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RC-11-375 (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-189764 Permit Number: RC -3-11-375 Inspection Date: April 22, 2013 Inspector: Dacquisto, David Owner: HELLER, DAVID & JUDE Job Address: 1300 NE 94 Street Miami Shores, FL 33138 - Project: <NONE> Permit Type: Residential Construction Inspection Type: Survey Final Work Classification: Addition/Alteration Phone Number 3305-757-8142 Parcel Number 1132050100120 Contractor: MCKENZIE CONSTRUCTION LLC Phone: (323)533-4151 Building Department Comments FOYER MODIFICATION AND OUTSIDE KITCHEN Infractio Passed Comments INSPECTOR COMMENTS False PERMIT RENEWED ON 12/21/12 \"11;,,114 Inspector Comments Passed C �` Failed Correction Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. For Inspections please call: (305)762-4949 April 22, 2013 Page 1 of 1 vp Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION FBC 20� Permit Typ : BUILDING ROOFING OWNER: Name (Fee Simple Titleholder) U Address: 1 ` , 4 )1 Q �al Permit No. Master Permit No. Q C 3 —11 (Vf - City: 'K_ 1 "_q au State: L Zip: Tenant/Lessee Name: Phone#: Email: JOB ADDRESS: l) L ' ti ` i LI City: Miami Shores County: Miami Dade Zip: 1 —712 Folio/Parcel#: Is the Building Historically Designated: Yes NO Flood Zone: CONTRACTOR: Company Name: a,�"1r'� ! i,�"'>�4 Y 1 C Phone#: Address: /900 City: /-)u � of fy) Qualifier Name: /-4 ( lj:-� /-1-0 State Certification or Registration #: 'c - `DC7- �G do, Zip: ) :3U 1 5 Phone#: of Competency #: Contact Phone#: Email Address: DESIGNER: Architect/En' g`14►eeF: C'/d/�'��r3 6�1 f`✓lAr-7_L , ,ctfl,7`rtf Phone#: Value of Work f this Per.. V Square/Linear Footage of Work: _ Type of Wgrk /1d .; ❑Alteration ❑New ❑Repair/Replace Descrintion�� 0 eA9 ❑Demolition ®O Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $`« Technology Fee $ TOTAL FEE NOW DUE $ It Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. l understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued, In the absence of such posted notice, the inspection will not be approved and a reinspection fee ivill be charged. Si nature Signatures a; Owner or Agent d' Contractor The foregoing instrument was acknowledged before me this Theforeg ing "instrument was acknowledged before me this day of ,20_,by day of , V-e-,20L,by who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. �detttif�nd wh�A an oath. NOTAR`111 * WNWI I816Q190 NOTARY PUBLIC: M AE& AwA. M3 OPn .lSaLlfiY Sign: Sign. — - — —_ Print: Print: I V`7i'� ii pr My Commission Expires: My Commission Expires: APPLICATION APPROVED BY: vf'// Plans Examiner Engineer Zoning (Revised 02/08/06) FARCHITECT CARL®S A. MARTI 45V4�F-E5 N,,/,I LLhGtE S�Vis`�..�3i3g sj�-��T' �}IS �LTIO E� j -J l tA, �S c¢✓2�.01� /, A . 1-Z T � C - 1'O 5Z24 O_U N.D A T 1 0 N S, I N C Project: Heller Residence 1300 NE 90 Street Miami, FL 10 Ton Load Capacity 1101 NW 5:"ith Street Ft Lauderdale, Florida 33308 Office: (954) 771-7M FwL (904) 7718908 HELI -PILO Underpinaing Bracket Installation 'I he UP -150 and UP - 175 Underpinning Brackets (U.S. Patent 5,800,094) a Easy to install a No special jacking tools * w profile, no protrusions is 200,000 lbs ultimate capacity HELI-PILEQ Termination Options UP -150 and UP -175 .Underpinning Bracket (U.S. Patent 51800,094) New Construction Rebar Cap New Construction Plate Cap AU products in stock for ;varnedlate shipment Phone: (303) 423-0591 Email:o0a helipile.co www.HELIPILE.com /Mores. -, -es Village' Miami Shot Building-- Department c"ree r=' 10050 ME 16 ' A=rnue, Miami Shores, PI ]3133 TO: 305-795-22*04 Fax: 305-756.3972 NOTIC:1 TO IN'IiAt191 Sfl()itl ,S \ffLLACK Ilfjfj,F)tNG 17r>I',1.{t•rMLi\=1' QR Olt l+'.tMPLOYNIENT AS SPKCIAF INSPECTOR UNDER �� 'I'I{r TtLC)I2Fnt1 IITJII..i)IYf.`. CUT)F?, I (We) have been retained by (name of owmer/agent j, �C'ode tr> rf rutSpucirlr snsrucesantler the I'Iorirlst I1uiltlin� at eltt Irrtaject (address) �—��, r�r-1....�._.—_-._...._. �tl.3nti Shores, as of _ _ {tittle}. I am a registered Architect or Professional C.nginear licensed in the Sento of Florida. Y 4 I'A:1t#t°tl'I' ivtIMTIXR: slaector for Reinforced Unit Masonry, )~13C 2122.4 Spector for Trusses over 35 Fl. Long or 6 Ft. High, FBC 2319.17.2.4.2 'pector for Steel Cowlections, N13C 221.9.2 wemor for, Oil Collipaction, FBC 1820.3.1 I BE or for PVecast Units & Attachments, FBC 1927A2.2 ` s{a r for Pilings, P13C 1822.1.20 Spe r for NOTE: Please mark boxes that annly A !oyed by this firm or mo are authorized to perform inspections. 2. 1, (w) understand that a Special Inspector inspection tog for each building must be displayed in.a convenient tocatiotl an ilia site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Corte, must be performed by ,Miami Shores. 77te building inspections must be called for nit mandatory inspections, heeyreclions perj0rmed by lire Speclal htspector hired by dee OH'ner are rrrlditlt&to lite ntamkrtay 1nVectPans performed by the Building Departmetrt. Further, upon completion of the work under each Building permit, I will submit to the Miami Shores Building Acpartment at the time before the final inspection the completed inspection log form and a stWed statement indicating that, to the best of my latowledge, belief attd professional judgment those portions of Um project outlined above meet die intent of the Florida Building Code and are in substantiat accordance with the approved plans. Kngineei-lA� r,chitect Name G. i {*2'A" 2 Int)Address3317 T+torid'a License No: a . '_1 4 ' I erodes FLOREDA EKY MMU31CY CODE FOR BUILDIMG CONSTR1=ON FORM n+» Rem componenipmesm4d"Mockd B ALL CLIMATE ZONES Page 1.He¢fad�k ac�AffifR�'1Ft7fecc�r3¢o�19�&�srroaR}t�Jissef ftaJ4��[akrtdlspaoa6tel' telFsae�. 3µu.1 efaIBfi�st•'s'ft66f 118-1 � f� �. :i81�a16tea6l $ 'sdlt�'RBeI 4edfdA ionbK9111pl%SIM fates.Aj'Ai8dt@mg*MMWWes. 3. fempkts t Dasa@ �itB7'ic @E da�eted'tt�t 4.FiEadMoo= ftcADPubW.Wiliii6-`zmdcwkesMbox vkdm5atU•xm**dMdx41 . 6.ov- womm MWMRV*b=Mappl.1ftt ®era sa} f> a�oPbpA>HuidaBAtafaef. 1. Nm canshvclion. adc&lon or eftisttng buffdlng 2. fly delaehed or mtNg6e4=*v attached 2. If attdUFte-fandiy-!!o cd tmits awmed by this w*mIsslan d. is tht a talorst case? iyeslna) f War atm (sW tl.) fi. Cas; type and area: a l�-I:ertm t• �itc'. ,� i:k�+cavrs 7. Petcentmge al Skm to !Gant area � FJoa tppfe, Area m peflmetE7, Attd h>mdattat: a S�-:.tt-gyack : k-r�ltr? h li',,.cd_,as�4f,irr.>gict . 1�:ad_ :taufrnm +R-t�tn r C:.zs;r.4r_.v�mw,atR-n:.lu.�% 9.VM area MW tostlaliea: a_ Estafia': i Alv+,mn �lawtnu+n R-r:ilurs Fkaa>stifalih`;1f9Wkrinvl R=a`akfc) IL A4wv,,ft 1 hla> mtt ituxelaum R-ratm, W-wd fi. w 4fiwknam R-rakt. t0. cow" typa. area and b SUjatl*w a Undrt atter .1"kawn Ri a`atuc� t+ its& aacffhl� ,lttutL-ttu� �'-�atua 11. Ab sptmr Dimt finuhtlan. kwagm •xt fa'p,+A f.Vmtt tt tm in "w4sudw+wd rose It cooling system: ,Tiny ,:aLal. n.nrt ustf. jwkax kvwmr,l A C. 9ML m mc, 13. P O#" systrunc ,71 jv% hm fwngv. ekti .xfp- as Yas.1.1-Cim,. p, h p. f,.,m ,g P7AC_ &m n l4. /3. lint watm syskm- ,T%jv% ckt . om ea*. LP-cx-v4;tr. h, -a (v% . tW tw:u romp vdwt. man, !meta3 "* Un 6S �;.k TABLE I MI AgEUNWM REQUIREMENTS (So Note 1) All G9 usle Zones Ga. fib. 6P _ sq. tL 7. . % ( R a.. R. a._ 1�i�8 GRtL 8d.R=-_ ..__.... - 8e. R= --- __, _s1 -ft. 9b-2. R= _--- sq. tL ! lb T"t mVwt a h$e Yes NO 12M. Type:- i2c. 13a6.7ype: 13b.HSPFICOP/AFUE:--_�- m cagy: -_-_ it Yes No is& Type. � 15b. €F: tw Baft BDII DH1T6CNENT 1B0dANCE tRiA mom 1.He¢fad�k ac�AffifR�'1Ft7fecc�r3¢o�19�&�srroaR}t�Jissef ftaJ4��[akrtdlspaoa6tel' telFsae�. 3µu.1 efaIBfi�st•'s'ft66f 118-1 � f� �. :i81�a16tea6l $ 'sdlt�'RBeI 4edfdA ionbK9111pl%SIM fates.Aj'Ai8dt@mg*MMWWes. 3. fempkts t Dasa@ �itB7'ic @E da�eted'tt�t 4.FiEadMoo= ftcADPubW.Wiliii6-`zmdcwkesMbox vkdm5atU•xm**dMdx41 . 6.ov- womm MWMRV*b=Mappl.1ftt ®era sa} f> a�oPbpA>HuidaBAtafaef. 1. Nm canshvclion. adc&lon or eftisttng buffdlng 2. fly delaehed or mtNg6e4=*v attached 2. If attdUFte-fandiy-!!o cd tmits awmed by this w*mIsslan d. is tht a talorst case? iyeslna) f War atm (sW tl.) fi. Cas; type and area: a l�-I:ertm t• �itc'. ,� i:k�+cavrs 7. Petcentmge al Skm to !Gant area � FJoa tppfe, Area m peflmetE7, Attd h>mdattat: a S�-:.tt-gyack : k-r�ltr? h li',,.cd_,as�4f,irr.>gict . 1�:ad_ :taufrnm +R-t�tn r C:.zs;r.4r_.v�mw,atR-n:.lu.�% 9.VM area MW tostlaliea: a_ Estafia': i Alv+,mn �lawtnu+n R-r:ilurs Fkaa>stifalih`;1f9Wkrinvl R=a`akfc) IL A4wv,,ft 1 hla> mtt ituxelaum R-ratm, W-wd fi. w 4fiwknam R-rakt. t0. cow" typa. area and b SUjatl*w a Undrt atter .1"kawn Ri a`atuc� t+ its& aacffhl� ,lttutL-ttu� �'-�atua 11. Ab sptmr Dimt finuhtlan. kwagm •xt fa'p,+A f.Vmtt tt tm in "w4sudw+wd rose It cooling system: ,Tiny ,:aLal. n.nrt ustf. jwkax kvwmr,l A C. 9ML m mc, 13. P O#" systrunc ,71 jv% hm fwngv. ekti .xfp- as Yas.1.1-Cim,. p, h p. f,.,m ,g P7AC_ &m n l4. /3. lint watm syskm- ,T%jv% ckt . om ea*. LP-cx-v4;tr. h, -a (v% . tW tw:u romp vdwt. man, !meta3 "* Un 6S �;.k TABLE I MI AgEUNWM REQUIREMENTS (So Note 1) All G9 usle Zones Ga. fib. 6P _ sq. tL 7. . % ( R a.. R. a._ 1�i�8 GRtL 8d.R=-_ ..__.... - 8e. R= --- __, _s1 -ft. 9b-2. R= _--- sq. tL ! lb T"t mVwt a h$e Yes NO 12M. Type:- i2c. 13a6.7ype: 13b.HSPFICOP/AFUE:--_�- m cagy: -_-_ it Yes No is& Type. � 15b. €F: tw Baft BDII DH1T6CNENT 1B0dANCE tRiA Il�TALLT£9 VALUES: Wyrs(seeAite2k : =0.65 Fstdm= GC -035 ° ofCFA<16rb %o(:FA= .� Nc"PG� lam/ httpJ/ .citatiaa�.cxim/cgi-exelcp�ge dll?pg=x&rp=/mdx/ST/n/ ►W/st fl st b4W-. 4/1/2011 Page ' 2 Bft�ordoertypc Wood or is dated --- WWIs-ExLaudA4(sccNoIe3): am -13 -vabre= •— t4sz(swN:oIv3) bttedrafwm0: -6 -Vabx= 4 Pvaiw= at�red Noris3� _ Vahle= -loom Maimm-gW& Vat>�= O Ova onctutffitioned (moieft --) - Hat MOM SYSI— (IW) gak EF = 0.92 EF = 0M _ = • �� (see Note Fk FF =0.59 _ Crasfmd(sca1�6� EF=039 - — -- Air seeA�7) =130 =13.0 pP(scets) =T.7 - =78'10 fls =78010 = thcmvxM(swNoIcIO)boiastalledanailllVAC es (seeldate'� tld space R CAnditionedsym TESTID Tea report Umcotedanmamad*perRS064vvMwsubbmatdcwafplm N& Conditioned a@= �2 R-daitre= Airliandla diicsergarage Requiustestrepoit Lecaliow�{," repOft. 11"! Umaiftd�assembly R806.4wbhae onattte;roof (1)Each conWicat luesent in Ute As-Hvilt hommust maetorercced each of*e appfica6lape*mMW aflariam order may witb dw cadeusmgthm mathot oto Yl A snnss bemed. (2) VWbW ws wd doors qualflying asglalar'd m>aoomply waboth the mesh u-FacwmdUm maw M= MdarHestlainCaefl ) saitaaadhave a MWdm= OWwindowareaequal toorlessdon 16'/0offhe canditlgmedfloor ffiea(CFA�odurwiseMedmdAmustbeused for o Exch1.Ad> of6oDsqmmfixt(S6nz2)arlmmuhamnmdmmnslasstDCFAaf5DPmem2- RmwuafimwilhuawwhWbwsuader>2fmAuvahog whose laamedpdoes toteabendfudxrtffir8feet&om the ovedungmay have tinted Slangordoubkrponadoff gbm s1"mss muga id sba0 be do" paned or sin* paned with a dim (3)R-d�sateflRlaadyasa�dmaaxwA*.Fmmas4walis,tba°iatdwofwari" (R-6) be t eso 1! at least SO%ofthe R-4 in arrr�lra rimed farUte "est�arof wa0" isinstalled estedm of or imewd to. the will. (4)ASickovewallssitallbe insulated msamelMashand dog housepasteoeRM5of toPlace. Such meansmay inebl rigid board orairba�rasbeet aisy f albs attsidesofk�ewag tiami�ls (5) Forotbaelect iestraaga vers. miimrram EF =097-(0.00132 x vat) (6)Feroffiff gnstomevol .mini®EF=0.67-(00019xvebmw) Fonstnriaed aml wiUr kssU a (T) Fm`aS - aoAsw�C td�r.�t.�D Bsulbz FarSmaII�, H�b'de�ci►y ate. sp�e 3D WBlulhrswTaW i3.607AB.32oftheFhrda Cvd% & or TMeM107.AB.3.2oe�fftf CAdg (8)Fwaft nub with ca gre ' Uan-IkMBbdhr.FaarSrall4)UCt. VCbcdIY Uoj"•Sp=Co89tmmcdmuts.and unitewith+ lm*06 3Q0DiBkvUswTable13-607.AR3?8afdoFkndanwl&gCodaBangorTableN1107.AB32BefthePImWoB Cadr~RmddmtkiL (9)AgduMartddrl B sballbeeftherhmtedin cociffidimed spacemtestedbyaCiassIBlRtStow tobe" - Uskfeee leak free"shall mem b *lento}geto etrmnatt-3eft per l00 square feet of conMoned floor areaatapressure di lof25Pasw1(D.lOm.wc:) acmdr.entaeaadhibiburion system mmmfimkffcfs air enclosm Fmceptlem Newer FI duds bogmWomanesisfingair " system as put aftnuMmin or renonadw Such ducts d mlicilunbeinsuldolt-6wbe' in s)>a� (10)�ptabr�"aa®elr�t�ilmr�erireanem� ao�teppdym s��T. m 1!,i-'..t1161r I ;2)(1,4!j I', ",17' : httoJl .ci > lc i-exeJc a-dll`IR carp i1ln ClS'T/fl/st/b400vU7/ fl A b"... 4/1/2011 • E -C odes P 3 Duct Iml dw.Ak �, da be Ir Y 1 Ntllat� >�t >ti�>� eahu"m in * E L D ►TES. MAY RAY 11MrQM" WATER=ATER MK ENCY CEA49FFiUTMNi TEMCONTDUMM DN ACCOMDANCE W FM FLOREDA 51AN DARD ffA Labotatory _ Date of Test: Report Approved gy; Report No: manufacturer Lubdel Nfl: Construction Type: Recon mended for use with refrigemtlontons. Design Pressmr. side psw TrR rant side PSO Test results alStan rd > Test refttgc wt de mau Tested at system capacitr TOM Total system hat gas superheat _ Bluth Total useful heat exchange effect_ BbA Water purnp Input: Watts NET SUPERHEAT RECOVERY= % EiledivetY)amb 1.2M EN'ERGYPERIIWANCE LEM (EPL)DM AY CARD i hftJ/.Citation. com/Cgi-exe/Wag&dHftr-x&rpF:,r= /STJ.fl/st/b OM7/sL A_b4(O.... 4/112011 E=Codes Ytge *,g' ESTIMATED L N-*L::R{i4' i'frR KWMAI\-*CE* INj.7i::X* The log -er the Enerev Perform Ince Index. the more efficient the home. 1. Neil Uomeoraddition — A � 11. Isucls. I.i>ratlon & Insulation Level x= 'f 2 Single famik or multiple faatih �... a. tiuppl% ducts: R= 3. Number of units, (if multi-fmnib) . — b. Return ducts: 4. Number of bedrooms Q 12. Cooling s.% steals C5)411#4j� Capacit": SEER: •. 5. Is this a worst ease: {}rs or no) Wo Split s}sicau a. 4 p b. Conditioned floor area 4J %,. ft. b. Shigle package SEER: 3. Glass tt pe & area c. (;rouadlti ater source COP: a. U -Factor: sq. ft. d. Room unit EER: {Or single (ir double Default) sq. ft. e. PT.%C EER: b. 4IIGC: sq. ft. f, teas-dri+en t't}P: tOr clear or tint Default) 20 sq. ft. 13. Ilrati� ti�strmxl�� 1 C'apacit* tl. Floor t}pcs Iasulation Ic,+el a. Split s% stem heat pump I14PF: l ab*on-bade, cdge insulation a. Slab* R= 0 'b. Single package heat pump IISPF: b. ♦Vont. raised R= C. Electric resistance COP: c. Concrete. raised R= d. Gas furnace. natural gas 9. Wall tipm. Insulation hctict c, Cas furnace. L PG AFUE Exterior f. Gas-dnccn beat pump Rccaa. EPI'.: a. %rood frame R= 14. water heating ti.stcaaas�F "' i" `11 b. AIrial frame R= a. Electric resistance c. Concrete block R-43 t 1 b. C.as Bred. aatural -was EI d. Lou IC= c. Gas Fired. LPG EF: e. Other R= d. Solar -4�} stetn unlit tank EF: Adjacent e, iedicated heat pump •vith tank E F: a. Wood franc K E heat rcco%cr- unit IleatRec% b. Metal frame R— f!. Other: 4-A la. 11VACcredits claimed {.alternate c. Concrete block R- Point S%s(cm Zlrthod onl} ) d. LOU R= a. Ceiling fans e. Other R= b. Cron, %catilation Ill: Ceiling gpcs. Insulation lc%cl C' Whole house fall a. under attic R= '*OP d. Multizone cootinr credit b. tie>t;lr assembll R= e. Muitizoar heating credit C. Knee adltstsk�tight 4atis R= L Progrannnabic thermostat � d. Radiant barrier installed R= r.nif} that Chi• iHsiir h a..mnplkJ wiffidw F1,61i Ea r, -A' Eiliciency CtW [;w Building thrtmeh Ilk, alxzc.�.il nr r vttiin$ ie ttc itwall%j tier exc.. tw f "i% hKUiac Wfow linin ifl4voitua_ "Ju!M iv.:i tilwEPL,�Cart] �-ill In .404lt W 1-:is.n3 tea in�ta $uilddr 4ig re: f nate: .Address of N" Home: ("it �rFI. zip /100 h)ywrodexis below 100 Ataftwatf321)M44li2orsmthe Es�+G=Wweb ear ....._. �nasd�t€wofc i Fortajsra�vt� Flerir&i'sEr Y E Code For B (Am&-t6mt, dwD of CamnwiftY Affaftfit MM4r,=Xz.. **Labd nxpkW by Secdon13-104.4.5ofVwFW&BUHft Cok Bufldb% or Secdon EMI. I ofAppmftGoftbeFloridaBuddbWCode.Red&WAEnd DEFAULT. -J/s est o�comJr,�i�e/rpa a dll?pg=�c8c �mdacJST/#UUstlb400vD7/s #1 st MOO— 4/1/2011 PW I FLORIDA ENERw ERqcmtcv coDr-- FOR mamm cotaTRUMON Ft m 1101 Rem COMMUMPMsa"WHOWdS Aft CLUMn ZDWS 611M.90da 4i ulco*ftw. 1. tim awksbueftm addEm or exisd" buNho 2. Sftgh-� ly detached or mutkuk-fmnft aVached 2. U WAM*b4WWV-MM at u*s awmed by Ws sWmMsion 4. Is dds a w" case? O*sffio) & CmM*wd ftm atea tsq. fLj 7. PemeW"o of OWS W 061 am Fkwt tnm, area or pedmoter, and hmudalka. 1% WMOLL 1 ar'-d t R-A-Aw4 9. WAR mm M" a" h> fou M Celftg types ame MW hisutafta., It Air dbnbuftn system: Dud bisuk0m, kmagan lz coonag system: *Ttiv% ",m vot- pakare kMWAA C . 2-ts- some, /3. meal" system: sT%pm i" fqmp.,4,x wip. oai gpa.. LP -Gm, gm b p - r—m w PTAC- WIWI 14 15. Hot t system: pmlp-,Xib.-f. 0 w I 77fic-7-w—A sq. ft- 4i ulco*ftw. 1. tim awksbueftm addEm or exisd" buNho 2. Sftgh-� ly detached or mutkuk-fmnft aVached 2. U WAM*b4WWV-MM at u*s awmed by Ws sWmMsion 4. Is dds a w" case? O*sffio) & CmM*wd ftm atea tsq. fLj 7. PemeW"o of OWS W 061 am Fkwt tnm, area or pedmoter, and hmudalka. 1% WMOLL 1 ar'-d t R-A-Aw4 9. WAR mm M" a" h> fou M Celftg types ame MW hisutafta., It Air dbnbuftn system: Dud bisuk0m, kmagan lz coonag system: *Ttiv% ",m vot- pakare kMWAA C . 2-ts- some, /3. meal" system: sT%pm i" fqmp.,4,x wip. oai gpa.. LP -Gm, gm b p - r—m w PTAC- WIWI 14 15. Hot t system: pmlp-,Xib.-f. 0 w I q. -l. R, -4d - -2. S.R:-- ---- 1 —914.ft. W2. R=--------Sq.fL 11a. R I lb.Teareport ikamofted? Yes No 12x.1 i2b.SEEPJEEFI, 13&Typc---- 13b.HSPRCOPIAFUF- 13c. Capaefty'- 14. Yes No Iga.7Vpe- I W EF. �L�49— 'fAME1111-IMEMMMREQUMEMUM&cNotel)AR YAWN BUELDEWCOR94mcm I pMLvOMMCF-CMMM sq. ft- WbAms(swNolc2): 7.- 4 % W.W= ww -11 MfCFA:S 16% Shp;; sq.R. fta. —s4ft Od. Rm q. -l. R, -4d - -2. S.R:-- ---- 1 —914.ft. W2. R=--------Sq.fL 11a. R I lb.Teareport ikamofted? Yes No 12x.1 i2b.SEEPJEEFI, 13&Typc---- 13b.HSPRCOPIAFUF- 13c. Capaefty'- 14. Yes No Iga.7Vpe- I W EF. �L�49— 'fAME1111-IMEMMMREQUMEMUM&cNotel)AR YAWN BUELDEWCOR94mcm I pMLvOMMCF-CMMM rU—WfMJ"VALUWC WbAms(swNolc2): KW—W=0.65 ISHW-0.35 W.W= ww -11 MfCFA:S 16% 0 ofCFA = http 4I1!2011 E -Colles BdeWwdoubw WoodwkwAmd affs-FsLwdAcTj.oe Moft4 -13 b of nt- R4 -Value = toff PA Vohs = 4.1 ' �iG�11. a5lo�aed swNoles3& Vaba = _ – Yabte– D Ova UMMUMMd go—mfw NW -3), -___ -13 ( �Ufw gal: FF =0.92 �EF=0.90 =son >�iF�0.59 _ Cas (saeNft4 gat EF = 0.58 -- -- - - seele 71 =13.0 +� =13.0 kApp(MeNow a) =7.7 — F -- law 6 =78% W&MMM= 78% seeNeaelO beonallAVAC es o t11 NQW9) - _ std r CAndffiondspwo Test uport [de�as�lyPab.4will,atihemofkTISiFA X& con&dmwd Sam -42 R vats= test. taloa: �+Locatiow�.E ester . Cspmewtea j��, omdaal dw roof UnvamftdawcsmwmMypsrRSW4 with hm Page . 2 TABLE IIB MRALl.PACKAG4 en"Trierafta SHOiAM2 �obee c - dor weed d I V, I wmw"' 1 Nl to6.A11.1_i ka 3 cffisrl s. wtadgw awK s diirlsgA dow aM& 1 ~ /I N110fi AB.13 Wi*ewwknrynqwcmcmmTWeNI112AB3. Switeh ordeady -cW water N1112AB.3 cbct& am+gaff(9u)WMabcp Emmd rbm'ltitt ta;preiredfw &I t pock masa hug covas (except beeW4 N ' poolsst ma hwm M112`AR a4 pampti� CmsspaApDd1 smMd--- , . - . Ift. Mw effidcnwof7MU..at FIN I h# J/ a i�exe/cue dll?Pg=x+ /iadxJST/fl/d64OM7/st fl st bW .. 4/1/2011 E -Codes I►C17eet Idol@.AB =wdAinu giod ofS I V / FJ&t* e) srtb 1,2889 FOM110OD40 4TsR. HEAT RECGVMV iiMMKU) WATER M&TER EMCWiCTCZATE KATION TEMCONDUCTED IN ACCORDANCE Wrf$ FLORIDA SfANDARDN.-I Laboratory Date of Test Report Approved BY• Report No: Manufacturer: Model No: Construction Type: Reuromr nded for use with refrigeration tons. Design Pressure: r side Psl9 rant side ps►g Test results at Standard Test reft le a designatiorc Tested at system capacity: Tans Total system hot gas superheat Btwb Total useful heat exchange effect_ [3ftu4h Water pump input Watts W -T SUPERHEAT RECOVERY: % Effw&e Mweh 4 2889 ENERGY PERFORMANCE LEVEL MIL)MMAY CARD i Page a J/e�d�sc�ta#io>Lcx�m/c-exeJc,will?qtr#�%Igdx/STlfl/st/b400v07Ist�#� st40Q.. 4/11.2011 B -Cedes Page oq ESTIMATED EI\LRCiY PERFORMANCE INI_)I::X* Hie to -cr the linerily Petfonilance Index. the more efficient the hone. 1. Neu llomeoraddition � l � iJ ` 11. Ducts. t.oealian & InsulationI.ricl R= t_ ?. Single famih or multiple famill -►.t a. Nuppt-w ducts: R= 3. Number of units, of multi4amilf) .— b. Return ducts: 4. Number of bedrooms l% 12. Cooling stisterol!i � ��tr� Capacit}: SEER: 5. Is this a Horst rase: tars or aa) �Q . tit s"strnt ap b. Conditioned floor area sq. ft. b. Single package SEER: 7. Glass ti tae ak area c. GrouadINv ater source CUP.. a. U -Factor: sq. ft. d. Room unit EER: tOr single or double Default) sq. ft. e. P AC EER: b. SIH:C- sy. ft. E Gas-driacn COP: tOr clear or tint Default) lG sit. ft. 13. llrating ti�**Aems C � C'a►pacit%: il. Floor t�pcw. Insulation Icnel a. Split %,.stem heat pump IISPF: a. Slab -an -grade. edge insulation R= 0 -b. Single package heat pump IISPF: b. M old. raised R= e. Electric rcmislaacc t'UP: c. Concrete. raised R= d. Gas furnace. natural las AFUE: t). Wall t)pm Insulation keel r, (;as furnace, LPG AFUE� Exterior E Gas-dri.cn beat pump Rcsa�, EFF'.: a. Wood frame R= 14. i1•ater heating stistems(gw `"��,,yy 9 1 EE: b. Metal frame R= a. Electric resistance 1,10 c. C'oncretc block R= ,4 t 1 b. Gas fired. natural -wis E:Ec d. Lou R= c. Gas fired. LPG Er: c. Other R= d. Solar S} stem -,with tank EF: .adjacent c. Dedicated beat pump with tank EF: a. '%m'ood frame R- f. heat reco%cr� unit IlcatRcc% b. Metal frame R= g.Othcr: 4-A 1:,. 11VAC credits claint d cUternatr c. Concrete block R= Paint `)stem ZIcthod onh ) d. t.og R= a. Ceiling; fans C. Other R= h. Cross i ent ilation IU. Ceiling hpes. Insulation Ic'4el c4 Whole house fan a. under attic R 4?4P d. lIultizone cooling credit b.:Cingle aassembi" R= e. Multizanc heating credit e. Knec natlsdskyl-at tat oaths R= f. ProgrannnableIhermostat ti. Radiant barrier installed R= I c ntifv that thi-, ht+nh bus-ouaaplied Frith ihr Fl<w'itt t Ewreh' El'tic iellcy C.uic Cover Buildini Through tik atvl-v cncr-py vii inti fe:sat hi talk.d for.:x �4•e"i ill Ilii-, WSW hL41 V tiaait! iuyktititua_ 0lh-,3Miv:. a atetr EM Di'lliai. Carl will to t�ttaaltkk-tl I�at�c,�tl tut ill'-ta te:Hu Date: il er tiignaturr: � , �l 1 .iddressof \ca 110111r: �` Citorrt. zip 'NOYE: HxhmekeommedEnVVP wln*xisawer l dXEJWVGaW WAFLAfRWCwWrusPmVa.9%ugoataBrdUftFneV if y,.>wwdw&belowIBO,yoaaba maygaabfyfare + (EDOa f)=obiaMwMaFnvVGaVAMI&C6n AeFjWV GW imiid}�atgao.saer�ge.a�sm _ c'Jar�yfand�l�afiaes��Jearmrtwn,abomlaertda'sy "•Label wgwmd by Sedw 13-104.4-5at'0@Flwida HwIftgCodj.BMIMSor Sediwi 821. t of AppeWk G offtFdorkla BuiJdi>rgCodh Rem if 09 DEFAULT. iJ/eeodes.cion com/gO-exe/htqWIM?PW=x lmd.S`T/fl s/A%400v07/st kst b4W .. 4/112011 CFlzo aj T D D, , COUNTY MIAMI -DADS COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE (BCCO) 140 WEST FLAGLER STREET, SUITE 1603 PRODUCT CONTROL DIVISION MIAMI, FLORIDA 33130-1563 (305) 375-2901 FAX (305) 375-2908 NOTICE OF ACCEPTANCE (NOA) www.buildingcodeonline.com PGT Industries 1070 Technology Drive, Nokomis, Fl. 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHI). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHI (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 AHI may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series " FD -101" Outswing Aluminum French Door w/ Sidelites APPROVAL DOCUMENT: Drawing No.11005-1, titled "Aluminum French door & Sidelite-Impact', sheets ./through 10 of 10, prepared by manufacturer, dated 02-22-07 and last revised on 09/25/07, signed and sealed by Robert L. Clark, 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 Division. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant Limitation: 1. Use of Table 1, require full length reinforcements for OX, XO, XXO, OXX, OXO and OXXO. The lower design pressure from X, XX doors or 0 (sidelite) shall control. 2. Egress operable doors must comply with min clear width per FBC, as applicable. 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 and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1 as well as evidence sheet E-1 and approval document mentioned above. The submitted documentation was reviewed by Ishaq I. Chanda, P. E. NOA No. 07-0629.10 Expiration Date: October 18, 2012 Approval Date: October 18, 2007 Page 1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No.11005-1, titled "Aluminum French door & Sidelite-Impact", sheets lthrough 10 of 10, prepared by manufacturer, dated 02-22-07 and last revised on 09/25/07, signed and sealed by Robert L. Clark, P.E. B. TESTS Test report on 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, 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 aluminum out swinging French door w/ sidelites, prepared by Fenestration Testing Laboratory, Inc., Test Report No FTL-5212, dated May 05, 2007, signed and sealed by Carlos S. Rionda, P.E. C. CALCULATIONS 1. Anchor verification and comparative analysis dated 06-21-07 and last revised on 09/25/07, prepared by PGT, signed and sealed by Robert L. Clark, P.E. 2. Glazing complies with ASTME-1300-02 D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 05-1208.02 issued to "B.I. DuPont Denemours" for "DuPont Butacite ® PVB" dated 02/15/01, expiring on 12/11/10. 2. Notice of Acceptance No. 03-0827.08 issued to Solutia Inc, for "Solutia Interlayer for laminated glass", expiring on 03/04/09. F. STATEMENTS 1. Statement letter of conformance and no financial interest, dated 06-21-07, signed by Robert L. Clark, P.E. 2. Letter of lab compliance, part of the above test reports. G. OTHER 1. Test proposal dated Jan. 18, 2007 approved by BCCO. �sowt 1. L6k4a�, shaq I. Chanda, P.E. Product Control Examiner NOA No. 07-0629.10 Expiration Date: October 18, 2012 Approval Date: October 18, 2007 E-1 NOTES: OUTSWING IMPACT FRENCH DOOR(S) AND SIDE LITE(S) 1. GLAZING OPTIONS: A. 31W LAMI NOM. (.402") CONSISTING OF (1) LITE OF 1/8' ANNEALED GLASS PLUS AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PLUS (1) LITE OF 3/16' HEAT STRENGTHENED GLASS. B. 3/8" LAMI NOM. (.402*) CONSISTING OF (1) LITE OF 1/8' HEAT STRENGTHENED GLASS PLUS AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PLUS (1) OTE OF 3/16' HEAT STRENGTHENED GLASS, C. 7/16" LAMI NOM. (.465) CONSISTING OF (1) LITE OF 3/16' ANNEALED GLASS PLUS AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PLUS (1) LITE OF 3/16' HEAT STRENGTHENED GLASS. D. 7/16' LAM[ NOM. (.465') CONSISTING OF (1) LITE OF 3/16" HEAT STRENGTHENED GLASS PLUS AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PLUS (1) LITE OF 3/16' HEAT STRENGTHENED GLASS. 2. DESIGN PRESSURES: SEE TABLES 1 AND 2 ON SHEET 2. A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300-02. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300-02. 3. CONFIGURATIONS: X OX --X XO, OX, XXO, OXY, OXO, AND OXXO. 4. ANCHORAGE: THE 331/31/o STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS, SHALL MEET THE REQUIREMENTS OF THE FBC, CURRENT EDITION. FOR ANCHORAGE REQUIREMENTS SEE SHEETS 8 THROUGH 10. 5. SHUTTERS ARE NOT REQUIRED. 6. SEALANT: INSTALLATION SCREWS, FRAME AND PANEL CORNERS SEALED WITH CLEAR COLORED SEALANT. 7. REFERENCES: TEST REPORT FTL-5212, ELCO TEXTRON NOA: 04-0721.01, 03-0225.05, ANSI/AF&PA NDS -2005 FOR WOOD CONSTRUCTION AND ADM -2005 ALUMINUM DESIGN MANUAL. 8. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, CURRENT EDITION INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 9. CONFIGURATIONS WHICH CONTAIN A SIDE LITE TO DOOR CONNECTION: A. THE LOWER DESIGN PRESSURE FROM TABLE 1. OR 2. PREVAILS. B. FULL LENGTH REINFORCEMENT (ITEM 22 SHOWN IN SECTION E -E, SHEET 5), IS REQUIRED ONLY AT ALL DOOR TO SIDE LITE CONNECTIONS FROM TABLE 1., SHT. 2. REFER TO TABLE 2, SHT. 2 FOR DOOR TO SIDE LITE CONNECTIONS WHICH DO NOT REQUIRE ITEM 22 REINFORCEMENT. EXTERIOR IL EXT. -1/8" ANNEALED OR HEAT STRENGTHENED GLASS .090 PVB INTERLAYER DUPONT BUTACITE OR- A SAFLEX/KEEPSAFE MAXIMUM INT. - 3/16" HEAT STRENGTHEND GLASS - lir GLASS BITE 1 O A INT A02 3/8" LAMI NOM. GLAZING OPTION A OR B, NOTE 1 EXTERIOR EXT. - 3/16 . _ ...— _. . HEAT STRENGTHENED GLASS .090 PVB INTERLAYER DUPONT BUTACITE OR SAFLEX4TEPSAFE MAXIMUM - 3f16" HEAT STRENGTHEND GLASS 465 P.O. -11%,l7KOA98, BITE A 7/16° LAMI NOM. GLAZING OPTION C OR D, NOTE 1 njlj ILUM. FRENCH DOOR & SIDE MES, 1 ;:le�w 00.` Fst ewr o"rpan ., 1x 1 d 10 11005~9 NOA DRAWING MAP TOPIC SHEET GENERAL NOTES............ 1 CONFIGURATIONS ........... 1 GLAZING DETAILS ........... 1 DESIGN PRESSURES.....: 2 ELEVATIONS ..................... 3 VERT. SECTIONS ............. 4 HORIZ. SECTIONS ........... 5 PARTS LIST ...................... 6 EXTRUSIONS ................... 6.7 ANCHORAGE .................... 8-10 Approved as complying whh the Dale /8 zw7 NOAS 07— O G �4• /U Miami Dido Product Control �Gb 17 � 2s/ L CWIK P.E. PE 839712 TABLE 1. DESIGN PRESSURES FOR ALL CONFIGURATIONS ® APPROVED CONFIGURATIONS: A XX, 0, OX X0, OXO, XXO, OXX & OXXO NOTES: (FOR DOORS W/ SIDE LITES THE LOWER DP FOR THE DOOR OR SIDE LITE PREVAILS) Q1. GLASS TYPES: REINFORCEMENT IS REQUIRED AT DOOR & SIDE LITE CONNECTIONS A. 3/8" LAMI (1/8"A, .090 PVB, 3/16" HS) DOORS WITH GLASS TYPES A, B, C OR D B. 3/8" LAMI (118" HS, .090 PVB, 3116" HS) C. 7/16" LAMI (3116- A_090 PVB, 3116" HS) HEIGHT D. 7/16- LAW (3116" HS, .090 PVB, 3116" HS) X WIDTH XX WIDTH 68 - 79 314" 1 70 - 83 3/4" 1 87 3/4" 91 314° 8° - 95 314" ®2. COMBINED DOOR & SIDE LITE WIDTHS FOR TABLE 1 OR 2. 37 37112" 6° 713/4- +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75,0 +75.0 -75.0 MAX. OXXXO WIDTH= 731/2" MAX OXO WIDTH 1/2" O WIDTH SINGLE SIDE LITES WITH GLASS TYPE A DTH MAX. XXO/OXX WIDTH =107 3/4" +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 MAX. OXXO WIDTH =143 3/4" +75.0 -75.0 +75.0 -75.0 +71.4 -71.4 +67.6 $7.6 +64.2 -64.2 9+75.0 3. SINGLE DOORS 33 518" WIDE OR OVER AND THE OPERABLE PANEL OF DOUBLE DOORS 64118" WIDE OR OVER FROM EITHER TABLE COMPLY WITH THE EGRESS REQUIREMENTS OF THE -75.0 +74.9 -74.9 +70.4 -70.4 +66.6 -66.6 +63.1 -63.1 FBC, CURRENT EDITION. NARROWER DOORS MAY BE USED WHERE EGRESS IS NOT 0 WIDTH SINGLE SIDE LITES WITH GLASS TYPES B, C OR D REQUIRED BY CODE. 363/4" +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 4. DESIGN PRESSURES UNDER 40 P.S.F. ARE NOT APPLICABLE IN MIAMI-DADE COUNTY. TABLE 2. DESIGN PRESSURES FOR COMBINED DOOR / SIDE LITES ONLY �5. EXAMPLES OF COMBINED DOOR AND SIDE LITE DESIGN PRESSURES: APPROVED CONFIGURATIONS: OX, XO, OXO, XXO, OXY,& OXXO EX. A FROM TA13LE 1. (THE LOWER DP FOR THE DOOR OR SIDE LITE PREVAILS.) OXO WITH GLASS TYPE A REINFORCEMENT IS NOT REQUIRED AT DOOR & SIDE LITE CONNECTION 30" WIDE x 90" HIGH SINGLE DOOR WITH 29" SIDE LITES GLASS TYPES A, B, C OR D DESIGN PRESSURE = +67.6 / -67.6 PSF HEIGHT EX. B FROM TABLE 1. X WIDTH XX WIDTH 68 - 793/4 7° - 83 3/4" 87 314" 913/4" 8° - 95 3/4" OXXO WITH GLASS TYPE A 66" WIDE x 85" HIGH DOUBLE DOOR WITH 3611 SIDE LITES 20 251/2" 40 47 3/4" +58.6 -58.6 +55.41-55.4 +52.4 -52.4 +49.8 -49.8 +47.4 -47.4 DESIGN PRESSURE = +70.4 / -70A PSF 27.1/2" 51 314" +54.9 -54.9 +51.8 -51.8 +49.0 -49.0 +46.5 -46.5 +44.3 -44.3 EX. C FROM TABLE 2. OXO WITH GLASS TYPE C 291/2" 55 3/4" +51.7 -51.7 +48.8 -48.8 +46.1 -46.1 +43.8 -43.8 +41.6 -41.6 30" WIDE x 87 3/4" HIGH SINGLE DOOR WITH 28- SIDE LITES 28 311/2- 50 593/4" +49.0 -49.0 +46,2 -46.2 +43.6 -43.61+41.4 -41.41+39.3 -39.3 DESIGN PRESSURE = +43.61-43.6 PSF 28 331/2' 54 63 314" +43.11-43.1 +43.1 -43.1 +41.51-41.51+39.3 -39.3 +37.3 -37.3 EX D FROM TABLE 2. OXXO WITH GLASS TYPE C 351/2" 67 3/4" +38.11-38.11+38.11-38.1 +38.11-38.11+37.6 -37.5 +35.6 -35.6 63 3/4- WIDE x SW HIGH DOUBLE DOOR WITH 26" SIDE LITES 3° 37112" 60 71314" +34.0 -34.01+34.01 -34.0 +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 DESIGN PRESSURE = +43.1 / -43.1 PSF Appmcd as c"45 09'hb tU Seri Cad. 206% SINGLE 0 WIDTH GLASS TYPES A, B, C OR D Dare L ®6. FOR COMBINED DOOR AND SIDE LITES FROM TABLE 1, WHICH lona -d SIDE LITE REQUIRED REINFORCEMENT AT DOOR TO SIDE LITE Mjica�m�i Dad. Pd- C-b 10 314" +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 CONNECTION SEE SECTION E-E, SHEET 5 FOR REINFORCEMENT Hp S 12 3/4" +75.0 -75.0 +75.0 -75.0 +75,0 -75.0 +75.0 -75.0' +75.0 -75.0 DETAIL' 19" +72.4 -72.4 +68.5 -68.5 +65.0 -65.0 +61.9 -61.91+59.0 -59.0 213(4" +64.5 -64.5 +61.0 -61.0 +57.8 -57.8 +55.0 -55.01+52A -52.4 R 27 3/4" +52.91-52.91+49.91 -49.91+47.21 -47.2 +44.7 -44.71+42.6 -42.6 36 7/8" +35.21-35.21+35.21-35.21+35.2 -352 +352 -35.2 +34.4 -34.4 36 3/4" +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 +34.0 -34.01+34.0 -34.0 °� umea rmvP suamvm vaval v rmo7wwocaar� F.K Amw C0JZr�GLMTPraaeuzs sartoWma"gamma K0KM=FL-%= D S NPRESSURES T �. Lfic, D.Wa FX e4W �A" � t�P a Kar AVT AU FMT�$ P� � r� ��.. ALUM. FRENCH DOOR &SIDE LITES, IMPACT RE - s� amm aa.� amaan" - m w Gros ammo Gros � NOKOY?= ASl2T4 Vim, Bemr PE #W12 FIG Y/MW Ll 6W1/07 FDlO1 1x 2 d 10 11005-1 Bshmhuw iml 73112' MAX. 36 3/4° KAAX 1091/2° MAX 36 3/4' SEE NOTE 3 36 314" '�- MAX. MAX � � I I I I I 49 I ` , I I ` 49 I E� I �E IJIV X O I I 1091/2° MAX 36 3/4' SEE NOTE 3 36 314" '�- MAX. MAX � � I I I I , , 49 �10 I 1 , `, 41 I I , I ; E% Er1i E� WE I X O O X ACT. 143 314" MAX "--r-1- - —SEE NOTE 3 --►i — MAY " 14° c Nl SEE NOTE 4 XOR XO SEE NOTE 4- " OXO SEE NOTE 4 SEE NOTE 4-� OXXO 41 -SEE NOTE 4 71 3/4" MAX 36 314° MAX. {371@° 24 9/16" MAX 33 518" MAX A MAX A DLO (TYP) B DLO (TYP.) G 95314. " I I 49 M. 49 41 IG I HT. , 10 I TYP. s 95 3/4' MAX. 84 318" MDLO 84 �W AX MAX. DLO DOOR any,",•c,:_w7vi;iue• ithter i ' I 40"DLOHEIGHT =HEIGHT-113!8'®""sd"sNI s, uyp.b i / / \ jLIJ DLO WIDTH 'X' - DOOR WIDTH -1215116' ;, f .. 07_ ±? j ` i r DLO WIDTH 70C'=DOOR WIDTH/2-115H6" � .,.X L XACT. t O SIDE LITE �r"s�� 11 � li DLO HEIGHT - HEIGHT -11 318" DLO WIDTH = WIDTH -3118' A -� X A -� XX 41 B O NOTES: 1. FOR ANCHORAGE DETAILS SEE SHEETS 8 THROUGH 10. 2. FOR HORIZONTAL AND VERTICAL SECTIONS SEE SHEETS 4 AND 5. 3. SIDE LITES OVERLAP'X' AND 70C DOORS BY 314" WHEN ASSEMBLED TO MAKE' XO','OX','OXO"AXO','OXX' AND'ma CONFIGURATIONS. r w �/ /f•/� 4. REINFORCEMENT LOCATION FOR SIDE LITE TO DOOR CONNECTIONS (SEE APPLICABILITY SHEET 2). 5. CLEAR OPENING FOR W AND "OC DOORS AS FOLLOWS: ('X' DOORS = WIDTH - 5.646) (XV DOOR - DOOR WIDTH/2 -4.079) 1 <rti 7i A,=RIAMM TWO TEC1AYDlXMrMRNB ELEVATIONS 11 ` G9 �i K WW7 a Ca6�CTVBV7M WAA®FpAAgAM N0XVAdA R 34M 1 K ehunT - A ` Ora 1' iaim xAcc mxi1°urac°Or. °°'Obi P.D. +� ALUM. FRENCHDi1OR$SIDE LITES, MJPACT - �y� PE cC ?/?1J07 a tro7 NOKOACI£B.3W4 TkslGl &mr a NTS 3 10 � (10059 B shmut.31 49 ,' 1 , `, 41 MA E� �E �` I �/ Er �E O X ACT. f X lNACT. O 14° c Nl SEE NOTE 4 XOR XO SEE NOTE 4- " OXO SEE NOTE 4 SEE NOTE 4-� OXXO 41 -SEE NOTE 4 71 3/4" MAX 36 314° MAX. {371@° 24 9/16" MAX 33 518" MAX A MAX A DLO (TYP) B DLO (TYP.) G 95314. " I I 49 M. 49 41 IG I HT. , 10 I TYP. s 95 3/4' MAX. 84 318" MDLO 84 �W AX MAX. DLO DOOR any,",•c,:_w7vi;iue• ithter i ' I 40"DLOHEIGHT =HEIGHT-113!8'®""sd"sNI s, uyp.b i / / \ jLIJ DLO WIDTH 'X' - DOOR WIDTH -1215116' ;, f .. 07_ ±? j ` i r DLO WIDTH 70C'=DOOR WIDTH/2-115H6" � .,.X L XACT. t O SIDE LITE �r"s�� 11 � li DLO HEIGHT - HEIGHT -11 318" DLO WIDTH = WIDTH -3118' A -� X A -� XX 41 B O NOTES: 1. FOR ANCHORAGE DETAILS SEE SHEETS 8 THROUGH 10. 2. FOR HORIZONTAL AND VERTICAL SECTIONS SEE SHEETS 4 AND 5. 3. SIDE LITES OVERLAP'X' AND 70C DOORS BY 314" WHEN ASSEMBLED TO MAKE' XO','OX','OXO"AXO','OXX' AND'ma CONFIGURATIONS. r w �/ /f•/� 4. REINFORCEMENT LOCATION FOR SIDE LITE TO DOOR CONNECTIONS (SEE APPLICABILITY SHEET 2). 5. CLEAR OPENING FOR W AND "OC DOORS AS FOLLOWS: ('X' DOORS = WIDTH - 5.646) (XV DOOR - DOOR WIDTH/2 -4.079) 1 <rti 7i A,=RIAMM TWO TEC1AYDlXMrMRNB ELEVATIONS 11 ` G9 �i K WW7 a Ca6�CTVBV7M WAA®FpAAgAM N0XVAdA R 34M 1 K ehunT - A ` Ora 1' iaim xAcc mxi1°urac°Or. °°'Obi P.D. +� ALUM. FRENCHDi1OR$SIDE LITES, MJPACT - �y� PE cC ?/?1J07 a tro7 NOKOACI£B.3W4 TkslGl &mr a NTS 3 10 � (10059 B shmut.31 40 EXTERIOR INTERIOR 10 1 2 60 37 60 CLEAR COLORED SEALANT ci EXTERIOR INTERIOR fUlL 62 ® 63 MAX. MAX. MAX MAX. SIDE 62 DLO DOOR DLO LITE HEIGHT HEIGHT Approved m wmpiying with ft SL VIEW G-G Ra 3ui kg Code d7 30 61 CORNER ASSEMBLY Mn,deencA 12 �� 40y 1.489 11 J %1 13 DOOR SECT. A A SL SECT. B-B n ,/ VERTICAL VERTICAL ft.dW ,,,� ,� mmTWMMWYMVE F EXAMPLE ELEVATIONS F.K P(OfWAW FL3MA.dr� FJL • aawr n :sm�vca.�.shrournvrarw varoaa .. r ra soz rst3 .•"� ALUM. FRENCH DOOR & SIDE L SrIMPACT � P� max oar cnenan 'oe� lJO!(Ods!$R9l�71' Vidhb Boum °•�'•+me ee+c sere ar raven, .. an P 2 Pic J.1 s2timr Fmol I 4 -F 10 110051 B swewre� r -MAX. SL WIDTH---- -moi DLO SPACING, SAME AS JAMB ANCHOR SPACING --MAX, SL WIDTH--�I (SEE SHEETS 7, 8 AND 9) 'J SL SECT. E -E �nV HORIZ. (DOOR W/ SIDE LITE) SEE TABLES 1 AND 2 AND NOTES ON SHEETS 1 & 2 FOR APPLICABILITY AXWARB, FL 54276 P.0.6¢X 1629�M NDJ(OA29 R.942F1. SL SECT. F -F HORIZ. (SINGLE SIDE LITE) ALUM. FRENCH DOOR & eawvomrt src ogre FDMr 1127( S d 70 App— - co-piyiag nit6 the Florida Ruldiag Codg Rah G 1 (.0 NDA@ ��Mb°uui�°Rod* Ptodoet =,w* �j Robert L PJe*, P.E. PE M712 2�28 1116 D7 f 360 3 OUTSWING THRESHOLD CHANNEL COVER 6063-T6 r-2.750-� 1.000 ZZ TUBE MULL 6063-T5 AVIWM FL 3W5 ALUM, FRENCH DOOR & SIDE U.TES, IMPACT P.a arnt t4'�b � eana� asaa sa,.r >;arsra'. `. aw Norcoblli FL. -4V4 vhi* Bsaur Pntot !/2X B 10 11003-1 B APProved"eamPO-O"hh the Florida 9 41U Code Miami Dade Product Contin! �CZR�'1LStIL9TL1 1� 1 l� !,lwi6 RE PE 018712 smxwtat .7504-1.750- 4.626 .626 4.000 .062 - [=j DOOR PANEL 3Q TOP & BOTTOM RAIL 6063-T5 -1.760- 4.726 4.100 062 0DOOR PANEL 31 SIDE RAIL 6063-T5 j- 3'655 3.111 1.400 550 ..lIL .050--� 1 O FILLER HEAD ADAPTER 6063-T6 T �3.000� 12j72 1.479 1_ W050 O1 FRAME HEAD 6063-T6 .0so 079 11.489 .469 TT! 3.000-+4 11 OUTSWING THRESHOLD 6083-T6 1.750� 4.726 4.100 .082 4.675 ODOOR PANEL INTERIOR ASTRAGAL 6063-T5 1.500 .125 .750 883 .050 7 T -11f TRUSS CLAMP 3/8' GLAZING BEAD 6063-T5 @ 6063-T5 j 3.100-- 1.479 1 4.675 45 DOOR PANEL EXTERIOR ASTRAGAL 6063-T5 050 .683 T_lLf* 72 7/16' GLAZING BEAD 6063-T5 SL HEADER 8063-T6 5.212 x1.4801 3 000 n.050L i 20 DOOR FRAME, JAMB 606346 1.578 050 3.000 62 SL JAMB &63.T6 .830 2.980 .050 SLJAMB 61 SL SILL 66 ADAPTER 6063-T8 6063-T8 t� a7rlsaaoo► amvE � � EXTRUSION PROFILES A'a1C06US. FL 30M Ta1P M f 3 A_ LUM. FRENCH DOOR & SIDE LITES, IMPACT AfO1QD i 5 's via* Bewr � tnmr ;l2x ' 7. s. 10 �4 b 110051 B F7- .0501.62Q 250---�-I 37 WEATHER STRIP CHANNEL 6063-T5 0'.375 2.125 125 32 HINGE 6063-T5 AppmW 0 c PlYieg wlt6 ft Fl.dd. BoAft Cale Date OL7 /��LiD% AN 4-7 - e N Dade Ptn MIR attol LClerk. RE PE XM712 smawrst HEAD HEAD HEAD ZONE C"� �ZONE'D"ZONE DD'—i I ZONE-E'--i I ZONE�"D"ZONE HEAD AMPLE ANCHORAGE SOLUTION FOR A CONCRETE OXXO INSTALLATION ! . ! A. 19"x 83 3/4" SIDE LITES "B" AND "E" ZONE ANCHORS FROM w w w w w w w w TABLE 7. SHEET 9. z X z z XX z z O z z XO OR OX z N N N N N N N N PLUS; m m m m m m m m ♦\ a a ♦♦ !! a a .\ < B. 71 3/4"x 83 3/4" XX DOOR ZONE "F" ANCHORS FROM TABLE 4, SHEET 9, EACH "F" ZONE. SEE ENCIRCLED VALUES, SHEET 9 SOLUTION: SILLTOTALS (4) TYPE I OR 2 ZONE C'� ZONE "D"ZONEZONE "E"SILL SILL� ZONE "DSILL"ZONE "E°SILLslLL� EACH JAMB AND 2+5+5+2 (14) RS SEE TABLE 3.. SHT. 9 SEE TABLE 4., SHT. 9 SEE TABLE S., SHT. 9 SEE TABLE B., SHT. 9 TYPE 1 OR 2 ANCHORS AT HEAD HEAD ZONEHEAD �� HEAD AND AT SILL. �NEEDZONE ZOF"?HEAD "DZO-p—tZj �Zt-ZON"F—y ZONE"FE" E �E' 'E" ! Bo Lu m N OXO o m N m ♦ ApplvvW ax co�ap',•a9 wllh lho Dale G�1�G7'�I t L00% SILL SILL SILL SILL SILL AOA!< o7_dZ24.uvl t { Miami Anile Ycalue[ antral t ZONE�ZONE "P "E!E-1 ZONE "ZONE "F` 'E' � ZONE-}—ZO E "F"�ZONE SILL, $y Gu l�y SEE TABLE 7., SHT. 9 SEE TABLE 7., SHT. 9 �" "� SEE TABLE 7., SHT. 9 ALSO USED AS AN EXAMPLE OF ANCHORAGE FOR A 83 3/4"H UNIT, NOTES: 71 3/4°W 70C DOOR WITH 19"W SIDE LITES (SEE SOLUTION ABOVE) 1. APPROVED ANCHOR TYPES ARE: 1.114" ELCO TAPCONS 2. 114" ELCO SS4 CRETE-FLEX MASONRY ANCHORS 3. 12 SCREWS f 7 2.ANCHOR QUANTITIES ARE BASED ON SPACING AS FOLLOWS (3" MIN. O.C. FOR CONCRETE): SEE EXAMPLE OXXO ANCHOR LAYOUT ABOVE. JAMBS (ALL): 131/4" MAX. FROM CORNERS AND 23 1/8" MAX. O.C. HEAD 8 SILL OF DOORS: 8" MAX. FROM CORNERS, 9" MAX. FROM ASTRAGAL CENTERS AND 20 718" MAX. D.C. n HEAD 8 SILL OF SIDE LITES: 8" MAX. FROM CORNERS AND 24 3/4" MAX. O.C. f; /moi 3. TO DETERMINE ANCHOR QUANTITIES FIND THE CONFIGURATION ABOVE THEN REFER TO THE APPROPRIATE TABLES ON SHEET 9. f f a,. Imo oornxa� ANCHORAGF— CONFIGURATIONS 1 a . 'tea FX N18+W 8 OW tFtANPiE7fQ8Si�T: MAIO�S,R9427Q T+" ( �) atArr�xawvlDXANG{ORZMBFRddL"TOD ADDAArC.1YPffi �� ALUM.FRENCIiDOOR&SIDE_ S, IMPACT RK &tw..µ1 A ToscL rm PQQc�` �� Ro L. Clark, P.E. Gs w Lm Gmc NdfD ' R %74 yj�' gEt�' adm"ae ea.ie wwe m ,rtaAb. �' PE M712 FK 2r2W J.J. smroT Fnrot NTS 8 10 110051 B mnftm N (��Q , m ! 'OXXO ♦ ♦ OR OXX N Q N N m m Q , m ! 'OXXO ♦ ♦ in N N m m Q TABLE 3. X DOORS TABLE 4. XX DOORS TABLE 5.0 SIDE LITE TABLE S. XO & OX TABLE 7.0X0. XXO OXX APPROVED ANCHOR TYPES: 7 (ALSO X DOOR OF XO & OX) 3 83.7 & OXXO 1,1/4° ELCO TAPCONS GLASS TYPES A. B, C, D GLASS TYPES A, B, C. D GLASS TYPES A. S. C. D GLASS TYPES A, S. C. D GLASS TYPES A. B. C, D 7 4 2 ANCHOR TYPE 8 SUBSTRATE 2,3, WOOD 1,2. CONC ANCHOR TYPE & SUBSTRATE 2,3, WOOD 1,2, CONC ANCHOR TYPE 8 SUBSTRATE 2,3, WOOD 1,2, CONC 2.3, WOOD 1,2, CONC ANCHOR TYPE & SUBSTRATE 2,3, WOAD 1,2, CONC 2.1/4" ELCO SS4 CRETE -FLEX MASONRY ANCHORS 87.7 4 2 4 2 M42 87. 91.7 8 2 7 4 2 5 91.75 5 4 7 4 2 3 91.75 4 DOOR WIDTHS LOAD ZONES DOOR WIDTHS LOAD ZONES WIDTHS "01- 10.7 LOAD ZONES 7 4 2 LOAD ZONES 7 DOOR WIDTHS LOAD 85.75 ZONES 2 #12 SCREWS (G5} "X - 25.51 95. 'X* - 47.75 v�Wv� m 8 4121 3 55.75 x 79.75 6 4 4 2 W - 26.503. 19.00 x 79.75 4 2 4 TO 37.6 A TO 71.75 2 2 m TO 36.75 2 JSH)E 5 2 84 2 83.76 TO 37.6 7 P� 3 83.764 4. ENCIRCLED ANCHOR 4 2 4 us Lu �m�uj 87.7 6 2 8 4 2 5 87.75 5 1 4 j 7 141 2 3 87.75 87. 91.75 ")OC" -47.76 8 412 a�-i 91.76 61 4 QUANTITIES IN TABLES 4 141 3 a ¢ a m y m oc�m ao- a �$ 3 ,� 3 > W 2 W 91.75 rn a m 0 o o' 3 3 q W 2 m E° m mm a� Sa (1Q� i -3 S 2 m Q " a 8eom {a� w m- a p °' a om 55a TO 71.75 ;� m B ID m gQ dW 141 3 AND 7 PERTAIN TO THE EXAMPLE ANCHORAGE SOLUTION ON SHEET 8. 95.7 4 2 4 SIDE BE 8 2 4 2 N 6 3 u 95.75 7 3 10 4 3 5 85.7 7 L(IE 3 5 95.75 6 2 4 2 95.7 WIDTH x HT. 9 s< X X X X WIDTH x HT. �� ¢'>� � a� a� WIDTH x HT. o 0 o o WIDTH x HT. O O st x O O x x WIDTH x HT. o o x o o K 83.75 25.50 x 79.76 512 7 4 2 3 47.75 x 79.76 4 3 6 4 2 3 10.75 x 79.75 4 1 4 1 10.75 x 79.76 4 2 6 4 2 m 10.75 x 79,75 4 2 4 2 6 3 8 83.75 5 2 7 4 2 3 83.76 b 4 7 4 2 3 83.75 83.76 4 2 0 4 2 G 83.75 4 2 91.75 4 2 10 4 3 4 1 4 2 4 2 87.75 5 2 7 4 2 3 67.75 5 4 7 4 2 3 57.75 4 1 87.7 87.75 4 2 0 4 2 0 91.75 5 2 7 14121 3 91.75 5 4 7 4 2 3 91.7 4 1 M41 81.7 4 2 0 0 91.7 4 2 7 4 2 4 3 5 4 2 4 2 95.75 6 2 7 4 2 3 96.75 5 4 7 4 2 3 95.75 4 1 95.7 4 2 a 0 4 2 G O 95.7 4 2 9 oC 4 3 27.50 x 79.75 5 2 7 4 2 3 51.75 x 79.75 5 4 7 4 2 3 12 75 x 79.7 4 2 4 2 12.75 x 78.7 4 2 4 2 12.75 x 79.75 4 2 4 78 83.75 5 2 7 4 2 3 83.7 5 4 7 4 2 3 83.7 4 2 4 2 21.75 x 79.7 83. 87.75 5 2 7 4 2 3 67.7 b 4 7 4 2 3 87.7 4 2 4 2 M42 87. 91.7 8 2 7 4 2 5 91.75 5 4 7 4 2 3 91.75 4 2 4 2 87.76 91, 95.75 6 2 7 4 2 5 95.75 6 4 7 4 3 5 85.75 4 2 4 2 91.75 95. 29.59 x 79.75 5 21 8 4121 3 55.75 x 79.75 6 4 7 4 2 3 19.00 x 79.75 4 2 4 1 2 1 19.00 x79. 6 3 2 4 2 63.75 5 2 84 2 3 83.76 5 4 7 4 2 3 83.764 83. 4 2 4 2 87.7 6 2 8 4 2 5 87.75 5 1 4 j 7 141 2 3 87.75 87. 91.75 6 2 8 412 5 91.76 61 4 1 7 141 3 5 91.75 4 2 4 2 91. 95.75 6 2 8 4 2 5 95.75 61 4 1 8 141 3 5 95.7 4 2 4 2 BE 31.50 x 79.75 5 2 8 4 2 3 69.75 x 79.75 5 5 8 141 2 3 21.75 x 79.75 4 2 4 2 21.75 x 79.7 4 3 83.7 6 2 8 4 2 6 83.75 b 5 8 4 2 3 83.75 4 2 4 2 83.75 4 3 67.75 6 2 8 4 2 5 87.76 6 5 8 4 3 5 87.7 4 2 4 2 87.76 4 3 81.75 8 2 8 4 2 5 91.7 8 5 8 4 3 5 81.7 5 2 4 2 91.75 5 3 95.76 7 2 10 4 2 5 85.75 6 5 8 4 3 5 96.75 6 2 4 2 95.7 6 3 u 33.50 x79.75 6 3 6 4 3 3 63.75 x 79.7 5 5 8 4 2 3 27.76x79.76 S 2 4 2 27.75 x 79.76 b 3 83.75 6 3 8 4 3 5 W. 8 b B 4 3 5 83.75 5 2 4 2 83.75 6 3 87.75 6 3 8 4 3 5 87.75 8 5 8 4 3 5 87.7 5 2 4 2 87.75 5 3 91.7 7 3 10 4 3 5 91.757 5 8 4 3 5 91.T 8 2 4 2 81.75 6 3 u 95.75 7 3 10 4 3 5 85.7 7 6 10 4 3 5 95.75 6 2 4 2 95.7 6 3 a 35.60 x 79.76 6 3 8 4 3 5 67.75 x 79.75 6 5 8 4 3 5 36.13 x 79.7 6 3 4 3 36.13 x 78.7 6 4 F 83.75 6 3 8 4 3 5 83.7 6 6 8 4 3 6 83.7 6 3 4 3 83 7M75 87.75 6 3 8 4 3 5 87.7 6 5 8 4 3 5 87.75 7 3 4 3 87.75 91.75 7 3 10 4 3 6 91.75 7 6 10 4 3 5 01.7 7 3 4 3 91.75 c C 95.75 7 3 1014 3 6 85.76 7 6 10 4 3 5 85.7 7 3 4 3 95.76 37.50 x 79.76 6 3 8 4 3 5 71.75 x 79.75 61 5 8 4 3 5 36.75 x 79.75 6 3 4 3 36.75 x 79.76 t 6141 2 83.78 8 3 8 4 3 5 83.76 8 6 9 4 3 5 63.7 6 3 4 3 63.76 14 87.75 7 3io 4 3 5 87.75 6 5 9 4 3 5 $7.757 3 4 3 87.75 7 5 91.75 7 3 4 3 5 91.75 7 6 10 4 3 5 81.75 7 3 4 3 81.7 7 5 a 95.75 7 3 4 3 5 95.76 7 6 10 4 3 5 95.76 7 3 4 3 95.75 7 5 - wtnaBr: tams fAaaarr � r6mrtrve NDXOAWhFiL34B � ANCHC 6x mr FJC 66N B NOCHANDF758�T. >. 4 2 t 4 2 I 4 2 1 4 2 t 77 1 4 2 [ 4 2 4 3 4 3 4 3 4 3 4 3 f 4 3 C' 4 3 4 3 1 4 3 0 4 3 i 4 3 1R QUAN 83.75 4 2B, 4 2 87.7 4 2 Q 4 2 91.75 4 2 4 2 = 95.7 4 2 a 4 2 a 19.00 x 79.75 4 3 4 4 2 5 21.76 x 79.76 4 3 W 4 2 W 83.7 4 3 LL 4 2 S F~W am -AMUSE TAME4., V. taMAW7ABLE6.WADzcm - ALUM. FRENCH DOOR &SIDEL/TES, IMPACT ""�"" sFa soxlszs mru? a � v-armtxxuxsvanaz�-roasatortrYFEa p�Ff.s�v< y�,+bty8r.�mr e.r+a�z s� ta.e �pNeB FJG ZMW J.J. =107 FD101 NA 9 'B 11005.1 Approved as rnwwag with the Fb+ida B "' Code Bente L _ zqp NOAS Mkmd Delle Product C.&W i' 11 r RoiEork, P.E. 39712 shcbnol P� 87.75 4 3.4 4 2 i 91.76 5 3 4 2 0 96.76 5 3 vi 4 2 ti 4 2 27.75 x 79.75 6 3 83.75 5 3- 4 2 87.75 6 3 S 4 2 M 81.76 8 3 9 4 3 LE 95.7 6 3 4 3 0 36.13 x 79.75 6 4 4 3 G 83.76 4 3 6 4 87.75 7 5 x 4 3 91.75 7 5 73 95.75 7 5 0 4 3= 36.75 x 79.76 6 4 4 3 a 83.75 6 4W 4 3 W 87.75 7 5 4 3 91.75 7 5 4 3 11 95.7 7 5 4 3 7TYLOAD ZONE TABLES F~W am -AMUSE TAME4., V. taMAW7ABLE6.WADzcm - ALUM. FRENCH DOOR &SIDEL/TES, IMPACT ""�"" sFa soxlszs mru? a � v-armtxxuxsvanaz�-roasatortrYFEa p�Ff.s�v< y�,+bty8r.�mr e.r+a�z s� ta.e �pNeB FJG ZMW J.J. =107 FD101 NA 9 'B 11005.1 Approved as rnwwag with the Fb+ida B "' Code Bente L _ zqp NOAS Mkmd Delle Product C.&W i' 11 r RoiEork, P.E. 39712 shcbnol P� 2X WOOD��1 3/4" 1 3/4" BUCK NOTE 2 3.4 KSI MIN. CONC. I M W E.D'[ MIN E. D. 13!8" MIN. 1XWOOD a " • .= ,�: 1318"TYPE 1 BUCK NOTE 2 Y -� �� ` 13/4" TYPE 2 K a:, . t:••, MAX SHIHtM WOOD EXT ANCHOR TYPE 2 OR 3, NOTE 1 DOOR HEAD (WOOD) _. 13/8" 1/4" MAX SHIM � I MIN. 2X WOOD 3.4 KSI MIN. CONIC. I-. 1 3/4' BUCK NOTE 2-I 44 .� j 1X WOOD BUCK NOTE 2. 1/4" MAX EXT. SHIM CONC. EXT. ANCHOR, NOTE 1 DOOR HEAD CONC 1 1/4" TYPE 1 OR 2 (CMU) (CONC) 1 3/8° TYPE 1 (CONC) SIDE 114" MAX - r I 13/4' TYPE 2 (CONC) SHIM – T 114" MAX SHIM f "•• =f�•': 1 3/4" MIN. E.D. � If" - WOOD 1 -go 4 ANCHOR"•;: ,..; ON CONC Xwo STAGGERED ANCHOR CENTERS, ON 1 TYPE STAGGERED 2 OR 3, CENTERS, '+�� 1314" MIN. E.D. NOTE 1 NOTE 1 2X WOOD EXT. 1X WOOD BUCK 1.6 KSI MIN. BUCK NOTE 2 NOTE 2 3.4 KS1 MIN. DOOR JAMB (WOOD) DOOR JAMB (CONC) WOOD ANCHOR, TYPE 2 OR 3 NOTE 1 MIN. -2X WOOD BUCK NOTE DOOR SILL (WOOD) NOTES: 1 318"" MIN. _1 --1/4" MAX SHIM WOOD ANCHOR TYPE 2 OR 3, NOTE 1 314" MIN. E.D. ' 1 318° TYPE 1 +;1 1 314" TYPE 2 --1/4" MAX SHIM CONC. ANCHOR, NOTE 1 HEAD (WOOD) SIDE LITE HEAD (CONC) 1/4'MAX SHIM 2X WOOD j tx ii - NOTE 1 :.;. BUCK, NOTE 2 1X WOOD BUCK NOTE 2 EXT. SIDE LITE JAMB (WOOD) SIDE LITE JAMB (CONC) WOOD ANCHOR TYPE 2 CONC. ANCHOR, OR 3, NOTE 1 NOTE 1 ANCHOR NOTE 1 1X WOOD T• BUCK NOTE 2' 'Z OTE 3 1/4"MAX V4"MAX 1!4"MA �SHIMSHIM • 1 3/8" TYPE 1 1314°TYPE2 0 1318" MIN. ".F• `:. r•: +,�'• 13/4" 1-- t3 4 KSI MIN. CONC. IN. E.D. DOOR SILL (CONC) 11/4' TYPE 1 OR 2 (CMU) .:..• ; ; • ., �'� 1.3/8" TYPE '•'; °� :.:''i',i :: 314" TYPE 1 3/8" TYPE 1 (CONC) 318" MIN. 1�t=;+,;T 13/4" TYPE 2 (GONG) CONC. :.n•", 1314' = ' ANCHOR, • . MIN. E.D. NOTE 1 •; .; 'd' :%"• '. 1.6 KSI MIN. CMU OR WOOD o':�^:;t • 3.4 KSI MIN. CONC. ANCHOR 13/4" MIN. E.D. TYPE ' 2X WOOD j tx ii - NOTE 1 :.;. BUCK, NOTE 2 1X WOOD BUCK NOTE 2 EXT. SIDE LITE JAMB (WOOD) SIDE LITE JAMB (CONC) WOOD ANCHOR TYPE 2 CONC. ANCHOR, OR 3, NOTE 1 NOTE 1 ANCHOR NOTE 1 1X WOOD T• BUCK NOTE 2' 'Z OTE 3 1/4"MAX V4"MAX 1!4"MA �SHIMSHIM • 1 3/8" TYPE 1 1314°TYPE2 0 1318" MIN. ".F• `:. r•: +,�'• 13/4" 1-- t3 4 KSI MIN. CONC. IN. E.D. DOOR SILL (CONC) 1. FOR CONCRETE INSTALLATIONS IN MIAMI -RADE COUNTY, USE ONLY MIAMI -RADE COUNTY APPROVED ELCO 114" TAPCONS EMBEDDED 1 318" MIN. (TYPE 1) OR 1/4SS4 CRETE -FLEX EMBEDDED 1314- MIN. (TYPE 2). THE MINIMUM DISTANCE FROM CENTER OF ANCHOR TO CONCRETE EDGE IS 13/4°. FOR WOOD INSTALLATIONS USE #12 SCREWS, G6 (TYPE 3) OR ELCO 1/4" SS4 CRETE -FLEX ANCHORS EMBEDDED 1318- MIN. (TYPE 2). 2. WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 11/2* THICK. 1x WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION (AHJ). 3. IF SILL IS TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRED. IF USED, NON -SHRINK, NON-METALLIC GROUT (3400 PSI MIN.), (DONE BY OTHERS) MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE. IF SUBSTRATE IS WOOD, 30# FELT PAPER OR MASTIC IS REQUIRED BETWEEN THE GROUT AND WOOD SUBSTRATE, OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION. SPEGTYPE7!d90NWOmD r •P.D.80X 1STB h'JKOAg3, R.9E27f Z;W- I NTS 110 m id `I— 97005-1 App—d u � ith tut Florida Bu°iiag Cal° D;te '200 Mkmi Dade Pmdact Coatmi ay',�4 I. CGsti..r< 3.4 KSI MIN. .:..• ; ; • ., �'� 1.3/8" TYPE '•'; °� :.:''i',i :: 314" TYPE ZX WOOD BUCK NOTE 2 1.,,..• 1314" • -.-I MIN. SIDE LITE SILL (WOOD) E.D. SIDE LITE SILL (CONC) 1. FOR CONCRETE INSTALLATIONS IN MIAMI -RADE COUNTY, USE ONLY MIAMI -RADE COUNTY APPROVED ELCO 114" TAPCONS EMBEDDED 1 318" MIN. (TYPE 1) OR 1/4SS4 CRETE -FLEX EMBEDDED 1314- MIN. (TYPE 2). THE MINIMUM DISTANCE FROM CENTER OF ANCHOR TO CONCRETE EDGE IS 13/4°. FOR WOOD INSTALLATIONS USE #12 SCREWS, G6 (TYPE 3) OR ELCO 1/4" SS4 CRETE -FLEX ANCHORS EMBEDDED 1318- MIN. (TYPE 2). 2. WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 11/2* THICK. 1x WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION (AHJ). 3. IF SILL IS TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRED. IF USED, NON -SHRINK, NON-METALLIC GROUT (3400 PSI MIN.), (DONE BY OTHERS) MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE. IF SUBSTRATE IS WOOD, 30# FELT PAPER OR MASTIC IS REQUIRED BETWEEN THE GROUT AND WOOD SUBSTRATE, OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION. SPEGTYPE7!d90NWOmD r •P.D.80X 1STB h'JKOAg3, R.9E27f Z;W- I NTS 110 m id `I— 97005-1 App—d u � ith tut Florida Bu°iiag Cal° D;te '200 Mkmi Dade Pmdact Coatmi ay',�4 I. CGsti..r< 0 i lAMON ALBERTO 09LOADO .J31LLIN9, P.E. CIVIL! STRUCTURAL MOINEER PE WSM TEL I= 270,1 770 .1 11408 '. IL 0170j I N DAX W114 ® to t floe x m f \ � `y � C p LL — LL_ Q � t cui (L a a N m t floe x m f \ � co 0 L� 0 Lo W Lo ZLu 1300 N, E, 9q-"5 - ��i e ��46- �L f � A%(P�w( Pf. A�Q0)gte)d-1 Ven k56,515 07 ilk mpq Veloc (Tq ,or 6 4� 0,136 C%Ao6 6-+) �� C►�� 1.4 350 35,E J —rew ,00vte•„• a RAMON ALBERTO DELGADO BILLtN3, P.E. CIVIL/ STRUCTURAL URAL ENGINEERPE 0030355 EL 270-1770 11405 SSV 84T'HTST°. MIAMI FL 33173 m w E 0 L) LO 0 Q Z Lu 11,3oO N.E. GILF%vl 5r INA124MO6. HELL&Z Y)A)kVkf AVP In ON 9.A - bEV64 Vo a Lu N 1, P. E - PATS: 2-29,w/I 17vo or I CAd It en tt o r +1w es s 71' 7. - - 64qeL4 I to, -2 6. 6- tom all 31f 11 ;?,0 N R6 0 ,A -4t" 'IV1 ALDER -W06eA, PE. IL / STRUCTURAL MIAMI iNG INEER.77011405SW84THST. FL 3 33173 317-1111 •0 16906: 00000 X000 0 0 OW60 00000 0 0 000.0 •000• an a, .0000 L 4 j- 0 0000 00:0 0 0 0 0 D 0 0 OOONO 0 317-1111 •0 16906: 00000 X000 0 0 OW60 00000 0 0 000.0 •000• an %- - - V- A // 0 A& I Cr 4-0. f= 311 • t X40, - o, 00) f `' s r. V -, 64 a —(,7. -3q. ( 1,z -o,®®) = -y?,3 P5 lAV- 4- 0 3 (00 3 - 0, 040) r5f 1:0 VA .3 4C,? — #2,0 3 6) IV- (- jo-�, + 0 P '3 41' - (4 0.3 - �L C 0 6 app a �® �� eZ>� ;�. ®� --�$►� U (` �� 0000 . i, �2.. 0000 0000. 0000..00 ..060.9 0000: �..... � ... ®0000 0000 0000.. .. 0000 0000 0000 00,00 U��.= ��• (,tl7 `7,a X 4.3� X 2 -� �7,� ,' �x 0000. 000060 $1 :009:0 0000. • 7V!� c CYV tjL, (S) 1 4I R4I -*FTA 14 160 -livis s 4�- Ito w, M,40w- - ) Lv is- 10 Y l lIsto u A P t.6 V L VV- CAS , ` ( , 0,� 6 -lq' T4k-t- muss 'kcoo (2- 1 k P.50 IV° "to TV6 v 111) 1, 14, 64-4 > 1)4 RAM®H A , ERtC DEL ADO RiLLINI, P.E. GIVIL 9 STRUCTURAL ENGINEER PE 0030355 TEL (305270-1770 `11405 SW 04tH St. WAY, FL 33173 I E 0 Lo Lo a) Lo a 0) 2 Lu c; a 1'rsuo W& llif-lb%5i7— ,PIA MP5, H'5tt45-X P, A, PeZ&o 0 L. uP 6v I m IA -M A-vptnoN ox m " -2p! Zq / Z601, 11 601,311 01 4 .1 4 IV u6S ez) v v c.-,: c �ty 14 lE7r,&- ) (a I 6 t? 4jli�-j -A I (o I I otl� 651!11, F50i-j 44 A 1jvF), � o®W, wall15 A -P c ri o eA P 17 3 o ;x2j! 0 a- 09,5--"), 0) x -4.X #2 ue.'-�o & -Tllts .,e �11 9609. top, U A Qoo,!�, U Pt I J_ I- CkP iis Ar 1.11A) 45 A, 1G 'r ll#s RAMON ALBERTO DELGADO BILLINI, P.E. CIVIL/ STRUCTURAL ENGINEER PE 0030355 TEL 205) 270-1770 11405 SW 84TH Si: IAMi FL 33173 E )BOO UF (?-_e., J4 6i'j, tt- pu, J?, A . PC4 6-4 PO S) LV W) 10. C -i MIAW I p-6 Avig rn at) IPA-M�' > V e. j Ue -lq 0 t6 w w a -,cc 6. -19 B �201ts (6't 0 t'vQ I aoues -Z �N 2. G 2 5-6-.14 . , lrvr 11,E rs't let, 7 u� It 1=� 0—ate-ut" C4 tewm 0 wA o q e.4 17 0 WW4 I-Ao 6AA CNN.' n r � . 0 m VA24+ • it •; � 0 * 1** 0 •-tC6 urlt'ry -i�La u ...... XO VA V -&-10e-5 FA,0�4 RAMON ALBERTO DELGADO BILLINI, P.E. CIVIL / STRUCTURAL ENGINEER PE 0030355 TELgO5) 270-1770 e�l .1 > 11405 SW 84TH ST. IAMi FL 33173 1 ?00 0, F",q qll, Dmk,44 (r cov(c, �Cr 6A.? M& KU tow lw P. b I IOf :�b 14 -ti 9 j,,j A q IPCV.,"o- D I LU Ml I P, E, 5-1 PA'..1-t,". fl -0117-11 to v L V, ow 7 Y, 10 X),q Z11 0 A. Q, L YVA " P,L-X&67Y/1�0:7 o KA wl�2 Jp- 16,6- 7) WA V6, 4 -- _-Ir- 11 0 -x g-1-:' cooc ivi ILI) T 0015 As elly 2. �-` co wc. use '24f As t, -x ve, RAMON AL13ERTO DELGADO HILLINI, P.E. CIVIL / STRUCTURAL ENGINEER PE 0030355 TEL (305) 270-1770 11405 SW 84TH ST. FIr 331 90-2.0 Lo 14.. Aiwil (fat.) e3"o-C. E L� Lo0 L .r - Z bU r-- &0 ifs k6i 1 r2 to 11 Ya °30 �2 - t '-O' o 6-9,'0 X 1,7 (Seo - & mu —UJA�® �- f All � 0 Joel 0 sxr3j�5 ? ' u �Zb 0.00 . — ... 0000 0000.. 0000 vbe T • -1 see*** • a -2- + p 0*0000 s e4 os c 0.00•• • d t2 L/-Slss; S' /e pi .dr �yy F MON ALBER°TO DELGADO ®ILUNI, P.E. / ST'RUCT'URAL ENGINEER 01��0355 TEL (305) 270-1770 11456 SW 84TH ST. MIAMI FL 33173 0000.. 00.000 0000•• 90.00 0000• a•••:• • • • •••••• • • • 0••00 • Cl, 6r WON N` 1 TOP 2— t . oa , " m m , 0 v td 0000 • 0000.. •:000 , • • • 0000:. 0000.. 0000 :••0:00 :0000 .00. • • •0000 • 0000• .....- , 0000. 0000.. • . . .. . 000,0.. • 0000.. , 000000 *.Lr 1`1aM ALBERT® DELGADO BILUNI, P.E. "ll / STRUCTURAL ENGINEER 0030355 TEL O3 5 270-1770 I 14W S 34TH ST. �AIAMI FL 33178 a I- I \ iP -w w • VT � PUr. � W � Q e e, a. M / � I Ft..1 `r1 I Mv f -po !► wron R 5-621 X 026�, /,z 4- 9 6, 67 � �� x 0, 67 X 160/a (,a,, (0 110 l , 0 1. T�OIQ 1544. 1 I, 7 f K I /o 4OU113 Xt "A 1 1e. a ,yam' �X> X .l��C7 10, 7d 1 pe 1p�'YM � ��W✓l✓ll 5-1000Pit)fit..4-, ` . \4 10 10 v 40, 0000 >fglbgl#. DELGADO ®ILLINI, P.E. € i UR L ENGINEER 55 EL(305)270-1770 11405 SW 14TH ST. IAI FL 1 3317.9 S .•.. ,►••s7 • ..... • 1 pe 1p�'YM � ��W✓l✓ll 5-1000Pit)fit..4-, ` . \4 10 10 v 40, 0000 >fglbgl#. DELGADO ®ILLINI, P.E. € i UR L ENGINEER 55 EL(305)270-1770 11405 SW 14TH ST. IAI FL 1 3317.9 S ;ol X ff.km%,*]j03b mw 4) -7� 1�0 ut) ea 0 0 ur- 156 ToI, L -t �ie Dim Vim d, 6 1 . ?I It CdAr uj+) '000000 0 0 L OCL A s X �� 4,70 1 X37 4to wo+ to ve4 0 mak, *,,� -5) 7 RAMON ALBERTO DELGADO BILLINI, P.E. CIVIL / STRUCTURAL ENGINEER PE 0030365 TEL (30 70-1770 11405 SW 84TH ST. MIAMI FL 33173 1-17--11 ReluT, W ,`7 t w 000 #00 .3-11 10 60.0 come.. COLLAW 0 av, 1 vte+.aoitr�...•,�...... ' 0 •. •• t. , `q V1 9) X11 ,�� •0000.•• . 0000••• 0000•••• 4 • 0000•• • 0000.•• �•••• 0000•• • • 0000•••• � • �. v r- 0000 •' .' 000000 • • • • �,WL-Wto, iLLr---rWKLD XCLA%040-�FP& e -N -P) 0 41 h1Pv1r,�F- V VlAtW'i (4l , D ) - r �e uj �Yoo0 105 1 v a M�� U&tq x, 06 .AILb P1L• e, 4061 U-11711 1 000 p1 �c® RAMON ALBERT® DELGADO BILLINI, P;E„ CIVIL/ STRUCTURAL ENGINEER PE 0030355 TEL (305) 270-1770 11405 SAN AATW CY n muo ca Miami Shores village - Building Department M050 NX. 2"" Avenue, Miami uhrires, 1=133(33 I'd: 305-795.2101 a Fax: 305-755.9+972 NOTICE TO MIAMI SI'If)iil.;,S VJ'Lf ACF! BUH,DING Dl'>I'A.R,rjYILNT Oil P! -M 'LQ—V1H. +sNT AS SPA',CIAL FN8RECTOR UNDE, It TJIE TL01ZIT)A IIT1:F1.,1)IYC CO1)F+ I (We) hayf; been retained by (nacre: t)f owner/agent:l tt �t rform S ccial InsP ector s rvices ;ander (fie 1'loritla Ciuilding (Nde illi project (address) {1 IL`iiami .Whores, as of __ •�t.tlat8� t am a registcred Architect or PI:ofessional Engineer licensed in the State of Florida. ••, "" I'A:1tIL'II'1'NUMBER: 0000•• •• •• 6666._ ._._�—.___.— ._—_. • 0000•• • S1) c411 Inspector for Reinforced Ullit Masonry, FBC 2.122..4 0.00 0.00 i SP7ecial Inspector for Trusses over 35 R. Long or 6 Ft. High, FBC 23 C(Y.V 2.4.2.66.6• Ci Xecial Inspector for Steel Colulections, VBC 2218.2 •';": .' Special Inspector for Snail C01111)iction, FBC' 1820.3.1 •• •• • U Sl.)ecial Inspector for Precast Units & Attachments, PBC 1927. t2.2 i- Special Inspector Ear t'itilIgs, Fl:3C. 1822. 1.20 �••••• i l tipeciill Inspector for ' NOTE: Please mark boxes that anniv I'he t ail i iadivi tals(s) employed by this firm or me are authorized to perform inspections. 2 •— '- _..____ ..— —.__—...—_.._`t• ______— _ ------666_6_._..—...._.._......—�._ f, (we) understand that a Special inspector inspection log for each building must be displayed in a convenient lmdoq an the site for reference by the Miami Shores Building department Inspector. All mandatory inspections, as required by the Flnrida Building Code, mast be performed by Miami Shores. The building inspections must be called for all mandatory inspections. hapectiors perfortrted by dee Speelat hispeclor hired by the Otpner are it fLW the mandztory insinctiatsperformed by the 8ullding Department. Further, upon cOmpletion of tate work under each Building Permit, I will submit to the Minted Shores Building department at the time before the final inspection the completed inspection log form and a scaled statement indicating that, to the best of my knowledge, belief and pmfessional judgment tftase portions af,the project outlined above meet the intent of the Florida Building Code and are in subst-Gat accordance with the approved plans. � O Engineer! rcltltect Nntnc {I'ridt) Signed and &nled Address G40 Date, Z I Phone No.' 2 ?�7—__ Florida License No: –A'(2 • UDd G-7 4 0000 •• • • • 0000•• 600006 600.0 • • 06606 0.00.. 0.000. 0066•• 6 6 0 MTek Industries, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 Telephone 314/4341200 Fax 314/4345343 August 24, 2010 Mr. Mike Ruede A-1 Roof Trusses Ltd 4451 St. Lucie Blvd Fort Pierce, FL 34946 Dear Mike: Attached are conversion charts that can be used for depleting inventory of 20 gauge Wave and 20 gauge high strength Alpine plates. These charts are to be used when substituting Alpine plates for the MiTek plates shown on a MiTek engineering drawing. These charts should be limited to residential and agricultural trusses. If you need to substitute MiTek plates for Alpine plates on existing drawings you have on file, simply substitute size for size (i.e., 4 x 4 MiTek for 4 x 4 Alpine). - v Thank you for your interest in MiTek Industries as a full service connector plate and engineering supplier. We look forward to working with you. Please feel free to call me at 1-800-325-8075 with any questions. Sincerely, Stephen W. Cabler, P.E. Senior Vice President Engineering and Technical Services ceb attachments R ALPINE Wave 20 as as a SUBSTITUTE for MiTek MT20 aa. MiTek MT20 1 x 3 1 x 3 1 x 4 1.5 x 4 1.5 x 4 2 x 3 2 x 4 2 x 4 2 x 6 2.5 x 4 2.5 x 6 2.5 x 8 2.5 x 10 3 x 4 3 x 5 3 x 6 ALPINE Wave 20 ga. 1.5 x 4 2 x 3 2 x 4 2 x 4 2 x 6 3 x 3 3 x 4 3 x 5 3 x 6 3 x 4 3 x 6 3 x 8 3 x 12 4 x 4 4 x 5 4 x 6 3 x 8 4 x 8 3 x 10 4 x 10 3 x 12 4 x 12 4 x 4 5 x 4 4 x 4 5 x 5 4 x 5 5 x 5 4 x 6 5 x 6 4 x 8 5 x 8 4 x 10 5 x 10 4 x 12 5 x 12 4 x 12 5 x 14 It ALPINE Wave 20 ga. as a SUBSTITUTE for MiTek MT20 ga. (Continued) 10 x 12 MiTek MT20 I ALPINE Wave 20 ga. I 12 x 14 5 x 5 6 x 6 5 x 6 6 x 6 5 x 8 6 x 8 5 x 10 6 x 10 5 x 12 6 x 12 5 x 14 6 x 14 5 x 16 6 x 18 6 x 6. 7 x 6 6 x 6 7 tx-7:�:] 6 x 8 7 x 8 6 x 10 7 x 10 6 x 12Mx8 6 x 14 7 x 7 7 x 8 7 x 107 x 12 7 x 12 8 x 14 8 x 8 10 x 10 8 x 10 0ExE Ell 8 x 12 02 El 8 x 12 10 x 14 10 x 10 12 x 12 10 x 12 12 x 12 10 x 12 12 x 14 10 x 14 12 x 14 10 x 20 12 x 20 ALPINE 20 Ga High Strength Plates as a SUBSTITUTE for MiTek MT20 High Strength Plates MiTek MT20 HS ALPINE 20 ga. HS 1.5 x 8 2 x 10 1.5 x 8 2 x 12 1.5 x 8 2.5 x 14 2.25 x 12 3 x 12 3 x 8 3.2 x 10.5 3 x 10 3.2 x 12.2 3 x 12 4 x 14 4 x 8 5 x 10 4 x 8 5.2 x 10.5 4 x 10 5 x 12 5 x 8 6 x 10 5 x 10 6 x 12 5 x 12 6 x 14 4 x 12 5 x 14 4 x 12 5 x 18 5 x 8 5.2 x 8.7 5 x 14 6 x 16 5 x 12 6 x 18 6 x 8 7 x 10 6 x 8 7.8 x 10.5 6 x 12 7 x 14 6 x 12 7.8 x 14 7 x 12 8 x 14 7 x 14 8 x 16 7 x 15 7.8 x 15.7 7 x 16 8 x 18 7 x 16 8 x 20 MiTek MT20 HS ** ALPINE 20 ga. HS 7 x 16 8 x 22 8 x 8 10 x 10 8 x 14 10 x 16 8 x 14 10.5 x 15.7 8 x 16 10.5 x 17.5 8 x 20 10 x 22 12 x 14 13.1 x 15.7 ** If smaller in both width and length, the Alpine substitute is still valid. s - A-1 ROOF Ado TRUSSES A FLORIDA CORPORATION Location Information Contractor / Builder. SAAD HOMES Project Name: HELLER RESIDENCE Project Address: 1300 NE 94th Street MIAMI SHORES Lot # Block # Model # HELLER RESIDENCE Subdivision: 4451 St. Luci Blvd. / Ft. Piero, FI. 34946 772-409-1010 / 800-525-0126 / 772-409-1020 (fax) Design Instructions Design Criteria: ASCE 7-05 Wind: 146 MPH Computer Program Used: MITEK INDUSTRIES Truss Company: Al Roof trusses Ltd Loading Instructions Job Number: 52905 Occupancy: County: As witness my seal, I hereby certify that this serves as a cover sheet in conformance with Chapter 61 G15-31 Section 003 of the Florida Board of Professional Regulation. This package includes a truss index sheet and truss drawings. Julius Lee, PE / Florida Certification Number 34869/ 1109 Coastal Bay, Boynton Beach, FL 33435 6/30/2011 ',\ceNS,,�' * ' N 34669 0�_ STATE OF _44/� � •'• FCORIDP •'• (jam � !0 N AL \\ . 1109 COASTAL BAY BOYNTON BC,FL 33435 The seal on this index sheet indicates acceptance of professional engineering responsibility solely for the Truss Design Drawings listed below and attached. The suitability and use of each component for any particular building is the responsibility of the Building Designer, per ANSI/TPI 1-2002 Section 2 and ANSVTPVWTCA Section 2. The identity of the structural Engineer of Record did not exist as .of the seal date per section 61 G15 -31.003(5a) of the Florida Administrative Code. ROOF LOAD FLOOR LOAD Top Chord Live Load 30.0 Top Chord Live Load 40.0 Top Chord Dead Load 20.0 Top Chord Dead Load 10.0 Bottom Chord Live Load 0.0 Bottom Chord Live Load 0.0 Bottom Chord Dead Load 10.0 Bottom Chord Dead Load 5.0 Total Load 60.0 Total Load 55.0 Duration Factor 1.25 Duration Factor 1.0 As witness my seal, I hereby certify that this serves as a cover sheet in conformance with Chapter 61 G15-31 Section 003 of the Florida Board of Professional Regulation. This package includes a truss index sheet and truss drawings. Julius Lee, PE / Florida Certification Number 34869/ 1109 Coastal Bay, Boynton Beach, FL 33435 6/30/2011 ',\ceNS,,�' * ' N 34669 0�_ STATE OF _44/� � •'• FCORIDP •'• (jam � !0 N AL \\ . 1109 COASTAL BAY BOYNTON BC,FL 33435 The seal on this index sheet indicates acceptance of professional engineering responsibility solely for the Truss Design Drawings listed below and attached. The suitability and use of each component for any particular building is the responsibility of the Building Designer, per ANSI/TPI 1-2002 Section 2 and ANSVTPVWTCA Section 2. The identity of the structural Engineer of Record did not exist as .of the seal date per section 61 G15 -31.003(5a) of the Florida Administrative Code. .A&#A-1 ROOF ==TRUS§E§ A FLORIDA CORPORATION 4451 St. Luci Blvd. / Ft. Pierce, Fi. 34946 772-409-1010 / 800-525-0126 / 772-409-1020 (fax) NO TRUSS TRUSSID 1 Al A0029005 2 A1X A0029006 6/30/2011 Julius Lee, PE / Florida Certification Number 34869 Seal Applied to the Right Job Number: 52905 Index Sheet for Drawings S. ,�..• �\OENS�c' * N 34869 - �6. ---0 ry "70 LU_ STATE OF 44/ "COR0-. SSD 1109 COASTAL BAY BOYNTON BC,FL 33435 243 12 5x8 = 2.50112 Camber = 9116 in LOADING (psf) SPACING 240-0 TCLL 30.0 Plates Increase 125 TCDL 20.0 Lumber Increase 125 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Cade FRC2007/rPt2007 LUMBER TOP CHORD 2 X 6 SYP Not BOT CHORD 2 X 6 SYP No2'Ersepr 83,84:2 X 4 SYP Not WEBS 2 X 4 SYP No.3 *Except* WI 0: 2 X 0 SYP Not BRACING TOP CHORD Structural wood sheathing directly applied or 1-412 cc purIns. BOTCHORD Rigid calling directly applied or 5.4-2 cc bnactng. REACTIONS (bfSize) 9 2089ro-8.0 (Ma 52-7) 2 1935/0.8-0 (min.0-2-3) Max Herz 2 35(LC 3) Max UPM 9 =-1138(LC 4) 2 v-1299(LC 3) FORCES (9r) Max CompJMax. Tea -All forces 250 (b) or lase except when shown. TOPCHORD 2-28-1298/628, 3-28=-437312220, 3-0=4164/2181, 4-31-4111212262,5-31=4145/2258, 5332-37602015, 833-37982009, &7-3788/1039, 7.8=3388/1722, 523-1838/945, 9-241-31711426,10-2g=581/1973 BOTCHORD 13-24-91611937, 24-32=1 2451387, 22-32=1245/387, 2535=-53411175, 2735-534/1175, 27-38-208114221, 1536=2081/4221,1537-208214244, 1737=2082/4244,1517-148313085, 1546-1483=85,15-38-1565/3316, 1438-1585/3319, 1439-518/1754, 1339-817/1758, 3041-1707/511, 2541=17071511 WEBS B -15-415/335,545-37511M, 7-14-495/315, 7-15-2111511, 4-17-438r345, 517-6ft1256, 3-17-3991121, 513-8551373, 514-90811573, 9-22-1749/1003,23-24-218/434,22-23=-7321372, 9-24-293/844, 2-25-1298/1140, a4 II Jxo - Jm - 1x4 / -1. 12 3x8 = CSI TC 0.98 SC 0.78 INS 0.50 (Metrix M) WEBS 51 5=-41 513 3 5, 5-15=3751838, 7-14-495/315, 7-15-2111511,4-17--4381345.6-17=8&Wl255, 3.17-3991121,8-13=-8551373,8-14-M/1573, 522-174911003, 23-24=-219/434, 22-23=7321372, 9-24-2931844, 2-26=1298/1140, 2528-1194!820, 2-27=58511147, 10-28=-1231595, 29-30=01526, 2529=-1776/820. 10-30=-55811577 NOTES 1) Unbalanced roof live bads have been considered for this destga 2) WW: ASCE 7-05; 146mph (3 -second gusq; TOOL=5.0pst; BCDL=5.0psf; h=15ft; Cal. II; Exp C; enclosed; C -C bdedor(2) -3-1-9 to 0-0-0, Intertor(1) D -M to 13-7-0, Exderior(2) 13-7-0 to 157-0; cantilever left and right exposed ; Lumber DOL -1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chard Ove bad nonconcerend with any other Ove bads. 5) • This toss las been desWied for a Ave bad of 20.0psf on the bottom chard in e0 areas where a rectangle 348-0 ta0 by 2-0.0 wide will M between the bottom chord and any other members. 8) Provide mechanical connection (by others) of toss to bearing plate capable of withstanding 1138 Ib uplift at Joint 22 and 1299 9) uplift at Joint 25. 7) This toss has been designed for a mo ft concentrated bad of 250.011t, 11w located at all mid pants and at e9 panel points along the Bottom Chord, noncorcasrem with any other 9ve bads. 8) Semi-rigid pffchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this toss. LOAD CASE(S) Standard PDF created with pdfFactory Pro trial version www.12dffactory.com DEFL in (bc) Udall Lid Ved(LL) -0.18 17 >999 380 Vert(TL) -0.4615.17 >670 240 Horz(TL) 0.07 9 Na We Wind(LL) 024 17 >999 240 PLATES GRIP MT20 2441190 MT20H 187/143 Weight: 187 m FT = 10 Iufid§lea A �*A Add A aFif}a:4iArn03#r�+R1Tr;1 � e 2.43 r 12 2-50112 Camber = 5/16 in LOADING (psf) SPAC94G 2-8-0 TCLL 30.0 Plates Increase 126 TCDL 20.0 Lumber Increase 125 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FRC2007/TPI2007 LUM13ER TOP CHORD 2 X 8 GYP No2'Excspf' T4: 2 X 6 SYP DSS BOT CHORD 2 X 4 SYP No2'Except* B1: 2 X 0 SYP DSS, 62:2 X 6 SYP Not WEBS 2 X 4 SYP N0.3'Excepr W11:2X B SYP Not SRACM TOP CHORD 240-0 oc purlins (3-1-9 max) (Switched tram sleeted: Spacing > 2-0-0). BOT CHORD Rigid ref ing dims* appled or 5.3-3 oc bracing. JOINTS 1 Brace at Jt(s): 5, 10 REACTIONS P/size) 9 = 281210-6-0 (min. 0-3-1) 2 2284/0-8-0 (min. 0-2-5) Max Ho¢ 2 44(LC 3) Max Uplift 9 -1424(LC 4) = 2 1824(LC 3) FORCES (lb) Max CompJMax Ten. - At forces 250 (e)) or less except when shown. TOPCHORD 2-28-16151777, 326-54712778, 3-0-51622741, 4J7-40362178, 531-39872188, 5.33-39812201, 8-33-40402193, 0.7-46852439, 7-0=-02452143, 8-23-2265/1176, 9-23-370/1433, 1D-20-87911984 BOT CHORD 13-24-1133/2408,24-32-1199/420, 22-32-1199/420, 2535=899/1543, 27-35-699/1543,27-30-2S70152112. 18.38=2570/5282, 1637-2598/5307, 1737-2598/5307, 17-38=247515038, 18-38-2475/5036, 16-39=217414554, 1539-217414554,15-00=1973/4152, 1440-197314152, 1441-10142178, 13-41-10142181, 30.43=18151582, 28-43-1815/562 WEBS 7-14=-5711397, 745-285%519, 417-33/410, — n mm - rxa - as = vxa = '=' - 121.5X4 II 3x8 = CSI DEFL in (bc) Well Ud TC 0.84 Ved(LL) -0.21 17 >999 380 BC 0.72 Ved(M -0.52 17 >598 240 WB 0.84 Horz(TL) 0.00 0 We Ne (Matrix -N) V"(U.) 028 17 >W9 240 WEBS 7-14-571/397, 7-15-2861519,4-17-33/410, 3-17=4681131, 3AB -172291, B-13=-8301453, 8-14=-112811991, 5-18=47211093, 4-18=1337!/28, 6-16-8531468,11-22-2209M252, M4 -274/W4.22-23=-876/449,9-24-3471708, 2-25-161511440,25-25-15131770, 2-27-708/1371,1(1-28-140/583,29-30-0/551, 28-29-1685/694, IG -30r-587/1385 NOTES 1) Unbalanced mof hm bads have been considered for this design. 2) Wind: ASCE 7-05; 148mph "cord gnsi); TCDL=5.Opsf; BCDL=5.Opsf; h=15ff; Cal. II; Erg C; enebsed; C -C E ledor(2) -3-1-9 to 040.0, Imedor(1) 0-0-0 to 13-7-0, Exterior(2) 13-7-0 to 16-7-0; cantilever left and rigid exposed; Lumber DOL -1.33 plate gdp DOL=1.33 3) This toss has been designed for a 10.0 psf bottom chord Ove bad n on orxwmrd with any other live bads. 4)' This toss has been designed for a Ove bad of 20.Opsf on the bottom chord in at areas whom a rectangle 3-M tell by 2-0-0 wide will fit between the bottom chord and arty other members. 5) Provide mechanbal cOnrnectton (by others) o1 in= to bearing plate capable of withstanding 1424 to uplift at joint 22 and 1624 b up58 at joint 25. 6) This toss has been designed for a moving concentrated bad of 250.0Ib live located at all mid panels and at a0 panel points abn9 the Bottom Chord, nencomamert with any other We bads. 7) 'Semi-rigid pitchbreaks with fixed heels' Member end Potty model was need In the aralysle and design of this Nus. 0) Design assumes 42 (fid orientation) purOm at oc spacing Indicated, festered to tress TC w/ 2-1 Dd roils. LOAD CASE(S) Standard PDF created with pdfFactory Pro trial version www.pdffactory.com PLATES GRIP MT20 244/190 Weight: 189 b FT =10% 0 a 1� lulluxte6 IWO' °z 128.58'(RB,M} ea 25.00•; c' 4' C.L.F. o o OrD � $ o. 0000, v : \; OOpOOe V ` 27.10' m ' In a '� , .;�,.� �.:. .. y�:.:;• :^r,:.:;' 0.14' Our \\ �. 24.10' 27.76 •m 'a .< C ;� 15.00' q ,_ :�:••••.• :: 0s.• •..•�• 300 6.45 . o v • sem:• :�:. • • •• � m O •r y:X; 0•••0i 0000•• cvo W ®N '< yi ::'di : 0000 • n o .O ®� O O ? :i •i •••�•• 00:00• e ip C f:: QO ,. N :.�::::: • • 0000• �• y ��n `.F'ii�. •.,� ..wi�}�.n:.4•`•u::e.,Qr":':•l•,�i"'•�'••4 1:.es. . J� OT•i Cq-.• �r7� :iI►:4�:•: •*�;::'•�•.s... •0 00 •0 ••• • 40.00 .0 • 0000000•0•0 rr:z 8.00 $ W 29.0' CqQ •• •• .... ••. ®"rf°� /p •a•••: 19.70' : •• • POOL L, r: n O 00 •'•.1�•+•� PRE ®� & tit rn':i3�n2•ii:':r,-• r� -••:••>"��: ��JI' 027'OUT 20.70 • o �. +.Ftr�ar':i tee; ', 4•.r� �•(�: «~ •7� ' . f ' ISPApu OOgo," pp 3g o� CC to c , •, •, � r� �' Gp � n —z ss o� • �. M� C. SEAWALL WsCAyNje,. AY' O � c � :;FX to 0.000• • • • ••066• • • ••f0• • 0000• •••6•• • • 6 •0000• 6000f• ABBREVIATIONS: SwK.SIDEYOLK, CBS=CONCRETEBLOCK STRUCTURE, CLF -CHAIN LINK FENCE, PL -PROPERTY UNE, DUE -DRAINAGE UTILITY EASEMENT , IP=IRIJN PIPE. F=FOUND, AIC -AIR CONDITIONER PAD, PIC -PROPERTY CORNER. DM -DRILLED HOLE, IMF-MODEN FENCE, RES=RESIDENCE, CL -C LEAP, RB=RESAR, UE -UTILITY EASEMENT, CONC=CONCRETE SLAB. PM -RIGHT OF WAY, DE -DRAINAGE EASEMENT, CIL--CENTER LINE. O=OIAMTER, TYP=l-YPICAL. M=MEASURED• R -RECORDED, ENCR=ENCROACHMENT, COMP=COMPUTER, ASH=ASPHALT, NID=NAIL & DISC, S=SET, FEE -FINISH FLOOR ELEVATON, NOT VALID UNLESS EMBOSSED WITH O/S=OFFSET.PIP=POMRPOLE. OHP -OVERHEAD POMRLINE,VaM=MTERMETER' SURVEYOR'S SEAL MASONENCE= ELEVATION BASED ON OC. # 32505 MASONRYNALL= • CONCRETE=' • • : •: •s"= „::••' : : ••' :..D CBM#B-62 ELV. 8. 74 r TYPE OF SUFJVEY: BOUNDARY SURVEY Q MAINTENANCE&DRAINAGEEASEMENT=MBD.E. SURVEYOR'S NOTES: 1) OWNERSHIP SUBJECT TO OPINION OF TITLE. 2) NOT VALID WITHOUT THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 3) THE SURVEY DEPICTED HERE !S NOT Irk COVERED BY PROFESSIONAL LIABILITY INSURANCE. • 4) LEGAL DESCRIPTION PROVIDED BY CLIENT 5) UNDERGROUND ENCROACHMENTS NOT LOCATED. 6) ELEVATIONS ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. 7) OWNERSHIP OF FENCES -ARE UNKNOWN. 8) THERE MAY BE ADDITIONAL REVISED: RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THIS COUP!TY 9) CONTACT THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK FOR BUILDING AND ZONING INFORMATION. 10} EXAMINATION OF THE ABSTRACT OF TITLE WILL,HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THIS PROPERTY. BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMED VALUE OF SAID PB _PAGE 0000 0000 • • % •• 0000•• 0000•• 0000• 0000 •••'� 0000• • • 0000•• •• •• •• •• • 0000•• 0 • • • 0 0.000• • 0 0 600660 • • • • •• • 0 LOCATION SKETCH SCALE: NO'S OA eta e PUBLIC PARK 013CAYHE BAY SURVEY FOR: DAVID AND JUNE HELLER, 1300 NE 94 ST., MIAMI SHORES, FL.. 33138 LEGAL DESCRIPTION: LOT 14 BLOCK OF MIAMI SHORES BAY VIEW SUBDIVISION- ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 40 AT PAGE OF THE PUBLIC RECORDS MIAMI—DADE COUNTY, FLORIDA i HEREBY CERTIFY That the survey represented thereon meets the minimum technical requirements adopted by the STATE OF FLORIDA Board of Land Surveyors pursuant to Section 472.027 Florida Statutes. There are no encroachments, overlaps, easements appearing on the plat or visible easements other than as shown hereon. -�1 ADIS N. NUNEZ REGISTERED LAND SURVEYOR STATE OF FLORIDA #5924 16 SINCE 1987 BLANGO SURVEYORS ING. Engineers • Land Surveyors • Planners • LB # 0007059 555 NORTH SHORE DRIVE MIAMI BEACH, FL 33141 - (305) 865-1200 Email: blancosurveyorsinc@yohoo.com Fax: (305) 865-7810 'LOOD ZONE: VE SUFFIX: J DATE: 7 J 17 / 09 BASE: 11 1 ANEL: 0093 COMMUNITY# 120652 )ATE: SCALE: DWN. BY: JOB No 09_373 5/1'3/0911"=20' F. Blanco APPROVEDI By ZONING DEPT F3LDG DEPT oATE 9"A a 11I.JI cF TO CnMPI IANCE WITH ALL FEDERAL .`_I A I I ANI) COl 1N i Y Rt 1LFS AND RFGULATIONS 6/30/11 L\GENSF � i I * ' N 34869 # =_ _1 �- -70 W_ �� STATE OF FCORION •' �\�� %'0 NIA\-l�� 1109 COASTAL BAY BOYNTON BC,FL 33435 COASTAL BAY BOYNTON BEACH, FL 33435 A-1 ROOF TRUSSES A FLORIDA CORI ORATIDN Phl(772)409-1010, Faxj(772)409-1020 www.Qltruss.com FOR BRACING & ERECTI❑N DETAILS REFER TO BCSI-03 AND//ER ENGINEER OF RECORD. 5� --.i �...� LOADING ROOF FLR WIND LOAD SYM HANGFRSYM HANGER D SJ REV DES H HHUS46 ' R HLjS26 I SUR/L26 DATE 4/18/2011 G S26- J GTU30 - K SCALE N.T.S. GTWS E HUS28 L MIR�6' JOB # _ N THA422 It is understood that above conditions have been reviewed & are acceptable for the fabrication of trusses, elevatlons, pitches, overhangs, fascias, ceiling elevatlons/pitches, bearing conditions & all detall pertaining to this truss placement pain. No back charges will be accepted without previous written approval from an Al Roof Trusses representative. ElAPPROVED El REVISE & RESUBMIT ❑ APPROVED AS NOTED ❑ REJECTED REVIEWED BYt DATE, SAAD HOMES CHORD LIVE LOAD 0 ASCE7-07 146 MPH EXP.'C' LOT/BLDG.# BLOCK SUB'D DDT CHORD LIVE L13AD 0 0 ADDRESS DOT CHEIRD DEAD L13AD _19— 5 TOTAL LOAD 65 SEL HEI LER ADDITION nirowrrrni Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BiJILD PE PLICATION Permit Type: BUILDING OWNER: Name (Fee Simple Ti /9 4 ROOFING J-,70zCjl� f-1 �1� Permit No. Master Permit No.�� t City: �°A�r �!�, r, State: i Zip: tp- Tenant/Lessee Name: Phone#: Email: JOB ADDRESS: l 5 Z9 571i1 City: Miami Shores County: Miami Dade Zip: !IV Folio/Parcel#: Is the Building Historically Designated: Yes NO Flood Zone: CONTRACTOR: Company Name: Address: T' Po r °' �, k City: State: lel- Zip: / J Quali"xer)Vae ` 4/, i��tif / Phone#: (%// State Certification or Registration #: C�r `r 1 ��1 �, Cerlifigtte of Compet ncy #: Contact Phone# I�� sal �/ ' f� Email Address: d f� 1�'�'✓' Y, �l �'�' DESIGNER. Architect/Engineer: Phone#: Value of Work for this Perm' $ • d3 Square/Linear Footage of Work Type of Work: ❑Addition', ❑Alteration New URepair eplace ❑Demolition of Work. t �/ ,n�.d- t g H f �44°f v-1 �' ® * 2C+ ki�CP/! G i v ,• -� �0d)� rs 1/10 1 11 - PA'4A. n �� frd ii % °"► 'l ` �s`1 • -��n1��x�Fees��m��x�:x:x:��x�xx��x�x��x��x��x��x:�� Submittal Fee $ Permit Fee $ 1 CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Bond $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ Technology Fee $ TOTAL FEE NOW DUE $=7 B%niling Company's Name (if applicable) a Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approve4 and a /n reinspection fee will be charged. Owner or Agent The foregoing strument was acknowledged before me this 21 day of , 20, by who is rsonally kno me or who has produced As i e gon a NOTARY PUBL)f � ? e MY COMMl83 N sI Sign: Print: My Comn)iXsion Expires: Contrac or ..J-1B►i The foregoing instrument was acknowlec 8dT- 6 ie•me'thi§ • day of , 20 ,L by �1 who is pe sonallto me or who has produced Q Grua as iaenn 0169M5 NOTARY PUBL 13.2016 Sign: Print: / JA My Commissidfi Expires: MAR",NA MAURER MY =ION It EE 169095 Pebruary 13, 2016 APPROVED BY ✓ �d` Plans Examiner Zoning Structural Review Clerk (Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) Miami Shores Village g Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION FBC 20 Permit No. JUL 1 4 2011 ' Master Permit No. Z C -311--3 75 Permit Type: BUILDING ROOFING OWNER: Name (Fee Simple Titleholder):_ 14 , +,« t'E Phone#: Address City: _ ! �) 9 Y i �_ i State: (: S- Zip: -5 1 w Tenant/Lessee Name: Phone#: Email: JOB ADDRESS: I ,)L,C_ ^j City: Miami Shores County: Miami Dade Zip: 2 -3 i_� Folio/Parcel#: Is the Building Historically Designated: Yes CONTRACTOR: Company Name: Address: L,i_ f_.' f i - city: i ,i 1- cL? 1 Qualifier Name: �St NO Flood Zone: } Zip:( (":5 . f Phone#: State Certification or Registration #:- �f��a - (` , t (�?� Certificate of Competency #: Contact Phone# t �� - �_ (� { Email Address: �f (j (10f DESIGNER: Architect/1✓ngineer: t '- ��; t-} '', (_ Phone#: (t� Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑Addition ❑Alteration ❑New ❑Repair/Replace ❑Demolition Description of Work: S -*4 J Submittal Fee $ Permit Fee $_ _� �- CCF $ CO/CC $ Scanning Fee $ Notary Radon Fee $ Training/Education Fee $ Double Fee $ Structural Review $ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE $ VIE s Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the fust 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. f, �% ----� Signature Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of , 20 _, by day of , 20 _, by who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as xtification apd who did take an oath. NOTARY PUBLIC: NOTARYP--, IC:1 r _ _ Sign: Sign: Print: Print: e ,UAMMIM ARM ,n My Commission Expires: My Commissions W OOMMISSl0N A ®13991862 N, EXPIRESp::Jxme 24,2613 ,1FOFt1-�Y`�_ RTIRU.v..tl�S�4IE� k9: �Y�trde�x9r9ioYk�3c��Y9r�9eotnY�9: de4e9e9edeYr�kkoY*4te49: �tk3e4: oYoY:Y�te��&sYsFdedt�k:k�4e4e��Y3rde��h9t9eaF�9F�Yk�Y3e�YsY4i9: Y�e9:�-.trdr�iYkkk��sk'+Y3eFr4e�Y*&9e9r�4t�9e&oY9e9e APPROVED BY /`��/ Plans Examiner Zoning ,lk Clerk Structural Review (Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) Permit N. ZCI 1 —3 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CHANGE OF CONTRACTOR / ARCHITECT Owner's Name (Fee Simple Title Holder):f1 n> �� . � � ��,�/ Phone Owner's Address: d'J -oz I -/-I 5,;rK " City: M, I r P-?: State : r& Zip Job Address (Of where work is being done): 1 S z?L -7116 �' & City: Miami Shores State:—Florida Zip Code: Contractor's Company ame: Me- hI- 7_-,e �j�yl ��1� Phone#: (72ey ~ f Address:�'4rl. City: Qualifier's Name: Architect/ Engineer of Record Name: Address: i City: Describe Work: State: j!�: /-., Lic. Number: Phone #: State: Zip Code: xld wld�i�ia�, tl�� 6t�/l'��,��1 6. I hereby certify that the work has been abandoned and/or the contractor/architect is unable or unwilling to complete the contract. I hold the Building Official and the M' i Shores harmless for all legal involvp-ment. 1 �ft v - Signature Signature caner or Agent Contractor or Architect The foregoing instrument was aknowledged before me The foregoing instrument was aknowledged before me this L day of 201t,by this Pt day of/,4� 201by Who is personally known to me or who has produced who is personal) known to me or who has produced 9 61zl'l�� as indentifica6on. � 1j, as indentification. Notary Public: tary Public: Sign: Sign: 1� Se s° °c NoY Public Statea Florida d �yc Notary Public State pf Florlde -�s William era* a° ^ William Braley of Q My Commission 00987175 Expires 03/02(2014 %�n�oa� My commission 00967175 Expires 03/02/2014 January 31, 2012 Mr. Abraham Saad Saad Homes 18601 Wentworth Drive Miami Gardens, FL 33015 Dear Mr. Saad, On Saturday, November 26, 2011, after nearly a year of failure to honor your obligations and responsibilities under our contracts, you came to our house, told Mr. Heller that you were sorry for not having the work done thus far, and promised that all of the work would be completed by December 17, 2011. Since that visit, we have only had someone here working on our house for one day. After repeated attempts to call you on your cell phone, at your office and via email, all of which have been ignored, we are writing this letter to terminate the contracts with Saad Homes to work at our home, 1300 NE 94th Street, Miami Shores, FL 33138. You are fired. We entered into two contracts to Complete Work at our home in December of.2010. At the time, you told us it was likely a three month job. In May of 2011, you told us the work on both contracts would be completed by July 4th. On July 5th, you told us. the work would be completed by the, end of August. In October, you told us the work would be compleed by Thanksgiving. And it November, you promised all of the work would be completed by December 17. All lies. t The rebar that you installed rusted, the concrete was not poured according to specifications, the job site has looked like a trash dump for months, and we have lost enjoyment of our pool area for over a year We have vastly overpaid you for work done, far exceeded our contract obligations to you and given you countless opportunities to complete this job. You have failed on each one. Even though the contract has been terminated, this matter is far from over. We will be pursuing all, available remedies in court, and we look forward to seeing you there. Governyourself accordingly. Sincerely, 9��4w� David and June Heller ■ Complete items 1, 2, and 3. Also complete Item 4 if Restricted Delivery is desired. ■ Print your name and address on the reverse so that we can return the card to you. ■ Attach this card to the back of the mailpiece, or on the front if space permits. Article Addressed to: �t✓A Sala 5 A nw-5 A. ❑ Agent B. Received by ( Printed Name) I C. Date D. Is delivery address different from item t 7 ❑ Me: If YES, enter delivery address below: ❑ No 3. Service Type Rr Certified Mail ❑ Express Mail ❑ Registered ❑ Return Receipt for Merchandise ❑ Insured Mail ❑ C.O.D. 4. Restricted Delivery? (Extra Fee) ❑ Yes 2. Article Number 7010 2780 0002 0033 5444 Cftnsfer from service label) - January 11, 2011 Miami Shores Village Building Department Re: Heller Residence 1300 NE 94 ST Miami Shore, FL 33138 To Whom It May Concern: I authorize Saad Homes to process all documents necessary to obtain the building permit for my residence; foyer modification and outside kitchen. Homeowner 4�'RY F d� � •• �„"O {/AflYM * �' �V ��e1�yy�� g �gRp1�.�Q�.b IPII YLI��aWJN1Y9uY Yi IOUC a, EXPIRES: duff! 2d, 2013 Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tei: (305) 795.2204 Fax: (305) 756.8972 CONTRACTORS' REGISTRATION FORM ALL CONTRACTORS MUST PROVIDE COPIES OF LICENCES AND INSURANCES EACH TIME A PERMIT IS SUBMITTED OR THE VILLAGE MAY MAINTAIN A FILE WITH YOUR INFORMATION FOR A $30.00 FEE PER YEAR. IF CONTRACTOR IS A FLORIDA STATE CERTIFIED CONTRACTOR: A. COPY OF QUALIFIER'S STATE LIC CARD B. COPY OF LOCAL BUSINESS TAX RECEIPT C. COPY OF LIABILITY INSURANCE (CERTIFICATE HOLDER TO BE MIAMI SHORES VILLAGE BLDG DEPT) D. COPY OF WORKERS COMPENSATION (EITHER CERTIFICATE OR EXEMPTION) IF CONTRACTOR HAS A MIAMI DADE COUNTY CERTIFICATE OF COMPETENCY: A. COPY OF CERTIFICE OF COMPETENCY OF QUALIFIER B. COPY OF MIAMI DADE COUNTY MUNICIPAL CONTRACTOR'S TAX RECEIPT C. COPY OF LIABILITY INSURACE (CERTIFICATE HOLDER MUST BE MIAMI SHORES VILLAGE BLDG DEPT) D. COPY OF WORKER COMP INSURANCE (EITHER CERTIFICATE OR EXEMPTION) YOUR INSURANCE COMPANY MUST ISSUE A CERTIFICATE HOLDER AS FOLLOW: MIAMI SHORES VILLAGE BLDG DEPT 10050 NE 2ND AVE MIAMI SHORES, FL 33138 ■■rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr� �1� COMPLETECONTR/ACTOWS INFORMATION `"1 BUSINESS NAME: (1. 07,ltlL-O� SiruP�7�i ori BUSINESS ADDRESS: 3 7Uo Pr,01 riy hu CITY / 4 I t STATE ,tE-- L ZIP CODE BUSINESS PHONE: LIM-) 6) FAX NUMBER LZ 6 1 tl gq -D yZq CELL PHONE (_) QUALIFIER'S NAME: 4,4111 ,61 /Ll L kY,vL .& QUALIFIER'S LIC NUMBER: 655 c `,5 I ( / 3 S E-MAIL ADDRESS (IF APPLICABLE): �n f� 0ldnor, key 2 i6. 10 k4A Created on 3M9109 9Y MUN 1 RV 0M MLDV . AD 5063062 STATE OF FLORIDA DEPARTMENT RAC AND PROFESSIONAL ELATION CONS UCTI N INDUSTRY LICENSING BOARD —LICENSE NBR SEQ# L10073100744' 07/31 2010 098168768 CGC1516135 The GENERAL CONTRACTOR I Named below IS CERTIFIED Under the provisions of Chapter 489 FS Expiration date: AUG 31, 2012 MCKENZIE, GAVIN MCKENZIE CONSTRUCTION LLC 3700 PRAIRIE AVE. MIAMI BEACH FL 33140 CHARLIE CRIST GOVERNOR DISPLAY AS REQUIRED BY LAW r STATE OF FLORIDA AC# X 0 6 3 0 6 p_!� DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CGCIS16135 07/31/10 098168766 CERTIFIED GENERAL CONTRACTOR MCKENZIE, GAVIN MCKENZIE CONSTRUCTION LLC IS CERTIFIED under the provisions of ch.489 F9 Expiration data. AUG 31, 2012 L10073100740 CHARLIE LIEN SECRETARY MCKEN-1 OP ID: RP ` 1% � CERTIFICATE OF LIABILITY INSURANCE DATE02/221"'""' 02!22/12 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTLFICATE 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: N the Nmrtiflcate holder Is an ADDITIONAL INSURED, the pollcy(les) must be endorsed. If SUBROGATION IS WANED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this cerdflcate does not confer rights to the certificate holder In lieu of such endorsemen s . BUTLEE BUCKLEY, DEETS INC. 305-262-0086 6161 BLUE LAGOON DR., STE 420 er �ttT 33 NAMII°CT GARRETT T BUTLER PHONE .305.282-0086 � , • 305.262-0187 1' RE , GSUT BDINS.COM 8 AFFORDING COVERAGE MAIC s GL8W716-1 INSURERA: COLONY INSURANCE COMPANY 391193 09/29/12 Daum MCKENZIE CONSTRUCTION LLC GAVIN MCKENZIE INSURER B: FCCI COMMERCIAL INSURANCE co. 33472 MED EXP (Any one pereai) $ 51 3700 PRAIRIE AVE INSURERc: INSURER D : MIAMI BEACH, FL 33140 INSURER 6. $ INSURMF: AUTOMOBILE LIABaPTY ANY AUTO AUTOS SCHEDULEDAUTOS HIRED AUTOSAAUUTOS(par 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. MSR LTR TYPE OF INSURANCE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. BUILDING DEPT. NUMBER POLICY EFF POLICY EXP LIUM A GENERJ%L LIABDJW X COMMERCIAL GENERAL LABILITY CLAIMS -MADE ❑X OCCUR GL8W716-1 09129/11 09/29/12 EACH OCCURRENCE $ 1,000,000 PREMI Es a o currDem� $ 100,080 MED EXP (Any one pereai) $ 51 PERSONAL & ADV INJURY $ 11000, GENERAL AGGREGATE $ 2,000,000 GEN1 AGGREGATE LIMIT APPLIES PER POLICY PRO- MJECT LOC PRODUCTS - COMPIOP AGO $ 2,M,000 $ AUTOMOBILE LIABaPTY ANY AUTO AUTOS SCHEDULEDAUTOS HIRED AUTOSAAUUTOS(par COMBI SINGLE UM BODILY IWURY (Per pmm) $ BODILY KWRY (Per aa�ent) $ PRO RTYDAMAGE $ aodderm $ UMBRELLA EXCESS LAB OCCUR CLAIMS -MADE EACH OCCURRENCE $ AGGREGATE $ DED RETENTION$ $ B VIORIMRS CON[IMNSATION AND EMPLOYERS' LIABILITY YIN 'OFFIC PRIETORfPARTNEWEIMCUTIV OFFICER/MEMBER DCCLl1DEDT � (Muensdatoryr In NL0 I>E341RIPTION OF OPERATIONS belaw NIA N f A 02►01H2 02/01/13 X WCSTATII OTH ELEACH Ac:cIDENT $ 500.00 500+ E.L. DISEASE - EA EMP $under EL DISEASE- POLICY LIMIT $ 500 DESCRIPTION OF OPERATIONS I LOCATIONS f VEHICLES (Atffieh ACORD 101, Addidorml Remarks schedule, H mono apace le requlraq f,mwn rrATF idnl nFR rANr-F1_LATIAN ®1988 2010 ACORD CORPORATION. AH rights reserved. ACORD 25 (2010105) The ACORD name and logo are registered marks of ACORD SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE MIAMI SHORES VILLAGE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. BUILDING DEPT. 10050 NE 2 AVENUE AMORIZEDREPRESEWATME MIAMI SHORES, FL 33138 —741 ALA 'IF714,164— ®1988 2010 ACORD CORPORATION. AH rights reserved. ACORD 25 (2010105) The ACORD name and logo are registered marks of ACORD SEE OTHER SIDE DOCUMENT COVER PAGE For those documents not providing the required space on the first page, this cover page must be attached. It must describe the document in sufficient detail to prohibit its transference to another document. An additional recording fee for this page must be remitted. Description of Document: tom/ r— 0 (Mortgage, Deed, Construction Lien, Etc.) Given By: (Name(s) of Grantors or Mortgagors) To: (Name(s) of Grantees or Mortgagees) Property Description: (If Applicable) C N 201 11-x'a_A22� X876 OR Bk 27643 Pss 1706 - 1707; (2p9s) RECORDED 04/06r'2011 12:33.:38 HARVEY RUVIHP CLERK OF COURT FLORIDA As more fully described in above described document. 14aA4_', F.S. 695.26 Requirements for recording instruments affecting real property— (Relevant excerpts of statute) (1) No instrument by which the title to real property or any interest therein is conveyed, assigned, encumbered, or otherwise disposed of shall be recorded by the clerk of the circuit court unless: (e) A 3 -inch by 3 -inch space at the top right-hand corner on the first page and a 1 -inch by 3 -inch space at the top right-hand corner on each subsequent page are reserved for use by the clerk of the court... Vis' S.:n c OR BK 27643 PG 1707 1 AST PAGE NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOS SITE AT TIME OF FIRST INSPECTION PERtd11 T NO TAX FOLIO NO 113205-010-014'Q NATE OF FLORiDA COUNTY OF MIAMI -DARE THE UNDERSIGNED herety c ves rotice that !mprovenrents will be made to certain real property anc m accordance ,n.it:, Chapter 71". Florida Statutes. the following information is provided in this Notice of Commencernent 1 Legal description of prooerty ar•;d street ,' address 1300 NE 94 S. Miami Shores FL 33138. Lot..!Subdivision Miami Shores Bay View. Plat Book 40 Page 16 2 Description of improvement Remodelino arJ addition O'wnenls; nan-,e 2nd address David ,S Jure Heller 1300 NE 9-4 ST Miami Shores. FL 33138 Interest Property. Owner Name and aodress of fee simple titleholder: 4 Contractor s name and address. SHAD HOMES INC f 18601 VVENTWORTH DPWE _ 5 Surety (Payment bond required by owner from contractor, if aryl Name and Address Amount of bond S N'A. 6. Lender s -a-nendd address. ?. Persons wit°i�n the state of Florida designated by Owner uper whom notices or other document= to in be served as provided by Section 7, 13. 13tl,1;(aiT . Florida Statutes. Name and =address David & June Heller. 1300 NE 9/- ST. Miami Shores FL 33138 8 In addition to h rlseif. Owners designates the following person;s} to receive a copy of the Lienor Notice as provided jr, Section, 713.13(;;ib . Florida Statutes Name ar•.d Address Expiration date f this Notice of Commencement ;the expiration, date is 1 year from the date of .ord!ng unless a ifferen+ date is specified) igna re of C.:am � �—� P y ` , nen s Name Sworn, tc and me day of Notary Publ r- Print Notary s t3a7rre� My commission extGires .AotT•.�� OWN ALAN myMMIMMIRM * * EXpillfS:,I�+e 28, 2118 iPr'°�oF�o��Oe Q0ti>ded'R�1t Bldget SEIVIEES 20 1 1 Prepared by REPAIR COVER SKEET Customer Name: Customer Contact: Phone Number: Fax Number: JOB SITE CONDITIONS: Pages: Date: Job Name: Job Number: Have the floor trusses been set? Yes No Have the floor trusses been sheathed? Yes No Have the roof trusses been set? Yes No Have the roof trusses been sheathed? Yes No Is there room for a jack scab repair? Yes No Is each side of the truss accessible? Yes No Are the interior walls framed? Yes No Are A/C ducts installed? Yes No Are electrical wires installed? Yes No Are any plumbing pipes installed? Yes No Has the truss already been field repaired? Yes No If yes, please describe the repair. Customer's requested completion date: IF A BACKCHARGE IS WARRANTED, BELOW MUST BE COMPLETED IN IT'S ENTIRETY AND APPROVED BY TONY HARRIS BEFORE ANY BACKCHARGE WORK IS TO BE SCHEDULED, TO ENSURE PROPER PAYMENT. This backcharge has/has not been approved for the reason(s) stated below: ❑ Not Approved in Advance ❑ Not Error of A-1 ❑ Incomplete Work ❑ Repairs not made (Warranty Work) ❑ Unsatisfactory Work ❑ Omission of Work ❑ Other ❑ Delay of Schedule Details: Back charge Amount: $ Area Manager Approval Customer Mike Ruede, Vice President A-1 Roof Trusses FAReports\Customer Service\EWO Requests\Repair Cover Sheet OB -04-06 To: Building Departmeat of Palm Beach County Re: Plate repair on wood tresses • Dear Sir; Froducti4n Facility, 772-409-1010 phone 772-409-1020 fkx 800-525-0126 tall free This letter is to inform you that all damaged Alpine plates may be removed and repressed with new Alpine plates_ New Alpine plates may. be nailed with two truss nails each i Dint and field pressed with press equipment. Julius Lee P.E. 434869 This is a guideline to strapping of twses to box girder and wall girders in lieu of missing details on architect T al or sti uctural plans in the field. 36" step 14 gauge galvanic steel strap or equall10- 10dY-1.512 each, and. 4 of straps 1 2 3 4 upliftcapaci-y under1Q00 under—'700W! under3000.'� . ztder40004 Foi- roof truss framing to wall girder use a 1.5 times factor foruplIME of roof miss. —this will control the Tate aT_ furces applied- to tEm wall girddr.'A.lso raf r nee shi'.pp Lng paeLeage for gable bmimi g details NWK1 ch can be used for wall girders. Eg. If there is a 100 upL rise 3-36" straps IS gauge to control_N.Iu S. �///I 9 i p0 • �F ; 4 t IV BOTTOM CHORD TILLER REPAIR RECOlWl LADED REPAIR PROCEDURE ~ 1. MEASURE DISTANCE FOR NEW LENGTH OF MMR. R. • •L " . - . MAXIMUM BOTTOM CHORD LOAD • IS 10 PSP. 2. APPLY NEW ZX4 STUD GRADE OR BETTER VERTI ~ w + BOTTOM CHORD FILLER TO BE SCAR TO BOTTOM CHORD AND FILLER WITH (3) REMOVED. SEE .NOTE #3. NAILS 0.131" DIA. x 3;0" OR LARGER, (I.E. 10d OR ++ FIELD APPLIED PULER. COMMON. SINi=, GUN, OR 16d BOX NAILS) TO EACH END OF VERTICAL. 2X4 STUD GRADE OR BETTER VERTICAL SCAB. 3. CAREFULLY REMOVE EFFECTED CONNECTOR PLATES. ATTACH TO BOTTOM CHORD AND FILLER WITH (3) USE CARE NOT TO DAMAGE THE REMAINING NAILS WITH •A MIN. 0.131" DIA. •X 3.0" LENGTH. CONNECTOR PLATES OR LUMBER IN ANY WAY. 4. TRIM M.UR TO LENC'H, AT EDGE OF NEW VERTICAL SCAB. REFER TO ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL FOR ALLOWABLE R DIMENSIONS, PLACEMENT, AND WEBBING. 4' O" OC MAX. EMSTING FILLER . ALPINE ALPINE ENGINK-HrO PHGOUGM.INC. 1-I TO TRIM FILLER , LD APPLIED FILLER MUST BE SPF ,k3 OR E+ R. • to�ett��tt►►IIrt►� PUBu c.,9%4 • 1RD syanLL. Cd .34B N; Car(,�tG` rr 4 Ear40 w~ Idel ••, , •_ i�ti►ti WHS DRAWING REFLACES DfLiTOG 96; DC r.=R DATE 08/25/99 DRWG Rl':PBGFlL0 —ENG MLFzIKAR 4 PROJECT: LOT/BLDG: UNIT (if applicable): �TC� 1 TRUSS #: 15, QTY A,FFCTED: I I - i 6"s 4 ' 6 "6 -- = 4' 6 "6 ----I--- 4 ' 6 "G 5-11-3 j •, ' 6X911'' '•• ` 16X6 2 'D�� T3 6X �� 1�1C�i �1 rji' 2� �e 45)1: I l 1 1 'f n a 5 12 WS �Prtrt:. 4ofm �4XG 4XGr . IM10 UWU. rntrMMMU 01 IMM MLr1NM JUM UtbIbNtn rMUbKMn rmun Iltubb ni'K b LMTUL Top chardI= 2x4 SP 81 Ounce 1T2, T3 2x4 BP 82 Oanael BN cWhhord 2x8 BP 88 N 3 Complete Trusses Required n - 3P 8P io • 6X8 ICS) 6X8 (CB) 1Lt Wedge 2x4 0311Rt Wedgep2x4 831 4X16 [CB7 4�`= . ? 