"x1/4" •• CHECKING TOPICAL ALUMII�(4TQePAIL FOR CRITICAL CONCENTRATED LOAD • Load= 200 lbs (VERTICAL) •••••• •• •• 000000 Span= 4 ft ••••• • • •••••• M= 200,00 x 4,00 = 200,00 lb-ft • • 4 ••••• •••• •••• 2,40 Ib-in iFi: • • •••••• CHEC1411 FROM ALUMINUM DESIGN MANUAL 2005nSEE ATTACHED • • • •••••• (UnWelded Members)Then Fb= 19,00 Ksi • WITHIN 1 in OFA WELD. •••••• • •••••• • •••••• Srqr = 2,40 = 0,13 in3 • • • • •• 19,00 • •••• • ••• i Then try with:(1)RT 2"x1"x1/8" •••••• Syy= 0,21 in3 = 0,13 o.k • • THEN USE (1)RT 2"x1"x1/8" END POST CHECKING S.S 3116"DIAM.CABLE Load on Pickets= 25 psi Span=S= 4 ft Load on Cable= 25 psf x 0,25 ft(3") W= 6,3 Ib/ft f= 0,08 ft N=Reaction on posts N= w x S2 8 x f N= 6,3 x 16 8 x 0,08 Max Cable Tension= N= 150 Ib Then Use Cable=3/16"Diam.Stainless Steel 304 Cable-7x19 Tall= 3700 lbs x 25% 925 lbs -Allovable Capacity So: 925 > 150 PASS Use: 3/16"Diann.Stainless Steel 304 Cable -7x19 CHECKING POST ANALYSIS-CABLE LOAD(SEE ATTACHED SKECTH) (1)STEEL SQ.T 2"x2"x1/4" c Load= 557 lbs/ft Span= 3,17 ft M= 557 x 10,03 = 698,36 lb- ft 8 Then M = 8,38 Kip-in CHECKING Fb FROM ALUMINUM DESIGN MANUAL 2005-SEE ATTACHED (Welding Members)Then Fb= 9,00 Ksi WITHIN 1 in OF A WELD. Then Srqr= 8,38 = 0,9 in3 9,00 Sxx= 0,9 in3 = 0,9 0. THEN USE: (1)STEEL SQ.T 2"x2"x114" p CONSULTING ENGI 13155 SW 134th ST , UIT f 19 MIAMI, FL 33 PHONE#(305)253-9442 OCT 27 2017 FLORIDA PE. #68447' P.E Florida RE#;68447 13155 SW 134th Street,#119,Miami,Florida 33186-Phone-Fax#(305)253-9442 CHECKING CONCRETE EMBEDMENT FOR POST(On 4000 psi Concrete Slab) L= 42 in -Railing Height m= 4 in Embedded Depth C= 4 in Concrete Edge Distance P= 200,00 lbs Post Load Pc= 8000 psi Type of concrete=Epoxi 8000 psi a= (m/3)'(2m+3L)/(m+2L) Then: a= 2,03 in ok P2= (a2'P)/(m'(2'a-m)) = 824,42608 / 0,24 P2= 3.401 lbs And: P1= P2-P= 3.201 lbs With: m= 0,75 do= 3,50 in Vu= m'7'(a/do)^0.2`sqr(do)'sgr(fc)'Cl^1.5 • 5,25 x 0,90 x 1,87 x 89,44 x 8 • • • • • ••• • •• Vu= 6.303 lbs :••••o • •raeT� VU > 1.6 P2 t •••••• •••••• • • ' • • 6303 > 5121 o.k •• CHECKING•CRITICAL V) WE•CTION POST TO EXISTING CONCRETE SLAB-TYPICAL BASE PLATE ••••VERIFY PL41tAtQNC.SLA•Grb01AE•CT/ON-SHEAR 8 TENSION- so*:** yr • t"••• lbs-in Critical Moment at base of post so**:• h=•••• 4••• in Pivot distance for Bolts • 1%•••• •2,94••• lbs Shearon Plate •••••• T=M/h= 2100000 lbs Tension per row of bolts Tension= 2100 lbs Load per row of bolts •:•••• ••••• ••t1161A 100 lbs Load per row of bolts • Try using • • (4)3/841p Weng!Bolt Anchor(Min.Embed 4")per Plate- Into Existing Concrete Slab ••••Spacing Between BoltW • • 3 < 4,5 in 67% -100%FULL DESIGN Edge distan&P•••: > 4,5 in 100% -100%FULL DESIGN TENSION Ru= 2205 x 2 x 67% 2940 lbs > 2100 lbs SHEAR Ru= 1535 x 2 x 67% 2047 lbs > 100 lbs OX CHECKING BIAXIAL STRESSES 2100 + 100 = 0,76 < 1,0 O.K. 2940 2047 Then use:(4)3/8"4�Wedge Bolt Anchor(Min.Embed 4")per Plate- Into Existing Concrete Slab + i I 1 CONSULTING ENGINEER 13155 SW 134th STREET, SUITE 119 MIAMI,Ft_33186 PHONE 0(305)253-9442 pI-t')RIDA P.E. 06 CT 1� 1U11 ! t. P. Florida RE# : 68447 13155 SW 134th Street,Suite 119,Miami,FL 33186-Phone-Fax# (305)253-9442 ALUMINUM WALL MOUNTED HANDRAIL CALCULATIONS H= 36 in x. BRACKET DISTANCE= 48 in = 4,0 ft TYPE= ALUMINUM CODES: ALUMINUM MANUAL DESIGN 2005 FLORIDA BUILDING CODE 2014 ASCE 7-10 1.-CHECKING TYPICAL WALL MOUNTED HANDRAIL I cjwia I'G HAIVDI AX: : •". (1)Aluminum RT2"x1"x1/8" •••••i ' Load= 50 lbs/ft . ,?pan= 4 ft •' 1.T-VERTICAL'CAECKING 'OSING V00CF.NTRATEOjft?AD= 200 Ib *00:0• • • •••L C I 1 g t h= 4 ft ' •"". ."". M= 200,00 x 4,00 = 200,00 lb-ft • • •.•. •••• 4 Then M = 2,40 Kip-in •••••• • •"'•• Try= (1)Aluminum RT:2"x1"x1/8" • • • •••• Then Fb(UnWelding alements) = 19,00 Ksi Alum.6061T Alloy "" ....•: (UnWelded -See reference ADM 2005-Table 2-22) ' • WITHIN 1 in OF A WELD. Then Srqr = 2,40 = 0,13 in3 19,00 Then try with: (1)Aluminum RT 2"x1"x1/8" Syy= 0,21 in3 > 0,13 o.k THEN USE (1)Aluminum RT 2"x1"x1/8" CHECKING BRACKET (1)Aluminum Flat Bar 2 1/2"x1/4" Load= 200 lbs Cantilever Span= 2,25 ft BENDING CHECKING USING CONCENTRATED LOAD= 200,00 Ib Length= 2,25 in M= 200,00 x 2,25 = 450,00 lb-in Then Fb(Unwelding elements) = 19,00 Ksi -Alum.6061T Alloy (UnWelded -See reference ADM 2005 -Table 2-22) WITHIN 1 in OF A WELD. Then Srqr = 0,45 = 0,024 in3 19,00 Then try with: ( )Aluminum Flat Bar 2 1/2"x1/4" Sxx= 0,026 in3 > 0,024 o.k THEN USE (1)Aluminum Flat Bar 2 1/2"x1/4" COA41. C"' .r. CONSULTING ENGINE R 13155 SW 134th STREET, # 19 MIAMI, FL 33186 PHONE#(305)253-9442 FLORIDA PE. #68447 OCT 27 2011 I - r CW44 f. CA4V& PS Florida RE#:68447 13155 SW 134th Street,Suite 119,Miami,FL 33186-Phone-Fax# (305)253-9442 CHECKING BOLTS Moment= 450 Ib-in h= 1,0 in Pivot distance for bolt T=C= 450 lbs Per Each Bolt 1 S= 200 lbs T=Tension= 450 lbs Per Each Plate ' S=Shear= 200 lbs Per Each Plate Try using = ;('I j,3/8"Wedge Bolt Anchor(Min.embed.3 1/2")per plate @ 4'max.O.0 Into Exist.Conc.Wall Sb,iGip9$etweefi 1361!!! ••• > 4,5 in 100% 100%FULL DESIGN Edge Disftance=..... • • > 4,5 in 100% 100%FULL DESIGN TEr1S101tl ' . •• • Ru= ••'•2205 x 1 x 100% •••••• �•�••� 096.XX5 lbs > 450 lbs •..i•• •.•.�U= .�•��5,35 x 1 x 100% • •"•" 5 lbs > 200 lbs • 0.•••• • _K ...... . ..0 0 •• NECS<ING4A) AI-STRESSES 000000 0...... 4 0 + 200 = 0,33 < 1,0 o.k • • 2205 1535 Then use : (1)3/8"Wedge Bolt Anchor(Min.embed. 3 112")per plate @ 4'max.O.0 Into Exist.Conc.Wall 4 h r CONSULTING ENGINEER �. 13155 SW 1341h STREET, SUIT #119 MIAMI, FL 33186 PHONE N(305)253- r cl.nP10AFE. #68447 C,T 27 2 017 t. P. Florida RE#: 68447 13155 SW 134th Street,Suite 119,Miami,FL 33186-Phone-Fax#(305)253-9442 STAINLESS STEEL STAIR RAILING, CALCULATIONS H = 36 in POST DISTANCE= 48 in 4,0 ft ' TYPE= STAINLESS STEEL 316-Fy=42Ksi CODES: A.I.S.0 9TH EDITION FLORIDA BUILDING CODE 2014 ASCE?-10 1.-TYPICAL POST= (1)Stailess Steel Sq.t 2"x2"x1/8" �•• Load= 200 lbs • • ••• • �Itvt= 36 inches • W= 200,00 x 36,00 7200,00 Ib-in 6666.. •••' • • ' ' Then M 7,20 Kip-in 6666.. �.1�161NG StAli tSS STEEL 316, Fy=42Ksi)Then Fb=0.66xFy 27,72 Ksi Steel ••���� �••� MWITHIN 1 in OFAWELD. • •�••Tren -:y*r•= 7,20 0,26 in3 "'•" 27,72 6666.• 6666.. Then try with:6(aj!"less Steel Sq.t 2"x2"xl/8" •• 0:0.0: 6 66 Sxx= 0,55 in3 > 0,26 o.k • •••• THEN USE:O(01)Stailess Steel Sq.t 2"x2"x118" o.k 6.000. 2.- TOP RAIL&HANDRAIL: (1)Stailess Steel R.T 2"x1"x1/8" Load= 50 lbs/ft Span= 4 ft ' 2.1-VERTICAL CHECKING USING CONCENT. LOAD= 200 lbs Length= 4 ft t M= 200,00 x 4,00 200,00 lb-ft 4 Then M 2,40 Kip-in (USING STAINLESS STEEL 316, Fy=42Ksi)Then Fb=0.66xFy 27,72 Ksi -Steel Then Srqr = 2,40 0,09 in3 27,72 Then try with: (1)Stailess Steel R.T 2"x1"x1/8" Syy= 0,21 in3 > 0,09 o.k THEN USE: (1)Stailess Steel R.T 2"x1"x1/8" 3.-CHECKING CRITICAL CONNECTION POST TO EXISTING CONCRETE STAIR-TYP.BASE PLATE VERIFY PLATE TO CONC. SLAB CONNECTION-SHEAR& TENSION- . f M= 7200 Ib-in -Bending Moment h= 4,25 in -Pivot distance for bolts T= 1694 lbs -Per row of bolts �.i '1 I• C'".-i , PC. S= 200 lbs -Total load CONSULTING ENGINEER 13155 SIN 1341h STREET, SU # )9, MIAMI, FL 33186 PHONE#(305)253- 442 FI nPID4 PE. #6 447 i OCT 27 2017 i t. P. Florida RE#:68447 13155 SW 134th Street,Suite 119,Miami,FL 33186-Phone-Fax# (305)253-9442 Tension= 1694 lbs -Per row of bolts Shear= 100 lbs -Per row of bolts Try using (4)3/8"0 S.S Wedge Bolt Anchor(Min. embed.3 1/2")Per Plate -See Attached NOA Spacing Between Bolts= 3,5 < 4,5 in 78% -FULL DESIGN Edge distance= 3,25 < 4,5 in 72% -FULL DESIGN 1 TENSION ' Ru= 2205 x 2 x 56% 2477 lbs > 1694 lbs ! SHEAR 00 • ••J ru= 1535 x 2 x 56% :0.00: •••1735 lbs > 100 lbs 0000.• 0000.. • 0 OX • CNECKING 8;4"AL-STRESSES ••"'• ;•0000 •••1894 + 100 = 0,74 < 1,0 O.K. 0.00• 0 0 0iT3P 7-- 1725 `I•he*use (4jj :'(P SsWeage Bolt Anchor(Min.embed. 3 1/2") Per Plate -See Attached NOA 0000.. 0000.. g.;.CjjjCKING GLAJS PA%E�q j§'V27"X112" • •••••• Uni forn-61�pad= 25 Psf 0; 0 •.•Hei:ht= 27 inches 1.-CHECKINOWAiS PANEL 48"x27"x112"-BENDING M= 8,33 x 729,00 = 6075,00 Ib-in E 8 Then M = 6,08 Kip-in Glass Mr(flexure)= 24000 psi then Fb= Mr/4= 6000 psi Then Fb= 6000 psi Then Srqr = 6075,00 = 1,01 in3 6000,00 Then try with : (1) Glass Panel 48"X1/2" Sxx= 2,00 in3 > 1,01 o.k THEN USE (1)Glass Panel 48"X1/2" 2.-CHECKING GLASS PANEL 48"X42"X314" -SHEAR V= 112,50 lbs Glass Mr(shear)= 4300000 psi then Fb= Mr/4= 1075000 psi Then Fv= 1075000 psi Then Arqr = 112,50 = 0,00010 in3 1075000 Then try with: (1)Glass Panel 48"X1/2" At= . 13,5 in3 > 0,000104 o.k THEN USE (1)Glass Panel 48"X1/2 CONSULTING ENGIN 13155 SW 134th STREET, UIT 11 I MIAMI, FL 331 6 PHONE#(305)25 -944 FLORIDA P.E. # 8447 OCT 27 2017 PRODUCT DESCRIPTION: _ THE wEDGE­BOLT ANCHOR IS A UNIVERSAL HIGH STRENGTH CARBON STEEL ANCHOR DESIGNED FOR USE IN STONE AGGREGATE CONCRETE.IT IS A VERSATILE-HIGH PERFORMANCE ANCHOR THAT IS REMOVABLE.IT IS AVAILABLE WITH A FINISHED HEX WASHER Q- - HEAD IN 1/4-,3/8'.1r1-,5/B'AHO 314'DIAMETCRS.THE WEDGE-BOLT ANCHOR IS A ONE-PIECE UNIT FORMED FROM THROUGH _ _ - "� 0 •- 1-IP.ROE NEO STEEL WITH A FINISHED HEX HEAD FORMED WITH AN INTEGRAL WASHER A QUAL LEAD THREAD.AND A CHAMFERED ��--11 -u TIP.THE CARBON STEEL VERSION OF THE ANCHOR IS LNC-PLATED FOR CORROSION RESISTANCE WITH A SUPPLEMENTAL WEDGE-DOLT ANCHOR L 2Q 9 c CHROMATE FINISH IN ACCORDANCE WITH ASTM 8 033. •. r a3 v�a GENERAL NOTES: 'A' E ` I. THESE APPROVAL DOCUMENTS REPRESENT A POWER WEDGE-BOLT ANCHOR ANALYZED WITH THE PROVISION SET FOR THE _ O ISSUANCE OF A NOTICE OF ACCEPTANCE INOA1 BY MIAMI-OAOE COUNTY PRODUCT CONTROL DIVISION FOR THE HIGH VELOCITY /IURRICANE ZONE(HVHZ)OF THE FLORIDA BUILDING CODE 2004 WITH 2005 SUPPLEMENT. \ l 2. ANCHOR INSTALLATION SHALL H ,BE MADE IN ACCORDANCE WITH THE MANUFACTURE'S PUBLISHED INSTALLATION INSTRUCTIONS 1 2- / tea= AND THIS MIAMI-OADE COUNTY L NOTICE OF ACCEPTACE.THE WEDGE-BOLT ANCI IOR HOLE LUST BE DRILLED USING A - 3 I d, ' GI K••'-.a SPECIAL MATCHED TOLERANCE WEDGE-BIT.TO INSTALL THE ANCHOR.PRESS THE CHAMFERED TIP OF THE ANCHOR THROUGH `� Z::3 THE FIXTURE INTO THE HOLE AND TIGHTEN 17 USING A SOCKET WRENCH OR IMPACT WRENCH.AS THE ANCHOR 15 TIGHTENED ' INTO THE HOLE.THE REVERSE PARABOLIC DUAL LEAD THREADS UNDERCUT THE WALL OF THE HOLE.fHE DUAL LEAD THREAD IS FORMED WITH A HIGH HELIX ANGLE FOR FAST ENTRY AND ADVANCING.A SPECIALLY DESIGNED RELIEF THREAD FORMED IN THE ' 2= BOGY OF THE ANCHOR ALLOWS EASY TIGHTENING.FOR EASE OF IDENTIFICATION AFTER INSTALLATION.THE HEAD OF THE A= LENGTH B=D(AhIE T E R _ ANCHOR IS STAMPED WITH BOTH THE DIAMETER AND LENGTH ALLOWABLE TENSION AND SHEAR VALUES ARE NOTED 1N TABLE I ® ^~ 6FL• "® 3. NO INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN TIME DESIGN OF THIS PRODUCT. , 4 THESE APPROVAL DOCUMENTS ARE GENERIC AND DO NOT INCLUDE INFORMATION FOR SITE-SPECIFIC APPLICATION. / O L' - 5 USE OF THESE APPROVAL DOCUMENTS SHALL COMPLY WITH CHAPTER GIGI5-23 OF THE FLORIDA AOMIrn STRATIvE CODE / 3 E 6. ANY MODIFICATIONS OR ADDITIONS TO THESE APPROVAL DOCUMENTS WILL VOID THE APPROVAL DOCUMENTS. 5 JQ TABLE No.7 WEDGE-BOLT ANCHOR-Allowable Loads. m �✓ Anchor Embedment 2000 pLTJ psi'Concrete 3000 psi Concrete 4000 psi Concrete 5000 psi Concrete 6000 psi Concrete I u F size / Depth Tension Shear/ Tension Shear Tension Shear Tension Shear tension Shear (inches) (inches) (pounds) (pounds) (pounds) (pounds) (pounds) (pounds) (pounds) (pounds) (pcunds) (pounds) _ 1 ABO '60. 260 390 335 520 375 560 415 600 1/4 /4 1-1/2 360- 550 - 450 550 535 550 SBI 590 620 625 2600 550 795 550 985 550 1.115 640 1,245 730 Jahn W i(rlex s 2-1/2 Bao 550 1.025 550 1.165 550 1,240 640 1,315 730 > TABLE No_2 WEDGE-BOLT ANCHOR-Allowable Spacino and Ed a Distance. / 1I4....."e;e•o 1-1/2 475 045 555 1,010 630 1,170 695 1.440 760 1,710 DISTANCE FOR FULL ANCHOR DISTANCE FOR REDUCED ANCHOR REOLICIION 2 750 1,110 865 1,190 900 1,270 1.140 1.490 1,300 11710 CAPACITY (Critical D;slonae)' CAPACITY (Minimum Distance)2 FACTOR' ' 3/0 2-1/2 1,025 1.370 1,180 1,370_ 1.330 1,370_ 1.585 1,540 LB35 _ 1.710 3 11450 1,425 1.695 I,455 1.935 1,480 2.205 1,595 2,475 1.710 SPACING OEI VCCN ANCHORS - fCHSID4 4d 0.50 12d 7 's 3-I/2 1,875 , 1,475 2.205 1.535 2,535 1,590 2,825 1.650 3,110 1,710 STACINf, BCI V([N ANCHORS - SHEAR ltd 4d ' 0.75 / 2 [0GC DISTAIICC - TCNSIDN 13d Y 3.1 2715 1.470 050 1,570 9B5 1,705 1.090 1.945 1,195 7 2.185 EOLC OISinHCC -S11CnR ' 12d/ d O.IS 2-1/2 , 1.1125 1,670 1.165 1.775 1,300 1,875 1.460 2,075 1,620 2.270 1/2 3 1.480 1,790 1,715 1.945 1.950 2.095 2.150 2.185 2.345 2.270 1- The listed vogues are the minimum distances required to obtain the load values listed in Table No. 1. � 3-1/2 1.515 2.165 1,1320 2,220 2,120 2.270 2.550 2.335 2.975 2.400 'd• equals Anchor Diameter. when adjacent onchors ore different sizes or embedments. use largest value ,1 'd' -h 4 1,890 2.165 2,525 2,220 3,155 2.270 7,155 2.375 3,155 2,400 2- The listed values ore the minimum distances of wh;ch the anchor can be set• when load values arc / adjusted oppraprlalely. e I 2-1/2 855 I4B00 1.020 2,255 1,180 2.705 1.455 3.070 1,725 3.350 3- Load .,lues In the tables arc multiplied by the reduction laclar .+hen anchors are installed at the -•--r- • ••I;n;mum d:s lance Gsled. Linear intcrpalalion may be used for spacing or etlq< distances between the r ,moi 5/B 3 1,110 2.325 - 1.495 2.690 845 3,055 2.045 • 7.305 Z 5 • • critical and m m dislonces. Mull;ple reduction lac tors far more than one spoe;ng or edge d;slonee ' _ 4 2.060 7,145 .,2.625 3.420 7,190 3,690 7.705• 3.875 3,•® 74904 • • shall be tale ul,led separately and multiplied. / 5 3,325 3.750 3.940 4,010 4.555 4,270 4.BB5 4.35 72- c 44 • • t 3 1.0110 3.005 1.750 3,420 1.620 3.835 1,900 •• 4, .5• •4.69'.•1.780 3,630 2.410 4590 3,035 5550 3.270 5.630 5,705 4,690 7293 _ 3.755 6110 4.705 __ 6.150 6.190A7,BB5 5.745 4,180 6-210 4,475 6,670 5,755 6.670 6,670 ••• ••• Es¢ndas U 1- Spacing Loads are booed on Ullbe in Load divided th a Table solely tactor. • • • • • • • • 07 r 2- Spacing and edge eislonce snap be in oc cardnnce with Table N0. 