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RC-12-588
ORES e.,. Miami shores Village Building Department fi R,�pp► 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT#: �' DATE: I IS ) (NAME) 19contractor • Owner •Architect Picked Cup2 t s of sand (other) cam-Picked ��°� � t Address: 100 01 i -f' ( �� S 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 permitting process. Acknowledged by: r (Sig e) PERMIT CLERK INITIAL: RESUBMITTED DATE: PERMIT CLERK INITIAL: Miami Shores Village g Building Department o 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel: (305)795.2204 Fax: (305)756.8972 INSPECTION'S PHONE NUMBER:(305)762.4949 �a � � , CtWrZ C 20 BUILDING i v, Permit No. PERMIT APPLICATION Master Permit No.aPG Permit Type: LG%�G'•��- JOB ADDRESS: 'ea /Q i City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO Flood Zone: OWNER:Name(Fee Simple Titleholder): /9'L�DC . a Phone#: Address: /409047 4/6 /d%a -�-�T City: A/M AJi .ed= State: �'G Zip: Tenant/Lessee Name: Phone#: T/� Email: CONTRACTOR:Company Name: Phone#: Address: Z'3 City: W. /ylii4i9'// State: Qualifier Name: 00. 092K e:nt e,Aof- Phone#: V,5_�_fc'4 9_1P� 0 State Certification or Regisirgt Certificate of Competency#: Contact Phone#: 9 Email Address: 4� DESIGNER:Archit i Phone#: Value of W 't:$ z 49 Square/Linear Footage of Work: 3 Type 7rZ ess Alteration ONew ORepair/Replace ODemolition D sc "h of k: . '� iff,� !-7G•9� Submittal Fee$ Permit Fee$_ CCF$ CO/CC$ e Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ Bonding Company's Name(if applicable) Bonding Company's Address City State Mortgage Lender's Name(if applicable) W/- 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$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to'attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature i Signature Owner or Agent Contra or The foregoing instrument was acknowledged before me this The foregoing ' strument was acknowledged before me this day of CT Z—,20/�by ,g.,�. T2.o�52�iJ�y day of ,20/_,by .a-0 who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: ,;�.�:.wvv� M Commission Expires: M Commission Ex ir. A.ELIZABETH RANA= Y P KA. ABETH RAISZADEH Y p MY COMMISSION/MUM MISSION N FF035434 EXPIRES:September 22,2017 S:Septen� .27,2017 °" NAMMA APPROVED BYE __ Plans Examiner Zoning Structural Review Clerk (Revised3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) �-771 Miami Shores Village � a � Ge 9 M a u' di ng Department ,y.. ------------------- w d Avenue,Miami Shores,Florida 33138 ` )795.2204 Fax:(305)756.8972 V�' u I N S PHONE NUMBER:(305)762.4949 FBC 20 BUILDING Permit No. PERMIT APPLICATION Master Permit No.2-0,-1 Z- liVg V Permit Type: BUILDING ROOFING JOB ADDRESS: ,r cJ & /p!5! 157- City: Miami Shores County: Miami Dade Zip: Folio/Parcel* Is the Building Historically Designated:Yes NO Flood Zone: i OWNER:Name(Fee Simple Titleholder): P hone#: !ZrA—S'j'Z$Z$g Address:_, City: 744e,-9:49 ��5 State: Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: a Phone#. Address: 42,4- 7�v City: A-0d d&dM!!!9 i State: /.r Zip: !1a-(& , Qualifier Name: _X, Phone#: zer"9' State Certification or Registration#: Certificate of Competency#. Contact Phone#: 8'72 8 28°1 Email Address: DESIGNER:Architect/Engineer: Phone#: Value of Work for this Pew«J$ �a S inear Footage of Wo�r '��`'�4`���a Type of Work: DAddj _ �4`oqA n ew ORepirRVI Description of Work G]DiemCo J'atiovn r�` " Color thru tile: Submittal Fee$ Permit Fee$ b v� CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ Bonding Company's Name(if applicable) t Bonding Company's Address City State_ zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State R 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$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occ after the building permit is issued. In the absence of such posted notice, the inspection will not be a e and a reinspectio . will be charged Sign a Signature •- Owner or Agent Contractor The foregoing instrument was acknow edged fore me this The forego, in ment was acknowl dg l bef e this day of ,20/�,by /40,044 � day of rid ,201- ,by y 79 who is personally known to me or who has produced who is peJonally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: R080E140 LUCAS Sign: MY'CA Sign: EXPIRES:Ap dd . Print: Print: E➢EPIRE$:A 44 My Commission Expires: My Commission Expires: G APPROVED BY I Plans Examiner Zoning LStructural Review Clerk (Revised 3/1212012)(Revised 07/10/07)(Revised 06/10/2009)(ReviwA 3/15/09) �r e C� IIIi�. Jyt j, s '' y<rr `o-:IEalp£tt•. .tltj if4 z: C.Af�Qa r'i£�bCi. jusn s �r� Hog p arz€sJ3 ' t< Fi# $ fifa#'kf�31::. Lj vs F1.1320.5'fft /rirriy�%/1� MISS./ Application` v � uist�r Vqrsion O et), Archives ..... ._ Rrras# assfdsr Isfted Pr�adrraps : ar � ra . a2)$98.8772 sans €, Authorized iS39nature Addressiph w a idr l l rs 1 s i ' 10 pe r t4o t aa� N 56*069! g' t : tal�safi4a d-11 .1.. &6 :tt # Lid, rida'Building Coded Online Page. t V - ASTM D71-47, 2005 I gW.var n-p of. r6ducf Standards eCtIOAS,from the Cade: dd App a:at Method Method.I optiom.c. pate Subinift-ed .0.242 C��t� �adirr pra�ei: ��f��f2 � Date Apps*�' f3A1 lsummotv of:Products '' � b FL id ire Number r rri Pt, r`r its of.ush Instrrr Approv:ed.for.use In HVI Approve fir use oulsidd.fr €i Yet 'Verified 8*' TCC E��l� trnrr §r�r n4q i i» pi a t» R/A Created by Indepen tW Thlyd€WWI rein r�t � v3rt Y nth t',subj t o.i d`b ah-d Inst nation inist-r€ctinnt out4ned in report P R 176.1.. .equire$Stipptet�en ry c�znnecti€n to.provide thin.imum of 7W.6p$ift for U in.. 1 .. &� f°�yyq ygg.i+F s{ r�(. EPCM Pmt Capp 'abr$'kBS .k. 6,EPiwA'4 :P.Riy y,yyp�ro� P*. 64 Epck :: 77.4 PCHW: PC r»mIta.if Use n� t n. n tru fn 4 ple°oved fror.U iWiWiliz.I Yes � f Ap"_rta�r r fir us.e* .i k Yes verified i V r{aiust(on 60y,i e� M� Irwtbt# it:' f : rear briepnrtd #1 #trd Pi� f. t ti ii tpgtia ds P j*s0�adoni in'xtti a a ars r f. :.auVin r)n r 'o :. R-1.788.: 714, x#0279,251 NO27ll k NO Fact Mount Han et D. 4,.Hid t # ; i ?3 .3�'. 14 11 D 14,'.*.,pi}gq, py�p+� ryy,��}}�r�; 0�#; ,,,ggB.1ggCxy� �4p,f+83;. .... Approved for use In r`VIUi Ye � I ' pi lls"Yes ei tya f ;Murtr€�rtirw '1€ tri { fnruurr rtprr+�. &rtrt+ r° ut t erd.ii'ttrs izizidn ; . q. nrrirr re, ri... P. .... .. : r ,.. r,ri uY ! Xnsiltetru: trrRainrri rat+ + fair use➢ .iii :' ? �rryf��r > ri >xf r° r tiR � o > € 2 ............... ... ..... lurid .BuiI Ari Wine Approved tte rseatslcl: i 1 H m rifed Oy, 1 valtrdtion Sdrarltef.Lt's .1mpact-f eei rritr NIA ! reait*d b�.Ia d Pend n Third:.Par bail A l reiiurex-WA vaiui 061 or Ot trs.r Subje�t Ca IsOds and installation instructions r179,1 Did'' outli€rtd In r tsrt 5Ft 1781.. K u€res suplAet'ren", connectren.. ar rlt# :min.n.++ m+ of.7q ;itpl It inr zr e in kvtii 132 5 HF 28 Hal Hl�+fi iz H 21,4, Ft0 We.�dOnt'Hang�r �y 28, RP26-2,: H D2 p p2y{Hd 2q , - 2fHD2127.t:€1C++1+4 -021+6,;2 hD2-6"3f Hd2i i:- (2,�f+� y,�!F�':.: HD2+1:2-3+ +D21443+++;:�ibd2.AU- , Hi 1 a 4d i ?3 of H038,++11 310- '` tO31: f 1103.14, HD Limits of Use nsliticttaeta<i ° Appt€svr»d fed use in k# >iiz Yes y. Approved fur use outside t�VH Yts' Verified��: 1C Ev61 I tto ervIcef.Li Impact.Resistant. l�l/A. rent 'b1t tarp Pd et T1iIr !Part;r s n pre ttr+a: NIA. 9�raitxatiion Re iu err•. ubj ct t€r.lci ds and basi l€ tiorr 1n tru tl r s putllr d In & rt 1781A ��#,}}€yq�iy�ql y 2d HC fi+.H04t iy-i�1�+y11F; Hl 1 r l ratrnt:Han&r (,;� !y�� �II$f,: i�,d�y:b y�,�4��gqL,,pp$,,,,q�. R��f .. I- +i14++ H b, HE1� 113 1 Qf.11 12{H€ g1 d ROOM HD17 d K 9 57131 17112 tlnnit of sn ns l ition In :rust Approved for use In HVHZ—.:Yes Ft 1 �� 5 � TIC r17 1,rsdf Approved1orr u outside'IHVHZ-.Yes Vedfj 11� T� t4u4ti an ea ker:lit . sptps t a s nt; I# Crested by+I nde nd rat Third lea ; Deiigtt Pressure:N/ I reiva#i ra l r Otheft Sut)Ject t leads and in+Wfat3�anjnstructions , A �1 outlined In report E.S.R.-1791; 13235.7 HI r24,KD034, Hl�Q24-2f HDO`�c��r:Mount Hanger++ H 4 ; Limits Of s+� �"otaii Hera t�t+ Futtl6as ARPr rest fer t9 :1n ttv"z,t Yep ;C13 1�1 r17�1 d1 p r vad.fi3ar u id+ l z.'t s erifl By,.t alct ticrn r € d:Ll is Ipctt+sswrt t�1ra� te#b1+Tnlalr► en Thrr# P ►ter:: t7dsnrsssres:CIA va3uaiou Ior . Al AE ►ltlir, ukjt 1dttl lr«slitlrr;Fnitrua r3ut31n d try report k 1?131:,,l eguGrds supplement r :. CCnn tE n tc►;'p did ..mlrikrncrm:la� 011+ uplift f6r ass 1€t. HVH2a 1 ll[3t i, HCiCi2 d i >32 #1C Top l�l�r +t Hengi�r . . . t'1€�.022 2f.l�06C i4d Oootor 111 02' 331 Fll €131 . HDO26-2 H002 2f:H kFttfi,. #E3#341�1f HOP 12: L€ntlxfettfi�ttr0tt81t, {rtsitri Appr.+oved for use trr Yes:; F1 sr ,n App tried l it u es«u idd.tt�fH t.Y �teriil tl 1y Ili' v�ltl LleAn sri nit Resistant: NIA �reateci b�1n� iaenc#�nt gird Pa y+; 1Cte # 1?re use; 0*/A ai xa alert pt �ttw �'��u�a,� t.tc�tt�ads end ln�t�iftlnn 1�ist �t�dns ,; . ...1 r i trtl.ih+4..r °rt �3:17 e 132 ,.! 11t ( 1,4d.11B�i��11��.HGt�21�k f. tl�t��Cdp i�iiul�t N�t�gr alt 02 22»�^ r'I^l�l,��€r1�2�:1 .f f"F�tiFg0qtBN.AfH:yL��'�.nk1`,?,ea�'�.:��Ayiyy�y����??�.�t . Apple!. r u 'i€ :lit Y A? d fdr tl8ilt: EtE Ift$e.1!VHZ eYe l erifl ley, elfin 0* +1 fir ��p �td����`��5�� '� 3 I� ia' � � FF OSU+'���� :,; ` $M ct p latant., NI ...Created fay Independent Third--Partr,, esigr€pressure,. 4/A t��;it�ra. €x�,f��t 1rit Angle, t "Its fit s€. f a ilpf ton Ie� r .. Approved for u-se.In HVI423-Yes. 4pprovvd fbt`u !'utsid i '��� '8�g5. ��O*1Q � ��� T���tk��k�t�Service, I9�� Impact i faa�i� C fs : re�t�d 6 Md p de t Tivir pittS� Design premur x X/A y*plu tio,r Repute ' r: ui tt to isa&'and ins,: #1 Lion i€^��trt.€ctit€n f'! ovdined zn report, n 177.'1. Rggqire5 s€Ppf e n , cdr€he €pan to*provid 'minim Of 700 uplift for U. 6 n HVHZ. mil fio f ru it r !€ii.,ie�ii oaf f1 �> r Approviai�f��ra ' HVH. ,Yes f Approved for*i €, i V ,::Yes. V riffe:�Sys I aluabb r�dice::�,LC. � df t u x f = r t ' y�in f'€d 6fTh rf'party. oolect to.1 ds nd;ir€stati Lion ire' t-ru�ono �.�a �� Sri a��, larif. f' � �4.;.E �e�,:�.. _ ���a-�i•�.�y ��-��1Pt�"{€t@'1���`�. xrirr�+iu� :: .............. of its . . . .: frl�itira raved fat fir i1 H'iH sM 1 �� Al iH Approved-for use.c�4#0 HVH .Yi V�€i�€ By., i Aluabur1 servkc Y Li t! i�ip�;�± 'i west► ti X1 1 r ati~ icy+ n p €`€ta n ''f`i'1ir D i u p1 1 r : ;cv iu tiut1 Reports tither... c1.