140 Mph wind 23.80 ft mean hgt, ASCE 7-89, CLOSED bldg, Located anywharn Ln roofs CAT II, EXP B, wind TC OL -5.0 par, wind SC OL -5.0 per. I Natlln Schedules 10.131"x3'_aunsalle) o Ch�rd1 1 Row 012.00" c.c. I Dead loads are atatod on projected horizontal crop basis. BoFt Chard$ 1 Row 0 3.00' o.a. Webs e 1 Row 0 4" a.a. Girder a arta 28-0-0 span to BC one fade and 1-0-0 open to TC/BC a Ilia Datta face. uPP P 1 P P PP Repapt nailing as each loser is applied. Uae equal spaotn betwpan rows and stagger nails In eooh row to avoid split9�ing. 3X10 ' 5X6 1214 5X6 3X10 Der l sot l an manta i /Aan 1...- • ' """ ota l load. ! MAXIMUM FORCES (PER PLY) . Rv-12105# U- 673# W -B" j 30' Rv-12105# i 1 Endpta Tana Com Endpts Tens Com Endpto Tone Com Endpts 3321 BgOg 9- 13 Tens 2071 Com 535 i 3- 6 3325' 560 g-'10 2704 60077 1- 3 12- 18 2071 5358 17- 21 2704 8887 21- 24 3325 8600 24- 25 3321 8800 " i ` JIT13216 9 QTY 4- 5 7838 3084 5- 7 7880 304B 7- 14 8334 2445 2- Al 7816 3057 i LS- 20 9334 2445 20- 22 7880 3048 22- 23 7838 3084 23- 28 7818 3057 1 BUILDER: 9- 5 1281 475 8- 7 642 1900 8- 7 1887 713 8- 16 11- 1B 3874 1515 16- Ig 753 1846 18- 20 1087 713 20- 2L 753 642 1846 1660 1 21- 22 1281 475 STATE OF FLORIDA PROFESSIONAL ENGINEER TC DL 1J'-- �psf T. PIERCE FL. 34846 PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHRLI HR VE PROPERLY ATTACHED RIGI CEILING. **IMPORTANT;** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE PROJECT: LOT/BLDG: UNIT (if applicable): �TC� 1 TRUSS #: 15, QTY A,FFCTED: I I - i 6"s 4 ' 6 "6 -- = 4' 6 "6 ----I--- 4 ' 6 "G 5-11-3 j •, ' 6X911'' '•• ` 16X6 2 'D�� T3 6X �� 1�1C�i �1 rji' 2� �e 45)1: I l 1 1 'f n a 5 12 WS �Prtrt:. 4ofm �4XG 4XGr . n - io • 6X8 ICS) 6X8 (CB) 4XIS (Cal 4X16 [CB7 4�`= . ? VN y=1 I __*20, 4" 3X10 ' 5X6 1214 5X6 3X10 --5' 11 "3 -� �-� 4' 6 "6 --►I"--- 4' 6 "6--��---- 4' B "6 '---�,-• - 4' 8"s -�� 5' 11 "3 -•� Rv-12105# U- 673# W -B" j 30' Rv-12105# i U-46 3# W -G" ii SAMPLE XOPAT 6./ El"TER4 " i ` JIT13216 9 QTY RIGHT JIG 16'4"S PGT T. - RVE FBC/TPI2002[STOI c /RT-1.0o(1.25)/10t 0) QTY- 1 PLIES- 3 TOTRL- 3 REV. 7.01.0421.11 JED CALE 6020? a .25 0 *NVRANINQ*n TRUSSES REQUIRE EXTREME CARE IN FABRICATING1, DLING SHIPPpING INSTRLLING 'CANT. LOCATION ' AND BRACING. REFER TO HIB -81 (HANDLING IN8TRLLIN5 AND aRACING) MUBLISHED by TPI (TRU88 JULIUS LEE TC LL 20. ®psF REF DATE 12-27'2D( 451 5T . LUC I E BLVD PLRTE INSTITUTE, 583 O'ONOFRIO DR. SUITE 200 KROISON, WI. 53718) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERVIBE INDICRTED TOP CHORD SHALL HAVE STATE OF FLORIDA PROFESSIONAL ENGINEER TC DL 1J'-- �psf T. PIERCE FL. 34846 PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHRLI HR VE PROPERLY ATTACHED RIGI CEILING. **IMPORTANT;** FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE BC DL 1 0 •'®p e F DR WG A RNYGIFFlILU�REPTo PRODUCTSINC.RUSS INNCONFORMANCENWITTH TPIR OR FABRICATINGFROM HHANDLINGDESIGN; TRUSSES. DESIGN CONFORMS WITH APPLI6ABLE PROVfSIONS 0 8C LL 1 • �p s F DESIGNER SHIPPING INSTALLING & BRACING OF NOS (NAT f0NAL DESIGN SPEC BY RF&PA) AND•TPI. ALPINE CONNECTOR PL TE! ARE rE OF 20/19/169 (W 20HO/18MGM ASTM R053 GRADE 40/60 EV,K/HS) GALV. STEEL. APPLY PLRTES TO - TOT. LD. JrJr. d SF' 0/A LEN. 30 EACH FACE OF 'I'RU66 ANO, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS CERTIFICATE 1#34889 �T' • .. 1ADA-7_ RNY TNAPECTTON OF PLATES FOLLOWED BY [I] SHALL BE PER ANNEX R3 OF TPI 1-20D2 SEC. wuaTwraa 1Trcwac anona nlllt_F'Rr__ 1 .25 - Toprd 2xq SP #I Dense IT2, T3 2xq 8P 112 Donnas, rd 2x8 SP SS N bs 2x4 SP #3 1116 2x4 SP 92 N1 ge 2x4 SP #311Rt Wedge 2x4 SP #3: wind 23.80 Ft mean hgt, RSCE 7-981 CLOSED:bldg, Located anywhere 1n Poor, CRT IIs ind tC OL -5.0 par,wind BC OL -6.0 per. ds are stated on projected horzontal areabanIa. upporta 28-0-0 open to SC one Foca and 1-O10 span to TC/BC split opposite Face. on moats L/380 live and L/240 total load. j I BUILDER: PROJECT: LOT/BLDG: ,UNIT (if applicable): TRUSS #: QTY AFFECTED: Rv-12105# IHlb UWb. rKtrHKtU GT IHt HLrint JUo UCaluHtn r 3 Complete Trusses Required I ala I I I ng Schedul e s (0.131'x3' -Bun- m lie] aChords 1 pow 012.00' D.C. t Chords 1 Row 6 3.00" D.C. Webs 1 1 Row B 4" D.C. Reppeat nolling as each loyer Ia applied. Una equal spootng between rown and stagger nolle In each row to avoid splitting. MAXIMUM FORCES OPER PLY) Endpts Tenn Comp Endpts Tone Comp Endpto Tens Com Endpts Tons Com 3- 6 3325 8606 g-'10 2704 8887 1- 3 3321 8800 8- 13 2071 6350 12- 18 2071 5356 17- 21 2704 6887 21- 24 3325 8808 24- 25 3321 8800 4- 5 7838 3094 5- 7 7880 3048 7- 14 5334 2445 2- q 7918 3057 15- 20 8334 2445 20- 22 7890 3088 22- 23 7838 3084 23- 26 7918 3057 8- 5 1281 475 8- 7 642 1660 8- 7 1887 713 8- 16 753 1846 11- 16 3874 1515 16- 18 753 18116 16- 20 1887 713 20- 21 942 1860 21- 22 1281 475 .SAMPLE REPAIR LETTER -5'11"3 i 4'6"6—��--4'6-6---��-416"6 `f' 4'6"6 5'11"3--I 6X6....._ 6X6 T2 T3 GXG "I ;s 5 p W5 ' 4X6 I- 3X10 5XG 1 ----5' 11 "3 I 4' 6 "6---�--- 4' 6-r. I RREGGFT JIG =2216'4"9 LT.�TYP13WAVE 4451 ST. LUCIE BLVD FT. PIERCE FL. 34946 ' BUILDING COMPONENTS 51 11"3 B�-�am Chose wirox 3ull�Iin 1.00(1.251/10( 0) -OTY= 1 PLIES- 3 TOTAL= 3 REV. "ARE IN FABRICATING HANDLING SHIPPING INSTALLING IDLING INSTALLING AND BRACING) AUSLISHED BY TPI ITRU88 JULIUS LEE TC LL SUITE ITOPRCSAFETY OORD SHALL�TFIAIYES STATE OF FLORIDA 8 AND BOTTDM CHORD 8HRLL HAVE PROPERLY ATTACHED RIBI PROFESSIONAL ENGINEER TC OL APY OF THIS DESIGN TO INSTRLLA ION CONTRACTOR. RLPINE BC OL OT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: TTRRUSSES DERMANCE SIGN CONF'ORMSFWITHOAPPLI� APPLICABLE ON BC LL 53 GRADE 413/60 NK/HS,) GRLVR PLATES AAPPPLYY MADE OF TO TOT. LI 0 W-6" TYPICAL RIGHTSEO JIIGe= jj1GG'4"B 7.01.0421.11 SCALE =0.2 00 20.Opsf REF 15.Opsf DATE 12-27-2005 CERTIFICATE 43`1888 BUSINESS LICENSE #5606 OUR . FRC qSS IM DAY 11AI7RrI4- I=1 . 11-'4444 SPACING 10.Opsf DRWG 10.0psf DESIGNER 55.OPsf 0/A LEN. 30 1.25 24.0" TYPE Yap ohord 2xq SP 02 Danes IT2 T3 2x4 SP #1 Dense[ Bet ohord 2xq SP #1 +B2 2xq SP #2s Vabe 2xq SP 93 1110 mph wind 23.80 Ft mean hgt, RSCE 7-98, CLOSED bld3r Located anywhere In roar, CRT II, EXP 8, wind TC OLS -5.0 par, wliid BC OL -5.0 per. I BUILDER: i PROJECT: LOT/BLDG: UNIT (if applicable): TRUSS M QTY AFFECTED: I MRXIMUM FORCES p p p p Septa Torts153313 El-pt3 2076 3331 5- 12 2087 3007 Li- LB 2087 3005 le- 21 2192 3313 21- 22 2078 3331 q- S 2982 1876 2- Al 2889 1871 8. 14 1884 1093 15- 20 2802 1878 20- 23 2999 1971 7- 10 836 5112 10- 13 1112 704 13- 16 1112 704 18- 17 836 542 OeFleotlon meets L/360 live and L/2110 total land. 15' 15' --7'9"14 7'2"2 X6 7'2"2 I 7'9"14--►� ;.q..� .0r: Rv-1682# U_- JIG - ... SAMPLE REPAIR LE1"TEj1<"._ i6 4 9 I ®TYP99WAVE FBC/TPI2OO2 (STO) Ca/RT-l.00 (1.25) /10 ( 0) OTY- 1 TOTAL- 1 REV. 7 4451 ST. LUCIE BLVD FT. PIERCE FL. 34946 BUILDING COMPONENTS JULIUS LEE TC LL PROFEsSIONROF LLENGINEER TC DL 10.0psF 8C DL 10.0par SC LL _ 55.Ops f TOT. LD. USIESRLISBNSCENSE##5208 DUR . FAC. 1455 SW 4th STREET nm nav RFgru- m - %atlas SPACING W-8" wlivf., �11)1U bsUui't apfrox. 2y l I tyVM .end RIGHTJIG- 231439 0.0130.15 SCALE -0.2500 20.Ops f REF 15.OPSF DATE 10.0psF DRWG 10.0par DESIGNER 55.Ops f O/A LEN 1.25 24.0" TYPE' 12-27-2005 . 30 Topp chord 2xq SP 02 Dense =T2 T3 2x4 SP #1 Oensea. BoT chard 2x4 SP 01 S02 2x4 S� 02= Webs 2x4 SP 03 HAXIHUM FORCES Endpte Tena Com Endpts Tans Comp Endpte Tens Cam Endpte lens Com 140 mph wind 23.90 Pt mean hqt�, RBCE 7-9B, CLOSED,bldg, Located anywhere In roar, CRT II, fC 3- B 2192 331p3 1- 3 2076 3331 5- 12 2097 3007 L1- 1B 2087 30D0 18. 14 1889 1083 15- 20 2982 1878 20- 23 2889 1971 7- 10 2638 1542 EXP B, wind OL -5.0 peP, wl, SC OL -5.0 par. i 10- 13 1112 70q 13- 16 1112 704 IS- 17 838 542 j OeFleotlon masts L/300 live and L/2g0 total load. BUILDER: TYPICAL PROJECT: LOTIBLDG: UNIT (if applicable):We-6 n (e j_ B� n p fav, . vV v MUSS #: QTY AFFECTED: Do ak �— --- 7'9"14 7'2"2 X6 7'2"2 7'9"14 -----� ..); ! �s ! T2 12 5X6 5 5X6 4XG MR) j 4X6 ER2) IF pn� i i1M ilk Bz i H0510 30' H051 9'11"10 10'0"13 9'11"10 Rv-1682# U-)67# W-6" 30' Rv-16Q2# U-7671# W-6" PFT JIG - 16'4"9 T. mTYC'T99WRVE 4451 ST. LUCIE BLVD FT. PIERCE FL. 34946 BUILDING COMPONENTS l P i FBC/TPI2OO2 (SM1 Co/RT- LE REPAIR LETTER .DO(1.2M/1D( 01 OTY- 1 1 G,YITPI (TRUE ETY PRRCTICEB 0 SHALL HAVE ATTACHED RIG ACTOR. ALPIN THIS DESIGN# HOLING E PROVISIONS 'LY PLATES TO JULIUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER RIGHTSEO JIIG 3'439 REV. 7.00.0130.15 SCALE -0.2500 TC LL 20.OPsF REF TC DL 15.OPSF DATE 12-27-2005 IBC OL 10.OPBF DRWG BC LL 10.OPSF DESIGNER TOT.LD. 55.0 sF 0/A LEN. 30 CERTIFICATE 03"889 BUSINESS LICENSE @5808 DUR . FRC . 1 .25 MARYWBEACH, TFL33ggq SPACING 24.0" TYPE COMN Top -hard 2x4 SP #2 Dane. -TZ,T3 2.4 SP #1 Donees BoY oh -rd 2x4 8P #1 102 2xq Sp #2s Nabs 2xq SP #3 140 mph wind 23.80 Ft mean het, RBCE 7-88, CLOSED bldg, Located angwhar. In Poor, CRT II, EXP 8, wind TC OL -5.0 per, wind SC DL -5.0 per. ! i i BUILDER: i PROJECT: LOT/BLDG: UNIT (if applicable): TRUSS #: QTY AFFECTED: IRIS UWU. VKLVHKLU'YJT IHL HLrllvt Jud UtSlbncn rnuunnii rnuit tnuao nrn unuut HRXIKUM FORCES 3-' 6 2182 33113 Eid1t3 2076 33311 E5a112 2087 30077 114118 2087 3006 18- 21 2182 3313 21- 22 2078 3331 4- 9 2982 1878 2- 4 2989 1971 10- 13 1112 1704 13- 19 1882 1704 1B- 17 2038 1542 7- 10 838 592 Derleotlon meeto L/380 live and L/2g0 total load. TWICAL Cho d brokan a.Pprrox .4Z Weak 15' 15' �— 7'9"14 -1- 7'2"2 X6 7'2 2 —+ 7'9"14 --� 1 �..I�.-•4 T2• 2 T3 1 5 2 i )+- 5XG 5XG ' rs s n tD 4X6 (R2] qX6 ER2] r9 rirm, U2 7 i 20'4" 9'11"10 I 10'0"13 9'il"10 Rv-1682# U—)57# W -G" 30' Rv-1682# U -70 7i#. W-8" I I SAMPLE REPAFK L-1--.T""ER' SGT=JIT99 16'4"9 RIGHTJIG= 231.439 -T. TYP . -WAVE FOC/TPI2002 (STD) Cq/RT-1.00 (1.2s) /lo c o) OTY= 1 TOTAL= I REV. 7.00.0130.15 SCALE =0.2500 4451 ST. LUCIE BLVD FT. PIERCE FL. 34946 fi j/�BUILDING JULIUS LEE TC LL TC OL PROFESSIONAL BC OL BC LL _ TOT. LO. CERTIFICATE #348SS BUSINESS LICENSE #5808 DUR .FAC . 1955 SN 4th STREET 20.Op: REF D 15.OP5f ATE 12-27-2005 10.OPS ORWG 10.OPSf DESIGNER 55.ODSf 0/R LEN. 30 Top chord 11x2 SP 02 N 6oT chord 11x2 6P 42 N 182 4x2 SP 92 Donees Webs qx2 eP #3 Sea RNSI/TPI 1-02 Boot 7.5 For additional bracing requirement®. Max JT VERT DEFLI LLI 0.31" OLI 0.18" recommended opmber 1/q' OoPleotian meets L/380 live and L/240 total load. Truce must be installed as shown with top chord up.1 BUILDER: PROJECT: LOT/BLDG: UNIT (if applicable): TRUSS #: QTY AFFECTED: 4E JOB DESIGNER PROGF MAXIMUM FORCES p p Camp p EIdpt4 Tons lOB3 Eq_ 7 Tena 2809 E7dpt8 Tons 419 0- LL Tena 44B5 11- Iq 0 4212 !q- 15 0 3288 15- 17 0 3268,17- 1S 0 LOBS 18- 20 3 0 2- 3 0 3 3- 5 2175 0 5- 8 3813 0 6- 8 3813 0 8- 10 4388. 0 10- 12 8507 0 12- 13 4507 0 13- LB 3806 0 1B- 18 2686 0 16- 21 701 0 0- 2 0 18 1- gg 0 1186 1- 3 1525 0 3- 4 0 1505 4- 5 1020 0 5- 7 0 878 7- 8 563 0 8- 9 0 530 8- 10 B1 0 10- 11 0 58 11- 12 2 0 11- 13 0 1102 13- 14 425 0 14- 16 0 859 1S- 17 884 0 17- 16 0 1338 18- 18 1368 0 18- 21 0 1383 20- 21 8 0 22- 21 0 18 I 26" i I�'�-2'6"--�•►--2'6" —2'6"— -jo 2'6"12— --2'6"12 'Q L,f 11J1 � 21f I' -2'B" — -��---2' 6 5X6 4X6 ! 3X4 3X3 3X4 / 3X3 4X6 _ 4X6„ 2Xq 0 2X14 4X6 I 3X3 '_ 'i.5X4 62 W -3X4 4X6 4X6 I -►�--2' 6" —�—•�- � •2' 6"—•-�•"--2' 6" 1'3'.l 1`� 2'6" ---I-'--2' 6" ------'--1' 11 "6 16'10" Rv-1224# W-8" Rv-1224# W-4" i SAM,,PEEEP AIR LETTER_l ,PG- JIG 18'!0"9. LTT. �TYP 13WRVE Fec/rPrzooz lst07 G /RT-L.lo I1.z57 /lac o7 OTY— 2 TOTAL®2 REV. 7.01 RIGHT JIG - 18'10"9 C i en003gn PLANT LOCATION PND BRAICING.TRRUfiFEERB TO NIBE8IXT(HRNDLIANGSNRE BTRLLING ANDGMRRCING7NGMUBLIBHEDSHIPPINGMYITPI��RUBB JULIUS LEE T.0 LL �D . D�75F REF 4451 ST. LUCIE BLVD PRIOR INSTITUTE, O PERFORMIN 3THESEOFFUNCTIONM.8U1UhUESSObTHHEERVISE�INOICHTEO 1TOPRCHORARD SAFETY HIVES PROFESSIONAL TC OL 20. Op DATE 12-27-2005 FT. PIERCE FL. 3494e PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE b PROPERLY ATTACHED RIGI 1 CEILING. +•IMPORTANT* FURNISH - COPY OF THIS DESIGN TO INBTALLRTION CONTRACTOR. REPINE BC DL 5 • �PSf DRWG ENGINEERED PRODUCTS INC. SHALL NOT BE RESPONSIBLE FDR ANY DEVIATION FROM THIS DESIGN, ANY FAILURE TO BUILD THE f'RUSS IN CONFORMANCE WITH TPII OR FABRICATING HANDLING BC LL 0 . D s F DESIGNER SHIPPING INSTALLING & BRACING OF TRUSSES. DESIGN CONFORMS WITH RPPLI&&E PROVISIONS 0 NOR CONNECTOR ARE MADE OF P MTfONRL DESIGN SPEC BY RF&PAI AND TPI. ALPINE PLATES 20/1B/1GGR IV,i,_20148/18H6/Kf RSTM 8853 GRADE qO/60 N1K/H67 GRLV. STEEL. APPLY PLATES TO TOT. LD. 65. sP 0/A LEN. 181000 EACH FACE OF I USS RNOII UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS CERTIFICATE #34869 1.00 BUILDING 3 DARZBEAALL ONNTHISTDRAWINGPINDTICATE9LRCCCEPBTRNCEIOFHPROFE88IONRL ENSNEERING RE3PONSIBLI'n BUSINESS LICENSE #5808 DDR. FRC. ' COMPONENTS. FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE of THIS COMPONENT me OAN enn nrua r" ne' areenuererl rry nr rue a11r1 nrRir neerr_►lea Seo awor"or 1 are 6 1455 SW 4th STREET SPACING DELRAY BEACH. FL. 33444 24.0" SY42 TYPE , ' itltb uw�. rn�rnn�u nwn i.urn ��:. .w - 1'app ohord 4x2 SP #2 N !T1 4x2 SP #2 Donne; MAXIMUM FORCES SoY ohord qx2 SP SS 182 qx2 SP #2 N; En dpta Tena , Com Endpte Tons Com Endpts Tena g 5- Cog Endpta Tena Com IUD 0 Weba 4x2 SP #3 1- 3 0 B- 10 0 3- 5 0 . 4gp3 B 0 4182 10- 12 0 4783 12- 15 0 6- B 281p/ 4783 15- 17 0 4165 + 2X6 continuous stran8book. Baa RNSI/TPI 1-02 Seat, 7.5. 1- 3 0 0 3- 5 D 365 5- S 0 1322 17- 1S 0 11185 0 18- 21 0 Dafleotlon meets L./3SO live and L/2q0 total load. i 4- 7 2128 13- 14 4783 2844 21- 23 0 877 23- 25 137 0 7- 8 3638 0 8- 11 4668 D 14- 16 4772 0 IS- 18 3Bg2 0 2- 4 0 0 11- 13 4782 0 . 0 1S- 20 2008 0 Trues must be Installed as shown with top chard up.1 211. 25 2000 1792 S- 27 LOSS 70 27- 8 0 1005 8- B 1725. 0 e- 10 0 704 10- 11 358 2q 11- 12 314 360 12- 13 05 336 15- lq 366 35 15- 16 0 IOLS 1S- 18 7B2 0 1B- 18 0 1121 1170 BUILDER' 1320 1186 25- 0682 23- 24 681 24= 25 0 28 2 25- 2G 1 PROJECT: LOT/BLDG: `: UNIT (if applicable):• SAMPLE REPAI" LETTER TRUSS #: QTY AFFECTED: 11'3"12'� 10'1"8 10'3"12 �-� 20'9"8 3X3 i XG 5X6 3X4 ;3X3 3X3 0xq 4X4 4X6 5XG 3X4 ..._: U:.-_,..��.� r' _•t -'I ...1D' Ii 1 I • 4 �.� 5X6 3X4 ' 191, jqx% 4X4! 4X6 X X 4X6 j 3X3 1.5X4 W -3X4 W -3X4 B2 LN 1-^ 20'9"8 1 i ' Bearing ?o�n+ move[ 21.5"4 Rv-1306# W-7"4 I Rv-1487# W-8" i i tITICAL �kw 2-e- a.r,n ►►� " 21 q ll -gym &1d Ve41 ca RGT_JIG89 20'10" i RIGHTJIG21'5"12 LT. TYPTT. -WAVE F8C/TPI2Ou21.S4D) c /RT-l.lO (1.25)/to( o) OTY= 7' TOTAL= 7 REV. 7.01.0421.11 SCRLE =0.2500 PLANT LOCATION "wWFIRNINGa* TRUSSES REQUIRE EXTRE E CARE IN FABRICATING NRNOLING 6HIPPINC INSTALLING RNO BRACING. REFER TO HIB -81 04R OLING INSTRLLING'RNO RACING) l�UBLI8HE0 �Y TPI (TRUSS PRIOR TO SUITE OT�219ElINDICATE�87TOPRCHORD SHALLCHAVES JUL'IUS LEE STATE OF FLORIDA PROFESSIONAL ENGINEER TC LL TC DL 40.OPSF 20.0P5F REF 4451 ST. LUCIE BLVD DATE 12'27-2005 FT. PIERCE FL. 34946 PROPERLY ATTRC14ED STRUCTURAL PANELS FIND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGI CEILING. •;IMPORTRNT*f FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE 8HRLL NOT BE RESPONSIBLE FOR ANY OEYIFITION FROM THIS DESIGNi BC DL cJ . O P S F DRWG ENGINEERED PRDOUCTSINC. ANY FAILURE TO BUILtS THE fRUSS.IN CONFORMANCE WITH TPI: OR FABRICATING HANDLING DESIGN CONFORMS WITH APPLICABLE PROVfSION8 OF BC LL 0. OP S F DESIGNER SHIPPING INSTALLING & BRACING OF TRUSSES. NDS (NATIONAL DESIGN SPEC BY AF&PR) AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/19/16GR (WJ,2�0HS/ISHSN RSTM RS53 GRADE 40/60 (WIK/HSl GRLV. STEEL. APPLY PLATES TO ON DESIGN, POSITION PER DRAWINGS TOT. LD. 65 - 0 •sF 0/A LEN. 220404 DUR .FRC. I . 00 EACH FACE DF IN11SS RND! UNLEBB OTHERWISE LOCATED THIS lean -Z. ANY INSPECTION OF PLATES FOLLOWED BY TI) SHALL BE PER ANNE% FI3 OF TPI 1-20D2 SEC. CERTIFICATE #311889 BUSINESS LICENSE #SBOB BUILDING ........, -. .. o. R SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBLI m n v rno Tur Twice rnmpnmFW nraTrW RIMN. THF AIITTRRTLITY AND USE OF THIS COMPONENT 1g55^SW"4�h STREET SPACING 24.0 " TYPE SY42 Ta ohard qx2 SP #2 N So T Ird qx2 SP #2 N sB2 4x2 SP 82 Danes, Yeba 4x2 SP 83 Sea RNSI/TPI 1-02 Seat 7.5 For additional brooingirequlremanta. Mox JT VERT DEFLt LLs 0.31" OLI 0.18' reoommandedoomber 1/q- OeFlootlon meats L/380'livo and L/2q0 total lood.l i Trues must be Installed as shown with top.ohord up. i i MAXIMUM FORCES E1dpt4 Tons 1080 E44dpt7 Tons 2300 ETdpt8 Tana 9010 EEj- 11 Tons 4465 11- 14 • 0 4212 1q- 15 0 3288 15- 17 1 3288 17- 1S 0 1BBB 1S- 20 3 0 2- 3 0 3 3- 5 217 0 5- B 3813 0 9- 8 3813 0 8- 10 4388 0 10- 12 4507 0 12- 13 4507 0 13- 1z8 3806 0 18- 18 2SgB 0 1B- 21 701 0 0- 2 0 18 1- T 0 1188 1- 3 1525 0 3- 4 0 1505 4- 5 1020 0 5- / 0 878 7- 8 583 0 8- 8 0 530 e- 10 81 0 10- 11 0 58 11- 12 2 0 11- 13 0 402 13- 14 425 0 14- 1B 0 B58 16- 17 884 0 17-:18 '0 1338 12- 18 1368 0 1B- 21 0 1383 20- 21 B 0 22- 21 0 18 BUILDER: PROJECT: LOT/BLDG: UNIT (if applicable): QTY AFFECTED: SAMPLE REPAIR LETTER T e f 2.6" X2'6"12 2-r.-12 2'B- X2'67, 5X6 3X4 3X4 4X6 2X4_ , 4X6 3X3 3X3 _ 4X6 --1'6" Rv-1224# W-8" TeJIg13418110"s . TYP.-WAVE i!• 'a -r i tai v-unanb ax$B'1 4X6 ! 3X3 P.5X4 s2 W -3X4 4X6 4X6 i —2'6"--+�=2'6"---��-2'6"---�-�1 9 14"e 2'6"---2'6"--I--1'11"8-�"I I i 18'10" /_usse+ P)a4c Rv-1224# W-4" -round ►, nq i Kicad TWICAL 1,of -I0c.Ic jj1ij9 -Wmd _ �jv Rcpaie ljec:assar� RIGHT J G e 18'10"9 0 1 FBC/TP12002 CSTD1 Cq/RT-1.10 (1.251 /10 ( 01 OTY= 2 TOTAL- 2 REV. 7.01. 0421 .11 SC LE =01.3750 F'LHNT LOCATION HNO BRACING.jxRuaEFER TOIHIO-911Gw=LiNBtINSTALLING„FIND RACING), PUBLISHED BY Ci 066 JUL IUS LEE TC LL 40.OpsF REF 4451 ST. LUCIE BLVD PRIOR T08PERFORnING3T01-ONO i 8E Funic°rION�.BUUINNLLESS THERWISE�INDICATED, TOPRCHORD SHALL 1) RIS FT. PIERCE FL. 34948 PROPERLY ATTACHED STRUCTURAL PRNELB AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RINE pROF�EBSIONRL�EMROItRJEER 7C DL 20 . SF P DATE 12'27'200Jr CEILING. •+IMPORTRNTP* FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR. ALPINE :TIC BC DL 5. ops r DR WG ANY FRILU�REPTO BUIIb INNCONFORRMHNCEN4ITH TPIR ORR FRBRICHTINGFROHHNOLING at 'NJ H08pWRTIDNRLTOE8ION CRCBYSRF4Pq)UR6TPITEBRLPI �CDNNECTOR WITH APPLICABLE 0 BC LL �•�PsF DE5IGNER „gPpREVDFIONB 20/1B/16GR (W 20HS/1BH6/Ki RBTH 8653 GRADE 110/80 (W,K/H6, GRLV. STEEL. APPLY PLATES TO EACH FACE OF iiUSS RND` UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS TOT. LD. 65. D sF 0/R LEN. 181000 180R -Z. ANY INSPECTIONIOF PLATES FOLLOWED BY (I1 SMALL BE PER ANNEX A3 OF TPI -2002 BEC. BUILDING 3. R SERL ON THIS ORAgING DF REAPONSIBLI CERTIFICATE 0311888 BUSINESS LICENSE &5808 OUR . FRC. 1 • 0 0 INOICRTES ACCEPTANCE PROFESSIONAL ENGINEERING _]COMPONENTS SOLELY FOR�THE�TRUSS C MPONENT"DESIGN 8H0VN-� THE 8 ITABILITY AND"USE"OFrTHIS COMPONEFff nF i7YWFlFRINsTFi aagg4 SPACING 24.0- TYPE SY42 a uuu usu. , REF DATE 12-27-200: DRWG DESIGNER D/A LEN. MOOD OUR . FAC. 1.00 �T.ap aMrd 4x2 SP 42 N MRXIM M FORCES cZY49 BoY chord 4x2 8P #2 N 182 qx2 sP #2 Daneel Endpte Tena Com Endpte 1083P 7 Tons 0 Comp E dpts 2908 p/- Tone Com Endpte q01� 8- Tene 0 Com {lobe 9x2 SP #3 Sao RNBI/TPI 1-02 Beat 7.5 For additional bracing requlramente. 1- 4 0 11- 14 0 lg_ 20 4- 9212 14- 15 B- 0 9 3288 15- 17 0 0 9577 11 3298 17- 19 0 0 4517 4468 1888 Max JT VERT OEFL1 LL, 0.31" OL, 0.18' recommended camber 1/q' 3913 13- 18 3808 0 LO 0 16- 1B 4398 2646 0 10- 12 0 IS- 21 0 701 12- 13 0 0- 21020 IS 0 1 OeFlactlon meats L/360 live and L/$40 total load. i 1- 0 5- 0 1188 1- 3 879 7- B 1525 563 3- 4 0 e- B 0 0 1505 4- 530 9- 10 91 0 10- 11 D S9 11- 12 2 0 11- 13•0 402 13- 14 425 0 Trues must be Installed an shown with top chard up.1 14- 1S 0 858 1S- 17 694 0 17- 18 0. 1338 18- 18 1368 0 1 19- 21 0 1393 20- 21 6 0 22- 21 0 19 BUILDER: PROJECT: LOT/BLDG: . , UNIT (if applicable): SAMPLE �� LETTER TRUSS #: QTY AFFECTED: , L f 2.6" -1 1-'--2'6- ----+ 2'6"—1�--►1 2'6" --- --2'6"12 -- —2'6"12 —+---2'6" 2-6- -- -F-+I 5X6 4X6 3X4 SX3 3X4 3X3. 4X6 4X6 2X4 I 1 ' :, 1'•:i fi;' ji;ii f' i l :.... : i' , i 1 ;1 1 I SYa w_mnn)€]_gX*pB' 1 2Xr 4X6 i 3X3 1.5X4 g2 W -3X4 4X8 4X6 2-6- 2-S' �2'6"--�- 2'B" }"13"_}■1'4"8 2'S' 2'B"--�--1'11"B Rv-1224# W-8" Rv-1224# W-4" i i T JIG = 18'10'9 . mTYP ..3WRVE FBC/TPI2002 [STD) Cq/RT-1.10 (1.25) /10 ( 03 OTY= 2' TOTRL= 2 4451 ST. LUCIE BLVD FT. PIERCE FL. 34946 I20/1S 20CHS BUILDING 13SORR TVA. P'ICA% vtr+1 C(L� Scoken aFrw 10 11 �_,M �� RIGHT JIG m 1B'JO-9 REV. 7.01.0421.11 SERLE =03750 JULIUS LEE PROFE8810NRLL0ENGINEER CERTIFICATE #34869 BUSINESS LICENSE #SROs 1455 Be qth sTREET..___.CD0rTAlf_ TC LL 40.Opsf TC DL 20.OpsF BC DL 5.0p8F BC LL 0.OpsF TOT. LD. 65.0 sF REF DATE 12-27-200: DRWG DESIGNER D/A LEN. MOOD OUR . FAC. 1.00 X11 n°, cZY49 L m v h 2) W ic 13 Ja1s p vdact is prereraae m sunnar cannerdars becaese at a) easiar blslal/atlan, b) blgbar lands, a) towo hhsbrlled aas4 Ora MorkAwdo of thaw l alaras. ��'•• ° The MUS offers Increased load capacity and bearing campan d to LUS connectors far medium load'truss applications. dill hangers gers In this series have double shear nailing. This patented innovation distributes the load through two points an each joist nail for greater strength. It also allows the use of fewer nails, faster installation, and the use of common nails for all connections. (Do not bend or remove tabs) MATERIAL: See tables below and an page 131. FINISH: Galvanized. Some products available in stainless steel or ZMAX®; see Corrasion Information, page 10-11. INSTALLATION • Use all specified fasteners. See General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or nailer applications. • 16d sinkers (0.148' diax 31/4 long) may be used where 1 Od commons are specified with no reduction in load. Where 16d commons are specified, 1 Od commons or 16d sinkers (0.148' diax 31/4• long) may be used at 0.85 of the table load. • With 3x carrying members, use 16dx21M nails into the header and 16d commons into the joist with no load reduction. With single 2x carrying members, use 10dx14N nails into the header and 10d commons into the joist, and reduce the load to 0.64 of the table value. OPTIONS: • LUS and MUS hangers cannot be modified. • HUS hangers available with the header flanges turned in for 2-2x (31A j and 4x only, with no load reduction. See HUSC Concealed Range illustration. • Concealed flanges are not available for HGUS and HHUS. • See Hanger Options, page 193, for sloped and/or skewed HHUS models. • Other sizes available; consult your Simpson representative. CODES: See page 12 for Code Listing Key Chart ......._-- -- - _..... ® Thew products are ardoe with additonaf corrasion protection. AddiNonal products on this page may also be available with Nds option, check with Simpson for datid's. Model Min. Dimensions Fasteners No. Heel Ga W' H B Carrying Carried Height Member Member SINGLE 2x SIZES 18 114e 43/a 1�}'a 4-10d 4-10d 1. Sae table on 16 1% 5% 3 14-16d 6-16d dge for allowabbleleloads. 12 1 5%5 1 5 1 20-16d I 8-16d 3-7 GrMUS28 OrHGUS28-2 Typical HUS25 with Reduced Heel Height (Truss Designer to provide fasbsrer quantity for connecting multiple members together) ® Double Double Shear Dame Double Shear HUS28 ft 11611%1 7 3 22-i6d 8-16dNailing Nailing Side View HGUS28 6% 1 12 1% lya 5 36-16d 12-i6d Nailing Side Mew (available on Do not some models) Top View bend tab U.S. Patent 5,603,580 ® �r.• od6 f`ft•l� 1Y7t11 6fla�ds ,. ; : Southern Pine Allowable Loads Spruce-Pine-FiriHem Fir Allowable Loads Model. > > > , Code . No; R� -. If4.o . tit[:; ,Uplift Uplift Floor Snow Raaf Wtnd Uputt Uplift Floor Snow Roof Wind Ret (133) (160) (100) (115) (125) (133) SINGLE 2x SIZES WS24 465 490 1640 1 735 1 800 1 850 1 490 490 1690 1 795 1865 920390 465 1540 1. 625 1675 730 ELISZ6 930 1115 Aon ore inAn fain inin lice nnn anon iiie Tenn ,on noe ,nn onr •,e „e,. 4.37, 67,121,133,140 HGUS26 r'SZ : `3150 37iQ : 1765 11765 13750 13750 13750 13750 11520 11520 1340 13480 13480 1 3480 133 HUS28 1200012000135851370013Ml3UCl2CdOl2OOOl338013505135MI36551172011720125801268012745128001 4,37,87,121,133 HGUS28 13015 13015 15720 1 5720 15720 1 5720 13015 t3015 15720 15720 15720 15720 12595 12595 14345 14520 14635 14730 1 133 DOUBLE 2x SIZES HGUS26-2 4% 1121 399 5% 141 20-16d I 8-16d I.Pj2S ::•2325' :3940 °4535' 4930 5240' 1995 11995 13410 3920 •4260 4535 3.39.121.133.1 HGUS46 140 ' TRIPLE ZZ SI; 20-16d 8-16d P325 12325 1 3940 36 -16d 12-16dL32201 3220 16805.L QUADRUPLE2x 36-16d 12-16d :22201 '3220 - :68d5 - 4x SIZES 20-16d I 8-16d 12325 1 2325 396n 140 This product is preferable to similar connectors because of .�+ a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. D The SU and HSU series of hangers are skewed 450 left or right. Angled nail slats direct nails for proper installation. MATERIAL- SUR and SUL-16 gauge; HSUR and HSUL-14 gauge FINISH: Galvanized. Some products available In ZMAX11; see Corrosion Information, page 10-11. INSTALLATION: • Use all specified fasteners. See General Notes. • These hangers will normally accommodate a 40• to 500 skew. • Illustration shows left and right skews SUR/L (SUR --skewed right, SUL=skewed left). • The joist end may be square cut or bevel cut • For installations to concrete/masonry walls see page 152. OPTIONS: • Available with the A2 flange turned in on the 2-2x and 4x models only (see illustration). • To order, add "C" (for concealed) to the product name. • For example, specify HSURC46, HSULC46, SURC46, or SULC46. CODES: See page 12 for Code Listing Key Chart 'i These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson for details. SUL � A2 -'ISI` -...:P a: f f -• i � � r.4'�''ti HSUR HSULC Available for 2-2x and 4x models only Typical SUR410 Installation + 1. Uplift loads have been increased by 33% and 60% for earthduake or wind loading with no further increase allowed; reduce when: other loads govern. 2. Roof loads are 125% of floor loads unless limited by other criteria. 3. Truss chard cross-graln tension may limit allowable loads. Refer to Technical Bulletins T ANSITPISPF, T-ANSITPISP and a T ANSITPIDF for allowable loads that consider ANSUTPI I-2002 wood member design criteria (see page 199 for details). 4. NAILS: 16d = 0.162° dia. x 31M long,16dx21/z = 0.162' dia. x 21M long, 10dxl1h - 0.148' dia. x 1W long. See page 16-17 for other nail sizes and Information. 0 Dimensions USP St cla No. I Ref. No. I Gauge I W1 I W2 I H' I D Schedule4 I Allowable Loads Truss I Supported Truss W1 4" •WoodWood SCreNtssT Bolts Nails Sdmsar I M. 1 11576 1 1250/a I 133% GTWS3T I— — 10 I 441d - 10 4 — —1 k4o) vvue — — — GTWS4T — — 10 6-1/2 1r — 16 4 1 (26) ws3 — — I) Allowable loads are based on 1997 NDS®. 2) Uplift loads have been Increased 33-113% or 601/o for wind or sebsmic loads; no further increase shall be permitted. 3) Bolts shad conform to ASTM A 307 or better. 4) GTU series 3f4" girder bolts and GTWS WS3 wood screws require a minitnum 3"wood penetration. 5) WS3 wood screws are 1/4'x 3" long and are included with the GTWS hangers. 6) All bolts of the GTU hangers shall be installed in the vertical member sagfing all code spacing requirements. 7) The wood screws of the GTWS hangers may be installed In both vertical and horizontal members. Now products or updated product Information -are designated In red. GTWSVT, , 1, pllfe T160% . BdIt' s 'must be ttdered '.. separ'a#e[y. 7W5 See page 22 ` 1175040: available 11750�eSr;b.:r , High Uplift Girder Truss Hangers - GTU & GTWS series The GTU and GTWS series girder -to -girder hangers feature high uplift capacities too along with high gravity load ratings. M Min. GTU – Utilizes bolting through the vertical member of the supported truss, which )) spreads the load more effectively throughout the multiple truss members. ' GTWS – Low profile version, which utilizes USP's WS3 Wood Screw, shown on page 18. a Materials: See chart COO Finish: GTU – USP primer; GTWS – G90 galvanizing Codes: SBCCI, BOCA– NER 532, FL577, FL578, FL819, Dade County, FL 04-0427.04 — GTU40 & GTU80, Dade County, FL 01-0724.06 — GTU 100 Typical GTU40 installation Installation • Use all specified fasteners. See General Notes, page 14. • WS Wood Screws are included with hangers where specified. Clio • GTU40 and GTU80 shall be installed to a minimum 2x6 vertical member of a girder truss having a maximum 2x8 bottom chord. • GTU 100 shall be installed to a minimum 2x10 vertical member of a girder truss having a maximum 2x8 bottom chord. ' • GTWS2T shall be installed to a minimum 2x4 vertical member of a girder truss + with no restriction on the size of the bottom chord. • GTWS3T shall be installed to a minimum 2x6 vertical member of a girder truss ' with no restriction on the size of the bottom chord. • GTWS4T shall be installed to a minimum 2x8 vertical member of a girder truss Typical GTWS installation with nn rpstrirtinn on the size of the bottom chord. Dimensions USP St cla No. I Ref. No. I Gauge I W1 I W2 I H' I D Schedule4 I Allowable Loads Truss I Supported Truss W1 4" •WoodWood SCreNtssT Bolts Nails Sdmsar I M. 1 11576 1 1250/a I 133% GTWS3T I— — 10 I 441d - 10 4 — —1 k4o) vvue — — — GTWS4T — — 10 6-1/2 1r — 16 4 1 (26) ws3 — — I) Allowable loads are based on 1997 NDS®. 2) Uplift loads have been Increased 33-113% or 601/o for wind or sebsmic loads; no further increase shall be permitted. 3) Bolts shad conform to ASTM A 307 or better. 4) GTU series 3f4" girder bolts and GTWS WS3 wood screws require a minitnum 3"wood penetration. 5) WS3 wood screws are 1/4'x 3" long and are included with the GTWS hangers. 6) All bolts of the GTU hangers shall be installed in the vertical member sagfing all code spacing requirements. 7) The wood screws of the GTWS hangers may be installed In both vertical and horizontal members. Now products or updated product Information -are designated In red. GTWSVT, , 1, pllfe T160% . BdIt' s 'must be ttdered '.. separ'a#e[y. 7W5 See page 22 ` 1175040: available 11750�eSr;b.:r , A lower cost alternative to bolted hangers, the THGQ Dim. (in.) and THGQH hangers for multi -ply girder trusses use SDS Min? Vert. I screws to provide high load capacities and easier installation Doug FIIi�; -Arch/Soutdelrn Pine ;y; s,_ Afioweb(e oa�tl * 3;; `` compared to bolts. Both models offer minimum and optional i Spruce-Pine-Fir/Hem Fir maximum fastener quantities to accommodate varying design i N°' needs. Allowable loads for various girder web member sizes ` B.C. provide additional Installation options. MATERIAL I MATERIAL: THGQ-7 gauge, THGQH-3 gauge 73/4' FINISH: THGQ—Galvanized, THGQH—Simpson gray paint Loads INSTALLATION: • Use all specified fasteners. See General Notes. W H • Can be installed filling round holes only, or filling Size round and triangle holes for maximum values. y`` H • SDS screws supplied for all round and triangle holes. Uplift Installation may not require use of all SDS screws. Snow •All multiple members must be fstened together to; :rt. •,. act as a single unit f*; • Girders must be adequately laterally braced to prevent excessive displacement due to secondary torsional stresses (Ref AMSVW11-2002 Section 7.4.3.5). ` THGQ2-SDS3 • Not recommended for installation Into LSL. (7HG03-SDS3 Similar) CODES: See page 12 for Code Listing Key Chart. II I (133/160) i SIMPSON S�rongTie4 THGQH2-SDS3 U.S. Patent Pending THGQH3-SDS3 (rHGOH4-SDS3 Simllar) Model Dim. (in.) Max Min? Vert. Fasteners SOS lh"x3" Doug FIIi�; -Arch/Soutdelrn Pine ;y; s,_ Afioweb(e oa�tl * 3;; `` Spruce-Pine-Fir/Hem Fir N°' B.C. , ,T ; t Allowable Loads W H Depth Size Face Joist x Upllit Figdt; Snow` 4Roo� Illfind'bavm: (133/i60) Uplift Floor Snow Roof Wind Down (10112 (]6) <, (1�25j,;j33/f60)" (133/160) (100) (115) (125) (133/160) THGQ2-SDS3 (Min) We 16 2x8 2x6 22 10 3600 7920 7920 7920 7920 3025 6655 6655 6655 .6655 2x8 28 3600 10080 10080 10080 10080 3025 8220 8465 8465 8465 THGQ2-SDS3 3 16 2x8 22 14 4od=' ='t18y r• 1411`�J140 a: _'':1A.' :' 3695 7390 7680 7680 7680 (M) 2x8 28 Q0'k �11Qg1): �j63 635 11635.. 3695 1 9410 9770 9770 9770 (Min) X48 _ qmr (Max) THGQ3-SDS3 (Min) 4'44e 16 2x8 22 10 3600 7920 7920 7920 7920 3025 6655 6655 5655 6655 2x8 28 3600 10080 10080 10080 10080 3025 8465 8465 8465 8465 THGQ3-SDS3 (Max) 4% 16 2x8 2x6 22 14 }a44Q0a=1;.;e}p�4Q; I4KJ140''`'. .;i., � ........ ,�. 3695 7390 7680 7680 7680 2x8 28 440b- k.:' 11 4Q' G3J'; '043 3695 9410 9770 9770 9770 (Min)woomp e 2x1038 .... ........ ....:._.. ..,,... ~13655 M"W" MMM MEN= THGQH4-SDS3 (Min) 6% 25 2x12 2x8 34 12 3725 13600 13655 13655 3130 11425 11470 11470 11470 2x10 40 3725 16000 16600 16600 16600 3130 13440 13945 13945 13945 THGQH4-SDS3 Imax) 6efie 25 2x12 2x8 34 26 `J940 Q? 136©0 ?: t{41yQ;' a;,411h;. ; * y` 8320 11425 11850 11850 11850 2x10 40 '9900s 1600Q' 16040, �1i60¢ a' x'¢600; .°, 8320 13440 13945 13945 13945 are warm mu UMUU -07a ane tiu%a Tor earthquake or wind F with no further increase allowed; reduce where other loads govem. 2- Connector must be installed centered an girder vertical webs. 3. Strong-Drivo screws are permitted to be installed through metal truss plates as approved by the Truss Designer, provided the requirements of ANSVTPI 1-2002 Section 8.10 are met (pre -drilling required). MIN. 2-2x REQUIRED Typical THGQH3-SDS3 Installation Code Ref. 146 High capacity, welded hangers for multi -ply girder trusses. The THGB series offers optional installation with SDS screws, and the bolted THGBH and THGW hangers offer higher design loads. For a lower cost alternative that uses SDS screws Instead of bolts and offers high load capacities, see the THGQ/THGQH series. MATERIAL: 3 gauge FiNISH: Simpson gray paint INSTALLATION: • Use all specified fasteners. See General Notes. • All multiple members must be fastened together to act as a single unit. • Ma:amum 117/e° bottom chord In the tarrying member to allow for the minimum bolt and distance. • See page 20 for SDS screws. • For optional installations see page 193. CODES: See page 12 for Code Listing Key Chart THGB2 (THGB3 similar) THGBH3 (THGBH2 & 77iGBH4 similar) iS 2xe MIN. Typical THGW3 Installation V011 Typical THGB2 mm Installation Model No. Width (IN) Fasteners Length of * >DoOg Flr)Southeia Boit in Carrying flplllt' Member133/t80f PfneAliowabieLoads, c Spruce -Pine -Fir Allowable Loads Code Ref Carried Member Carrying Member Floor Snov Reef, llllind -. ."(100X'; ('11�5f ,;(125) „133). Uplift' (133/160) Flanr Snow Roof Wind (100) (115) (125) (133) THG82 3V,92 10-10d 9/a° MB 4-9/4 MB 3 7540 5655 6505 7070 7540 6400 4800 5520 6000 6400 4%26235 6 8010 7170 7795 8315 6650 5775 6640 7220 7235- 6235 7170 7795 8315 5775 6640 7220 7235 G82 3s/is 10-10d & 2-9/4 MB 19 -SDS %4x3°3 3 }'"ii ,;`::'"'6385'`:'`:734Q 4%, t ,',8bia ,. �, --H 6 x,:.:..:..6395 >798¢:`;;9510: 6650 5550 6380 6935 7200 °: 6385.. 7340=.,. "799fft, 'e851D 5550 6380 6935 7200 ' ; . 7340 5550 6380 6935 7200 THGBH2 3§5e 10 10d & 2-9/4 MB ' 8-9/4° MB 3 4Yz 8010 6 10010 10010 10010 10010 6650 7745 7950 8090 8200 10010 10010 10010 10010 7745 7950 8090 8200 10010 10010 10010 10010 7745 7950 8090 8200 THG63 4'§,a 10-10d & 2-W MB 4-9/° MB 3 7540 5655 6505 7070 7540 6400 4800 5520 6000 6400 4Yz 6 8010 6235 7170 7795 8315 6650 5775 6640 7220 7235 6230 7165 7795 8315 5775 6640 7220 7235 THG83 is 4 tie 10-10d & 2-9/4° MB 19 -SDS y°x3°3 3 r : ` :.;r. 4%280i.Q; 673'$tk';;; 6385: ' `'7340: , 798Q" ° '851¢: ' 6650 5550 6380 6935 7200 `•_ .63f)5..; ";:734Q t ;.,7.98f}>!i s 85,f¢r` 5550 6380 6935 7200 ' . 798 , ::;8510 5550 6380 6935 7200 THGBH3 4195s 10-10d & 2-9/4 MB 8 9/a° MB 3 4Yi 8010 6 10010 10010 10010 10010 6650 8310 8310 8310 8310 146 12000 12000 12000 12000 9960 9960 9960 9960 12335 1 1 233 5 12335 12335 10240 10240 10240 10240 THGBH4 69/a 10-10d & 2 3Ya° MB 4-W M83 3 7540 5655 6505 7070 7540 6400 4800 5520 6000 6400 4A 8010 6 6235 7170 7795 8315 66505775 6640 7220 7235 6235 7170 7795 8315 5775 6640 7220 7235 THGBH4 69he 10-10d & 2-31&"MB 6�°Mg3 3 `�' 1 4'� 4iU z 69280., 8410 ° ' :9565 9565 9$65 ; 6650 7135 7940 7940 7940 93'i0 9565 ;9565 '956x" 7940 7940 7940 7940 ;;'9565,.. 7940 7940 7940 7940 THGBH4 s 6fie 10-10d & 2° MB 8-9/4° MB 3 4Yz 8010 6 t 10010 10010 10010 10010 6650 8310 8310 8310 8310 12425 14050 14050 14050 11510 11660 11660 1 11660 12425 14050 14050 14050 11510 11660 11660 1 11660 THGW3 34 ,s 4 tie 69/,e 10-10d & 2-9/4 MB 10-10d & 2-3Y4° MB 8°MB 8-W MB 4yz ..:. 6 PSD10 4Yzu24165 6 21830 21830 21830 21830 6650 6650 6650 . 18120 18120 18120 18120 THGW3 4° THGW4-31 21830 21830 21830 21830 : 2165` ;2416$;,," 4fi6; 18120 18120 18120 18120 20055 20055 20055 20055 THGW4=4' A, 'L41.65` 20055 20055 20055 20055 a•� uav vacn m .-ts. Jai• ana dui° tar earinquaue or wind loading with no further Increase 5. Minimum fasteners 10-10d will achieve the down loads and the allowed: reduce where other loads govern. A 2 ply minimum truss Is required. When using 10-10d nails corresponding uplift (see footnote 1). To achieve maximum uplift, only for carried member, uplift is 1950 lbs for Doug-Hr/So. Pine and 1625 lbs for Spruce-Pine-Flr. Install nails and bolts listed In the table. 2. SDS t/4x3' must have a minimum 2 ply member. 6. Wind (133) is a download rating. 3. Bolts must be Installed symmetrically when using less than 8 bolts an the 8 -bolt backplate. 7. NAILS: = 0.148° dla. x 3° long. 149 4. Loads for THrW mndels are hacari — —1 ti -..,e..:, 31: 0 0 Medium to high load capacity single -piece connectors designed to carry multiple truss members. Can be used for both terminal and right or left hand hip applications. MATERIAL: 12 gauge FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes. • All multiple members must be fastened together to act as a single unit • Should be attached to a double girder truss to allow for required minimum nail penetration. • With single 2x carrying members, use 10dx11h" nails with 0.67 of the table values. • For terminal installation, distribute 40% of total load to each hip member and 20% to the jack • For left or right hand hip installation, distribute 65% to 85% of total load to the hip member. CODES: See page 12 for Code Listing Key Chart 111W for MTHM SIMPSON'' �'' StrongTie= MTHM II (MTHM-2 similar) Typical MTHM Installation U.S. Patent 5,253,465 (2 Hips and a Jack to Girder Truss) MTHM IS' MTHM' - — MTHM Top View ¢., Top View Top View Terminal Installation WTYP. ks ; Lett Hand Hip '.t TrP Right Hand Hip �; TyP � Without Center '"1O�"o Installation WORKING Installation WORrdNG POINT POINT POIMr Common Jack Right or Left Hand Hip installation (Two Member Connection) Model Fasteners t , , oqg Fir LaWi/sootbern Pine Aliji le l cads Header Ca (� ) Snow (116 Rdq} 125/133/i60) Code No. �n0 Hip Jack -Uplift (133FldoF DO ( Ref. Member Hip Jack:, :Total ..Hip . Jack Tgtai . _ H RLI*:hack ° Total., ,i. Hlp, .lack Total 2 ply2x4 22-16d 8-10dx11z 4-10dxlYz 805 270 1075 185 730 2915 2185 730 2915 2185 730 2915 MTHM 2 ply2x6 34-16d 8-10dx1Yz 4-10dx1Yz 805 270 1075 2630 875 3505 2630 875 3505 2630 875 3505 2 ply 2x8 I 42-16d 8-10dx114 4-10dx% . 805 270 1075 3250 1085 4335 3250 1085 4335 3250 1085 4335 140 MTHM-2, 2 ply2x6 I 39-16d 8-10dx11fi 4-10dx17h 835 280 1115 = :28Q0 9735, 2SOpk 935 3F35; .2.800 835< :.3735 2 12x8 47-16d 8-10dx1be 4-10dx1Ye 935• 28 :;.: 1fi15.. 3375 .•1125 ,45Qtl; :9375:11^5., 450b:°, 3'375 •1125' x4500: Fasteners Mao,.. Spruce-Pine-FirAllowable Loads No. Hea er —jack Uplift (133 & 160) Floor (100) snow /133/160) Code Member I Jack Total Hip Ja ack Total Hip Jack Total Ref. 2 2x4 22-16d 8-10dx1Yz 4-10dx1Yz 2505 1880 1 625 2505 1880 625 2505 MTHM 2 ply 2x6 34-16d 8-10dxlh 4-10d 87 5 2260 755 3015 2260 755 3015 2 2x8 42-16d - 655 220 875 2795 1 930 13725 2795 930 13725 1 140 MTHM MTHM-2 Top View 4 Top View Installation Trr - Installation wOPO�G MGM POINT G MPS PLY (�) Terminal Type Installation (Three Member Connection) Model Fasteners : ? ' , Doug,FV OInifi/S titfia li`PIn lUlowal 10a' di— ; ; .:.r No. Header Carrying Hips Uplift (133 & 160) Floor�i00) SnowNoof°(125/133%160)`: , .'.:; ,i ..? : , Hefe ber (Total) Jack Hip Jack Total Nlp. Jack . Total, :HIP. ` Hip:, ..Total' 2 1 2x4 22-16d 16-10dx112 4-10dx1Yz ..�gek.::Total` 715 360 1790 1215 608 13035 1395 700 1 3490 1520 .Jack 760 3800 MTHM 2 ply2x6 34-16d 16-10dx1h 4-10dx1Ya 715 360 1790 1860 930 4650 1860 930 4650 1860 930 4650 2 2x8 42-i6d 16-10dx1Yz 4-10dx11� 715 360 1790 2010 5 5025 2010 1005 5025 2010 1005 5025 140 MTHM-2 2 12x6 39-i6d 16-10dx11h 4-10dx1Yi .::745 ; ::;370::: i86D ;,1965; 0° ::4890-•1955'JSQ ;4890 11235 '1955 ' 4890 2 12x8 47-16d 16-10dx1J�i 4-10dx1Yz : 745:.'Z ` ,,9860. "2470 .:.: 8175 °. 247(i i':`.123a 6175! 247A .980 .1235 Model Fasteners No Header Member I o 2x4 MTHM 4-10dx1Yz (133 & 160) Floor Jack Total Hip Js Allowable Loads Code Ret. 140 1. Allowable loads have been Increased 33% and 60% for earthquake or wind 5. Combine hip and jack loads for total capacity. For terminal hips divide the total allowable load by 2 loading with no further Increase allowed; reduce where other loads govem. to determine the allowable load for each hip. 2. Hip loads are for each hip. T A 6. Truss chord cross -grain tension may limit allowable loads. Refer to technical bulletins NSfrPISPF, 3. Wind (133) is a download rating. T-ANSITPISP and T msrrPIDF for allowable loads that consider MSVrPI 1-2002 wood member 4. Other hip/lack load distributions are allowed It the sum of all three carried design criteria (see page 199 for details). members does not exceed the total load and the hip members are equally loaded. 7. NAILS: 16d = 0.162' dia. x 3'h' long, 10dxl lh = 0.148' dia. x 1'N long. See Daae 16-17 for other nail ::hes and infnrmatinn M Designed for 4x2 floor trusses and 4x beams, the new THAR/L422 has a standard skew of 45•. Straps must be bent for top flange installation. PAN nailing helps eliminate splitting of 4x2 truss bottom chords. MATERIAL- 16 gauge FiNISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes. Two different installation methods may be used: • Maximum Nailing—A minimum of four top and 12 face nails must be used. Straps must be field -formed over the header a minimum of 21R. Install 10dx1IN nails into carried member PAN nail holes and 10d common nail into round nail hole. Install 10d common nails into carrying member. • Minimum Nailing—A minimum of four top and 2 face nails must be used. Straps must be field -formed over the header a minimum of 21/1 Install nails as detailed above. For single 4x carrying members, use 10dxi'N nails and refer to the table for reduced loads. CODES: See page 12 for Code Listing Key Chart t2 Typical THAL422 Installed an a Double 4x2 Top Chord Wood Truss " e AOowable 7adelt Dimensions ese°Brs ens)or Tension Code.a�'s;�F Loads (SPF/HF) Ret ,* - W T L Nails 13 Ow (133) 1 (160) LSTA24 I — 11% 1 24 1 18-10d 1 1235 1 1235 1 1235 1 1235 LSTA36. _ 114 1 36 , 24-10d'� li-;41-3 6,- y m The versatile THJA26 can accommodate right or left ca Z . hand hips,. and can be installed before or after the hip om and Jack Provides side flange support for the component Im with the heaviest load and can be used for some terminal imm hip conditions. RM MATERIAL• 14 gauge FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes. • All multiple members must be fastened together to act as a single unit. • Should be attached to a double girder truss to allow for required minimum nail penetration. • With single 2x carrying members, use 10dx119 nails and use 0.67 of the table value. • Distribute 65% to 85% of the total load to the hip member. OPTIONS: These hangers cannot be modified. CODES: See page 12 for Cade Listing Key Chart It 7, 62, 90,128 3, 39, 88,104,128 1640 1 7, 62, 90,128 a 84 DIM BEAM and Typical LSTA Installation (hanger not shown) Bend strap one time only Fasteners' QpiugF)►Larch/Su.PfneAiiowableLoads. Spruce-Pine-FirAilowable Lea ds Cade Model Carried o.:; ` ' Huai • Sriovi Raat Wjrid U lift Floor Snow Root Wind No. Carrying Hip Jack Member Uplift � P Ref. Member (133/160)`:((06) (195) (125) '(133) (1.,3/160) (100) (115) (125) (133) Hip 0, 720 2014 2310' 2450 2450 590 1740 2000 2100 2100 8,36, TIiJA26 20-16d 6-i0dxlh 410dxifa Jack 240 670 770 815 815 195 580 670 700 700 121,140 Tatal 960 2680 3080 3265 3265 785 12320 2670 2800 2800 1.16d sinkers (0.145 diax 3+/a long) maybe substituted for 4. Uplift loads have been increased 33% 6. Truss chord cross -grain tension may limit allowable laids. Refer to technical the specified 16d commons at 0.85 of the table load. and 60% for earthquake or wind loading bulletins T ANSITPISPF, T ANSITPISP and T-ANSITPIOF for allowable loads that _4:.._ — --a :-,.r.1-..r.. f--t,i P�,. + ;-,r F:., a,;r:, nn forthpr inr•reace avowed: consider ANSVTPI 1-2002 wood member desian criteria (seepage 199 for details). Dimensions MinimumFasteners ....0009; ffil14 146 464 , e : , Spruce -Pine -Fir Model (i°') Top Chard Effective A1)ie�aile tads Allowable Loads Carrying CarriedlPT.:"», Member MemberjIoc <ti,ksr... 1�5 qo, Uplift (133 & Floor Snow Root Code Ret. No. Da W H C on Height Carrying Herr' Member (100) (115) (126) Tap Face Straight Slard:'j.;:�=: -880 160) Single 4x2 9 min. 4-10dx1Y 2-10dx112 1-10dxlli 2-10dxiya — 880 880 — 755 755 755 THAR/L422 (Mtn) 16 316 2216 8 47, 9 to 12 — 1440 1440 1440 — 1240 1240 1240 Double 4x2 >12 4-10d 2-10d 1-10d 210dxi1� 134 — '109011090 1090 — 935 935 935 THAR/L422 (Max) 163%2216 8 Double 4x2 9 min. 410d 1210d • 1-10d 2-10dx l rz "?,3j0 : `- , - ` 1¢75:. 1615, 265 1440 1440 1440 " e AOowable 7adelt Dimensions ese°Brs ens)or Tension Code.a�'s;�F Loads (SPF/HF) Ret ,* - W T L Nails 13 Ow (133) 1 (160) LSTA24 I — 11% 1 24 1 18-10d 1 1235 1 1235 1 1235 1 1235 LSTA36. _ 114 1 36 , 24-10d'� li-;41-3 6,- y m The versatile THJA26 can accommodate right or left ca Z . hand hips,. and can be installed before or after the hip om and Jack Provides side flange support for the component Im with the heaviest load and can be used for some terminal imm hip conditions. RM MATERIAL• 14 gauge FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes. • All multiple members must be fastened together to act as a single unit. • Should be attached to a double girder truss to allow for required minimum nail penetration. • With single 2x carrying members, use 10dx119 nails and use 0.67 of the table value. • Distribute 65% to 85% of the total load to the hip member. OPTIONS: These hangers cannot be modified. CODES: See page 12 for Cade Listing Key Chart It 7, 62, 90,128 3, 39, 88,104,128 1640 1 7, 62, 90,128 a 84 DIM BEAM and Typical LSTA Installation (hanger not shown) Bend strap one time only Fasteners' QpiugF)►Larch/Su.PfneAiiowableLoads. Spruce-Pine-FirAilowable Lea ds Cade Model Carried o.:; ` ' Huai • Sriovi Raat Wjrid U lift Floor Snow Root Wind No. Carrying Hip Jack Member Uplift � P Ref. Member (133/160)`:((06) (195) (125) '(133) (1.,3/160) (100) (115) (125) (133) Hip 0, 720 2014 2310' 2450 2450 590 1740 2000 2100 2100 8,36, TIiJA26 20-16d 6-i0dxlh 410dxifa Jack 240 670 770 815 815 195 580 670 700 700 121,140 Tatal 960 2680 3080 3265 3265 785 12320 2670 2800 2800 1.16d sinkers (0.145 diax 3+/a long) maybe substituted for 4. Uplift loads have been increased 33% 6. Truss chord cross -grain tension may limit allowable laids. Refer to technical the specified 16d commons at 0.85 of the table load. and 60% for earthquake or wind loading bulletins T ANSITPISPF, T ANSITPISP and T-ANSITPIOF for allowable loads that _4:.._ — --a :-,.r.1-..r.. f--t,i P�,. + ;-,r F:., a,;r:, nn forthpr inr•reace avowed: consider ANSVTPI 1-2002 wood member desian criteria (seepage 199 for details). ��t 0 This product is preferable to similar connectors because of +� a) easier lostallaBon, b) higher loads, c) lower Installed cost, r ; or a combination al these features. °<•• The THA series' extra long straps allow full nailing and can be field -formed to give top flange hanger convenience. MATERIAL: See table. FiNISH: Galvanized. Some products available In ZMAX®; see Corrosion Information, page 10-11. INSTALLATION: • Use all specified fasteners. See General Notes. • Two different installation methods may be used: Maximum nailing–Install all face nails according to the table. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist Into the header. With single 2x carrying members, use 10dx1'h° nails into the carrying member, and 10d or 16d commons Into the carried member, and use 0.81 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge. Minimum nailing–For the THA29, the minimum nailing schedule requires the use of joist double shear nailing as detailed above, and that the strap be field -formed over the header a minimum of 21h°. A minimum of four top and four face nalis must be used. For all models except the THA29, the minimum nailing schedule may be followed where double shear nailing is not possible, provided the strap Is field -formed over the top of the header a minimum of 1'h° for the THA213 and THA413, and 2' for all others, and a minimum of four top and two face nails are used. OPTIONS: • THA hangers available with the header flanges turned In for 35h° (except THA413) and larger, with no load reduction – order THAC hanger. CODES: See page 12 for Code Listing Key CharL ® Double Double Shear I ;" Dome Do Shear Nailing Side View :Lf+? Nailing SI Nailing Do not bend tab fi T (availabld Top View _ unless otherwise I k �' '' some me noted °" U.S. Patein IM These products are available with additional corrosion protection. AddNonal products on this page may also be available with this option, check with Simpson for details. rF M a, o :tyyt vS w s�u• 3• a}}a pro 1Vefor `:•• { a.? THAC4Y1 5'A i;;77 21W for THA422-2 3: TRA425.2 d. THA 22 THA a C= �2"'' •�h Q... 'i tF�'*•6 ''�' r� H C 0 THA29 Typical THA Installation with a 4x2 floor truss Minimum Nailing Installation Typical THA Minimum Nailing Configuration on a 4x Natlar fareanf TRA941 Minimum Dimensions Fasteners' Fly Larch/Southam Pine,; .,: : :: Spruce -Pine -Fir p , Model ;, ; :::.._, ;, Nlowable Loads..':;" Allowable Loads Carried Ga Carrying Carried Member N° w H C Member Member Uplift: tFlnu�' (7133•,& . SneW Roui Wind~ Uplift2 (133 & Floo#1105) Roof wind RetCade Top Face Straight Slant ' 16Q) (100) (115) :(125), (133) 160) (100 (125) (133) MINIMUM NAILING —TOP FLANGE 2x6 THA218 18 136 17% 536 4-10d 2-10d 410dx1Y2 —•. �s� .1615 .1615. 1615. 1815 — 1280 1280 1280 1280 2 2x10 THA218-2 16 316 il'3ke 8 4-16d 2-16d 6-ifidx2Yz — — 1635 1635 11635 11635 11465 11465 1465 1465 1, 84,121, MPFFNM go 140 4x2 truss THA422 16 336 22 T.6 4-16d 2-16d 6-16d — — 1635 1635 1635 1635 — 1465 1465 1465 1465 4x2 truss THA426 14 4-16d 6-16d — — 2425 2425 2425 2425 — 1940 1940 1940 1940 2 4x2 truss THA422-2 14 7% 22'14s 93a 4-16d 4-16d 6-16d 2810 2810: 2810 — 2260 2260 2260 2260 2 42 truss THA426-2 14 7Ya 26Ys 93a 4-16d 4-16d 6-16d — -- 2810. 2810 2810. - 2810 : — 2260 2260 2260 2260 MAXIMUM NAILING.—ALL NAIL HOLES FILLED 2x6 THA218 18 136 173 - i 5Yz — iii-io j 4-10d :.930, . j7g9 . ,1840.11870;.1870 780 1385 1425 1450 1450 2 2x10 THA218-2 16 3Ya 17'Yie 8 — 16-16d — 6-16d 1 1550 12830 1 3050 3050 13050 11355 2385 2740 2820 2820 1, 84,121, 140 4x2 truss THA422 16 336 22 7rr6 — 22-16d — 6-16d 42 truss THA426 1550 3630 4090 4145 4145 1355 3075 3145 3195 3195 14 3516 26 7r1A — 30-16d — 6-16d 2 4x2 truss THA422-2 14 7Ya 22'Ytc 9% — 30-16d 1715 4020 4625 4655 4655 1355 3480 4000 4030 4030 — 6-16d -17.15 '472p' 5430 2 4x2 truss THA426-2 14 7Ya 26'fie 9% — 36-716d —6-16d •:1715:• 4695 5525 5525. 4695 4695 1395 4025 4420 4420 4420 i 4C.1 ..t..t.-- --.. ,4695 1395 3255 3255 3255 3255 r odea t� ropiase i6a commons at o.eb of table load. load to 0.83 of the table value. Loads are based on hanger installations at panel points. 2. Uplift has been increased 33% and 60% for earthquake or wind loading B. Install joist nails straight by bending the double shear tabs. For minimum nailing on a with no further increase allowed; reduce where other loads govern. nailer (see detail above). 3, wind (133) is a download rating. 7. For Minimum Nailing loads, required top flange nails shall not be installed within'/< 4.160% uplift load for THA422-2 and THAG422-2 Is 2060 lbs. from the edge of the top flange member. 5. For single 42 top chord carrying members or single 2x naliers, 8. NAILS: 16d = 0.162' dia. x 31W long,1 ad = 0.148' dia. x 3' long, THA 4x hangers can be used with 10dxi IN top nails and a reduced 10dx1 Y2 = 0.148' dia. x 1'N Iong. See oaoe 15-17 fn nth ar nail 07po anri intnrmntinn at at 19Q This pmdad Is preferable to s!m(lar comretfars because of a) easlar lmsiallallaa, b) bloor loads, c) laser /astalled and, or a camhhzdko of thew featares. A dedicated range of Top Range Ijoist hangers meeting the unique needs of I -joists while offering superior performance and ease of installation, ITS NEWT The Innovative ITS sets a new standard for engineered wood top flange hangers. The ITS installs faster and uses fewer nails than any other EWP top flange hanger. The new Strong-Grip7' seat and Funnel FlangeTM' features allow standard joist installation without requiring joist nails resulting in the lowest installed cost. The Strong -Grin seat firmly secures I-julsts with flange thicknesses from 11/a° to 1W. The ITS design maintains superior allowable download capacities equal to or greater than the ITT for Douglas Fir and all SCL headers ITT The Ill's special bend -tabs constrains the 1 -joist, helping to reduce squeaks resulting from joist movement I -joist flange thickness for bend -tab application is 1 IN to 11h'. MITMIT - Patented Positive Angle Nailing (PAN) PAN is specifically designed for 1-jaists when used with the MIT or HiT. With PAN, the nail hold material is not removed, but is formed to channel and confine the path of the nail at approximately 45•. PAN minimizes splitting of the flanges while permitting time -saving nailing from a better angle. See Top Range tables on pages 108 to 117. Refer to Joist Manufacturer's literature or appropriate Simpson Connector Selection Guide for actual joist sties. MATERIAL: ITS, ITT -18 gauge; MIT, HIT -16 gauge FINISH: Galvanized INSTALLATION: • Use all specified fasteners. Verify that the header can take the "required fasteners specified In the table. • See product specific installation drawings pages 102-103. • ITS—no joist nailing required for standard I -joist installation without web stiffeners. When supporting I -joists with web stiffeners or rectangular SGL member 2-10dx1Zke must be Installed into optional triangle joist nail holes. • ITS and ITT.—optional triangle nail holes may be used for additional load. See allowable load tables. Refer to technical bulletin T-OPTUPLIFTCWP for additional ITT options (see page 199 for details). • ITT—bend tabs may be Installed unbent Into web stiffeners. • MIT -optional triangle nail holes may be used for increased uplift capacity. See Optional Nailing For Increased Uplift table, • H.17—closed PAN nail holes may be used for increased uplift capacity. See Optional Nailing For Increased Uplift table. ALLOWABLE LOADS: • The ITS, ITT, MIT and HiT hangers have locations for optional nails If additional uplift is needed. Optional uplift nailing requires the addition of properly -secured web stiffeners. See the load tables for minimum required fasteners and allowable uplift loads. OPTIONS: • Because these hangers are fully die -formed, they cannot be modified. However these models will normally accommodate a skew of up to 5•. • For sloped joists up to 1/4:12 there is no reduction, between 1/4:12 and up to Y212, tests show a 100/6 reduction in ultimate hanger strength. Local crushing of the bottom flange or excessive deflection may be limiting; check with joist manufacturer for specific limitations on bearing of this type. CODES: See page 12 for Cade Listing Key Chart RaRW Faw The Strong-Gdo"m seat secures I-jolsts in position without joist nails `SIMPSON: Stl<on�Ti Typical MIT Installed 3 3 To: Building Department of Palm Beach County Re: Plate repair on wood trusses Dear Sir; Production Facility 772-409-1010 phone 772-409-1020 fax 800-525-0126 toll free This letter is to inform you that all damaged Alpine plates may be removed and repressed with new Alpine plates. New Alpine plates may be nailed with two truss nails each joint and field pressed with press equipment. Julius Lee P.E.#34869 Corporate / Accounting Office - PO Box 220 - Boynton Beach, FL 33425 Production Facility - 4451 St. Lucie Blvd. - Ft. Pierce, FL 34946 Re: Web Bracing Material on Alpine Engineered Trusses Resit mdai Use Only The following substitution information may be used in conjunction with your Alpine designed trusses: Scab Bracing If Southern Pine 03 web requires a scab brace(s), the bracing material may be Spruce - Pine -Fir #2 or better. If the web is of a higher grade (up to and including MSR 2400f --2.0E) and only requires (1) scab brace of the same species and grade (2) scab braces can be used, one each face, if the bracing material is Spruce -Pine -Fir #2 or Southern Pine 43 (car better). In all circumstances, the scab bracing is to be the same size and length of the web member, and attached with 0.128''x3" gun nails at 6" OC. T -Bracing A 2x4 Southern Pine #3 T -Brace may be substituted with a 2x4 Spruce -Fir #2 or better T -brace. C" 0-unm - us Lateral Bracing (CLB's) 2x4 Utility Grade Spruce -Pine -Fir (or better) may be used in lieu of 1x4 #3 Hem -Fir for continnuous lateral web bracing for trusses spaced no more than 24" OC. Attach the 2x=1 bracing to each intersecting web member with (2) 0.128"x3" gun nails. Ii you have; any questions or if I can be of further assistance, please call me. SincerfJ , r P. Firm, FE Senior Chief Engineer ALPINE ENGINEERED PRODUCTS, INC. 1950 Marley Drive - Haines City, FL 33844 - (863)422-8685 - (800)755-6001 RE: Clarification of Bottom Chord Bracing of Wood Trusses To Whom It May Concern: Truss drawings provided by A-1 Roof Trusses, Inc. have a note referring to the bottom chord bracing. This note may be read one of two ways: ~ "A rigid ceiling or continuous lateral bracing at 24" o/c must be properly attached to the bottom chord." OR: "Note: 2 X 4 Hem -Fir, or better, continuous lateral bracing at 24" max. o/c is required. Attach with (2) 16d nails. Bracing is not required if a rigid ceiling is attached at both ends to a suitable support by the erection contractor." The purpose is to insure proper bottom chord bracing, which stabilizes the truss. Attach the bracing to the structural bottom chord and not to any false bottoms. No inference is made to the bracing requirements of the structure which is the responsibility of the building designer. Proper bracing can be attained with "dry wall", minimum Y? thick; installed per the code and in accordance with manufacturer's specifications, and if used within an enclosed structure. The building designer must provide additional structural details such as perimeter diaphragm connection and proper nailing patterns. Furthermore, l X 3,1 X 4, or 2 X 4 Hem Fir, or better, continuous lateral bracing attached directly to the bottom chords at max. 24" o%, nailed to each truss with (2) 16d nails, also fiilfills the bottom chord bracing requirement. Cross brace this system at 20' intervals and at each end. Refer to the building designer's specifications as well as local building codes and the TPI booklet "Handling, Installation, & Bracing Metal Plate Connected Wood Trusses" for additional bracing information. Respectfully,��' '< STEPHEN A. 6AYDOSH, JR. NO. 38464 , Stephen A. Gaydosh, Jr. --C)l rA e OP -D —1 it ::P 1 1 D►2I t��t,uG�L b� moi- USa fNt.r pf4-1 1� 1'7 �1 fi� L t 17C Ar fa V - N.L u �.W 3x4 ►�to.� -.�OIA3+ wl6x&? A4po, �R FA pivv 6x 9 ,A, ph'le e��reererrr� r ,R. tom r�rrre►r�� _�� STEPDOWN CORNER SET 2, TOP • CHORD 2X4 S0. PINE 2 N, SEE TABLE BELOW FOR HIPJACK GRADE ' BOT CHORD 2X4 S0. PINE 2 N WEBS. 2X4 SO. PINE 3 7 CORNER SET SETBACK' 7' 0" 0 PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. UPLIFT': 350# 200# BRG LOC: + ++ SPEED 130 BASED 10.0 EAN HGTOTAL 1 6 DEAD 30 0)LFTT.. ENCLOSED. (ASCE 7-02) PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED. UPS: 580# 430# BRIG LOC: + ++ UPLIFT BASED ON 10.0 PSF TOTAL DEAD LOAD. WIND SPEED=146 MPH. MEAN HGT=22.6 FT. ENCLOSED. (ASCE 7-02) il J3 lzo r ?IA or �p55 Sao 12 0o® W2%4 3' 1 **4 i 142 HIP OR COMMON TRUSS Mill HIP TRUSS ml www 1 ;j 0 .f 2N,YP. +++ OPTIONAL VERTICAL WEB. USE W1.5X4 AT BOTTOM OF VERTICAL. USE W3X4 AT TOP OF VERTICAL AND DIAGONAL WEB. * (3) 16d TOENAILS • ** 24" STRAP (6).10d x 1.6" NAIL EACH END *0*36" STRAP (10).10d x 1.5" NAIL EACH END OR 1' 3' 6' 7'�'� 8-10-13 OVER 2 BIIPPORT3� NPAIRN R=610, W=3.60" R�720 W®3.60' END AND CORNER JACKS HIPJACK THIS DRAWING REPLACES DRAWING HC11795020 •.VAWW;Oww TRUSSES REOUIRE EXTRERE CARE IN FABRICATING, NANDLWQ. SHIPPWO, WsrALLWG AND IPA IS TC LL 20 MAX PSF REF 7' ST13K CS BRACM REFER T® Rest I-09 IDUILDWG CDMPMe SAFETYIPD'OAMAT=aPUBL[sNED DY TPI RRUSS 61ff.RWU3 DEN3iEFPR��jSE�LDN, NI ID SDI VEt00�77N19I F0RSAFET19PRACTICESCPR TOPP`ISER�xCD�°`WD°' �' , „� TC DL lb MAX PSF DATE OCT./18/2005 THESE FUNCTr@IS. UNLESS OTHERWSE AIDICATED. TDP CFIDRO SHALL HAVE PRDPERLY ATTACHED • STRUCTURAL PANELS ANO 8077@1 cImRD SHALL HAVE A PROPERLY ATrACNED.RIQm CEILWsi ` •zt6t BC DL 10 MAX PSF DRWG ALPINE ••DO'DRTANi•• FURNISH coPY DF THtS DEsrcRs m WSraLLArnIN cONrRacrDR a Pn� EIffiWCERED 348 • PRDDUCTS, tNC, SHALL NOT BE RESP[WSSLE FDR ANY DEvurmN FRDN THS DESIGNI ANY FARURE TD . ; CLL 10 MAX PSF —ENG BUILD THE TRUSS W CDNFDRNANCE WTH TPU DR FABRICATWG HANDLING, SH`PM WSTALUNG i • HRACOIG of TIOU DESIGN CDNFDRNS WTH APPLICABLE PIiDV1501NS DF NDS Dunm+al DESIGN SPQ'r • " OT. LD. 55 MAIC PSF 8Y AFiPAs AND TPi. ALPWE CDNNECTDR PLATES ARE MADE OF 8O/16/16SiA M,H/SM ASTM A693 GRAO� • 40/60 IY,IC/H,S) DALV. STEEE@.. APPLY PLATES TD CACH FACE DF TRUSS AND. UNLESS OTHERHISE LOfAiLD i • DN THIS DESIGN, POSITION PER DRAWLS IBaA-L ANY INSPEGTIDN Or PLATES rOLLIVED BY tU • II,,.. DUR. FAC. 1.25 THE ALPINE t NOINEFAED PRDDUCTB, INC. BE PER ANNEX A3 OF TPI 1-2008 SEC. 3 A SERI. W THIS DRAWNG INDICATES ACCEPTANCE�i(D{tF • • �.f POMPANO BEACH, FLORIDA SUI�TAHD I' T1 ANILI D USE OF THIS�CW.M:NT rM ANYruistiniTy Y BUILDING S THE THE RESPONSIBILITY rim THE TRUSS cwmaxT ��THWSUILDW O� i DESIGNER, PER AN I SEC I.Im"mIT ' •l�D \ SPACING SEE ABOVE TYPICAL ATTIC TRUSS BRACING GABLE END TRUSS DETAIL 2x4 24°O/C (2).12d GABLE DETAIL + 2x4 240 O/C (3)J2d IPSEE + BACK 3 TRUSSES +2x6 (3).10d Nuous eEaRnr� MNnM 10 WACM GN dMLE YRIW OTHER FOMMW 6R CM VWM B r AFmma M eZOM MOM TYPICAL ALTERNATE BRACING DETAIL TYPICAL WALL GIRDER VERTICAL WEB FOR EXTERIOR FLAT GIRDER TRUSS BRACING DETAIL Ia 412d PITCH FA -A MIN 3x4 TYP. 4°O/G TRUSS 24" o.o, 6x6 4 12d ONE WEB MIN ON WALL MAX 30" (2'-60) x TZ.MATCH � UPLIFT CONNECTION Zx& 12 SP SEE ROOFTRUSLj SZ4° FRONT ROOF PROFILE o c. GIBER R FLA SIMPSON HB(OR EQUAL) FOR UP°L� USSE I. -10 -A -A IRDER ROOF 24" 0/C STRUCTURAL FASCIA DETAIL (2) 2x6 02SP STRUCTURAL FASCIA w/ 1Od 4" O.C. ATTACH EACH JACK w/ 3-12d PLUS STRAP SHOUIN SEE GABL EEND DETAIJ, 1111//// BRACE EACHTV L I` //// PLYWOOD. 8d 4"0/C . P A 2x. FASCIA 10*0 2s4 LEDGER 12d 4"O/C = S BY OTHERS 36" STRAP w/ 8-1Odx]B" GIRDER �'r� TOP 4 BOT. TRUSSES 24" O/C •• • • ' �'�� ..A=A 0 U 0 U c 0 •L 0 CL 0 U t� 0. :Z N LL 0 a ' PIGGYBACK :. DETAIL 100 MPH WIND, 30.00 FT MEAN HGT, ASCE 7-02 OR ASCE 80 MPH WIND, 30.00 FT MEAN HGT, -SBC, 100 MPH WIND, 30.00 FT MEAN HGT, ASCE. 7-88, 7-06, CLOSED BLGD, LOCATED ANYWHERE IN ROOF, CAT II, ENCLOSED BLDG, LOCATED ANYWHERE IN ROOF CLOSED BLDG, LOCATED ANYWHERE IN ROOF, CAT U. EXP C. WIND TC DL=5.0 PSF, WIND BC DL=6.0 PSF. WIND TC DI,=6.0 PSF, ;WIND BC DL=5.0 PSF. EXP. C. WIND TC DL=5.0;,PSF,"WIND BC DL --6.0 PSF,. NOTE: TOP CHORDS OF TRUSSES SUPPORTING PIGGYBACK CAP TRUSSES MUST BE ADEQUATLY BRACED BY SHEATHING OR PURLINS. PROVIDE DIAGONAL, BRAf`.I�TG'' DR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS. DETAIL A FLAT TOP CHORD <= 12' s — — PIGGYBACK CAP TRUSS TOENADSD TO ALL TOP CHORD BRACING WITH (2) 10d COMMON (0.148-W) NAILS. �k 12' MIN RIGID SHEATHING OVERLAP WITH Bd COMMON (0.131"I(2A") OR GUN NAILS IN OVERLAP ZONE SPACED AT 4" O.C. FLAT TC BRAG PER ENGINEER 3 SEALED DESIGN DETAIL B FLAT TOP CHORD <= 20' PIGGYBACK CAP TRUSS TOENAMW TO ALL TOP (1 (SIDE ONLY) NAILS AND 4' 4' SECURED WITH 2RD BRACING X4 #3ITH (2) 10d COMMON GRADE 2' ,SCAB ATTACHED WITH 10d COMMON NAILS AT 4 O.C. FLAT TC BRACING PER ENGD?iEER 3 SEALED DESIGN TRUSSWITH 3X13 OX PLATES (EACH FACE)AT EACH END XIDAT POINTS. NUMBEERR DETAIL C SER O DO.iz�.3 c�IRCLED INDICAAILED TES REQUIRED 6OTL FOR TRULOINFORM/3 NAILS PERFACE. SEE DRAWING ATION. FLAT TOP CHORD <= 30' IN IZU OF TRULOX CONNECTORS, ALPINE 82PB SPECIAL PIGGYBACK CONNECTORS MAY BE USED. SHOP APPLY TOOTHED PORTION, FIELD ATTACH TO MATING TRUSS WITH (4) 0.120- X 0.375" NAILS MINIMUM EACH FACE. 4 4 4) 8d COMMON NAILS (0.1311{2.5, FLAT TC BRA G 8" X 8" X 1/2" RATED SHEATHING GUSSETS (EACH PER ENGINEERS FACE) MAY BE USED IN LIEU OF TRULOX PLATES, SEALED DESIGN ATTACH WITH (8 8d COMMON NAILS PER GUSSET, (IO1I.- (4) IN CAP BC AND (4) IN BASE TRUSS FLAT TC. IJ //// THIS DRAWING REPLACES DRAWINGS 681,670 & 881,880 —VARNINGa TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING Atm •• •• •• • •oe �/ TC LL PSF REF PIGGYBACK ING. BRACREFER TO SCSI OlUnJING CUMP004T SAFETY IWORHATIO), PUBLISHED BY TPI CTRUSS PLA • • �ENyq • INSTITUTE, 210 NORTH LEE SIR, SUITE 312, ALEXANDRIA, VA. 22314) AND VTCA (HOOD TRUSS C Wrn © 0 °. S V AMERICA, 63DO ENTERPRISE LN, NADIS@I, VI 33719) Fal! SAFETY PRACTICES PRIOR TO PERFORMING T11 ; ; TC DL PSF DATE 2/23/07 FUNCTIONS. UNLESSPANELS AND BOTTOM CHORD SH LL HAVINDICAEEAA'P TOP ATTR RIR CEILINl VE PRMMtLY ATTACHED STRUCTURAL` 3�Q Yv ' � BC DL PSF DRWG PIGBACKA0207 ALPINE • KwDW TAMv FUFUGSH COPY OF THIS DESIGN TO INSTALLATION CMNTRACTOL ITV BCD, INC, SHALL` • NOT BE RESPONSIBLE FMR ANY DEVIATION FROM THIS DESIGN) ANY FAILURE TO BUILD THE TRUSS IN . : BC LL PSF —ENG DLJ/KAR CONF[GNANCE WITH TPI) OR FABRICATING, HANDLING, SHIPPING, INSTALLING L BRACING IF TRUSSES. • " DESIGN COFORNLS VITH APPLICABLE PROVISIONS HOF NDS ONATIONAL DESIGN SPEC. BY AFLPA) Atm 77pp� • • _'TOT. I.D. MAX 60 PSF ITV, BCG CONNECTOR PLATES ARE LADE OF 20/10/16GA CV,IVSS/10 ASTM "33 GRADE 40/60 (VdvH,SS�- S' E OF ; GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THOS �� • !.. DESIGN, POSITION PER DRAWINGS 16WZ ANY BVSPECTION OF PLATES FOLLOWED BY (D SHALL ]E PER�� 0� NTEI BUILDING COMPONENTS GROUP, INC. POMPANO BEACH, FLORIDA • \ ANNEX A3 OF TPI 1-2002 SEC 3. A SEAL IN THIS DRAWING INDICATES ACCEPTANCE MF PROFESSIONAL I • ` DUR. FAC. 1.15 • • \ ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS CONPONENT DESIGN SHOWN. THE SUITABILITY AND [� USE ff ISSE2.� FOR ANY BUILDING IS THE RESPONSIBILITY O' THE BUILDING DESIGNER, pmt sn ° • • • I �, {1�" `��\ SPACING 24.0" 1 11-11110" TOP CHORD 2X4 2 OR BETTER PIGGYBACK DETAIL HOT CHORD 2X4 2 OR BUM WEBS 2X4 3 OR BETTER REFER TO SEALED DESIGN FOR DASHED PLATES. SPACE PIGGYBACK VERTICALS AT 4' OC MAX. TOP AND BOTTOM CHORD SPLICES MUST BE STAGGERED SO THAT ONE SPLICE 1S NOT DIRECTLY OVER ANOTHER. PIGGYBACK BOTTOM CHORD MAY BE OMITTED. ATTACH VERTICAL WEBS TO TRUSS TOP CHORD WITH 1.60 PLATE. ATTACH PURLINS TO TOP OF FLAT TOP CHORD. IF PIGGYBACK IS SOLID LUMBER OR THE BOTTOM CHORD IS OM=- ED, PURLINS MAY BE APPLIED BENEATH THE TOP CHORD OF SUPPORTING TRUSS. REFER TO ENGINEER'S SEALED DESIGN FOR REQUIRED PURIM SPACING. THIS DETAII,IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: 110 MPH WIND, 30' MEAN HGT, ASCE 7-02, CLOSED BLDG, 130 MPH WIND, 30' MEAN HGT, ASCE 7-02, CLOSED LOCATED ANYWHERE IN ROOF, 1 MI FROM COAST BLDG, LOCATED ANYWHERE IN ROOF, CAT II. EXP. C, CAT I, EXP C, WIND TC DL=5 PSF, WIND BC DL -5 PSF WIND TC DL -5 PSF, WIND BC DL -5 PSF 110 MPH WIND, 30' MEAN HGT, SBC 148 MPH WIND, 30' MEAN HGT, ASCE 7-02, CLOSED ENCLOSED BLDG, LOCATED ANYWHERE IN ROOF WIND TC DL=5 PSH, WIND BC DL -5 PSF BLDG, LOCATED ANYWHERE IN ROOF, CAT I, EXP. C, 3X6 WIND TC DL=5 PSF, WIND BC DL -5 PSF FRONT FACE (E,* ) PLATES MAY BE OFFSET FROM BACK FACE 6X8 PLATES AS LONG AS BOTH FACES ARE SPACED 4' OC MAX. -+.Av S1'LE OF 2X12 OR BETTER JOINT TYPE SPANS UP TO 30' 34' 38' 52- A 2X4 2.5X4 2.5X4 3X6 B 4X8 6X8 6X8 5X8 C 1.03 I.5X4 1.6X4 1.6X4 D 5X4 5X5 5X5 5X8 E 4X8 OR 3X8 TRULOX AT 4' OC, ROTATED VERTICALLY ATTACH TRULOX PLATES WITH B 0.120' X 1.375' NAILS, OR EQUAL, PER FACE PER PLY. 4 RAUB IN EACH MEMBER TO BE CONNECTED. REFER TO DRAVING 160 TL FOR TRULOX wordIATION. WEB BRACING CHART WEB LENGTH REQUIRED BRACING 6770 7'B NO BRACING — C 1X4 'T BRACE. SAME GRADE, SPECIES AS WEB 7'9' TO 10' MEMBER, OR BETTER, AND 80% LENGTH OF WEB ALPINE MEMBER. ATTACH WITH 8d NAILS AT 4" OC. 2X4 'T' BRACE. SAME GRADE, SPECIES AS WEB 10' TO 14' MEMBER, OR BETTER, AND 80% LENGTH OF WEB Na 34989 STATE OF FLORIDA MEMBER. ATTACH WITH 18d NAILS AT 4' OC. %AC C muWARNIINGm TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLIM SHWPIMO. INSTALLING AND BRACWO. REFER T BCSI 1-03 a m m C@PONEM SAFETY DYFORNATIOID, PUBLISHED BY TPI CTRUSS MMS cowum MATE ICA, s= ENTERPRISE Ran sn VI BEE% FOR PRACTICESVL 5WM ND PRM� TO THESE FUME77@IS. UNLESS OTHERWISE IimICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHO STRUCTORAL PANELS AND MTTON CHORD SHALL HAVE A PROPERLY ATTMIED RIGID CIOLDA * PIGGYBACK SPECIAL PLATE C C ATTACH TEETH TO THE PIGGYBACK AT THE TIME OF FABRICATION. ATTACH TO SUPPORTING TRUSS WITH — C 4) 0.120' X 1.375" NAILS PER FACE PER PLY. APPLY IGGYBACK SPECIAL PLATE TO EACH TRUSS FACE AND DEW SPACE 4' OC OR LESS. v. a �■n�icG �i TS7TQ TAA'WIATYS 1?HADT ArmQ TDA O O O O O O O o a o 0 0 a e o 2" F. O V O U G O .y L 0) Rf .L 4- 0 a O U fQ CL v LL .0 n muWARNIINGm TRUSSES REQUIRE EXTREME CARE IN FABRICATING, HANDLIM SHWPIMO. INSTALLING AND BRACWO. REFER T BCSI 1-03 a m m C@PONEM SAFETY DYFORNATIOID, PUBLISHED BY TPI CTRUSS MMS cowum MATE ICA, s= ENTERPRISE Ran sn VI BEE% FOR PRACTICESVL 5WM ND PRM� TO THESE FUME77@IS. UNLESS OTHERWISE IimICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHO STRUCTORAL PANELS AND MTTON CHORD SHALL HAVE A PROPERLY ATTMIED RIGID CIOLDA I JtJLIUS LEE'S CONS. ENGINEERS PA MAX LOAD 66 PSF A� DA /6/200 ` 1.25 DUR. �AL� W fW h AVMM THIS TO PA DEW 50 PSF'— ALPINE SRTANTm HALL ANY BUILD THE TRUSS IN CaFDRRANCE WITH TPD OR PARRICATINM HANDLING, �HPPIMO, INSTALLING 6 BRACIMO OF TRUSSES DESIGN CO•FVRNS WITH APPLICABLE PROVISIONS OF NDS IIJAT][lJAL DESIGN SPEC, 1.25 DUR. F ` • e ALPINE ENGINEERED PRODUCTS, IUM POMPANO BEACH, FLORIDA AND TPL ASM IM60 MAI .S) GGALV STS. PLATES T AEAEACH�FACEEOr TRIGS AND AMVISE LIGATED X/F1 ON THIS DESIGN. POSl'TI04 PER DRAVON3. A SEA ANY WSPECTI�1 OF PLATES FOLLOWED BY F SHIALI. W PER AN" A3 IF TPI 1-2002 SEC. A A SEAL ON THIS DRAWING INDICATES ACCEPTANCE m' PROFESSIONAL ENGINEERING RMPONSIBILITY SIZZLY FOR THE TRUSS COHPIV ENT DESION SHOWN, THE nESIQA E R MLUSE SI/fp1THIS COHPUNENT SEC FOR ANY&ALDOA Is THE RESPWSIBDITT OF THE BUD DOJO Na 34989 STATE OF FLORIDA {.� \ � °e ,Q �e" 42 PSF AT i a o 1.25 DUR. FAGIii� �. e e. • •G r` SPACING 24.Op i/� F. O V O U G O .y L 0) Rf .L 4- 0 a O U fQ CL v LL .0 n CLB WEB BRACE SUBSTITUTION T -BRACING THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) OR IS SPECIFIED ON AN ALPINE TRUSS DESIGN BUT AN ALTERNATIVE WEB L -BRACING: BRACING METHOD IS DESIRED. NOTES: THIS DETAIL IS ONLY APPLICABLE FOR CHANGING THE SPECIFIED CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T -BRACING OR SCAB BRACING. ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE. FOR MINIMUM ALTERNATIVE BRACING. RE -RUN DESIGN WITH APPROPRIATE BRACING. WEB MEMBER SPECIFIED CLB ALTERNATIVE BRACING SIZE BRACING T OR L -BRACE SCAB BRACE 2X3 OR 2X4 1 ROW 2X4 1-2X4 20 OR 2X4 2 ROWS 2X6 2-2X4 2X6 1 ROW 2X4 1-2XB 2X6 2 ROWS 2X6 2-2X4(*) 2X8 1 ROW 2X6 1-2XB 2XB 2 ROWS 2X6 2-2XB(*) T -BRACE, L -BRACE AND SCAB BRACE TO'BE SAME SPECIES AND GRADE OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON ENGINEER'S SEALED DESIGN. () CENTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH FACE OF WEB. APPLY TO EITHER SIDE OF WEB NARROW FACE. ATTACH WITH 10d BOX OR GUN (0.128-x 3.",MIN) HAUS. AT 6" O.C. BRACE IS A MINIMUM 80% OF WEB MEMBER LENGTH SCAB BRACING: APPLY SCAB(S) TO WIDE FACE OF WEB. NO MORE THAN (1) SCAB PER FACE. ATTACH WITH 10d BOX OR GUN (0.128"x VAN) NAILS. AT B" O.C. BRACE IS A MINIMUM 80% OF WEB MEMBER LENGTH T -BRACE OR L -BRACE SCAB T -BRACE L -BRACE us -f THIS DRAWING REPLACES DRAWING 579,640 —WARNING•. TRUSSES RE9UIRE EXTREME CARE IN FABRICATING, HANDLING, SHIPPING, INSTALLING AND •• ;�C p,�•• /o BRACING, REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMAM0, PUBLISHED BY TPI RRUSS PLA EIV TC LL PSF REF CLB SUBST. INSTITUTE, ale NORTH LEE S -M, SUITE 31B, ALEXANUM. VA, 2014) AND VTCA (V®D TRUSS rmemn� i � � •• AMERICA, 62M ENTERPRISE LN, MADISON, WI 53'719) FOR SAFETY PRACTICES PRIOR TO RERFONMWG THIE> ; 'w � ID TC DL PSF DATE 2/23/07 34 FUNCTIDNS U UM OTHERVISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL` • 8 PANELS ABOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. C DL PSF DRWG BRCLBSUB0207 —IMPORTANT- FURNISH COPY OF THIS DESIGN TO INSTALLATION CONTRACTOR, m BCG, IMC, SHALL7 • i ALPINE NOT BE RESPONSIBLE FDR ANY DEVIATION FROM THIS DESIGN) ANY FAILURE TO BUILD THE TRUSS IN ; ; C LL. PSF -ENG MLH/KAR CONFORMANCE WITH TPI) OR FABRICATING, HANDLING, SHOPPING, INSTALLING 6 BRACING OF TRUSSES. r • • DESIGN CONFORMS WITH APPLICABLE_ PROVISIDNS OF NDS (NATIONAL DESIGN SPEC, BY AFLPA) ANO TPIY • r'. m, BCG CONNECTOR PLATES ARE MADE OF 20/18/16GA NW,HVSS71D ASTM A653 GRADE 40/60 (WJf/H SSii • ST C� OT. LD. PSF GALV. STEEL APPLY PLATES TO EACH FACE OF TRUSS AM, UNLESS OTHERWISE LOCATED ON THIS )TTN BUILDING COMPONENTS GROUP, INC. DESIGN, POSITION PER DRAVINGS 16WL ANY INSPECTION OF PLATES FOLLOWED BY OD SHALL BE PER r' O • Q �• �, POMPANO BEACH, FLORIDA ANNEX A3 OF TPI 1-2002 SEC. 3. A SEAL ON THIS DRAWING INDICATES ACCEPTANCE IF PROFESSIONAL . QJ �.\�`` DUR. FAC. ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABLI Y AAWE Or TM 1 SEC. FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER �//` SPACING CRACKED OR BROKEN WEB REPAIR DETAIL THIS DRAWING SPECIFIES REPAIRS FOR A TRUSS WITH CRACKED OR BROKEN WEBS. THIS DESIGN IS VALID ONLY FOR SINGLE PLY TRUSSES WITH 2X4 #3, STUD, OR':,, STANDARD CRACKED OR BROKEN WEBS. NO MORE THAN 1 CRACK OR BREAK, PER WEB AND 2 CRACKED OR BROKEN WEBS PER TRUSS ARE ALLOWED., CONTACT THE TRUSS MANUFACTURER FOR ANY REPAIRS THAT DO NOT COMPLY WITH THIS DETAIL. (B) = DAMAGED AREA, 0" MIN TO 12" MAX LENGTH OF CRACK OR BREAK IN WEB. (S) = NOTE: (2) 2X4 SCABS, SAME GRADE, SPECIES AS WEB MEMBER. MINIMUM LENGTH OF SCAB MUST BE THE GREATER OF: 1. 88" + LENGTH OF DAMAGED AREA (B MINIMUM OF 34" ON BOTH SIDES OF THE DAMAGED AREA. OR 2. 80% OF THE ORIGINAL WEB LENGTH. ATTACH ONE SCAB TO EACH FACE OF THE WEB WITH A DOUBLE ROW OF 10d COMMON NAILS SPACED 4" OC STAGGERED. REFER TO NAIL SPACING DETAIL FOR ADDITIONAL NAIL SPACING INFORMATION. FIELD REPAIRS MUST COMPLY WITH ALPINE DESIGNS AND SPECIFICATIONS. R 6�. f_z.L oS r�1 q ® 9, CEJ 10d COMMON (0.148" x 3") NAILS: DOUBLE ROW, STAGGERED 4" OC,+ = BACK FACE TYPICALO = FRONT FACE 2" 1 STAGG6 + T o + O + 0 + O + 3 0 +10 + 0 + 0 + o 1" NAIL SPACING DETAIL 7 ALPINE IFM BUILDING COMPONENTS GROUP. INC. POMPANO BEACH. FLORIDA UNLESS BUTTON CUPY OF USITIDN PER DRAVDW 160A -Z ANY OF TPI 1-2002 SEG M A SEAL UN NG RESPONSIBILITY SOLELY FDR THE HIS CDHPONENT FOR ANY DUD.DING IS 1 c 2. c' -No L:v I TO INSTALLATION CONTRACTUR ITV BCG, DM, SHALL IIBS DESIGNI ANY FAD.URE TO BUILD THETRUSS DV r NG, SHIPPING, ID6TALLING 6 BRACING OF TRUSSES. 1w6M Wn m A6 3PEOWE 40 60 tYXMSS. ii DAMAGED TRUSSES MUST BE CAREFULLY EVALUATED TO DETERMINE THE EXTENT OF DAMAGE AND THE FEASIBILITY OF REPAIR:' IN SOME CASES THE PRUDENT SOLUTION IS TO SCRAP THE DAMAGED TRUSSES AND REBUILD. INTERNAL WOOD FIBER DAMAGE AND EXCESS CONNECTOR STRESS FROM BENDING OR SHOCK CANNOT BE READILY DETECTED. THEREFORE, IT IS VITAL THAT THE TRUSS FABRICATOR AND BUILDING CONTRACTOR CONSIDER THE CAUSE OF THE DAMAGE IN THEIR DECISION WHETHER TO REPAIR OR REBUILD. REPAIR WORK SHOWN ON THIS DRAWING APPLIES ONLY TO THOSE SECTIONS OF THE TRUSS REPORTED BY THE TRUSS MANUFACTURER TO HAVE BEEN DAMAGED. A QUALIFIED THIRD PARTY INSPECTOR SHALL CHECK TRUSSES TO DETERMINE THE EXTENT OF ANY FURTHER DAMAGE, IF ANY AND VERIFY THAT REPAIRS HAVE BEEN PERFORMED AS INDICATED ON THIS DRAWING. US 3, STUD, OR STANDARD ONLY, ANY SPECIES REPLACES DRAWINGS HC26094073 & 958,849 348 • i • Ile ST E ccF S O 1I SPACING PA n REF WEB REPAIR DATE 2/23/07 DRWG REPWEBSCO207 -ENG ASCE 7-02: EXPOSURE C COMMON RESIDENTIAL GABLE END WIND BRACING REQUIREMENTS - STIFFENERS. 100 MPH, SOFT. MEAN HGT, ASCE 7-02, H LESS THAN 4'6" — NO STUD BRACING REQUIRED CLOSED BLDG, LOCATED ANYWHERE IN ROOF, CAT `II, H GREATER THAN 4'6" TO 7'B" IN LENGTH EXP C, WIND TC DL=5.0 PSF, WIND BC DL --6.0 AF. PROVIDE A 2X6 STIFFBACK;,AT MID—HEIGHT AND BRACE STIFFBACK LATERAL CHORD BRACING REQUIREMENTS TO ROOF DIAPHRAGM EVERY 6'0" (SEE DETAIL BELOW OR TOP: CONTINUOUS ROOF SHEATHING REFER TO DRAWING Al0036EE0405). BOT: CONTINUOUS CEILING DIAPHRAGM H GREATER THAN 7'6" TO 12'0" MAX: SEE ENGINEER'S SEALED DESIGN REFERENCING THIS DETAIL PROVIDE A 2X6 STIFFBACK AT MID—HEIGHT AND BRACE FOR LUMBER, PLATES, AND OTHER INFORMATION NOT SHOWN TO ROOF DDIAPHRAGM R HRAGM VERY 4'0- (SEE DETAIL BELOW OR ON THIS DETAIL. NAILS: 10d COMMON OR BOX (0.148"X 3.",MIN) NAILS OR OPTIONAL 2X L—REINFORCEMENT ATTACHED GUN (0.125-X 3. -,min) NAILS. TO STIFFBACK WITH 10D BOX OR GUN (0.128" X 3", MIN.) NAILS @ 6" O.C. 45• 2X4 BLOCKING NAILED TO SHEATHING AND EACH TRUSS H 2X4 STUD, #3 OR BETTER DIAGONAL BRACE ATTACH EACH END FOR 560#.., L 2X6 #2 STIFFBACK ATTACHED TO EACH STUD W/ (4) 10 D BOX OR GUN (0.123" X 3"0 4MIN.). NAILS. ,`11��JJJ�� • THIS DRAWING REPLACES DRAWING 58488/GE ••YARNING•. TRUSSES RERUIRE EXTREME CARE IN FABRICATING, HArmLtNG, sHIPPnNG%.nBRACING By Nsta.uNG AND TC LL PSF REF GE WHALER INSTITUTE, REFER �A�GRTH LEE STR., SI11TE�311!�TALEXAlmR1A. V0. EH31T 4f�I1�P � NOGH�iRUSS COLWCII. QF �` �� a e • o �� / AMERICA. 6300 ENTERPRISE W, MADISW, VI 9377ri FDR SAFETY PRACTICES PMR TO PERPORNING THESE • • FIBQCTIONS UNLESS OTHERWISE D�IlDICATEH, TOP WIRD SHALL HAVE PROPERLY ATTACHED sTRucTuatAL � ��G •• � TC DL PSF DATE 2 23/07 PANELS AND BDTmN CHAD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. .� ; : BC DL PSF DRWG GHLBRSTD0207 ..mPDRrANr.. FIBINISH COY Di THIS DESIGN. To INSTALLATION CONTRACTOR. nv HCG. INC, sHALL,� 34 NOT BE RESPONSIBLE FDR ANY DEVIATION FROM THIS DESIGN; ANY'FAILURE TO SUR -0 THE TRUSS IN +� • .� C LL PSF —ENG SJP/KAR CMlFORMANCE WITH TPI1 OR FABRICATING. HANDLING, •'SLOPPING. INSTALLING 6 BRACING DF TRUSSES "' • • DESIGN CDNFmtHS WITH APPLICABLE PRDVISIDHS OF NDS (NATIONAL DESIGN SPEC, BY AFLPAT AND TPI • • ALPINE ITV, BCG CONNECTOR PLATES ARE MADE OUSE 13F THIS F i'.OJ1H/l6GA N,H/SS/10 ASTM A6S3 GRADE 40/60 N,K/H,SSi OT. LD. PSF GALV. STEEL APPLY PLATES TO EACH FACE OF TRUSS -AND. UNLESS OTHERWISE LOCATED ON THIS ►^ • • ,,• DESIGN, POSITION PER nRAVIHGs 1611A -Z ANY INSPECTION �' PLATES ��"�+�" BY (D sHAu HE PEIG • (�] . �!` OUR. FAC. 1T� DUILOING COMPONENTS GROUP, INC. ANIO]I A3 17F TPI I-2000 SEG 3. A SEAL ON 7HIS DRAMING INDICATES ACCEPTANCE OF PROFESSI@IAL F •• POMPANO REACH, FLORIDA ENGINEERING RESPONSIBILITY SOLELY FOR THE TRl1SS CDHPONENT DESIGN SFEIVN. THE SUiTABH.ITY APID / O JJ ANSI/TPI f SEC@C�� FDR ANY ButLDING IS THE RESPDN57HILITY DF.THE BUILDING DESIGNER, PER ��A . 'o R I�P,('�\?�11� MAX SPACIN NAL V', G 24" NAL V', C TO BEARING STRONG BACK DETAIL SYSTEM -42 OR FLAT TRUSS ALTERNATE LOCATIONS ALTERNATE DETAIL FOR STRONG BACK, NOT LINING UP WITH A/C CHASE r v VERTICAL,ONE FACE •NLY Will 1\ i1Z� A/ TO BEARING 10'-0" 0/C MAX ALTERNATE LOCATIONS =0 #4 or @10d STRONG BACK CAN BE ATTACHED \TO TOP OR BOTTOM OF VERTICAL �```s�du S"L�'�'i CO INEEF 7�C 4th AT= ,a ;r F YL � r VALLEY TOP CHORD 2X4 SP #2 OR SPF #1/#21; 1/#2 OR BETTER. HOT CHORD 2X3(*) OR 2X4 SP #2N 0 SPF #1/#2 OR BETTER. WEBS 2X4 SP #3 OR BETTER. * 2X3 MAY BE RIPPED FROM A 2X81 (PITCHED OR SQUARE). ** ATTACH EACH VALLEY TO EVERY PORTING TRUSS WITH: 12" STRAP (3) 10d NAILS FORM S ASCE 7-02 148 MPH WIND SPEED a Ir' I I �D CUT rM CHORD W2X4 20-0-0 MAX (++) -I SUPPORTING TRUSSES AT 24' OC MAXIMUM SPACING. 7 �QALPINE 7 ALPINE ENGINEERED PRODUCTS. INC. POMPANO BEACH, FLORIDA A TRU �� . �� °•= �� um!pPECIFfkW-M--9NGIIjkER'•S SEALED DESIGN, APPLY 1X4 "T"—BRACE, 80% LENGTH.19 WEB, VAUZY WEB; tARE SPECIES AND GRADE OR BETTER, ATTACHED WITH mdS-Ox (0.11'8"-X 2.5"). NAILS AT B" OC, OR CONTINUOUS LATERAL BRACING, EQUAI_Y'SIxACEDFOiIfi� VERTALVALLEY WEBS GREATER THAN 7'9". MAXIMiFM VA 1t'cVERTIt&HEIdiT MAY NOT EXCEED 12'0". TOP CHO6AFp'TRLfS �'HE1Ai VALLEY SET MUST BE BRACED WITH: PROPERL ''4'r4v� `�IFD - RATED SHEATHING APPLIED PRIOR TO VALLEY TRUSS INSTALLATION OR PURLINS AT 24" OC OR AS OTHERWISE SPECIFIED ON ENGINEERS' SEALED DESIGN OR BY VALLEY TRUSSES USED IN LIEU OF PURLIN SPACING AS SPECIFIED ON ENGINEERS' SEALED DESIGN. *** NOTE THAT THE PURLIN SPACING FOR BRACING THE TOP CHORD OF THE TRUSS BENEATH THE VALLEY IS MEASURED ALONG THE SLOPE OF THE TOP CHORD. ++ LARGER SPANS MAY BE BUILT AS LONG AS THE VERTICAL HEIGHT DOES NOT EXCEED 12'0": BOTTOM CHORD MAY BE SQUARE OR PITCHED CUT AS SHOWN. VALLEY SPACING 11 24" 0/C m SQUARE CUT BOTTOM CHORD VALLEY 24" 0/C, 12" STRAP (3)-10d x 1.5" NAIL EACH END u s !i J�.�r.CAln L THE sunx Nfl A� W2X4 OPTIONAL STUB END DETAIL OPTIONAL HIP JOINT DETAIL PARTIAL FRAMING PLAN TIRS DRAWING REPLACES DRAWING A105 TC LL 20 20 R S LAARRGEROAS RE RQ'D PSF BC DL 10 4-0-0 MAX 12 BC LL 10 12 MAXI— W2X4 I W2X4 W24 F-----8-0-0 MAX - 12 12 MAX. PSF I �D CUT rM CHORD W2X4 20-0-0 MAX (++) -I SUPPORTING TRUSSES AT 24' OC MAXIMUM SPACING. 7 �QALPINE 7 ALPINE ENGINEERED PRODUCTS. INC. POMPANO BEACH, FLORIDA A TRU �� . �� °•= �� um!pPECIFfkW-M--9NGIIjkER'•S SEALED DESIGN, APPLY 1X4 "T"—BRACE, 80% LENGTH.19 WEB, VAUZY WEB; tARE SPECIES AND GRADE OR BETTER, ATTACHED WITH mdS-Ox (0.11'8"-X 2.5"). NAILS AT B" OC, OR CONTINUOUS LATERAL BRACING, EQUAI_Y'SIxACEDFOiIfi� VERTALVALLEY WEBS GREATER THAN 7'9". MAXIMiFM VA 1t'cVERTIt&HEIdiT MAY NOT EXCEED 12'0". TOP CHO6AFp'TRLfS �'HE1Ai VALLEY SET MUST BE BRACED WITH: PROPERL ''4'r4v� `�IFD - RATED SHEATHING APPLIED PRIOR TO VALLEY TRUSS INSTALLATION OR PURLINS AT 24" OC OR AS OTHERWISE SPECIFIED ON ENGINEERS' SEALED DESIGN OR BY VALLEY TRUSSES USED IN LIEU OF PURLIN SPACING AS SPECIFIED ON ENGINEERS' SEALED DESIGN. *** NOTE THAT THE PURLIN SPACING FOR BRACING THE TOP CHORD OF THE TRUSS BENEATH THE VALLEY IS MEASURED ALONG THE SLOPE OF THE TOP CHORD. ++ LARGER SPANS MAY BE BUILT AS LONG AS THE VERTICAL HEIGHT DOES NOT EXCEED 12'0": BOTTOM CHORD MAY BE SQUARE OR PITCHED CUT AS SHOWN. VALLEY SPACING 11 24" 0/C m SQUARE CUT BOTTOM CHORD VALLEY 24" 0/C, 12" STRAP (3)-10d x 1.5" NAIL EACH END u s !i J�.�r.CAln L THE sunx Nfl A� W2X4 OPTIONAL STUB END DETAIL OPTIONAL HIP JOINT DETAIL PARTIAL FRAMING PLAN TIRS DRAWING REPLACES DRAWING A105 TC LL 20 20 PSF TC DL 15 7 PSF BC DL 10 5 PSF BC LL 10 10 PSF TOT. LD. 55 42 PSF DURFAC. 1.25 1.251.15 SPACING 24" REF VALLEY DETAIL DATE OCT./18/2005 DRWG -ENG MLH/KAR VALLEY TOP CHORD 2X4 SP #2 OR SPF #1/#2I OR BETTER. BOT CHORD 2X3(*) OR 2X4 SP #2N 0 SPF #1/#2 OR BETTER. WEBS 2X4 SP #3 OR BETTER. 2X3 MAY BE RIPPED FROM A 2X81 (PITCHED OR SQUARE). ** ATTACH EACH VALLEY TO EVERY � PORTING TRUSS WITH: 12" STRAP (3) 10d NAILS FOR MW+FS ASCE 7-02 148 MPH WIND SPEED a r A-� I CUT FROM 2X8 OR LARGER AS REQ'D 4-0-0 MAX 12 12 4! /� W2X4 W2X4 W 4 --8-0-0 MAX ----i PITCHED CUT VA LEY CHORD C4 20-0-0 MAX (++) SUPPORTING TRUSSES AT 24" OC MAXIMUM SPACING. �7 ALPINE AMPINE ENGINEERED PRODUCTO. WG POMPANO MAW_ FLORIDA le W2X4 qaa d J - pp TRU..;,-I�i � n.. v 1�>�J UNLE:9: PECIFMY�•XR(LINGII�gIi� SEALED DESIGN, APPLY 1X4 "T" -BRACE, 80% LENCT„H 919 WEB, VAIlEY WEE; '` MO SPECIES AND GRADE OR BETTER, ATTACHED WITH ;j'* X (0.113,"-X 2.fi"), N&S AT 8" OC, OR CONTINUOUS LATERAL BRACING, EQUAi Y� RACED(pFC 1� VERTjb& �V_ALLEY WEBS GREATER THAN 7'9"•. MAX1MW VAl e'VERTI6&HEld iT MAY NOT EXCEED 12'0". TOP CHO •'bit-sRi-MS ABE16AA VALLEY SET MUST BE BRACED WITH: PROPERL ,"t T�1 B,��PED SHEATHING APPLIED PRIOR TO VALLEY TRUSS INSTALLATION • OR PURLINS AT 24" OC OR AS OTHERWISE SPECIFIED ON ENGINEERS' SEALED DESIGN OR BY VALLEY TRUSSES USED IN LIEU OF PURLIN SPACING AS SPECIFIED ON ENGINEERS' SEALED DESIGN. "** NOTE THAT THE PURLIN SPACING FOR BRACING THE TOP CHORD OF THE TRUSS BENEATH THE VALLEY IS MEASURED ALONG THE SLOPE OF THE TOP CHORD. ++ LARGER SPANS MAY BE BUILT AS LONG AS THE VERTICAL HEIGHT DOES NOT EXCEED 12'0'': BOTTOM CHORD MAY BE SQUARE OR PITCHED CUT AS SHOWN. VALLEY SPACING 24" 0/C m SQUARE CUT BOTTOM CHORD VALLEY * c,4 • 24" O/C, 12" STRAP (3)-10d s 1.5" NAIL EACH END ``�t1tt111U1�¢, ��`U S f W2X4 OPTIONAL STUB END DETAIL OPTIONAL HIP JOINT DETAIL PARTIAL FRAMING PLAN THIS DRAWING REPLACES DRAWING A105 TC LL 20 20 PSF REF VALLEY DETAIL TC DL 15 7 PSF DATE OCT./18/2055 exrwe uwu:A,ru r"r wwxu arwu. "Ave r"urra".r ArrA BC DL H CHORD SHAD. HrSVE A PROPERLY ATTACHEO R10D] CEILIM i L40' ' 4J iU&• 39414• SF DRWG OF THIS OESIQN TA WSTALLATDW CONTRACTOR, ALPWE ENOWWEEIiED+' • RESPONSIBLE FOR ANY WBATDW FROM THIS DESIGNI ANY FALIAE Tom+ • STA • �" OF • ALI BC LL • SF -ENG CE WITH TPII OR FABRICATMIL Hp isoI@BS�OFSHIPPDVO. WSTALltN6 d 'y • opur. PUFF �T n 1GH .• TOT. LD. SF J42 NNEcTOR PLATES ME MADE E S/10A W.W ADA APPLY PLATES TO EACH FACE OF TRUSS AND UNLESS OTHERWISE�DRAW= - �, ••• IM -Z ANY WSPECTION OF PLATES FOLLOWED BYI SM 3. A SEAL CN TMS BRAV04 OMMATES ACCEPTANCE/ DDR FAC. ANY MUM IS THE KV13WORITY OF TK 5 1 RIDFIX A SPACING 24" W ,. Y. 7 f •. x .S .. e ASCE 7-02: 130 / 140 MPH WIND SPEED, 30' MEAN HEIGHT, ENCLOSED, I = 1.OD, EXPOSURE C fir ERiCA,�6'3Q0�' EIENT E I.RCAI yRAD1S '� VI'33719'b% SAFETY PRACTICES PRIOR TO"�'PEWORKONG'�'� THESE FUNCTIONL UNLESS OIElEWSE IMCATED TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTUR& PANELS AND BUITOM CHM SMALL HAVE A PROPERLY ATTACHED RIGID CEILING ALPINE KmWMANTmm FIAOM COPY OF THIS DESIGN m DOTALLATTDN ERiTRACTOR. ALPINE EHmNEERED PRODUCTS. Dr- SHALL MQT BE RESP@ISIDLE FOR ANY DEVIATION FROM UOS DESIGN) ANY FAILURE TD BUILD THE TRUSS IN CONFORMANCE Wn" TP L OR FAHRICAM MAKILLNG SHIPPDEL 1NSTALLIN6 i BRACING OF TRUSSEL DESIGN CONFORMS PITH APPLICABLE PROVISIONS tF NDS QrA7ICNAL DESIGN SPEC, BY AFLPA) AND TPI. ALPINE CONNECTOR PLATES ARE NAME OF @OAR/16GA CVJVSAO ASTM A683 GLIDE 7 40/60 CWX�tt1/�MM,S)•GALV. STEELL, APPLY PLATES TO EACH FACE L: TRUSS AND, IN= OTFERYISE LOCATED ALPIN[:[.NGINEERF� PRODUCTS. INC. ON THIS 1ESIG6 PDSITHN PER BRAWINGS )6GA-Z ANY INSPECTION OF PLATES FOLLOWED BY (D SHALL BE PER ANNEX AS OF TPI I-= SEC. G A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF POMPANO SEACH.FLORIDA PROFESSIONAL. ENGINEERNN RESPONSIBILITY SOLELY FOR THE TRLW CWVO ENT DESIGN SMOVML THE SULTABI.ITY AND USE or TMS COMPO09 FOR ANY BUILWO IS THE RESPONSIBILZIT OF THE BLUMNT BESIGNt]t, PER ANSUTPI 1 SEG P. L Imo. 1',NGIIV " ' T5 Y.A. 485 SR 41L IR1E �y .. OF , C fjv. �P�C� BRACING jaRoup SPECIES AND GRADES: GROUP A. �RVCE-PINE-PIR HEN -FDS S sru LNIUMA9 FDt-LARCH SOUTHERN PIKE s s GROUP B: PIIt 1 at BTR L sounwo � 42 P 1 a 2 GABLE TRUSS DETAIL NOTES: LIVE LOAD DEFIECITON CRIWER1A IS 1/0.40. PROVIDE UPIM COINNUMONs FOR 180 PLF OVER CONTINUOUS BEARING (8 PSF TC DEAD LOAD). tiABLE END vQrPDIm LOAD FROM 4' 0' OUTIDDRICRS 11111 B' O' OVERHANG, OR la' PLYWOOD OVE611010. ATTACH EACH "L' MUCH 111TH 10d NATTB. * FOR (1) 'I.' RR&M SPACE MADS AT II. O.C. IN 18' END ZOnS AND 4" O.C. BETWEEN ZONES. **FOR. (2) W ERACFS: SPACE NAILS AT S' O.C. DT 18' IIID ZONES AND 8' O.C. BET`NZEN ZONES. W BRACING MOST BE A MMM OF BOX OF WEB IMER LENGTH. 11 GAM VERTICAL PLATE SIZES CAL IIT 2II4BRACE GABLE VERTICAL 8PACWG I SPECW GRADE NO BRACES (1) 1X4 'I,' BRACE • (1) 2%4 if BRACE • GROUP A GROUP B GROUP A GROUP B (2) 2X4 'L" BRACE 2X8 'L" BRACE • (2) I= is BRACE u GROUP A GROUP B GROUP A GROUP B GROUP A GROUP B z a Q�DFL U U ci � SPF HF Cl 1 2 3' 2' 5' 8" 6 B" __4r_5_7'_ 8 8" _F, 8 9 10 B 0" iD 9 10' 7" 12' 9" 12' 7 3 _V 1" 4 B 5 10 10 10 9 1 9 1 12 3 12 3 STUD 3 1" 4' S" 4 5" 6 10 5' N 7 10 7 10 9 1 9 1' 12 9 12' 9 3 AR 2 11 3' 9" 9 9 6 0" 5 0 8 9 8 9 7' IW 71 101 10 10 7 sp 1 9 8' S' 8" 5' 111 8' 8 7 0 7' 10 8 5" 10' 9 11 1" 12' 3 19' 2" 2 3 6 6 8 5 11 8 8 7 7 1 B 6" 1w 3 11 1 —Re 3 13 2 3 3' 3" 4' B --4'6— a D" 8 0 10 B 1" 9 4 _f_4' 12 3 12' S .� 3 3 4 8 4 6 6 11 6 11 7 10 B O ' 9 9 9 3 1 3 _r —W—,r- 12.8 _07-0"r-_ STANDARD 3' 0' 3' 10 3' 10" 6 1' B 1 8' 11" 11" B' 0 10' 10" E -U i[�=] OR DOUBLE SPF HF [7 C 1 2 3' B' 6' 4 8' 8" 8 7 B 8 11 --DT-20 11 9 12 1 14 0 9 3' Y 5' 5" 5' 5" 7 2 7' 2 B' 11" B' 11" 11 2 11 2 14 0 14' 0" STUD 3' 7M 6, 6 5 6 7 B 11 8 11" 11 1 it 1 14' D" 14. STANDARD 3' 7" 4' 8" 4' B' 8' 2" 8 2" B' 3' —iS' 9' 7 9' 7" 12 11" 12' 11" SP 1 4 0' 8' 4 8 10 7' 8 8' 1 B 11 9 11 12 8 --14'0 14 0" 2 3' 11 8 4' 8 10' 7 8" 8 1" B' 11" 9 7 11 B 12' B 14 0 " 14 0- a DFL 4 3' 9' 6' 7" 6 7' 7' 4" 7 4 8 11 __9r6" 11 6 11 5" 14 0" '_T47 _,r_ STUD 3' 9' S' e" 5' 8" 7 3" 7' 3 B 11 8 6' 11' 4 11' 4" 14 0" 14' 0" STANDARD Sr 8' 4 r 4 9" B 3" B 3 8 6 8 8" _7_51r- —w—V_ 13 3 13 3" U ��++ �T )XPi HF 1 2 4' 0' . 8' it 7' 2" B 3" 8' B" 9' 10' 10 1 12 11 13' 4" 14' 0' #3 3' 11" 8 3 B 3" 8 30 B 3 9 10 9 10" 1 111 12 11' 74'0- 14 0" STUD 3' 11" 8 ' 3" 6 3 8' 9" B' 3" 9' iD 9 10' 12 10 12' 30" 14' 0' 14' 0' ' Q w � STANDARD 3' 11' 6' 4" 6 4" 7 1" 1 9 8' B 8' 11 1 11 r 14 0" 14' 0' S P DFL 1 4' 5' B' 11" 7' 8" 8' 3 8 31" 9' 10 10 7 12 11 13' 11' 14' 0" 14' 6 2 4 4' 8 11 7 B" B' 3" B 11 9 10" 10' 7 1 11 13 11 14 0" 14 0" 3 4' 2' B' 6" 8' 6' B' 3". 8' 8' 9' 10' 10' 4' i2 it 13' 9' 14' 0' J14' 14' 0' sm 4' 2' 8' 4 B' 4 B' 9' 10" 10' 4 12 11 13 1" 14 0 0' STANDARD 4' 0' S' 8" 6' B" 7' 3" 7' 3 9 9 9' 9' 11' 4" 11' 4" 14' D' 14' O' fir ERiCA,�6'3Q0�' EIENT E I.RCAI yRAD1S '� VI'33719'b% SAFETY PRACTICES PRIOR TO"�'PEWORKONG'�'� THESE FUNCTIONL UNLESS OIElEWSE IMCATED TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTUR& PANELS AND BUITOM CHM SMALL HAVE A PROPERLY ATTACHED RIGID CEILING ALPINE KmWMANTmm FIAOM COPY OF THIS DESIGN m DOTALLATTDN ERiTRACTOR. ALPINE EHmNEERED PRODUCTS. Dr- SHALL MQT BE RESP@ISIDLE FOR ANY DEVIATION FROM UOS DESIGN) ANY FAILURE TD BUILD THE TRUSS IN CONFORMANCE Wn" TP L OR FAHRICAM MAKILLNG SHIPPDEL 1NSTALLIN6 i BRACING OF TRUSSEL DESIGN CONFORMS PITH APPLICABLE PROVISIONS tF NDS QrA7ICNAL DESIGN SPEC, BY AFLPA) AND TPI. ALPINE CONNECTOR PLATES ARE NAME OF @OAR/16GA CVJVSAO ASTM A683 GLIDE 7 40/60 CWX�tt1/�MM,S)•GALV. STEELL, APPLY PLATES TO EACH FACE L: TRUSS AND, IN= OTFERYISE LOCATED ALPIN[:[.NGINEERF� PRODUCTS. INC. ON THIS 1ESIG6 PDSITHN PER BRAWINGS )6GA-Z ANY INSPECTION OF PLATES FOLLOWED BY (D SHALL BE PER ANNEX AS OF TPI I-= SEC. G A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF POMPANO SEACH.FLORIDA PROFESSIONAL. ENGINEERNN RESPONSIBILITY SOLELY FOR THE TRLW CWVO ENT DESIGN SMOVML THE SULTABI.ITY AND USE or TMS COMPO09 FOR ANY BUILWO IS THE RESPONSIBILZIT OF THE BLUMNT BESIGNt]t, PER ANSUTPI 1 SEG P. L Imo. 1',NGIIV " ' T5 Y.A. 485 SR 41L IR1E �y .. OF , C fjv. �P�C� BRACING jaRoup SPECIES AND GRADES: GROUP A. �RVCE-PINE-PIR HEN -FDS S sru LNIUMA9 FDt-LARCH SOUTHERN PIKE s s GROUP B: PIIt 1 at BTR L sounwo � 42 P 1 a 2 GABLE TRUSS DETAIL NOTES: LIVE LOAD DEFIECITON CRIWER1A IS 1/0.40. PROVIDE UPIM COINNUMONs FOR 180 PLF OVER CONTINUOUS BEARING (8 PSF TC DEAD LOAD). tiABLE END vQrPDIm LOAD FROM 4' 0' OUTIDDRICRS 11111 B' O' OVERHANG, OR la' PLYWOOD OVE611010. ATTACH EACH "L' MUCH 111TH 10d NATTB. * FOR (1) 'I.' RR&M SPACE MADS AT II. O.C. IN 18' END ZOnS AND 4" O.C. BETWEEN ZONES. **FOR. (2) W ERACFS: SPACE NAILS AT S' O.C. DT 18' IIID ZONES AND 8' O.C. BET`NZEN ZONES. W BRACING MOST BE A MMM OF BOX OF WEB IMER LENGTH. 11 GAM VERTICAL PLATE SIZES CAL IIT GAM TRUSS LESS THAN 4' 0' DIAGONAL BRACE OPTION: GREATER THAN 4 W. BUT Las TRW u' 8" 1 BX4 YERiTCAL LENGTH )LAY DE 2.ff4 110U81 EDWHEN DIAGONAL BRACE isUSED. CONNECT DIAGONAL BRACE FOR Mj ATMCR FIND. NATI WEB TWAL L1wm 2X4 SP OR DF -L a2 OR VERTICAL ISNGTII 8HO1Ii BEIM DIAGONAL IN TABLE ABOVE. BRACE; EAGLE V OR DOUBLE OUT (AS SRDWN) AT UPPER END CONNECT DIAGONAL AT MIDPOINT OF VERTICAL TUEIL fir ERiCA,�6'3Q0�' EIENT E I.RCAI yRAD1S '� VI'33719'b% SAFETY PRACTICES PRIOR TO"�'PEWORKONG'�'� THESE FUNCTIONL UNLESS OIElEWSE IMCATED TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTUR& PANELS AND BUITOM CHM SMALL HAVE A PROPERLY ATTACHED RIGID CEILING ALPINE KmWMANTmm FIAOM COPY OF THIS DESIGN m DOTALLATTDN ERiTRACTOR. ALPINE EHmNEERED PRODUCTS. Dr- SHALL MQT BE RESP@ISIDLE FOR ANY DEVIATION FROM UOS DESIGN) ANY FAILURE TD BUILD THE TRUSS IN CONFORMANCE Wn" TP L OR FAHRICAM MAKILLNG SHIPPDEL 1NSTALLIN6 i BRACING OF TRUSSEL DESIGN CONFORMS PITH APPLICABLE PROVISIONS tF NDS QrA7ICNAL DESIGN SPEC, BY AFLPA) AND TPI. ALPINE CONNECTOR PLATES ARE NAME OF @OAR/16GA CVJVSAO ASTM A683 GLIDE 7 40/60 CWX�tt1/�MM,S)•GALV. STEELL, APPLY PLATES TO EACH FACE L: TRUSS AND, IN= OTFERYISE LOCATED ALPIN[:[.NGINEERF� PRODUCTS. INC. ON THIS 1ESIG6 PDSITHN PER BRAWINGS )6GA-Z ANY INSPECTION OF PLATES FOLLOWED BY (D SHALL BE PER ANNEX AS OF TPI I-= SEC. G A SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF POMPANO SEACH.FLORIDA PROFESSIONAL. ENGINEERNN RESPONSIBILITY SOLELY FOR THE TRLW CWVO ENT DESIGN SMOVML THE SULTABI.ITY AND USE or TMS COMPO09 FOR ANY BUILWO IS THE RESPONSIBILZIT OF THE BLUMNT BESIGNt]t, PER ANSUTPI 1 SEG P. L Imo. 1',NGIIV " ' T5 Y.A. 485 SR 41L IR1E �y .. OF , C fjv. �P�C� BRACING jaRoup SPECIES AND GRADES: GROUP A. �RVCE-PINE-PIR HEN -FDS S sru LNIUMA9 FDt-LARCH SOUTHERN PIKE s s GROUP B: PIIt 1 at BTR L sounwo � 42 P 1 a 2 GABLE TRUSS DETAIL NOTES: LIVE LOAD DEFIECITON CRIWER1A IS 1/0.40. PROVIDE UPIM COINNUMONs FOR 180 PLF OVER CONTINUOUS BEARING (8 PSF TC DEAD LOAD). tiABLE END vQrPDIm LOAD FROM 4' 0' OUTIDDRICRS 11111 B' O' OVERHANG, OR la' PLYWOOD OVE611010. ATTACH EACH "L' MUCH 111TH 10d NATTB. * FOR (1) 'I.' RR&M SPACE MADS AT II. O.C. IN 18' END ZOnS AND 4" O.C. BETWEEN ZONES. **FOR. (2) W ERACFS: SPACE NAILS AT S' O.C. DT 18' IIID ZONES AND 8' O.C. BET`NZEN ZONES. W BRACING MOST BE A MMM OF BOX OF WEB IMER LENGTH. 11 GAM VERTICAL PLATE SIZES CAL IIT NO SPLICE LESS THAN 4' 0' 4 OR SOIs GREATER THAN 4 W. BUT Las TRW u' 8" 1 BX4 G 'B 2.ff4 + ASPEN TD COIWON "WHO DESIGN FOR PF.AIC, SPLTm am um- PLATES AMAX LOADING 66 PSF AT S25 DUR. FAC. 50 PSF AT 25 DUR. FAC. 42 PSF AT DUR. FAC. MAX. SPACING 24.0" REF ASM-02-GaIM0 DAT19 OCT/5/2007 DRWG -ENG • • r, Standard Responsibilities in the Design and Application of Metal Plate Connected Wood Trusses Approved February 2008 PREAMBLE ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction is the industry's consensus standard and is referenced by the IBC and IRC. The following text is a compilation of the requirements provided in ANSI/TPI 1-2007, Chapter 2, with permission from the publisher, the Truss Plate Institute (TPI), www.tpinst.org. The requirements are specifically categorized into two distinct areas — when the legal requirements mandate a Registered Design Professional (RDP) is used and when they do not. Terms that are capitalized are in ANSI/TPI 1 and in BCSI, Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. 