2. • • • • • • • �nT n 1r.n;�- • • • • • • • • • on•�tn. 06-38 ••• • ••• • • • sheerI • •• •• • • • •• •• S(O DATE: 10/23/17 REVISIONS BY ALUM TOP RAIL RT 2"x1"xy" ALUMINUM STAIR CABLE RAILING ALUMINUM WALL MOUNTED HANDRAIL CITY STAINLESS STEEL ELEVATION ELEVATION YWO CABLE ALUM POST cr e ST 2"x2"xy" c t m ,u� ALUM HANDRAIL LLI v ._ e RT 2"x1"xYa" o " N cD o m o o O LL C-14 N d M in 4'-0 MAX O.C. 4— c— CORE DRILL ALUM TOP RAIL e a ° a' iN 5 3 c_z C-4 RT 2"x1"x "SEE DETAIL ALUMINUM HANDRAIL d q Nilli, C�STAINLESS STEEL RT 2"xt"xYa' . • '' ° 0C=Da ° d %6'0 CABLE a O N ° ALUM POST DETAIL C O 00 ST 2"x2"xY4" U Za M w� s_� t ,y,�t 4 e d?. d a _. .o ETAIL D �n d Y�.7T■ v e. a n ALUM HANDRAIL - fi v .° c •4d ° e,.. d. RT2"x1"xy" EXISTING CONCRETE STAIR - ° d ° �1/}ialTll I ltilt�J Vlihac�� 4 s. . e ° APPROVTG. 0000•• ` - 0.:.••0•00• 00d.'••:••�: •0•••00•n�0i•00•"•••••`• a<n. . e • oI cl) °a ° °° I e � ° m Q J�.•.. ZSJjNGDE ° 0_ a Ul 4 ° e Ga Z •00000 •• *4 < 3"0 SPHERE i mFr`- �BLDG DEPT Mp REJECTED d : } U = ••••• •••• e. LL 0 d 'TOCChla .L Q e Q Q0000•• _ I'll)htUULjA I IUNb Z ORE V DRILL C1 • •• SEE DETAIL DETAIL C ALUMINUM BASE PLATE DETAIL •�•••� 2Yi (1) O"0 WEDGE BOLT ALUMINUM POST CHOR (MIN.EMB. 3J4") INTO EXISTING CONCRETE ST 2"X2"X1/4" WALL � HANDRAIL ALUMINUM Z Q _ ) Ll_� - RT 2"x1"x16" ALUMINUM BALCONY CABLE RAILING - 4 3 � � � M ELEVATION3"- `� °' wO m _j 2"xYa ALUM RAIL ALUMINUM PLATE J O LL BRACKET WELD TO ALUM TOP RAIL MOUNTING ANGESMOTTH RAIL " 4"x4"xy"W/(4)"0 W Z RT 2"x1"x%8" 4'-0" MAX O.C. GRIN4 WEDGE BOLT ANCHOR CO � Q 1 (MIN.EMB 4')INTO Z W O ALUM POST CONCRETE STAIR. N O It ST 2"x2"xX" DETAIL D J D- %6"4J STAINLESS STEEL CABLE RAILING GENERAL NOTES +r - ALL STRUCTURAL ELEMENTS TO BE ALUMINUM 6061-T6. 3"0 SPHER _ - ALL CONNECTIONS TO BE FULLY WELDED "-ER5356 SHEET DESCRIPTION REJECTED ; - ALL WELDS COVERED WITH CORROSION RESISTANCE COATING. !.�..•:. .: '': - ALL STRUCTURES DESIGNED IN ACCORDANCE WITH: NOTES/DETAILS ` F.B.0 2014 A.S.C.E 7-10 ALUM.BRACKET ALUMINUM DESIGN MANUAL 2005 SHEET:1 of 2 - NOTIFY ENGINEER OF ANY ERRORS / OMISSIONS FOUND OR IF PLATE 2"Oxi"W. ANY PART OF THE DRAWINGS IS NOT UNDERSTOOD BEFORE PROCEEDING ALUM BASE PLATE--- (1)%"0 WEDGE BOLT WITH THE WORK. SEE DETAIL _ ANCHOR(MIN.EMB 3j" - ALUMINUM SURFACES IN CONTACT WITH CONCRETE OR MANSORY MATERIALS_LL - ALUM HANDRAIL INTO CONCRETE WALI SHALL BE PROTECTED WITH HEAVY-BODIED BITUMINOUS PAINT. RT 2"x1"xYe"W.BRACKETS - CONTRACTOR MUST VERIFY DIMENSIONS ON JOB SITE BEFORE MANUFACTURE. B e•' •.e• _° .e °. .a,< 'd '. 'd 4'_0"MAX SPACING DESIGN LOADS THE FOLLOWING LOADS WERE USED: - RAILINGS: 200 LBF (IN ANY DIRECTION ON TOP RAIL) - 50 PLF (IN ANY DIRECTION ON TOP RAIL) t - 25 PSF (ON AREA BETWEEN PICKETS AND FLOOR) - ALL LOADS ARE NON CONCURRENT. DATE: 10/23/17 REVISIONS BY STAINLESS STEEL STAIR CABLE RAILING ELEVATION STAINLESS STEEL BASE PLATE DETAIL 4'-0"MAX O.C. STAINLESS STEEL POST n ST 1 "04"xy" N m W t d v 7 4•• 3" oc-. N 4 d_ STAINLESS STEEL STAINLESS STEEL PLATE U m L. F-- w •v+•- TOP RAIL RT 2"x1"xy" _ 4-.4-W,-W/(4)%-0 � O WEDGE BOLT ANCHOR i 5 I m d d �' ST-0 CABLE (MIN.EMB 4�� (MIN.EMB 4')INTO 'no Z N /6 0 CABL CONCRETE STAIR. U U o0 CL M d STAINLESS STEEL M A 4 POST ST 1}"x1}"x%" d . 000 4 d d • • d :••••: • ••• :Q 3"O SPHERE REJECTED Q •• • • • • a d d STEEL PLATE 00 V • •••••• 4 ° d d 6"0 SPHER4"x4" "W/(4) "0 J U-1 ch 000000 :••••• .00 '•• REJECTEDd WEDGE BOLT ANCHOR Q O Q m (MIN.EMB 4')INTO U J • • ° CONCRETE STAIR. LL ••••• •••• 4�••• d Q m • • • 6:00 •••• �•••i• d 4 d STAINLESS STEEL Q Q •••••• d Qd d TOP RAIL RT2"x1"xY"' Z • d d ••••••• • •••••• ° S AINLESSSTEEL d o ••••••• POST ST 2"x2"xYe" co • • 000000 • F1 •• d d ••••• d • • d d d d d .d d d io Q STEEL PLATE-\,d d 5"x5"xY W/(4)%"0 W d 4 WEDGE BOLT ANCHOR u Q d d Q (MIN.EMB 4')INTO d W W 0 W LLJ 00 CONCRETE STAIR. M °' ° ° dd d �• GENERAL NOTES: Q • 4 U � M ALL STRUCTURAL TUBES TO BE STAINLESS STEEL A500 GRADE B, Fy=46 ksi w - ALL STRUCTURAL PIPES TO BE SHC. 40 STAINLESS STEEL, Fy=50 ksi -i CD LLL ALL STRUCTURAL STAINLESS STEEL PLATES TO BE Fy= 36 ksi Ur ALL CONNECTIONS TO BE FULLY WELDED -E7018 UNLESS OTHERWISE NOTED W H W m Z Q Z W o - CORE DRILL DETAIL N - ALL WELDS COVERED WITH CORROSION RESISTANCE COATING. -J - ALL STRUCTURAL ELEMENTS TO BE COVERED WITH GRAY PRIMER ANTICORROSIVE ST 2"X2"XY4" - ALL STRUCTURES DESIGNED IN ACCORDANCE WITH: MIN EDGE DISTANCE =4 POST F.B.0 2014 A.S.C.E 7-10 SHEET DESCRIPTION A.I.S.0 9th EDITION SET POST INTO CORE DRILL - NOTIFY ENGINEER OF ANY ERRORS / OMISSIONS FOUND NOTES/DETAILS OPEN 3Yz"0X4" LENGTH d OR IF ANY PART OF THE DRAWINGS IS NOT UNDERSTOOD. FILL WITH NON METALLIC, - CONTRACTOR MUST VERIFY DIMENSIONS ON JOB SITE SHEET:2 of 2 NON SHRINKING GROUT a BEFORE MANUFACTURE. fc=8000 PSI DESIGN LOADS - _ THE FOLLOWING LOADS WERE USED: - RAILINGS: 200 LBF (ON TOP RAIL) d. 4 a - 50 PLF (IN ANY DIRECTION ON TOP RAIL) - 25 PSF (ON AREA BETWEEN PICKETS AND FLOOR) 3Y2"0 - ALL LOADS ARE NON CONCURRENT. . ^ / — — ZJ 44 IzTAINLESS,STEEL CLASS STAIR A RAILING SEE DETAIL nt g. SEE DETAIL RAILINC ° °°° °°°^°° � ° °° ° °°°° °*w° ^ ALUMINUMWALL MOUNTED HANDRAIL ° ° " ° °=° 00000 . °°°°° . / ° ° ° °°== 1, k- SEEDETAIL °°=°° ° °°�°°~ ] ° =°°°° ° °° . ° ° ° ° ° ~ uzmfik °°°°°~ . * ~ jp- EN Til � ALUMIN RAI LING SEE DETAIL SEE DETAIL 14 It 4AA" SITE PLAN — --_ — | �_ _ ,mm�^ �nvOa- -' _ ° * ° * ow AS,Wj ts 11 05 FE I CLOSE LOCATIO TOP OF SECOMD FLOOR a' rb�b'RdQM ALUMINUM BALCONY 0 ml NTR BATH CABLE RAILING VERTICA ° ° CON RA °°°°°* PEFFl_T ° ° * ° SEE DETAILS ,p 22-v 14_G�vz CON � 00 NOTE 4. BALCONY SITE PLAN jjj%%ii6.w --SECOND FLOOR PLAN nm � � ^ - ' C� T(A110 Miami Shores-VII lage �,ot Building Department ISE, , i E _vty.._.�•- . 10050 N.E.2nd Avenue,Miami Shores, Florida 33138 $Y; Tel: (305)795-2204,Fax:(305)756-8972 ��.: INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 201 BUILDING Master Permit No. PERMIT APPLICATION Sub Permit No.TrOSS 7t6[W ha ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION `SHOP CONTRACTORDRAWINGS JOB ADDRESS: /f L' I e City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated:Yes—'NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder): L 1Aznnw/� Phone#: Address:_ 1y�)-o t,* A03 w City:_W/am I 5 5 State: 'Ft` Zip: Tenant/Lessee Name: Phone#: ,. Email: f CONTRACTOR:Company Name: c 1 frG-Fcn'�1 Phone# S l� ygy3 Address: 17� PG Lf-'S 5 City: `�1 �rt� �,�l�,gr,�, State: =( _ Zip: Qualifier Name: fSCal10661-Ve i Phone#_ !5 31$ yq-7$ State Certification or Registration#: G'�G �.S i.S'q� 'Certificate of Competency#: DESIGNER:Architect/Engineer. 41. x Phone#: Address: City: State: Zip Value of Work for this Permit:$ Square/Linear Footage of Work: —A7 Type of Work: ,❑jAddition ❑ Alteration ❑ New, ❑ Repair/Replace ❑ Demolition Description of Work . t!:rf/SS S,1On 1 " U" ••, ry % Y a ._+!:a i.�<n.i.x n.ei,irt�J .rA:—anN•� Specify color of color thru tile: rr =f Submittal Fee$i µ Permit Fee$ CCF$ CO/CC$� Scanning Fee$ 1 Radon Fee$ DBPR$ Notary$ F Technology Fee$ Training/Education Fee$ g Double Fee$ k Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ fZ tl W (RPvicPdn7/94/m141 �t Bonding Company's''Nam'e;(if applicable) Bonding Company's Address. 1 CityState Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address Y s 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..... t I 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. r, f "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_wil/.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 buildingpermit is issued. In the absence of such posted notice, the inspection will not be ction fee will be charged. Sig ature Signature OWNER or AGE CONTRACTOR The foregoing.instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 1 day of 120�� by, day of 20 by tunrq �ITZ.O�Y\ Q who is personally known to C S �r who is p sona wn to me or who has produced as me or who has produced ' as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: \y\11111111111 p31V1S � Si n. Sign: •y Print: ) ��bSsjjfl :g; Print: Seal: ;;as RAQUELA.SCMOF RBOROUGH :d MY COMMISSION N FF 242181 Seal: f •oc'0� ,,. EXPIRES:Oct °, ober 18,2019 > bd 0/SSIWw •° �� ' S;h Bonded rnN rtota<y Public undeiwr tars , APPROVED BY Plans Examiner Zoning All� / Structural Review Clerk 10-4-4n')11n/)nl A UNITED August 9,2016 Engineering, Inc. Miami Shores Village Building Department 10050 NE 2"d Avenue Miami Shores, FL 33138 Ci J Attention: Building Inspector Reference: Litzenberg Residence- 1420 NE 103`d ST Permit No.: RC15-562 UNITED Project No.: 1801-21 Sir/Madam: As requested,please let this letter serve as confirmation that our response to RFI No.3,dated May 31,2016,requested the contractor provide a planter wall of seven and half inches wall with #4 reinforcement at 12" each way. Our response also confirmed the proposed stairs are not connected to the pool and cantilever from the above referenced wall. If you need any additional information or would like to discuss further,feel free to contact me. Sincerely, 1'1�p jldl/sraar�sI UNITED ENGINEERIN N DOSE ENs �u� JUAIO`� 426 J. FU NTES, P. A EED A Structural Engineer - Of e' Florida License No.624 +�FZ OR I O N . x��t�Q,�1 JF ,,ONA L�E� ,,�►' PA1801-21 Litzenberg Residence\0-Project Admin\Corres\L16-08-09 Inspector 1801-21.docx UNITED Engineering, 9700 S.Dixie Highway, - 880 Miami, FL 33156 786.347.5250 www.unitedeng.pro UNITED August 9,2016 Engineering, Inc. Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, FL 33138 Attention: Building Inspector I� Reference: Litzenberg Residence- 1420 NE 103rd ST Permit No.: RC1 5-562 UNITED Project No.: 1801-21 Sir/Madam: As requested,please let this letter serve as confirmation that our response to RFI No.3,dated May 31,2016,requested the contractor provide a planter wall of seven and half inches wall with #4 reinforcement at 12" each way. Our response also confirmed the proposed stairs are not connected to the pool and cantilever from the above referenced wall. If you need any additional information or would like to discuss further,feel free to contact me. i"......� '' Sincerely, ,��'�JQSE FUc UNITED ENGINEERINENS'F No. 62426 '> a ° AJ.F ENTES' ., OF Structural nginee _ � Florida License No. 40 R��, JF P.\1801-21Litzenbera Residence\0-Proiect Admin\Corres\L76-08-09 insDectoor 1��1.d0cx . r UNITED Engineering, 9700 S. Dixie Highway, - 880 Miami, FL 33156 786.347.5250 www.unitedeng.pro 468 E. 9 STREET HIALEAH, FL 33010 P.O. BOX 1418 HIALEAH, FL 33011-1418 c PHONE: (305)885-4966 FAX: (305) 885-4969y Notice of Preventative Treatment for Termites (As required by Florida Building Code (FBC) 104.2.6) - 4Lfi5 C'Iranj coneou'r&-c' Mom srVA-k-'s Address of Treatment or Lot/Block of Treatment -7/251201(v 12 :0) OW M.Coma s Datte/ Time Applicator Product Used Chemical used(acti a ingredient) Number of gallons applied 1 � .I. SID45m Percent Concentration Area treated Linear feet treated -Nuri zynfal Stage of treatment(Horizontal,Vertical,Adjoining Slab,retreat of disturbed area) As per 104.2.6-If soil chemical barrier method for termite prevention is used,final exterior treatment shall be completed prior to final building approval. If this notice is for the final exterior treatment,initial and date this line ra >+ r.Authorized Si ria ure f k t { + 1 t 7 Hutting FIELD DENSITY Enuineevs REPORT dFkdA;k c I Established IX? Your Project is Our Commitment PROJECT NO. Doral-3301 TO CLIENT Leading Edge Contractor Leading Edge Contractor Services, C.C. Inc 17025 NW 78th Avenue Mimai, 33015 ATTN: Robert Comes ��/ 7 'P PROJECT Montero Residence Addition LOCATION 465 Grand Concourse Miami Shores, FL REPORT NO. 2 NO.OF DENSITIES 3 TESTED BY J. Perez DATE TESTED Jul 26, 2016 CONTRACTOR See Supporting Lab Testing AREA Slab on Grade Addition Reports for Detailed Material CONSTRUCTION TYPE (0-12" ) Descriptions MOISTURE DRY DENSITY DENSITY Laboratory COMPACTION NUMBER LOCATION Soil Identifier FIELD LAB FIELD LAB % 5 NW corner Light Brown Fine San 8,8 11.5 103.8 105.0 99 6 Middle section Light Brown Fine San 8.9 11.5 104.8 105.0 100 7 Se corner Light Brown Fine San 8.1 11.5 105.3 105.0 100 I FIELD METHOD Nuclear ASTM D6938 SPECIFIED COMPACTION 98 LABORATORY METHOD Modified Proctor ASTM D1557 LOW DENSITIES INDICATED COMMENTS Page 1 of 1 Jul 26,2016 Nutting Engineers of Florida, Inc. PER. I These test results only represent compaction measured at the location reported to a maximum depth of 12 inches below the surface tested. Paul C.Catl6 98 P.E.#6844 This report does not reflect bearing capacity or deeper soil conditions. This report shall not be reproduced,except in full or relied upon without prior written approval of Nutting Engineers of Florida,Inc.. i Palm Beach(561) 736.4900*Broward(954)941.8700*Miami Dade (305)824-0060*Port St.Lucie (772) 408-1050 r • 7450 Griffin Road#140 Davie,Fl.33314 Tel:954-584-6115 Fax:954-581-2415 • E-mail:ppeana asoilprobe.net L------Soilprob,,e_,�l. ,Engine'e- ' "m' 'g-�-&-Tesb"ng, � July 21,2016 J.L.0 Enterprises,Inc. 3320 NW 69`x' St. Miami, FL 33141 1 RE: Pile Installation Certification Proposed Addition 1420 NE 103rd St. Miami Shores,FL This is to certify that on July 19, 2016 a representative of this office visited the referenced site to observe the installation of three (03) 3.5" ID; 4" OD and schedule 40 hot dipped galvanized steel pin piles. The piles were installed at locations staked in the field by the owner's representative to depths ranging from 13.0 to 14.0 feet below grade as shown in the attached pile log and location sketch. We further certify that our authorized representative observed the piles and their installations and that the workmanship and materials used were in substantial compliance with the specifications supplied to the Contractor and in accordance with the approved drawings specifications. We also certify that the referenced pin piles are capable to sustain a net allowable bearing capacity hof 5 tons (10 Kips)as shown in the attached pile installation log. Should you have any question regarding the above, or if you require additional information, please contact this office. k Sincerely, Soilprobe Engineering & Testing,Inc. I 4- "a na,PE. �g•' o37334 - CO{ City 6f Miami Shores,FL Cc: %;EJD Enc. I, Pile log;Location sketch i . - , Engineering is the essence ofsci_ence`and technology q. 31. . y f Page 1 of 1 4" Diameter Steel Pile Log •1 Cr. Pile Diameter Penetration Hammer Driving Date:,7/19/16 No: I.D. IN. FT. Weight Time KIPS No: (lbs.) (min.) Notes 1 1 4.0 13.0 600 6 2 2 4.0 14.0 600 6 3 3 4.0 13.0 600 6 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Misc. Info: Project: Proposed Addition City: Miami Shores, FL Steel Spec's: 3.5" ID, 4 OD Contractor: EJD Logged By: RC Schedule 40 galvanized pipe - - - - Load Bearing: 5 tons Address: 1420 NE 10311 St. Enginee s Se k. 1E M i w +r f Ga—2 ca-2 ZL�' Vim! a 16 to in LE PARTIAL FOUNDATION PLAN SCALE: 1/4• _ V_011 f SOILPROBE ENGINEERING AND TESTING JLU Enterprises,Inc. Pile Location Sketch 7450 Griffin Road#140 1420 NE 103rd St. Davie, Miami Shores,Tel. (954))584-614-61 amores15 ,F L Fax.