���.:f€�tract €`id insUAl ti-on i€str ctigh � f outlined in report. W17 , quires supplerre rt rat € ti r€f provide. ad. irr€1 a 7 f3'# uplift for use in i .251.3.. tf#fi1Q i Jrit !4tr1 ems: t>itrni 'a�f'u I� iiti�1�� 1~uiu:a , Apprave i for use ir1 NVfl b YO f e r. z f Agp -e ' r use WOW HVH-Z.!Y V :°€f1 d.i y:1C EV81US066`k6Ate, LLC. f A �rqq s y€rad�p ent Third Party � rw ui of t t* d and instaltat1>r€1,.in-ttructiofis i f utit ::JA r0oort 61 iY. 5,7c .. F.�v7 :C+i�b�A�l:if,{�.7gq.(~ "?% I iSSH G�.a'.f:: -.... Ap rcw for use 1h.H'I"H ,Yes 1 r , p aa�r+e 'f r.uuu. r t5i� ii# H i r%fi gyg T a i. ti€�n i p u i#fyr r i d t irk 1 p lad rt Yaiici party- Pesigh-Praimurs:N/A r« uf €.i€sd f1ittlati :,i:itrtidt' oat ine.d!n€- .of A i s Tie pprove i br tine r#iti I 1 7 f pprL fpr a .riexsrsf '.Iii �'er�f€ d f vi ,rir : , : ;ht :teat t i1i end at fZirr i PartY> ' i t r;S.€ta till o.fo is and ir€�3iatt�n.ihstf�€ i+fops. tart#its r art i t 1 : .:: 3niiEiK#:'+b�.i Rifki.3 .: :. $trf. iS AS9R41 t',isE..+ rY�AN1 ..... .... ... :. Approve ft�r��1�i€t H' i`i ,Y � f• OU +�r tY3�fiAfit :'tli &' 1a tlr1i €1Ck�€1t1tC6 tEy? grw. -. .: �: . . lorida Buildine Code Onfine page,.5 Of I Other:Subject to toads and installatlMOSMIctiona. �� f h- rrr€ ctf�r€t provide minimum.of 700#uplift fear.Ease in . i-vHz. Ma 16 Bridgin.g. , Tdir�fi crf°tl � _ 2rr�ilr� �rt rtl ��r'r� . : ,:. Appr0y df:.fqr use in"VIM.Y L t .IT esrl 791 odf .Aooroifid-for�use oust ia�'i VNI Yes: 1f�rifi y ���l�r�lc€ tte3ri�€+tr��.;LLC Im- pact Resistant:M/A Creat d p ndent Titbit"w Dail u Pressure;N/ �tl irr ti rr prrr :. u. der �S�t0.lpads-and installat ion;instructions r ufiifz l'f r prt Al7flT» geQuires supplementary 5 3 connection t f mwide my injrrrurn of 7.00# upfi .for use In .pest s� ii BM ' �« :. 4°krw+t'L aJ y k id L,F. li, tl*$BGS24,f MSG�y 9fr� :}1,a�rp,d-'�??(( yy {{��..���##��yy??.}}pp?R?�'�,� �gggg��//??����{dd�q 3'i Sd'trk&ark€ i'[C3pl().�2-'1'�:$S&'fdo016,f`1�35eR.S024, : Limits of Use �(#�i i�►rr 1 €�r��tt�n 4pr ditd for use in HVHZ.*Yes .:gip r ;i; i rf u 84 i�VHZ*11"Yep V r€f I.C.C. iu ltcir�. r i r~�LL CI uip ct i est E irKt..t l+: Cret ad,try Iirdepe dent llr€r � 1 k'°r�s�ks�r� 9'1'3(*"e �ae�W�lRb�4a7�st i'iieir i� : Other.*subject.W..l sand.irrrvt Nation'in$tr t€tins g . 81l .'f. outlln0d n report $it-1781. equirts'supplement#ry Conn ction to provide Mirflrttum Of 7007 uplift for use In f �! HVHZ� e lir , l�i1 tf Mufti- ------------- furras l=rarr€llnrx6 :. . LImIts of use 66� trrr trsa Y s A pr sd for u in k f : f Approved far use eutside.k VHZ*l Yes Verified.�y. kC : valuatrni Service,LL Impa t Resistant'.ltie f ;r r tl by Trt a rrster€t Third P rtya Desion pressure: ft1A Evaluation arts Othen:+Subject+to loads,and Installation Instructl€ns EU, W T AL=Z outffr°eon report l"Sft-178.1,, P'equir s supplernerlt r4 9nnection to provid €'riihimr�m of 7QO# uOtrkt fir € HVH . . . y $ a t41 r p &y + t : PH 2720,MM43 H�»'�Y'HN;y,2;y.�°,e.'.2py5j to d..d�Jyp ggt'sl'HS5+92 t0. 5: t i i C4t.t# r ltul Ore to rr tong.Wf pproved tfrr uric TO W42i'Yes' i . . ? T A,pprxry dl fart rr t� ibiide i°IVH y V rifled�y T C alu Win Service, i-, Impact e$ t rrf.`f Created. "hied Party' erAgn ressur ,N/A sxnirs irxn l psar Other Suet try i d is instal ation instructions rautfif irr'gprt p iiTT< irrr# s up rtry rap r~t r$tb provide rw r r rrm+ lot W#�rpi2ft fair .in ' 1' 14e F_ 3 _: _ A= s.„ rr r5rs#r:' kti# tad r i€r:ad r a� aura€€ r� �z ws 1 #t :?e � moons €3c?�I� rte. 06 fllto+ F3:1`&4£�.�i43r$9kj?$WAOO,s:can% tht k�''F v+++.mh"te k'dY'r]i?� rR��$&R�F€"$��#' $i�Xs��sti�k£+_' VI t�3#1��F 1��k�A4+,++-+ ; xs�%r3 bixlldt e r ► ..asprrafi1 1 . on :a Bull of . €d Page *( ASTM t Y1t 7 g�lv�irr�a�f'Prudar�t trr� . �,. Certified B : tl r; fi om the Cad# Submitted .021.22r2.012' Date VWated Q.19/2012 late€ending FBC Approval gate " p { .. to Ja ,.: 5 °t Fag � ' 1 5e t i.lHl - to Ip� .r liOk f asonry:'Har�gar s MPJQQ QS 2 to 2020-2.p** , 9.MPH2 92 - to ts-x. , &kH392 -2; 52 - . Itistructivans Mits of Use.proviid for use in .VH Yes Approved far.use outsidia HVH ;.,Y s. VeHfred By: ICS Service,:LL. ' jmpac ji'tarr ;:fib/ re�tu by Independent ThirO Party:. 4 rA# ft ; rr e t t and rrr talk Clop nstr�aOign r . Wined frr r port E j $ . Requifoksupplemet tary. nn. ion. r:. rovidt rr;errr unn of 700#upt f~fear ra��in fi g 2 . MP. 2�kr�. t k�P �1�- a� phi:tAai airy g �6-2 MPH310 b. KOH4110. i. td W la ': fah 254 t«trrsI of Use . .. Virtu tl��irau�r9� Ittl urr Approved f+i:use is. "UN Z. ves:. App;Fgv .l+ r u a loo`hl H s Yes urllr ri icyI y�tpats0.0 Ice > k motet ; C t by.to ep n i rt.tfrkr srtyy>: pasign Pressure: N/A. ��r�trx�ti�+er ft�jp herd uo ct to loadv#qO installation.:instrOttions rs tkln in r rt:. : ti I 781. :,f g.Auires s0ppl�pmeht ,. rrlufl riraa �ifdf utiltf€ It!rbyl :r € gg {{33 I 1t' M y S+,: META Strap 116+1 .. a��J��yy4qq"e9 g� +4 yf Q�',gAtp��SR$S: App fur t1ufr k'Ifis y f i Y �Appraved fob use outside: H erV1pe+:L� Irnpiict!+> iswn"'14 Nj+A urariarrt Ttr.rd Party po `r; rl tt i d rr trt ikiptrbn+ kr,�trurtOft . e�rr€ rra.t prt rtlriirrrf fib .trp�ft fir to- it ibui!O �yl f tohda Eluild ng...Cbde Online- z* of F yd ilenIts,of Use installation InstructiOns . Approved for us*010 HVHZl YOS. FL13235 R1 I 4 rdf:. pprl vaci d' a:"V Z:Yes Verified C svil€atl66 Selw C r usu.ruts4d pedrarit d�ite Patty, en Created dni dlrl'pcesur�: l Ai. tieluattarl i;; polr oth ury S4bject to loads and Installation instructigns: 6tilned in report S#t>.x a . Requires upplem-ontary t �carrr�� tiurr't��re��iri�t��rritrat�t��7�t�# �ifrift far u irr d°VH .: '113285" h30, N36, N42, M48i It Bridgttr� t;intlts tlu . llattfletn 1truptans. Appr Eve d for use In HV.d Yes . f Approved for use outside ftVHZ.,Yes Nerlftd By: ICI:Evaluation Sarvi ' LLC :.fntpa t itusista'nt 'PiJdt Created by IndapanrdeDtThired.Pa.rty4 Ueirt !rsure$aEeraiustion It+aputrts . ?theera'Subjeut'to l6a4$an,0 I€Iatallj3tie?n In troctie.rra A `esrI78.1,< outlined In report.ES .d,a 5�:.,&l ulr s supplementary ,f connection€�tn:p Yi tritrarrr ' ir'7C30 uplift°�O.r use in i�VH _ . L328,5-2,6 JP$444 P866 P l~�It�q�cg+f.ttyyp use...p_y �jgyn. rrslll irrtrrt � �ppc tr .feir use p Id I iH ` : st file#! y IC Ev 1p tl is e l eY t a Ps kes stanta�+d�fA Ce.6 . d ,?Intl nr il' ford Party:: Deal- rt Pressure: N/A ��ralct�liotrt€deports: .thi t Stlbjr«t to loads ane>Itstaidati3ri Instructions, 6Erl 781 td i outlined to repot S -17St..Requires-supplementary d�rrrtrpttliarr t pr rid rflirtdiYiurn 6 i0-W uplift for''.se in 14VH : 13i Pd3ES4. 11ES Pest l.iMAS of Use .Installation Instructions Approved fcer use In kll ,'fells E=gs €tktl jLSEIZ51 ndf Approved for use outside HVH yes Verified By ICC.Evaluattdn': ervjoe, LLC. past t l Resent:M/r td party;' Diesign Oressurw.N/A v*aluation'Re06rf*.' '. &therm 500 t try loads arid.instaldatiun Instructions P-CI.32 S Rj AE*- 17u:t 3f` u0ned lei report ES 1.18t. li quires supplemprttafy .ic I pp tiph to provide minimum of 700# Ift.for use In 13b . d3 PIESfi PBS Pest Ca l..li�tit�eaY lisp Instatdairiads�inslirr��itts . proved for use feti lid •des.. � r. f p wtside H. H .ye 1lerift + ley I Eialiun Srdce ti . rrr fps hex t8>� : + reah* ley Ihetepari dent fftlrtd Pant llgs lesssur . /A. elf alOat[ rr tLaarts. Other Sub ct to toacds.aid trastadl .ton irlatruc-to FIN' l& 7#j4 d. outlined In resort ES11-1751.... ... . ... Irirrr�a#Use Ieisfralflii�rx rtsikr`w�t� ''; ;. lr �rud 1Fesr use,. n��U ,yep 1 .t1 rt 1 f frlsr.:orer us .± rretillp tiiles e~rlfted Sy, Yiw+ Lva3atio Sr�icea 1:I�C: er# t ii4rrtl:'Id/ raatacl by tolleYpeattdprrt.liItd batty; Q re.Ixru zu ert i jr aluotloi�tts outs Other: Seib * t.to#each and.rrrgtailatic+t� ntxtlined lt,.rs crt:ESP 17$x.3„ ut"Its ou0se rltslRil Lion iri�citelrns ipiet eau f=ar ue Irr TI 1 ;Yea. t 41 i pprooid4 rr u s'outs '1't t a Y er 1w, Sy . C E..'alualde rt tc LLB' kpp dsta�rl ;l lA t? te*td day 3rtd dent 1%1ridd Park j press ura� Ixl} traiel ltl+arz put n Ot� 0.rt Steb t i.Ie atBel Enid trtst Il rtl�a Insiructltytt t i dl A sr' lit tdldeed In r trrt I SR 1,3131 it44r it'es supple e.n ry em€ttt ctietn l prra�adtl rt i intletrr�crf #3f}#.ekplift for Usk�u iltl "L.. EVXOWM loci .ilding Code.£ Page 4 Of C%..3'3��:53y p'"brl'�`4-6.L?;SX ... 1�C "gPv�C�+..M6(�4�16., gPp��Cp+x�,�99[661f6,.PgqCMg�E�sq 16". ' �F`yk�M{R7?'Y:,3:E*P,�y+..4'Sm�kM8 YY��.g1^�6, Y"pp77 iy'yfgqQ+b&Y�16, �yy, P1 M A4 f x 14.46, f�'ypF,+r� 48, Ap"y�b+rlg'�Sy 4, YgPt�'��ie++$yy'��6�q6, YP'y'k�.i�"eSp6S, PCM7:7., k"�sf'3!G7`"#'X . t�irrti ' I U I �Ii rarr. r tru tin s, Appr°erst ci for.us iri Yep ri 7 Approved for use outside ri "zr;Y" V40 i l y: icc l„xlaluataon rvtr s LLC ImpaAct Resistant #A rated by Indeperide..t Third P r Zy i Pres ur°e.c / e it ti n' # rur Sulaject p loads and lnstati ti 1n trycta aTa . l: . 1=532. SKH24L/R. SK d 45 Hart Orr is f Instal iron rx trructio sS ,, Zftl Apprib a fdr use raaWdt H.V.HZt Yes u tlrxra S a r i t mpa t lt Istar)t, 01A. r dat4€T by- Tr VesI96 Pressure:N/A Ovaluatla"':'iteparts Other, 1p4 s and°dnstiil666n instructions. A .i 4 qutllne In re.pbrt E$.P,�`.178.1, Re Jieves sup Ie entory eonn�sn�t 6ji� yltl rInln�rrrum of 00 u ft f0 e.In :13285:3 4 1 1 p l�iiL T, KH Ske" d S 1`446 r . 1 H17741"l g S-KH2 1I11.p. 114 411 , 1t1�d7 L/R,.: unlits of use x t ti irsrr Iri�u iEi srr . Approved for use.In 14 T Yes. Approvocl for use outside HVHZ.*Yes Witt l�d; x{; Iii.E.4ei4a d�a dice LLC: rapt itditnt;:11 rr" <dtita Tndprtd. Est li,lyd Party. : evaju4don Reports :Other-. Siltajert W lga.ds 0nd installation inst:�a�tion� c�utlln 1n r ;t`t' itMt X81 :.:.. 1'3285, 4 lg�pi�f�i!+�yLl-kiq l°l7 r: 0y1+/P, i���°� d 45 Han&r .. S..1«12 4L/R aRiyeil y}6}pr4 +S f�/6Lt' °{a��a°4yLIR,,g ytFascl� �'( yT'�?¢.�"^.:f . �l¢lt,�l4q :1�.y ,8',l!�+yl��:1}Cti�.ff(,pg� y ' f',1i1?'???4yy��p1++..'...:++ry3�{'QKyy py*S.K.H�ng0p:,Y%.-R A�Fte�,fp]:�:. r3�lotF'ft�,?F6 du f^e°r y K1423. Ol.�.f'4? ilx l"1 :. te� off_..' ` axmzt,�'aa✓✓..cuaif --------- ._.. of use rr��fp�i�n I trt��ti�n� Approved foie use;t ::""fit Yes.: L1:. . .S it Al.-*: jkp rq v i for rub tsi� C� 14z 'des Vehflt-d<' �. 