1.0 GENERAL PURPOSES The purpose of ANSI/TPI 1, Chapter 2, is to define and draw attention to the responsibilities of the Owner, Registered Design Professional for the Build- ing or Building Designer, Contractor, Truss Design Engineer or Truss Designer, and Truss Manufacturer, with respect to the application of Trusses in the construction of a Building. 2.0 REQUIREMENTS OF THE OWNER 2.1 Building Permit. Where required by Legal Require- ments, including the Building Code, the Owner shall obtain a Building Permit. If special inspections or structural observations related to Trusses are required as part of the Con- struction Documents and/or permitting process, these requirements shall be communicated in writing to the Contractor or Truss Manufacturer as appropriate. 2.2 Engagement with the RDP/Building Designer. The Owner shall engage a RDP/Building Designer to prepare the Construction Documents. In the absence of a mandate to use an independent RDP/Building Designer, the Owner shall assume the role of Building Designer. 2.3 Engagement with the Contractor. The Owner shall engage a Contractor to store, handle and install the Trusses for the Building, in compliance with any and all Legal Requirements. 2.4 Review and Coordinate Submittal Packages. The Owner or Owner's representative shall be responsible for ensuring that the requirements of Section 5.2 are accomplished. 2.5 Long Span Truss Requirements. 2.5.1 Restraint/Bracing Design. In all cases where a Truss clear span is 60 ft. (18 m) or greater, the Owner shall contract with any RDP for the design of the Temporary Installation Restraint/Bracing and the Permanent Indi- vidual Truss Member Restraint and Diagonal Bracing. 2.5.2 Special Inspection. In all cases where a Truss clear span is 60 ft. (18 m) or greater, the Owner shall contract with any RDP to provide special inspections to assure that the Temporary Installation Restraint/ Bracing and the Permanent Individual Truss Member Restraint and Diagonal Bracing are installed properly. 2.6 Responsibility Exemptions. The Owner is re- sponsible for items listed in Section 2.0, and is not responsible for the requirements of other parties specified outside of Section 2.0. 3.0 REQUIREMENTS OF THE RDP/ BUILDING DESIGNER 3.1 Construction Documents. The Construction Docu- ments shall be prepared by a RDP/Building Designer and shall be of sufficient clarity to indicate the loca- tion, nature and extent of the work proposed, and show in detail that such documents conform to the Legal Requirements, including the Building Code. 3.2 Deferred Submittals. The RDP/Building Designer shall list the Deferred Submittals on the Construction Documents. The RDP/Building Designer shall review Deferred Submittals in accordance with Section 3.3. 3.3 Review Submittal Packages. The RDP/Building Designer shall review the Truss Submittal Package for compatibility with the Building design. All such submittals shall include a notation indicating that they have been reviewed and whether or not they have been found to be in general conformance with the design of the Building. 3.4 Required Information in the Construction Documents. The RDP/Building Designer, through the Construction Documents, shall provide information sufficiently accurate and reliable to be used for facili- tating the supply of the Structural Elements and other information for developing the design of the Trusses for the Building, and shall provide the following: (a) All Truss and Structural Element orientations and locations. (b) Information to fully determine all Truss profiles. (c) All Structural Element and Truss support locations and bearing conditions (including the Copyright © 2002-2009 TTBDRESP-D 091207 allowable bearing stress). (d) The location, direction, and magnitude of all dead, live, and lateral loads applicable to each Truss including, but not limited to, loads attributable to: roof, floor, partition, mechanical, fire sprinkler, attic storage, rain and ponding, wind, snow (including snow drift and unbalanced snow), seismic; and any other loads on the Truss. (e) All anchorage designs required to resist uplift, gravity, and lateral loads, (f) Adequate Truss -to -Structural Element connections, but not Truss -to -Truss connections. (g) Permanent Building Stability Bracing; including Truss anchorage connections to the Permanent Building Stability Bracing. (h) Criteria related to serviceability issues including: (1) Allowable vertical, horizontal or other required deflection criteria. (2) Any dead load, live load, and in-service creep deflection criteria for flat roofs subject to ponding loads. (3) Any Truss camber requirements. (4) Any differential deflection criteria from Truss -to -Truss or Truss -to- adjacent Structural Element. (5) Any deflection and vibration criteria for floor Trusses including: (a) Any strongback bridging requirements. (b) Any dead load, live load, and in-service creep deflection criteria for floor trusses supporting stone or ceramic tile finishes. (6) Moisture, temperature, corrosive chemicals and gases expected to result in: (a) Wood moisture content exceeding 19 percent, (b) Sustained temperatures exceeding 150°F, and/or (c) Corrosion potential from wood preservatives or other sources that may be detrimental to Trusses. Parallel Chord Trusses. 4.1.2 Substitution with Reinforcement. Permanent Individual Truss Member Restraint shall be permitted to be replaced with reinforcement designed to prevent An buckling (e.g., buckling reinforcement by T -reinforce- ment or L -reinforcement, proprietary reinforcement, etc.). 4.1.3 Project Specific Design. A project specific Truss member permanent lateral restraint/bracing design for the roof or floor Framing Structural System shall be permitted to be specified by any RDP/Building Designer. 4.2 Method Specified by any RDP/Building Designer. The method of Permanent Individual Truss Member Restraint and Diagonal Bracing for the Truss Top Chord, Bottom Chord, and Web members shall be per- mitted to be specified by any RDP/Building Designer. 4.3 Absence of Truss RestraintlBracing Method or Details. If a specific Truss member permanent bracing design for the roof or floor Framing Structural System is not provided by the Owner or any RDP/Building Designer, the method of Permanent Individual Truss Member Restraint and Diagonal Bracing for the Truss Top Chord, Bottom Chord, and Web members shall be in accordance with BCSI-133 or BCSI-137. 4.4 Trusses Spanning 60 Feet (18 m) or Greater. For Trusses with clear spans 60 ft. (18 m) or greater, see Section 2.5. 5.0 REQUIREMENTS OF THE CONTRACTOR 5.1 5.2 3.5 Responsibility Exemptions. The RDP/Building Designer is responsible for items listed in Section 3.0, and is not responsible for the requirements of other parties specified outside of Section 3.0. 5.3 4.0 REQUIREMENTS FOR THE PERMANENT MEMBER RESTRAINT/ BRACING OF TRUSS SYSTEMS 5.4 4.1 Method of Restraint. The method of Permanent Individual Truss Member Restraint/Bracing and the method of anchoring or restraining to prevent lateral movement of all Truss members acting together as a system shall be accomplished by: 5.5 4.1.1 Standard Industry Details. Standard industry Lateral Restraint and Diagonal Bracing details in accordance with BCSI-B3: Permanent Restraint/8rac- ing of Chords and Web Members and/or BCSI-137: Temporary & Permanent Restraint/Bracing for Information Provided to the Truss Manufacturer. The Contractor shall provide to the Truss Manufacturer a copy of all Construction Documents pertinent to the Framing Structural System and the design of the Trusses (i.e., framing plans, specifications, details, structural notes), and the name of the RDP/Building Designer if not noted on the Construction Documents. Amended Construction Documents upon approval through the plan review/permitting process shall be immediately communicated to the Truss Manufacturer. Information Provided to the RDP/Building Designer. The Contractor, after reviewing and/or approving the Truss Submittal Package, shall forward the Truss Submittal Package to the RDP/Building Designer for review. Shop Drawing Review. The Contractor shall not proceed with the Truss installation until the Truss Submittal Package has been reviewed by the RDP/ Building Designer. Means and Methods. The Contractor is responsible for the construction means, methods, techniques, sequences, procedures, programs, and safety in con- nection with the receipt, storage, handling, installation, restraining, and bracing of the Trusses. Truss Installation. The Contractor shall ensure that the Building support conditions are of sufficient strength and stability to accommodate the loads applied during the Truss installation process. Truss installation shall comply with installation tolerances shown in BCSI-131. Temporary Installation Restraint/ Bracing for the Truss system and the permanent Truss 2 Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses 0 0 system Lateral Restraint and Diagonal Bracing for the shall bear the seal and signature of the Truss Design completed Building and any other construction work Engineer. related directly or indirectly to the trusses shall be Exception: When a Cover/Truss Index Sheet is used, • installed by the Contactor in accordance with: it is the only document required to be signed and (a) The Construction Documents, and/or sealed by the Truss Design Engineer. (b) The Truss Submittal Package. 6.4 Truss Placement Diagram. When the Truss Place - For Trusses clear spanning 60 ft. (18 m) or greater, ment Diagram serves only as a guide for Truss instal - see Section 2.5. lation, it does not require the seal of the Truss Design 5.6 Pre- and Post -Installation Check. The Contractor Engineer. shall examine the Trusses delivered to the job site and examine the Trusses after they are erected and 6.5 Information on Truss Design Drawings. Truss installed for: Design Drawings shall include, at a minimum, the (a) Dislodged or missing connectors, information specified below: (b) Cracked, dislodged or broken members, or (a) Building Code used for design, unless specified (c) Any other damage that may impair the on Cover/Truss Index Sheet. structural integrity of the Truss. (b) Slope or depth, span and spacing. 5.7 Truss Damage Discovery. In the event that damage (c) Location of all joints and support locations. to a Truss is discovered that would likely impair the (d) Number of plies if greater than one. structural integrity of the Truss, the Contractor shall: (e) Required bearing widths. (a) Ensure that the Truss not be erected, or (f) Design loads as applicable, including: (b) That any area within the Building supported by (1) Top Chord live load (for roof Trusses, this any such Truss already erected shall be shall be the controlling case of live load or appropriately shored or supported to prevent snow load); further damage from occurring and shall (2) Top Chord dead load; remain clear and free of any load imposed by (3) Bottom Chord live load; people, plumbing, electrical, mechanical, (4) Bottom Chord dead load; bridging, bracing, etc. until field repairs have (5) Additional loads and locations; been properly completed per Section 5.8. (6) Environmental load design criteria (wind 5.8 Truss Damage Responsibilities. In the event of speed, snow, seismic, and all applicable factors as required to calculate the Truss • damage, the Contractor shall: loads); and (a) Contact the Truss Manufacturer and RDP/ (7) Other lateral loads, including drag strut loads. Building Designer for the Building to determine (g) Adjustments to Wood Member and Metal an adequate field repair and Connector Plate design values for conditions of (b) Construct the field repair in accordance with use. the written instructions and details provided by (h) Maximum reaction force and direction, including any Registered Design Professional. maximum uplift reaction forces where applicable. 5.9 Responsibility Exemptions. The Contractor is (i) Metal Connector Plate type, manufacturer, size, responsible for items listed in Section 5.0, and is and thickness or gauge, and the dimensioned not responsible for the requirements of other parties location of each Metal Connector Plate except specified outside of Section 5.0. where symmetrically located relative to the joint interface. 0) Size, species and grade for each Wood Member. 6.0 REQUIREMENTS OF THE TRUSS DESIGN (k) Truss -to -Truss connection and Truss field ENGINEERITRUSS DESIGNER assembly requirements. (1) Calculated span to deflection ratio and/or 6.1 Preparation of Truss Design Drawings. The Truss maximum vertical and horizontal deflection for Design Engineer shall supervise the preparation of live and total load and KCR as applicable. the Truss Design Drawings or the Truss Designer is (m) Maximum axial tension and compression forces responsible for the preparation of the Truss Design in the Truss members. Drawings based on the Truss design criteria and (n) Fabrication tolerance. requirements set forth in the Construction Documents (o) Required Permanent Individual Truss Member or as otherwise set forth in writing by the RDP/Build- Restraint location and the method of Restraint/ ing Designer as supplied to the Truss Designer by the Bracing to be used per Section 4.0. Truss Manufacturer. 6.6 Responsibility Exemptions. The Truss Designer 6.2 Single Truss Component Design. The Truss Design is responsible for items listed in Section 6.0, and is Engineer or Truss Designer shall be responsible for not responsible for the requirements of other parties • the single Truss component design depicted on the specified outside of Section 6.0. Truss Design Drawing. 6.3 Truss Design Drawing Seal and Signature. When 7.0 REQUIREMENTS OF THE TRUSS the Legal Requirements mandate a RDP design MANUFACTURER the Building, each individual Truss Design Drawing Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses 3 7.1 Truss Design Criteria and Requirements. The Truss RDP/Building Designer and/or Contractor for review determine the value for the Fabrication Tolerance to and/or approval per Section 5.2. Manufacturer shall obtain the Truss design criteria and 7.8 Reliance on Construction Documents. The Truss 8.3 be used in the design of the Trusses. Manufacturer shall be permitted to rely on the accuracy requirements from the Construction Documents. 7.10 Manufacturer Quality Criteria. The Truss Manufac- 7.2 Communication to Truss Designer. The Truss by the RDP/Building Designer and/or Contractor. turer shall manufacture the Trusses in accordance 7.9 Fabrication Tolerance. The Truss Manufacturer shall Manufacturer shall communicate the Truss design with the final Truss Design Drawings, using the criteria and requirements to the Truss Designer. quality criteria required by ANSI/TPI 1 unless more 7.3 Alternate Truss Designs. If an alternative or partial stringent quality criteria is provided by the Owner in set of Truss design(s) is proposed by the Truss Manu- writing or through the Construction Documents. facturer, Truss Design Engineer or Truss Designer, 7.11 In -Plant Truss Inspections. Truss inspections, as such alternative set of design(s) shall be sent to required by the Jurisdiction, shall be performed at and reviewed by the RDP/Building Designer prior to the manufacturer's facility using the manufacturer's manufacturing. These alternative set of design(s) do In -Plant Quality Assurance Program monitored by not require the seal of the Truss Design Engineer until an inspection agency approved by the Jurisdiction, accepted by the RDP for the Building. and shall satisfy any quality control/quality assurance 7.4 Truss Placement Diagram. Where required by the requirements for the Trusses, and shall satisfy any Construction Documents or Contract, the Truss Manu- designated in -plant special inspection requirements facturer shall prepare the Truss Placement Diagram for the Trusses. that identifies the assumed location for each individu- 7.12 Responsibility Exemptions. The Truss Manufac- ally designated Truss and references the corresponding turer is responsible for items listed in Section 7.0, Truss Design Drawing. The Truss Placement Diagram and is not responsible for the requirements of other shall be permitted to include identifying marks for other parties specified outside of Section 7.0. products including Structural Elements, so that they may be more easily identified by the Contractor during 8.0 CONTRACTS field erection. When the Truss Placement Diagram serves only as a guide for Truss installation and 8.1 Defer to Construction Documents. ANSI/TPI 1, requires no engineering input, it does not require the Chapter 2, is not intended to take precedence over seal of any Truss Design Engineer or RDP. the Construction Documents, where a Contract 7.5 Required Documents. The Truss Manufacturer shall between parties incorporates by reference the supply to the Contractor the Truss Submittal Pack- Construction Documents, and therefore the Construc- age, including the Truss Design Drawings, a Truss tion Documents shall apply as between the parties to Placement Diagram, if required by the Construction the Contract. Documents or Contract, and the required Permanent 8.2 Defer to Contract. ANSI/TPI 1, Chapter 2, is not Individual Truss Member Restraint and the method to intended to take precedence over a Contract as a be used per Section 4.0. Contract shall be permitted to contain provisions 7.6 Special Application Conditions. The Truss Manufac- that take precedence over ANSI/TPI 1, Chapter 2, turer shall be allowed to provide detail drawings to the and/or the Construction Documents. A party shall Contractor to document special application conditions. not exclude in a Contract a responsibility established 7.7 Truss Submittal Packages. Where required by the by ANSI/TPI 1, Chapter 2, or the Construction Documents unless that responsibility is assigned to Construction Documents or Contract, Legal Require- a qualified party and that party agrees to that assign- ments or the Building Official, the Truss Manufacturer ment. shall provide the appropriate Truss Submittal Package to one or more of the following: Building Official; Any changes made to the Construction Documents RDP/Building Designer and/or Contractor for review by contract shall be submitted, reviewed and ap- and/or approval per Section 5.2. proved by the Building Official. 7.8 Reliance on Construction Documents. The Truss 8.3 Incorporation into Contract. A Contract shall be Manufacturer shall be permitted to rely on the accuracy permitted to incorporate ANSI/TPI 1, Chapter 2, to and completeness of information furnished in the Con- establish the responsibilities of the parties to such struction Documents or otherwise furnished in writing Contract. by the RDP/Building Designer and/or Contractor. DEFINITIONS OF TERMS ARE AVAILABLE IN 7.9 Fabrication Tolerance. The Truss Manufacturer shall ANSI/TPI 1 AND BCSI. These recommendations should not be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing, restraining and bracing metal plate connected wood trusses for a particular roof or floor. SBCA—Structural Building I TrussTechnoloi9Y Truss Plate Institute Components Association 111h2lill-laill 218 North Lee Street, Ste. 312 Alexandria, VA 22314 6300 Enterprise Lane • Madison, WI 53719 An informational series designed to address 703/683-1010 . 608/274-4849 •608/274-3329 fax the issues and questions faced by professionals www.tpinst.org • mcassidy@tpinst.org wnww.sbcindustry.com • sbca@sbcindustry.com in the building construction process. ANSI -accredited standards developer Copyright @ 2002-2009 Truss Plate Institute, Inc., Alexandria, Virginia U.S.A. and SBCA— Structural Building Components Association, Madison, Wisconsin U.S.A. All rights reserved under International and Pan-American copyright conventions. Reproduction of this document, in any form, is prohibited without written permission from SBCA. This document should appear in more than one color. 4 FOR TRUSSES UP TO 2'-0" ON -CENTER AND 80'-0" IN LENGTH PARA TRUSSES HASTA 2 PIES EN CENTRO Y HASTA 80 PIES DE LONGITUD ® WARNING! Spans over 60' require more complex temporary installation re- straint/bracing. Consult a registered design professional. Los tramos mos de 60 pies requieren restriccOn/arriostre de instalaci6n temporal mos complejo. Consulte a un profesional registrado de disen"o. ® DANGER! Disregarding handling, installing, restraining and bracing safety recommendations is the principal cause of truss erection/installation accidents. EI no seguir las recomendaciones de manejo, instalaci6n, restriccOn y arriostre es la causa principal de los accidentes durance la ereccOn/instalaci6n de trusses. ® Lateral restraint is NOT adequate without diagonal bracing. Diagona La RestriccOn Lateral NO es adecuada sin el Arriostre Diagonal. bracing Q Always diagonally brace for safety! iSiempre arnostre diagonalmente para seguridadl MAXIMUM SPACING FOR TOP CHORD TEMPORARY LATERAL RESTRAINT (TCTLR) EL ESPACIAMIENTO MAXIMO PARA LA RESTRICCION LATERAL TEMPORAL DE LA CUERDA SUPERIOR (TCTLR) The graphic at left shows the maximum on -center spacing (see * at left) of TCTLR based on truss span from the table in Step 2 on page 2. • Ground bracing not shown for clarity. • Apply diagonal bracing or structural sheathing immediately. For spans over 60' applying structural sheathing immediately is the preferred method. El dibujo a la izquierda muestra el espaciamiento maximo en el centro (vea * a la izquierda) del TCTLR basado en los tramos de trusses de la tabla en el Paso 2 en la pagina 2. • No se muestra el arriostre de tiers para claridad. • Aplique inmediatamente el Arriostre Diagonal o el Entablado Estructural (structural sheathing). Para tramos mos de 60 pies el m6todo prefendo es entablarlos inmediatamente. CHECK THESE ITEMS BEFORE STARTING ERECTION/INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PONTOS ANTES DE EMPEZAR LA ERECCION/INSTALACION Y CORRhALOS CUANDO ES NECESARIO Q Building dimensions match the construction documents. Las dimensiones del edificio concuerdan con los documentos de construccOn. Q Bearing supports (e.g., walls, columns, headers, beams, etc.) are accurately and securely installed, plumb and properly braced. Los soportes que sostienen cargas (ej., paredes, columns, vigas de cabezeia, vigas, etcetera) son instalados seguramente y con precisi6n, y son nivelados y arrioslrados apropiadamente. Q Hangers, tie -downs, restraint and bracing materials are on site and accessible. Los colgadores (hangers), soportes de anclaje (tie -downs) y materiales de restriccOn y arriostre estan accesibles en la obis. Q Erection/installation crew is aware of installation plan and lateral restraint/diagonal bracing requirements. EI personal de erecci6n/instalaci6n es consciente del plan de instalacOn y los requisitos de restriccOn/arnostre. Q Multi -ply trusses, including girders, are correctly fastened together prior to lifting into place. Los trusses de vans capas, incluyendo travesanos, son fijados juntos cor- rectamente antes de levantarlos en lugar. Q Any truss damage is reported to truss manufacturer. Refer to BCSI-B5.*** . Do not install damaged trusses unless instructed to do so by the building designer, truss designer or truss manufacturer. Algun dan"o a los trusses ha sido reportado al fabricante de trusses. vea el resumen 3CST-85.*** No instale trusses dan"ados a menos que se dijeren el disen"ador del edificio, el disenador del truss o el fabricante del truss. Q Trusses are the correct dimension. Los trusses son la dimensi6n correcta. Q Tops of bearing supports are flat, level and at the correct elevation. La parte superior de los soportes de cojinete son plans, nlveladas y a la elevaci6n correcta. Q ]obsite is clean and neat, and free of obstructions. La obra esta limpia, ordenada y sin obstrucciones. Ground bracing procedure for first truss is based on site and building configuration. EI procedimiento de Arriostre de Tierra para el primer truss es basado en el terreno y la configuraci6n del ediflcio. If ground level is too far from truss for exterior ground bracing, use interior ground bracing. S1 el nivel del terreno es demaslado lejos para usarArriostre de Tierra exterior, use Arriostre de Tierra interior. 82Temp 101209 TRUSS IN LATIOR' TEMPO& S INT/ CI STEPS TO SETTING TRUSSES PASOS PARA EL MONTAME DE TRUSSES Establish Ground Bracing Procedure: Exterior or Interior 1 ■ Establezca el Procedimiento de Arriostre de Tierra: Exterior o Interior Determine the locations for TCTLR and Ground Braces ■ Determine las ubicaciones para TCTLR y los Arriostres de Tierra Q Use truss span to determine spac- ing for top chord temporary lateral restraint (TCTLR) from table at right. Use el tramo del truss para determi- nar el espadamiento para restriccOn lateral temporal de la cuerda supe- rior (TCTLR) en la tabla a la derecha. * = Pitch break Under 8' Over 8' (add aTCTLR) 5 6° 5'-6- 5'-0' 8-10° 3'4° V4 33'-0° Son Q Locate additional TCTLR at each pitch break. Localice TCTLR adicional en cada rotura de inclinacidn. Maximum Top Chord Temporary Lateral Restraint Spacing*x` Fhettruss (or gable TCTLR Spacing First has 10' on -center maArnum 301-45, 8' on -center maximum 1 end hams) of braced 6' on -center maximum of braced 4' on -center maArnum group of trusses Attach pu d group of trusses 2x—bracing (or end lacks In a hip set application) brace verccal Ground to end wall by br=ae nailing to ffi diagonal blocking typ. Ground brace Ground vertical Abach brace ' - _ members Braced truss (or vertical to w--- girder truss in hip '' application) .... Ground ; , .,.: End—t. brace _ MagarYdi diagonal Ground - brace lateralProperty brace wail with Driven restraid _ Grourd adequate diagonals and floor g�7 Second fl ";" lateral �— anchorage, perpendicular Strut ..�:t.i..,', restraint waus' eta HoriRe af Norbordal Re member rvIlad to Backup ground �� First floor—' floor. Note: Second Roar system have td Make member End diagonal shall adaquabl capacity . with muNple stakes brace : support form from ground braces. u t x "OTR,ji1CR ounto R kqO' �r a `, N�Rt" 1UTJNi�'aRAt N - k� `z��?�.. ; tift V � tl Tt NhM Determine the locations for TCTLR and Ground Braces ■ Determine las ubicaciones para TCTLR y los Arriostres de Tierra Q Use truss span to determine spac- ing for top chord temporary lateral restraint (TCTLR) from table at right. Use el tramo del truss para determi- nar el espadamiento para restriccOn lateral temporal de la cuerda supe- rior (TCTLR) en la tabla a la derecha. * = Pitch break Under 8' Over 8' (add aTCTLR) 5 6° 5'-6- 5'-0' 8-10° 3'4° V4 33'-0° Son Q Locate additional TCTLR at each pitch break. Localice TCTLR adicional en cada rotura de inclinacidn. Maximum Top Chord Temporary Lateral Restraint Spacing*x` Truss Span TCTLR Spacing Up to 30' 10' on -center maArnum 301-45, 8' on -center maximum 451-60- 6' on -center maximum 60' - 80'* 4' on -center maArnum *Consult a registered design professional for trusses longer than 601. **For trusses spaced greater than 2' o.c., see also 6CSI-610. TCTLR - \ 10" or greater Truss attachment required at suppc ® Locate additional TCTLR over bearings if the heel height is 10" or greater. Localice TCTLR adicional sobre los soportes si la altura del taldn (heel height) es de 10 pulga- das o mas. Set First Truss and Fasten Securely to Ground Braces ■ Coloque el Primer Truss y Fijelo Seguramente a los Arrios&w de Tierra TCTLR, typ. r �I Locate a ground brace vertical at each TCTLR location. Localice una vertical de arriostre de Berra en cada lugar de TCTLR. Q Set first truss (or gable end frame) and fasten securely to ground braces and to the wall, or as directed by the building designer. Examples of first truss installed include: Coloque el primer truss (o armazdn hastial) y ffijelo seguramente a las verticales de arnostre de Cierra y a la pared, o como se dirige el disellador del edifido. Ejemplos del primer truss instalado incluyen: TORR r....aH_ ._ ® CMUMH9 First truss must be attached securely to all bearings and to all required ground braces prior to removing the hoisting supports. El primer truss Gene que ser sujetado seguramente a todos soportes y a todas amostres de Berra requendos, antes de quitar los soportes de levantamiento. BCS2 SUMMYEE • • • Step 6 Install pitched trusses t guidelines provided in f on pages 2-5 of this document. Paso 61nstale los trusses pendientes usando las pautas provistas en Pasos 2-8 en pagina 2-5 de este documento DO NOT stack materials or stand on end jacks as this causes instability in the hip girder. No amontone los matenales ni pise en los gatos extremos por asi causa inestabilidad en el travesano de cadera. LONG SPAN TRUSS INSTALLATION INSTALACION DE TRUSSES DE TRAMOS LARGOS ® DANGER -9 Trusses with clear spans of 60 feet or greater are extremely dangerous to install and require more detailed safety and handling measures than shorter span trusses. Trusses de 60 pies de largo o mas son extremamente peligrosos a instalar y requieren medidas de seguridad y manejo mas detalladas que trusses de vanos mas cortos. BEFORE STARTING ANTES DE EMPEZAR Attach to truss at Locate Spreader bar 10' o.c. above or s d ack max E Spreader bar 2/3 to 3/4 truss length For trusses up to and over 60' Attach to truss at Spreader bar 10' o.c. or stiffback i i max. Spreader bar 2/3 to Tagline 3/4 truss length For trusses up to and over 60' TIPS FOR SAFE AND EFFICIENT INSTALLATIONS CONSEJOS PARA INSTALACIONES SEGURAS Y EFICIENTES Q Assemble the first five trusses with all structural sheathing, restraint and bracing, either as the trusses are installed or built as a unit on the ground and lifted into place. Ensamble los primeros cinco trusses con todo el entablado estruc- tural, restriccOn y arriostre, cualquier cuando los trusses son instala- dos o son conslruidos como una unidad en la tierra y levantados en lugar. Q Keep trusses straight during hoisting to minimize bending out -of - plane. Mantenga los trusses derechos durante el levantamiento para mini- mizar el doblado fuera-de-plano. Q Add a temporary center support to provide greater stability and leave in place until all permanent building stability bracing is in- stalled. Agregue un soporte temporal en el centro para proveer mas estabi- lidad y quedarlo en lugar hasty que todo el arnlostre de estabilidad permanente de construccOn es instalado. Q Hire a registered design professional to provide a temporary re- straint/bracing plan and to supervise the erection process. Q Apply structural sheathing to the top chord as the trusses are being Contrate un Profesional Registrado de Disen"o para proveer un plan installed. de restriccOn/arriostre temporal y para supervisar el proceso de Aplique el entab/ado estructural a la cuerda superior mientras los ereccidn. trusses estcn instalados. Q Develop a safe, effective truss installation method and inform all crew members of their roles. Elabore un metodo seguro y efectivo de la instalacOn de trusses e informe todos miembros del personal de sus papeles. Q use personnel who have experience installing trusses 60' and greater in span. Use instaladores quienes tienen expenenda en instalar trusses de 60 pies o mas de tramo. Q Ensure that the walls and supporting structure are stable and ad- equately restrained and braced. Aseg6rese que las paredes y la estructura soportante son estables y adecuadamente restringidas y arriostradas. Q Have all necessary lifting equipment and building materials on hand. Make sure the crane operator understands the special hoisting requirements of long span trusses (see BCSI-B3).'"' Tenga todo el equipo de levantar y los materiales de construccOn necesarios a la mano. Aseg6rese que el operador de grua entiende los requisitos especiales de levantar los trusses de tramos largos (vea BCSI-BI).—, Q Install all permanent individual truss member restraint and bracing immediately. Instale todo el arnostre y restriccOn permanente de miembros de trusses individuales inmediatamente. FIELD ASSEMBLY AND OTHER SPECIAL CONDITIONS ENSAMBL47E DE CAMPO Y OTROS CONDZCIONES ESPECLALES Certain sizes or shapes of trusses require some assembly at the jobsite. Refer to the truss design drawings for specific instructions on assembly methods, unless the construction documents indicate otherwise. Ciertos tamallos o formas de trusses requieren algun ensamblaje en la obra. Refiera a los dibujos del diseho de truss para instructions especlficas sobre ensamblaje de montaje, a menos que los documentos de construccOn indiquen to contrario. The contractor is responsible for proper field assembly. El contratista es responsable para el ensamblaje de Campo apropiado. PIGGYBACK TRUSSES TRUSSES DE PIGGYBACK Q The supporting trusses shall be completely installed with all truss member AND permanent building stability bracing as required BE- FORE installing the supported ("cap") frames. Los trusses soportantes seran completamente instalados con todos miembros de trusses Y e/ arriostre de estabilidad permanente de construcci6n como es requerido ANTES de instalar los armazones ("cap") soportados. C innnrtnr frameswlrjr'7i'\��i► Note: Some truss bracing and lateral restraint not shown f9r Supporting (i.e.base) trusses A WARMIMG9 Adequately restrain and brace the flat portion of the supporting trusses to prevent buckling. Restrinja y arriostre adecuadamente la parte plana de los trusses soportantes para prevenir el fallar. 0 For more information on how to permanently laterally restrain and diagonally brace piggyback truss systems refer to BCSI-B3.*** Para mos informaci6n sobre Como restringir lateralmente perma- netamente y arriostrar diagonalmente sistemas de trusses de pig- gyback refiere al BCSI-83.*- FIELD SPLICED TRUSSES TRUSSES EMPALMADOS EN CAMPO R1 Splicing can be performed on the ground before installation or the truss sections can be supported by temporary shoring after being hoisted into place and the splices installed from a safe working surface. Empa/mando puede ser hecho en e/ sue/o antes de /a insta/acOn o las sectiones de trusses pueden ser soportados por "shoring" temporal despues de que sean /evantados en lugar y los empa/mes son insta/ados de una superFicie de b-abajo Segura. Field -spliced trusses with temporary center support VALLEY SET FRAME INSTALLATION ZNSTALAC76N DE ARMAZ6N DE CONIUNTO DE VALLE 21 The top chords of the supporting trusses must be braced properly. This can be accomplished by attaching structural sheathing or with rows of lateral restraint, spaced no more than the maximum on center spacing specified on the truss design drawing, and diagonal bracing. Las cuerdas superiores de los trusses de soporte denen que ser arriostrados apropiadamente. Esto puede ser hecho por sujetar el entablado estructural o con filas de restriccOn lateral, espaciados no mas que el maximo en el espadamiento del centro que es especifi- cado en el dibujo del disetio de truss, y arnostre diagonal. This document applies to all sloped and flat chord trusses built with the wide -face of the lumber oriented vertically. Examples Include - Este documento aplica a todos trusses de cuerda pendlente y plana construidos con la Cara-ancha de la madera orientada verticalmente, tales Como: Mono truss I\ I\III%I For parallel chord trusses manufactured with 3x2 or 4x2 lumber, see SCSI -By.* * Para los trusses de cuerdas paralelas fabricados con madera 3x2 o 4x2, vea el resumen BCSI-67.*** For trusses spaced more than 2'-0" on -center, see BCSI-B10.*** Para los trusses espaciados mas de 2 pies en el centro, vea el Resumen BCSI B3®,*** ***Contact the component manufacturer for more information or consult a registered design professional for assistance. To view a non -printing PDF of this document, visit www.sbcindustry.com/b2. This document summarizes the information provided in Section B2 of the 2008 Edition of Building Component Safety Information BCSI - Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004 - 2010 Structural Building Components Association and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. sac ti 1 1 WOOD TRUSS COUNCIL 6300 Enterprise Lane * Madison, WI 53719 608/274-4849 * www.sbdndustrycom TRUSS PLATE INSTITUTE 218 North Lee Street, Ste. 312 Alexandria, VA 22314 703/683-1010 * www.tpinst.org • • • C7 • • 4 ■ Set Trusses 2, 3, 4 & 5 with TCTLR in Line with Ground Bracing Co/ogue los Trusses 2, 3, 4 y 5 con TCTLR en Linea con los Arriostres de Tierra Q Attach trusses securely at all bearings, shimming bearings as necessary. Examples of first five trusses set include: Sujete seguramente los trusses a todos los soportes, rellenar s6lidamente los soportes como sea necesario. Ejemplos de los primeros cinco trusses colocados incluyen: See options below See options below See options below E ¢i --5% o' EXTERIOR GROUND BRACING - - " ARRIOSFRE DE TIERRA EXTERIOR INTERIOR GROUND BRACING INTERIOR GROUND BRACING Tfl END WALL ARRIOSTRE DE 7TERRA INFERIOR, . , a#RRI(JS7R DE TIER RA., INTERIOR A tAPARED DE.ExTREMO The following three (3) Short Member Temporary Lateral Restraint options require that the diagonal bracing be installed continuously. See figure for Option B in Step 8 on page 5. Las siguientes fres opciones para instalar la Restricci6n Lateral Temporal de los Miembros Cortos requieren que el aniostre diagonal est6 instalado continuamente. 1/ea la figura de Opci6n B en el Paso 8 en la pagina 5. Option 1 Short member temporary lateral restraint installed on top of trusses Opd6n 1 Restricd6n lateral temporal de los miembros cortos instalados encima de trusses 27"+ 1110 11/z" minimum end distance 1 %2 pulgadas distanda de 777 extremo minima Trusses @ 24" on -center 2 nails at every connection 2 clavos en cac conexi6n Do not use split members. 221/2 No use miembros ralados. Option 2 Short member temporary lateral restraint installed between trusses Opcf6n 2 Restnccl6n lateral temporal de los miembros cortos instalados entre trusses Use 2-16d deformed shank , " nails minimum at each restraint -to -truss connection. Use como minimo 2-16d davos largos (shank nails) en Do not use split cada conexi6n de restriccl6n- members. a -mss' No use miembros rajados. @ 24" er Option 3 Proprietary metal restraint products* Opc16n 3 Productos de metal para reshicd6n patentados* *These products are specifically designed to provide lateral restraint and are not just for spacing. See manufacturer's specifications. *Estos productos son disen"ados especificamente para proveer resWcci6n lateral y no son solamente para espaciamlento. lea las especificadones del r fabricante. A C1;16UM Each truss must be attached securely at all bearing locations and all TCTLR installed before removing the hoisting supports. Trusses @ 24" on -center Cada truss tiene que ser sujetado seguramente en todas ubicaciones de soportes y todas las TCTLR instaladas antes de quitar los soportes de levantar. LATERAL RESTRAINT/ BRACING MATERIAL AND CONNECTIONS CONNEXIONES Y MATERLALES DE RESTMCCION/ARRIOSTRE LATERAL Q Minimum size of bracing and lateral restraint material is 2x4 stress -graded lumber or approved proprietary metal restraint/bracing, unless oth- erwise specified by the building designer. EI taman"o del material de restriccOn lateral y arriostre debe ser por to menos 2x4 madera graduada por esfuerzo o resbicd6n/arnostre de metal patentado aprobado, a menos que especifique el disen"ador del edificio. Q All bracing and lateral restraint members must be connected to each truss with at least 2 nails (see minimum sizes shown below), except for the short member restraints shown in Step 4, Option 2 (see above), which require 2-16d deformed -shank (i.e., ring- or screw -shank) nails. Todos las miembros de restricci6n lateral y arriostre tienen que ser conectados a cada truss con un minimo de 2 clavos (ver los taman"os minimos mostrados abajo) excepto para las restrictions de miembros cortos mostrados en el Paso 4, Opci6n 2 (vea aniba), cuales requieren 2-16d clavos con largos desformados (Ej. Largos de anillos o tomillos). Q Drive nails flush. If the temporary restraint and bracing is to be removed 128x3"0 when the permanent bracing is installed, use double -headed nails for ease of lOd (0.1280) removal. 12d (0.1280.25") Clave los clavos al naso. Si la restricci6n y aniostre temporal sera quitado al 16d (0.1310.5") instalaci6n del arriostre permanente, use clavos de dos cabezas para quitarlos m6s f6cilmente. S g . rAL 190,&- EMPORWYMTRA NTsRACI G Install Top Chord Diagonal Bracing ■ Instale el Arriostre Diagonal de la Cuerda Superior ® Attach diagonal bracing to the first five trusses. Examples of diagonal bracing on first five trusses include: Coloque el arriostre diagonal a los primeros cinco trusses. Ejemplos de arriostre diagonal en los primeros anco trusses incluyen: See Short Member See Short Member Temporary Lateral Temporary Lateral Restraint options Restraint options page 3. See Short Member page 3. . ;' Tempos' Lateral Resbalm options page 3. i r RIORP,P UND8fil4CxN6 � 2NTERTOR'f�RGC�MC�6Rq�iti6 '?d§riJRi:A' J�'a.T? .'s;. };«;XHk[>9ytE',tlE:A�'pR.{'` <Y`'1 Q Or start applying structural sheathing. Example of structural sheathing installed on first five trusses. 0 empiece en aplicar el entablado estructural. Ejemplo de entablado eslructural instalado en los primeros cinco trusses. Install Web Member Diagonal Bracing ■ Instale el Arrios&e Diagonal de Miembros Secundarlos Q Temporary web member diagonal bracing acts with the top chord and bottom chord temporary lateral restraint and diagonal bracing to form trian- gulation perpendicular to the plane of the truss and prevents trusses from leaning or dominoing. E/ amostre diagonal temporal de los miembros secundarius trabaja con /a restriccOn lateral y el amostre diagonal tempora/es de /a cuerda superior e inferior para formar una trlangulac/6n perpendicular al piano del truss y evita que los trusses se inclinen o x:aigan como dominos. Q Install diagonal bracing at about 450 on web members (verticals whenever possible) located at or near rows of bottom chord lateral restraint. Web diagonal bracing must extend from the top chord to the bottom chord. Repeat at the interval shown in the Figure below. Instale el arHostre diagonal a aproximadamente 45 grados en los miembros secundarios (verlica/es cuando sea posible) co/ocados en o cerca de las filas de restricc/6n lateral de la cuerda inferior. Ariostre diagonal para los miembros secundarios tiene que extender de /a cuerda superior a /a cuerda inferior. Repita a los intervalos mostrados en la Figura a la derecha. MM The requirements for web permanent individual truss member restraint are specified on the truss design drawing (TDD). Refer to BCSI-B3 for more information."" Los requisitos para la restricd6n permanente de miembros individuales de truss para miembros secundarios son espedficados en e/ dibujo del disen"o de truss. Vea el resumen BCSI-B3 para mas informad6n.' Diagonal 10'-15' max Same spacing as bottom chord lateral restraint Note: Some chord and web members not shown for clarity. ® Mono trusses, deep flat trusses and other types of trusses with deep ends also require tem- porary lateral restraint and diagonal bracing on the long web members at the deep end of the truss. Los trusses de una sola pendlente, trusses plans y profundos y otos tipos de trusses con extre- mos profundos tambi6n requleren restricci6n lateral temporal y aniostri diagonal en los miembros secundarios largos al parte profundo del truss. 0 A • Install Bottom Chord Lateral Restraint and Diagonal Bracing 7M Instale la Restriccidn Lateral y e/ Arriostre Diagonal de /a Cuerda Inferior [I Bottom chord temporary lateral restraint and diagonal bracing stabilizes the bottom Bottomchordlateratrestraint- ® chord plane during installation and helps maintain proper spacing of the trusses. 2x4xt2orgreater lapped over La RestriccOn lateral temporal y el arriostre diagonal de la cuerda inferior estabilizan two tr"�' el piano de la cuerda inferior durante la instalad6n y asiste en mantener el espada- Bottom miento apropiado de los trusses. chords [� Install rows of temporary lateral restraint at 15' on -center maximum. Remove, if desired, after the permanent ceiling diaphragm is in place. Instale filas de restriccOn lateral temporal a 15 pies en el centro como maximo. Qui- telos, si as[ to desea, despues que el diafragma permanente del techo este colocado. Diagonal broom every 10 has spaces (20' man) [� Install rows of permanent lateral restraint at 10' on -center maximum. Specified spac- ing may be less; check the truss design drawing and/or with the building designer. see'i x� lett Note: Some chord and web members Instale filas de restriccOn lateral permanente a 10 pies en el centro como maximo. not shown forcladty. El espaciamiento especificado puede ser menor; verifique el dibujo del disen"o de truss con el disen"ador del edificio. Q Install diagonal bracing at intervals of 20' maximum along the run of trusses. Instale el arriostre diagonal a intervalos de 20 pies maximo a /o largo de la linea de trusses. ® MNJ�3u ©M9 Do not remove ground bracing until all top chord, bottom chord and web lateral restraint and bracing is installed on at least the first five trusses. No remueva el arriostre de tierra hasta que toda la restricd6n lateral y arriostre de la cuerda superior, la cuerda inferior y los miembros secundarius esten instalados en por to menus los primeros cinco trusses. gRepeat Steps 4 Through 7 with Groups of Four Trusses Using Option A or B ■ Repita los Pasos 4 a 7 con Grupos de Cuatro Trusses Usando la Opcion A o la Opci6n B Option A: Install the next four trusses using short member temporary Option B: Install diagonal bracing on each group of four trusses that have been set with lateral restraint Options 1- 3 per Step 4 on page 3. Add long -length short member temporary lateral restraint per Step 4 on page 3. (minimum 2x4xl2') continuous lateral restraint (CLR) to tie trusses together. Instale el amostre diagonal en cada grupo de cuatro trusses que han sido colocados con la Overlap the ends of the CLR at least 2 trusses. Install diagonal bracing at restriccOn lateral temporal de miembros cortos por el paso 4 en la pagina 3. intervals of 20' maximum along the run of trusses (see Figure below). WARNING! After the initial group of five trusses are installed and braced Instale los siguientes cuatro trusses utilizando las opciones 1-3 por el Paso 4 en la pagina 3 de la reslriccOn lateral de miembros cortos. Made la is restriccOn lateral continua (CLR) de longitud-largo (minimo 2x4x129 para atar junto los trusses. Solaparse las puntas del CLR a minimo de dos trusses. Instale el arriostre diagonal sada 20 pies maximo a /o largo de la linea de trusses (vea la Figura abajo). The maximum diagonal brace spacing provided in this Option assumes ground bracing is properly installed and in place. EI espaciamiento maximo de arriostre diagonal en esta Opci6n asume que el arriostre de tierra esta en sitio y es instalado correctamente. • Diagonal bracing required at each end of truss row and every 10 truss spaces (20' max.). TCTLR spacing between rows is based on truss span and pitch breaks (see Step 2 on page 2). 