(954)581-2415 s 114ACING FOR THREE PLANES OF ROOF BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES I AkRIOSTRE EN TRES PLANOS DE TECHO EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x:2 Y 4x2 Refer to BCSI-B7 Maximum lateral brace spacing Summary Sheet 10'o.c.for 3x2 chords This b6cing method is for all trusses Except 3x2 and'Ix2 parallel chord trusses. -Tempgrary and 15'o.c.for 4x2 chords Diagonal braces Este m6todo de arriosLre es para todo trusses excepto trusses de cuerclas paralelas 3x2 y'Jx2. Permanent Bracino �01 ov every 15 truss for Parallel Chord spaces(30'max.) I TOP CHORD—CUERDA SUPERIOR Trusses for more information. Truss Span Top Chord Temporary Lateral Brace(TCTLB)Spacing Vea el resOmen LongituddeTramo Espaciamiento del Arriostre Temporal de la Cuerda Superior BCSI-B7-Arriostre 10'o.c.max. W Up to 30' temporal y 10 pies m6x!mo Hasta 30 pies pe[manente de The nd ia on 11 30'to 45' 8'o.c.max. trusses de cuerdas brace to ntilevered paralelas para mayor trusses u be pla Lateral bra 30 a 45 pies 8 pies m6x!mo informad6n. on vertical webs in line 2x4xl2'length lapped 45'to 60' 6'o.c.max. 45 a.60 pies 6 pies m6ximo with the support. over two trusses. 60'to 80'* 4'o.c.max. 60 a 80 pies* 4 pies mAximo INSTALLING - INSTALACION -Consult a Professional Engineer for trusses longer than 60'. Tole;ances for Out-of-Plare.—Toler ancias para Fureia-de-Hapo. *Consulte a un Ingeniero para trusses de mas de 60 pies. I Max. Truss Length Max.Bow me"BOW Bow Length n 3/4" 12.5' See BCSI-132 for I CTLB options. Max.Bow 7/8" 14.6' Vea el BCSJ-81 para las opciones Tolerances for D/50 D(ft.) 1' 16T de TCTLB. 0Ut-Of-PlUmb. 1/4" 1' 1-1/8" 18.8' Tolerancias para 1/2" 2' 1-1/4" 20.8' Fuera-de-Plonnada. 1-3/8' 224 Plumb 3/4" 3 Refer to BCSI-B6 bob 1-1/2" 25.0' Summary Sheet- 1 4 4 1-1/4" 5' 1-3/4" 29.2' Gable End Eramp- Bracina. D/5o max 1-1/2"1 6' 2 �t 33.3' Repeat diagonal braces. r -3/4 Vea ell r 7 BCSI-B6-Arriostre Repitta los airiosties del truss terminal diagonales. cle Lin techo a dos CONSTRUCTION LOADING CARGA DE CONSTRUCCION aoua Set first five trusses with spacer pieces,thcrt add diagonals.Repeat Do not proceed with construction until all bracing is securely Maximum Stack Height Process On gIOUPS Of font trusses until all it usses are set. and properly in place. for Materials on Trusses Instale los cinco prit-neros trusses con espaciadores,luego los arriostrps No proceda con la construcci6n hasta que todos los arriostres Material Height(h) dragonale.s.Repita 6ste procedirniento en gVL)pos de cuaLro trusses est6n colocados en forma apropiada y Segura. Gypsum Board 12" basta qLJC toclos los trusse-s est6n instalados. Plywood or OSB iF7-- Do not exceed maximum stack heights.Refer to BCSI-B4 Asphalt Shingles 2 bundles struction Loading for more information. Concrete Block 8.. �OTTOM CHORD—CUERDA INFERIOR No exceda las m6ximas alturas recomenclaclas. Vea el res6men 3-4 tiles high BCSI-B4 Carga de nstrucci6n para mayor inforn-Mck5n. 0 09040 0 0 0 Lateral braces 0 41 0 2x4xl2'length lapped over two trusses. 0000 Do not overload small groups or single trusses. 0*0000 No solbrecargue pecluehos grupos o trusses incividuAlA."0 0 0004, 000000 0 000 0 0:0 0 Place loads over as many b u5ses as possible, 0 0 00000 0 Coloque las cargas solbre tantos trusses corno sea posible. .......... 000000 Diagonal braces Position loads over load beating walls. 0 00 every 10 truss Coloque las cargas scale las panedes sopoitanIes. spaces(20'max.) 0 0 ALTERACIONES 10 15'max. ALTERATIONS 00 0 Some'chord and web members not shown for cigrity. Refer to BCSI-B5 Summa[y Sheet-Truss Damage.Jobsite Modification! Vea el res6men BCSI-B5 Dahos de trusses.Modificacionesen la Obra y Ennores de Instalaci6n. WEB MEMBER PLANE—PLANO DE LOS MIEMBROS SECUNDARIOS Do not cut,alter,or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No corte,altere o perfore ning6n miembro ekructural cle IDS trusses,a menos clue est6 especificamente permitido en el clibui del diseho del truss, Web members Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. sn� Trusses clue se han sobrecargado durante la construccion 0 han sido alterados sin unal autorizaci6n _Z"_I- previa del Fabricante cle Trusses,pueden reducir o eliminar la garantfa del Fabricante de Trusses. NOTE:The Truss Manufacturer and Twss Designer must rely on the fact that the contractor and crane operator(if appliable)are ca- pable to undertake the work they have agreed to do on a particular project.The CDnbactor should seek any required assistance regarding construction practices from a competent party.The methods and procedures oudined am Intended to ensure that the overall construction techniques employed will put floor and roof trusses Into place SAFELY.These recommendations for handling,Installing and bracing wood Diagonal braces trusses am based upon the collectNe experience of leading technical personnel in the wood truss industry,but must,due to the nature of every 10 truss responsibilities IrwoNed,be presented only as a GUIDE for use by a qualified Building Designer or Erection/installation contractor It Is not intended that these recommendations be interpreted as superior to any design specification(provided by either an Architect,Engineer spaces(20'max.) the Building Designer,the Erectlon/InstalLatlon GortractDr or otherwise)for handling,installing and bracing wood trusses and It does 10'-15'max. not preclude the use of other equivalent mednods for bracing and providing stability for the walls and columns as may be determined by same spacin the truss Erection/Installation Contractor.Thus,the Wood Truss Council of America and the Truss Plate Institute expressly disclaim any as bottom chord Sorn�chord and web members not shown for clarity. responsibility.for damages arising from the use,application,or reliance on the recommendations and Informatlon contained herein. lateral bracing OD TR SS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE DIAGONAL BRACING IS VERY IMPORTANT One WTCA Center-6300 Enterprise Lane-Madison,WI 53719 583 D'Onofrio Drive Madison,WI 53719 608/274-4849-www.woodtrbss.cDm 608/833-5900 wwwAlpinstorg iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE1 __WO U I B1WAF1N11x17 031M 5L GENERAL NOtES NOTAS GENERALES HAND ERECTION—LEVANTAMIENTO A MANO Trusses are not marked in any way to identify Los trusses no est6n marcados de-ning6n modo que Trusses 20'or Trusses 30'or the frequency or location of temporary bracing. identifique la frecuenda o localizad6n de los arriostres less, pport I , , , ___ z su # less,SLIpportat Fol low the recommendations for handling, (bracing)temporales.Use las recDmendadones de manejo, at pea`. :77 quarter points. f Installing and temporary bracing of trusses. instalaci6n y aniosbre temporal de los trusses.Vea el f&IQ Levante Levante de Refer to BCS1 1-03 Guide to Good Practice f0f BCS 1-03Guiade Buena Pr6cdca paraelManeio.Instalacii5n del pico c5 los cuartos Handlina. Instalf*na& Bracing of Metal Pla v Amostre de I Trusses de Madera Connectados con trusses de 20 de tramo los Connected Wood Trusses for more detailed Placas de Metalpara para mayor Informad6n. trusses de 30 Information. Los dibujos de disefio de los trusses pueden especificar pies o meno, Trusses up to 20' pies o menos. Trusses up to 30 Truss Design Drawings may s I locations.of la Trusses hasta 20' Trusses hasta 30� permanent bracing on indil I ual Coyession s localizadones de los amostres permanentes en los members. Refer to the miembros IndIvIduales en compresi6n.Vea la hoja res6men Sheet-Web Member ient Bracing./Web BCSI-B3 para los a ostes Dermanentes v refuerzos de I HOISTING'—LEVANTAMIENTO Reinforcemen for more information.All other miembros secu darios(webs)para mayor informad6n.El permanent bracing design is the responsibifity restO de amostres permarrentes son la responsabilidad del Hold each truss in position with the erection equipment until temporary bracing is installed and of the Building Designer. DiseRador del Edificlo. truss is fastened to the bearing points., The consequences of improper handling,installing Sostenga cada truss en posici6n con la gr6a hasta que el arricistre temporal est6 instalado y el and bracing may be a collapse of the structure,or truss asegurado en los soportes. worse,serious personal injury or death. 41 El resultado de un manejc�instalaci6n y arriostre DO not lift trusses over 30'by the peak. inadecuados,puede ser la caida de la estructura o No levante del pico los trusses de m6s de 30 pies. a6n peor,muertos o hericlos. Greater than 30' MAs de 30 pies HOISTING RECOMMENDATIONS BY TRUSS SPAN Banding and truss plates have sharp edges.Wear RECOMMENDACIONES DE LEVANTAMIENTO, gloves when handling and safety glasses when POR LONGITUD DEL TRUSS cutting banding. Empaques y placas de metal tienen bordes 60'or less afllados. Use guantes y lentes protectores cuando corte los empaques. i HANDLING - MANEJO Approx.1/2 truss length TRUSSES UP TO 30- --------- Allow no more No permita mas Use special care in Utilice culdado Tagline TRUSSES HASTA 30' than 3"of deflec- de 3 pulgadas de windy weather or especial en dlas tion for every 10' pandeo por cada 10 near power lines ventosos o cerca de ofspan. pies de tramo. and airports. cables el6dricos o cle aeropuertos. Dreader bar 10* Toe-in Toe in IV Spreader bar for Spreader bar 1/2 to truss bundles Tagline 2/3 truss length 0 TRUSSES UP TO 60' nA. 010 0 TRUSSES HASTA 60' 7- 0 A-c IV IV Locate Spreader bar h Check banding Revls�los empaques above or sliffback 10,o.c. 0*0 0 prior to moving antes de mover los mid-height max. bundles. paquetes de trusses. ill)iek up vertied?0 @evante de I81dVr&*0 enor os gr"s a Avoid lateral bending.—Evite la flexi6n lateral. qndlesattge 9.0 1 0 0 0 & N top chord. verticales de trusses. -–te Spre bov. or If b r der b.rf bundles b JAI . r C a k d he ght a Spreader bar 2/3 to Tagline 3/4 truss length TRUSSES UP TO AND OVER 60' .T. r .'i TRUSSES HASTA Y SOBRE 60' BRACING ARRIOSTRE Do not store ie tRe e BCSI-82 Summa[y Sheet-Truss Installa- r to io Temporary Br"for more information. unbraced bundles verticalmente los n and upright. trusses sueltos. Vea el res6men BCSI-B2-Instalaci6n de Trusses y Arriostre Temporal para mayor informaci6n. ONE WEEK OR LESS 14ORE THAN ONE WEEK Do not walk on unbraced trusses. No camine en trusses sueltos. Top Chord Temporary Lateral Locate ground braces for first truss directly Bracing(TCTLB) in line with all rows of top chord temporary Bundles stored on the ground for one lateral bracing. week or more should be raised by blocking Coloque los arriostres de tierra para el at 8'to 10'on center. primer truss directamente en Ilnea con Los paquetes almacenados en la tierra por Do not store on No almacene en cada una de las filas de arriostres laterales T 2x4 min. una semana c,m6s deben ser elevados uneven ground. tierra desigual. temporales de la cuerda su perlor. 11, 1, con bloques a cada 8 o 10 pies. Brace first truss well before erection of 4 For long term storage,cover bundles to pre- additional trusses. vent moisture gain but allow for ventilation. Para almacen-amiento por mayor tiempo, cubra los paquetes para prevenir aumento r de humedad pero pe mita ventilaci6n. L 13 a i,,0:J1wta­-0 p F f ENGINEERING COVER SHEET This cover sheet is provided as per Florida Statute 61G15-31 .003 in lieu of'signing and sealing each individual sheet. An index sheet of ( 19 ) truss design are attached with the identification and date of each drawing. ENGINEER OF TRUSS DESIGN PACKAGE ULTIMATE ENGINEERING DESIGNS, INC. Armando R. Perez FL Reg. Eng. No. 28026 ' Soo 1811 SW 33 CT. ...... ... ...... MIAMI FL. 33145 ' PH:(305) 213-7443 "" ••••• . .. .. .. . ...... EJD CONST LITZEN BERG REt. �J EVISED) 140 NE 103 ST " ' ' ' Project Name: MIAMI SHORES, FL , Building Authority: MIAMI SHORES, FL flallTF--P 1-1,; 'if Ir-t. 1410f J, ROOF 30-15-0-10 psf. FLOOR 40-30-0-10 psf. WIND: 175 mph,/ EXP: D / Kd: .85 / HVHZ S:fX Design Load: DOL= LUMBER 1 .33 PLATE:1 .00 - .FBC-2014%=TPI-20071/ ASCE.)7-10' Building Code:- -(Ch.23-Sec:-2303 4-.1_.,4,.1,).» 'u n !" MITEK�201�6 'vS-a04 0 I Software Used,. � , '-"�'� I map rr,2'�xCGbt^u: 1 9ua UNGq t0 rUPW.' r LlUT IUV Addition Attachmen#s��Truss�placere t diagram, russ profile, list, {�ProductGapp:ro.�als Valley detail & W' d<brac- ' da tion. Project Engineer of Record: r 1 i 1 SHOP DRAWING SUBMITTAL �~ ` -RE IEW IS ONLY FOR GENERAL CONFORMANCE F3 M WITH DMGN CONCEPT AND INTENT OF CONTRACT Ig DOCUMENTS.Contractor is solely responsible for verifying dimensions;for establishing manufacturft ( _ processes,means,techniques,sequences of UNITED procedures of construction and for coordination of work of all trades.Exceptions taken and noted to Engineering,Inc. information shown does not authorize work resulting in contract cost revisions unless so stated NO EXCEPTIONS In separate letter or ChangeOrder. TAKEN Q, /f 1 MAKE CORRECTIONS SUBMITTAL No.: 5b 1"O 1 a1^O`,e✓ O NOTED BY: �t-i DATE: O�'�7�� � AMEND AND RESUBMIT RECEIVED i SEP U 7 2016 l UNITED ENGINEERING, INC. ' f . . . . ...... ...... . ... ..... .... . ..... • • •••• •••••• • a l I a �h ` Trusscorp International, Inc. To: Reaction 9590 NW 8th Ave Medley,FL 33178 Job Number: J1600077 `(305)882-8826 Fax: (305)887-6008 Page: 1 Project: EJD CONST Block No: Date: 09/01/16 11:55:48 Model: 140 NE 103 ST MIAMI Lot No: Contact: Site: Office: Denver To: Account No: 224563652 Name: Designer: / 1 Phone: Salesperson: Inside Sales Fax: F. Quote Number: B1600077 1 P.O.Number: Qty: Truss Id: Span: Truss Type: Slope Reactions: 21-07-00 Joint 8 Joint 14 9 Fl SPECIAL 0.00 1703.33 1703.33 101 lbs.each 20-0842 Joint 8 Joint 14 26 F2 SPECIAL 0.00 1623.33 1623.33 96 Ibs.each 20-07-00 Joint 9 Joint 15 or 59 3 F2A SPECIAL 0.00 1623.33 1623.33 101 Ibs.each 2.06 20-08-12 Joint 8 Joint 14 •••• 10 F3 SPECIAL 0.00 1635.00 1635.00 • • 0000 0000•• 97 lbs.each 0.6 • • (1)4-Ply 21-05-00 Joint 10 Joint 18 0 0 0••• •••• 0 0 0 0.0 I FG 1 SPECIAL 0.00 9177.00 8749.66 0 0 0:0 0 0 0 0 120 Ibs.each :0 0.0• • (1)2-Ply 22-11-00 Joint 1 Joint 7 • • •0.0•• I GI COMMON 5.00 8401.33 8401.32 .