1 1:,�alu h: vim..t. Impact p��i n 'fd 1�i r'n t Other; Sublet to loadt nd install tin lr�Wixtirn r 13215. lllF h11xil rfiaarrnl llr pf,p�y4 gy�gw D2.6- s cXyyi-Ykd}�F..LT�c..'ggpq C 4:12: rtl 4t , l lli f R 12 T 614- »r�liilsiir�u� rw prp fear use in! 1 Z Yv' :! . . r� Appr r d fir u�u f1 i� 1 ''1 Vern d��f 2 1� u�lu��l�n rAr�rlc�,LLB i ntfrm so sl 0t N/ d° Tn l midi rit lard 1 r t .:> �itr lrtrr : 11 lu� tun#rrs� r p1 iea- tQ la dy nd"'d����l�ticln:ln rVCti0rl Hsu lnod 1h r €irti~ 1�-'17 .1..:,;. 3 8 8 i4( x 7p l t 1 p 11V1:.. 140, l ciurtl ; , N��a.. t nd Z- f d cai z p � =t I p� yF a b ,ondu Buil+q Code Onfi n ^g� ^g p�^Y S� tt,,��y�w�¢� g�y �y�,,ay; y�f f�g F+�, F ' $I�1F2 2 , i3F2t�i.LZ 4 fi;A"' 't�d�40 ' nl . l.1#Ctlt Use 11Aalfation Insr'coons ' Tt .Pse,y♦tsi ! � T4Yeo Iov AS d �i �yC Ev kW.a io i o vi wek.#K : °� �€i w` a 'im.pa t Resita °ciate by l 3ng D I Y Pressue 9 UJA id 1 6..tion Reports t to.loads and Itast�ll� dutllrc l lra r. part 1 ;# d1.3» ti supple*mo arc ioned!ln a 1 :pr vii o.mlt".0 of 790 upllft.fdir use in 1321 - X11"1 °2F T11F11'1 2:d 11.F 1 E 13ilrlt:llr331r'C f RMF11.4f1- , . ... 11 161.12-2,` HFI:614}A Ap�{arawead for use iraegIm�y itL�g� y� ��; gg�. g8��*�il � t� 4 . ;;,,gg .. ',`+W AS:GA tor;,se`outsk vAzt.Yes ��tl4 �63�e Fie*C valuotip!s e' xl�' q S'rT�' •: Impact., rrt.04 ,€ treated by.�li�l�p�ndpl�t i 1t1rd P��t: k r: bjec1 alx�illt 111 rip FM:1���.,. . 132A e T.��^kf1�17y5�7y,`lEy1���s71 kf7t,`�l+'t�tF2 .100. 'll c l+tittt 11 r61 p � . t»r f€ ;ref U S �f��#zr in�t��r pr ov. d fair use outside�°iWIZZ.-Yep ��rtfl d 1 1 >r��lu�ts�n r;fl��F 1.v : Other: ubJect t6 l �l.: rad Installation lrl xMl ut ff 1 _q%r178't ndf ' outlined M report E 1-1'2 1.<;P,el�utres-S, spl t�s rlt€ag connection to provide mirtirrtum�f 700 upli for use in 132 3 fHF17157 2,TH-F-.20925-2, THE F ��Mount l�#ahgor l MF2 112-2,THF2014f1-2, HF2 1004 lel�1F2 W. 2 �' € 13F211fl«2F THF.2- 3140 2F 11 2 1faf d .,.,,J Gi U.mits of:use- ..'for �d use f"H 132 ltd 1 1 f pprov for U `OU ' M 4'Y6 meflfi B� 1 ��l ��T �1 m"Ite: 1.c* is i. lrt;f+ll � 1.0d s"` t:'1l'�il' P�MY., Other., u ds and;l fl tioo:*In.stmctidrr .: F £3' 1 1111 d utlirld In t . srt 1 !s; i' gf�yy��gg�2y x�2.p��, f}1g�2 1: p�,q N? �2g� l l.l`t l t pr anger 1 2 ,.:THF261.12,TfiF2 14Ci, i+iP" .<.+�1`7R;JF F3-52,57.1 t,.rlxft fidr tlsrEtl1t1r Use 11 Ap 1"i 3� It lso 6crl 1 : .VHZ*..�1e 11 41 E lu tlt t S 8# , Irpdfrrt' f1F it ltd 1alpnd ;rtt'ffllr #� '', J: s lr3l> tti ll�r �� r° �� ;w'rsl�a �la� Cry Oth r. a k:to loader rt 'let 1atlo ln' trwx.V0n � .. .rlf. olltlli: d lrl r6( rt F -171:,.ftlre �tfs'p1rnnt con;n+W�rip-rl to.0toyide minimu c f,7004 uplift l7or`� in to rich.Build.j'ng Code Cojii P 0,.'i ASTM Oil 4 Equivalence of Product Standard5 ertif'ied By Sections from the Code Product Approval M tbod Method 1.OptJoh Oate-Submitted pr 0-4/301411 Date Ap Prsr3dCP1 '' Owmb.fV..**of. u ' Model k uir or t €m.s.. i �ri tlrl .1131291.41 F Fade Mop.nt mange r: #c °s CU Installation nstruttl i Approved for-use-in-WHZ: Yes j"&j,vdf Approved for u outsicie:HVHZ. Yes Vefinid ay. 1CC 64fialition Service, LLC. impact Resistanu N/A Creal:04 by Independoot-Iftird.Party Design Pressure., N/ Evaluation:Reports.Older: $$jeck.to l ad .and j k ' outlined in report ESC-1781> 1i ti�C81Sk'°C 1O ' p 1 ilt 1 Ui.. l i� C 01S118,TH0414 k `i`ti01 £f,TH01611 Approved for use+pu€tsi u i ' ii t Ygs riti :�y iE>i� sur x i A vaidst*tu#f reports tit . uli to Id . ;;r} ttitt€n intru� rs: � ;tiErtil rdf'. taOtilned In r t°t �1 k 1. qs lr s sui r r eat rg� ran€ae cur'tow' r is €nlr lrr drr of�t3 �u�{ifs for-use In �`TH015 1 ' x H 163 tf1rl k'is R T .. Lutist of We to*hi.. AppreAfed for use 14 1lV i� <��� � 1 r 1211 f' i + iiritr � t3'ty iscpnr€t fiirt;i� rt > Design irurouitsantrts .,Other-. jed to loo�s::aild fn ildtr�ar€tq*Ucti�srts utiinti.tn.rrt A-t .: ... . ... !!yy««qq�fg���?? L YY��33^^yyff33+��f -y�g.1p�4 .... . .: �,«7aM47e:".�'. �e,�tb:3:3'r�'a. k:f'.:i"E4z+5 ,�. _.. .H: 1 '1 _. .. ..__... __... __..: .._......_ p«p�ro for use lrtdtt i Opt l ft ets ou l o ai Ect i 8t €tttR rtel tai tpnit r€1' rt tgu Ore uro:NI/A I vatUa lot. It Aborts uh tts.led sn 3j last l COU00.in MI a+0 Mi 1 sr1 tl"alt rt.rrt 101:�Aeou lr suii?trudt it , � ric # ldln ,Drg/ ft b + ' ',++ �7TY�,. L necbon to rovide mirai���a,�rraof 700# uplift for€�_%e in HZ. 1 as a x' 017925:,'i'HO17950, is F�3 r{i�€unt:,Han er fi 22'311 fi02014aF .. t1 t X TH62314. t. yy�+ygr� �ypq {� gy�y k.r 'of ids nstsiietion In�tru Approved.for u In iiVIM.Yes Approve+ fi r use:e�tsi :HVHZ;Yes �8�ci �*� 1�C Evens /A - ae to i by Indepera ieiat"hhird'Pal rty. Design Pr�ure f,/ Lei ��is�r� e r Other. ub!)e t lxa4ds-and"instailapoo aiastr€cti€�ra . :dirt l€a rar €rt:l� f`12f.;ieteaireala�rtsr : nec ita to provide nfr�a au;€ of 700 uplift:for use in ini 32 ': € 2 M2,7 1 2 11,8- 4. O TOP ot€€rat ll't 90 1 C& 2,:Ttt02 160 2# 2,�°Et211 , MP Limits of ApOrdvd f6 4e in H HZ"*,yes t i 3 is A.poroved be#� .:outsiom Im 1 .' eratl y I? Eve la tion er=si�e( 1,1r '. # €€ eeliei :f ree €1 bye Iader# eaitb€ er . Deli Prestures NSA Evaluation Reports sec: u1 iC��3faad;Fneiiti€�rtrat€ s es 1.7 132135�41 THO Top Hang 17 Pr � 9C 1l�yy .,g'iyfg�'^g g11�8-'^2�.F Limits of tJ � r�stteii t�z��i Ins actions. Approved:for u0e In HVHZ*Yes- es+ App�rowd for rage outside,'1444��:Yep �erltleci�y.f1�� �la� tiuc� g rviO�, t C� 16a pact ea l etM°: i a ed by ndepprwe L i't�trd'Party'. �. besi n Pre are N/A ustt € e€n 4poits Other. Acct to loads. W.Installation iai fir€qU ass t,ttuit &fStii41tiut€€ � d+uus Appr ved fir Appri ved ui+U.eutsid `Wkki Yep lea afi Py I t i t c�.�a '� � r it: ri #r°ai ,:Otei b}�.T-+n+ i t i1 t est 0 sure: I ru11mtir�ra<l e s ether::.autay t t s"i s:; n t irastell t� G€ itl tru tt t 1 2i ill.:`. r g: u€tlln d to a~e rt E h 1'� I,keouir s s ai i s aOnO 'HZ. 01,3285.. 9 2 H0269+50:... .. HO m rn't anal4r H02 �1 ,` H026140?. Limits of Use lu�tt� 10h�asstrut",e� Approved fir ttse id i�i'tM Yes . 2 is 15 f r a d ad i°f+V+l4 Ofe to r i ;�'i i it ate ist �sttA.N/ re to ll by a da I rid a t i rd t�esir�€1teu�°e .td eeluett€ r ezts ai t r* obj + to lands sri�l installation ina�tra utias rea repeat 1yi eal�tar :s s�ateeautdry ?tats €aura t 'frr� a arai is € of + as Aft for:�se IT $x£111 r It21i1 �. 112 2;Yfi21 2� 1%02611 s13 too. $ =F r c L i d. x .. ° i �. � � O 12'n0l rid B it i Z Olive Pagge,4 b Limits of Use Instructio"s ppr�yed for usoIn lrtVIM..' .. A f 1 1 . A or ved for use o 4 e R..V" t No �P rs��� By: T �iaC of#�� i x LL rrcp It # :: /A': Created Independent Prt lhrirr 9l€rrrH.fd�A € : ttt erz:Product Deleted. . �r 13 .8531. .0 5925-,TH03. 9, 8, THQ.Top MoUnj::.Hangtr i1�3 a14�x'i'H!C33�.1: tSd :' T14.0 aiEil ,.TH-03518 f?fxr r fait use in HVtt :''Y es � . 0; Approved.for ute otttildo"V HZ.*: Y 'Y t lf€ d;8 < I .E val t� n r. ce, LLC.",; rap act`it t to atr f u Cr ated:by fndi ndent.fihard.Party: DaM .Pra sure::NZ ; Evaluation terpaf Other.Suwect to waiis and 3now €u fined in reps - 7111., Reii tr i 0nectican t ,pr +irt :rra#ra#rrre z. f. $€ 6ift fir€use in Y?#P # 75k TMP 1,TM.P 3; TIV Rafter l PiatO.0060eidor it : x ft�iP 1. MiP ail'of Use tt c ,i"Strcricti Approved a ut .V Y.t rpt i r c s � . ft n€f4 NIA treated bye.Mfte€ont°fh#r Party: EvaWiatlon Reports Oth r.*Suhj t tra i ds'and€ostailation instructiopt. 0 .00:jn re tort Elk-1781, Requires suppl mentai- y Onne, tiari.ts#Ar We m.inimum of # uplift.fair tine in 132.85.53 Al1Qx mail Limits at use "StMftitlaw Instructions Approved for us4jii IH?i H ,Ye4 FL132 rvi.fpr # fit ydril; ICC l i f€p4ikrsi :>i .... rti by tnntfrst f'hlrl Party, esi rr.Pressurcez NIA lE t� toot rr°Othert, u to".-Ibads and Itcllc"€irt ifitt1 . €u3tn .l rt1.;_ rits#ruP #� . ram€on <Orw-41de rr k*.k4 m of 700#Upt'iit for use in. HV s;:: =Y.: 3 =: u l"r.F€wwa law, M.n4.4*s€r <sr$ p r i i Ir. Mrft;If YQUADACkWant VfMV a Miiii M a pis si€ z xd-rep Swad` kdmnic rr3�s 10 t% mt k ;'Crw.ii d.; c tilt d0we by:pho e or:by txA.gma9 Irsats,lr�.jwl-hove and 4�a�e5titsr�eef r�i��3�t €�s 3 �i ur¢i� _ 8p�rear raztra $y >�s + t e c c � e e - •v •e - a °a I CES Evaluation Report ESR- 445 Issued October 1, 2012 This report is subject to renewal October 1, 2014. www. 1 (800)423-6587 1 (562)699-0543 A Subsidiary of the International Code Council® DIVISION:06 00 00—WOOD, PLASTICS AND cold-formed from No. 14 gage steel; and is prepunched for COMPOSITES 16d common nails into the supporting member, and either Section:06 05 23—Wood, Plastic,and Composite 10d common or 10d-by-11/2-inch nails into the supported Fastenings member.See Table 2 and Figure 2 for product dimensions, fastener schedule, allowable loads, and typical installation REPORT HOLDER: details. UNITED STEEL PRODUCTS COMPANY 3.3 HUS Slant Nail Joist Hanger: 14305 SOUTHCROSS DRIVE,SUITE 200 The HUS Slant Nail Joist Hanger is designed to provide BURNSVILLE, MINNESOTA 55306 double shear nailing for joist/truss-to-beam connections. (952)898-8772 The HUS Slant Nail Joist Hanger is cold-formed from No. www.uspconnectors.com 14 gage or No. 16 gage steel and is prepunched for 16d infotc'-)uspconnectors.com common nails into both the joist and the header.See Table 3 and Figure 3 for product dimensions, fastener schedule, EVALUATION SUBJECT: allowable loads,and typical installation details. 3.4 JL Standard Joist Hangers: USP STRUCTURAL CONNECTORS: FACE MOUNT The JL Standard Joist Hangers are designed as face HANGERS mount hangers for connecting nominal dimension lumber 1.0 EVALUATION SCOPE to headers, beams or girders. The JL hangers are cold- formed from No. 20 gage steel. The hangers are Compliance with the following codes: prepunched for 16d common or 10d common nails into the ■ 2012,2009 and 2006 International Building Code®(IBC) header, and 10d-by-1'/2-inch nails into the joist. See Table ■ 2012, 2009 and 2006 International Resideni�al Code allowable and Figure 4 for product dimensions, fastener schedule, (IRC) allowable loads,and a typical installation detail. 