10 truss spaces Zmax (20' max.) 4 truss spaces 10 truss max. (B' max.) spaces max. (20' max.) Note: Ground Bracing not shown for clarity (i.e., lateral restraint and diagonal bracing), DO NOT set more than four trusses when using short member temporary lateral restraint before you STOP, and diagonally brace as shown. Option B will NOT work without diagonal bracing being installed with each group of four trusses. iADVERTENCLAI Despues de que el primer grupo de cinco trusses sea instalado y anlostrado (Ej. restridd6n lateral y anlostre diagonal), NO coloque mos de cuatro trusses cuando se usa la restriccOn lateral temporal de los miembros cortos antes que usted PARA, y arri6strelo diagonalmente como mostrado. Esta opci6n B NO funciona sin el arriostre diagonal aplicado a cada grupo de cuatro trusses. TCTLR spacing between rows is based -- -ss span and pitch breaks Step 2 on page 2). acing d building. ENSURE THAT ALL TRUSSES ARE PROPERLY DIAGONALLY BRACED. ASEGIIRESE QUE TODOS LOS TRUSSES ESTEN ARRIOSTRADOS MAGONALMENTE APROPLADAMENTE. Q Apply structural sheathing early and often. DO NOT wait until all trusses are set to apply structural sheathing. Aplique el entablado estructural temprano y con frecuenda. NO ESPERE hasty que todos los trusses esten colocados para aplicar el entablado estructurel. ® CSU ®b9 Remove only as much top chord temporary lateral restraint and diagonal bracing as is necessary to nail down the next sheet of structural sheathing. DO NOT exceed truss design load with construction loads. (SEE BCSI-B4)"" Quite s6lo tanta rests icd6n lateral temporal y arriostre diagonal de la cuerda superior como sea necessary pare clavar la siguiente hoja de entablado estructurel. NO EXCEDA la carga de disen"o de truss con cargas de conslrucci6n. (VEA BCSI-84)— Et�T�LATION & IgCOLRY REI I i I fi-, MIC ALTERNATE INSTALLATION METHOD: BUILD IT ON THE GROUND AND LIFT IT INTO PLACI NETODO ALTERNO DE INSTALACION. cONSTRUIRLO EN LA nERRA Y LEUANTARLO EN LUG, Q Ensure level bearing; set, position, plumb and properly restrain and brace the trusses as modules on the grout Asegurese que el spoporte es nivelado; colocar, posicionar, nivelar y restringir y arriostrar apropiadamente el grupo de trusses en la tiers. Q Apply structural sheathing for stability. Begin at the heel and alternate 4'x8' and 4'x4' sheets up to the peak. Aplique el entablado estructural para estabilidad. Empiece en el taldn y alteme laminas de 4 pies x 8 pies y 4 pies x 4 pies hasty el pico. Q Be sure to install all top chord, web member and bottom chord lateral restraint and bracing prior to lifting the module. Asegurese de instalar toda la rest iccidn y arriostre de la cuerda superior, el miembro secundario, y la cuerda inferior antes de levantar el modulo. ® t�=(DK9 Additional restraint and bracing may be required to safely lift units into place. La restriccOn y arriostre adicional pueden ser requeridos para levantar los mddulos en sitio sin peligro. Q Be sure to get proper guidance from a registered design professional to insure modules are designed and installed safely and properly. Aseg6rese de obtener consejos apropiados por un profesional registrado de disen"o para asegurar que los mddulos son disen"adds y instaladds apropiadamente y sin peligro. HIP SET ASSEMBLY & BRACING ENSANBLAIE YARRIOSTRE DEL GRUPO DE CADERA Permanently connecting the end jacks to the end wall and girder as early in the installation process as possible dramatically increases the stability of the hip girder and the safety of the structure. Conectando permanentemente los gatos extremos a la pared extremo y el travesan"o tan temprano en el proceso de instalacidn como sea posible aumenta drasticamente la estabilidad del travesafio de cadera (hip girder) y la segundad de la estructura. Note: Tru not show )Mnk J waA Use the following sequence: Use la siguiente secuencia: Step 1 Position the hip girder on the bearing walls at the specified end wall setback and permanently attach to supports. Posicione el travesatio de cadera en las paredes de soporte al setback" especificado de la pared extremo y sujete a los soportes permanentemente. ® Whenever possible, connect multi -ply girder trusses together and install the end jack hangers (if required) prior to erection/ installation. All plies of a multi -ply girder shall be attached per the fastening schedule on the TDD before attaching any framing members or applying any loads. Siempre que sea posible, conecte los trusses de travesaho de varias- capas juntos y instale los colgadores de pato extremo (st requendo) antes de la ereccOn/instalacidn. Todas capas de un travesario de varus capas sujetaran por el horario de 1"ijar en el dibujo del diserio de truss antes de sujetar algunos miembros de arriostre o de aplicar a/gunas cargas. Step 2 Install hip jacks, and end jacks at maximum 10' on -center while crane continues to hold girder in place. Instale los gatos de cadera y los gatos extremos a 10 pies maximo en centro mientras la grda continua mantener el travesan"o en lugar. Note: Attach jack trusses to top chord and bottom chord of girder truss. The connection at the top is important as it helps to stabilize the top chord of the girder. Sujete los trusses de gatos a la cuerda superior y la cuerda inferior del truss de travesano. La conexidn por encima es importante porque ayuda a estabilizar la cuerda superior del travesano. Install jacks while crane continues to hold girder in place. Hip Attach hip girder to supports Step 3 Install all remaining comer and end jacks with all permanent truss -to - bearing connections (e.g., hangers and tie -downs). Instale todos los gatos extremos y gatos de rincdn restantescon todas las conexiones permanentes de truss-a-soporte (Ej. colgadores y soportes de anclaje). , snort Member Step 4 Install the next hip truss with 2x4 short member temporary lateral restraints. Attach each short member temporary lateral " restraint to the top chord of the r hip girder and adjacent hip truss with two nails at each connection. The short member temporary lateral restraints should be long enough to extend at least 11/2" past the top chord of each truss. Place short member temporary lateral restraints at pitch breaks and at intervals along the top chords in accordance with Step 2. Instale el proximo truss de cadera con 20 restricciones laterales temporales para miembros cortos. Sujete sada restriccidn lateral temporal del miembro corto a la cuerda superior del travesan"o de cadera y al truss de cadera contiguo con dos clavos a cada conexidn. Las restricciones laterales temporales para miembros cortos deben ser bastante largo para extender a un minimo de 1 %z" pasado de la cuerda superior de sada truss. Puse la reslriccOn lateral temporal de miembros cortos a roturas del pendiente y a intervalos por las cuerdas superiores segun el Paso 2. Step S Install remaining hip trusses. For the flat portion of each hip truss use short member temporary lateral restraints that are at least double the length of the first set of short member temporary lateral restraints (see Figure on next page). For the sloped chords of the trusses, install short member temporary lateral restraints according to one of the three options in Step 4 on page 3. Instale los restantes de los trusses de cadera. Para la parte plana de ca truss de cadera use restricciones laterales temporales de miembros co que son por to menos dobles la longitud del primer grupo de restriction temporales laterales de miembros cortos (vea la figura en la prdxima pagina). Para las cuerdas pendientes de los trusses, instale las restricciones laterales temporales de miembros cortos segun uno de las fres opciones en Paso 4 en la pagina 3. STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA IAISTALACz& DE LOS TRUSSES 0 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 Misses with short member temporary lateral restraint (see below), 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process on groups of four trusses until all trusses are set 1) Instale los arriostres de tierra. 2) Instale el primero truss y ate seguramente al arriostre de Berra. 3) Instale los pr6ximos 4 trusses con restricd6n lateral temporal de miembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale ardostre diagonal pard los planos de los mlembros secundanos para estabiiice los pr/meros dnco trusses (vea abajo). 6) Instale la resWccl6n lateral temporal y arriostre diagonal para la cuerda Inferior (vea abajo). 7) Replia 6ste proced/mlento en grupos de cuatro trusses hasty que todos los trusses estdn instalados. ® _ Refer to BCSI-B2*** for more Information. yea el resumen BCSI-B2*** pard mus Informad6n. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRICCI6N/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este mdtodo de restricd6n y arricstre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. yea la parte superior de la columna para la restricd& y arnfostre temporal de PCTs. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramo Espaclamiento del Arriostre Temporal de Ia Cuerda Superior Up to 30' 10'(3 m) o.c. max. (9.1 m) Q 30'(9.1 m) - 81(2.4 m) o.c. max. 45'(13.7 m) braces for each 45' (13.7 m) - 6'(1.8 m) o.c. max. 60'(18.3 m) Note: Ground bracing not shown for clarity. 60'(18.3 m) - 4' (1.2 m) o.c. max. 80' (24.4 m)* Max. Bow *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). �*Consulte a un Professional Regisbado de Diseho Ap de W pies.See BCSI-B2*** for TCTLR options. yea el BC57-B2*** para las opciones de TCTLR ® Refer to BCSI-B3*** for Gable End Frame re- straint/bracing/ reinforcement Information. Para informad6n sobre restrlc- cOn/arriostrWrefuerzo pare Tolerandas para Fuera-de-Plano. Armazones Hastiales vea el Q Repeat diagonal resumen SCSI -B3*** Length —►I Max.Bow I� Length �{ " Max. Bow1/2° braces for each D/50 set of 4 trusses. Note: Ground bracing not shown for clarity. 0.3m' Rep![a los arrl- Max. Bow sotres diagonales Para nada grapo 2) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS de 4 trusses. O g e t •' .��\�1�\��\ Vii'"\! s sMOM +\ , V.SONS1.116 SO Diagonal braces every 10 truss spaces 20'(6.1 m) max. 10'(3 m) - 15'(4.6 m) Note: Some chord and web members max, not shown for clarity. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICC16N YARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 10'3 m) or Diagonal bracing Repeat diagonal bracingg Refer 15' (4.6 m)* every 15 truss spaces 30' to BCSI-B7*** for more Information. yea el resumen BCSI-B7*** para mus informad6n. Apply diagonal7b-eto verticalwebs at end ofver and at bearinglocatioAll la7ren tts lapped at least two trusses. -Top chord temporary lateral restraint spacing shall be 10 (3 m) o.c. max. for 3x2 chords and 15'(4.6 m) o.c. for 02 chords. i INSTALLING - ZNSTALACION 1 Tolerances for Out -of -Plane. put -of -Plumb Tolerandas para Fuera-de-Plano. Length —►I Max.Bow I� Length �{ " Max. Bow1/2° D/50 D (it.) 6mm 0.3m' 2' Max. Bow p : 13 mm 0.6 m' �---- _en9tl o I Plumb /line 19 mm 0.9 m' V 4' 21 Tolerances for i 25 mm 1.2 m' 1-1/4" 5' Out -of -Plumb. Tolerandas para D/5o max Fuerd-de-Plomade. I 32 mm 1-1/2" res a CONSTRUCTION LOADING 45 mm CARGA DE CONSTRUCC16N 2" DO NOT proceed with construction until all lateral 51 mm z restraint and bracing is securely and properly in place. NO proceda con la consfrucdbn hasta que todas las restric- dones laterales y los ardostres est6n colocados en forma apropiada y segue. DO NOT exceed maximum stack heights. Refer to SCSI -84*** for more information. Maximum Stack Height for Material on Trusses Material Height Gypsum Board 12°(305 mm) Plywood or OSB 16° (406 mm) NO exceda las alturas muximas de mont6n. yea el resumen Asphalt Shingles 2 bundles BCSI-64*** para mus infomlad6n. Concrete Block 8° (203 mm) Clay Tae 3-4 dies high DO NOT overload small groups or single trusses. NO sobrecargue pequertos grupos o trusses indMduales. NEVER stack materials near a peak or at mid -span. NUNCA amontone los materlales cerca de un plco. 0 Place loads over as many trusses as possible. Coloque las cargas sabre tantas trusses coma sea possible. Position loads over load bearing walls. Coloque las Argas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES Truss baring not shovm for clarity. o Refer to BCSI-B5.*** yea el resumen BM -85. *** G 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 ningun miembro estructural de un truss a mends que est6 espedficamente permiddo en el dibujo del disef3o del truss. ® 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. Thsses que se han sobrecargado durante la cont ucd6n o han sido a/terados sin la autorizad6n previa del Fabdcante de Thisses, pueden hater nulo y sin efecto is gardntla Amitada del Fabn- cante de Trusses. Canted the component Manufaaruer for more Wormation or consult a Registered Design Professional for assbsfar m To view a rxarpdrding PDF of this document, v5ft NOTA: The truss manufacturer and truss designer rely on the presumption that the mntrarior and cane operator (n applimble) are professionals with the mpabllfty to undertake are work dray have agreed to do on arty 9kren pro)ect If are contactor hetleves It needs aslsYnce m some asps[ of are mrestrucMn pro)ect, K should seek assistance from a mmpetmt party. The methods and procedures outlhred In th5 document are kderded in ensure that Ore overaa construtlion tedml9ues employed will putthe trusses Intn Alam SAFELY. These recommendatlore for handling, a�stalling, restramMg and bracing mases are based upon Bre collective expedenm of leading personrmJ imrolved with truss design, manufacome and orstaaatlon, but must, due la are nature of reyorrsN(atles involved, be presented aNy as a Gl1IDE fm use by a qualified buVdkrg designer or contractor k is Trot intended that these remmmendatlore be imeryreted as �clude the of other equivdlm meUiods far r ainim,7/bratlr�g and providlmJ stabs for dmini l ,dmlumr�s, floors, mo45 and ag imenearted strumrml buiklMg components as determined by the mntraGer. Thus, SBCA and TPI expressly disclaim airy responslbNty for damages arising from are use, appiimdon, or reliance on Bre remmmerdatloris and IMormatlan mmained herdn. SIX r . mrmtwssmem TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 FM/274-4849 • www.sbdndusW.mm 703/683-1010 * www.tpinstorg GENERAL NOTES NOTES GENERALES Trusses are not marked in any way to identify the Los trusses no est$n marcados de ningdn modo qua =_=-- frequency or location of temporary lateral restraint IdenOBquelafrecvendaaloplizac*derestricd6nlateral and diagonal bracing. Follow the recommendations yarrlostrediagonal temporvles. Use las recomendadones -= for handling, installing and temporary restraining de manejo, instalad6n, restricd6n yarrlostre temporal de and bracing of trusses. Refer to BCSi - Guide to los busses. Vea el folleto.BCS1- Gula de Buena PrAoffm ® Good Practice for Handling, Installing Restraining nary el ManejQ IrLstalad6t4 Restricd6n yArriostre de los & Bracing of Metal Plate Connected Wood 7tusses de Madera Conedados con Placas de Metal*** Tt *** for more detailed information. para informad6n m3s detallade. Truss Design Drawings may specify locations of Los dibujos de disello de los trusses pueden esped8car permanent lateral restraint or reinforcement for las Iocallzadones de restriod6n lateral permanente o �� individual truss members. Refer to the BCSI- refuerzo en los mlembros IndMduales del truss. yea la -- B3*** for more information. All other permanent hole resumen BCSI-B3*** para m6s informad6n. EI bracing design is the responsibility of the building resto de los diseBos de ardostres permanentes son la designer. responsabilldad del disenador del ediftdo. J® WARNINGI The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. LADVERTENCIAI EI resultado de un manejo, levantamlento, Instalad6n, restriccOn y arrlsolre lncorrecto puede ser la calda de la estructura o a6n peor, herldos o muertos. ® CAMiPtiOO 3 Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when cutting banding. _ ra ®CSNI!N Chapas de metal tienen bordes afllados. Ueve guantes y lentes protectores cuando corte las ataduras. HANDLING - MUM Avoid lateral bending. Evite la f7exi6n lateral. MANE70 JA CgpNlMK9 Use special care in windy weather or near power lines and airports. Spreader bar for truss ® ee0® The contractor is responsible for properly receiving, unloading and storing O O VA1t/11t0" Witte culdedo especial en dias ventosos o cera de cables el6cMiricos o de aeropuertos. the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. EI contratista tiene la responsabllidad de redbir, descargar y almacenar adecuadamente los trusses en la obra. Descargue los trusses en la tierra llso para prevenir el dafio. �q �- •: � ter, f Q Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored horizontally for more than one week, place blocking of suffldent height beneath the stack of trusses at 8'(2.4 m) to 10'(3 m) on -center (o.c.). Los trusses pueden ser desrargados diredamente en el suelo en aquel momento de entrega o almacenados temporalmente en contado con el suelo despuds de entrega. St los trusses estardn guardados horizontalmente para m6.s de una semana, ponga bloqueando de altura suRdente de&& de la p11a de los trusses a 8 haste 10 pies en centro (o.C). Q For trusses stored for more than one week, cover bundles to protect from the environment Use proper rig- Use equlpo aproplado ging and hoisting para levantar e equipment. improvisar. DO NOT store NO almacene unbraced bundles verticalmente los upright. trusses sueltos. Para busses guardados por orris de una semana, ® DO NOT storeon NO almacene en tiers cubra los paquetes para protegerlos del amblente. uneven ground. deslgual. Refer to B(SI*** for more detailed Information pertaining to handling and jobsite storage of Vea el folleto BC37*** para infomrad6n m3s detal- boa sabre el mania y almacenado de los trusses en area de trabajo. Ik1112:101:A:l11011 HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES G DON? overload the crane. NO sobrecargue la gala. NEVER use banding to lift a bundle. NUNC4 use las ataduras para levantar un paquete. 0 A single lift point may be used for bundles of top chord pitch trusses up to 45'(13.7 m) and parallel chord trusses of 30' (9.1 m) or less. Use at least two lift points for bundles with trusses up to 60'(18.3 m). Use at least 3 lift points for bundles with trusses greater than 60'(18.3 m). Puede user un solo lugar de levantar para pa- quetes de trusses de la cuerda superior hasty 45' y trusses de cuerdas paralelas de 30'o menos. Puede usar dos puntas de levantar para paquetes m6s de 60 pies. Use par to mens fres puntos de levantar para paquetes mJs de 60 pies. - WARNINGI Do not over load supporting' structure with truss bundle. i IADVERTENCW No sobrecargue la s estrudura apoyada con el paquete de trusses. 1 0 Place truss bundles in stable position. Puse paquetes de trusses en una posid6n+ Mable. ; MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES 0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint is Installed and the truss is fastened to the bearing points. sostenge cada truss en pesid6n con equlpo de gnja haste que la restriccOn lateral temporal de la cuerda superior est6 lnstalado y el truss est6 asegurado en los soportes. A ® Using a single pick -point at the peak can damage the truss. EI use de un solo lugar en el plco para levantar puede 160 or leas hacer dap o al truss. �er „nom Toe -in —In �' Spreader bar 112 to TagMe W tn,ee length 7r USSES 3 P 0 G0 (35.3 m} TRUSSES H, SA 60 PIES Apprmh buss length Tagline' TRUSSES UP -111 30 ' _(9�.T `—.I m), TRUSSES NASA 30 PI'S At Locate Spreader bar /\ above or stlffback Md -height+ Spreader bar7J3 to 314 truss length Tagline TRUSSES LIP TO A11 OV -R ¢D' (,t,a.3 m} TRUSSES HASTA V S)f RE 60 PIEsF— INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVZDUALES POR LA MANO 0 Trusses 20' (6.1 m) or t (9.1 m) or less, support less, support at near peak. Soporte de soporte los cuartoa cerca al pini I E Trusses up to 30' -I► trusses de 30 los trusses E Trusses up to 20' -)o- de 20 ples o (6.1 m) mens Trusses haste 20 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL ® Refer to BCSI-62*** for more Top Chord Temporary Information.Lateral Restraint Ilea el resumen BCST-82*** para m6s lnfor- (rCTLR) mad6n. 2x4 min. 0 Locate ground braces for first truss directly In line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriosbes de Berra para el primer =90° truss directamente en 11nea con cada una de las f1las de restriccidn lateral temporal de la Brace first truss cuarda superior (vea la tabla en la pr6xima <— securely before columna). erection of additional ® DO NOT walk on trusses. unbraced trusses. NO camine an trusses Qsueltos. Am TYusses 30' t (9.1 m) or IF less, support at quarter points. Soporte de los cuartoa de tramo los I E Trusses up to 30' -I► trusses de 30 (9.1 m) pies o mens Trusses hasty 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL ® Refer to BCSI-62*** for more Top Chord Temporary Information.Lateral Restraint Ilea el resumen BCST-82*** para m6s lnfor- (rCTLR) mad6n. 2x4 min. 0 Locate ground braces for first truss directly In line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriosbes de Berra para el primer =90° truss directamente en 11nea con cada una de las f1las de restriccidn lateral temporal de la Brace first truss cuarda superior (vea la tabla en la pr6xima <— securely before columna). erection of additional ® DO NOT walk on trusses. unbraced trusses. NO camine an trusses Qsueltos. Am ALWAYS DIAGONALLY BRACE THE CONTINUOUS LATERAL RESTRAINTI 1SIEMPRE ARRIOSTRE LA RESTRICCI6N LATERAL CONTINUA DIAGONALMENTEI B. Individual Web Member Reinforcement B. Refuerzo de Mlembros Secundarius Indflr/duales T-, L-, Scab, I-, U -Reinforcement, proprietary metal reinforcement and stacked web products provide an alternative for resisting web buckling. T-, L-, costs, I-, U-Refuerzo, refuerzo de metal patentando y productos de mlembros secundarios ' amontonados proveen una altemativa para resistlr el torcer de los mlembros secundartos. metal i T-Rehttorcement cked L Scab Reinforcement N Product Web Tmss Member, typ. L-Rehdoroement The following table may be used unless more specific Information is provided. i La sigulente tabla puede ser usade a mens que informad6n mes espedflca estif provista. 'Maxbnum a0owable web length Is 14' (4.3rn . %For Scab Relnlorcemerd use 2 rows of 10d Gun nails (0.120x37 at 8° (1 W mm) on-csn!ar to anach rehdorcemem to web. B K GRE ATE RE5fMWAND DIAGMAL , I s Q o .waw II;I I x rcror emm»u amu. m RESmcalbN LAT&AL PERMANENIE Y ARRIOSIRE DIAGONALS REQUERIDO WEB REINFORCEMENTREQUIRED j m ssoeamumu,wmwx�co-cumnwa�u I Jill T,`Imo' 1 T. PFFUEf¢0 DE WAN a &ooemtissawavcuauaaxmrecuxn ,. I� t REMIERZO DE MLEMBRO SE(ZINDAKID REQUEAIDO RJ Some truss manufacturers mark the locations of the web lateral restraint or reinforcement on the truss using tags similar to those above. Algunos fabrlcantes de busses marcan en el truss las ublcadones de refuerzo o resWcd6n lateral de mlembros secundarius con etiquetas similares a las arrlba. Web Member Plane Permanent Building Stability Bracing to Transfer Wind & Seismic Forces Ardostre de Establlidad Permanente del Edlfldo del Plano de Mlembros Secundarios para Desplazar Fuerzas de Mento y Fuerms Slsmicas The web member restraint or reinforcement specified on a TDD is required to resist buckling under vertical loads. Additional restraint and bracing is typically required to transfer lateral loads due to wind and/or seismic forces. This restraint and bracing is typically provided by the building designer. La restacd6n o ref ierzo de miembros secundarios espedflcada en un TDD es requeddo a reslstir el tormr bajo cargas verticales. ResbJcd6n y arriostre adidonal es requerido tipicamente para pasar cargas laterales debidas a fuerzas de viento y/o fuerzas sismlcas. Esta restricd6n y arrlostre es tipicamente provisto por el disellador del edfRdo. Nota: Top chord sheathing not shown for clarity. Diagonal brace to roof diaphragm blocking Gable frame Horizontal ' L- reinforcement Roof diaphragm blocking Some truss designers provide general design tables and details to assist the \ Bottom chord lateral restraint building designer in determining the brac- ing required to transfer lateral loads due to Gable end/wall permanent diagonal wind and/or seismic forces from the gable bracing. Locate in line with bottom chord permanent CLR or as specified by the end frame Into the roof and/or ceiling building designer. diaphragm. Algunos disetladores de trusses proveen tablas diaphragm, or y detalles de diWo generales para asistlr el disefiador del edffldo en determiner el ardostre re- querldo para pasar cargas laterales debidas a fuerzas de Mento y/o fuerzas slsmicas del armaz6n hasbal al diafragma del techo. • adding structural sheathing or bracing del: Gable End Frames and Sloped Bottom Chords Armazones Hasdales Y Cuerdas Inferfores Pendlentes 0 The gable end frame should always match the profile of the adjacent trusses to permit installation of proper bottom chord plane restraint & bracing unless special bracing is designed to support the end wall. El armaz6n hastial siempre debe encajar el peMi de los trusses contiguous para permitir la Insta- 1ad6n de restrlcd6n y arrios&e aproplada de la cuerda inferior a menos que arriostre especial es disaffado pard soportar la pared de extremo. Bbdom chord plane Example of raked gable end wan (with scissors gable end frame) AQMM@0 Using a flat bottom chord gable end frame with adjacent trusses that have sloped bottom chords Is prohibited by some building codes as adequate bracing of this condition is dif- ficult and sometimes impossible. Special end wall bracing design considerations are required by the building designer if the gable end frame profile does not match the adjacent trusses. ffrA1 9 El use de un armaz6n hastial de la cuerda Infector con trusses mntiguos cuales tienen cuerdas inferfores pendientes es prohlbido por algunos o6digos de eddfdos porque ar- riostre adecuado de esta cond1d6n es dif(dl y a veces imposible. Considerddones especiales de diser% para el arriostre de la pared de extremo son requeridos por el diseriador del edffldo si el perfli del armaz6n hastial no hace juego con los trusses mntiguos. PERMANENT BRACING FOR SPECIAL CONDITIONS ARRIOSTRE PERMANENTE PARA CONDICIONES ESPECIALES Sway Bracing—Arr/—tre de "Sway' ® "Sway' bracing is installed at the discretion of the building designer to help stabilize the truss system and minimize the lateral movement due to wind and seismic loads. Arriostre de 'sway' es161nstalado por la disered6n del dfseBador del cidifldo para ayudar en establilmr el sistema de trusses y para minimizer el movlmlento lateral debldo a cargas de Mento y cargas sismlcas. 0 Sway bracing installed continuously across the building also serves to distribute gravity loads between trusses of varying stiffness. Arriostre de "sway" que es instalada continuadamente al traves del edlfldo iamb/cn es usado para dlstribulr las cargas de gravedad entre trusses de rigidez variando. Permanent Restraint/Bracing for the Top Chord In a Piggyback Assembly RestrlceidnlArdlostre Permanente para la Cuerda Superior en un Ensamblaje de Piggyback ❑✓ Provide restraint and bracing by: Repeat diagonal bracing • using rows of 4x2 stress -graded lumber (red) at 10 (3 m) Intervals CLR and diagonal bracing, or along the run of trusses, or • connecting the CLR into the roof as specified. CLR (green) diaphragm, or at spacing • adding structural sheathing or bracing d frames, or • some other equivalent means.sign provee restricdbn y arrlostre por • usando Blas de 4x2 CLR Madera grad- Won uada por esfuerza y amostre diagonal, o • conectando el CLR al dlafragma del echo, o • arr'fadfendo entablado estructural o arm zanes de arriostre, o • aigunos otros metodos equlvalentes. 21 Refer to the TDD for the maximum assumed spacing for attaching the lateral restraint to the top chord of the supporting truss. Reflere al TDD pard el espaciamiento madmo supuesto pard sujetar la restrfoodn lateral a la cuerda superior del truss soportdnte. Ca Q The TDD provides the assumed thickness of the restraint and minimum connection requirements between the cap and the sup- porting truss or restraint. ET TDD provee el grosor supuesto de la re- strlcd6n y los requlsitos de conexi6n minlmos entre la ®pa y el buss soportante o la restric- d6n. If diagonal bracing is used to restrain the CLR(s), repeat at 10' (3 m) Intervals, or a specified in the construction documents. Si ardostre diagonal es usado para restringir el/los CLR(s), repita en intervalos de 10 pies o collo especiflpdo an los documen- tos de cons&ucci6n. To view a non -printing PDF of this document, visit www.sbdndwftcom/b3 com/b3. Para ver un PDF de este documento que no se puede imprlmir, vLft www.sbdndustrycom/b3. SOC �• '4a6h.� • r wocote�muun TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St, Ste. 312 • Nexandda, VA 22314 608/274.4849 • www.sbdndustry.com 7031683-1010 • www.tpinstol 33WEBI 1x17 081205 AWARNINGI Disregarding permanent restraint/bracing is a major cause of truss field performance problems and has been (mown to lead to roof or floor systems collapse. IADVERTENCZAI Desculdar el arriostre/restricd6n permanents es una causa principal de problemas de rendimiento del truss en campo y habfa conocido a Ilevar al derrumbamiento del ® sistema del techo o piso. CRM@U Spans over 60'(18.3 m) may require complex permanent bracing. Please always consult a registered design professional. =010 19 Tramos sobre 60 pies pueden requertr arriostre permanente complejo. Por favor, siempre consulte a un profeslonal registrado de dlseffo. RESTRAINT/BRACING MATERIALS & FASTENERS MATERMLES Y CIERRES DE RESMCCION/ARRIOSTRE Common restraint/bracing materials include wood structural panels, gypsum board sheathing, _ stress -graded lumber, proprietary metal products, and metal purlins and straps. Matedales comunes de arriostrar/restringlr induyen pansies estructurdles de madera, entablado de yeso, madera graduada por esiluerza, produclos de metal patented-, y Ngas de soporte y bras de metal. Other attachment requirements may be specified by the buss designer or building designer. The grade/size and attachment for bracing materials such as wood structural panels, gypsum board sheathing, proprietary metal mstraGtt/bracIng products, and metal pudins and straps are provided by the building designer. PERMANENT BRACING FOR THE VARIOUS PLANES OF A TRUSS ARRIOSTRE PERMANENTE PARA VARIOS PLANOS DE UN TRUSS n Permanent bracing is important because it, a) prevents out -of -plane buckling of truss members, b) helps maintain proper truss spacing, and c) resists and transfers lateral loads from wind and seismic forces. EI arriastre permanente es Importante porque, a) impide el torcer fuera-de-piano de los miembros del truss, b) ayuda en mantener espadamiento aproplado de los trusses, y c) resists y pasa las cargas laterales de Mento y fuerzas sismicas apBcadas al sistema del truss. Trusses require permanent bracing within ALL of the following plan: 1. Top chord plane 2. Bottom chord plane 3. Web member plane Trusses requieren arrlostre permanents dentro de TODOS los sigulentes pianos. 1. Plano de la cuerda superior 2. Piano de la cuerda inferior 3. Piano del miembro secundario Web member plane Top chord plane Structural sheathing on top chord plane ACa9M@gg Without permanent bracing the truss, or a portion of its members, will buckle (Le, fail) at loads far less than design. IMINYMNSin el arnbstre permanente, del truss, o un parte de los miembros, torcerhn (ej. fal- lar6n) de cargas muchas menos que las cargas que el truss es disen"ado a ltevar. 1. PERMANENT BRACING FOR THE TOP CHORD PLANE 1. ARRIOSTRE PERMANENTE PARA EL PLANO DE LA CUERDA SUPERIOR 0 Use plywood, oriented strand board (OSB), or wood or metal structural purlins that are properly braced. Use contrachapado, panel de fibras orlentadas (00), o Ngas de soporte de madera o metal que son arriostrados aproptadamente. 0 The TDD provides Information on the assumed support for the bottom chord. EI TDD proves Informaddn sobre el soporte supuesto para la cuerda inferior. 0 Install bottom chord permanent lateral restraint at the spacing indicated on the TDD and/or by the building designer with a maximum of 10'(3 m) on -center. Instale restricd6n lateral Permanente de Is cuerda Inferior al espadamiento Indicado an el TDD y/o Por el disellador del ediBdo con un mdxlmo de 10 pies en el centro. Diagonal bracing Bottom chords Lateral restraint 2x4xl2' 20 or greater lapped over m) two trusses Note: Some chord and web members not shown for clarity. Lateral restraint and diagonal bracing used to brace the bottom chord plane. 3. PERMANENT BRACING FOR THE WEB MEMBER PLANE 3. ARRIOSTRE PERMANENTE PARA EL PLANO DEL MIEMBRO SECUNDARIO Web member permanent bracing collects and transfers buckling restraint forces and/or lateral loads from wind and seismic forces. The same bracing can often be used for both functions. AMostre permanents de los miembros secundarius recogen y pasan fuerzas de restrlcd6n de torcer y/o cargas laterales de Mento y fuerzas stsmicas. A menudo el mismo arriostre puede ser usado para ambos fundones. 1 Individual Web Member Permanent Restraint & Bracing Restdc d6n yArriostre Permanente de Miembros Secundarius Indlvlduales 0 Check the TDD to determine which web members (If any) require restraint to resist buckling. Revisa el TDD para detenninar cuales mlembros secundarlos (sl algunos) requleren restrio d6n para resistir el torcer. One restralm required ® Restrain and brace with, on each of these webs. A. Continuous lateral restraint & diagonal 9 onal bracin , or _ Una resd reyuedda oenn c4 es es ds B. Individual member web reinforcement fir de estos mlembros Resbinja y arriostre con, - secundarios. j A. Restriod6n lateral continua y arriostre diagonal, o B. Refuerzo de mlembros secundarius Individuales. – A. Continuous Lateral Restraint (CLR) y & Diagonal Bracing A. Restriod6n Lateral Continua (CLR) yArriostre Diagonal Attach the CLR of the locations shown on the TDD: Sulete el CLR en' las ubicadones mosirados en el TDD. Install the diagonal bracing at approximately 451 to the CLR and position so that it cre es the web in close proximity to the CLR. Attach the diagonal brace as close to the top and b )ttom chords as possible and to each web it crosses. Repeat every 20' (6.1 m) or less. Instale el arriostre diagonal a aproximadamente 45 grades al CLR y to coloque para que truce la cuerda muy cerca del CLR. Sujete el amostre diagonal tomo cercano a las cuerdas inferior y superior tomo sea posible y a cada cuerda que to cruza. Repita sada 20 pies o mentos. The Truss Design Drawing (TDD) provides Diagonal °X° bracing in the top ch information on the assumed support for the top intervals specified by the building chord. El Dibujo del Disen"o de TFuss (TDD) proves informad6n sobre el soporte supuesto para la cuerda superior a' 0 Fastener size and spacing requirements and grade for L the sheathing, purlins and bracing are provided in the building code and/or by the building designer. s EI tamatTo de deme y requisltos de espadamlento y grado para el entablado, vigas de soporte y arriostre son provistos en el c6d1go del edfiido y/o por el dlsefia- he het dor del edMdo. f rigid Ceiling 2. PERMANENT BRACING FOR THE BOTTOM CHORD PLANE 2. ARRIOSTRE PERMANENTE PARA EL PLANO DE LA CUERDA INFERIOR 0 Use rows of continuous lateral restraint with diagonal bracing, gypsum board sheathing or rigid ceiling. Use filas de restricd6n lateral continua con arriostre diagonal, entablado de yeso o techo rigido. Diagonal Diagonal braces ' Lateral restraint Group of 2 Trusses Note: Some chord and web members not shown for clarity. sheathing Lateral restraint RJ Lateral restraint & diagonal bracing can also be used with =45' small groups of trusses (Le., three or less). Attach the lateral restraint & diagonal brace to each web member that they cross. Restriod6n lateral y anlostre diagonal tambl6n puede ser usado con grupos pequer'los de trusses (ej. Cres o menos). Sujete la restriod6n lateral y el arriostre diagonal a Cada mlerl secundario que los crazan. r r tI I 14 r Lumber Size i Minimum Neil Sha Minimum Number of Nalls par Connection 2x4 stress -graded 10d (0.1284°) 12d (0.1284.25') 2 led (0.131x3.5') 26 stress -graded 10d (0.128x3') 12d (0.128x3.25') 3 led (0.131x3.5') Other attachment requirements may be specified by the buss designer or building designer. The grade/size and attachment for bracing materials such as wood structural panels, gypsum board sheathing, proprietary metal mstraGtt/bracIng products, and metal pudins and straps are provided by the building designer. PERMANENT BRACING FOR THE VARIOUS PLANES OF A TRUSS ARRIOSTRE PERMANENTE PARA VARIOS PLANOS DE UN TRUSS n Permanent bracing is important because it, a) prevents out -of -plane buckling of truss members, b) helps maintain proper truss spacing, and c) resists and transfers lateral loads from wind and seismic forces. EI arriastre permanente es Importante porque, a) impide el torcer fuera-de-piano de los miembros del truss, b) ayuda en mantener espadamiento aproplado de los trusses, y c) resists y pasa las cargas laterales de Mento y fuerzas sismicas apBcadas al sistema del truss. Trusses require permanent bracing within ALL of the following plan: 1. Top chord plane 2. Bottom chord plane 3. Web member plane Trusses requieren arrlostre permanents dentro de TODOS los sigulentes pianos. 1. Plano de la cuerda superior 2. Piano de la cuerda inferior 3. Piano del miembro secundario Web member plane Top chord plane Structural sheathing on top chord plane ACa9M@gg Without permanent bracing the truss, or a portion of its members, will buckle (Le, fail) at loads far less than design. IMINYMNSin el arnbstre permanente, del truss, o un parte de los miembros, torcerhn (ej. fal- lar6n) de cargas muchas menos que las cargas que el truss es disen"ado a ltevar. 1. PERMANENT BRACING FOR THE TOP CHORD PLANE 1. ARRIOSTRE PERMANENTE PARA EL PLANO DE LA CUERDA SUPERIOR 0 Use plywood, oriented strand board (OSB), or wood or metal structural purlins that are properly braced. Use contrachapado, panel de fibras orlentadas (00), o Ngas de soporte de madera o metal que son arriostrados aproptadamente. 0 The TDD provides Information on the assumed support for the bottom chord. EI TDD proves Informaddn sobre el soporte supuesto para la cuerda inferior. 0 Install bottom chord permanent lateral restraint at the spacing indicated on the TDD and/or by the building designer with a maximum of 10'(3 m) on -center. Instale restricd6n lateral Permanente de Is cuerda Inferior al espadamiento Indicado an el TDD y/o Por el disellador del ediBdo con un mdxlmo de 10 pies en el centro. Diagonal bracing Bottom chords Lateral restraint 2x4xl2' 20 or greater lapped over m) two trusses Note: Some chord and web members not shown for clarity. Lateral restraint and diagonal bracing used to brace the bottom chord plane. 3. PERMANENT BRACING FOR THE WEB MEMBER PLANE 3. ARRIOSTRE PERMANENTE PARA EL PLANO DEL MIEMBRO SECUNDARIO Web member permanent bracing collects and transfers buckling restraint forces and/or lateral loads from wind and seismic forces. The same bracing can often be used for both functions. AMostre permanents de los miembros secundarius recogen y pasan fuerzas de restrlcd6n de torcer y/o cargas laterales de Mento y fuerzas stsmicas. A menudo el mismo arriostre puede ser usado para ambos fundones. 1 Individual Web Member Permanent Restraint & Bracing Restdc d6n yArriostre Permanente de Miembros Secundarius Indlvlduales 0 Check the TDD to determine which web members (If any) require restraint to resist buckling. Revisa el TDD para detenninar cuales mlembros secundarlos (sl algunos) requleren restrio d6n para resistir el torcer. One restralm required ® Restrain and brace with, on each of these webs. A. Continuous lateral restraint & diagonal 9 onal bracin , or _ Una resd reyuedda oenn c4 es es ds B. Individual member web reinforcement fir de estos mlembros Resbinja y arriostre con, - secundarios. j A. Restriod6n lateral continua y arriostre diagonal, o B. Refuerzo de mlembros secundarius Individuales. – A. Continuous Lateral Restraint (CLR) y & Diagonal Bracing A. Restriod6n Lateral Continua (CLR) yArriostre Diagonal Attach the CLR of the locations shown on the TDD: Sulete el CLR en' las ubicadones mosirados en el TDD. Install the diagonal bracing at approximately 451 to the CLR and position so that it cre es the web in close proximity to the CLR. Attach the diagonal brace as close to the top and b )ttom chords as possible and to each web it crosses. Repeat every 20' (6.1 m) or less. Instale el arriostre diagonal a aproximadamente 45 grades al CLR y to coloque para que truce la cuerda muy cerca del CLR. Sujete el amostre diagonal tomo cercano a las cuerdas inferior y superior tomo sea posible y a cada cuerda que to cruza. Repita sada 20 pies o mentos. The Truss Design Drawing (TDD) provides Diagonal °X° bracing in the top ch information on the assumed support for the top intervals specified by the building chord. El Dibujo del Disen"o de TFuss (TDD) proves informad6n sobre el soporte supuesto para la cuerda superior a' 0 Fastener size and spacing requirements and grade for L the sheathing, purlins and bracing are provided in the building code and/or by the building designer. s EI tamatTo de deme y requisltos de espadamlento y grado para el entablado, vigas de soporte y arriostre son provistos en el c6d1go del edfiido y/o por el dlsefia- he het dor del edMdo. f rigid Ceiling 2. PERMANENT BRACING FOR THE BOTTOM CHORD PLANE 2. ARRIOSTRE PERMANENTE PARA EL PLANO DE LA CUERDA INFERIOR 0 Use rows of continuous lateral restraint with diagonal bracing, gypsum board sheathing or rigid ceiling. Use filas de restricd6n lateral continua con arriostre diagonal, entablado de yeso o techo rigido. Diagonal Diagonal braces ' Lateral restraint Group of 2 Trusses Note: Some chord and web members not shown for clarity. sheathing Lateral restraint RJ Lateral restraint & diagonal bracing can also be used with =45' small groups of trusses (Le., three or less). Attach the lateral restraint & diagonal brace to each web member that they cross. Restriod6n lateral y anlostre diagonal tambl6n puede ser usado con grupos pequer'los de trusses (ej. Cres o menos). Sujete la restriod6n lateral y el arriostre diagonal a Cada mlerl secundario que los crazan. • DANGER! Trusses alone are NOT designed to SUPPORT fall protection anchors iPELIGRO! Trusses solos NO son disenados para SOPORTAR anclas de proteccOn de caida O WARNING! Trusses are not designed to resist lateral impact loads. A falling worker attached to a single truss could cause all the trusses on the structure to collapse in a domino effect. iADVERTENCIAl Trusses no son disenados para resistir cargas de impacto lateral. Un trabajador que cae cuando esta conectado a un solo truss podria causar que todos los trusses en la estructura desplomen en una reaccidn en cadena. © DANGER! A single truss used as an anchorage point for any type of personal fall arrest system is dangerous and will increase the risk of serious injury or death. 