•0• • 0 0 0 0 0• 133 Ibs.each -6042.63 -6042.64 0 0:0 0 i • 0 0 0 00000 0 r 05-10-04 Joint 2 Joint 30 12 M 1 MONO TRUSS 5.00 562.50 256.25 •:. • • 23 lbs.each -1163.30 -364.19 0 0 0 0 0 0• *000: • 21-11-00 Joint 1 Joint 5 : • . •.•.•. 29 Tl COMMON 5.00 1424.58 1424.58 00 • i 0 0 0 0• 0 0 • 92 Ibs.each -963.88 -963.86 •• 0 21-11-00 Joint 1 Joint 5 11 T2 COMMON 5.00 1205.42 1205.42 92 Ibs.each -963.88 -963.87 22-11-00 Joint 1 Joint 5 I 9 T3 COMMON 5.00 1260.42 1260.42 95 lbs.each 1- -998.00 -997.99 31-05-00 Joint 1 Joint 7 11 T4 COMMON 5.00 1727.92 1727.92 150 Ibs.each -129822 -1298.21 29-06-10 Joint 1 Joint 6 13 T5 COMMON 5.00 803.26 1654.85 131 Ibs.each -451.27 -2055.81 12-00-00 Joint 1 Joint 3 Joint 4 I V12 VALLEY M 5.00 312.98 312.98 646.27 37 Ibs.each -302.47 -302.47 -645.35 16-00-00 Joint 1 Joint 3 Joint 4 1 V16 VALLEY 5.00 364.00 364.00 891.52 51 Ibs.each -357.48 -357.48 -748.31 02-00-00 Joint 1 Joint 2 _ 2 V2 VALLEY 0.00 21.50 21.50 _ ' 7 Ibs.each -.fr 20-00-00 Joint 1 Joint 5 Joint 6%�' , 'Joint 8 r - -Joint 9 J 1 V20 VALLEY 5.00 309.15 309.15 63b.18'� `336:36P 636.18 70 Ibs.each 209.14 -209.14 694.43 90:31 -594.43 04-00-00 Joint 1 Joint 2 42V4A V4 VALLEY 0.00 43.00 43.00 = r u..' 15 lbs.each ' 04-00-00 Joint 1 Joint 3 VALLEY 5.00 278.13 278.13 12 Ibs.each -187.32 -279.16 08-00-00 Joint 1 Joint 3 Joint 4 I V8 VALLEY 5.00 277.37 277.37 372.35 24 Ibs.each -259.98 -259.98 -359.64 Job Truss Truss Type Qty Ply EJD CONST - 140 NE 103 ST(REV) LITZENBE F1 SPECIAL 9 1 1 Job Reference o tional •Trusscorp Int.,9590 NW 89 AVE,Medley,FL 8.010 s Apr 7 2016 MiTek Industries,Inc. Mon Aug 29 15:4150 2016 Page 1 ID:RKbc7Gx2ySK6WYeQn9iKQXzZPAT-pDyXgrN?Q5v_RgnLif72Qdh kJM 14H_FKYaRDS?yiyi 5-0-0 10-0-012-0-0 16-9-8 21-7-0 5-G-0 5-0-0 2-0-0 F 4-9-8 4-0-8 ` Scale=1:36.8 410= 46= 3x8= 2x4 II 2x4 II 3x6= 4x10= 1 2 3 4 5 6 7 pz� I I 14 15 13 16 12 17 11 18 10 95x8= 19 8 3x4 II 410= 46= 4x6= 5x10 MT20HS= 1 3x4= I 5-0-0 10-0-012-0-0 16-9-8 _••• 21-�Q•• ••:• 5.0-0 5-0-0 2-0-0 4-9-8 •• • 46-8 •• • Plate Offsets X Y-- [6:0-2-8,0-1-81, 8:Edge,0-1-8 [9:0-2-12,0-2-121, [13:0-3-8,0-2-01 • • LOADING(psf) SPACING- 2-0-0' CSI. DEFL. in (loc) I/defl Ud ••• •• PLATE}S * GRIP •••• TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.40 12 >641 360 •• • MT20• • 244/190 •- TCDL 30.0 . Lumber DOL 1.00 BC 0.90 Vert(TL) -0.99 12 >257 180 ••• •• MT20rS••••187/1Q,••• BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.09 8 n/a n/a • • • BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH 00:**: WeigV10:n FT=Us/o••' LUMBER- BRACING- • TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing c e4Iy applied or 1-8-14 oc purlins • BOT CHORD 2x4 SP M 30*Except* except end verticals. • • • • '•'l" 131:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied a 10-0-0 o•bracing. • • WEBS 2x4 SP No.3*Except* MiTek recommends that$fabillizers andsequiied cross bracing• a W103:2x4 SP M 30 be installed during truss erection,in ac%rj3ncg with Stabilizer Installation guide: REACTIONS. (Ib/size) 14=1703/Mechanical,8=1703/Mechanical I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-1628/0,1-2=-4798/0,2-3=-6525/0,3-4=-6525/0,4-5=-6525/0,5-6=-6525/0,6-7=-4626/0,7-8=-1629/0 BOT CHORD 13-16=0/4798, 12-16=0/4798,12-17=0/6525, 11-17=0/6525, 11-18=0/4626, 10-18=0/4626,9-10=0/4626 k i WEBS 4-12=-448/0,5-11=-470/0,2-12=0/1795, 1-13=0/4805,2-13=-1230/0,7-9=0/4655,6-11=0/1980,6-9=-1257/0 NOTES- (6) 1)Provide adequate drainage to prevent water ponding. 2)All plates are MT20 plates unless otherwise indicated. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 6)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard x I . t i C Job Truss Truss Type Qty Ply EJD CONST - 140 NE 103 ST(REV) LITZENBE F2 SPECIAL 26 1 Job Reference o tional TTrusscorp Int.,,9590 NW 89 AVE,Medley,FL 8.010 s Apr 7 2016 MiTek Industries,Inc. Mon Aug 29 15:41:50 2016 Page 1 ID:RKbc7Gx2ySK6 WYeQn9iKQXzZPAT-pDyXgrN?Q5v_RgnLif72Qd h nOM3FH?dKYaRDS?yiyi 4-8-3 9-4-611 4-6 16-0-9 20.7-0 4-8-3 4-8-3 2-0-0 4-8-3 4-6-7 Scale=1:35.1 4x6= 3x8= 2x4 11 2x4 11 46= 4x8= 14x8= 2 3 4 5 6 7 r 14 15 73 16 t2 17 11 18 10 9410= 19 8 3x4 II 48= 4x6= 4x6= 5x6 WB= 3x4 II • I i i 4-8-3 9-4-611-4-6 16-0-9 • • 2aT-0•• •••••• 4 8-3 ' 4-8-3 2-0 0 4-8-3 • • 9 446-7 •• •• Plate Offsets X Y-- [1:0-2-8,0-2-01, [7:0-2-8,0-2-01, • • • LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud •••••• PLATES • GRIP •• • TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.3311-12 >744 360 **o* MT209 •244/190• • TCDL 30.0 Lumber DOL 1.00 BC 0.83 Vert(TL) -0.82 11-12 >298 180 • ••• ••••• • • BCLL 0:0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.08 8 n/a n/a • • BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH ••:••: Weigtlt:098:11F FT=Oy••• LUMBER- BRACING- • TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathylg dj'rec:ly applied orl-2-0 oc purlins,*wcep BOT CHORD 2x4 SP M 30'Except* end verticals. • • • • •••••• ••• 61:2x4 SPM 31 BOT CHORD Rigid ceiling directly applied os 10-0-0 0o• ra•cing. • • WEBS 2x4 SP No.3*Except* ------ MiTek recommends tITj S ab' zers and 4jequiced cross bracing• W1,W3:2x4 SP M 30 be installed during truss erection,in act r 8n with Stabilizer OTHERS 2x4 SP No.3 Installation guide. Q REACTIONS. (Ib/size) 14=1623/Mechanical,8=1623/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-1552/0,1-2=-4288/0,2-3=-5922/0,3-4=-5922/0,4-5=-5922/0,5-6=-5922/0,6-7=-4189/0,7-8=-1555/0 BOT CHORD 13-16=0/4288, 12-16=0/4288,12-17=0/5922,11-17=0/5922, 11-18=0/4189,10-18=0/4189,9-10=0/4189 WEBS 4-12=-437/0,5-11=-456/0,2-12=0/1708, 1-13=0/4319,2-13=-1184/0,7-9=0/4240,6-11=0/1811,6-9=-1199/0 NOTES- (7) 1)Provide adequate drainage to prevent water ponding. 2)The solid section of the plate is required to be placed over the splice line atjoint(s)10. 3)Plate(s)at joint(s)10 checked for a plus or minus 3 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Refer to girder(s)for truss to truss connections. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard 1 1. I Job Truss Truss Type Qty Ply EJD CONST - 140 NE 103 ST(REV) LITZENBE F2A SPECIAL 3 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL 8.010 s Apr 7 2016 MiTek Industries,Inc. Mon Aug 29 15:41:51 2016 Page 1 I D:RKbc7Gx2ySK6 WYeQn9iKQXzZPAT-HPWv1 BNeA01 r3gMYGNeHzgDwHIQrORZTnEAm_Ryiyi 48-3 9-4-6114-6 14-2-11 77-1-0 20-7-0 4-8-3 4-8-3 2-0.0 2-10.5 2-10 5 3-6-0 Scale=1:37.1 4x6= 3x8= 2x4 II 2x4 II 3x4= 3x4= 4x12= 14x8= 2 3 4 5 6 7 8 io 10 lr' C a � Io 17 3x4= c 15 18 14 19 13 20 12 21 11 22 6x12 MT20HS= 3x4 11 08= 4x6= 3x4= 5x10 MT20HS= 2.0flY 4-8-3 9-4-6 1 11-4-6 14-2-11 17-1-0 • 20-7 • • 4-8-3 4-8-3 2-0-0 2-10 5 2-10 5 i• • 3-6-0 •• • Plate Offsets X Y-- 1:0-2-8 0-2-0 8:0-3-4,0-2-0 9:Ed a 0-1-8 [10:0-5-4,0-2-12], 11:0-5-0 Edge], [14:0-2-p,pi?_Iil LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud ••• •• PLATES • GRIP ••••; TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.34 13 >723 360 •. • MT20o • 244/190 • TCDL 30.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.84 12-13 >290 180 • •• MT20W 0•• 187/14P•.•• BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) -0.07 15 n/a n/a • • BCDL 10.0 Code FBC2014ITP12007 Matrix-MSH •• •:,Weiggt.•10:Tt= FT='b 4•' LUMBER- BRACING- • TOP CHORD 2x4 SP M 30` TOP CHORD Structural wood sheati-Vg d featly applied or 2-2-0 oc purlins' eccep BOT CHORD 2x4 SP M 31 *Except* end verticals. • • ' ' ••"'• B3:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied co 10-0-0 os bracing. • • WEBS 2x4 SP No.3*Except* MiTek recommends t at8tab zers andweWired crossbracin • { W6,W7:2x4 SP M 30 be installed during truss erection,in ac'F�r with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=1623/Mechanical, 15=1623/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 8-9=-1532/0,1-2=-4295/0,2-3=-5893/0,3-4=-5893/0,4-5=-5893/0,5-6=-5893/0,6-7=-5033/0,7-8=-4892/0, 1-15=-1553/0 BOT CHORD 10-17=0/269,9-17=0/269, 14-19=0/4295,13-19=0/4295, 13-20=0/5893, 12-20=0/5893,12-21=0/5118, 11-21=0/5118, ,, 11-22=0/5018, 10-22=0/5022 WEBS 8-10=0/4779,6-11=-805/0,6-12=0/869,5-12=-322/0,4-13=-456/0,2-13=0/1670,2-14=-1177/0, 1-14=0/4328, 7-10=-402/0 a NOTES- (6) 1)Provide adequate drainage to prevent water ponding. 2)All plates are MT20 plates unless otherwise indicated. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 6)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard t r t Job Truss Truss Type Qty PlyEJD CONST - 140 NE 103 ST(REV) LIT ZENBE F3 SPECIAL 10 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL 8.010 s Apr 7 2016 MiTek Industries,Inc. Mon Aug 29 15:41:51 2016 Page 1 I D:RKbc7Gx2ySK6WYeQn9iKQXzZPAT-HP Wv 1 BNeAO1 r3gMYGNeHzgDxgl010SITnEAm_Ryiyi 4$-3 9 4-6 11-4-6 16-0-9 20-8-12 4-8-3 4-8-3 2-0 0 4-8-3 4-8-3 —� Scale=1:35. 1 t. 46= 3x8= 2x4 11 2x4 11 4x6= 4x8= x 14x8 2 3 4 5 6 7 14 15 13 16 12 17 11 18 10 9410= 19 8 3x4 II 4x8= 46= 46= 5x8 WB= 3x4 11 4 8-3 9-4-6 11-4-6. 16-0-9 • .• 2G-8M•• ••••.• 4-8-3 4-8-3 2-0 0 4-8-3 •• • 44-3 •• • Plate Offsets X Y-- [1:0-2-8,0-2-01, 8:Ed a 0-3-8 [9:0-2-8,0-2-81, • LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud •••••• PLATES • GRIP ••••; TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.3411-12 >728 360 •••• MT20• • 244/190 • TCDL 30.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.84 11-12 >292 180 •••••• ;••••• .••.. BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.08 8 n/a n/a • • E BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH •• •• Weigh-99:11; FT='00/••• LUMBER- BRACING- • TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing dire0tly applied or 2-2-0 oc purlins•rlxcept BOT CHORD 2x4 SPM 30`Except' end verticals. • • ;•••;• •••,••• B1:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied a 10-0-0 oe bracing. • • WEBS 2x4 SP No.3*Except* MiTek recommends that 8tabi izers ands g W1:2x4 SPM 30 I egaired crossbracin • be installed during truss erection,in adr rj)dncl with Stabilizer OTHERS 2x4 SP SP Installation guide. REACTIONS. (Ib/size) 14=1635/Mechanical,8=1635/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-1563/0, 1-2=-4323/0,2-3=-6007/0,3-4=-6007/0,4-5=-6007/0,5-6=-6007/0,6-7=-4327/0,7-8=-1565/0 BOT CHORD 13-16=0/4323, 12-16=0/4323,12-17=0/6007,11-17=0/6007, 11-18=0/4327, 10-18=0/4327,9-10=0/4327 WEBS 4-12=-445/0,5-11=-446/0,2-12=0/1760, 1-13=0/4356,2-13=-1197/0,7-9=0/4362,6-11=0/1756,6-9=-1195/0 NOTES- (7) 1)Provide adequate drainage to prevent water ponding. 2)The solid section of the plate is required to be placed over the splice line at joint(s)10. 3)Plate(s)at joint(s)10 checked for a plus or minus 3 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Refer to girder(s)for truss to truss connections. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard I i k t 1 Job Truss Truss Type Qty Ply EJD CONST - 140 NE 103 ST(REV) LITZENBE FG1 SPECIAL 1 4 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL 8.010 s Apr 7 2016 MiTek Industries,Inc. Mon Aug 29 15:41:52 2016 Page 1 ID:RKbc7Gx2ySK6 WYeQn9iKQXzZPAT-Ib4HFXOGxi9ig_xkg4AWV2m2B9kolsgdOuwl Vtyiyh 3-5-13 1 6-7-15 9 11-12 11-11 0 15 0-15 16-1-1 21-5-0 3-5-13 3-2-1 LII-113 13 1-11 4 3 1-15 3 0 3 3-3-15 Scale=1:36.4 4x10= 4x6= 3x8= 3x4= 2x4 II 2x4 II 46= 46= 400= 1 2 3 4 5 6 7 8 9 ao Li 18 19'" 17 20 21 22 16 23 15 24 14 2526 t3 27 12 11 2829 10 4x6- 4x8= 4x6= 7x6= 7x6= 5x8 MT20HS= 7x8 4x6- 46= 3-5-13 6-7-15 9-11-12 11-11-0 15-0-15 18-101 ••• 21-5-0 •••• • 1 3.5-13 3-2-1 3-3-13 1-11 4 3 1-15 3-0-3•• • • _3 • Plate Offsets(X,Y)- [1:0-4-4,0-1-12],[2:0-2-6,0-1-10],[8:0-2-5,0-1-11],[9:0-4-4,0-1-12],[10:0-3-0,0-1-0],[11:0-2-4,0-4-12], 5],[14:Q- 4#0 4-12],[16"" 04-12 [16:0-1-15,0-1-141,[17:0-2-0,0-2-01, 18:0-3-0 Ed e • LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Ud •• • PLAIV� GRIP • • TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) -0.41 14-15 >607 360••• •• MT2dd ••••• 244/190•••• TCDL 30.0 Lumber DOL 1.00 BC 0.89 Vert(TL) -1.03 14-15 >245 180MT20V 187/14030• • BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.09 10 n/a n/a ••; •: • a•. ••• BCDL 10.0 Code FBC20141TP12007 Matrix-MSH •• • Weight'483 II? FT="/o•0• LUMBER- BRACING- • • • • TOP CHORD 2x4 SP M 30*Except* TOP CHORD Structural wood sheathing directly appliQdar•20'0 oc purl ns except T2:2x4 SP M 31 end verticals. • • • • • BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly ap4qcror30-0-0 ocbtecisig. :••••0 WEBS 2x4 SP No.3*Except* • • • W3:2x6 SP No.2,W1:2x4 SPM 31,W4:2x4 SPM 30 •• • REACTIONS. (Ib/size) 18=8750/Mechanical,10=9177/Mechanical' FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-18=-7551/0,1-2=-19350/0,2-3=-31612/0,3-4=-31612/0,4-5=-36136/0,5-6=-36136/0,6-7=-36136/0, 7-8=-30556/0,8-9=-18641/0,9-10=-7615/0 BOT CHORD 18-19=0/1031, 17-19=0/1031,17-20=0/19350,20-21=0/19350,21-22=0/19350,16-22=0/19350, 16-23=0/31612, 15-23=0/31612, 15-24=0/36136, 14-24=0/36136, 14-25=0/30556,25-26=0/30556, 13-26=0/30556, 13-27=0/18641, 12-27=0/18641;11-12=0/18641, 11-28=0/1127,28-29=0/1127, 10-29=0/1127 WEBS 4-15=0/4885,1-17=0/19707,4-16=-2120/0,2-17=-5048/0,2-16=0/13238,9-11=0/18976,7-14=0/6071,8-11=-5115/0, 7-13=-2628/0,8-13=0/12963 NOTES- (9) 1)4-ply truss to be connected together with 16d(0.131"x 3.5")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-4-0 oc. Bottom chords connected as follows:2x6-3 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. Attach BC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section. Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s)for truss to truss connections. 7)This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1625 Ib down at 1-11-12,1625 Ib down at 3-11-12,1625 Ib down at 5-11-12,1625 Ib down at 7-11-12, 1625 Ib down at 9-11-12, 1625 Ib down at 11-11-12, 1625 Ib down at 13-11-12, 1625 Ib down at 15-11-12,and 1625 Ib down at 17-11-12,and 1625 Ib down at 19-11-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert: 1-9=-70,10-18=-10 Concentrated Loads(lb) Vert: 15=-1625(B)14=-1625(B)11=-1625(B)19=-1625(B)20=-1625(B)22=-1625(B)23=-1625(B)26=-1625(B)27=-1625(B) 29=-1625(B) Job Truss Truss Type Qty Ply EJD CONST - 140 NE 103 ST(REV) LITZENBE G1 COMMON 1 • 2 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL 8.010 s Apr 7 2016 MiTek Industries,Inc. Mon Aug 29 15:41:53 2016 Page 1 ID:RKbc7Gx2ySK6WYeQngiKQXzZPAT-DoefStPuiOHZIOWwNohl2FJHDZ9RUQwmFYfs2Kyiyhl. 