3.5 JN and JNE Power Nail Hangers: Property evaluated: JN and JNE Joist Hangers are designed.to support one- Structural and two-ply nominally 2-by-6 and 2-by-8 wood joists. The 2.0 USES JN joist hangers are cold-formed from No.18 gage steel The USP structural connectors described in this report and have a seat depth of 15/8 inches (41 mm). The JNE (see Table 12 for complete listing)are used for connecting joist hangers are cold-formed from No. 20 gage steel and wood framing members in accordance with Section have a seat depth of 2 inches (51 mm). JN and JNE joist 2304.9.3 of the 2012, 2009 and 2006 IBC.The connectors hangers are not prepunched for nails. See Table 5 and may also be used in structures regulated under the IRC Figure 5 for product dimensions, required fastener when an engineered design is submitted to, and approved schedule,allowable loads,and a typical installation detail. by, the code official, in accordance with Section R301.1.3 3.6 JUS Slant Nail Joist Hanger: of the 2012,2009 and 2006 IRC. The JUS Slant Nail Joist Hanger is designed for face- 3.0 DESCRIPTION mount applications to provide double shear nailing for 3.1 CLPBF Butterfly Hanger: joist/truss-to-beam connections. The JUS Slant Nail Joist Hanger is cold-formed from No. 18 gage steel and is The CLPBF Butterfly Hanger is a face-mount hanger with prepunched for either 10d Common or 16d common nails triangular header flanges having prepunched nail holes for into both the joist and the header.See Table 6 and Figure joist-to-header or truss-to-truss connections. The CLPBF 6 for product dimensions, fastener schedule, allowable Butterfly Hanger is cold-formed from No. 18 gage steel and loads,and a typical installation detail. is prepunched for 10d common nails into the header and 3.7 SUH Joist Hanger: 10d-by-1 /2-inch nails into the joist.See Table 1 and Figure 1 for product dimensions, fastener schedule, allowable The SUH Joist Hanger is designed as a face-mount hanger loads,and a typical installation detail. to support nominal dimension joists.The SUH Joist Hanger 3.2 HD Face Mount Hanger: is cold-formed from No. 16 gage steel. The SUH Joist Hanger has prongs in the header flanges to temporarily The HD Face Mount Hanger is designed to support position the hanger on the header. The hanger is headers,joists and trusses.The HD Face Mount Hanger is prepunched for 10d common or 16d common nails into the ICGES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service.LLC,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. PM =1W= Copyright 0 2012 Page 1 of 16 E$R-3445 I Most Widely Accepted and Trusted Page 2 of 15 header, and 10d-by-11/2, 10d common, or 16d common used for connectors described in this report must comply nails into the joist. See Table 7 and Figure 7 for product with material requirements, physical properties, tolerances, 'dimensions, fastener schedule, allowable loads, and a workmanship, protective coating and finishes, and typical installation detail. packaging and package marking requirements specified in 3.8 THD Face Mount Hanger: ASTM F1667; and must have lengths, diameters and The THD Face Mount Hanger is designed to support LVL, bending yield strengths as shown in the following table: LSL and PSL beams. The THD Face Mount Hanger is FASTENER FASTENER SHANK MINIMUM cold-formed from either No. 12 gage, No. 14 gage, or No. DESIGNATION LENGTH DIAMETER REQUIRED 16 gage steel; and is prepunched for 16d common nails (inches) (inch) Fyb(psi) into the header, and either 10d common or 10d-by- P-nail' 1.375 0.105 100,000 1'/24nch nails into the joist. See Table 8 and Figure 8 for , product dimensions, required fastener schedule, allowable 10d x 1 /z 1.5 0.148 90,000 loads, and a typical installation detail. 10d common 3.0 0.148 90,000 3.9 THDH Face Mount Hanger: 16d common 3.5 0.162 90,000 The THDH Face Mount Hanger is designed as a hanger For SI: 1 inch=25.4 mm,1 psi=6.895 kPa. for metal-plate-connected wood trusses. The THDH Face 'The fastener designation "P-nail" refers to pneumatically driven Mount Hanger is cold-formed from No. 12 gage steel and nails described in ESR-1539.The fastener must have a minimum is prepunched for 16d common nails. See Table 9 and diameter, length, and bending yield strength as specified in this Figure 9 for product dimensions, fastener schedule, table. allowable loads,and atypical installation detail. 3.11.4 Use in Treated Wood: Connectors and fasteners 3.10 THE Face Mount Hanger: used in contact with preservative-treated or fire-retardant- The THE Face Mount Hanger is designed to provide lateral treated wood must comply with Section 2304.9.5 of the top chord support for 1-joist-to-header applications. The 2012,2009 and 2006 IBC;Section R317.3 of the 2012 and THE Face Mount Hanger is cold-formed from either No. 18 2009 IRC; or Section R319.3 of the 2006 IRC.The lumber gage, No. 16 gage, or No. 12 gage steel; and is treater or the report holder (United Steel Products prepunched for 10d common nails into the header, and Company), or both, should be contacted for either 10d common or 10d-by-1 1/2 4nch nails into the joist. recommendations on the appropriate level of corrosion See Table 10 and Figure 10 for product dimensions, resistance to specify for the connectors and fasteners as fastener schedule, allowable loads, and a typical well as the connection capacities of the fasteners used installation detail. with the specific proprietary preservative-treated or fire- 3.11 Materials: retardant-treated lumber. 3.11.1 Steel: The specific types of steel and corrosion 4.0 DESIGN AND INSTALLATION protection for each product are described in Table 11 of 4.1 Design: this report. Minimum steel base-steel thicknesses for the different gages are shown in the following table: The allowable load capacities in Tables 1 through 10 are based on allowable stress design.The use of the allowable GAGE NO. MINIMUM BASE-STEEL load values for the products listed in Table 12 of this report THICKNESS(inch) must comply with all. applicable requirements and 20 0.033 conditions specified in this report. Tabulated allowable loads are for normal load duration and/or short load 18 0.044 duration,based on load duration factors, Co, in accordance 16 0.055 with Section 10.3.2 of the NDS, as indicated in Tables 1 14 0.070 through 10 of this report. No further increases are permitted for load durations other than those specified. 12 0.099 Tabulated allowable loads are for connections in wood For SI: 1 inch=25.4 mm. seasoned to a maximum moisture content of 19 percent 3.11.2 Wood: Wood members must be sawn lumber or (16 percent for engineered wood products) or less, used under continuously dry conditions and where sustained structural glued laminated timber with a minimum specific temperatures are limited to 100°F (37.8°C) or less. When gravity of 0.50, or approved structural engineered lumber connectors are installed in wood having a moisture content (structural composite lumber, alternative strand lumber, or greater than 19 percent (16 percent for engineered wood prefabricated wood 1-joists) with a minimum equivalent products), or where the in-service moisture content is specific gravity of 0.50, unless otherwise noted in the expected to exceed this value, the applicable wet service applicable table within this report. Woad members must factor, Cm, must be applied. Unless otherwise noted in the have a moisture content not exceeding 19 percent tables of this report, the applicable wet service factor, CM, (16 percent for structural engineered lumber), except as is as specified in the NDS for lateral loading of dowel-type noted in Section 4.1. For connectors installed with nails, fasteners. When connectors are installed in wood that will the thickness of each wood member must be sufficient experience sustained exposure to temperatures exceeding such that the specified fasteners do not protrude through 100—F (37.8—C), the allowable loads in this evaluation the opposite side of the member, unless otherwise report must be adjusted by the temperature factor, Ct, permitted in the applicable table within this report. Wood specified in Section 10.3.4 of the NDS. Connected wood members that are structural engineered lumber must be members must be checked for load-carrying capacity at recognized in, and used in accordance with, a current the connection in accordance with NDS Section 10.1.2. evaluation report.Refer to Section 3.11.4 for issues related to treated wood. 4.2 Installation: 3.11.3 Nails: Required fastener types and sizes for use Installation of the connectors must be in accordance with with the USP structural connectors described in this report this evaluation report and the manufacturer's published are specified in this section and Tables 1 through 10. Nails installation instructions. ESR-3445 I Most Widely Accepted and Trusted Page 3 of 15 4.3 Special Inspection: instructions must be available at the jobsite at all 4.3.1 Main Windforce-resisting Systems under the times during installation. In the event of a conflict IBC: Periodic special inspection must be conducted for between this report and the manufacturer's published components within the main windforce-resisting system, installation instructions,this report governs. where required in accordance with Sections 1704.2 and 5.7 Calculations showing compliance with this report must 1705.10 of the 2012 IBC, Sections 1704 and 1706 of the be submitted to the code official. The calculations 2009 IBC, and Section 1704 of the 2006 IBC. must be prepared by a registered design professional 4.3.2 Seismic Force-resisting Systems under the IBC: where required by the statutes of the jurisdiction in Periodic special inspection must be conducted for which the project is to be constructed. components within the seismic force-resisting system, 5.3 Connected wood members and fasteners must where required in accordance with Sections 1704.2 and comply with Sections 3.11.2 and 3.11.3,respectively. 