1PELIGR01 Usar un solo truss como un punto de anclaje para cualquier tipo de sistema de arrestar caida personal es peligrosa y aumentara el riesgo de herida seria o la muerte. Q Refer to BCSI-Bi and BCSI-B2"` for recommendations on temporary restraint/bracing of trusses. Refiera el resdmen BCSI-Bi y BCSI-B2"' para las recommendations sobre la restriction/arriostre temporal de trusses. Fall protection and safety measures are jobsite and building specific. The appropriate fall protection method must be determined by • a person who is qualified to design, install, and use fall protection systems and authorized to have any problems corrected. Proteccidn de caida y medios de seguridad son especificos a la ob►a y el edificio. El metodo de proteccOn de caida apropiado tiene que ser determinado por una persona cualificada para disen"ar, instalar, y usar sistemas de proteccOn de caida y autorizada para corregir cualquier problema. T_ i SUMMARY S T FALL PROTECTION PLANS — PLANES DE PROTECCION DE WDA Regulations and information on fall protection and erection/installation of trusses in residential construction is contained in Standard 29 CFR 1926 Subpart M from the U.S. Department of Labor, Occupational Safety and Health Administration (OSHA). Section 1926.501(b)(13) of the OSHA Construction Standard states in part: "Each employee engaged in residential construction activities 6 feet or more above lower levels shall be protected by guardrail systems, a safety net system, or a personal fall arrest system." For sample Fall Protection Plans for residential construction refer to Appendix E of Section 1926 Subpart M of the Construction Resource Manual online at www.osha.gov/ publications/const_res_man/index.html or contact a Registered Design Professional experienced in the elimination/control of fall hazards. Normas a informacOn sobre la proteccion de caida y ereccOn/instalacOn de trusses en la construccOn residencial es contenido en Standard 29 CFR Subpart M del U.S. Departamento de Labor, Seguridad Ocupacional y Administracion de Salud (OSHA). El Estandar de ConstruccOn de OSHA seccion 1926.501(b)(13) dice en parte: "Cada empleado que es ocupado en actividades residenciales que son seis pies o mas arnba de el nivel mas bajo debe ser protegido por un ststema de baranda, un sistema red de segundad, o sistema de arrestar la caida personal." Para ejemplos de planes de proteccion de caida para la construccOn residencial vea lel ap6ndice E de a seccion 1926 subpart M de Manual de Recursos de ConstruccOn en Internet en www.osha.gov/publications/const res man/indexhtml o contacte un Profesional de Disen"o Registrado que tenga expenenda en la eliminacion/control de peligros de caidas. ALTERNATIVE SAFE INSTALLATION OPTIONS — OPCIONES ALTERNAS PARA LA INSTALACI6N SEGURA Option 1— Opc1i6n 1 Scaffolding Andamio Use a scaffolding system with personal fall arrest system following OSHKs guidelines. Use un sistema de andamio con un sistema de arrestar la caida personal siguiendo la directriz de OSHA. Option 2 — Opc116n 2 Use a Roof Peak Anchor Use Ancla de Cumbre de Techo Completely sheath, restrain and brace a group of trusses (per BCSI-1111 and BCSI-B2)*** and use a roof anchor and personal fall arrest system following OSFWs guidelines [Standard 29 CFR 1926.500]. Completamente entable, restrinja, y arriostre un grupo de trusses (por BCSI- Bl y BCSI-B2)*** y use una ancla de techo y sistema de arrestar la caida personal siguiendo la directrices de OSHA [Standard 29 CFR 1926.500]. Option 3 — Opc116n 3 Ground Assembly Montaje de Terreno Pre -assemble a section of trusses on the ground. Sheath, restrain and brace for stability. Lift and set in place. This pre - assembled section can then be used as a tie -off point. Pre junte un seccion de trusses en el terreno. Entable, restrinja, y arriostre para estabilidad. Levante y ponga en sitio. Esta seccion pre juntada puede ser usada como un punto de star. ***Contact the component manufacturer for more information or consult a Professional Engineer for assistance. To view a non -printing PDF of this document, visit www.sbclndustry.com/bll. This document summarizes the information provided in Section B11 of the 2008 Edition of Building Component Safety Information BCSI - Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004-2010 Structural Building Components Association and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. S CN W [Ary i WOOD TOU88 COUNCIL 6300 Enterprise Lane - Madison, WI 53719 608/274-4849 - www.sbcindustryCom '4zi, • TRUSS PLATE INSTITUTE 218 North Lee Street, Ste. 312 Alexandria, VA 22314 703/683-1010 - www.tpinst.org Construction loads are those loads imposed on the unfinished building as a result of the construction process. Typical construction loads include the weight of the workers, equipment, and building materials, to name a few. For example, a bundle of plywood sheathing or gypsum board stacked on trusses temporarily creates construction loads. Cargas de construccOn son las cargas que estan impuestas a los edificios incompletos como resultado del proceso de construccion. Cargas de construccOn tipicas incluyen el peso de los trabajadores, el equipo y los materiales de construccion, etcetera. Por ejemplo, un paquete de entablado contrachapado o tabla de yeso apilados temporalmente sobre los trusses crean cargas de construccOn. Q Make sure that the truss assembly is properly restrained and braced according to the guidelines in BCSI-Bl*** and BCSI-B2**' before placing any construction loads on them. Construction loads shall only be placed on fully restrained and braced structures. Asegdrese que el montaje del truss esta adecuadamente restringido y arriostrado segdn las pautas en BCSI-BI*** y BCSI-B2"* antes de colocar alguna carga de construccOn en la estructura. Solamente coloquen cargas de construccOn arriba de estructuras cuales son restringidos y arriostrados completamente. ® WARNING! Stacking excessive amounts of construction materials on floor or roof trusses is an unsafe practice. Prop- erty damage, personal injury and/or death are possible if this warning is not heeded. iADVERTENCIA! Apilando cantidades excesivas de cargas de construccOn sobre trusses de pilo u techo es una prac- tica peligrosa. Dan"o a la propiedad, herida personal y/o muerte son posibles si no sigue esta advertencia. ® Trusses that have been over -stressed due to excessive construction loading will usually show excessive sagging 40(deflection) and at least a portion of this deflection will remain even after the load has been removed. In more severe cases, broken truss members and/or failed truss joints may result. Los trusses que han sidos demasiado estresados debido a cargas de construccOn excesivas usualmente demuestran una desviacidn excesiva, y por to menos una parte de este desviacidn se quedaran adn despues de que la carga se haya quitada. En casos m6s severos, miembros quebrados del truss y/o junturas falladas pueden resultar. CONSTRUCTION LOADING ,NQS AND DON'TS QUE KA Y NO RACER CON LAS CARGAS DE CONSTRUCCION (S) DONT stack materials on unbraced trusses. NO amontone materiales sobre trusses que no esten arriostrados. S • overload NO sobrecargue los trusses. (S) DONT exceed stack heights listed in the table. NO exceda la altura de montdn indicada en la tabla que sigue. Maximum Stack Height for Material on Trusses Maximua Altura de Monton para Material encima de los Trusses Material - Material Height -Altura Gypsum Board - Tabla de Yeso 12" - 12 pulgadas Plywood or OSB - Madera Contrachapada u OSB 16" - 16 pulgadas Asphalt Shingles - Teja de Asfalto 2 bundles - 2 paquetes Concrete Block - Bloque de Hormingdn 8" - 8 pulgadas Clay Tile - Teja de Arcilla 3-4 tiles - 3-4 azulejos Note: Limit stacking periods to approximately one week, unless alternative information is provided by the Building Designer, Truss Designer or Truss Manufacturer. Lateral Diagonal properly restrain and brace trusses before Restraint Bracing stacking construction materials on them. Structural CONSTRUCTION LO Q DO distribute loads over as many trusses as possible. Position stacks of materials flat with the longest dimen- sion perpendicular to the trusses, as shown. Si distribuye cargas sobre el mayor numero de trusses que sea posible. Posicione perpendicular a los trusses los montones de materiales lianas con la dimension mas larga como se indica el dibujo. ® DON'T allow the stack to lean against walls, or stack materials so they overload single or small groups of trusses. NO permite que el montdn se incline contra ninguna pared, o apile materiales para sobrecarguen uno u grupos pequen"os de trusses. ® DO stack materials along exterior supports or directly over interior supports of properly restrained and braced structures. i amontone materiales al lado de los soportes exte- Hores o directamente sobre los soportes interiores de estructuras que estan restringidos y arriostradas apro- piadamente. Note: Truss bracing not shown for clarity. ® DON'T overstack trusses with materials midway be- tween supports. Never exceed stack heights provided in the table (see page 1) unless alternative information is provided by the Building Designer, Truss Designer or Truss Manufacturer. NO sobrecargue los trusses con materiales a mitad de los soportes. Nunca sobrepase las alturas de montdn indicada en la tabla en la pagina anterior aunque infor- macidn alternadva esta provista por el Disenador del Edificio, Disen"ador del Truss, o Fabricante del Truss440�:�. ® DON'T drop loads on trusses. The impact can damage the trusses even if the load is small. NO deje caer cargas arriba de los trusses. El impacto puedo dan"ar los trusses aunque si sea pequen"a la carga. I @(DO leave construction materials on lifting equipment until installation, if possible. SI deje materiales de construccid6n arriba del equipo de levantar hasty la instalacidn, si es posible. ® DON'T stack materials at locations that will produce instability, such as on cantilevers or near truss -to -girder connections. NO amontone materiales en un lugar que puede producir inestabilidad Como en voladiza o cerca de las conecciones de trusses-a-travesan"o. Girder Trus �.j N DONT pile cut-off tile and/or other construction waste on trusses. NO apile the de sobra y/o otros residuos de construc- c0n sobre los trusses. "'Contact the component manufacturer to obtain the referenced document or consult a Registered resign Professional for more information on this subject To view a non -printing PDF of this document, visit www.sbdndustry.com/b4. This document summarizes the Information provided in Section B4 of the 2008 Edition of Building Component Safety Information BCSI - Guide to Good Practice for Handling, Installing, Restraining & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004-2009 Structural Building Components Association and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. S3C WN OR' r r uuooO muss COUNCIL 6300 Enterprise Lane - Madison, WI 53719 608/274-4849 - www.sbdndustry.com TRUSS PLATE INSTITUTE 218 North Lee street, Ste. 312 Alexandria, VA 22314 703/683-1010 - www.tpinst.org • Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-156714 Permit Number: RC -3-11-375 Inspection Date: April 22, 2013 Permit Type: Residential Construction Inspector: Bruhn, Norman Owner: HELLER, DAVID & JUDE Job Address: 1300 NE 94 Street Miami Shores, FL 33138 - Project: <NONE> Inspection Type: Final PE Certification Work Classification: Addition/Alteration Phone Number 3305-757-8142 Parcel Number 1132050100120 Contractor: MCKENZIE CONSTRUCTION LLC Phone: (323)533-4151 Buildina Denartment Comments FOYER MODIFICATION AND OUTSIDE KITCHEN PERMIT RENEWED ON 12/21/12 Inspector Comments Passed PILING INSTALLATION G/ Failed Correction Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. For Inspections please call: (305)762-4949 April 22, 2013 Page 1 of 1 5450 Griffin Road, Davie, Fl. 33314 • Tel: 954-584-6115 & 584-6880 Fax: 954-5842862 E-mail: soilprobe@arch-engr.com February 27, 2007 Bodax Foundations, Inc. 1101 NW 55th Street Fort Lauderdale, FL 33309 RE: Pile installation certification Proposed Addition 1300 NE 64th St. Miami Shores, FL This is to certify that on February 20, 2007 a representative of this office monitored the installation of the auger cast piles at the referenced site. A total number of seven (07) piles were installed at depths and locations shown in the attached pile installation log and location sketch. The piles were installed at the locations 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 installation log. Should you have any question regarding the above, or if you require additional information, please contact this office. Sincerely, Soilprobe,E�e�ring & Testing, Inc. P. Cc: Ci f Miami Shores, FL lent (3) Bejar Construction Enc. . . . 0 . . 0 0 0 0 0 0 0 0 0 . . . . . 0 9 14" AUGER CAST PILES INSTALLATION LOG Page 1 of I Miscellaneous Notes: Steel Spec's: Grout Spec's: Load Bearing: 4#7's w/#3ties 14" o/c 4,000 psi 35 tons PROJECT: CONTRACTOR: ADDRESS: Proposed Addition Bejar Construction 1300 NE 94a' Street CITY: Miami Shores, FL Pile ID Auger Time Pene tration (Feet) Theor. Amount of Grout (Cl) Pump Strokes Actual Grout Amount (Cl) Grout Factor Kips Notes: 02/20/07 1 1 2:48 20 0.80 66 1.19 1.49 70 Start 9:10; Tarmac #1460 2 2 2:50 20 0.80 69 1.24 1.55 70 Arrived 9:00; 9 c.y. 3 3 2:44 20 0.80 72 1.30 1.62 70 4 4 2:39 20 0.80 70 1.26 1.58 70 5 5 2:56 20 0.80 78 1.40 1.76 70 6 6 2:39 20 0.80 70 1.26 1.58 70 7 7 2:44 20 0.80 68 1.22 1.53 70 Stop 11:00 8 9 10 11 12 1 1 13 14 15 16 17 18 19 20 Miscellaneous Notes: Steel Spec's: Grout Spec's: Load Bearing: 4#7's w/#3ties 14" o/c 4,000 psi 35 tons PROJECT: CONTRACTOR: ADDRESS: Proposed Addition Bejar Construction 1300 NE 94a' Street CITY: Miami Shores, FL PILE LOCATION SKETCH 5450 Griffin Road, Davie, Fl. 33314 Tel: 954-584-6115 & 584-6880 Fax: 954-584-2862 E-mail: soilprobe@arch-engr.com . . . . . . . o . o . . 0 0 . . 0 . . . . . 22'-p" 2'-8" 16'-0" 3'-4" A- #4 ® 12"' I x3`-0"��. m#4 012" x5'-0" 0" o l I N1 o I 7p . 8 6 3 8 Eel M ! I ® I 5a� dl to X3'-0" co i I r _ t ® 12"� g x5'-0" 0" I I I I ? I 1 x —I! GB -1 x 0 0 0 0A ". 5450 Griffin Road, Davie, Fl. 33314 Tel: 954-584-6115 & 584-6880 Fax: 954-584-2862 E-mail: soilprobe@arch-engr.com . . . . . . . o . o . . 0 0 . . 0 . . . . . • McKENZ=E April 22, 2013 Village of Miami Shores Attention: Building Department 10050 NE 2nd Avenue Miami Shores, Florida 33138 Re: Owners: June and David Heller Address: 1300 NE 94 Street - Miami Shores, Fla. Permit No.: 311375 To Whom it May Concern: This will confirm that the rear buildout at the above address was built according to the plans submitted to the Village of Miami Shores and the superintendent of the job was present for all inspections. Please feel free to call our office if you have any questions or need any further documentation. Sincerely, Ga� D. McKeozi Managing Member of McKenzie Construction LLC BUILDWKENZIE.COM o 786.412.7341 f 786.484.0429 ftt 0 T L s 0 B�`Sc�� Y 5 VALVARICIIIII A11�flee'''.;.,. 0 BOAT LIFT - 1 ABBREVIATIONS: SV AC=SIDEV [ALK, CBS=CONCRETE BLOCK STRUCTURE, CLF -CHAIN LINK FENCE, PL: --PROPERTY LINE, DUE=DRAINAGE UTILrrY EASEM ENT, IP=IRON PIPE, F=FOUND, AIC=AIR CONDITIONER PAD, P/C=PROPERTY CORNER D/H=DRILLED HOLE, WIF=WOODEN FENCE, RES=RESIDENCE, CL -CLEAR, RB=REBAR, UE=UTILI Y EASEMENT. CONC=CONCRETE SLAB. R/V�RIGHT OF Wky,, DE=DRAINAGE EASEMENT, CIL=CENTER LINE, O=DIAMTER, TYP=TYPICAL. M=MEASURED, R=RECORDED, ENCR=ENCROACHMENT, COMP=COMPUTER, ASH=ASPHALT, N/D=NAIL & DISC, S=SET, FEE=FINISH FLOOR ELEVATION, O/S=OFFSET, PIP=POWER POLE, OHP=OVERHEAD POWERLINE, M=V LATER METER MMAASONRY = ELEVATION BASED ON LOC. # 32505 CONCRETE= •s.:: i, • • •�: • •i _ : .DCBM#$ -62 ELV. 8 0 74' MAINTENANCE&DRAINAGE EASEMENT= M &D.E. TYPE OF SURVEY: BOUNDARY. SURVEY SURVEYOR'S NOTES: 1) OWNERSHIP SUBJECT TO OPINION OF TITLE. 2) NOT VALID WITHOUT THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 3) THE SURVEY DEPICTED HERE 1S NOT COVERED BY PROFESSIONAL LIABILITY INSURANCE. 4) LEGAL DESCRIPTION PROVIDED BY CLIENT. 5) UNDERGROUND ENCROACHMENTS NOT LOCATED. 6) ELEVATIONS ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. 7) OWNERSHIP OF FENCES ARE UNKNOWN. 8) THERE MAY BE ADDITIONAL RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAYBE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 9) CONTACT THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK FOR BUILDING AND ZONING INFORMATION. 10) EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THIS PROPERTY. BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMED VALUE OF SAID PB PAGE WORTH AYSHORE PUBLIC PARK M1arTll eAl Wi i APPROVED By DATE 70NING DEPT BLDG DEPT SUBJECT TO COMPLIANCE W11TH ALL FEDERAL STATE AND COUNTY RULES AND RFOULATIONS SURVEY FOR: DAVID AND JUNE HELLER, LEGAL DESCRIPTION: LOT OF 1300 NE 94 ST., MitITY 138 14 .W n^,- — ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT OF THE PUBLIC RECORDS MIAMI-DADE COUNTY, FLORIDA i HEREBY CERTIFY That the survey represented thereon meets the minimum technical requirements adopted by the STATE OF FLORIDA Board of Land Surveyors pursuant to Section 472.027 Florida Statutes. There are no encroachments, overlaps, easements appearing on the plat or visible easements other than as shown hereon. ADIS N. NUNEZ REGISTERED LAND SURVEYOR STATE OF FLORIDA #5924 SINCE 1987 BLANGO SURVEYORS INC. 16 Engineers • Land Surveyors • Planners • LB # 0007059 555 NORTH SHORE DRIVE MIAMI BEACH, FL 33141 . (305) 865-1200 Email: blancosurveyorsinc@yahoo.com Fax: (305) 865-7810 LUUULUNt: VE SUht-IA: L DATE: 9/11/09 BASE: 11 ANEL: 0306 COMMUNITY # 120652 TATE: SCALE: DWN. BY: JOB No 2/11/13 1•= 30' F.Blannn 13-173 BUILDING -.5 N Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 PERMIT APPLICATION Permit Type: BUILDING FBC 20 Permit No. DEC 2 12012 Master Permit No. 4 e 3 <- P — 3 ;7� ROOFING JOB ADDRESS:. eA) cz '6a-- 1 City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO i.� Flood Zone: _ v OWNER: Name (Fee Simple Titleholder): A --TVJ vVL. { = b Phone#: a ' �`✓ �® Address: 93 c3 Ai 6 t City: P) if) ®�'i State: f) zip: 3 ,_6 I r Tenant/Lessee Name: Phone#: Email: �A 0 CONTRACTOR: Company Name: / V 1�, A k ho' Z-/A� Phone#: 94= 44 / A ` 2'L j i Address:_°�f�°d City: fijr I f -= 'Ki 1 State: C� d 3 Zip: "!3 ) �� Qualifier Name: tv Z / Phone#: We,-- Y),a — T3q State Certification or Registration #: x_314C'_ / g /" & 6 o�� Certificate of Competency #: Contact Phone#: 2I Le, -- -t) / a -- '_7 3 Y Email Address: DESIGNER: Architect/Engineer: Phone#: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑Addition ❑Alteration ❑New ❑Repair/Replace ❑Demolition Description of Work: -C olor thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ + Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ CCF $ CO/CC $ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE $ + Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose pro erty is subject to attac ent. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the jiY inspection which occ s seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection not betpprovec an a reinspection fee will be charged. The foregoing instrument was acknowledged before me this � t day of , 20 -, byA Q ) lb PCI -J— , who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: Sign: 6! u , Print. o,�q'J) My Commission MY CONWISSION-M DD464"S EXPIRES: March 01, 2014 y , F1 Nosy UMM AIM. Ca APPROVED BY Signature I Con acto The foregoing instrument was acknowledged before me this day of , 20®1, by `+"r' �, CEA/ Z/ to who is personally known to me or who has produced Plans Examiner Structural Review (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) identification and who did take an oath. NOTARY PUBLIC: /11 Sign: �� /' Print: AqAM b' -A) 6 N 1' My Commission "" �" � CAR�1b1d DE 1d6RNARDI MY CM4WSS10N•4 DDW773 y EIPIM:IWtch01.2014 .0 a ..�... FI. NmaY Chun Aura. Co. Zoning Clerk e W 630815-9 eta Gv TRANSFER IKENZ'IE- dd-ftfRUCTION LLCRECe No. 657442-1 7610 NE 4 CT lOZSTATE# 01516135 33138 MIAMI MCKENZIE CONSTRUCTION LLC 1W GENERAL BUILDING CONTRACTOR WORKERS B Or NM -76 6=t9RWAFtD MCKENZIE CONSTRUCTION LLC OAVIN MENZIE PRES 7610 NE 4 CT 102 MIAMI FL 33138 g 080000 0 000004.50 It fill r a � i�LF1L iY3 8 ~ 2iS92 LOOAL S1FaZH� TAX ED*T x1664 RBST %LA$$ ht�-DAIMCEHIMV, STATE SF t. U.&F-MAGE 4 c%+.�A �aT. FdfVIA&S'SLP7 8gy'�9� . PAID ,w" r€2R '.�i W BE OWLAYEP AT:PLACE OV 68A�i FL P?�F1S3lAlYTTI1Cf!liNTYt.ADE�BA.AlTL9.&40 PERM1PNa231 THIS IS NOT A BILL - DO NOT PAY 630815-9 TRANSFER MCKENZIE CONSTRUCTION LLC STATE# CSCI516135657442-1 7610 HE 4 CT 102 33138 MIAMI MCKENZIE CONSTRUCTION LLC WORKER/S 196 GENERAL BUILDING CONTRACTOR 1 qC "lOT FORWARD MCKENZIE CONSTRUCTION LLC GAVIN MCKENZIE PRES 7610 HE 4 CT 102 MIAMI FL 33136 g�6�a�a�Q�g 000004.50 It fill„Jloll 1li1fliaill iflitillio,4.1lifofifi„ilillitwil . - "DE:- STATE OF FLORIDA DEPARTMENT OF'BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD 1940 NORTH •�� +°� TALLAHASSEE STREET FL32399-0783 MCKENZIE, GAVIN MCKENZIE CONSTRUCTION LLC 3700 PRAIRIE AVE. MIAMI BEACH FL 33140 Congratulations! With this license you become one of the nearly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range from architects to yacht brokers, from boxers to barbeque restaurants, and they keep Florida's economy strong. Every day we work to improve the way we do business in order to serve you better For information about our services, please log onto www.myfloridalicense.com. There you can find more information about our divisions and the regulations that impact you, subscribe to department newsletters and leam more about the Department's initiatives. f Our mission at the Department is: License Efficiently, Regulate Fairly. We constantly strive to serve you better so that you can serve your customers. Thank you for doing business In Florida, and congratulations on your new license! - - -- DETACH HERE AC# 6 2 6 7 9 7 8 STATE OF FLORIDA (850) 487-1395 STATE OF FLORIDA AC# G 26 ? 9 ?B DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CGC1516135 06/1.4/12 118204640 CERTIFIED °GENERAL -`COX TRA CTOR MCKENZIE, GAVIN MCKENZIE CONSTRUCTION LLC IS CERTIFIED under the provisions of Ch.489 Fe aspiration date, AUG 31, 2014 L12081402021 DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD SEW L12081402021 j 108/14/20121118204640 ICGC1516135 The GENERAL CONTRACTOR Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 31, 2014 MCRENZIE, GAVIN MCRENZIE CONSTRUCTION LLC 3700 PRAIRIE AVE. MIAMI BEACH FL 33140 RICK SCOTT GOVERNOR DISPLAY AS REQUIRED BY LAW KEN LAWSON SECRETARY .4` oRv CERTIFICATE OF LIABILITY INSURANCE °" o X112 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(les) must be endorsed. N SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder In lieu of such endorsement(s). BPRODUCE BUCKLEY, DEETS INC 305-262-0086 6161 BLUE LAGOON DR., STE 420 MIAMI, FL 33126 Garrett T Butler MtCT GARRETT T BUTLER PHONE LA& Nm . 305-262-0086 No , 305-262-0187 IDDRESS: GBUT@BBDINS.COM INSURERM AFFORDING COVERAGE NAIL 0 GENERAL LIABILITY X COMMERCIAL GENERAL LIABILITY CLAIMS -MADE Fx-1 OCCUR INSURER A: COLONY INSURANCE COMPANY 39993 LOW716-1 LURED MCKENZIE CONSTRUCTION LLC GAVIN MCKENZIE INSURER B : FCCI COMMERCIAL INSURANCE CO. 33472 INSURER C : 3700 PRAIRIE AVE INSURER D: MIAMI BEACH, FL 33140 INSURER E : GENERAL AGGREGATE $ 2,000,000 su PRODUCTS - COMPIOP AGG $ 2,000,00 COVERAGES CERTIFICATE NUMRER! REVISION NUMRPR- 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. am TYPE OF INSURANCE ADD BSUI POLICY NUMBER POLICY POLICY EXP LIMITS A GENERAL LIABILITY X COMMERCIAL GENERAL LIABILITY CLAIMS -MADE Fx-1 OCCUR LOW716-1 09129111 09/28/12 EACH OCCURRENCE $ 1,000,00 PREMISES Ea occurrence) $ 100,000 MED EXP (Any orte person) $ 510 PERSONAL &ADV INJURY $ 11000,00 GENERAL AGGREGATE $ 2,000,000 GEM AGGREGATE LIMIT APPLIES PER: POLICY PRO LOC PRODUCTS - COMPIOP AGG $ 2,000,00 $ AUTOMOBILE LIABILITY ANY AUTO ALL AUTOS OWNED SCCHHEEDDULED NON -OWNED HIRED AUTOSAUTOS r 1 1 COMBINED(EaacWeSINGLE LIMIT BODILY INJURY (Per paras,) $ BODILY INJURY (Per aaJdent) $ PR PERTYDAMAGE Per acdderd $ $ UMBRELLALWB EXCESS LIAR OCCUR CLAIMS -MADE EACH OCCURRENCE $ AGGREGATE $ DED I I RETENTION $ B WORKERS COMPENSATIONX AND EMPLOYERS' LIABILITY ANYPROPRIETOPJPARTNERIEXECUTNE Y / N OFFICERIMEMBER EXCLUDED? (Mardstcry in NN) If gam, describe under DESCRIPTION OF OPERATIONS below N / A 001-WC12A-SMS 02/01/12 02101113 WC sTATU- OTH UMITS E.L. EACH ACCIDENT $ . E.L. DISEASE - EA EMPLOYE $ 500, E.L. DISEASE - POLICY LIMIT $ 5001 DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (Attach ACORD 181, Addidonal Remarks Schedule, If more space Is regdred) MIAMI SHORES VILLAGE BUILDING DEPT. 10050 NE 2 AVENUE MIAMI SHORES, FL 33138 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE '-�4e4— O 1988.2010 ACORD CORPORATION. All rights reserved. ACORD 25 (2010105) The ACORD name and logo are registered marks of ACORD 01/06/2011 11:53 FAX BUILDING 1 800 685 7530 DATA SCAN FIELD SERVICES Miami Shores Village Building Department. 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 PERMIT APPLICATION FBC 20 Permit Type: BUILDING A OWNER: Name (Femme Simple Title4holder): A)D" Address: \ �•- o (D N Permit No.� Master Permit No. City: L \l Cil wl l Q Y�'� State: �C L Zip: Tenant/Lessee Name: Phone#: Email: JOB ADDRESS: 1 l `t `'t '/A Miami Shores County: Miami Dade Zip: S3 13q) Folio/Parcel#: Is the Building Historically Designated: Yes CONTRACTOR: Company Name:' Address:_ I aP tD ( L) _�P "t..k City: i) Zjj rid ir►'l 1 Qualifier Name: State Certification or Registration #: Contact Phone#: " DESIGNER: Architect/Engineer: NO Flood Zone: - Phone#�J I -p State: Zip: Phone#: —02.5_7&F) Certificate of Competency #: 'F, .tib' Ci t Email Address: ' QC ` C A 5-- lit , Phone#: Value of Work for this Permit: $ �� y Square/Linear Footage of Work: Tvae of Work: ❑Address LIAlteration ONew ORepair/Replace ODemolition COLOR THROUGH ROOF TILE IS REQUIRED acknowledged by: ��,n*�,taa�x�,x�,r�r�,�x,�,�ar*,x*+*,r•x,s�*�,r�r�,�* *�Fees� �a*:r*•�wu�r,+.�r,Y-xr,�u�a�r•�*#��*�•��,��e,ut�*��t*,rxx* Submittal Fee S Permit Fee $ C CCF $ CO/CC $ Scanning Fee S Radon Fee $ DBPR $ Bond $ Notary, $ Training/Education Fee $ Double Fee $ Structural Review $ • 6 ! Technology Fee $ TOTAL FEE NOW DUE S ° V Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-170887 Permit Number: PL -3-12-415 Scheduled Inspection Date: March 13, 2013 Permit Type: Plumbing - Residential Inspector: Hernandez, Rafael Owner: HELLER, DAVID & JUDE Job Address: 1300 NE 94 Street Miami Shores, FL 33138 - Project: <NONE> Inspection Type: Final Work Classification: Addition/Alteration Phone Number 3305-757-8142 Parcel Number 1132050100120 Contractor: SKYLA PLUMBING INC Phone: (786)260-2296 comments RUN DRAIN AND WATER LINE FOR OUTSIDE HOUSE BAR SINK March 12, 2013 For Inspections please call: (305)762-4949 Page 2 of 43 Inspector Comments Passed Failed Correction Needed ❑ Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. March 12, 2013 For Inspections please call: (305)762-4949 Page 2 of 43 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 l Inspection Number: INSP-158911 Permit Number: EL -4-11-744 Scheduled Inspection Date: January 23, 2013 Permit Type: Electrical - Residential Inspector: Devaney, Michael Owner: HELLER, DAVID & JUDE Job Address: 1300 NE 94 Street Miami Shores, FL 33138 - Project: <NONE> Inspection Type: Final Work Classification: Addition/Alteration Phone Number 3305-757-8142 Parcel Number 1132050100120 Contractor: SUNSHINE ELECTRICAL CONTRACTORS CORP Phone: (305)265-4958 comments OUTSIDE COVER BACK AREA RECEPTACLES AND LIGHTS Inspector Com s Passed Failed 'i P_ 2® Correction Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. January 22, 2013 For Inspections please call: (305)762-4949 Page 1 of 34 ' ,d/2011 11:53 FAX 1 800 685 7530 DATA SCAN FIELD SERVICES R002/002 Bonding Company's Name (if applicable) _ Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City state Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL .WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD. A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $1500, the applicant must promise in gond faith that a copy of the notice of commencement and construclion lien lata brochure will be delivered to the person whose properh, is subject to attachment. Alvo, a certified copy of the recorded notice of commencement mast he posted at the job site for the firs tspe won which occu seven (7) days after the building permit is issued. Lt the absence of such pouted notice, the inspection roil of be approved a rd reinspection fee will be charged. 1 Signature Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this day of :�2 , 20 t ( , by , who is personally known to me or vvho has produced A identification and who did take an oath. NOTARY, UBL1 : Sign - Print: Auo, 611At\l ARI My Commission Expires: * *#DD�18fr2 EXPIRES: Jat1e 20, 2®13 `nj9�FOF 9EIIdad'ltlNti lttl igErMli,Bs The fo!�goigg instrument was acknowledged before me this day of `w� t�' �, 20 d I , by who is personally known as NOTARY P Bl Sign: Print: APPROVED BY �� Plans Examiner ��g4�tsy� J Structural Review (Revised 07/10/07)(Revised 06/1012D09)(Revised 3/15/09)(rev6/4/10) My Commission 9 *'J or who has produced ationho Oid take an oath. andlv CdlMiBil ASLAN * b1V(,0NdlIISSIOaI#DDNlW EXPIRES: Jane 2*, 2883 I ft81dofl tangy sarybs f, Zoning Clerk Permit No: 11-375 Job Name: Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 May24, 2011 Page 1 of 1 Building Critique Sheet 4th 1) Impact fees must be paid with Miami Dade County planning and zoning. 2) Provide truss plans. (future) 3) Provide a high velocity roofing permit application and a roofingpermit. (future) All future reviews will require a $75.00 review fee. STOPPED REVIEW Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. Norman Bruhn CBO 305-795-2204 Permit No: 11-375 Job Name: May 5, 2011 Miami shores Village Building Department Building Critique Sheet 3rd 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Page 1 of 1 1) Plans must be approved by HRS for the septic system. 2) Impact fees must be paid with Miami Dade County planning and zoning. 3) Provide truss plans. — 4) Provide a high velocity roofing permit application and a roofing permit.y%�j�� STOPPED REVIEW Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. Norman Bruhn CBO 305-795-2204 Miami shores Village Building Department RECEIPT gg5' 41 PERMIT #I[C 1"0 FJ DATE: I,"ft `coca 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Contractor Owner ❑ Architect Picked u 2 sets of plans a other �0 Lh j• Address: )"6V0 From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue p&r Hitting process. Acknowledged by: PERMIT CLERK INITIAL: RESUBMITTED DATE: I PERMIT CLERK INITIAL: Miami shores Village Building Department RECEIPT PERMIT M&A DATE: -! trle I, {-a 11,4 Aq �Aj .contractor ❑ Owner 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 ❑ Architect . WA -V ; 3 Picked up 2 sets of plans and (other) �4'�� C � Address: 113 0C) 9 S -T From the building department on this date in order to have corrections done to plans And/or get County stamps. I un Shores Village Building Depoifinent to Acknowledged by: PERMIT CLERK INITIAL: RESUBMITTED DATE: PERMIT CLERK INITIAL: at the plans need to be brought back to Miami ue permitting process. Permit No: 11-375 Job Name: April 19, 2011 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Building Critique Sheet 2nd 1) Plans must be approved by HRS for the septic system. 2) Impact fees must be paid with Miami Dade County planning and zoning. 3) All permit applications must be submitted prior to any further review. 4) Corrections for all sub trades must be completed. 5) Provide truss plans. 6) Provide a high velocity roofing permit application and a roofing permit. STOPPED REVIEW Page 1 of 1 Plan review is not complete, when all items above are corrected, wewill do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. Norman Bruhn CBO 305-795-2204 r 04/22/2011 10:48 FAX 1 800 685 7530 DATA SCAN FIELD SERVICES TRANSMISSION OK T%/R% NO RECIPIENT ADDRESS DESTINATION ID ST. TIME TIME USE PAGES SENT RESULT Permit No: 11-375 Job Name: April 19, 2011 xc* T% REPORTS �s 1297 93058299109 04/22 10:47 00,18 1 OK 91nni Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Building Critique Sheet 2nd 1) Plans must be approved by HRS for the septic system. 2) Impact fees must be paid with Miami Dade County planning and zoning. 3) All permit applications must be submitted prior to any further review. 4) Corrections for all sub trades must be completed. 5) Provide truss plans. 6) Provide a high velocity roofing permit application and a roofing permit. STOPPED REVIEW Page 1 of 1 Plan review is not complete, when all items above are corrected, wewill do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the resubmittal drawings. Norman Bruhn CBO 305-795-2204 3- 8aq —q�c�j Permit No: 11-375 Job Name: March 9, 2011 Miami shores Village Building Department Building Critique Sheet 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 3 - �5qci - cl f o Page 1 of 1 1) Plans must be approved by HRS for the septic system. —2) Impact fees must be paid with Miami Dade County planning and zoning. --3) All permit applications must be submitted prior to any further review. P..4) Corrections for all sub trades must be completed. Plans must include exterior elevations. rovide a survey of the property. rovide energy calculations for new space. The plans show option for the construction details. No options will be accepted. Identify the work to be done and provide details. The permit application shows alteration to foyer and outside kitchen. The work is an addition to foyer and an addition of roof over new outdoor kitchen. The plans show durorock over existing C block. Exterior walls must be concrete black or oncrete, durorock is not permitted as an exterior component in Miami Shores. This ncludes the construction of the walls for the kitchen; they must be concrete or masonry. Show the size of the existing foundation to be used. Masonry requires a minimum #9 horizontal joint reinforcement every 16 vertical. 1 ) Provide a special inspector form per plan. 4 rovide truss plans. rovide a roof sheathing detail showing the attachment requirements. rovide the design wind loads for the new door. Provide a buck detail. I) Provide product approval that has been reviewed and approved by the designerfor the door being moved. Door must be impact resistant. -a=4rovide a high velocity roofing permit application and a roofing permit. Flans must identify the detail for the underside of the trusses. lans must include a detail of the masonry interiorside finish including furring, insulation, and drywall or the system you are proposing. STOPPED REVIEW Plan review is not complete, when all items above are corrected, we will doa complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. Norman Bruhn CBO 305-795-2204 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No. -, l/ 27 Job Name PLUMBING CRITIQUE SHEET KAFX-44 e4,, go -t i _ g -V ar In Ill -an OWLAL4Mfie iss�s As Cer off.' �. spSEP m WfJ PWW SWEMET,&--1qc . ��.i � • p MCI Cvx y�" oeN l aTspl, Sf 2 S -or-7u �Cl�jt1 �dNp�-�1s1`� �SH`j X1 5 Z -MIS,Iry M li ,-- 1 gew %moi i-- E- vet _ A-• q I OP(11 AVT (494-w A/s-4-) ' Miami Shores Village ■ot. 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Rm� Phone: (305)795-2204 Fax: (305)756-8972 Folio Number) 132050100120 Owner's Name: DAVID & JUDE HELLER Owner's Phone: 3305-757-8142 Job Address: 1300 94 Street Total Square Feet: 0 Miami Shores, FL 33138- Total Job Valuation: $ 1,000.00 Contractor(s) Phone Primary Contractor SAAD HOMES INC (305)829-8992 Yes Planning and Zoning Criteria and Comments Approved: Yes Date Approved: 4/18/2011 :Yes Comments: PLEASE PROVIDE BEFORE AND AFTER ELEVATIONS THAT ARE CLEAR. 4/18/11 OK lvliami Shores Village .Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit NotL- / �� Job Name___d��. Date �e STRUCTURAL CRITIQUE SHEET , - A -etre' y e c,(,, 03/17/2011 10:40 FAX 1 800 685 7530 DATA SCAN FTF.i.n SF.RVTr`RR TRANSMISSION OK T%/R% NO RECIPIENT ADDRESS DESTINATION ID ST. TIME TIME USE PAGES SENT RESULT Permit No: 11-375 Job Name: March 9, 2011 m T% REPORT s*s 1173 93058299109 03/17 10:38 01,33 DO M nnl Miami Shores Village Building Department Building Critique Sheet 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 a;Z9 — 'i I ol Page 1 of 1 1) Plans must be approved by HRS for the septic system. 2) Impact fees must be paid with Miami Dade County planning and zoning. 3) All permit applications must be submitted prior to any further review. 4) Corrections for all sub trades must be completed. 5) Plans must include exterior elevations. 6) Provide a survey of the property. 7) Provide energy calculations for new space. 8) The plans show option for the construction details. No options will be accepted. Identify the work to be done and provide details. 9) The permit application shows alteration to foyer and outside kitchen. The work is an addition to foyer and an addition of roof over new outdoor kitchen. 10) The plans show durorock over existing 4 block. Exterior walls must be concrete black or concrete, durorock is not permitted as an exterior component in Miami Shores. This includes the construction of the walls for the kitchen; they must be concrete or masonry. 11) Show the size of the existing foundation to be used. 12) Masonry requires a minimum #9 horizontal joint reinforcement every 16 vertical. 13) Provide a special inspector form per plan. 14) Provide truss plans. 15) Provide a roof sheathing detail showing the attachment requirements. 16) Provide the design wind loads for the new door. 17) Provide a buck detail. 18) Provide product approval that has been reviewed and approved by the designerfor the door being moved. Door must be impact resistant. 19) Provide a high velocity roofing permit application and a roofing permit. Miami Shores Village 10050 N.E. 2nd Avenue 4 u Miami Shores, FL 33138-0000 teras ' Phone: (305)795-2204 Fax: (305)756-8972 �CQ�t Folio Number) 1320501 00120 Owner's Name: DAVID & JUDE HELLER Owner's Phone: 3305-757-8142 Job Address: 1300 94 Street Total Square Feet: 0 Miami Shores, FL 33138- Total Job Valuation: $ 1,000.00 Phone Primary Contractor HOMES INC Planning and Zoning Criteria and Comments Approved: No Date Denied: 3/9/2011 Comments: PLEASE PROVIDE BEFORE AND AFTER ELEVATIONS THAT ARE CLEAR. Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-171744 Permit Number: RC -3-11-375 Scheduled Inspection Date: April 02, 2012 Permit Type: Residential Construction Inspector: Bruhn, Norman Owner: HELLER, DAVID & JUDE Job Address: 1300 NE 94 Street Miami Shores, FL 33138 - Project: <NONE> Inspection Type. Slab Work Classification: Addition/Alteration Phone Number 3305-757-8142 Parcel Number 1132050100120 Contractor: MCKENZIE CONSTRUCTION LLC Phone: (323)533-4151 Building Department Comments FOYER MODIFICATION AND OUTSIDE KITCHEN Inspector Comments Passe CREATED AS REINSPECTION FOR INSP-164237. CREATED AS REINSPECTION FOR INSP-164049. CREATED AS REINSPECTION FOR INSP-163953. Failed ❑ Slab is washed in, clean up and reschedule. NB Correction ❑ Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. April 02, 20112 For Inspections please call: (305)762-4949 Page 36 of 39 NOTICE OF TERMITE PROTECTIVE TREATMENT AS REQUIRED BY FLORIDA BUILDING CODE (FBC) I04.2.6 AS PER I04.2.6 -IF SOIL CHEMICAL BARRIER METHOD FOR TERMITE PREVENTION IS USED, FINAL EXTERIOR TREATMENT SHALL BE COMPLETED PRIOR TO FINAL BUILDING APPROVAL. DATE OF TREATMENT: TIME OF TREATMENT: IN APPLICATOR OUT BUILDER NAME: 2:,- TREATMENT ADDRESS: 1,36 0 Ale, { -\ JOB A LOT: SPRAY & TAMP =YbNLYSPRAY # BLOCK: CHEMICAL' % MONOLITHIC - y S/F CHEMICAL: L/F UNIT: =SIDENTIA COMMERC ADDPITON STEMWALL GALLONS STAGE OF TREATMENT (HORIZONTAL, VERTICAL, ADJOINING SLAB, RETREAT OF DISTURBED AREA DATE OF TREATMENT: PERIMETER TREATMENT a TIME OF TREATMENT: APPLICATOR: L/F SF GALLONS 300 A OA7 PLANTATION, 33317 954-584-8588 1-800-749-8588 FAx:954-584-6117 L/F • �.5 TESTING 6 ENGINEERING SERVICES. INC March 9, 2012 Building Official Miami Dade County Building and Zoning Department 11805 SW 26 Street Miami, FL 33175 RE: Patio Deck 40 SW 18 Terrace Miami, Florida NTES Project Number: SS -120338 Dear Sirs, A representative of Nelco Testing and Engineering Services, Inc. has inspected the soils at the above referenced property. It is our professional opinion that the existing soil inspected meet or exceed a bearing capacity of 2000 psf. Nelco Testing and Engineering Services, Inc. appreciate the opportunity of assisting you in this project. If you have any questions, or if we may be of further assistance, please call us at (305) 259-9779. Respectfully Submitted Nelco Testing and Engineering Services, Inc. w-ka V--- / Vinayagar M. Balakrishnan Professional Engineer No. 63107 State of Florida 13370 SW 131 Street, Suite 105, Miami, FL. 33186 (305) 259-9779 • NELCO n TESTING AND ENGINEERING SERVICES FIELD DENSITY TEST REPORT Client: McKenzie Construction Date: March 8, 2012 3700 Prairie Avenue Job: D-120337 Miami Beach, Florida 33140 Project Name: Patio Deck P .p'ect Location: 130ONE 94 Street, Miami Shores, Florida PROCTOR DATA Proctor Soil Description Max. Dry Optimum No. Densi Moisture(%) 9984 Silty Dark Brown Sand with Traces of Gravel 105.4 12.0 Required Com ction % 95 1 Test De th Penetration (inches): 12 FIELD DENSITY TEST RESULTS Test No.. Proc. No. Test Location Lift No. Dry Den#q % Moist. % Comp. Result 1 9984 South Area of Building Slab Final 100.9 16.0 95.7 Pass 2 9984 Center Area of Building Slab Final 101.2 15.8 96.0 Pass 3 9984 North Area of Building Slab Final 101.0 16.3 95.8 Pass Comments: Vµrl V..- / Vinayagar M. Balakrishnan Professional Engineer No. 63107 State of Florida 13370 SW 131 Street, Suite 105, Miami, FL 33186 (305) 259-9779 ` Llnnrl AAnA 11LJnnA Q4vl® --- --I •- K Series Under Cabinet Hood and Liner Insert 6" Under Cabinet (Excluding K -Series) 9" Under Cabinet CWLH9 GTN -K XLH 12 with 10" x 10" Duct Cover ZrH 18" Tall Wall Mount 18" Tall Wall Mount - Special Deck at 9" 14" Tall Eurostyle Wali Mount (PD, SLD) 18" Tall Eurostyle Wall Mount (EP, NEP, SEP) 18" Tall Eurostyle Wall Mount (EPT, NEPT, SEPT) 30" Tali Wall Mount CWH TILT -Out (TLH) DH/Al Designer Series H/B1 Designer Series JCH/C1 Designer Series JCH/C2 Designer Series JDH/C1 Designer Series JDH/C2 Designer Series JDH/D1 Designer Series 12" Tall Magic Lung Wall Mount Liner Insert Back Vent Applications (Page 1 of 4) Back Vent K250 B100 8200 8300 gram (3-1/4" x W) (6" Round) (8" Round) (6" Round & 6" Round A Standard n/a n/a n/a B n/a VP513 VP515 or VP561 VP513 & VP515 or VP561 B n/a VP513 VP515 or VP561 VP513 & VP515 or VP561 B VP559 n/a n/a n/a B n/a VP513 VP515 or VP561 VP513 & VP515 or VP561 B n/a VP513 VP515 or VP561 VP513 & VP515 or VP561 D VP559 n/a n/a n/a D n/a n/a VP515 or VP561 n/a D n/a n/a VP515 or VP561 VP513 & VP515 or VP561 B n/a VP513 VP515 or VP561 VP513 & VP515 or VP561 C n/a VP513 VP561* VP513 & VP561 D n/a VP513 n/a n/a D n/a n/a VP561* n/a C n/a n/a n/a VP513 & VP515 or VP561 C n/a VP513 VP515 or VP561 VP513 & VP515 or VP561 B n/a VP513 VP515 or VP561 VP513 & VP515 or VP561 C We VP513 VP561* n/a D n/a VP513 VP515 or VP561 VP513 & VP515 or VP561 D n/a VP513 VP515 or VP561 VP513 & VP515 or VP561 C n/a VP513 VP515 or VP561 VP513 & VP515 or VP561 C n/a VP513 VP515 or VP561 VP513 & VP515 or VP561 C n/a VP513 VP515 or VP561 VP513 & VP515 or VP561 C Na VP513 VP515 or VP561 VP513 & VP515 or VP561 C n/a VP513 VP515 or VP561 VP513 & VP515 or VP561 B n/a VP513 VP515 or VP561 VP513 & VP515 or VP561 QQ (fwo 8" Round) n/a 2-VP515 or 2-VP561 2-VP515 or 2-VP561 n/a 2-VP515 or 2-VP561 2-VP515 or 2-VP561 n/a n/a n/a 2-VP515 or 2-VP561 2-VP561 n/a n/a n/a 2-VP515 or 2-VP561 2-VP515 or 2-VP561 n/a 2-VP515 or 2-VP561 2-VP515 or 2-VP561 2-VP515 or 2-VP561 2-VP515 or 2-VP561 2-VP515 or 2-VP561 2-VP515 or 2-VP561 2-VP515 or 2-VP561 2-VP515 or 2-VP561 *Can also use VP515(s) with duct cover (elbow(s) will extend above the top of the hood. Note: This chart outlines the most common applications. Contact Vent -A -Hood or your distributor for more information. SPECIFICATIONS SUBJECT TO CHANGE WITHOUT NOTICE (Rev. 04/11 a) Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (3057 762.4949 i PERMIT APPLICATION APR 2 �tii2 int; _r r` FBC Z1 U Permit No. fc- 1l Master Permit No. Permit Type: B7LDIN ROOFING JOB ADDRESS: City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Flood Zone: OWNER: Name (Fee Simple Titleholder): p� «� c: �' �� Phone#: Address: r 1.019 ; � !' f. �1 City: �- �i (-.) ,, _n, ' _ Zip: � Tenant/Lessee Name: Phone#: Email: 0 a� CONTRACTOR: Company Name: �� 61 Z14 6/ iz.— Phone#: Address: ` g (�� q. City: 1 ' :%:.. e - a , State: �� Zip: Qualifier Name: e:�;- re' 1171 a,' Phone#: State Certification or Registration #: Certificate of Competency.#: Contact Phone#: Email Address: -�° ' �' ��'la�%l��a�� l�r��'('/. (r d DESIGNER: Architect/Engiii! Phone# Value of Work fo'r Type of Work:AX Submittal Fee Scanning Fee $ ❑Alteration Permit Fee $ Radon Fee $ ONew Footage of Work: ORepair/Replace ODemolition CCF $ CO/CC $ DBPR $ Bond $ Notary $ Training/Education Fed„$ Technology Fee $ Double Fee $ Structural Review $ - (y '- J TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved anV a reinoecAn fee will be charged. Owner or Ag�nt The foregoing ent was acknowledged before me this day o 20 by , who is p orally kno to me or who has produced NOTARY Print: My Comsion Expires: hod take an oath. 4NA MAURER $SION # EEIBMS februaty 13, 2016 Signature r �. V Conyac# The foregoing instrument was acknowledged before me thisze day of , 20_2rby who is pawito me or who has produced APPROVED BY �` Plans Examiner Structural Review (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) as NOTARY Print: JZ IlJ1 My Commission Expires: MY did take an oath. MA MAURER OSION # EE i cK,q f Query 13, 2010-- Zoning Clerk eMiami Shores Ville Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION Permit Type: BUILDING JOB ADDRESS: I _-�6 0 AIF- w)l FBIC 20 / k ' id Permit No. Master Permit No. ROOFING City: Miami Shores County: Miami Dade Folio/Parcel#: Is the Building Historically Designated: Yes NO X Flood Zone: OWNER: Name (Fee Simple Titleholder):\J 04e, { �� Vi �1 / /� �/ Phone#:� -OZ(oZ Address:_ r > 0U A/cl� // -/Z J � City: Mp a ��, , r T State: Zip: I �y Tenant/Lessee Name: Phone#: Email: / y A, e, a u / C,0,4— �✓� S�✓�V CONTRACTOR: Company Name: �, lr.(`�l � ! � Phone#: Address: r� _r �L 3 % 4v--,-- City: 3 � ,�/% z �. /tea'► -1 State: �� ✓'ms's � �- Qualifier Name: G Gt i✓ 2-1- Z_2E Phone#: State Certification or Registration #: Contact Phone#: Email Address: Certificate of Competency #: DESIGNER: Architect/Eng'necr; Phohd#. '. Value of Work for, this Permit: Square/Linear Footage of Work: Type of Work: OAddition�� ❑Alteration ^ �ONew OgfRepair/Replace ODemolition Description of Work: 'j - Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ CCF $ CO/CC $ DBPR $ Bond $ Notary $ Training/Education Fee $ Technology Fee $ Double Fee $ Structural Review $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicas 1%W 0 Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State zip zip. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence .of such posted notice, the inspection will not be approved a4d a rei)qpe5(ion fee will be charged. Owner or Agent The foregoing 4ment was acknowledged before me the dayof_ , 20 y )"UYT,,Q—yy, , who is pena 1 avvn to me or who has produced NOTARY EXPIRES Sign: Print: My Commissiofi Expires: and who did take an 0 Signature Con ct The foregoing instrument was acknowledged before me this day of , 20 1,--) P who is pe nally kno o me or who has produced _ as identification and who did take an oath. APPROVED BY Plans Examiner Structural Review (Revised 3/ V2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) NO Sig, Prin My Zoning Clerk 2 s 27 25 &S ` 18 Plata offsets x v 42 1 0 3 o wt a 941-9 0-0d , tet 5x10 MT20H= LOA004[4 (t> SPA12f4Ci 2.49 TCLL 30.0 Plates Increase 125 •�'1: "-.i0-,.:' TCDL 20.0 Lumber Increase 125 d w, SCLL 0.0 ` Rep Stress Ira YES 1r.9-Zo 0-1 BCDL 10.0 code FRC2007/1'P12= DEFT. LI10MER TOP CHORD 2 X 6 SYP Not TC 0.96 BOT CHORD 2 X 6 SYP No2 •E=W -0.18 17 -999 360 63,84: 2 X 4 SYP NO2 VedrrL) WEBS 2X4SYP No.3•E=W WB 6.69Hors(TL) WV. 2x 6 SYP No.2 9.07 9 r1a We BRACBR TOP CHORD Whd(LL) Sbuctmal wood shsa8mg duecdy applied or 1.4-12 oe pals. f0 betv;aen 01e bottom dotd and any other his. BOTCHORD Z N Rigid cell,gdlreMy applied 0-r54-2ocb � REACIXW 9Weme) 9 2089/080 (mh 0.2.7) of utithstwift1138muq*ftmpbd22and1299mwMatjob6 2 = 183508 (mh 0-2-3) E Mex Hone 2 35(LC 3) Max UpOft 8o9umWnrd,toroontarterda+grargotl�Ovemads. 9-1938(LC 4) ��'r 2-1299(LC 3) and design of Ode Mim MaL mpJMax. Ten -AO forces 250 (b) or leas wept xdren d owt TOPCHORD 2-26-129616M. 3-25-4373=9. 34-4164r2l8l. 4-31=-4162J2=531=-4145/2 % 5.33=-37608015.633-3798MM. 6.7=3789/,939, 7.8=338&1722.8.23=-183&949, 9.23-717/1428, 10.29=58111973 802 CHORD 13-24-91611937,24-32--1245W . 22-42-1245M. 25-35-W411175: 2735=-534/1175.2736=2061(4221. '< VW 9838=-28,/4227, 9&37=2a8?J4244. 1737=24244,16-17=146313085, ,5.16=-1483/85, 1538=158&3316, 14-38-1565733,6,,439=-8,811754, 1339=.81711756.30-41=1707/519, 243 12 6x8 = 2.50112 6 24 II 2x4 11 7x8 4 8 3 i6 17 18 16 2411 yt8 = 5x10 MT20H= W= BCDL=&W, ha, Wt Cat. a: Exp C; ambsed; C -C E a).3-1-9 add 2x8 W 0-0-0, imertcr(1) 0-0-0 to 13.7-0. Eiderbo)13-7-0 to 16.7.0; •�'1: "-.i0-,.:' and block ,9 11342.404 d w, under BC. -1 1ao 3-0- 90-- 74:0-1-1 6.1 1r.9-Zo 0-1 > CBI DEFT. In (bc) NOR Ltd TC 0.96 VergLL) -0.18 17 -999 360 SC 0.76 VedrrL) -0.4615.17 >'870 240 WB 6.69Hors(TL) LU 9.07 9 r1a We Watn*M) Whd(LL) 024 17 >999 240 WEBS 6.15=-415 35; 5.15=3751839, 7-14=4g.'Y316. 7-15=-211 /511.4.17- 43Y34S. 5-17=4104`1255, 3-17=3M1121, 8-13 73, &14-SM1573• 9.22=-1 74911 0 03.2324 -219/434. 22 23=-732!372, 9-24=-293/544.2-25=-12/1140, 25-28=-1194!620, 2-27=-566M 147, 10-28=-123F,r95.29.30=01526.28.29=-1778(620. 10.E SWhsn 1) Unbar roof We meas have been considered for Gula design. �.:_-h..-: d 2) Wbd: ASCE 7-05; 1411mph (3 -second gustk TCDL?S.ow*. 0' BCDL=&W, ha, Wt Cat. a: Exp C; ambsed; C -C E a).3-1-9 ` W 0-0-0, imertcr(1) 0-0-0 to 13.7-0. Eiderbo)13-7-0 to 16.7.0; •�'1: "-.i0-,.:' e. r rifib m left and alitt egwsed ; Lumber DOl.a1.33 plate gr[p d w, Q LU DOL -1.33 > 3) AB plates are MT20 plates unless o0ownse iruu8cated. -botlom 4) TNs Miss has been Ifoa10.0 p dcrd On Urmi 3 z ner cor�euuretd aph mV o0— bads. �d 5)'. Pis mum has bow designed for aOve madof20.0petoathe LU O bottom sad in all awn Wrere a rectangle 349 tall by 24)-0WeVWII Z i f0 betv;aen 01e bottom dotd and any other his. a Z N 4) provide mechanical oomed1cm (by omws) of mss a bearing plate � ui of utithstwift1138muq*ftmpbd22and1299mwMatjob6 E _t 7) TJ,IIaA is " designed fore aoncwokO bad of bested at md paiuels and et data a! pare! ptdi� abrg ttm 8o9umWnrd,toroontarterda+grargotl�Ovemads. ��'r 8) . pm,breato Qh 9,ma Ies- Member end 6my no" and design of Ode Mim 9 28111-17071511. WEBS �.:_-h..-: ,. 6.15=415/486, 5.15-3MM, 7-14=-49&315. 7-15-211/611, 4.17=-4381345, 5.17 411256. �{ 317=389/121, 8.13=855373, &14=-90&1573,' ` r 9.22=1749(1003, 2324-219/434, 22-23=7327372, 924=2931644, 2-25=1298/1 140, •�'1: "-.i0-,.:' e. d w, Q LU PDF created with pdfFactory Pro trial version www.pdffacto[y.com Camber= 5t,81n 6-10d each face AB a 7 2x8 one face "$2 spine 12d 311oc 20. 1 x 19 2 14 4x8 - lb 3tol /i�(_0 2 j— 316_ both faces �"*� � 34 = new brg loc. w f�Cr C C w a J 2 �J Q LU t, J Q w�a 3 z 0 LU 0 a Z 0 a Z N c M � PLATER GRP MT20 2441190 MT20H 1871143 Weiigbtt197m `�`�J . �\CENSE •.�� !, r i No 34869 •' *NN W 1 '• STATE OF •• .�� P . • �i� 4/9/12 /,i�ssR��..... / NAV - //1111111\\ 1109 COASTAL BAY BOYNTON BC,FL 33435 2.43 12 5s 5 N II T'S 4 3 26 3xa c 2 27 16 17 18 V•\ 201 3ffi c S dO MT2g1= LOADWO (psf) SPACWG 240 TCLL 30.0 Plates Inaaase 125 TCOL 20.0 Lrtnbm Iraease 124 SCLL 0.0 • Rep Stress lea YES SCOL 10.0 Code FRUNIMP12007 LIMBER TOP CHORD 2 X 6 SYP Not SOT CHORD 2 X 6 SYP Not -ExoW 83,64: 2 X 4 SYP NO2 WEBS 2 X 4 SYP No.3 -ExoW W10: 2 X 6 SYP NO2 BRACHIO TOP CHORD SOW" BOTCHOR-d shea6 ft dbecdy epp0ad or 1.4-12 our prams. Rigid 0809 d4eeroj q*W or 542- breab9. B�aCT1-oras�2 (oft 9-2.7) 2 1635/0&0 (orb[ 0.2.3) Max Hors 2 35(LC 3) Max Upl81 2 129 3) FORM MmL Ob) 1Mex Ten - N fames 250 (Ib) or lees except when down TOP CHORD 2-26-12961M. 326=-437312220, 34"16474181, 431-418/2252, 531m-414512258, 5.33.3760/1015.6.33=3798/1008, 8.7-3786/1938, 7-6-3386x1722, &2361838945, 9-23=417/1426, 10.26=-Wilign BOT CHORD 1324-915M937, 2432=1245x967, 2232--12451387.2535-`43071175. 