4-6-4 7-11-14 11-5-8 1411-2 , 18-412 ' 22-11-0 4-64 3-5 10 3-5-10 3 5 10 3 5-10 4-6-4 5x6= Scale=1:39.3 4 Y 5.00 12 46% 4x6 3 22 23 5 w 3x4 3x4 2 6 21 24 u Li Io 1 25 26 12 27 11 28 10 29 9 30 8 31 32 7 6x14 3x6 I I 5x6 11 7x10= 7x10 MT20HS= 3x6 11 6x14 4-6-4 7-11-14 11-5-8 1411-2 18-4-12 ••• •22 11-0 ••••:• 4 6 4 3 5-10 3-5-10 + 3 5 10 3-5-10 •• • • 4fii*1 • Plate Offsets(X,Y)-- [1:0-0-2,Edge],[3:0-2-12,0-2-0],[4:0-2-15,0-2-2],[5:0-2-12,0-2-0],[7:0-5-11,Edge],[8:0-3-8,0-1-8],[9:0-5-QA'4r8]•[,0:0-5-0,Q 0]• 1:0-4-11].1i].• 12:0-3-8 0-1-8 . ------------- • LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud •• • PLATES • GRIP • • TCLL 30.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) 0.29 9-10 >939 360 •.. .• MT2(f,•••••244/1 We••• TCDL 15.0 Lumber DOL 1.33 BC 0.54 Vert(TL) -0.45 9-10 >593 180 MT20HS 187/14;3•••••• BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.12 7 n/a n/a ••; •; •• ;•o BCDL 10.0 Code FBC2014(rP12007 Matrix-MSH •• 00 Weighte267 Itt FT="/.00:0 LUMBER- BRACING- • • • • TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly appliodor•46r14 oc purlins•• BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied A5-5-15 of bracing. .:*so*: WEBS 2x4 SP No.3*Except* •• . •••• • • W1:2x4 SP M 30 • • • WEDGE •• • Left:2x3 SP No.3,Right:2x3 SP No.3 REACTIONS. (Ib/size) 1=6796/0-8-0 (min.0-4-4),7=6796/0-8-0 (min.0-4-4) Max Upliftl=-6043(LC 4),7=-6043(LC 4) Max Grav 1=8401(LC 5),7=8401(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-21=-16450/11812,2-21=-16434/11815,2-3=-13903/10030,3-22=-10832/7869,4-22=-10825/7877,4-23=-10825/7876, 5-23=-10832/7869,5-6=-14032/10120,6-24=-16411/11799,7-24=-16426/11796 BOT CHORD 1-25=-5303/7414,1-26=-10811/15133, 12-26=-10811/15133, 12-27=-10811/15133,11-27=-10811/15133, 11-28=-9090/12767,10-28=-9090/12767, 10-29=-9058/12719,9-29=-9058/12719;9-30=-10797/15112, 8-30=-10797/15112,8-31=-10797/15112,7-31=-10797/15112,7-32=-5296/7403 WEBS 4-10=-5764/8110,5-10=-3899/2833,5-9=-2588/3733,6-9=-2543/1854,6-8=-1388/2038,3-10=-3965/2877, 3-11=-2580/3722,2-11=-2677/1946,2-12=-1445/2123 NOTES- (12) 1)2-ply truss to be connected together with 16d(0.131"x 3.5")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc clinched. Bottom chords connected as follows:2x6-2 rows staggered at 0-8-0 oc clinched. Webs connected as follows:2x4-1 row at 0-9-0 oc clinched. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;Cat.II;Exp D;Encl., GCpi=0.18;C-C Extedor(2)0-4-0 to 3-4-0,Interior(1)3-4-0 to 8-5-8,Exterior(2)8-5-8 to 11-5-8,Interior(1)14-5-8 to 19-7-0;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)All plates are MT20 plates unless otherwise indicated. 6)The solid section of the plate is required to be placed over the splice line at joint(s)4. 7)Plate(s)at jbint(s)4 checked for a plus or minus 3 degree rotation about its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 6043 Ib uplift at joint 1 and 6043 lb uplift at joint 7. 10)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)Girder carries tie-in span(s):21-3-0 from 0-0-0 to 22-11-0 12)ARMANDO.R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:4-15=-60,4-19=-60,1-7=-543(F=-529) `j Job Truss Truss Type Qty Ply EJD CONST - 140 NE 103 ST(REV) LITZENBE M1 MONO TRUSS 12 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL 8.010 s Apr 7 2016 MiTek Industries,Inc. Thu Sep 01 11:40:10 2016 Page 1 ID:RKbc7Gx2ySK6WYeQn9iKQXzZPAT-4ThD?GkkDAXvLgZkX1C5yvQEtPrrvKu1E43f pyi0y 5-10-4 5-10-4 46 11 Scale=1:19.5 I � 2 5.00 F12 i 1 3x6= 4 3 i 2x411 •••• k 510-4 • • •••• •••••• 5-10-4 •• • • •• • Plate Offsets(X,Y)-- [1:0-6-2,0-041 ..•... •.•• •.•••• LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d"' " PLATES • GRIP :*006: TCLL 30.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) 0.00 1 n/r 180 •• • MT21 • 244/196 • TCDL 15.0 Lumber DOL 1.33 BC 0.75 Vert(TL) -0.08 1-3 n/r 80'•• •' • •• ••••• BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a • ' BCDL 10.0 Code FBC2014ITP12007 Matrix-SH WeigOt A.IN FT'0%0•• LUMBER- BRACING- •••••• • • TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing Qlre:tly applied or 2.2-0 oc pgyWV,14cept BOT CHORD 2x4 SP M 30 end verticals. 000000 WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly aapliec &.6-0-0 oc bracing. ;•••�; MiTek recommends thtt•StalAizers ar d!r2 rgd cross bracing be installed during truss erection,in acooadanoe with Stabilizer REACTIONS. (Ib/size) 3=56/Mechanical,2=563/Mechanical Installationuide. Max Horz 3=1988(LC 4),2=-1627(LC 4) Max Uplift3=-364(LC 4),2=-1163(LC 4) Max Grav3=256(LC 9),2=563(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1971/901 BOT CHORD 14=-806/1988,3-4=-806/1988 ) t NOTES- (8) 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D;Encl., GCpi=0.18;C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 364 Ib uplift at joint 3 and 1163 Ib uplift at joint 2. 5)Non Standard bearing condition. Review required. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard Job Truss Truss Type Qty Ply EJD CONST - 140 NE 103 ST(REV) L17ZENBE Ti COMMON 29 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL 8.010 s Apr 7 2016 MiTek Industries,Inc. Mon Aug 29 15:41:53 2016 Page 1 I D:RKbc7Gx2ySK6WYeQn9iKQXzZPAT-DoetStPui0HZl8WwNohl2FJMeZ5GU PjmFYfs2Kyiyh 5-3-11 10-11-8 16-7-5 21-11-0 5-3-11 5-7-13 5-7-13 5-3-11 46= Scale=1:37.5 3 5.00 12 14 15 2x4 Zz� 2x4 2 4 13 16 1 5 Io 18 19 17 s 6 20 3x6= 5x10= 3x6= 10.11-8 21-ttt-0 • • • 10-11-8 IG-11#80 Plate Offsets X Y-- 1:0-3-0 Ede 5:0-3-0 Edel,[6:0-5-0,0-3-01 •••••• •+•• •••••• LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in :(loc) I/defl Ud •••••• PLATES • GRIP a+•••; TCLL 30.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.36 6-12 >731 360 •... MT20•••••J44/190• • TCDL 25.0 Lumber DOL 1.33 BC 0.81 Vert(TL) -0.66 6-12 >399 180 ••.,•+ : • •••+• BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.09 5 n/a n/a • • BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH . • Weight:921b• FT=O% LUMBER- BRACING- • TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathZhg d1tecTy applied or 4r3-13 oc pyre rA M • BOT CHORD 2x4 SP 30 BOT CHORD Rigid ceiling directly applied or 8-13 ov Yroairgr WEBS 2x4 SP No.3 MiTek recommends ttyat Std iJizers and required cross Uniat• be installed during trusSOrectiDn,in acOrllM with Stabilizer• Installation guide. •• • REACTIONS. (Ib/size) 1=1425/0-8-0 (min.0-1-11),5=1425/0-8-0 (min.0-1-11) Max Upliftl=-964(LC 4),5=-964(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250'(1b)or less except when shown. TOP CHORD 1-13=-2757/1891,2-13=-2587/1901,2-14=-1958/1343,3-14=-1829/1354,3-15=-1829/1354,4-15=-1958/1343, 4-16=-2587/1901,5-16=-2757/1891 BOT CHORD 1-17=-1194/2125,1-18=-1613/2470,6-18=-1613/2470,6-19=-1613/2470,5-19=-1613/2470,5-20=-1194/2125 WEBS 3-6=430/787,4-6=-867/776,2-6=-867/176 NOTES- (6) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf,h=25ft;Cat.11;Exp D;Encl.,GCpi=0.18;C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-11-8,Exterior(2)7-11-8 to 10-11-8,Interior(1)13-11-8 to 18-11-0;cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 964 Ib uplift at joint 1 and 964 Ib uplift at 'joint 5. 5)This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 6)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard f t � 3 i F, r Job Truss Truss Type Qty Ply EJD CONST - 140 NE 103 ST(REV) i LITZENBE T2 COMMON 11 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL 8.010 s Apr 7 2016 MiTek Industries,Inc. Mon Aug 29 15:41:54 2016 Page 1 ID:RKbc7Gx2ySK6WYeQn9iKQXzZPAT-i_C1gDQWTJPPwl57xVC bTrXOzSNOtfwTCPPamyiyh 5-3-11 10.11-8 16-7-5 21-11-0 5-3-11 5-7-13 5-7-13 5-3-11 4x6= Scale=1:37.5 3 5.00 rl2 14 15 2x4 z:� 2x4 2 4 13 16 1 5 Io 18 6 19 17 20 3x6= 5x10= 3x6= boob • • boos 0006+0 10-11-8 21-11-0 • • • 10-11-8 10.11- Plate Offsets X Y-- 1:0-3-0 Ede 5:0-3-0 Ede [6:0-5-0,0-3-01 s•s o•• *000 o•••0• LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud •••••• PLATES 0 GRIP :•••• TCLL 30.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.36 6-12 >731 360 0••••s MT20:•s o;X44/1900 TCDL 15.0 Lumber DOL 1.33 BC 0.75 Vert(TL) -0.63 6-12 >419 180 so** • •o••• BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.07 5 n/a n/a o 0 ••000 BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH 60 ••o• Weight:•92fboo•• FT=0% LUMBER- BRACING- •••••• • + TOP CHORD'2x4 SP M 30 TOP CHORD Structural wood sheathMg dRecCy appliV or 40-15 oc pyrgr&%,o BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-13 oe likresi". WEBS 2x4 SP No.3 MiTek recommends that Stebiiizers and required cross b�iwg• be installed during truse&ectidn,in acpdr' M with Stabilizer• Installation guide. •• • REACTIONS. (Ib/size) 1=1205/0-8-0 (min.0-1-8),5=1205/Mechanical Max Upliftl=-964(LC 4),5=-964(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-13=-2311/1891,2-13=-2173/1901,2-14=-1655/1343,3-14=-1550/1354,3-15=-1550/1354,4-15=-1655/1343, 4-16=-2173/1901,5-16=-2311/1891 BOT CHORD 1-17=-1194/1846,1-18=-1613/2073,6-18=-1613/2073,6-19=-1613/2073,5-19=-1613/2073,5-20=-1194/1846 WEBS 3-6=-430/686,4-6=-719/776,2-6=-719/776 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;Cat.II;Exp D;Encl.,GCpi=0.18'C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-11-8,Extedor(2)7-11-8 to 10-11-8,Interior(1)13-11-8 to 18-11-0;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 964 Ib uplift at joint 1 and 964 Ib uplift at joint 5. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard f } 4 Job Truss Truss Type Qty Ply EJD CONST - 140 NE 103 ST.(REV) LITZENBE T3 COMMON 9 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL 8.010 s Apr 7 2016 MiTek Industries,Inc. Mon Aug 29 15:41:54 2016 Page 1 ID:RKbc7Gx2ySK6WYeQn9iKQXzZPAT-i_C1 gDQWTJPPwl57xVC_bTrX9zRhDtiwTCPPamyiyh 5-10-10 11-5-8 17-0-6 22-11-0 5.10-10 + 5-6-14 5-6-14 5-10-10— --� Y Scale=1:39.1 46= 3 5.00 12 14 15 2x4 2x4 2 4 13 16 1 5 I� 0 17 18 6 19 20 t 3x6= 5x10= 3x6= 11-5-8 22-11-0 11-5-8 11-5-8 Plate Offsets X Y-- 1:0-3-0 Ed a 5:0-3-0 Ed a [6:0-5-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.41 6-12 >666 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.79. Vert(TL) -0.73 6-12 >376 180 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.07 5 n/a n/a BCDL , 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:96 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-13 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. •••• • • REACTIONS. (Ib/size) 1=1260/0-8-0 (min.0-1-8),5=1260/0-8-0 (min.0-1-8) �•,. •••••• Max Upliftl=-998(LC 4),5=-998(LC 4) •. • •• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. • • •.:••• ••'•• TOP CHORD 1-13=-2371/1906,2-13=-2214/1917,2-14=-1716/1388,3-14=-1610/1400,3-15=-1610/1400,4-15=-1716/1388, • i 00 l • • 4-16=-2214/1917,5-16=-2371/1906 � • � � • BOT CHORD 1-17=-1356/2073, 1-18=-1612/2117,6-18=-1612/2117,6-19=-1612/2117,5-19=-1612/2117,5-20=-1356/2073 ••••• •• ••• WEBS 3-6=481!751,4-6=-712/767,2-6=-712/767 • • •• • NOTES- (6) ••:••i • • • •••••• 1)Unbalanced roof live loads have been considered for this design. •• •• '• • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;Cat.II;Exp D;Enji•P�;piFF0.18;C-C E.Vtedor(2)0-0-0 to• 3-0-0,Intedor(1)3-0-0 to 8-5-8,Exterior(2)8-5-8 to 11-5-8,Interior(1)14-5-8 to 19-11-0;cantilever left and right exposed;Lumber DOL=01.60 platp grip pOL=1.60•••••• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 0 •••••• . • 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 998 Ib uplift at joint 1 and 998 Ib uplift at • • •••••; joint 5. ••�• ; •••• • 5)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along • the Bottom Chord,nonconcurrent with any other live loads. 6)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard r t i Job Truss Truss Type Qty Ply EJD CONST - 140 NE 103 ST(REV) LITZENBE T4 COMMON 11 1 ` Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL 8.010 s Apr 7 2016 MiTek Industries,Inc. Mon Aug 29 15:41:55 2016 Page 1 ID:RKbc7Gx2ySK6 WYeQn9iKQXzZPAT-AAmQtYR8EdXGXRgJVCjD7gOhANpNyH63is8z6Cyiyh 5 8 1 10-8-4 15-8-8 20-8-12 25-8-15 31-5-0 5 8-1 5-0 4 5-0-4 5 0 4 5-0 4 5-8-1 Scale=1:53.4 4x6= I 4 5.00 F12 3x4 18 19 3x4 3 5 2x4 2x4-i 2 6 17 20 1 7 IY 21 22 10 23 9 24 8 25 23 F 3x6= 3x4= 5x10= 3x4= 3x6= 84-2 15-8-8 23-2-14 31-5-0 8-2-2 7-6-6 7-6-6 8-2-2 Plate Offsets(X,Y)— 1:0-0-6 Ed e, 7:0-0-6 Ed a 9:0-5-0,0-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.21 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.64 Vert(TL) -0.48 8-9 >793 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.14 7 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-MSH Weight: 151 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-2 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. •••••• REACTIONS. (Ib/size) 1=1728/0-8-0 (min.0-2-1),7=1728/0-8-0 (min.0-2-1) •••• .• Max Upliftl=-1298(LC 4),7=-1298(LC 4) •': • •• • FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •• •••••• •••••• 0000•• • TOP CHORD 1-17=-3570/2573,2-17=-3479/2582,2-3=-3213/2397,3-18=-2292/1875,4-18=-2197/1887,4-19=-2197/1887, • • • 0000•• 0000•• 5-19=-2292/1875,5-6=-3213/2397,6-20=-3479/2582;7-20=-3570/2573 • • • BOT CHORD 1-21=-1912/2454, 1-22=-2217/3211, 10-22=-2217/3211, 10-23=-1735/2653,9-23=-1735/2653,9-24=-1735/2653, •••• • 0000•• 8-24=-1735/2653,8-25=-2217/3211,7-25=-2217/3211,7-26=-1912/2454 •••••• • ••i••• WEBS 4-9=-927/1280,5-9=-855/746,5-8---264/498,6-8=-440/472,3-9=-855/746,3-10=-264/498,2-10=-440/472 • ••• ••••• 0000.0 0 0 0 NOTES- (6) 00001.00 1)Unbalanced roof live loads have been considered for this design. • •• 000•• 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;Cat.II;Exp D;Ena.0 • • • • •••••• GCpi=0.18;C-C Exterior(2)0-0-0 to 3-1-11,Interior(1)3-1-11 to 12-6-13,Exterior(2)12-6-13 to 15-8-8,Interior(1)18-10-3 to 28-15; • •••••• • • cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 • • • •••••; 3)-This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •••• ; •••• • 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1298 Ib uplift at joint 1 and 1298 Ib uplift •..• at joint 7. 