1705.11 of the 2012 IBC, and Sections 1704 and 1707 of 5.4 Adjustment factors, noted in Section 4.1 of this report the 2009 and 2006 IBC. and the applicable codes, must be considered where 4.3.3 Installations under the IRC: Special inspections applicable. are normally not required for connectors used in structures 5.5 Use of connectors and fasteners with preservative- regulated under the IRC. However, for components and treated or fire-retardant-treated lumber must be in systems requiring an engineered design in accordance accordance with Section 3.11.4. with IRC Section R301, periodic special inspection requirements and exemptions must be in accordance with 6.0 EVIDENCE SUBMITTED Sections 4.3.1 and 4.3.2 of this report. Data in accordance with the ICC-ES Acceptance Criteria 5.0 CONDITIONS OF USE for Joist Hangers and Similar Devices (AC13), approved The USP Structural Connectors described in this report. October 2010(editorially revised December 2011). comply with, or are suitable alternatives to what is 7.0 IDENTIFICATION specified in,those codes listed in Section 1.0 of this report, Each connector described in this report is identified by the subject to the following conditions: product model (stock) number, the number of the ICC-ES 5.1 The connectors must be manufactured, identified and index evaluation report for United Steel Products Company installed in accordance with this report and the (ESR-2685), and by one or more of the following manufacturer's published installation instructions. A designations: USP,or United Steel Products Company. copy of the manufacturer's published installation TABLE 1—CLPBF BUTTERFLY HANGER ALLOWABLE LOADS''2'3'4 JOIST DIMENSIONS FASTENER SCHEDULE ALLOWABL LOADS(Ibs) SHOO . WIDTH STEEL Header Joist Download Uplift (in.) W H D Qty Type Qty Type '::C =1.0 CD=1.15 CD=1.25 CD=1.60 CLPBF 11/2 18 18l,s 2'!z 2'/z 12 10d Common 6 10dx 1'!2 815 815 815 215 For SI: 1 inch=25.4 mm, 1 lb.=4.45 N. 'Allowable loads have been adjusted for load duration factors,Co,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4:1 and 4.2 for additional design and installation requirements. 2See Section 3.11.3 for required fastener dimensions and mechanical properties. AAllowable loads shown are for installations in wood members complying with Section 3.11.2.Wood members must also have a reference compression perpendicular to grain design value,F,pp,of 625 psi(4.31 MPa)or greater. 4CLPBF hangers provide torsional resistance up to a maximum joist depth of 3.5 inches(88.9 mm),where torsional resistance is defined as a moment not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). K I/ rMICAL CLF5F CLFBF IN5TALLATION FIGURE 1—CLPBF BUTTERFLY HANGER 3 ESR-3445 I Most Widely Accepted and Trusted Page 4 of 15 • TABLE 2—HD FACE MOUNT HANGER ALLOWABLE LOADS 1,2,3,0,6 DIMENSIONS FASTENER SCHEDULE ALLOWABLE LOADS(ibs.) SMOCK STEEL (Inches) Header Joist FcpERp=460 psi Fo4,ER,,=625 psi Uplift NO. GAGE W H D Qty Type Qty Type Co 01.0 Co 01.15 Co=1.25 CD o 1.0 CD=1-16 Co=1.25 Co=1.6 HD26 14 19/,B 3't2 2 4 16d Common 2 10d x 1'12 565 650 705 565 650 705 290 HD28 14 19/,8 5'/4 2 8 16d Common 4 10d x 1'12 1130 1295 1410 1130 1295 1410 730 HD210 14 19116 751,8 2 12 16d Common 4 10d x 1'/2 1690 1905 1950 1690 1945 2115 730 HD212 14 19118 9'14 2 16 16d Common 6 10d x 1'/2 2065 2165 2235 2255 2595 2730 1065 HD214 14 191,8 11'/2 2 1 20 16d Common 6 10d x 1'12 2065 2165 2235 1 2560 2660 2730 1065 HD216 14 1 19/18 1 13112 2 24 16d Common 8 10d x 1'/2 2290 2430 2520 2785 2925 3015 1065 HD24-2 14 31/8 31/2 2112 4 16d Common 2 10d Common 565 650 705 565 650 705 320 HD26-2 14 31/8 5'/8 2'12 12 16d Common 6 10d Common 1690 1945 2095 1690 1945 2095 1140 HD28-2 14 3'18 71/e 2'/2 14 16d Common 6 10d Common 1975 2270 2470 1975 2270 2470 1140 HD210-2 14 3118 9 2'/2 18 16d Common 10 10d Common 2540 2920 3175 2540 2920 3175 1905 HD212-2 14 3118 11 2112 22 16d Common 10 10d Common 3100 3565 3880 3100 3565 3880 1905 HD214-2 14 1 3118 1 13 2'12 24 16d Common 10 10d Common 3385 3890 4230 1 3385 3890 4230 1905 HD216-2 14 3118 15 2112 26 16d Common 12 10d Common 3665 4215 4570 3665 4215 4570 2285 HD26-3 14 4818 45/8 2'/2 12 16d Common 6 10d Common 1690 1945 2095 1690 1945 2095 1140 HD28-3 14 48/8 63/8 2'12 12 16d Common 6 10d Common 1690 1 1945 2115 16W 1945 2115 1140 HD210-3 14 45/8 8114 2'/2 18 16d Common 10 10d Common 2540 2920 3175 2540 2920 3175 1905 HD212-3 14 48/8 10114 2112 22 16d Common 10 10d Common 3100 3565 3880 3100 3565 3880 1905 HD214-3 14 1 4818 1 12'14 2'/2 24 16d Common 10 10d Common 3365 3890 4230 1 3385 3890 1 4230 1905 HD216-3 14 4% 14'14 2'12 26 16d Common 12 10d Common 3665 4215 4570 3665 4215 4570 2285 HD210A 14 61/8 9 3'14 24 16d Common 6 10d Common 3385 3890 4230 3385 3890 4230 1140 HD34 14 29/,8 3 2 4 16d Common 2 10d x 1'/2 565 650 705 565 650 705 290 HD36 14 29/18 4314 2 8 16d Common 4 10d x 1'12 1130 1295 1410 1130 1295 1410 730 HD38 14 291,8 6314 2 12 16d Common 4 10d x 1'/2 1690 1945 2115 1690 1945 2115 730 HD310 14 29/,8 7'1,8 21/2 14 16d Common 6 10d x 1'12 1975 2270 2470 1975 2270 2470 1065 HD312 14 291,8 95/,8 2'12 16 16d Common 10 10d x 1'12 2255 2595 2820 1 2255 2595 1 2820 1065 HD314 14 291,8 1151,8 21/2 20 16d Common 10 10d x 1'12 2820 3245 3525 2820 3245 3525 1065 HD316 14 29/16 13'1,8 2112 24 16d Common 10 10d x 1112 3385 3890 4230 3385 3890 4230 1065 HD38-2 14 5118 6118 2'12 14 16d Common 6 10d Common 1975 2270 2470 1975 2270 2470 1140 H0310-2 14 5'/8 8 2'12 18 16d Common 10 10d Common 2540 2920 3175 2540 2920 3175 1905 HD44 14 39/,6 3'118 2112 4 16d Common 2 10d Common 565 650 705 565 650 705 320 HD46 14 391,8 4151,8 2'12 12 16d Common 6 10d Common 1690 1945 2095 1 1690 1945 2095 1140 HD48 14 39/,8 6718 212 14 16d Common 6 10d Common 1975 2270 2470 1975 2270 2470 1140 HD410 14 39/,8 8131,8 2'12 18 16d Common 10 10d Common 2540 2920 3175 2540 2920 1 3175 1905 HD412 14 391,8 1073/,8 2'/2 22 16d Common 10 10d Common 3100 3565 3880 3100 3565 3880 1905 HD414 14 391,8 1215118 2'/2 24 16d Common 10 10d Common 3385 3890 4230 3385 3890 4230 1905 HD416 14 391,8 1415/,8 2'/2 26 16d Common 12 10d Common 3665 4215 4570 3665 4215 4570 2285 HD418 14 39/,e 16112 2'12 28 16d Common 8 10d Common 3950 4540 4570 1 3950 4540 4570 1425 HD66 14 51/2 3131,8 2'12 12 16d Common 6 10d Common 1690 1945 2095 1690 1945 2095 1140 HD68 14 51/2 578/18 2'12 14 16d Common 6 10d Common 1975 2270 2470 1975 2270 2470 1140 HD610 14 51/2 7731,8 2'12 18 16d Common 10 10d Common 2540 2920 3175 2540 2920 3175 1905 HD612 14 5'/2 919/,8 2'/2 22 16d Common 10 10d Common 3100 3565 3880 3100 3565 3880 1905 HD614 14 5'/2 1119/18 1 2'12 24 16d Common 10 10d Common 3385 3890 4230 3385 3890 4230 1905 HD616 14 5'/2 1313118 2'/2 26 16d Common 12 10d Common 3665 4215 4570 3665 4215 4570 2285 HD86 14 71/2 51/8 2'12 10 16d Common 4 16d Common 1410 1620 1740 1410 1620 1740 900 HD88 14 71/2 68/8 2112 14 16d Common 6 16d Common 1975 2270 2470 1975 2270 2470 1355 HD810 14 71/2 83/8 2112 18 16d Common 8 16d Common 2540 2920 3175 2540 2920 3175 1805 HD812 14 7112 1018 2112 22 16d Common 8 16d Common 3100 3565 3880 3100 3565 3880 1805 HD814 14 7112 117/8 2'12 24 16d Common 12 16d Common 1 3385 3890 4230 3385 3890 4230 2705 HD816 14 71/2 13818 2'/2 26 16d Common 12 16d Common 3665 4215 4465 3665 4215 4465 2705 HD1770 14 113/,8 7'/e 2 14 16d Common 4 10d x 1'/2 1975 2135 2180 1975 2270 2335 730 HD17925 14 113/18 9'/8 2 18 16d Common 6 10d x 1'12 2295 2395 2465 2540 2775 2775 1065 HD17112 14 113/16 11318 2 22 16d Common 6 10d x 1'12 2295 2395 2465 2870 2975 1 3045 1065 HD1714 14 1t3/,8 1381,6 2 26 16d Common 8 Iod x 1'/2 2520 2660 2750 3100 3235 3330 1065 HD27925 14 2314 8'/8 2 18 16d Common 6 10d x 1112 2540 2775 2775 2540 2775 2775 1065 HD27112 14 2314 1el/ 2 22 16d Common 6 10d x 1'12 3100 3260 3330 3100 3565 3610 1065 HD2714 14 2314 127/8 2 26 16d Common 8 10d x 1'12 3385 3520 3610 3610 3610 3610 1065 HD32105 14 3114 9"/16 2'12 22 16d Common 10 10d Common 3100 3565 3880 3100 3565 3880 1905 HD3212 14 3114 117/8 2112 24 16d Common 10 10d Common 3385 3890 4230 3385 3890 4230 1905 HD5112 14 5114 9"/,e 2'/2 22 16d Common 10 10d Common 3100 3565 3880 3100 3565 3880 1905 (See footnotes on following page) ESR-3445 I Most Widely Accepted and Trusted Page 5 015 TABLE 2—HD FACE MOUNT HANGER ALLOWABLE LOADS 1'3'3,4,5,6(Continued) DIMENSIONS FASTENER SCHEDULE ALLOWABLE LOADS(Ibs.) STOCK STEEL (inches) Header Joist Fc.pmP=460 psi Fc.PERP=625 psi Uplift NO. GAGE W H D Qty Type city Type Co=1.0 Co=1.15 Co=1.25 Cc=1.0 Co=1.15 Co=1.25 Cc=1.6 HD51135 14 5'/4 1215/16 2% 26 led Common 12 10d Common 3665 4215 4570 3665 4215 4570 2285 HD5210 14 5318 7'18 2% 18 led Common 10 10d Common 2540 2920 3175 2540 2920 3175 1905 HD6212 14 53/8 9718 2'/2 22 16d Common 10 10d Common 3100 3565 3880 3100 3565 3880 1905 HD5214 14 5318 1 11'18 2'/2 1 24 led Common 1 10 10d Common 3385 3890 4230 3385 3890 4230 1 1905 HD5216 14 53/8 137/8 2% 30 led Common 12 10d Common 4230 4570 4570 4230 4570 4570 2285 HD7100 14 7'1e 9 21/2 12 16d Common 6 10d Common 1690 1945 2115 1690 1945 2115 1140 HD7120 14 7'18 105/8 2% 16 led Common 6 10d Common 2255 2595 2820 2255 2595 2820 1140 HD7140 14 7'1e 13'18 2'/2 20 16d Common 8 10d Common 2820 3245 3525 2820 ' 3245 3525 1525 HD7160 14 7'1e 15518 2'/2 24 led Common 8 10d Common 3385 3890 4230 1 3385 3890 4230 1525 HD7180 14 7'1e 1 173/4 2'12 1 28 1 led Common 1 8 10d Common 3950 4540 1 4570 1 3950 4540 4570 1525 For SI:1 inch=25.4 mm,1 Ibf=4.45 N,1 psi=6.895 kPa. 'Allowable loads have been adjusted for load duration factors,Co,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installations requirements. 2See Section 3.11.3 for required fastener dimensions and mechanical properties. AAloowable loads shown are for installations in wood members complying with Section 3.11.2.Wood members must also have a minimum reference compression perpendicular to grain design value,Fc_pr,,of either 460 psi(3.17 MPa),or 625 psi(4.31 MPa),as specified in the table above. 4 H hangers provide torsional resistance up to a maximum joist depth of H+1 inch(H+25.4 mm),where torsional resistance is defined as a moment not less than 75 pounds(335 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5Some HD models feature nail holes along the bend line that must be filled with nails,driven into the header at an angle,to achieve the tabulated allowable loads. SHDIF inverted flange hangers are available in widths of 2.25 inches(57.2 mm)or greater at the same design loads as a corresponding HD models. f . �, ' ✓� E,M1�s 3 :. 1£ a/!/•' j 6 ! /. /i cif y'. Typical HD Cal H IF" W installation g. v Y /✓;'r,j'f� Yom,!