2735-534M175, Z736=-208114221. 1838+•-206114ZH 1837-208214244. 1737°-20629244. 16-17-1483Ki085. 1516=-148373065,1538=-158$ld316, 1438-1565/!316, 1439-318/1754, 1339-.81711756, 3041-17071511, 2841-17071511 WEBS 6-15-4151335. 5-15-375f836. 7.14-494115. 7-15-2111611.4-17- 45, 517-"1256. 317-.3991121, &13--85s(J73, &14--90811573, 322--174911003, 2324-2191434. 22-23--7321.472, 324--293844. 2-25-.12MI140, 2501(2 is 14 3 = 3x4 . add 2x8 both faces and block under BC. CINI our in (bC) Vdan Ud TC 0.98 Ve%L) -0.18 17 x989 350 SC 0.78 V6WW 4461517 -670 240 we 0.50 Momn) 0.07 9 ria ria OAM*M) WhI*Q 024 17 IM 240 WESS &15=4181335.5-15=-3751838.7-14=.49513/5. 7-15-2111511.4-17-43&'S4 6-17-SWI255. 3-17 .1997121.8-13.45MM. 8-14=-90811873. 9-22=-174911003.23-24-218/434. 22-23=-732/372. 924=4030844,2-26-1298M 140, 25-28=-1MIM, 2-27=-58571147, 19-48-1237595, 2830-W526, 28 -28 -IMM. 1030-65811577 WI 1) Ureamnoed roof Iva bads have been omaidered for Oft design. 2) Wbrd: ASCE 7.06:140r ph (3aemd geatk TCOL-S.Opsf. BCDL-&W. tPlUt Cat 0: Exp C. enclosed: C-0 E* tor(2) 331-9 to 0-0-0, WAfte(1) 000 to 137-0, Exterior(2)13-7-0 to 18-74. eartilever kM md dots rapes : Loeber DOL -1.33 PIM WfP DM -1.33 3) Al Plates are MT20 Plates unset odrmvfte bx9cete& 4) Ttts buts has been deaoo fora 10.0 psf bottom chord We bad nor conmormt win my War in beat. 5)' This huts has been 1 1 for a We bad of 20.Opaf on the bottom dord in al aurae wtxfm a redmoo 3&0 tai by 240 Wide wd fI between ba bottom dorsi and any othm morulae . 6) Provide reedWkM mmwft r (by adws) of buss to bearing Place rspa0te of *MnWn fog 1138 b wN at plot 22 and 1298 b Wift at )obt 25. 7) This buss has been deslved for a movb9 omroerCated bad of 250.Ob We bee ed at ai Ma park and at. al PwW P&ft a" the Bofbm Gard, nmromraxrat wdh arty oUm 1W bads. 8) -Semi+igW PW*resks with fbad heeb' Mamber em Potty mode! Was used in Ore armysis and dmo of die blas. PDF created with pdfFactory Pro trial version www.adffactory.com 6-10d each face 34 Cmrber - WIS in 2x8 one face 9 "'#2 spine 12d Poc la new brig loc. PLATES [illi MI 2MM90 MT20H 187M43 Weigft1Wb FT -10%,\\' \CENS�c * ' ; No 34869 �0.(1 STATE OF 4/9/12 �F�ORID,�` \\. //i,'ON)A1.,\\\\\ 1109 COASTAL BAY BOYNTON BC,FL 33435 r -I stool; ATRI�SEf ..... , ., IF 17 1 cl- N M IA MIOADE MIANH-DARE COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING WELDING CODE COMPLIANCE OFFICE (BCCO) 140 WEST FLAGLER STREET, SUITE 1603 PRODUCT CONTROL DIVISION MIAMI, FLORIDA 33130-1563 (305) 375-2901 FAX (305) 375-29M NOTICE OF ACCEPTANCE (NOA) www. miamidade•eov/bullainecode United Steel Products Company. 14305 Southcross Drive # 200 Burnsville, MN 55306 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHD). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for.quality assurance purposes. N 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. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High velocity Hurric ,L�n . DESCRIPTION: Joist Hange NS Se and Framing Angles JA1h1P Series APPROVAL DOCUMENT: Drawing No. JUS/JA/Mp, sheet 1 of 1, dated 02/15/07 with no revisions, prepared by United Steel Products Company signed and sealed by Robert W. Lutz, P.E., bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and Expiration date by the Miami Dade County Product Control Division. 1VIISSILE IMPACT RATING: None 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 or MDCPCA", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 06-0605.10 consisting of this page 1, evidence page E-1 & approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No: 07-0419.01 Expiration Date: July 09, 2012 AL Approval Dat July 19,201Y7 ;P77e, 1 l �I TYPICAL JUS INSTALLATION JUS JUS JOIST HANGER PRODUCT GAUGE W DIMENSION H D A FASTENERSJALLOVABLE HEADER JOISTUPLIFT LOADS (LBS) (160%) JUS26-2 18 3 i/8 5 1/4 2 1 H D A HEADER JOIST D&L WIND D&L WIND 18 3 1/8 7 1/4 2 1 (4) lAd 1480 1290 JUS210-2 18 3 1/8 9 1/4 2 1 (6) 16d 2070 160S JUS46 18 3 5/8 5 2 1 (4) 16d 1185 1040 JUS48 18 3 5/8 7 2 1 (4) 16d 1480 1290 JUS410 18 3 5/8 9 2 1 (6) 16d 2070 ' 1605 JUS26-3 18 4 5/8 4 1/2 2 1 C4) 16d 1185 1040 JUS28-3 18 4 5/8 6 1/2 2 1 16d 1480 1290 JUS210- _18 _ 4 5/8 _ 8 1/2_ 2 _ 1 ) tF14) ) 16d 2070 1605 71 1. MIrMuM header thickness shell be 2 Inches for 16d nails. 2. Spedfled foist nails shall be Installed at 30-40 degrees horizontally such that they penetrate through the end of the ,Joist and Into the header. MP & JA FRAMING ANGLE CONNECTORS 1. MIntnum header thickness shall be 2 Inches for 16d nails, and 1 1/2 Inches for alt others specified. 2. Load values are for framing angles Installed singty, and may be doubted If Installed In pairs. 3. The Joist shall be a minimum of 1 1/2 Inches thick. (8)cannot be used in this direction for wind uplift. refs FBC 2321.7- minimum uplift = 700lbs. TYPICAL MP INSTALLATION Rg JA INSTALLATION SIMILAR. GENERAL NOTES, o, cnln0ytn w1'th3bo L STEM SHALL CONFORM TO ASTM A6$3r STRUCTURAL GRADE 33,UOJN Vii. G`.an'sCil }' C?Q 4( AND A MIN!" GALVAINZIED COATING OF G-906 a FASTERIJ= ARE COMINPJ ORRE NAILS UNLESS OTHERWISE NOTED. & ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BE A SHORT TERM DURATION FACTOR OF Ga WIND LOAD cial x NO FURTHER MtEASE ALLOWED. 4. ALLOVABLE DOVN LOADS ARE NOT INCREASED BY SHORT TERM DURATION FACTOR. 5. AjLOWABLE LOADS ARE BASED ON THE NATIONAL MESION KEaF ICATIDN FOR WOOD CONSTRUCTION 20M EDITION, FOR ACCORDANCE V1TH ASTN D276L UNITED STEEL PRODUCTS COMPANY' 14385 SalNitlaloes D" Suss X00.84n*v0% MN 5= PH (66A M -N51. m "AME' FACE MOUNT JOIST HANGER AND FRAMING ANGLE DATES ROBERT W. LUTZ 2/15/0% FLORIDA ILICENSE, IN ER (STRUCTURAL) QaTM� SHEET 1 OF 1 DRAWING # N JUS/JA MDADE MP DIMENSION FASTENERS F1 CLBS F2 (LBS) F3 (LBS) PRODUCT CODE GAUGE 100% 160% 100% 160% 100% 160% H D A HEADER JOIST D&L WIND D&L WIND D&L I WIND JA3 14 3 2 1/2 2 1/21(4) 16d (4) 10d x 1 1/2 466 466 608 716 171 171 JA5 14 5 2 1/2 2 1/2 MP34 18 2 13/16 1 3/81 3/8 '� r MPA1 I 18 1 4 1/2 1 3/81 3/8 653' , 1. MIntnum header thickness shall be 2 Inches for 16d nails, and 1 1/2 Inches for alt others specified. 2. Load values are for framing angles Installed singty, and may be doubted If Installed In pairs. 3. The Joist shall be a minimum of 1 1/2 Inches thick. (8)cannot be used in this direction for wind uplift. refs FBC 2321.7- minimum uplift = 700lbs. TYPICAL MP INSTALLATION Rg JA INSTALLATION SIMILAR. GENERAL NOTES, o, cnln0ytn w1'th3bo L STEM SHALL CONFORM TO ASTM A6$3r STRUCTURAL GRADE 33,UOJN Vii. G`.an'sCil }' C?Q 4( AND A MIN!" GALVAINZIED COATING OF G-906 a FASTERIJ= ARE COMINPJ ORRE NAILS UNLESS OTHERWISE NOTED. & ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BE A SHORT TERM DURATION FACTOR OF Ga WIND LOAD cial x NO FURTHER MtEASE ALLOWED. 4. ALLOVABLE DOVN LOADS ARE NOT INCREASED BY SHORT TERM DURATION FACTOR. 5. AjLOWABLE LOADS ARE BASED ON THE NATIONAL MESION KEaF ICATIDN FOR WOOD CONSTRUCTION 20M EDITION, FOR ACCORDANCE V1TH ASTN D276L UNITED STEEL PRODUCTS COMPANY' 14385 SalNitlaloes D" Suss X00.84n*v0% MN 5= PH (66A M -N51. m "AME' FACE MOUNT JOIST HANGER AND FRAMING ANGLE DATES ROBERT W. LUTZ 2/15/0% FLORIDA ILICENSE, IN ER (STRUCTURAL) QaTM� SHEET 1 OF 1 DRAWING # N JUS/JA MDADE MP M United Steel Products Company. NOTICE OF ACCEPTANCE: EVIDENCE PAGE A DRAWINGS 1. Drawing No. JUS/JA/MP, sheet 1 of 1, dated 02/15/07 with no revisions, prepared by United Steel Products Company signed and sealed by Robert W. Lutz, P.E. R TEST Test reports on wood connectors per ASTM D1761-88 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. D STATEMENTS 1. No Financial Interest letter issued by United Steel Products Company, dated 04/04/07 signed by Robert W. Lutz, P.E. and notarized by Loretta A. Parker. 2. Code Compliance letter issued by United Steel Products Company, dated 04/04/07, signed and sealed by Robert W. Lutz, P.E. 3. NOA Renewal Request letter issued by United Steel Products Company, dated 04/04/07, signed by Robert W. Lutz, P.E. 4. Code Compliance letters issued by Product Testing, Inc., singed and sealed by C. R. Caudel, P.E. arlos M. Utrera, P.E. Product Control Examiner NOA No 07-0419.01 Expiration Date: July 09, 2012 Approval Date: July 19, 2007 E-1 Report No. Wood Connector Direction Date 1. 06-6119 JUS26-2 Upward & Down 12/13/06 2. 06-6120 JUS28-2 Upward & Dow 12/08/06 3. 06-6121 JUS210-2 Upward & Dow 12/20/06 4. 07-6164 JA3 Fl, F2 and F3 02/01/07 S. 07-6165 JAS Fl, F2 and F3 02/02/07 6. 07-6166 MPA1 Fl, F2 and F3 02/22/07 7. 07-6167 W34 Fl, F2 and F3 02/26/07 C CALCULATIONS 1 JUS/JA/MP Series Calculations prepared by United Steel Products Company, signed and sealed by Robert W. Lutz, P.E. D STATEMENTS 1. No Financial Interest letter issued by United Steel Products Company, dated 04/04/07 signed by Robert W. Lutz, P.E. and notarized by Loretta A. Parker. 2. Code Compliance letter issued by United Steel Products Company, dated 04/04/07, signed and sealed by Robert W. Lutz, P.E. 3. NOA Renewal Request letter issued by United Steel Products Company, dated 04/04/07, signed by Robert W. Lutz, P.E. 4. Code Compliance letters issued by Product Testing, Inc., singed and sealed by C. R. Caudel, P.E. arlos M. Utrera, P.E. Product Control Examiner NOA No 07-0419.01 Expiration Date: July 09, 2012 Approval Date: July 19, 2007 E-1 W D!A®>E MUMI-DADE COUNTY. FLORIDA METRO -DARE FLAGLER M11LDING BUILDING CODE COMPLIANCE OFFICE (BCCI)) 140 WEST FLAGLER STREET, SUITE 1.603 PRODUCT CONTROL DIVISION MIAMI, FLORIDA 13130-1563 (305) 375-2901 FAX (305) 372-6339 NOVICE OF ACCEP'T'ANCE (NOA) www.mlamidade.aov/buildinecode PGT Industries 1070 Technology Drive, Nokomis, Fl. 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be. used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (1n Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined byMiami-Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building :code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series DPW --701" Aluminum Fixed Window — L.M.L APPROVAL DOCUMENT: Drawing No. 42594, titled "Aluminum Picture Window, Impact", sheets 1 through 8 of 8, dated 7/14/03, with last revision "C" dated 03/31/10, prepared by PGT Industries, signed and sealed by Anthony L. Miller, 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 Division. AUSSILE IMPACT RATING; Large Missile Impact Resistant 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 and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA.. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: ;A copy of this entire NOA shall be provided to the user by the manufacturer -or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 08-1112.10 and consists ofthis page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No 10-0504.05 M cExpiration D te: February 19, 2014 Approval Dat : September 22, 2010 r1 a 3 p rn Pag+e 1 (L 4/ a III Fin wd F6Wd Windom Mmdmum Design Pressure (+I-psf) 24 30 1 36 7A8 LvmL 3A6A-= - -3A816 I 7/16L6Odmt3Am-7J36AIR-SASA•.1190PV8.3A" "A" or "B" Ohmmim on) 42 48 64 60 1 67.875 (FLANGE 36 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 OBO' DUPONT BUTACRE OR SAFLEX 48 80.0 4 80.0 80.0 80.0 80.0 80.0 80.0 80.0 60 no no MD 80.0 80.0 71.1 71.1 04.0 67.875 80.0 MD 8D-0 80.0 80.0 71.1 64.0 021 1 12 80.0 80.0 80.0 86.0 79.3 71.1 64.0 76.8 80.0 80.0 80.0 80.0 78.0 70.0 64.0 0 84 80.0 80.0 80.0 74,3 68.3 63.6 86,3 80.0 80.0 80.0 73.8 67.4 82.8 ti a 08 80.0 80.0 77.2 64.7 88.2 m 108.7 80.0 8D.0 72.3 58.3 120 80.0 80.0 70.4 128 80.0 ODA 70.0 148 M.0 80.0 erg Rm Fioged Windows maadmumDesign Pressure (+i- ps" 24 30 36 7/36Uft3/lM-.0NPQ•3/1" 7A8Lemtl6 3/18H5-7ABA8l-SA816. 0.481NB-3/16HS "A" or "B" Dimension pn) 42 1 48 +1 64 60 87.878 (FLANGE 38 80.0 60.0 80.0 80.0 80.0 80:0 80.0 80.0 OBO' DUPONT BUTACRE OR SAFLEX 48 80.0 80.0 80:D 80.0 60.0 80.0 80.0 80.0 60 80.0 80.0 80.0 80.0 80.0 71.1 71.1 84.0 67.875 80.0 80.0 80.0 80.0 80.0 71.1 64,D 811 Q 72 80.0 80.0 80.D 800 80.0 71.1 64.0 78.8 80.0 80.0 80.0 no 80.0 71.1 64.D i5 64 80.0 80.0 80.D 80.0 80.0 71.1 85.3 80.0 80.0 80.0 800 80.0 71.1 08 60.0 80,0 80.0 800 80.0 108.7 BD.O 8D.0 80.D 80.0 12D 80.0 80.0 80.D 128 80.0 80.0 80.0 7/16' .IAEA GLASS NOWAL 0AW KEPSWE 60' Ol1PONT BLRAClTE OR 3/16- pNWAM OR HEAT. WMNAVER L1A141dUN SIRENOTIENED GLASS _1 STRENOTNENED MASS 12 "Aa A" & "8" DIMENSIONS MAY DIM' BE ORIENTED VERTICALLY OR 10 1T RO HORIZONTALLY AS SHOWN. aAsg IIIIE �--=- "B" DIM. ---� tQQ 11176" NOME -B" DIM. DIM. ,.. `.. 13 2 7/16" LAMI GLAZING DETAIL FLANGED OR INTEGRAL FIN FRAME (FLANGE FRAME SHOWN) 1-1/16" LAW GLASS NOMINAL 7/16" IA19 MASS NOWN& OBO' DUPONT BUTACRE OR SAFLEX 7/t8' AIR SPACE NEEPSAFE VAIDIM PV8 INTERLAYER 3/t8' ANNEALED OR HEATAS STRENOTRENED MS S/16" 3116" HEAT RENCFEAT SfTHLNEO GLASS STRENGTHEN® MASS 14 OR 11 16" NOEL 61TE 145 80,0 80.0 1-1/16.° LA,MI I,G- GLAZING DETAI FLANGED OR INTEGRAL FIN FRAM NOTE (INTEGRAL FIN FRAME SHOWN) 1. ANY ONE SIDE OF THE WINDOW CANNOT BE MORE THAN 145" NOR CAN THE WINDOW AREA EXCEED 32Fr. Z. FOR SIZE'S NOT SHOWN, ROUND t- TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION. 3. FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 4. THE WINDOWS WIDTH AND HEIGHT (DIMENSIONS A" AND a� MAY BE REVERSED TO OBTAIN A MORE ACCURATE RESULT FROM THE TABLE (SEE FIGURE, THIS SHEET). )70 TECHNOLOGY DRA N. VENICE, FL 34275 P.O. BOX 1528 NOKOMIS, FL 34274 X701 1 NTS 1 2 °1 8 1 ��1LYNN liurrr! it 10 OF 10 Art!!Iltt A. Lyynnn Uller, P.E. P:E.# 587D5 INSTALLATION DETAILS FOR FLANGED FRAMES SEE ANCHOR 11 GUIDELINES, SHEET 7 MN. CONCRETE KSI PER ANCHOR TYPE, SEE SHEET 2 7 OR 1.5 KSI MIN. CMU SEE ANCHOR GUIDELINES. : 1x w000 BUCK SHEET 7 r 1/4" MAX. SHIM L2X WOOD BUCK OR FRAMING VERTICAL SECTION 8— SEE ANCHOR GUIDELINES, SHEET 7 MIN. CONCRETE KSI PIER ANCHOR TYPE,: ;. SEE SHEET 7 OR 1.5 KSI MIN. CMU 4 SEE ANCHOR GUIDELINES, SHEET 7 X WOOD BUCK 1/4" MAX. 'SHIM 13 1NTER10R 1/0," MAX. SHIM SEE ANCHOR GUIDELINES, /�� SHEET $ n n2 19 18 oRO17 R(11 1D I.¢ MAX. WINDOW HEIGHT qT QQRNER ASSEMBLY NOTES 1. USE ONLY ANCHORS LISTED ON SHEETS 6 AND 7. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. HORIZONTAL SECTQN A -A EXTERIOR MITERED FRAME WITH INTERIOR AND EXTERIOR FRAME WELDS SSHOWNCREW BOOR SSES CORNER KEYS AT ANGLED CORNER ASSEMBLY 2. WOOD BUCKS DEPICTED IN THE 'SECTIONS ON THIS PAGE AS 1X ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1-1/2". 1X WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2X ARE 1-1/2" THICK OR GREATER. INSTALLA11ON TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 70 TECHNOLOSY DRF C VENICE, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 V.UMINUMPICTUREWINDOW, IMPACT PW70f M'S 4 - 8 I 48.4 WOOD BUCK OR FRAMING SEE ANCHOR GUIDELINES, SHEET 6 Illlllllf/// VN r 05 = •it ; N0. � pQc� ° , no�oP�� A. Lynn Miller, P.E. P.E.# 511705 11 2 13 18 ORO MAX. WINDOW HEIGHT 17 oR 21 MAX. VISIBLE LIGHT I IOR OPENING SEE ANCHOR GUIDELINES, SHEET 6 13 10 2 1/4" MAX. SHIM SEE ANCHOR W—fi GUIDELINES, SHEET 6 L2X WOOD BUCK OR FRAMING VERTICAL SECTION 8— SEE ANCHOR GUIDELINES, SHEET 7 MIN. CONCRETE KSI PIER ANCHOR TYPE,: ;. SEE SHEET 7 OR 1.5 KSI MIN. CMU 4 SEE ANCHOR GUIDELINES, SHEET 7 X WOOD BUCK 1/4" MAX. 'SHIM 13 1NTER10R 1/0," MAX. SHIM SEE ANCHOR GUIDELINES, /�� SHEET $ n n2 19 18 oRO17 R(11 1D I.¢ MAX. WINDOW HEIGHT qT QQRNER ASSEMBLY NOTES 1. USE ONLY ANCHORS LISTED ON SHEETS 6 AND 7. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. HORIZONTAL SECTQN A -A EXTERIOR MITERED FRAME WITH INTERIOR AND EXTERIOR FRAME WELDS SSHOWNCREW BOOR SSES CORNER KEYS AT ANGLED CORNER ASSEMBLY 2. WOOD BUCKS DEPICTED IN THE 'SECTIONS ON THIS PAGE AS 1X ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1-1/2". 1X WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2X ARE 1-1/2" THICK OR GREATER. INSTALLA11ON TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 70 TECHNOLOSY DRF C VENICE, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 V.UMINUMPICTUREWINDOW, IMPACT PW70f M'S 4 - 8 I 48.4 WOOD BUCK OR FRAMING SEE ANCHOR GUIDELINES, SHEET 6 Illlllllf/// VN r 05 = •it ; N0. � pQc� ° , no�oP�� A. Lynn Miller, P.E. P.E.# 511705 N T S: 1. ANY ONE SIDE OF THE WINDOW CANNOT BE MORE THAN 145° NOR CAN THE WINDOW AREA EXCEED 32W. 2, FOR SIZES NOT SHOWN, ROUND 2 TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION. 3. FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 4, THE WINDOWS WIDTH AND HEIGHT (DIMENSIONS "A" AND "B") MAY BE REVERSED TO OBTAIN A MORE ACCURATE RESULT FROM THE TABLE (SEE FIGURE, THIS SHEET). S. DIFFERENT ANCHORS MAY EE CHOSEN FROM MULTIPLE TABLE COLUMNS TO MATCH THE SUBSTRATE. N. VENICE, FL 3427: P.O. Box 1529 NOKOMIS. FL 34274 Head, SRI and Jamb Anchor Quantities kite Wood or Metal (Anchor Types 1.4) Min. Anchor Anchor DescripOcn Anchor Edge Embed- Distanca mend #12, Steel so= (GS) "A" or "8" Dirnemlon 1.375" (ln) #12, Sted screw (G5) StL StW, Or 33 0.324 Type 1 24 1 30 38 142j Alum. 8083.76 0.324 48 54 8D 67.875 #12 Steal screw ( A36 Sled Anrhw Lat�timP Jamb 1 3 2 3 3 4 4 1 3 4 2 3 3 4 4 3 1 12.13 4 3 4 4 3 1 2 4 3 3 141 4 3 1 2 4 3 3 4 1 2 3 4 1 2 3 4 1 2 4 3 4 3 4 3 4 3 4 3 4 3 3 4 4 3 0.361" 0.126° 38 Head/Sill 2 2 2 2 3 3 3 3 4 3 4 3 5 4 5 4 5 5 6 6 8 6 8 6 6 8 6 8 7 6 7 6 S. Pile 1.26" ,lamb 4,4 6 4 6 4 5 4 5 8 5 8 6$ 8 8 5 6 6 5 5 510 5 5 5 8 8 6 5 6 5 HeWSM 2 2 2 2 3 3 3 3 4 3 4 3 5 4 5 4 5 1516 6 6 8 1 8 6 5 7 8 7 7 8 7 Jamb 6 516 6 6 6 6 6 6 6 6 6 6 6 7 6 6 617 6 7 6 7 6 7 B 7 6 7 6 7 6 Head1S81 2 212 2 3 3 3 3 4 3 4 3 6 4 5 4 5 8 6 6 6 6 7 6 7 8 7 618 7 8 7 Jamb 6 6 7 6 718 7 6 7 6 7 6 7 7 6 7 7 7 6 7 7 7 8 7 8 7 8 7 8 7 617 67.876 HeaMM 2 2 2 2 3 3 3 3 4 3 4 3 5 4 5 4 6 5 6 5 6 6 7 6 7 6 7 6 8171 B 7 Jemb 5 6 6 6 7 8 8 8 7 7 6 7 7 7 8 7 7 7 9 7 8 7 9 7 8 7 9 7 72 Heed/&iU 2 2 2 2 3 3 3 3 4 3 4 3 5 4 6 4 5 6 6 6 8 6 7 8 7 017 8 _ Jmnb 7 7 8 1 8 7 8 7 8 7 8 7 6 8 6 8 8 8 9 8 8 8 9 8 8 8 9 8 76.8 Hee&SM 2 2 2 2 3 3 3 3 4 3 4 3 5 4 5 4 5 6 6 6 8' 8 7 6 71617, 6 Jamb 7 7 9 7 8 7 9 7 8 8 9 8 8 8 9 8 8 8 10 8 9 8 1D 8 84 HeadIS51 2 2 Z. 2 3 3 3 3 4 314 3 614 5 4 b 5 6 6 a 8 7 6 Jamb 7 7 9 7 8 7 9 7 8 8 9 8 8 8 9 8 9 8 10 8 8 8 40 8 $ 85.3 HeacNill 2 2 2 2 3 3 3 3 4 3 4 3: 6 4 5 4 5 5 6 5 6 6 7 6 Jamb 818 10 8 9 8 10 8 9 9 10 919 9 40 9 9 9 11 9 Hawnill 2 2 2 2 3 3 3 3 4 3 4 3.15 4 5 4 5 5 6 6 Jamb 9 9 12 9 10 9 12 9 10 10 12 10110 10 t2 10 109.7 Hea"Ill: 2 2 2 2 3 3 3 3 4 314 3 1 4 6 4 Jamb 10 10 13 10 11 i0 13 10 t1 11 13 i1 *Width and Height dimensions maybe 120 reversed to locate anchor quantitles on the Ht /S81 2 2 2 2 3 3 3 3 4 3 table.i#so, the HeadfSlN and Jamb rows128 Jamb 11 11 13 11 12 11 13 11 12 12 A31 mustalso be reversed so that the longer Had/S61 ' 2 2 2 2 3 3 3 3 4 3 dimension getsthe most anchors. ,wmb 12 12 16 12 13 12 16 12 145 Head/Sill 2 2 2 2 3 3 3 3 N T S: 1. ANY ONE SIDE OF THE WINDOW CANNOT BE MORE THAN 145° NOR CAN THE WINDOW AREA EXCEED 32W. 2, FOR SIZES NOT SHOWN, ROUND 2 TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION. 3. FOR ARCHITECTURAL WINDOWS, FIND THE SMALLEST WINDOW SIZE IN THE TABLE ABOVE WHICH THE OVERALL WIDTH AND HEIGHT DIMENSIONS COMPLETELY FIT WITHIN. 4, THE WINDOWS WIDTH AND HEIGHT (DIMENSIONS "A" AND "B") MAY BE REVERSED TO OBTAIN A MORE ACCURATE RESULT FROM THE TABLE (SEE FIGURE, THIS SHEET). S. DIFFERENT ANCHORS MAY EE CHOSEN FROM MULTIPLE TABLE COLUMNS TO MATCH THE SUBSTRATE. N. VENICE, FL 3427: P.O. Box 1529 NOKOMIS. FL 34274 "A" & "8" DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN, T- �---- "B" DIM. --+� T "A" DIM. PIA -M I NTS 16 - 8 t,YAIN M1((�rri� w` i� •• BSA�bF '�.�O,o' .. FLOR¢ A P% E. P E.1 58705 . Mln. Min. Anchor Anchor DescripOcn Substrate Edge Embed- Distanca mend #12, Steel so= (GS) S. Pbre 0.864" 1.375" #12, Sted screw (G5) StL StW, Or 33 0.324 .0W118139 1 #12, Sted screw (G5) Alum. 8083.76 0.324 0.125' #12 Steal screw ( A36 Sled 0324" 0.125 #14, Slee) screw (GSj S. Pine O 96M 1.375 2 014, Sled senna (135) StL Stud. Gr33 0.364" .045l48Ga 914, Steel screw (GS) : Abse. 6083.78 0.361" 0.126° #14, Stet spew (05) A3B Steal 0.361" 0.12V 3 114" Steel L111mcon S. Pune 1" 1.375' 114" 410 SS Grewlmt S. PIM 1" 1.371" 4 Oil' StediJitm on S. Pile 1.26" UN "A" & "8" DIMENSIONS MAY BE ORIENTED VERTICALLY OR HORIZONTALLY AS SHOWN, T- �---- "B" DIM. --+� T "A" DIM. PIA -M I NTS 16 - 8 t,YAIN M1((�rri� w` i� •• BSA�bF '�.�O,o' .. FLOR¢ A P% E. P E.1 58705 . 2.784" .094° T1 JU=j 2.500" A62° — .062" .ori" 1.125" INTEGRAL FIN FRAME (� MAT'L: 6063—T5 DWG NO. 4256A .094' 1.875" t_I Li �--M .500° .062" 062" z.7e4" FLANGED FRAMs; O MAT'L: 6063—T5 DWG N0. 4253 r .970" .050- 7/16" LAMI GLASS BMAT'L: 6063—T5 EAD 1u DWG NO. 4255 975" .050°�-- 1-1/16" LAMI I,G. GLASS BEAD 11 MATT: 6063—T5 DWG :NO. 4254 Im ITEM DWS # PART 8 DESCRIPTION 1 4258A 64255 integral In frame head, sill & jamb 2 4253 64253 Flanged frame head, A & jamb 7 1155 781PDX #8 x 1 Quad PH SMS stainless steel 8 Schnee -Morehead SM5504 acryl-r marrow joint sealant or 10 4255 64265 7/161ami glass bead 11 4254 64254 1-1/16 lam] I.O. glass ted 12 1224 6TP247 Vinyl bulb weatherstrip (thick) 13 4224. Installation fastener coder 14 Dow Coming 8W glazing sealant or equivalent 15 Dow Corning 995 sNicone structural sealant, black 17 7116" laml glass: 3/16" annealed - .090 DuPont Butacite or . Sallax Keep5afe Maximum PVB interlayer - 3/16" cleat strengthened 18 14M6" lama I.G. glass 3/16" treat strengthened outboard - 7/16" airspace - 3116" annealed -.090 DuPont Butacite or Sella KeepSafe Maximum PVB interlayer - 3/16" heat strengthened 20 4262 64262 Architectural comer key 21 7116" lama glass: 311W haat strengths -.090 DuPont Butecite or Sella KeepSafe Maximum PVB Interlayer - 3/1(" treat strengthened 22 1.1116" lama I.G. glass: 3116" heat strengthened outboard - 7116" akspace - 3/16" had -.0w DuPont Butscite or Saflex KespSafe Maximum PVB hdedayer - 3116" heat strengthened )70 TECHNOLOGY DRO N. VENICE, FL 34275 P.O. 6QX 1329 NOKOMIS, R. 34274 P*M IM 1 8 -1 8 I 4294 .ala° --«-f .047" INSTALL. FASTENER COVER 13 MAT'L: 6063—T5 DWG NO. 4224 615111111111/ i �OC�y • G�c1se -0t �l • do.�1� t�G FLO ssPS, 11111ti113{ a Lyon W., P.E. P.E.# 55705 MI10E I MIAMI-DADE COUNTY • PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 SW 26 Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (186) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miAmidaeteov/para/ PGT Industries 1070 Technology Drive, Nokomis, Fl, 34275 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 11FD-101" Outswing Aluminum French Door w/wo Sidelites APPROVAL DOCUMENT: Drawing No.11005-1 Rev C, titled "Alum French door & Sidelites", sheets lthrough 10 of 10, prepared by manufacturer, dated 02/22/07 and last revised on 10/11/11, signed and sealed by Lynn Miller, 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 Limitations: 1. Use of Table 1, require full length reinforcements (item #22) for OX, XO, XXO, OXX, OXO and OXXO. The lower design pressure from X, XX doors or O (side]ite) shall control. 2. Egress operable doors must comply with min clear width per FBC, as applicable. 3. All laminated glazing options (glass types A, B, C & D) must be with interior 3/16" HS glass. 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 process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. if any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 07-0629.10 and consists of this page 1 and evidence pages E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Ishaq I. Chanda, P.E. NOA No 11-1013.22 ps CQ B Expiration Date: October 18, 2012 Approval Date: Novem r 23,2011 ;1��K Page 1 3 40 EXTERIOR INTERIOR 10 1 2 60 37 �� n u nu un CLEAR COLORED SEALANT i EXTERIOR INTERIOR 62 ® 63 DLO DOOR pLp $ WE HT HEIGHT all SL VIEW G•0 61 CORNER ASSEMBLY 112 • 40 ;!D�0011 13 SECT. A A SL SECT, B-B = *' N0.56705 — VERTICAL VERTICAL 8TA 11�I"J6 am a,epoc min a owwamroo mom � EXAMPLE EUVA7lONS ' O fwNomamFLSm a Ftoatio.• ' nx wmm a amnma rnmsr ti+aa»a�fasfa�c �%SS E��•• amw ALUM FRENCH DOOR & SIDE LI7ES, AWPACT YONA� o% RK 8K49J &AWVO�f�&ffOCLaWf�1flt1E N oofa r Fitm+ warren — A. LY�4d6119fi,��.E. FfG7 ,/a 6717 fLfof lids 4 -to !lODlf1 0 FLPE36t1//06 Imo ----MAX SL W [UrH-+I SPACING, SAME AS JAMB ANCHOR SPACING (SEE SHEETS 7, 8 AND 0) SEE TABLES 1 AND 2 AND NOTES ON SHEETS 7 & 2 FOR APPLICABILITY HORIZ, (DOOR W/ SIDE LITE) MAX SL ODTH--1 SL SECT, F -F HORIZ. (SINGLE SIDE LITE) W. M. FRENCH DOOR & SIDE tawr 6 8 d 10 IMPACT i100&l Vtw �wAft ira► *.Wu i1. r � NSE 4t W _ ovp A. LYNN ELLER, P.E. FL P.E.$ 58705 DOOR PANEL DOOR PANEL 30 TOP & BOTTOM RAIL31 SIDE RAIL 8063-T5 608346 3•� 3.111 TF 650 1.400 060 1 O FILLER HEAD ADAPTER 6063 -Te r-3.00 1272 1470 L .ofio - 11 0 1 1 FRAME HEAD 6063•T6 .060 A79 1,469 .489 3.000—►� 11 OUTSMNG THRESHOLD SW3-76 1. 1 DOOR PANEL (4$ l INTERIOR ASTRAGAL �J 6083.T6 1.600 .126 � � H•--•,668 .750 883 060 OTRUSS CLAMP awr GLAZOJG BEAD �83-T6 73 GW3-T5 -�------3.100�+^� 4.876 DOOR PANEL t 451 EXTERIOR ASTRAGAL 8003•T6 863 060 7/18' GLAZING BEAD 72 6063-T5 SL HEADER 6083-T8 �----3.100—►1 mlowi11� 9�t SLSILL 9063•T6 r1.4801 .060 1•� 37 WEATHER STPD CHANNEL 3.000 608346 0.376 DOORFRAME, 2'1� JAMB .126 20 6063-T6 HINGE 1.678 32 6063.76 .890— 060 MlfOtlUC1 WtVIB� . LYNN .... � wUh q� 17niA� ft 3.000 JAMB a JAMB :�p•' STA E :'=W�` ';,'�;''•.•Fto�Qa.•�G: SS10NAl- OSL 62 600 -Te 2.080 •0611 11 I 11111 . LYNN .... � .=Jj JAMB k No. 56705 OSL 6063-TTgER :�p•' STA E :'=W�` ';,'�;''•.•Fto�Qa.•�G: SS10NAl- ALES DOR & SIDELPIES IMPACT •'" A. LYNN MILLER, P.E. aro T • 10 7 11(JOb1 C FL P.EJ SM 2X WOOD BUCK NOTE 2 3.4 KSI MIN. GONG. 134' 1314"� - ' M� E D MIN E•D. I 2X WOOD 3.4 KSI MR C:ONC. SUCK, NOTE 2 1314' ` I E�" L1X ter,: :,,' 1X WAD BUCK NOTE 2 .: P:• , '�' WOOD .;�: o;•, 7 3V TYPE 1 ': ""; N�11.•r 1 BUCK, NOTE 2 " y i iy " it(2:, a. 13W TYPE 2 13/8° MIN MIN. 114° MAX T- SHIM 114° MAX 114° MAX WOOD,_T SHIM SHIN ANCHOR CONC• EXT. WOOD TYPE 2 OR 3, ANCHOR, ANCHOR NOTE 1 NOTE 1 TYPE 2 OR 3, DOOR HEAD (Mt 1114° TYPE 10R 2 (CMU) NOTE 1 DOOR HEAD (CONC) 13�° " 1 w TYPE 1(CONC) SIDE LITE HEAD (WOOD) SIDE 1WMAX SHIM MIN 114° MAX. 13/4' TYPE 2 (CONC) SHIM 1/4°MAX SHIN 'a .4 3143wMu E.D. 114" MAX SHIM 1 3W MIN. VfT4 i1' � WOOD CONC. :tlil."� 131 ANCHOR ON wCONI ~ +" ANCHOR STABG00 ANCHOR rNOTEi CENTERS, ON "1h° 0A.. WOOD i TYPE STAB --r ANCHOR, "( "�" 20R3 CENTERS, f V �l�j931T4°MIN.E.D. TYPE �i�•J' 1 NOTE 1 NOTE 1 H p;� ; 1 20R3, 2X WOOD -w 1X WOOD BUCK, 9.6 K8 MIN. CMU OR 2X WOOD NOTE 1 BUCK NOTE 2 NOTE 2 3.4 K81 MIN. CONC. SUCK, NOTE 2 1X WOOD BUCK, NOTE 2 DWR JAMB (WOOD) CSR JAMB (CONC) SIDE LITE JAMS (WOOD) SIDE LITE JAMB (CONC) WCOD ANCHOR TYPE 2 C O NC. ANCHOR, WOOD ANCHOR TYPE 2 OR 3 NOTE 1 OR 3, NOTE 1 NATE 1 C(XdC. ANCHOR, NOTE 1 IX WOOD �T BUCK, NOTE 2 M 114' MAX ' WMAX. 114° MAX SHIN SHIM SHIM MUV HlfM 1 +.Y • • 11"!K i;�'1 . TYPE 1 318" MIIV '!:'w f' y :•t 'i,. i, i•1., 1° 1 r, +•' ' "•;J 'y: 1314'TYPE 2 1318'A1IV p" ... 318 ° J7'i.t, � : '«• �" :$,• •:. a y ',:,tt -" � TYPE 13/4° 3.4 KSI MIN. w•;�lf i;� •+':y. 3f4 -TYPE (+ - 3.4 KSI MIN. CONC. CONC. ;h; 1i '., }+ : z: • �, 2X WOOD BUCK, NOTE 2 IN E D.2X WOW DOOR SILL (WOOD) DOOR SILL (CONC) SID eu� ILL (WOOD) MIN. ED. NOTES: SIDE LITE SILL (CONC) 1. FOR CONCRETE INSTALLATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED EM UP TAPC.ONS EMBEDDED 1318° MIN. (TYPE 1) OR 114° SS4 CRETE•FLEX EMBEDDED 1314° MIN. (TYPE 2). THE MINIMUM DISTANCE FROM CENTER OF ANCHOR TO CONCRETE EDGE 181314". FOR WOOD INSTALLATIONS USE #12 SCREWS, GB (TYPE 3) OR ELCO 1/4° SS4 CRETE -FLEX ANCHORS EMBEDDED 1 a' MTV. (TYPE 4 2. WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 1112° THICK. 1x WOOD BUCKS ARE OPTIONAL IF UNIT 18 INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1112" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION (AHJ). 3. IF SILL IS TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRED. IF USED, NON•%IRINK, NON-METALLIC GROUT (3400 PSI MIN.], (DONE BY OTHERS) MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE. IF SUBSTRATE IS WOOD, 30# FELT PAPER OR MASTIC IS REQUIRED BETWEEN THE GROUT AND WOOD SUBSTRATE, OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION. P.q fA0 Ply Fm01 IWSJ 10 "to I 1100&1 -1314" MIN. E.D. 1318" TYPE 1 1314" TYPE 2 —lW MAX SHIM ANCHOR, NOTE 1 1 114° TYPE 1 OR 2 (CMU) I W TYPE 1(CONC) 1314° TYPE 2 (CONC) E.D. 1 X KSI MIN. CMU OR 3.4 KSI MIN. CONC. rronucr u��rra► �l- 1 •2.2 !'L a �unrrn LYNN iJ10 68706 �R* a o' c STATE �,,;910N 'A� +` A. AkMILLEk P.E. FL P.E.# NM ABLE 1. DESIGN PRESSURES FOR ALL CONFIGURATIONS NOTES: APPROVED CONFOJRATIONS: X, XX, 0, OX, XO, OXO, XXO, OXX & OXXO )R DOORS W/ SIDE LITES THE LOWER DP FORTHEDOOR OR SDE UTE PREVAILS) l.GLASS TYPES: REINFORCEMENT 18 REQUIRED AT DOOR & SIDE LITE CONNECTIONS A ata° LAMI (1WA, .090 PVB. 3H8° HS) DOORS WITH GLASS TYPES A, S, C OR D B, ata° LAMI (1/a° HS..090 PVB, 3116" HS) C. 7118' LAMI (3118° A, .090 PVB, a/1(° HS) HEIGHT D. 7/10- LAMI (3(101 HS, .080 PVB. 3118- HS) WIDTH Mi WDTH 88.79 3W 7° . 83 31,V 1 87 3141 913!4° 8a - 95 3141 ®2. COMBINED DOOR & SIDE LITE WIDTH$ FOR TABLE 1 OR 2- 371P1° a 713/4° +76.0 -76.0 +76.0 -760 +76.0 76.0 +76.0 -76.0 +76.0 -76.0 MAX OXrAO WIDTH = 73 U2° 0 DTH SINGLE SIDE LITES WITH GLASS TYPE A MAX OXO WIDTH DTH 112" WI MAX xxoroXX WIDTH =1a7 314° 273/4° +76.0 76.0 +76.0 -76.0 +76.0 -76.0 +76.0 -76.0 +76.0 -76.0 MAX oXXO WIDTH =143 314 381/81 +76.0 -76.0 +76.0 -76.0 +71.4 -71.4 +67.8 -67.6 +64.2 -64.2 3. SINGLE DOORS 33 618- WIDE OR OVER AND THE OPERABLE PANEL OF DOUBLE DOORS 04118° WIDE IRI FROM EITHER TABLE COMPLY WITH THE EGRESS REQUIREMENTS OF THE 36 3/4° +76.0 -76.0 +74.9 -74.9 +70.4 -70 4 +88.8 -�.8 +63.1 -83.1 FBC. NARROWER DOORS MAY BE USED WHERE EGRESS IS NOT REQUIRED BY CODE. 0 WIDTH SINGLE SIDE LITES WITH GLASS TYPES B, C OR D 4. DESIGN PRESSURES UNDER 40 P.S.F. ARE NOT APPLICABLE W MIAMI-DADE COUNTY. 383/4" 1+7&01-76.01+76.01-75.01+75.01-7&01+76.01-76.01+7&01-76.0 S. EXAMPLES OF COMBINED DOOR AND SIOE LITE DESIGN PRESSURES: TABLE 2. ESIGN PRESSURES FOR COMBINED DOOR I SIDE LRES ONLY ®D1, A FROM TABLE 1. APPROVED CONFIGURATIONS: OX XO, 0X0, XXO, OXX & OXXO OXO WITH GLIAS TYPE A (THE LOWER DP FOR THE DOOR OR SDE LITE PREVALS.) 30" WIDE x 90° HIGH SINGLE DOOR WITH 29" SIDE LITES REINFORCEMENT IS NOT REQUIRED AT DOOR & SIDE LITE CONNECTION DESIGN PRESSURE =+67.61 87.8 PSF GLASS TYPES A, B, C OR D EX TABLE 1. OMNTH f0awfumm HEIGHT 0 GLASS TYPE A J WmTH XX WIDTH 88- 79 3/4° 7o -83314° 873!4° 913/4" g° . 3/4" �" WIDE x SW HIGH DOUBLE DOOR WITH 35 Ire SIDE LITES DESIGN PRESSURE =+70.4 i -70A PSF �22- M„ 20 261/2" 40 477,C +68.8 -%6 +66.4 -WA +62.4 -62.4 +49.8 49.6 +47.4 -47.4 � EX C FROM TABLE 2 27112° 61314" +64.9 -54.9 +61.8 -61.8 +49.0149.0 +46.6 46.6 +44.3 44.3 OXO WITH GLASS TYPE C 30" WIDE x ST 314' HIGH SINGLE DOOR WITH 261 SIDE LITES 29 la" 553141 +61.7 -61.7 +48.8 48.8 +46.1 46.1 +43.8 43.0,+41.6 -41.8 DESIGN PRESSURE =+43.61.43.6 PSF 26 31 1/2° 60 69314" +49.0 49.0,+4&2 48.2 +43.6 43.6 +41.4 -41.4 +39.3 39.3 EX D FROM TABLE 2. 331/2° 64 63 314" +43.1 -4&11+43.1 43.1 +41.6 -41.5 +39.3 -39.3 +37.31-37.31 OXXO WITH GLASS TYPE C 63 314° WIDE x SO" HIGH DOUBLE DOOR WITH 26" SIDE LITES 3510 67314° +38.1 -3S.1 +38.1 -38.1 +38.1 38.1 +37.6 -37.6 +36.8 -W.8 DESIGN PRESSURE = +43.11.43.1 PSF 3a 371/2° 8a 713/41 +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 8. FOR COMBINED DOOR AND SIDE LITES FROM TABLE 1, WHICH SINGLE O WIDTH GLASS TYPES A, B, C OR D ® REQUIRED REINFORCEMENT AT DOOR TO SIDE LITE SIDE LITE 103W +750 -750 +76.0 -76.0 +76.0 -76.0 +76.01-76.01+7&0 -76.0 CONNECTION SEE SECTION E -E, SHEET 5 FOR REINFORCEMENT DETAIL. 12 3141 +75.0 -750 +75.0 .76.0 +75.0 -750 +76.0 1 -76.0 +76.0 -750 19" +72,4 -72.4 +60.6 -68.6 +65.0 -65.0 +61.9 -61.9 +69.0 -58.0 21 We +84.6 -64.6 +61.0 -61.0 +57.8 -67.8 +65.0 -55.0 +52.4 -M4 LYNN ��•� Ory 273/4" +52.9 -529 +49.9 -49.9 +47.2 1)7.2 +44.? -04.7 +428 -428*': 36 V8° +35.2 -35.2 +36.2 35.2 +35.2 -35 2 +362 352 +34.4 -34.4 _` �Ir ;' Na. 68705 36 314° +34.0 -34.0 1 +34.0 34.0 +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 T NAM oom lodim RBV Tif81BE08 Uf ApD(71AIi�A bJ:HWF.I�SIOAI fWOTk'�MlCLQDY FS frl8!!J 8 6tAB811PBBAMiOit MOMM&Acuea mod RSQ76 boot" DESMFRESSURES 410; .t�n''., �70R�'C?: r'C� �• nrsvr��meLLpaa,� ,ororxe,a�R 1 ALUALFRENCH DWR&SIDE UTES IhFACr PX MM! A dM 19M MmAA9�TALL�F�tTABLBP NOOMFLS< st euro wla��a I A. LYWIU�Po3LLE�, RE, p� 2207 r87 FD10! 1X 2 s 10 116O&1 C FLPEA 68M L COUNTY MIAMI -DADS COUNTY, FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE (BCCO) 140 WEST FLAGLER STREET, SUITE 1603 PRODUCT CONTROL DIVISION MIAMI, FLORIDA 33130-1563 (305) 375-2901 FAX (305) 372-6339 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/buildingccode No-Vue Industries, Inc. 1053-1059 East 29 Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Heaving Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity' Hurricane Zone. DESCRIPTION: Seri NVTA�VTAS , NVBH, , NVRT nd NVTH Wood Connectors. APPROVAL DOC : Drawing No. NU -2, sheets 1 4, titled "NVTA and NVTAS, NVBH 24 and NVUH, NVRT and ', dated 02/13/03, with last revision on 07/19/06, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance (NOA) number and expiration date by the Miami -Dade County Product Control Division. 1VIISSiou IMPACT RATING: None 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 and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 05-0701.04 and consists of this page 1 and evidence pages El and E2, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No: 08-0326.11 Expiration Date: An t 21, 2013 Approval Date: y 22, 2008 Page 1 -��:2�,7s,L, Nu-Vue Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBNHTTED A. DRAWINGS 1. Drawing No. NU -2, sheets 1 through 4, titled "NVTA and NVTAS, NVBH 24 and NVUH, NVRT and NVTH", dated 02/13/03 with last revision on 07/19/06, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA No. 05-0701.04" B. TEST Report of Design Capacities prepared by V. N. Tolat, P.E. Product Model No. of Pages Test reports on wood connectors per ASTM D 1761 by Product Testing, Inc., signed Signature and sealed by C. R. Caudel, P.E. and S. E. Black, P.E. 7 through 8 05/05/03 Report No. Wood Connector Direction Date 1. PT 02-4073 NVTA Upward 11/06/02 2. PT 02-4075 NVTA Upward 11/07/02 3. PT 024074 NVTA Upward 11/06/02 4. PT 02-3938 NVTA Upward 08/06/02 5. PT 03-4177 NVRT36 Upward 02/03/03 6. PT 03-4202 NVRT36-T Upward 02/19/03 7. PT 03-4271 NVRT36-T Upward 03/27/03 8. PT 03-4270 NVRT24-T Upward 03/27/03 9. PT 024095 NVUH26 Up & Downward 01/17/03 10. PT 02-4096 NVBH24 Up &Downward 12/03/02 11. 31-22456.0002 NVTA & NVTAS Lateral 07/06/02 12. PT 044698 NVT-124 Upward Parallel/Perpendicular 04/15/04 13. PT 04-5036 NVTH24 Upward Load 12/10/04 C. CALCULATIONS Report of Design Capacities prepared by V. N. Tolat, P.E. Product Model No. of Pages Date Signature 1. NVBM24 7 through 8 05/05/03 V. N. Tolat, P.E 2. NVRT 9 through 14 05/05/03 V. N. Tolat, P.E. 3. NVTA & NVTAS 1 through 6 05/05/03 V. N. Tolat, F.E. 4. NVTA & NVTAS 1 through 14 02/06/03 V. N. Tolat, P.E. 5. NVRT 15 through 15 07/07/03 V. N. Tolat, P.E. "Submitted under NOA No. 04-1202.01" D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office (BCCO). 4� �5/dt arlos M. Iftfera, P.E. Product Control Examiner NOA No: 084326.11 Expiration Date: August 21, 2013 Approval Date: May 22, 2008 E-1 Nu-Vue Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMUTED EMATERIAL CERTIFICATIONS E. STATEMENTS 1. No Financial Interest and code compliance letter issued by Vipin N. Tolat, P.E., on 03/26/03 signed and sealed by V. N. Tolat, P.E. "Submitted under NOA No. 04-1202.01 " 2. Letter to Nu-Vue industries issued by Building Code Compliance Office on 08/10/04 and signed by C. F. Font, P.E. "Submitted under NOA No. 04-1202.01 " G. OTHER 1. Notice of Acceptance No. 08-0326.11, issued to Nu-Vue Industries, Inc., approved on 09/14/06 and expiring on 08/21/08. Carlos M. Utrera, P.E. Product Control Examiner NOA No: 08-0326.11 Expiration Date: August 21, 2013 Approval Date: May 22, 2008 E-2 TABLE 1 Truss Anchors NVTA and Riveted Truss Anchors with Seat WAS H Length in Product Code Gauge seat Gauge strap 16 NVTA-16 WAS 212 20 14 18 NVTA-18 WAS 214 20 14 20 NVTA-20 WAS 218 20 14 22 NVTA-22 WAS 218 20 14 24 NVTA-24 WAS 220 20 14 26 NVTA-26 WAS 222 20 14 28 NVTA-28 WAS 224 20 14 30 N 3 WAS 226 20 14 36 NVTA-36 WAS 232 20 14 48 NVTA-48 WAS 244 20 14 No. of Fasteners each strap 10d Maximum Allowable LoadObs) Uplift Uplift L1 Single L2 Single Single Double & Double & Double Strap N A Straps Straps 5 757 1514 250 500 5 605 1610 250 500 7 654 1708 250 500 8 802 *1804 250 500 9 951 *1902 250 500 10 889 *1998 250 500 11 1046 *2098 250 500 12 1096 *2192 250 500 13 1145 *2290 250 500 14 1183 *2290 250 500 *Note: For 8 or more nags per strap, use double truss for double straps. General Notes 1. Steel shell conform to ASTM A653, structural grade 33 Odin. yield 33 kel) and a minimum galvanized coating of G 60 per ASTM AM. 2. Allowable loads are based on National Desing specifications (NDS) for wood construction, 2001 Edition and Florida Building Code 2004. 3. Design loads are for Southern Pine spades with a specific gravity of 0.55. Allowable leads for other spades shag be adjusted accordingly. 4. Nall values are based on NDS table 11P, G-0.55 far common wire nage and have been reduced for Penetration Depth factor CO. 5. Allowable loads far wind uplift have already been increased by a duration facto of 1.6 for anchor nabs. 338 steel stress increase Is not used In the tabulated volues. & Allowable loads for more than one direction for a single connection cannot be added together. A dastgn load which can be divided Into components in the directions given must be evaluated as follows; I,bft Upsft + XAM + X&IM Gfl 1.0 7. Allowable loads are based on 11" thick rood members unless otherwise noted 8. All tle beams and grouted concrete masonry shag comply with chapters 19 and 21 of 2004FBG Concrete for tie beans and grout and mortar for concrete maso csanry shop be a min. of 2600 pal. Concrete masa ry shall comply with ASTM 9. All tests have been conducted In accordance with ASTM 0-1761. H MN 4" EMB. NVTAS 1" NVTA TABLE 2 Truax Annhnra NVTA nnrd R"+Arl Truaa Anrhnrc with RPM NVTAS H Length (in) Product Code Gauge seat Gauge strap 16 NVTA-16 NVTAS 212 20 14 18 NVTA-18 NVTAS 214 20 14 20 NVTA-20 NVTAS 216 20 14 22 NVTA-22 WAS 218 20 14 24 NVTA-24 NVTAS 220 20 14 26 NVTA-26 WAS 222 20 14 28 NViA-28 WAS 224 20 14 30 NVTA-30 WAS 226 20 14 38 NYTA-36 WAS 232 20 14 48 NViA-48 NVIAS 244 20 14 No. of Fasteners each strap 10d x 1.5" Maximum Allowable Load lbs L1 Single L2 Single Single & Double & Double Uplift kNrfA Strap � Straps Straps 5 1032 2236 250 500 6 1127 2254 385 565 7 1136 2272 520 630 8 1144 *2288 520 630 9 1163 *2306 520 630 10 1161 *2322 520 630 11 1170 *2340 520 630 12 1178 *2356 520 1 630 13 1187 *2374 520 1 630 *Note: For 8 or more nabs par strap, use double truss for double straps. 1lBODliCPit6WtiBp ee■sylLrtp�ial�Nde isrpandia'I°r77— . o wall FFfl O 1 �• Reinforcements Required 2r t 11 0 2j. a- Concrete Tie Beam Parallel L1 or Tie Beam formed to wall with concrete filled 0 mason Holes Dia {� B�ng`.wW.t+m.ia., NVTA, NVTAS TABLE 3 NVBH 24 BUTTERFLY HANGER Notes: 1. Use all specified fasteners In schedule to achieve values indiooted. 2. Values are based on 11" header and Joist thickness. 3. See General Notes, Sheet 1. SYMM.® Mid Span TABLE 4 NVUH 26 JOIST HANGER yry� u FASTENER SCHEDULE ALLOWABLE LOADS (lbs.) � kv DOWNWARD GRAVITY LOADS i11 &o NAND UPLIFT 2, NVBH24 18 12 6 1113 Notes: 1. Use all specified fasteners In schedule to achieve values indiooted. 2. Values are based on 11" header and Joist thickness. 3. See General Notes, Sheet 1. SYMM.® Mid Span TABLE 4 NVUH 26 JOIST HANGER Notes: 1. Use all specified fasteners In schedule to achieve values Indicated. 2. Values are based on 3" header thiakness and 11" Joist thickness. 3. See General Notes. Sheet 1. 5i" SYMM.® Mid Span I A, yry� FASTENERALLOWABLE LE LOADS Obs.) pppp5555 kv $$ DOWNWARD NAND UPLIFT �q x 8 GRAVITY LOADS LOAD 2x8 NVUH26 14 20 10 2233 1213 Notes: 1. Use all specified fasteners In schedule to achieve values Indicated. 2. Values are based on 3" header thiakness and 11" Joist thickness. 3. See General Notes. Sheet 1. 5i" SYMM.® Mid Span I A, Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 inspection Number: INSP-156711 Permit Number: RC -3-11-375 Inspection Date: April 22, 2013 Inspector: Bruhn, Norman Owner: HELLER, DAVID & JUDE Job Address: 1300 NE 94 Street Miami Shores, FL 33138 - Project: <NONE> Contractor: MCKENZIE CONSTRUCTION LLC Buildina Deaartment Comments Permit Type: Residential Construction Inspection Type: F. Elevation Certificate Work Classification: Addition/Alteration Phone Number 3305-757-8142 Parcel Number 1132050100120 Phone: (323)533-4151 FOYER MODIFICATION AND OUTSIDE KITCHEN PERMIT RENEWED ON 12/21/12 Inspector Comments Passed G. Failed Correction Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. For Inspections please call: (305)762-4949 April 22, 2013 Page 1 of 1 O X -U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE FEDERAL EMERGENCY MANAGEMENT AGENCY OMB No, 1660-OWS National Flood Insurance Program Important Read the instrnctilons on pages 14, Expiration Date: July 31, 2015 SECTION A - PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Buildingg Owner s Name P,ollc y MuMber. DAVID & JUNE HELLER 13-173 A2. Building Street Address (including Apt, Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NA1C Number, 1300 N.E. 94TH ST. citystateSHORES State ZIP Code FLORIDA A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 14, P.B. 40, PAGE 16 A4. Building Use (e.g., Residential Non -Residential, Addition Accessory, etc.) RESIDENTIAL A5. Latitude/Longitude: Let. N25 d51' 43.86Cong. W80 b 10' 16.83" Horizontal Datum: I j NAD 1927 0 NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. AT Building Diagram Number .8 A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) 5,779 sq ft a) Square footage of attached garage 446 sq ft b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade 9 within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b -UK sq in c) Total net area of flood openings in A9.b 452 sq in d) Engineered flood openings? 0". Yes ® No d) Engineered flood openings? ® Yes ® No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number 7TB2�.unty Name B3. State VILLAGE OF MIAMI SHORES 120652 MIAMI-DADE I FLORIDA B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel 138. Flood 89. Sam Flood Elevation(s) (Zone 12086CO306 L 9/11/09 Effect�'ve/Revised Date 9/11/09 Zone(s) ACI, use base flood depth) P9 feet meters 7.50 0 feet VE 11.00' B1 u. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. FIS Profile ® FIRM [I Community Determined [] Other/Source: B11. Indicate elevation datum used for BFE in Item 139: 0 NGVD 1929 E] NAVD 1988 [J Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes No Designation Date: N/A ® CBRS [3 OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: 0 Construction Drawings* jI Building Under Construction* Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al -A30, AE, AH, A (with BFE), VE, V1 V30, V (with BFE), AR, AR/A, ARAE, AR/A1-430, AR/AH, AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: B-62 Vertical Datum. KM 1029 Indicate elevation datum used forthe elevations in items a) through h) below. 19 NGVD 1929 13 NdAVD 1988 0 Other/Source: Datum used for building elevations must be the same as that used for the BFE. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) g) Highest adjacent (finished) grade next to building (HAG) h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certfication is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I cenify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section fool. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a 0 Check here if attachments. licensed land surveyor? 0 Yes Q No Certifier's Name Adis N. Nunez Title Reg. Land Surveyor Address 555 Shore Dr. Signature :4 License Number 5924 Company Name Blanco Surveyors, Inc. City Miami Beach State FL ZIP Code 33141 Date 2/11/13 Telephone 305-865-1200 2/1 PLS#5924 FEMA Form 086-0-33 (7/12) See reverse side for continuation. Replaces all previous editions. Check the measurement used. 7.59 E5 feet C7 meters 9.-U1 0 feet meters N TA_. ® feet [j meters 6.80 P9 feet meters 7.50 0 feet [3 meters 5.80 10 feet meters 7 20 0 feet meters N/A 10 feet meters SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certfication is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I cenify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section fool. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a 0 Check here if attachments. licensed land surveyor? 0 Yes Q No Certifier's Name Adis N. Nunez Title Reg. Land Surveyor Address 555 Shore Dr. Signature :4 License Number 5924 Company Name Blanco Surveyors, Inc. City Miami Beach State FL ZIP Code 33141 Date 2/11/13 Telephone 305-865-1200 2/1 PLS#5924 FEMA Form 086-0-33 (7/12) See reverse side for continuation. Replaces all previous editions. ELEVATION CER T OC AT E page z IMPORTANT: In these spaces, copy the corresponding information from Section A. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1300 N.E. 94TH ST City State FOR INSURANCE COMPANY USE Policy Number: Company NAIL Number. SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments LATITUDE & LONGITUDE OBTAINED BY GOGGLE. ION. C OWN OF THE ROAD ELEVATION.: 4.021 ON CENTE # B-62 LOCATOR: 3250 S ELEV: 8.74' Signature ate 2%11/13 SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT SFE) For Zones AO and A (without BFE), complete Items E1—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crowlspace, or enclosure) is ❑ feet .0 meters 0 above or 0 below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet 0 meters 0 above or 0 below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is 0 feet 0 meters 0 above or jl below the HAG. E3. Attached garage (top of slab) is 0 feet 0. meters 0 above or 0 below the HAG, E4. Top of platform of machinery and/or equipment servicing the building is El feet 0 meters E:1 above or [I below the HAG. E5. Zone AO only: if no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? 0 Yes 0 No [7 Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Properly Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments L] Check here if attachments. SECTION G — COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable items) and sign below. Check the measurement used it Items G8—G10. In Puerto Rico only, enter meters. G1.0 The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (indicate the source and date of the elevation data in the Comments area below.) G2.0 A community official completed Section E for a building located in Zone A (without a FEMA -Issued or community -issued BFE) or Zone AO. G3. 0 The following information (Items G4—G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued 7G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: 0 New Construction 0 Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: 0 feet meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: [] feet 0 meters Datum G10. Community's design flood elevation: 0 fleet 0 meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments Check here if attachments. FEMA Form 086-0-33 (7/12) Replaces all previous editions.