5)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 6)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard F r. Job Truss Truss Type Qty Ply EJD CONST - 140 NE 103 ST(REV) LITZENBE T5 COMMON 13 1 1 ` 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL 8.010 s Apr 7 2016 MiTek Industries,Inc. Thu Sep 01 11:5250 2016 Page 1 I D:RKbc7Gx2ySK6 WYeQ n9iKQXzZPAT-ghcXV8wSEh H3Wcgb2erJmAuCFmHg_rwu?JAtfmyi0m 7-9-14 14-9-5 21-8-12 29-6-10 7-9-14 6-11-7 6-11-7 7-9-14 1 4x6= Scale=1:53.7 3 k 5.00 12 17 18 3x4 3x4 2 4 16 19 1 5 oI Iv 20 P1 9 22 8 7 23 6 24 2F 3x6= 3x6 II 3x6= 3x6 II 3x6= 4x10= 7-9-14 14-9-5 21-8-12 29-6-10 7-9-14 6-11-7 6-11-7 7-9-14 Plate Offsets X Y-- 2:0-1-12 0-1-8 4:0-1-12 0-1-8 LOADING (psf) SPACING- 1-6-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.16 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.49 Vert(TL) -0.23 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight: 132 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-15,oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-8 REACTIONS. (Ib/size) 1=783/0-8-0 (min.0-1-8),6=1655/0-8-0 (min.0-1-15) .•.• Max Upliftl=-451(LC 4),6=-2056(LC 4) • • •••••• Max Grav 1=803(LC 7),6=1655(LC 1) • • •••• •• • FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. •• ••0•• •'•'• 0000•• TOP CHORD 1-16=-1337/505,2-16=-1250/518,2-17=-566/73,3-17=-472/82,3-18=-473/86,4-18=-519/68,4-19=-1535/887, 0 • 5-19=-1541/846 0.0000 • 0000•• BOT CHORD 1-20=-1233/1605, 1-21=-329/1154,9-21=-329/1154,9-22=-329/1154,8-22=-329/1154,7-8=-785/1542, • 0 •••0• •0.00• .0.0• 7-23=-785/1542,6-23=-785/1542,6-24=-785/1542,5-24=-785/1542,5-25=-1908/906 • WEBS 2-9=0/309,2-8=-805/693,3-8=-158/417;4-8=-1378/1210,4-6=-1512/1731 6096 • ••i•• 0000•. • • . NOTES- (6) ••••0• .. • •00•i• 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;Cat.Il;Exp D;En4.,84.pi:0.18;C-C ExtEVior(2)0-0"tho•o 3-0-0,Interior(1)3-0-0 to 11-9-5,Exterior(2)11-9-5 to 14-9-5,Interior(1)17-9-5 to 26-6-10;cantilever left and right exposed;Lun9ber DOL'=1.60 pZaiergripOOL=1.60 . 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . • • *00000 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 451 Ib uplift at joint 1 and 2056 Ib upMtfta•• ; 0•• •• 0 0 at joint 6. 0• � 5)This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along ,the Bottom Chord,nonconcurrent with any other live loads. 6)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard 9 t r f Job Truss Truss Type Qty Ply EJD CONST - 140 NE 103 ST(REV) LITZENBE V2 VALLEY 2 1 Job Reference o tional Trusscorp Int.,9590 NW 89 AVE,Medley,FL 8.010 s Apr 7 2016 MiTek Industries,Inc. Mon Aug 29 15:41:56 2016 Page 1 ID:RKbc7Gx2ySK6WYeQ n9iKQXzZPAT-eNJo5uRm?xf79bFV3wESguxzGmlXhvLCxWuWFeyiyh 2-0-0 2-0-0 Scale=1:7.3 5 } { 2 1 2-0-0 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 0.90 TC 0.00 Vert(LL) n/a n/a 999 Plate Metal DOL 0.90 TCDL 15.0 BC 0.00 Vert(TL) n/a - n!a 999 BCLL 0.0" Lumber DOL 0.90 WB 0.00 Horz(TL) 0.00 n/a n/a } BCDL 10.0 Rep Stress Incr YES Matrix-SH Weight:8 Ib FT=0% Code FBC2014/TP12007 LUMBER- BRACING- BOT CHORD 2x10 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=11/2-0-0 (min.0-1-8), 1=11/2-0-0 (min.0-1-8) Max Grav2=21(LC 3), 1=21(LC 3) 000000 0.00. • 0000 •0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ; . • • .. • 0 • • 000000 NOTES- (4) ..0... } 0000 1)Gable requires continuous bottom chord bearing. o..:.. . :•0.. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • + 3)•This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along fi2%ttom Cha(*9ier1toncurr%rlj witl. any other live loads. • • • 0000 0000• 4)ARMANDO R.PEREZ PE.#28026 (305)213-7443 • ••• 00000: • 0 • LOAD CASE(S) Standard •• •• 0 0000•± 0000 A i • • • . .. .. .000•. • + 0 • .•0•. • • • .•.. • j0 • i 1 Job Truss Truss Type Qty Ply EJD CONST - 140 NE 103 ST(REV) LITZENBE V4 VALLEY 1 1 Job Reference o tional Trusscorp Int.,9590 NW 89 AVE,Medley,FL 8.010 s Apr 7 2016 MiTek Industries,Inc. Mon Aug 29 15:41:56 2016 Page 1 I D:RKbc7Gx2ySK6 WYeQn9i KQXzZPAT-eNJo5uRm?xf79bFV3wESguxzGmlQhvLCxWuWfeyiyh 2-0-0 4-0-0 2-0-0 2-0-0 F Scale=1:7.5 2 1 a t f 4-0-0 4-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 0.90 TC 0.00 Vert(LL) n/a n/a 999 TCDL 15. Lumber DOL 0.90 0 Plate Metal DOL 0.90 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Rep Stress Incr YES Matrix-SH Weight: 16 Ib FT=0% Code FBC2014/TPI2007 LUMBER- BRACING- BOT CHORD 2x10 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 2=21/4-0-0 (min.0-1-8), 1=21/4-0-0 (min.0-1-8) •�•• Max Grav 2=43(LC 3),1=43(LC 3) . • •••••• 0000 • FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ; ••• 0 0 • NOTES- (4) • • •••••• 0000 0000•• • 1)Gable requires continuous bottom chord bearing. ••• •• • •••• 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • 3)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points aloVIM%%tom Cho"N&ftncurr%*wWYP any other live loads. 0000 • • • 4)ARMANDO R.PEREZ PE.#28026 (305)213-7443 • 000 ••••• :00 LOAD CASE(S) Standard •• •• • • a •••�•� 0000• • 0000•• • • •• • • 0000• • • • 0000 • • • • • f 1 Job Truss Truss Type Qty Ply EJD CONST - 140 NE 103 ST(REV) LITZENBE V4A VALLEY 2 1 4 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL 8.010 s Apr 7 2016 MiTek Industries,Inc. Mon Aug 29-1 5.41-56 2016 Page 1 ID:RKbc7Gx2ySK6 WYeQn9iKQXzZPAT-eNJo5uRm?xf79bFV3wESguxwvmF4hvLCxWu Wteoyh 4-0-0 4-0-0 d 2 Scale=1:12.3 2x4 II 5.00 12 i 1 a i 4 3 2x4 2x4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.22 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-SH Weight:13 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=172/4-0-0 (min.0-1-8),3=172/4-0-0 (min.0-1-8) Max Horz 1=220(LC 4) Max Upliftl=-187(LC 4),3=-279(LC 4) •••• Max Grav 1=278(LC 8),3=278(LC 9) • • FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. '• • ; •••• • TOPCHORD 2-3=-159/295 •••••• •••• •••••• NOTES- (6) •••••• • • • 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;Cat.II;Exp D;EpLh.•,GCpi=0.18;t•G Ftorior(2);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 •••• • 00000 2)Gable requires continuous bottom chord bearing. •••••• • ••• ••;••• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • • • 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 187 Ib uplift at joint 1 and 279 Ib u�ft at• •• • ••••:• joint 3. 000900 • • 5)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along • ; • • ••••:• the Bottom Chord,nonconcurrent with any other live loads. •••••• 6)ARMANDO R.PEREZ PE.#28026 (305)213-7443 • • • • • LOAD CASE(S) Standard • • • k t t k Job Truss Truss Type Qty Ply EJD CONST - 140 NE 103 ST(REV) LITZENBE V8 VALLEY 1 1 � Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL 8.010 s Apr 7 2016 MiTek Industries,Inc. Mon Aug 29 15:41:56 2016 Page 1 I D:RKbc7Gx2ySK6WYeQn9iKQXzZPAT-eNJo5uRm?xf79bFV3wESguxwlmGihuUCxWumeyiyh 4-0-0 8-0-0 _ 4-0-0 4-0-0 -- 46= Scale=1:14. 2 r r 5.00 12 3 1 I r 5 4 6 2X4 i 2X4 11 2X4 i 4-0-0 8-0-0 a 4-0-0 4-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.18 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-SH Weight:24 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. ((b/size) 1=183/8-0-0 (min.0-1-8),3=183/8-0-0 (min.0-1-8),4=354/8-0-0 (min.0-1-8) Max Uplift1=-260(LC 4),3=-260(LC 4),4=-360(LC 4) Max Grav1=277(LC 13),3=277(LC 15),4=372(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. • • • • .....• WEBS 24=-272/401 • • • • NOTES- (7) •••••• ••:••• ••••i• 1)Unbalanced roof live loads have been considered for this design. ••; . • • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf,BCDL=5.Opsf;h=25ft;Cat.II;Exp D;9nc1.,GCpi=0.18;C-C Extericr(2);"i9tk*er left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60see* 3)Gable requires continuous bottom chord bearing. •••• • ••••• 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 666060 0 •,. •.;..• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 260 Ib uplift at joint 1,260 Ib uplift at#oint Z and 360 Ib uplift at joint 4. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points Effdhg'• •' ' •'••;• the Bottom Chord,nonconcurrent with any other live loads. •••••• • • 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 • • ••••i• LOAD CASE(S) Standard • ' ' • t t i f r 4 Job Truss Truss Type Qty Ply EJD CONST - 140 NE 103 ST(REV) LITZENBE V12 VALLEY 1 1 � 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL 8.010 s Apr 7 2016 MiTek Industries,Inc. Mon Aug 29 15:41:56 2016 Page 1 I D:RKbc7Gx2ySK6 WYeQn9iKQXzZPAT-eNJo5uRm?xf79bFV3wESguxvTmEohtjCxWu Wfeyiyh 6-0-0 12-0-0 6-0-0 6.0-0 1 2 Scale=1:19. 5.00 12 1 3 3x4= 5 2x4 l4 6 3x4= t 12-0-0 12-0-0 Plate Offsets X Y-- [1:0-3-13,0-1-81,[3:0-1-5,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.31 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 3 n/a n/a . BCDL 10.0 Code FBC2014/TPI2007 Matrix-SH Weight:38 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=257/12-0-0 (min.0-1-8),3=257/12-0-0 (min.0-1-8),4=646/12-0-0 (min.0-1-8) Max Upliftl=-302(LC 4),3=-302(LC 4),4=-645(LC 4) Max Grav 1=313(LC 13),3=313(LC 15),4=646(LC 1) •••••• • • •••• •••••• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. • • • • WEBS 2-4=-444/566 •• • • •• • NOTES- (7) ••• •• • . • 1)Unbalanced roof live loads have been considered for this design. •••••• 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;Cat.ll;Exp D;Frick,%(•pi=0.18:G-C."rior(2);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 •••• • •• ••• 3)Gable requires continuous bottom chord bearing. •..... • ..• .•..• 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 302 Ib uplift at joint 1,'302 Ib uplifral joint • 3 and 645 Ib uplift at joint 4. •••••• • • 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along* ; • . .••..• the Bottom Chord,nonconcurrent with any other live loads. •••••• 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 • • • • • LOAD CASE(S) Standard •••• r t Job Truss Truss Type Qty Ply EJD CONST - 140 NE 103 ST(REV) LI-TZENBE V16 VALLEY 1 1 Job Reference(optional) rrusscorp Int.,9590 NW 89 AVE,Medley,FL 8.010 s Apr 7 2016 MiTek Industries,Inc. Mon Aug 29 15:41:57 2016 Page 1 ID:RKbc7Gx2ySK6WYeQn9iKQXzZPAT-6ZtAIESOmEn nlghcdlhC5T1KAXNQIUM9Ad3B5yiyh 8-0-0 16-0-0 6-0-0 8-0-0 2 Scale=1:25.3 5.00 12 6 7 I 5 8 1 3 I + 3x8 9 4 10 3x8 i 2x4 11 a 16-0-0 16-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.48 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-SH Weight:51 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=354/16-0-0 (min.0-1-14),3=354/16-0-0 (min.0-1-14),4=892/16-0-0 (min.0-1-14) Max Upliftl=-357(LC 4),3=-357(LC 4),4=-748(LC 4) Max Grav 1=364(LC 7),3=364(LC 8),4=892(LC 1) ) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. • • i see*0 •••..• WEBS 2-4=-613/670 • • • 09 NOTES- (7) •••••• •�•• •••••• 1)Unbalanced roof live loads have been considered for this design. •••:.• • • • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf,BCDL=5.Opsf;h=25ft;Cat.Il;Exp D;Enile, Cpi=0.18;C-C Ejcterior(2)Q 812 to 3-8-12,Interior(1)3-8-12 to 5-0-0,Exterior(2)5-0-0 to 8-0-0,Interior(1)11-0-0 to 12-3-4;cantilever left and right exposed;Lumber 966=1.60 pZata.grip�OL=1.60 3)Gable requires continuous bottom chord bearing. 0000 • 00;00 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •••••• • ••• ••••• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 357 Ib uplift at joint 1,357 Ib uplift,Bjjt)013 and 7481b.�litat joint J. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points arro__ng I • the Bottom Chord,nonconcurrent with any other live loads. ••••" 1 ' 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 i '• 4• • • LOAD CASE(S) Standard : • • ••• •• { d t Job Truss Truss Type Qty Ply EJD CONST - 140 NE 103 ST(REV) LITZENBE V20, VALLEY 1 1 ' Job Reference(optional) Trvsscorp Int.,9590 NW 89 AVE,Medley,FL 8.010 s Apr 7 2016 MiTek Industries,Inc. Mon Aug 29 15:41:57 2016 Page 1 ID:RKbc7Gx2ySK6 WYeQn9iKQXzZPAT-6Z1AI ESOmEn_nlghcdlhC5T5BAa3QJtM9Ad3B5yiyh ' 10-0-0 20-0-0 10.0-0 ~ 10-0-0 3 _ Scale=1:31.6 5.00'12 2x4 II 11 t2 2x4 II � 2 4 10 13 1 Li U 5 t 3x4 14 9 15 8 7 6 16 3x4 2x4 11 2x4 II 3x6= 2x4 11 20-0-0 20-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.30 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-SH Weight:71 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-0-0. 1 (lb)- Max Uplift All uplift 100 Ib or less atjoint(s)8 except 1=-209(LC 4),5=-209(LC 4),'6=-594(LC 4),9=-594(LC 4) Max Grav All reactions 250 Ib or less atjoint(s)except 1=309(LC 15),5=309(LC 19),8=336(LC 17),6=636(LC 8), 9=636(LC 7) •••• FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. • • • • TOP CHORD 2-11=-143/254,3-11=-114/268,3-12=-114/268,4-12=-143/254 •• • i •••• •• WEBS 3-8=-250/161,4-6=491/587,2-9=-491/587 •.•.•• •••• •••••• NOTES- (7) •••••• 1)Unbalanced roof live loads have been considered for this design. •••••. :••..• • • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=25ft;Cat.ll;Exp D;EnVI Mpi=0.18;00-C Exterior(2)0'g=2tb• 3-8-12,Interior(1)3-8-12 to 7-0-0,Exterior(2)7-0-0 to 10-0-0,Interior(1)13-0-0 to 16-34;cantilever left and right exposed;LLgrba440L=1.60,platedop DOL=1+60••• 3)Gable requires continuous bottom chord bearing. • • • 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'So**** •• • •••• • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)8 except(jt:D)• • • •• 1=209,5=209,6=594,9=594. • • • • •••••• 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points a�ong • :••••• • • the Bottom Chord,nonconcurrent with any other live loads. • • • •••••• 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 •• • •••• • • LOAD CASE(S) Standard t r t FftDeparMl BCIS Home i Log In User Registration ! 'Hot Topics Submit Surcharge Stats&Facts Publications FBC Staff ; BCIS Site Map Links Search Busnes PI " Product Approval ' USER: Public User Regulation Product Approval Menu>Product or Application Search>Application List>Application Detail FL# FL17232-R2 Application Type Revision Code Version 2014 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be'reviewed and ratified I by the POC and/or the Commission if necessary. -Comments Archived Product Manufacturer USP Structural Connectors, a MiTek Company Address/Phone/Email 14305 Southcross Drive Suite 200 I Burnsville, MN 55306 (952) 898-8602 r jcollins@mii.com ! ' Authorized Signature Jim Collins P.E. jcollins@mii.com Technical Representative Jim Collins, P.E. Address/Phone/Email 14305 South Cross Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 jcollins@mii.com • . 0 0 0 0 0 0 0 0 0•• •� • Quality Assurance Representative. Todd Asche •..