�j. :: of .. T piGal HO. Typical NCB gl lam nstall ion b> nel line nail ns l atib FIGURE 2—HD FACE MOUNT HANGER tSR-3445 I Most Widely Accepted and Trusted Page 6 of 15 TABLE 3—HUS SLANT NAIL JOIST HANGER ALLOWABLE LOADS°'3'3'4 DIMENSIONS(in.) FASTENER SCHEDULE ALLOWABLE DESIGN LOADS(Ibs.) STOCK STEEL Header Joist Download Uplift NO. GAGE W H D A Qty Type Qty Type CD=1.0 CD=1.15 CD=1.25 CD=1.6 HUS26 16 15/8 57/,e 3 2 14 16d Common 6 16d Common 2635 3030 3295 1925 HUS28 16 15/8 73/,8 3 2 22 16d Common 8 16d Common 3970 4345 4345 2570 HUS210 16 15/8 93/,8 3 2 30 16d Common 10 16d Common 5310 5510 5510 3205 HUS175 16 113/,8 53/8 3 2 14 16d Common 6 16d Common 2635 3030 3295 1925 HUS177 16 113/15 7% 3 2 22 16d Common 8 16d Common 3975 4345 4345 2570 HUS179 16 113/18 91/8 3 2 30 16d Common 10 16d Common 5310 5510 5510 3205 HUS24-2 14 31/8 37/18 2 1 4 16d Common 2 16d Common 800 920 1000 495 HUS26-2 14 31/8 51/4 2 1 4 16d Common 4 16d Common 1030 1185 1290 1115 HUS28-2 14 31/8 71/8 2 1 6 16d Common 6 16d Common 1550 1780 1935 1810 HUS210-2 14 31/8 91/8 2 1 8 16d Common 8 16d Common 2065 2375 2580 2210 HUS212-2 14 31/8 11% 2 1 10 16d Common 10 16d Common 2580 2965 3225 3060 HUS214-2 14 31/8 131/8 2 1 12 16d Common 12 16d Common 3095 3560 3870 3060 HUS46 14 3% 5 2 1 4 16d Common 4 16d Common 1030 1185 1290 1115 HUS48 14 35/8 7 2 1 6 16d Common 6 16d Common 1550 1780 1935 1810 HUS410 14 35/8 87/8 2 1 8 16d Common 8 16d Common 2065 2375 2580 2210 HUS412 14 35/8 107/8 2 1 10 16d Common 10 16d Common 2580 2965 3225 3060 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. 'Allowable loads have been adjusted for load duration factors,CD,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2Aloowable loads shown are for installations in wood members complying with Section 3.11.2.Wood members must also have a reference compression perpendicular to grain design value,F4_�,p,of 625 psi(4.31 MPa)or greater. See Section 3.11.3 for required fastener dimensions and mechanical properties. 4HUS hangers provide torsional resistance,where torsional resistance is defined as a moment not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5Joist nails must be driven horizontally into the joist at an angle of 30-to 45-degrees from normal,such that they penetrate through the joist,and into the header. / �.». ' I IMLA, MUS 11", 3—HUS SLANT NAIL JOIST HANGER t .ESR-3445 I Most Widely Accepted and Trusted Page 7 of 15 TABLE 4—JL STANDARD JOIST HANGER ALLOWABLES LOADS 1A3,4 FASTENER SCHEDULE ALLOWABLE LOADS(lbs.) DIMENSIONS Header Joist 10d Common Nails into Header 16d Common Nails into Header STOCK STEEL (inches) NO. GAGE Download Uplift Download Uplift Oty TYPe City Type W H D CD=1.0 CD=1.15 CD=1.25 CD=1.6 CD-1.0 CD-1.15 CI)=1.25 CD=1.6 J1 24 20 19/16 3 11/2 4 10d or 16d 2 10dxl'/2 455 525 570 245 545 625 680 245 JL26 20 19/16 43/4 11/2 6 10d or 16d 4 10dxl'12 685 785 855 485 815 940 1020 485 JL28 20 19/% 69/6 11/2 10 10d or 16d 6 10dxl'/2 1140 1295 1295 885 1360 1565 1700 885 JL210 20 19/16 8'/4 1% 14 10d or 16d 8 10dx11/2 1595 1835 1875 1095 1905 1965 1965 1095 For Si:1 inch=25.4 mm,1 Ibf=4.45 N,1 psi=6.895 kPa. 'Allowable loads have been adjusted for load duration factors,Co,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installations requirements. 2See Section 3.11.3 for required fastener dimensions and mechanical properties. AAloowable loads shown are for installations in wood members complying with Section 3.11.2.Wood members must also have a minimum reference compression perpendicular to grain design value,F,,-p,,,of 460 psi(3.17 MPa). 4JL hangers provide torsional resistance up to a maximum joist depth of H+1 inch(H+25.4 mm),where torsional resistance is defined as a moment not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). FRIr�s//ter 6 / f t/ ff � JL FIGURE 4—JL STANDARD JOIST HANGERS .ESR4445 I Most Widely Accepted and Trusted Page 8 of 15 • TABLE 5—JN AND JNE POWER NAIL HANGER ALLOWABLE LOADS'' STOCK JOIST STEEL Dimensions in. Fastener Schedule Allowable Loads lbs.) NO. WIDTH GAGE W H D Header Joist Download Uplift Qty T PO I QtY TYPO Co=1.0 Cp=1.15 Cp=1.25 Cp=1.6 8 P-ilail 1 6 P-nail 480 550 600 575 10 P-nail 6 P-nail 600 690 750 575 12 P-nail 6 P-nail 720 830 900 575 JN26-2 (2)02 18 3'/,e 53/8 15/8 14 P-nail 6 P-nail 840 965 1050 575 JN28-2 (2)1% 18 3'/1e 71/8 1518 16 P-nail 6 P-nail 960 1105 1200 575 18 P-nail 6 P-nail 1080 1240 1350 575 20 1 P-nail 6 P-nail 1200 1380 1500 575 22 P-nail 6 P-nail 1320 1520 1650 575 24 1 P-nail 6 P-nail 1440 1655 1800 575 8 P-nail 4 P-nail 470 545 590 340 10 P-nail 4 P-nail 590 680 740 340 JN26E 11/2 20 18/,8 5'/4 2 12 P-nail 4 P-nail 710 815 885 340 JN28E 11/2 20 19/,5 63/4 2 14 P-nail 4 P-nail 825 950 1035 340 JN210E 11/2 20 19/18 814 2 16 P-nail 4 P-nail 945 1085 1180 340 18 P-nail 4 P-nail 1060 1220 1330 340 20 1 P-nail 4 1 P-nail 1415 1430 1430 340 For SI:1 inch=25.4 mm, 1 Ibf=4.45 N. 'Allowable loads have been adjusted for load duration factors,Co,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. AAllowable loads shown are for installations in wood members complying with Section 3.11.2. 3The fastener designation"P-nail"refers to pneumatically-driven nails described in ESR-1539,and must have a minimum diameter,length, and bending yield strength as specified in Section 3.11.3 of this report. 4Fasteners must be pneumatically driven in such a way as firmly seats the nail head against the hanger steel,without embedding the nail head through the plane of the metal surface,or otherwise punching through. SThe quantity of nails installed must be equally distributed to both sides of the hanger.The nails must be located at one inch spacing in a row, with the vertical rows spaced at 3/8 inch(9.53 mm);also no less than 5/15 inch(7.94 mm)from a sheared edge and no less than 5/15 inch 7.94 mm)from a formed edge. JN and JNE hangers provide torsional resistance up to a maximum joist depth of 10 inches(254 mm),where torsional resistance is defined as a moment not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). t !A. YY E "A neta"Oft FIGURE 5—JN AND JNE POWER NAIL HANGERS S , e ESR-3445 I Most Widely Accepted and Trusted Page 9 of 15 TABLE 6—JUS SLANT NAIL JOIST HANGER ALLOWABLE LOADS"-"' DIMENSIONS(in.) FASTENER SCHEDULE ALLOWABLE DESIGN LOADS(Ibs.) STOCK NO. STEEL Header Joist Download Uplift GAGE yy H D A Qty Type Qty Type CD=1.0 CD=1.15 CD=1.25 CD=1.6 JUS24 18 1,116 31/a 13/4 1 4 10d Common 2 10d Common 655 750 820 510 JUS26 18 18/16 413/16 1314 1 4 10d Common 4 10d Common 850 975 1060 1115 JUS28 18 18/16 65/8 13/4 1 6 10d Common 4 10d Common 1075 1235 1345 1115 JUS210 18 18/16 73/4 13/4 1 8 10d Common 4 10d Common 1305 1500 1630 1115 JUS36 18 28/16 525!67 2 1 4 16d Common 4 16d Common 1015 1170 1220 1355 JUS38 18 28/16 63/4 1 2 1 6 16d Common 4 16d Common 1290 1485 1615 1355 JUS310 18 28/16 91/8 2 1 8 16d Common 6 16d Common 1800 2070 2250 1980 JUS24-2 18 3'/8 37/16 2 1 4 16d Common 2 16d Common 780 900 965 325 JUS26-2 18 31/8 51/4 2 1 4 16d Common 4 16d Common 1015 1170 1220 1355 JUS28-2 18 31/8 71/8 2 1 6 16d Common 4 16d Common 1290 1485 1615 1355 JUS210-2 18 31/8 91/8 2 1 8 16d Common 6 16d Common 1800 2070 2250 1980 JUS214-2 18 3'16 13% 2 1 12 16d Common 6 16d Common 2345 2700 2935 1980 JUS44 18 3518 3'/4 2 1 4 16d Common 2 16d Common 780 900 965 325 JUS46 18 35/8 5 2 1 4 16d Common 4 16d Common 1015 1170 1220 1355 JUS48 18 35/8 67/8 2 1 6 16d Common 4 16d Common 1290 1485 1615 1355 JUS410 18 35/a 87/8 2 1 8 16d Common 6 16d Common 1800 2070 2250 1980 JUS414 18 35/6 127/8 2 1 12 16d Common 6 16d Common 2345 2700 2935 1980 JUS26-3 18 451a 41/2 2 1 4 16d Common 4 16d Common 1015 1170 1220 1355 JUS28-3 18 45/8 63/8 2 1 6 16d Common 4 16d Common 1290 1485 1615 1355 JUS210-3 18 45/8 83/8 2 1 8 16d Common 6 16d Common 1800 2070 2250 1980 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads have been adjusted for load duration factors,CD,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2Aloowable loads shown are for installations in wood members complying with Section 3.11.2.Wood members must also have a reference compression perpendicular to grain design value,F,-p,,,of 625 psi(4.31 MPa)or greater. See Section 3.11.3 for required fastener dimensions and mechanical properties. 4JUS hangers provide torsional resistance,up to a maximum joist depth of H+1 inch(H+25.4 mm)where torsional resistance is defined as a moment not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). 5Joist nails must be driven horizontally into the joist at an angle of 30-to 45-degrees from normal,such that they penetrate through the joist, and into the header. A> / INPIC.J US r . : 4T110M FIGURE 6—JUS SLANT NAIL JOIST HANGER SSR-3445 Most Widely Accepted and Trusted Page 10 of 15 TABLE 7—SUH JOIST HANGER ALLOWABLE LOADS'''" DIMENSIONS pn) FASTENER SCHEDULE ALLOWABLE LOADS pbs) Download STOCK STEEL NO. GAGE Header Joist 16d Common Headerails Into 10d Common Header Into Uplift W H D A Qty Type Qty Type Ca=1.0 CD=1.15 CD=1.25 CD=1.0 CD=1.15 CD=1.25 CD=1.6 SUH24 16 19116 31/4 2 13/16 4 10dC or 16dC 2 10dxl'/2 550 635 690 465 535 580 360 SUH26 16 19/,6 5'/s 2 13/16 6 1odC or 16dC 4 10dx1'/2 830 950 1035 695 800 870 725 SUH28 16 19/16 6°/8 2 13/16 8 10dC or 16dC 6 10dxl'/2 1105 1270 1380 930 1065 1160 800 SUH210 16 19/16 8 2 13/16 10 1 OdC or 16dC 6 10dxl'/2 1380 1585 1725 1160 1335 1450 1085 SUH214 16 19/16 10 2 1'/8 12 10dC or 16dC 8 10dx11/2 1655 1905 1 2070 1390 1 1600 1740 1330 SUH24R 16 2 3'/16 2 06 4 1 OdC or 16dC 2 10dxl'/2 550 635 690 465 535 580 360 SUH26R 16 2 416/16 2 13/16 6 10dC or 16dC 4 10dxl'/2 830 950 1035 695 800 870 725 SUH28R 16 2 67/16 2 1'/e 8 1 OdC or 16dC 6 1 Odxl'/2 1105 1270 1380 930 1065 1160 800 SUH21OR 16 2 713176 2 1'Je 10 1 OdC or 16dC 6 1 Odxl'/2 1380 1585 1725 1160 1335 1450 1085 SUH214R 16 2 913/16 2 1 1'/8 12 1 OdC or 16dC 6 10dxl'12 1655 1905 2070 1390 1600 1740 1085 SUH34 16 29176 33/8 2 1118 6 10dC or 16dC 2 10dxl'/2 830 1 850 850 1 695 800 850 360 SUH36 16 29/16 56/16 2 11/8 8 1odC or 16dC 4 1 Odxl'/2 1105 1270 1380 930 1065 1160 725 SUH310 16 29/16 8718 2 11/8 14 1odC or 16dC 6 1Odxl1/2 1930 2220 2415 1625 1870 2030 1085 SUH314 16 29116 109116 2 08 16 10dC or 16dC 6 1 Odxl1/2 2210 2505 2505 1855 2135 2320 1085 SUH24-2 16 3'/8 31/e 2 11/8 6 1odC or 16dC 2 10d Common 830 950 1035 695 800 1 870 370 SUH26-2 16 31/8 51/16 2 11/8 8 1 OdC or 16dC 4 1 Od Common 1105 1270 1380 930 1065 1160 740 SUH28-2 16 31/8 1 61/4 2 1 11/6 10 10dC or 16dC 4 1 O Common 1380 1 1585 1725 1160 1335 1450 740 SUH210-2 16 31/8 89/16 2 11/8 14 10dC or 16dC 6 10d Common 1930 2220 2415 1625 1870 2030 1115 SUH44 16 39/16 27/8 2 11/8 6 1CdC or 16dC 2 10d Common 830 950 1035 695 800 870 370 SUH46 16 39/16 413/16 2 11/8 8 10dC or 16dC 4 10d Common 1105 1270 1380 930 1065 1160 740 SUH410 16 39/16 83/8 2 11/8 14 10dC or 16dC 6 10d Common 1930 2220 2415 1625 1870 1 2030 1115 SUH414 16 39/16 101/16 2 1118 16 1OdC or 16dC 6 10d Common 2210 2540 2760 1855 2135 2320 1115 SUH44R 16 4 1 271/16 2 1 1'/e 1 6 1odC or 16dC 2 16d Common 830 1 950 1035 695 800 870 440 SUH46R 16 4 411/16 2 1118 8 1OdC or 16dC 4 16d Common 1105 1270 1380 930 1065 1160 885 SUH41 OR 16 4 83116 2 2 14 1OdC or 16dC 6 16d Common 1930 2220 2415 1625 1870 2030 1325 SUH26-3 16 4°/8 5'/4 2 1 8 1OdC or 16dC 2 10d Common 1105 1270 1380 930 1065 1160 370 SUH210-3 16 46/8 83/8 2 1 14 10dC or 16dC 6 10d Common 1930 2220 2415 1625 1870 2030 1115 SUH66 16 5112 5 2 1 8 10dC or 16dC 4 10d Common 1105 1270 1380 930 1065 1160 740 SUH610 16 5'/2 1 9 1 2 1 1 1 14 1 1OdC or 16dC 6 10d Common 1930 1 2220 2415 1625 1870 2030 1 1115 SUH66R 16 6 5 2 1 8 1 1OdC or 16dC 4 16d Common 1105 1 1270 1 1380 930 1065 1160 885 SUH61OR 16 6 9 2 1 14 10dC or16dC 6 16d Common 1930 2220 2415 1625 1870 2030 1325 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. 