• • • •• • l Address/Phone/Email 14305 Southcross Drive •0•••• 0000 ••••:• t Suite 200 - 000000• Burnsville, MN 55306 0000•• (952) 898-8602 •••• • • • • • • 0000•• tasche@mii.com 0000 • 0000• I • • 00.66•00 • ••• 0000• a Category Structural Components •• •• • 6 6 6•:6 Subcategory Wood Connectors :6•:6: 6 • • • • • ••6.60 0000•• Compliance Method Evaluation Report from a Product Evafuatjon Cntity' •••6 :6.6 0. r • • • Evaluation Entity ICC Evaluation Service,`LLC Quality Assurance Entity ICC Evaluation Service Quality Assurance Contract Expiration Date 12/31/2020 Validated By I Terrence E. Wolfe P.E i Validation Checklist- Hardcopy Received, I Certificate of Independence EL17232 R2 COI Certification of Independence for Evaluation.odf r Referenced Standard and Year(of Standard) Standard Year AF&PA N.D.S. 2012 ASTM D7147 2011 t Equivalence of Product Standards Certified By 1 17232.6 HUS24-2, HUS44, HU524-3 i Slant Nail Joist Hanger R Limits of Use Installation Instructions Approved for use in HVHZ: No ' FL17232 R2 II ESR-3445 (Face unt).Ddf ` Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service;LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R2 AE ESR-3445(Face Mount).Ddf 17232.7 HUS26, HUS28, HUS210, HUS175, 'Slant Nail Joist Hanger HUS177, HUS179, HUS26-2, HUS28-2, HUS210-2, HUS212-2, HUS214-2, HUS46, HUS48, HUS410, " I HUS412, HU5414, HUS26-3, HUS28-3, HUS210-3, HUS212-3, ! HU5214-3 r i Limits of Use Installation Instructions j Approved for use in HVHZ:Yes FL17232 R2 II ESR-3445 (Face Mount).Ddf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/Af Created by Independent Third Party: Design Pressure: N/A (Evaluation Reports Other: FL17232 R2 AE ESR-3445(Face Mount)pdf j 17232.8 �]1-24, JL26-Yv-V------�__�- {Standard Joist Hangers -.--__---_- �- Limits of Use Installation Instructions Approved for use in HVHZ: No FL17232 R2 II ESR-3445 (Face Mount).Ddf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC j Impact Resistant: N/A I Created-by Independent Third Party: i Design Pressure: N/A Evaluation Reports Other: FL17232 R2 AE ESR-3445(Face Mount).Ddf 17232.9 I JL28, JL210 Standard Joist Hangers Limits of Use Installation Instructions j Approved for use in HVHZ:Yes FL17232 R2 II ESR-3445 (Face Mount).odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC j Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports I. j Other: x17232 R2 AE ESR-3445(Face Mount).Ddf - I 17232.10JN26-2, JN28-2, JN26E, JN28E, Power Nail Hangers IN210E j Limits of Use Installation Instructions •••• Approved for use in HVHZ: No i � � PP FL17232 R2 II ESR-3445(Face Mount).Ddf � ...... .�, Approvgid fo%use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC j • Impact Resistant: N/A Created by Independent Third Party: j • • . :Design Pressure: N/A Evaluation Reports 0 00 0• •••• Other!0:0.0 FL17232 R2 AE ESR-3445 (Face Mount).Ddf i • • 0 000000 • • • •17232.11.••• JUS24, JUS24-2, JUS44, JUS24-3 Slant Nail Joist Hanger I 0000• • Limits of se Installation Instructions 0 0 0 0 0 ;0: 0.Apprdyt:7'ar0use in HVHZ: No FL17232 R2 II ESR-3445(Face Mount).pdf •••••• • •• Approved fewuse outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC • 0 Impart,114W%tant: N/A Created by Independent Third Party: :00*** 0•••• • Desigi P'reslure: N/A (Evaluation Reports • . ••••• Other: 0 FL17232 R2 AE ESR-3445 (Face Mount),odf 0 00;00 7232.12 00 JUS26, JUS28,JUS210,JUS36, Slant Nail Joist Hanger - - • •• JUS38, JUS310, JUS26-2, JUS28-2, JUS210-2, JUS212-2, JUS214-2, I i JUS46,JUS48,JUS410,JUS412, ("( JUS414,JUS26-3,JUS28-3, JUS210- E 3, JUS212-3,JUS214-3 i Limits of Use Installation Instructions Approved for use in HVHZ: Yes 1 FL17232 R2 II ESR-3445 (Face Mount).Ddf Approved for use outside HVHZ:Yes ( Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A I Created by Independent Third Party: i Design Pressure: N/A Evaluation Reports ' Other: FL17232 R2 AE ESR-3445 (Face Mount) odf 17232.13 I LGU325, LGU363, LG1.1525, MG1.1363, i Girder Hanger MGU525, MG1.1550, MG1.1562, i MG1.1700, HGU363, HGU525. HGU550, HGU562, HGU700, j HGU725, HGU900 Limits of Use 1 Installation Instructions Approved for use in HVHZ:Yes FL17232 R2 II ESR-3445(Face Mount).Ddf Approved for use outside HVHZ:Yes 1 Verified By: ICC Evaluation Service, LLC i ESR-3445 Most Widely Accepted and Trusted Page 13 of 21 as ; -SUN gyp (�UH%atmladan g , FIGURE 7—SUH JOIST HANGER TABLE 8–THD FACE MOUNT HANGER ALLOWABLE LOADS 1,2,3,4 FASTENER SCHEDULE ALLOWABLE LOADS(lbs) STOCK NO. STEEL DIMENSIONS(in.)GAGE Header Joist Download Uplift W H D Qty Type Qty Type CD=1.0 Co 1.15 C[)=1.25 CD=1:60 THD26 16 1% 5'/,e 3 18 16d Common 12 10dx1'/2 2645 3000 3060 2265 TH026max 16 1% 5'/,e 3 20 16d Common 20 10dx11/2 2940 3335 3470 2330 TH028 16 15/8 7 - 3 1 28 16d Common 16 10dx1'/2 4115 4485 4485 2330 TH026max 16 15/8 7 3`. 28 16d Common 26 10dx1'/2 4115 4670 5040 2330 THD210 16 15/8 9 3 38 16d Common 20 10dx1112 5115 5115 5115 3095 THD210max 16 15/8 9 3 38 16d Common 32 10dx1'/2 5585 6335 6415 3790 TH0175 14 1% 5 3 18 16d Common 12 10dx11/2 2770 3055 3055 2330 THD177 14 1% 6% 3 28 16d Common 16 10dx1'/2 4310 4485 4485 , 2330 THD179 14 1'/e 8'/e 3 38 16d Common 20 10dx11/2 5800 5800 5800 3905 THD26-24 14 37/18 5318 3 18 16d Common 12 10d Common 2770 3150 3355 • ••1360 •••••• THD28-2 14 3'/16 71/8 3 28 16d Common 16 10d Common 4310 4890 • • 5005 .2.595 • THD210-2 14 37/,6 9'/8 3 38 16d Common 20 10d Common 5850 6640# • •7045 • :•3865 ..... • THD210-3` 12 5'/e 9 3 38 16d Common 20 10d Common 6535 7259 0 0 7605 03850 • • THD210-4 12 63/4 9 3 38 16d Common 20 10d Common 6535 72V••••7605 i •"so • • THD46 14 35/8 55l16 3 18 16d Common 12 10d Common 2770 312 ••••3355 i � 0 • • ••••• THD48 14 35/8 71/1e 3 28 16d Common 16 10d Common 4310 4860•• • 5005 •2596 •••••• • THD410 14 35/s 9'/16 3 38 16d Common 20 10d Common 5850 66051•• • 7045 3905 •• •••••• THD412 14 3518 11 3 48 16d Common 20 10d Common 7045 704 7045 �•••9906 THD414 14 35/e 1 12'/8 3 58 16d Common 20 10d Common 7045 70450. :7045 ••3$10 ;•••• TH13610. 12 51/2 9 3 38 16d Common 20 10d Common 6535 7255 7605 ••341A THD612 12 5'!2 11 3 48 16d Common 20 10d Common 8255 8415 8415 4225 THD614 12 5'/2 12'/e 3 58 16d Common 20 10d Common 8415 8415 8415 4255 THD7210 12 71/4 9 3 38 16d Common 1 20 10d Common 6535 7255 7605 3410 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N,1 psi=6.895 kPa 'Allowable loads have been adjusted for load duration factors,Co,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installations requirements. 2See Section 3.14.3 for required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations in wood members complying with Section 3.14.2.Wood members must also have a minimum reference compression perpendicular to grain design value, Fc-,,,of 625 psi. 4THD hangers provide torsional resistance up to a maximum joist depth of H + 1 inch(H+25.4 mm),where torsional resistance is defined as a moment not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). i _ESR-3445 I Most Widely Accepted and Trusted + Page 15 of 21 TABLE 9—THDH FACE MOUNT HANGER ALLOWABLE LOADS'2,3,41 DIMENSIONS(in.) FASTENER SCHEDULE ALLOWABLE LOADS(Ibs) STOCK NO. STEEL GAGE W D Header Joist Download Uplift H Qty Type Qty Type CD=1.0 CD=1.15 CD=1.25 CD=1.6 THDH26 12 15/6 5'/,6 5 20 16d Common 8 16d Common 4375 4895 5245 2340 THDH28 12 15/8 73/,6 5 36 16d Common 12 16d Common 7595 8025 8025 4370 THDH210 12 15/¢ 93/,6 5 46 16d Common 16 16d Common 9310 9855 9855 1 5400 THDH27925 12 23/4 91/8 4 46 16d Common 12 16d Common 9010 9010 9010 4370 HDH27112 12 23/4 10'/6 4 56 16d Common 14 16d Common 9845 9845 9845 4370 TH01-12714 12 23/4 12'/4 4 66 16d Common 16 16d Common 11185 11770 12165 5400 THDH26-2 12 3'/16 5316 4 20 16d Common 8 16d Common 4375 4895 5245 2340 THDH28-2 12 3'/16 „7'/6 t4 36 16d Common 10 '16d Common 7360 8025 -8025 3330 THDH210-2 12 3'/16 91/8 4 46 16d Common 12 16d Common 9010 9010 9010 4370 THDH212-2 12 33/6 10% 4 56 16d Common 14 16d Common 9845 9845 9845 4370 THCH214-2 12 33/6 12'/4 4 66 16d Common 16 16d Common 12125 12510 12150 5400 THDH3210 12 33/,6 93/6 4 46 16d Common 12 16d Common 9010 9010 9010 4370 TH01-13212 12 33/16 105/8 4 56 16d Common 14 16d Common 9845 9845 9845 5225 THOH46 12 38/16 53/6 4 20 16d Common 8 16d Common 4375 4895 5245 2340 THDH48 12 38/16 '71/8 4 36 16d Common 10 16d Common 7360 7835 7835 3330 THDH410 12 38/16 9'/8 4 46 16d Common 12 16d Common _ 9010 9010 9010 4370 THDH412 12 38/16 10% 4 1 56 16d Common 14 16d Common 9845 9845 9845 5225 THDH414 12 38/,6 13'/16 4 66 16d Common 16 16d Common 12510 12510 12510 6015 THDH26-3 12 5'/a 57/16 4 20 16d Common 8 16d Common 4375 4895 5245 2340 THDH28-3 12 51/e 73/16 4 36 16d Common 12 16d Common 7595 7835 7835 4370 THDH210-3 12 51/8 93/16 4 46 16d Common 16 16d Common 9785 9855 9855 5400 THOH212-3 12 51/8 113/16 4 56 16d Common 20 16d Common 10365 10365 10365 5400 THOH214-3 12 '5'/6 133/,6 4 66 16d Common 22 16d Common 12510 12510 12510 6015 THDH5210 12 53/6 9'/, 4 46 16d Common 16 16d Common 9785 9855 9855 5400 HDH5212 12 53/8 111/8 4 56 16d Common 20 16d Common 10365 10365 10365. 5400 THDH5214 12 53/8 13'/a 4 66 16d Common 22 16d Common 12510 12510 12510 6015 THDH6IU •12 5'/2 9, 4 46 16d Common 16 16d Common 8990 8990 8990 5400 • THOH612 12 11 4 56 16d Common 20 16d Common 10365 10365 10365 5400 • • T&HDH61,t•• •012 ••�/Z 0 13 4 66 16d Common 22 16d Common 12510 12510 12510 6015 • TdhiDH26-4 • 12 0 40*• 5'/16 4 20 16d Common 8 16d Common 4375 4895 5245 2340 •••• • 1•HDH28-4• 912 46ikp/ * 78/,c 4 36 16d Common 12 16d Common 7595 7835 7835 4370 • • TIHDH6710 •12 Oe,)• 873/16 4 46 16d Common 12 16d Common 8990 8990 8990 4370 •O" fHDH671t: ••12 ;0lf/*4'• 1013/16 4 56 16d Common 14 16d Common 8990 8990 8990 5225 TH01-16714 12 /8 1273/16 4 66 16d Common 16 16d Common 12510 12510 12510 6015 0 • HDI-1721 12 • P'/4 • 9 4 46 16d Common 12 16d Common 8990 8990 8990 4370 • ZHDH721'10 •;12 •7'/4 • 10% 4 56 16d Common 14 16d Common 8990 8990 8990 1 5225 *0 1HDH7214• • 12 i -%o 121/4 1 4 1 66 1 16d Common 16 16d Common 12510 12510 12510 1 6015 For SI: 1 incF1 c 25.4 mm,1 Ibf=4.45 N. 'Allowable loads have been adjusted for load duration factors,Co,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations.,See Sections 4.1 and.4.2 for additional design and installation requirements. 2Allowable loads shown are for installations in wood members complying with Section 3.14.2. 3See Section 3.14.3 for required fastener dimensions and mechanical properties.- 4 THDH roperties.-4THDH hangers provide torsional resistance, up to a maximum joist depth of H + 1 inch (H + 25.4 mm)where torsional resistance is defined as a moment not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). SAllowable loads shown are for installations in wood members complying with Section 3.11.2. %Vood members must also have a minimum reference compression perpendicular to grain design value,F,,,,of 625 psi. 'Joist nails must be driven horizontally into the joist at an angle of 30-to 45-degrees from normal,such that they penetrate through the joist,and into the header. i 4 1 ESR-3445 I Most Widely Accepted and Trusted Page 8 of 21_ TABLE 3=HUS SLANT NAIL JOIST HANGER ALLOWABLE LOADS1'234 STOCK STEEL DIMENSIONS(in.) FASTENER SCHEDULE ALLOWABLE DESIGN LOADS(lbs) s NO. GAGE W H D A Header Joist Download Uplift Qty Type Qty Type CD=1.0 CD=1.15 CD=1.25 CD=1.6 HUS26 16 15/8 5'/,e ,3 2 14 16d Common 6 16d Common 2760 3140 3346 1925 HUS28 16 15/8 73/,5 3 2 22 16d Common 8 16d Common 4170 4345 4345 2570 HUS210 16 15/8 93/,8 3 2 30 16d Common 10 16d Common 5455 5510 5510 3205 HUS175 16 113/18 53/8 3 2 14 16d Common 6 16d Common 2760 3140 3345 1925 HUS177 16 113/18 71/5 3 2 22 16d Common 8 '16d Common 4170 4345 4345 2570 HUS179 16 113/18 91/8 3 2 30 16d Common 10 16d Common 5510 5510 5510 3205 HUS24-2 14 31/8 3'/,e 2 1 4 16d Common 2 16d Common 850 965 1040 495 HUS26-2 14 31/8 51/4 2 1 4 16d Common 4 16d Common 1085 1235 1300 1155 HUS28-2 14 31/8 71/8 2 1 6 16d Common 6 16d Common 1625 1850 1995 1810 HUS210-2 14 31/8 91/8 2 1 8 16d Common 8 16d Common 2170 2465 2660 2210 HUS212-2 14 31/5 11'/8 2 1 10' 16d Common 10 16d Common 2710 3080 3325 3060 HUS214-2 14 3'/e 13'/8 2 1 12 16d Common 12 16d Common 3250 3700 3875 3060 HUS44 14 35/8 33/,8 2 1 4 16d Common 2 16d Common 850 965 1040 495 HUS46 14 35/8 5 2 1 416d Common 4 16d Common 1085 1235 1300 1155 HUS48 14 35/8 7 -2 1 6 16d Common 6 16d Common 1625 1850 1995 1810 HUS410 14 35/8 8'/s 2 1 8 16d Common 8 16d Common 2170 2465 2660 2210 HUS412 14 35/8 107/8 2 1 10 16d Common 10 16d Common 2710 3080 3325 3060 HUS414 14 35/e 12'/8 2 1 12 16d Common 12 16d Common 3250 3700 3875 3060 HUS24-3 14 43/8 311/15 2 1 4 16d Common 2 16d Common 850 965 1040 495 HUS26-3 14 45/8 4'/2 2 1 4 16d Common 4 16d Common 1085 1235 1300 1155 HUS28-3 14 45/8 63/8 2 1 6 16d Common 6 ,16d Common 1625 1850 1995 1810 HUS210-3 14 45/8 83/e 2 1 8 16d Common 8 16d Common 2170 2465 2660 2210 HUS212-3 14 45/8 103/8 2 1 10 16d Common 10 16d Common 2710 3080 3325 3060 HUS214-3 1445/8 123/8 2 1 12 16d Common - 12 16d Common 3250 3700 3875 3060 For Sl: 1 inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads have been adjusted for load duration factors, Co, as shown, in accordance with the NDS.The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 1 2Allowable loads shown are for installations in wood members complying with Section 3.14.2.Wood members must also have a reference compression 3perpendicular to grain design value,Fc_pem,of 625 psi(4.31 MPa)or greater. ...• See Section 3.14.3 for required fastener dimensions and mechanical properties. • • 4HUS hangers provide torsional resistance,where torsional resistance is defined as a moment not less than 75 poZnds.(%4 N)times Ve depth of thegeist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.126ihch t3.2 mnD. . . • 5Joist nails must be driven horizontally into the joist at an angle of 30-to 45-degrees from normal,such that theyopMJt1'2te throug"Me joist ana"d header. •••••• 1 • • 0000•• 0000 • 0 • • • • 0000•• 0000 • 0 0:00 00069• • ••• 0000• • • • 0 0 •• •• s •0 0 0.00.0 X00.00 0 •• t .. • • 3 �� '� ,ate � .} 0000•• :` •0'�� n i`• �� �' ,' •s air .,�: ,� ,r �• � T, `TYPIC.HU51F TRU55 INFA,IoLATION FIGURE 3—HUS SLANT NAIL JOIST HANGER f i Impact Resistant: N/A Created by Independent Third Party: 9 Design Pressure:N/A i Evaluation Reports Other: I FL17232 R2 AE ESR-3445(Face Mount)pdf 17232.14 SUH24, SUH24R,-SUH34, SUH24-2, Joist Hanger i SUH44, SUH44R, SUH26-3 i Limits of Use Installation Instructions Approved for use In HVHZ: No FL17232 R2 II ESR-3445.odf J Approved for use outside HVHZ:Yes , Verified'By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R2 AE ESR-3445(Face Mount).Ddf 17232.15 SUH26, SUH28, SUH210, SUH214, Joist Hanger SUH1710, SUH1714, SUH26R, SUR28R, SUH210R, SUH214R,SUH2310, SUH2314, SUH36, SUH310, SUH314, i SUH2610, SUH2614, SUH26-2, j t SUH28-2,SUH210-2,SUH214-2 f ! Limits of Use Installation Instructions Approved for use in HVHZ:Yes i FL17232 R2 II ESR-3445(Face Mount),pdf Approved for use outside HVHZ:Yes ` Verified By: ICC Evaluation Service, LLC { j Impact Resistant: N/A Created by Independent Third Party: •Design Pressure: N/A Evaluation Reports Other: FL17232 R2 AE ESR-3445 (Face Mount)pdf _ __ --- _ _ 17232.16 i SUH46,-SUH48; SUH410, SUH414, i Joist Hanger SUH46R, SUH410R, SUH28-3, . I i SUH210-3, SUH2310-2, SUH2314-2, j SUH310-2, SUH66, SUH610, SUH66R, SUH610R Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL17232 R2 II ESR-3445(Face Mount) f Approved for use outside HVHZ:.Yes Verified By: ICC Evaluation Service, LLC I Impact Resistant: N/ACreated by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R2 AE ESR-3445 (Face Mount) odf 17232.17 THD26,THD26max,THD28, ° Face Mount Hanger THD28max, THD210,THD210max, THD175,THD177, THD179, THD26- I ••• i 2,THD28-2,THD210-2,THD210-3, • ' THD210-4,THD46,THD48, THD410, • • • • ti. THD412,THD414, THD610,THD612, •• •`•• ; ` " ;THD614, THD7210 I Limits fEls: j Installation Instructions •••••• Approvedl'or use in HVHZ:Yesi FL17232 R2 II ESR-3445 (Face Mount).pdf ' ' �;•� :Approjdd`fbtuse outside HVHZ:Yes ! Verified By: ICC Evaluation Service, LLC •• •• dm pact itesistant: N/A ! Created by Independent Third Party: ••••• ••. Desigq egWVre: N/A Evaluation Reports • • •• •Other:• • FL17232 R2 AE R-3445 (Face Mount).pdf • • 17232.!T • -- THDH26, THDH28, THDH2101 Face Mount Hanger •i•• • ` THDH27925,THDH27112,THDH2714, ;x•.00 • .•. THDH26-2,THDH28=2,THDH210-2, j • ••• • •• ITHDH212-2,THDH214-2, `• ' THDH3210,THDH3212,THDH46, I THDH48, THDH410,THDH412, THDH414 - .............._... _ _._.._............ Limits of Use Installation Instructions Approved for use in HVHZ:Yes I FL17232 R2 II ESR-3445(Face Mount) pdf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service, LLC j Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: FL17232 R2 AE ESR-3445 (Face Mount) odf 1723_2.19 THDH26-3,THDH28-3, THDH210-3, Face Mount Hanger : I I THDH212-3,THDH214-3,THDH5210, I THDH5212, THDH5214,THDH610, I I THDH612,THDH614, THDH26-4, I I THDH28-4,THDH6710,THDH6712, s THDH6714, THDH7210,THDH7212, I THDH7214 j .___.........._............... Limits of Use I Installation Instructions Approved for use in HVHZ:Yes j FL17232 R2 II ESR-3445(Face Mount) Ddf Approved for use outside HVHZ:Yes j Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: i r 1 WEB. BRACING RECOMMENDATIONS MAXIMUM TRUSS WEB FORCE(ibs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72"O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D 7 77_ 10'-0" 1886 1610 1886 2829 1T-0" 1342 1572 1572 2358 . %{`• 43143 3143 . 471,5 4715 WY7074Y~ - 14'-0" 1150 1947 1347 2021 ':', 'ti•r" 'y7' y: `I :5 18'0' 1008 1179 1179 1788 ia�::-''.; 2356 2358 3536 ITV 894 1048 1048 1572 ;'t: = 3143 4715 2W-O" 805 943 943 1414 1886 1888. 2829 Bay size shall be measured in between the centers of pans of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1.DIAGONAL BRACING 15 REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE N70 THE ROOF AND/OR CEILING DIAPHRAGM.THE DIAPHRAGM G TO BE DESIGNED BY A QUALIFIED PROFESSIONAL 1 X 4 IND.45 SP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE ANO GRADE OR BETTER,As THE LATERAL SPACE MATERLAL,AND SHALL BE INSTALLED N SUC"MANNER THAT IT INTERSECTS WEB MEMBERS. , 1 X 4$2 SRB(OF,HF,SPF) AT APPROX.46 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0,131'#.61 FOR 1x1 BRACES,2.10d(0.131-x 31 FOR 2)3 ane 2x4 BRACES,AND 3.10d(0.131W')FOR 24 SPACES. - 4.CONNECT LATERAL SPACE TO EACH TRUSS WITH 2•8d @.131'X AI NAILS FOR 194 LATERAL BRACES. 2.1Od(0.131 VI NAILS FOR 24 and 2x4 LATERAL BRACES,AND 3-1Dd(0.131.41 FOR 2x4 LATERAL BRACES. B 2 X 3 63:STD,CONST(SPF,OF,HF,OR SP) S. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULDOVERLAP AT LEAST ONE TRUSS SPACE � FOR CONTINUITY. L FOR ADOtnONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING,CONSULT 138669 TEMPORARY OF METAL PLATE CONNECTED WOOD TRUSSES AND BCS I P X 4 N3,STD;CONST(SPF,OF,HF,OR SP C ) GUIDE TO GCOO PRACTIDE FOR HANDLING,INSTALLING a BRACING OF METAL PLATE CONNECTED WOOD TRUSSES,JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTrruTE www.1bci,W8tryaom and www.gl vLwg . D 2 X 9 03 OR BETTER(SPF,DF,HF,OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WE_B MEMBER FORCE. B• TABULATED VALUES ARE BASED ON A DOL.1.15. FOR STABILIZERS: FOR A SPACING OF 2,C O.C.ONLY,MREK•STABLSER'TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A S.C AND O BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS,STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING.SEE"STABILIZER' TRUSS BRACING INSTALLATION GLIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACEwoes so 0 \ �_ • • • • �... r y� • • r �\ \ ••rLN CONTINUOUS LATERAL •••.•• •••• *so*:* RESTRAINT •••••• • •• •••••• l�- _, 1 2.10dNAILS seems*•••• :••••• ••••• \ /�J (SEE NOTE 4) •••••• • ••• • • • • • • • •• • I ••••• • • • • TRUSS W E13 MEMBERS ) This information Is provided as a recommendation to assist in the requirement for permanent bracing of the Individual truss web members.Additional bracing may still be required for the stability of the overall roof system.The method shown here Is just one method that can be used to provide stability against web buckling. + I • L-BRACE DETAIL Nailing Pattern Note:L-Bracing to be used when continuous L-Brace size Nail Size, Nail Spacing lateral bracing is impractical.L-brace 1x4 or 6 1 Od8"O.C. must cover 90%of web length. 2x4,6,or 8 ' 16d 8"O.c., Note:Nail along entire length of L-Brace L-Brace Size (On-Two-Ply's Nail to Both Plies) for One-Ply Truss Specified Continuous fi Rows of Lateral Bracing Nails Web Size 1 2 2x3 or 2x4 1x4 **• j 2x6 1 x6 `* 2x8 2x8 *"• " DIRECT SUBSTITUTION NOT APLI CABLE. SPACING` s 3 a k , WEB } L-brace.Size for Two-Ply Truss ••• �� L•BRACE Specified Continuous ""' ��'� "'• • ; /� Rows of Lateral Bracing •• \\` ' ' / Web Size 1 2 •••••• \•• .� •• ••i �•� :.•..: \\` ..: . 2x3 or 2x4 2x4 «.. • \� / 2x6 2x6 *"* • 2x8 2x8 *"* *:fee* ••••• • '• " •'"\ DIRECT SUBSTITUTION NOT APLICABLE. • we • •••••• ••••••IIS •i••• �• tfo n Detail • •�— L-Brace \ Web i i I L-Brace must be same species grade(or better)as web•member. 1 I I I I i A t TRUSSED VALLEY SET DETAILRMy>az rn Page 1 of 1 GABLE END,COMMON TRUSS NOTE:VALLEY STUD SPACING NOT —_ - _ _0R GIRDER T USS TO EXCEED 48"O.C.SPACING — 1, I, II II „ II II II II I; - �I II Ij ;; II �� 11 II N II I, Ij a ;1 II 11 ,I I 1 , j� I� 11 ti ;I II it 11 I I� VALLEY TRUSS TYPICAL BASE TRUSSES (24'O.C. TYPICAL(24"O.C:) ) VALLEY TRUSS TYPICAL 5 (24-0.0.) 1. INSTALL BASE TRUSSES. P 12 MAkIMOfi1 2. APPLY SHEATHING TO TOP CHORD OF SUPPORTIN TRUSSES. VALLEY TRUSSES MAY PROVIDE g BRACING IF SHEATHING IS NOT APPLIED, BASE TRUSSES MUST BE DESIGNED FOR 7 PURUN SPACING EQUIVALENT TO VALLEY TRUSS SPACING(NOT TO EXCEED 24"O.C.). --- 3. INSTALL VALLEY TRUSSES(2d"O.C.MAXIMUM) t AND SECURE TO BASE TRUSSES AS e PER DETAIL A,B;OR C BELOW. SEE DETAIL 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. A,8,OR C BELOW(TYP.j ' e TOE•NAIL VALLEY TOa 8,4SE TRUSS W/ 12 11 10 (d)16d TOE NAILS ATTACH 2ACONTINOUS NO.2 SPF ATTACH 2x4 CONTINOUS NO.2 SPF •••• TO THE FACE OF THE ROOF W/TWO BLOCK TO THE FACE OF JHE RQOF WI •••••• •••••• 16d(.131"x 3.5")NAILS INTO EACH • TRUSS BELOW ��jJ.16d{.131"x 3.5")NAIlS 7M O�EACH • •• • TRUSS BELOW. EACH TRUSS'BECOW • • • • �� p MUST HAVE A BLOCK ATTio"FIR A'O IT, •••• •••••• TR0� � N i-, Soso. SSSS.. �oA9� �-�IL VACI�Y9'i4 2�4 •TRUSS W/ 0000• VALLEY TRUSS ( 4lFATOENAY.SS9S 00009• DETAIL A ,�•• ���, NAiI.S 999.99 99999 (GREATER THAN 3/12 PITCH) . SSSS:. SSSS .. DETAILS •0S• .. 0000: ATTACH BEVELED 2x4 CONTINOUS (3/i 2 PITCH OR LESS] • NO.2 SPF TO THE FACE OF THE ROOF S W/TWO 16d(.131'x 3.51 NAILS INTO EACH TRUSS BELOW '..1P 1I�?JP,L1 P, , p£R f 2 P f 2 8 fl 2 r s�ATTACHVALLEY TO ? S6-255-Ir34r DATE x!/ 11/2011 BEVELED 2x4 W/ (2)16d TOE NAILS 1.811SW33 3145 DETAIL C TOE-NAIL VALLEY TO (GREATER THAN. PITCH BASE TRUSS W/ LESS THAN 12/12 PITCH) (2)16d TOE NAILS I � 1, I RECEIVED Miami Shores Village Nov 011016 � u Building Department \ 10050 N.E.2nd Avenue,Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 l INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 ( 4// BUILDING Master Permit No. (1 ( S .�V2— PERMIT APPLICATION Sub Permit No. 6 - frn/ ❑BUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: W,r i /1 City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: p, OWNER: Name(Fee Simple Titleholder): L I"1 ZA'Y1�YL Phone#: ,�S����} "C 0 Address: k3e 0-3 S-T- City: 0\.kQry\-x State: G Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: E Phone#: Address: I)CO VK� (� City: t4- n-)l nmY Stater Zip: 1 • Qualifier Name: Er/'r- Phone#: - )s y �o State Certification or Registration#: S i's 9d Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work._` •(J j d,01-f-•P_ce 5,0pr /Nt Ire OC �f I'Yl te Specify�olor of color thru tile: Submittal Fee Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ a1D (Revised02/24/2014) 5 ,j Bonding Company's Name(if applicable) Bonding Company's Address City State i Zip Mortgage Lender's Name(if applicable) I 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 on 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 r OWNER or AGENT- CONTRACTOR The foregoing instrument was acknowledged before me this The foregong instrument was acknowledged before me this day of 140V 20 by �day of 20 by YL �,4CJy hixi y-ZC., who i ersonally know to �LC- c :V�'C�who is pe y k o to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: d4&Aoi tt ��> Sign. Sign: �� ve�;�,q.,•�b �, Print: Print: Seal: MY COMMISSION►FF 242181 Seal: N •� yy* EXPIRES:October 18,2019 :p 9 �Q h Bonded Thru Notary Public Underwriters 4.0 "�n�lnln���fi APPROVED BY Plans Examiner + Zoning he Structural Review Clerk (Revised02/24/2014) 1 HORES ING 1931 L�� . ... . ... ,,,, 11111 •�- •�• Miami shores Village �� o�:• .: .: .•• Building Department �L0R11Dp' : • : : : 10050 N.E.2nd Avenue "' "' "' •"' Miami Shores, Florida 33138 Tel: (305) 795.2204 •• •• ••• •• Fax: (305) 756.8972 . . . . • 00 . ••' '•' MIA M WORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (W Hiave,been retained by Omar Moreno to perform special inspector services under _ the Florida Building Code at the 1420 NE 103 ST project on the below listed structures as of 09/03/15 (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: RC1 5-562 ❑ SPECIAL INSPECTOR FOR PILING,FBC 1822.1.20(R4404.6.1.20) SPECIAL INSPECTOR FOR TRUSSES>35'LONG OR 6'HIGH 2319.17.2.4.2(R4409.6.17.2.4.2) ' SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(R4407.5.4) ❑ SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(R4408.5.2) ❑ SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1 (R4404.4.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(R4405.9.12) ❑ SPECIAL INSPECTOR FOR Note:.Only the marked boxes apply. The following individual(s)employed by this firm or me are authorized representatives to perform inspection 1. Jude Scott, EI 2. Andres Morfin, EI 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector.The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamental Examination;or registration as building inspector or general contractor. I, (we)will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County.The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment )�Watpertiar s,of the project outlined above meet the intent of the Florida Building Code and are in substantial accotW, aF d•plans. ct Signed and �GEIVS �FEnNamee Juan JhlFuentes, PE, SE F I 62426 1PRINT) Address 9700 S.Dixie Highway,Suite 880 Miami,FL 33156 �-- TUR R VIEW I� DATE: 10 6" ST TE OF �eOhone No. 786-347-5250 CTU ' Ft VE Created on 6110/20��'.S��NA` ��l,I�° AP 1 S�ORFs�t BEEN '�i ..... ^ �6 Miami shores Village ORID� Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Name: EfrG sec,/b0ra14 Fax: (305) 756.8972 Permit # Rc -3 IS -56� Email: er,c- 2 � d con S+rvc.+�,Com Phone # 3 2 3183 1-1 °77 CERTIFICATE OF OCCUPANCY/COMPLETION CHECK LIST ;M/ uilding permit card. f Surveys (2 copies) Final as built- Required Items: Elevations of buildings showing all intended setbacks from property lines and other existing structures. Ingress+ Egress, required parking ss ces, Wheel stops, stripping, and all paving to exterior. ! Certificate of Elevation— / (Sealed by surve o . Expiration date required on the form. Ce ' ' ate of Insulation. I Certificate of Soil Treatment(Final treatment-original)\ CHAPTER 2913-5 TERMITE PROTECTION: "This Building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and law as established by the Florida Department of Agriculture and Consumer Services." 21- Health Department Approval Letter(On septic or private water). Note: If the house is on septic tank, approval letter is required from Health Dpt. Soil Compaction Letter(Density report is required) ZFinal certification letter from the Engineer/Architect(on masonry, trusses, specialstucture, etc) ❑ Backflow preventor certificate (Required on commercial projects only) a ❑ Declaration of use. (Recorded in Miami-Dade Clerk of Courts) PLEASE NOTE THAT THE SAME ITEMS ARE REQUIRED FOR TEMPORARY CO - --- ---- -- r--Emergency-CO-(Without 24-Hrs-Processing)-AdditionaFfee-is-$80:00.____ ...._-_____ • Temporary CO (Up to 90 days max) $75.00. • Residential CO $150.00 • Residential CC $50.00 • Commercial CO and CC $200.00 F T 4 .,man s-->;�+-1 tv.✓c� � &'Io✓�N Cv{�'Rc�- i tie,.- Ao",a•< Y G "f `t�`t sy 1;h .rY.�i >�� ;! '��n •,�;y�sr•;.y, .a',1..' �.�-��y ��: ;.rZ'.4" �, �fTy'r .�,.r_ .,,r• I'.�7: S ,rr...r. 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