'Allowable loads have been adjusted for load duration factors,Co,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional,design and installation requirements. ?Allowable loads shown are for installations in wood members complying with Section 3.11.2.Wood members must also have a reference compression perpendicular to grain design value,F�_perp,of 625 psi(4.31 MPa)or greater. 3See Section 3.11.3 for required fastener dimensions and mechanical properties. b's �C"y my n yJJ HJ W F] Ys ./� ,� //,ryJHJJyy Jh ❑ LL. W k yz nii/ s y [L ��. 1> ❑_ I%j:J' w cn� 11$ tt1 • ■ E FIGURE 7—SUH JOIST HANGER a_ C I— J W o w I— Z p[> z Cr) W Q UR 3445 Most Widely Accepted and Trusted Page 11 of 15 • TABLE 8—THD FACE MOUNT HANGER ALLOWABLE LOADS'A3,4 FASTENER SCHEDULE ALLOWABLE LOADS(lbs.) STOCK STEEL DIMENSIONS(in.) NO. GAGE Header Joist F7 =460 psi FD,.rp =625 psi Uplift W I H D Qty Type CD=1.60 Type CD-1-0 C13=1.15 CD=1.25 C0=1.0 CD=1.15 CD=1.25 CD=1.60 THD26 16 15/8 5'/16 3 18 16d Common 2170 10dxl'/2 2485 2855 3060 2485 2855 3060 2170 THD28 16 1518 7 3 28 16d Common 2330 10dxl'12 3865 3965 3965 3865 3965 3965 2330 THD210 16 15/8 9 3 38 16d Common 3095 10dxl'12 4330 4670 4895 5075 5115 5115 3095 THD26-2 14 37/16 53/8 3 18 16d Common 2285 10d Common 2540 2920 3175 2540 2920 3175 2285 THD28-2 14 37/16 7'/8 3 28 16d Common 2595 10d Common 3950 4540 4935 3950 4540 4935 2595 THD210-2 14 37/16 91/8 3 38 16d Common 3810 10d Common 5360 6160 6700 5360 6160 6700 3810 THD210-3 12 5'/a 9 3 38 16d Common 3850 10d Common 5660 6510 7045 5660 6510 7045 3850 THD46 14 35/8 55/16 3 18 16d Common 2285 10d Common 2540 2920 3175 2540 2920 3175 2285 THD48 14 35/8 7'/16 3 28 16d Common 2595 10d Common 3950 4540 4935 3950 4540 4935 2595 THD410 14 3518 9'/16 3 38 16d Common 3810 10d Common 5360 6160 6700 5360 6160 6700 3810 THD412 14 35/8 11 3 48 16d Common 3810 10d Common 6770 7045 7045 6770 7045 7045 3810 THD414 14 35/8 127/8 3 58 16d Common 3810 10d Common 7045 7045 7045 7045 7045 7045 3810 THD610 12 5'/2 9 3 38 16d Common 3410 10d Common 5660 6510 7080 5660 6510 7080 3410 THD612 12 5'/2 11 3 48 16d Common 4065 10d Common 7150 8225 8415 7150 8225 8415 4065 THD614 12 51/2 127/8 3 58 16d Common 4065 10d Common 8415 8415 8415 8415 8415 8415 4065 THD7210 12 7'/4 9 3 38 16d Common 3410 10d Common 5660 6510 7080 5660 6510 7080 3410 For SI:1 inch=25.4 mm, 1 Ibf=4.45 N, 1 psi=6.895 kPa. 'Allowable loads have been adjusted for load duration factors,CD,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and Installations requirements. 2See Section 3.11.3 for required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations in wood members complying with Section 3.11.2.Wood members must also have a minimum reference compression perpendicular to grain design value,F4_p,,rp,of either 460 psi(3.17 MPa),or 625 psi(4.31 MPa),as specified in the table above. 4THD hangers provide torsional resistance up to a maximum joist depth of H+ 1 inch(H+25.4 mm),where torsional resistance is defined as a moment not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). / +l� sf 4 i f »,;<s.3, %g'ii'. .,'x �I !//.%/ /, /ii`/l•� �zs: N M. / s ✓ % s/ s / /p+ ?!o /�S �:: '�'' •. / sit' 3s � ../j / s f YP j :.,. .. .: ` 0 11 . -naIf I r t to �,., Ica. th FIGURE 8—THD FACE MOUNT HANGER ESR=3445 Most Widely Accepted and Trusted Page 12 of 15 TABLE 9—THDH FACE MOUNT HANGER ALLOWABLE LOADS"?34 DIMENSIONS(in.) FASTENER SCHEDULE ALLOWABLE DESIGN LOADS IN ALLOWABLE DESIGN LOADS IN STEEL DOUGLAS-FIR LARCH(Ibs.) SPRUCE-PINE-FIR(Ibs.) STOCK NO. GAGE Header Joist Download Uplift Download Uplift W H D Qty Type Qty Type CI)=1.0 Co=1.15 Co=1.25 Co=1.6 Cp=1.0 CI)=1.15 Co=1.25 CI)=1.6 THDH26 12 15/8 5'1,6 5 20 16d Common 8 16d Common 3915 4505 4895 2340 3370 3880 4200 1965 THDH28 12 15/8 73/,6 5 36 16d Common 12 16d Common 6770 7395 7395 4370 5830 6210 6210 3670 THDH210 12 15/8 93/,6 5 46 16d Common 16 16d Common 8725 9580 9600 5400 6835 7385 7750 4535 THDH27925 12 23/4 91/8 4 46 16d Common 12 16d Common 8260 8260 8260 3490 6935 6935 6935 2930 HDH27112 12 23/4 107/8 4 56 16d Common 14 16d Common 9845 9845 9845 5225 7655 8135 8270 4390 THDH2714 12 2344 12'/4 4 66 16d Common 16 16d Common 9845 9845 9845 6810 8110 8270 8270 5835 THDH26-2 12 3/,6 53/8 4 20 16d Common 8 16d Common 3915 4505 4795 2235 3370 3880 4030 1880 THDH28-2 12 3/,6 71/8 4 36 16d Common 10 16d Common 6535 1 7515 8025 2665 5635 1 6480 6740 2240 THDH210-2 12 3'/16 9'/e 4 46 16d Common 12 16d Common 8260 8260 8260 3490 6935. 6935 6935 2930 THDH3210 12 33/16 93/8 4 46 16d Common 12 16d Common 8260 8260 8260 3490 6935 6935 6935 2930 THDH3212 12 33116 105/8 4 56 16d Common 14 16d Common 9845 9845 9845 5960 8270 8270 8270 5105 THDH46 12 39/16 53/8 4 20 16d Common 8 16d Common 3915 4505 4895 2605 3370 3880 4215 2190 THDH48 12 39/1e 7'/8 4 36 16d Common 10 16d Common 6535 7515 7835 3185 5635 6480 6580 2675 THDH410 12 39/,6 91/8 4 46 16d Common 12 16d Common 8260 9010 9010 3970 7120 7570 7570 3335 THDH412 12 391,6 101/2 4 56 16d Common 14 16d Common 9845 9845 9845 5225 8270 8270 8270 4390 THDH414 12 391,6 13'/,6 4 66 16d Common 16 16d Common 9845 9845 9845 6810 8270 8270 8270 5835 THDH26-3 12 5'/8 57/,6 4 20 16d Common 8 16d Common 3915 4505 4795 2235 3370 3880 4030 1880 THDH28-3 12 51/8 73/76 4 36 16d Common 12 16d Common 6770 7785 8025 2665 5830 6705 6740 2240 THDH210-3 12 5'/e 93/16 4 46 16d Common 16 16d Common 8725 9855 9855 4565 7520 8275 8275 3835 THDH212-3 12 51/8 113/,6 4 56 16d Common 20 16d Common 9935 9935 9935 5180 8345 8345 8345 4355 THDH214-3 12 51/8 133116 4 66 16d Common 22 16d Common 11646 11645 11645 5795 9780 9780 9780 4865 THDH610 12 5'12 9 4 46 16d Common 16 16d Common 8725 9855 9855 4566 7520 8275 8275 3835 THDH612 12 51/2 11 4 56 16d Common 20 16d Common 9935 9935 9935 5180 8345 8345 8345 4355 THDH614 12 51/2 13 4 66 16d Common 22 16d Common 11645 11645 11645 5795 9780 9780 9780 4865 THDH6710 12 67/e 813/,6 4 46 16d Common 12 16d Common 8260 8260 8260 3490 6935 6935 6935 2930 THDH6712 12 67/8 1013/,8 4 56 16d Common 14 16d Common 9845 9845 9845 1 5225 8270 8270 8270 4390 THDH6714 12 6'/8 1213/,6 4 66 16d Common 16 16d Common 9845 9845 9845 6810 8270 8270 8270 5835 THDH7210 12 71/4 9 4 46 16d Common 12 16d Common 8260 9010 9010 3970 7120 7570 7570 3335 THDH7212 12 71/4 10'12 4 56 16d Common 14 16d Common 9845 9845 9845 5225 8270 8270 8270 4390 THDH7214 12 714 12'/4 4 66 16d Common 16 16d Common 9845 9845 9845 6810 8270 8270 8270 5835 For SI:1 inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads have been adjusted for load duration factors,Co,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2Allowable loads shown are for installations in wood members complying with Section 3.11.2. 3See Section 3.11.3 for required fastener dimensions and mechanical properties. °THDH hangers provide torsional resistance,up to a maximum joist depth of H+1 inch(H+25.4 mm)where torsional resistance is defined as a moment not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (53.2 mm). Joist nails must be driven horizontally into the joist at an angle of 30-to 45-degrees from normal,such that they penetrate through the joist,and into the header. 6Aloowable design loads given for installations with Douglas fir-Larch members are based on an assumed specific gravity of 0.50 for the purpose of fastener design,and an assumed reference compression perpendicular to grain design value,F,-p,,,of 625 psi(4.31 MPa). , 'Allowable design loads given for installations with Spruce-Pine-Fir members are based on an assumed specific gravity of 0.42 for the purpose of fastener design,and an assumed reference compression perpendicular to grain design value,F,.p,,,,of 425 psi(2.93 Mpa). Y >H; x � � y s s 4. IN CM � 8 l ' 5 f� FIGURE 9—THDH FACE MOUNT HANGER ESA-3445 I Most Widely Accepted and Trusted Page 13 of 15 • TABLE 10-THF FACE MOUNT HANGER ALLOWABLE LOADS 4 FASTENER SCHEDULE ALLOWABLE LOADS(Ibs.) STEEL DIMENSIONS(in.) STOCK NO. GAGE Nail Header Joist Fc_�,,,=480 psi Fc-aarn=625 psi Uplift W H D Conf. Qty Type qty Type CLI-1.0 Co=1.15 Co=1.25 Co=1.0 Co=1.15 Co=1.25 Co=1.60 THF15925 18 1112 91/ MIN 8 10d Common 2 10dxl'12 910 1050 1140 910 1050 1140 280 18 2 MAX 12 10d Common 2 10dxl'/2 1370 1575 1660 1370 1575 1710 280 MIN 8 10d Common 2 10dxl'/2 910 1050 1140 910 1050 1140 280 T H F 15112 18 11/2 111/,. 2 MAX 16 10d Common 2 10dxl'/2 1605 1640 1660 1825 2100 2155 280 2 THF15140 18 1112 13'12 MIN 12 10d Common 2 10dxl'/2 1370 1575 1660 1370 1575 1710 280 MAX 20 10d Common 2 10dx1'/2 1605 1640 1660 2100 2135 2155 280 MIN 8 10d Common 2 10dxl'/2 910 1050 1140 910 1050 1140 280 THF16925 18 1618 9 2 MAX 12 10d Common 2 10dx1'/2 1370 1575 1710 1370 1575 1710 280 MIN 8 10d Common 2 10dx11/2 910 1050 1140 910 1050 1140 280 THF16112 18 16/a 11 2 MAX 16 10d Common 2 10dxl'/2 1720 1755 1775 1825 2100 2280 1 280 MIN 12 10d Common 2 10dx1'/2 1370 1575 1710 1370 1575 1710 280 THF16140 18 1% 137/,8 2 MAX 20 10d Common 2 10dxl'12 1720 1755 1775 2255 2290 2310 280 THF17925 18 1314 8'5/,g 2 MIN 8 10d Common 2 10dxl'/2 910 1050 1140 910 1050 1140 280 MAX 12 10d Common 2 10dx1112 1370 1575 1710 1370 1575 1710 280 MIN 8 10d Common 2 10dxl'12 910 1050 1140 910 1050 1140 280 THF17112 18 13/4 1016/,6 2 MAX 16 10d Common 2 10dx1'/2 1825 1870 1890 1825 2100 2280 280 2 13 THF17140 18 1314 318 MIN 12 10d Common 2 10dxl'/2 1370 1575 1710 1370 1575 1710 280 MAX 20 10d Common 2 10dxl'/2 1835 1870 1890 2280 2445 2470 280 8718 2 THF20925 18 2 MIN 8 10d Common 2 10dx11/2 910 1050 1140 910 1050 1140 280 116 MAX 12 10d Common 2 10dx11/2 1370 1575 1710 1370 1575 1710 280 THF20112 18 2118 113/16 2 MIN 8 10d Common 2 10dxl'/2 910 1050 1140 910 1050 1140 280 MAX 16 10d Common 2 10dx1'/2 1825 2100 2120 1825 2100 2280 280 MIN 12 10d Common 2 10dxl'/2 1370 1575 1710 1370 1575 1710 280 THF20140 18 2'/a 13'/4 2 MAX 20 10d Common 2 10dxl'12 2065 2100 2120 2280 2470 2470 280 THF15925-2 16 31/a 93118 212 12 10d Common 6 10d Common 1390 1600 1740 1390 1600 1740 1115 THF15112-2 16 3% 1013/,8 2112 14 10d Common 6 10d Common 1625 1870 2030 1625 1870 2030 1115 tt THF15140-2 12 3'/a 1214 2'/2 18 10d Common 6 10d Common 2285 2600 2680 2285 2630 2860 1220 b THF16925-2 16 33/8 9'/,6 2'/2 12 10d Common 6 10d Common 1390 1600 1740 1390 1600 1740 1115 THF16112-2 16 33/8 103/4 2'12 14 10d Common 6 10d Common 1625 1870 2030 1625 1870 2030 1115 A THF16140-2 12 33/8 12618 2112 18 10d Common 6 10d Common 2285 2630 2860 2285 2630 2860 1220 THF17157 18 113/,8 15314 3'/2 24 10d Common 2 10dxl'/2 2735 3075 3100 2735 3145 3310 280 THF20157 18 21/8 15314 33/8 24 10d Common 2 10dx1'/2 2735 3145 3310 2735 3145 3310 280 THF17157-2 12 36/8 153/4 2112 22 10d Common 6 10d Common 2795 3215 3495 2795 3215 3495 1220 THF20925-2 16 431,8 8111,8 21/2 12 10d Common 6 10d Common 1390 1600 1740 1390 1600 1740 1115 THF20112-2 16 431,6 11 2'/2 16 10d Common 6 10d Common 1855 2135 2320 1855 2135 2320 1115 THF20140-2 16 431,6 136/6 2'/2 20 10d Common 6 10d Common 2320 2670 2900 2320 2670 2900 1115 THF23925 18 261,. 93/,6 2'12 12 10d Common 2 10dxl'12 1370 1575 1710 1370 1575 1710 175 THF23100 18 26/16 93/16 2'12 12 10d Common 2 10dxl'/2 1370 1575 1710 1370 1575 1710 360 THF23118 18 26/,. 1131,6 2'12 14 10d Common 2 10dx1112 1595 1835 1995 1595 1835 1995 360 THF23140 16 26 1,8 131/2 21/2 18 10d Common 2 10dxl'/2 2090 2400 2610 2090 2400 2610 360 THF23160 16 261,. 1591,6 2'12 22 10d Common 2 10dxl'12 2550 2920 2940 2550 2935 3035 360 THF23180 16 261,6 17'18 2'12 24 10d Common 8 10dxl'/2 2785 3200 3480 2785 3200 3480 1295 THF23925-2 16 4314 83/6 2112 14 10d Common 6 10d Common 1625 1870 2030 1625 1870 .2030 1115 THF23100-2 16 4314 10 212 14 10d Common 6 10d Common 1625 1870 2030 1625 1870 2030 1115 THF23112-2 16 43/4 10"/,6 2'/2 16 10d Common 6 10d Common 1855 2135 2320 1855 2135 2320 1115 THF23118-2 j 16 4314 10"116 2'/2 16 10d Common 6 10d Common 1855 2135 2320 1855 2135 2320 1115 THF23140-2 12 43/4 1361,6 2112 20 10d Common 6 10d Common 2540 2920 3175 2540 2920 3175 1220 THF23160-2 12 43/4 1518/16 2'/2 24 10d Common 8 10d Common 3050 3505 3810 3050 3505 3810 1220 THF25925 18 2'/2 91/8 2112 12 10d Common 2 10dx1'/2 1370 1575 1710 1370 1575 1710 175 THF25112 18 21/2 11% 21/2 14 10d Common 2 10dxl'12 1595 1835 1995 1595 1835 1995 360 ES03W I Most Widely Accepted and Trusted Page 14 of 15 ' TABLE 10—THF FACE MOUNT HANGER ALLOWABLE LOADS(Continued) FASTENER SCHEDULE ALLOWABLE LOADS(lbs.) STEEL DIMENSIONS(in.) STOCK NO. GAGE Nall Header Joist Fo =460 psi Fo-,n,=825 psi Uplift W H I D Con" Qty Type Qty Type Co=1.0 Co=1.15 Co=1.25 Co=1.0 Co=1.15 Co=1.25 Co=1.60 THF25120 18 21/2 11'18 2'12 14 10d Common 2 10dxl'12 1595 1835 1995 1595 1835 1995 360 THF25130 16 2112 12'1, 2'/2 18 10d Common 2 10dxl'/2 2090 2280 2280 2090 2280 2280 360 THF26140 16 21/2 13'1,8 2'/2 18 10d Common 2 10dxl'/2 2090 2400 2610 2090 2400 2610 360 THF25160 16 21/2 15% 21/2 22 10d Common 2 10dxl'/2 2550 2935 3035 2550 2935 3035 360 THF25925-2 16 5/e 83/,fi 2'/2 12 10d Common 6 10d Common 1390 1600 1740 1390 1600 1740 1115 THF25112-2 16 5'/e 107118 21/2 16 10d Common 6 10d Common 1855 2135 2320 1855 2135 2320 1115 THF25140-2 12 5'18 13'18 2'/2 20 10d Common 6 10d Common 2540 2920 3175 2540 2920 3175 1220 THF25160-2 12 5'18 15314 2'12 24 10d Common 6 10d Common 3050 3505 3810 3050 3505 3810 1220 THF26925 18 26/8 9'1,8 2'12 12 10d Common 2 10dx1'/2 1370 1575 1710 1370 1575 1710 175 THF26112 18 28/8 11'/,8 2'l2 14 10d Common 2 10dxl'/2 1595 1835 1995 1595 1835 1995 360 THF26140 16 2618 13318 2112 18 10d Common 2 10dxl'12 2090 2400 2610 2090 2400 2610 360 THF26160 16 2618 15/16 21/2 22 10d Common 2 10dxl'12 25W 2935 3035 25W 2935 3035 360 THF35925 18 31/2 8618 2'/2 12 10d Common 2 10dxl'12 1370 1575 1710 1370 1575 1710 245 THF35112 18 31/2 106/8 2'/2 16 10d Common 2 10dxl'/2 1825 2100 2280 1825 2100 2280 245 THF35140 16 3'/2 1218/,8 2'12 20 10d Common 2 10dx11/2 2320 2670 2900 2320 2670 2900 245 THF35157 16 31/2 15 21/2 22 10d Common 2 10dxl'12 2550 2935 3190 2550 2935 3190 245 THF35166 16 31/2 168/16 21/2 24 10d Common 8 10dxl'/2 2785 3200 3480 2785 3200 3480 1295 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N, 1 psi=6.895 kPa. 'Allowable loads have been adjusted for load duration factors,Co,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installations requirements. 2See Section 3.11.3 for required fastener dimensions and mechanical properties. AAllowable loads shown are for installations in wood members complying with Section 3.11.2.Wood members must also have a minimum reference compression perpendicular to grain design value,F�-gyp,of either 460 psi(3.17 MPa),or 625 psi(4.31 MPa),as specified in the table above. 4For minimum nailing configuration,all round nail holes must be filled with nails.For maximum nailing configuration,all round and diamond holes must be filled with nails. ,z s •r r �1� ' rte MMi%'%,: / i r i y l 1 THE Typical THE 4601e -Joist FIGURE 10—THF FACE MOUNT HANGER ESR4445 Most Widely Accepted and Trusted Page 15 of 15 TABLE 11—STEEL TYPE,STRENGTH AND CORROSION RESISTANCE Product Steel Coating CLPBF Butterfly Hanger ASTM A653,SS designation,Grade 33 G90' HD Face Mount Hanger ASTM A653,SS designation,Grade 33 G90' HUS Slant Nail Joist Hanger ASTM A653,SS designation,Grade 33 G90',G185' JL Standard Joist Hanger ASTM A653,SS designation,Grade 33 G90' JN Power Nail Hanger ASTM A653,SS designation,Grade 33 G90' JNE Power Nail Hanger ASTM A653,SS designation,Grade 33 G90' JUS Slant Nail Joist Hanger ASTM A653,SS designation,Grade 33 G901,G185' SUH Joist Hanger ASTM A653,SS designation,Grade 33 G90' THD Face Mount Hanger ASTM A653,SS designation,Grade 33 G90 ,G185' THDH Face Mount Hanger ASTM A653,SS designation,Grade 33 G90',G185' THE Face Mount Hanger ASTM A653,SS designation,Grade 33 G90' 'Corrosion protection is a zinc coating in accordance with ASTM A653. TABLE 12—CROSS-REFERENCE OF PRODUCT NAMES WITH APPLICABLE REPORT SECTIONS,TABLES AND FIGURES PRODUCT NAME SECTION TABLE NO. FIGURE NO. CLPBF Butterfly Hanger 3.1 1 1 HD Face Mount Hanger 3.2 2 2 HUS Slant Nail Joist Hanger 3.3 3 3 JL Standard Joist Hangers 3.4 4 4 JN Power Nail Hanger 3.5 5 5 JNE Power Nail Hanger 3.5 5 5 JUS Slant Nail Joist Hanger 3.6 6 6 SUH Joist Hanger 3.7 7 7 THD Face Mount Hanger 3.8 8 8 THDH Face Mount Hanger 3.9 9 9 THE Face Mount Hanger 3.10 10 10 Miami h �1�ores Village AFR 2?a13 ding Department � 1 5 end Avenue,Miami Shores,Florida 33138 m000®��®®.moomamo©�� F, �: �OS)795.2204 Fax:(305)756.8972 N'S PHONE NUMBER:(305)762.4949 FBC 20 BUILDING Permit No. PERMIT APPLICATION Master Permit No. Permit Type: BUILDING ROOFING JOB ADDRESS: t C3 ®-1 1 -1 C 1 C) '-° C. (— City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO x Flood Zone: i OWNER:Name(Fee Simple Titleholder): X 27) at Phone#s Address: �® City: State: Tenant/Lessee Name: Phone#: Email: s° CONTRACTOR:Company N e: Phone#: -9 Address: �� City: anil ��� State: Zip: Qualifier Name: /.S'Z `�� Phone#: State Certification or Registration#: Certificate of Competency#: Contact Phone#: 41, Z- Z _Emai1 Address: DESIGNER:Architect/Engineer: Phone#: Value of Work for ftAPa9q*:b$-=W Square/Linear Footage of Work: 4� Type of Work: Os_sAes&h �"s. '2''sR O/A' lggSraS tion � dNerW t S O Pmo lition rl % a. D Description of Work: � Color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ Bonding Company's Name(if applicable) Bonding Company's Address City State zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING,SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged t� Signature Signature r Agent Contractor The foregoing i trument was acknowledg efore m;this�3 The fore oing' ment was acknowl g before me this day of �� ,20 -,by X. ®41 f,f day of ,20�,,by rc IS , who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: ROGELIO LUCAS Sign: M1f COIYIMISSION#DQ 14 Sign: WGEUO L AS 14 Print Bonasd TMo Maur Print Bonded Thru N My Commission Expires: My Commission Expires: APPROVED BY e ��� Plans Examiner Zoning S tructural Review Clerk (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) Engineering Cover Sheet Job# 12020101A Date: 11/26/2012 This cover sheet is provided as per Florida Statute 61 G15-31.003 in lieu of signing and sealing each individual sheet. An Index sheet of the truss designs is attached which is numbered and with the indentification and date of each drawing. I Engineer of Truss Design Package JOHN A. IL TER P.E. `,����ttiuuuNli��i FL Reg. Eng. No. 36205 ���%%�{� Z/f. 94337 Commerce Way. I•• taSF'•.t�iy • Miami Lakes, FL 33096 * ; •� VOL Customer Name: RCI DESIGN&CONST. ��•. ,, (� `i ••0:SIN •• Project Name: RODIER RESIDENCE ��ir •1t...•o \\ r��h►Illltitl����� 1009 N.E.104th ST. 0,2.,1-29 Project Address: MIAMI SHORES °' ° FL Building Authority: CITY OF MIAMI SHORES Design Load: 55 P.S.FJ 170MPH Building Code: FBC 2010-HVHZ RES/ASCE 7-10 Software Used: Alpine View 10.03.08.1118 Project Engineer of Record. Page 1 of 3 Engineering Cover Sheet JOb# 12020101A Date: 11/26/2012 Page Truss ID Proms Data I 1 F4 2 F2 3 FG2 4 FO2A 5 F3 B F3A ► 7 FG3 8 FT1 9 FT2 i 10 FT2A 11 FT3 qn 12 FTG3 n 13 FT4 14 FT5 15 FTGIJ 16 FTO1H 17 FTG28 16 FTGIB 19 FT01A 20 FTGI 21 FTO1C 1, Cliii; 22 FTGIG Page 2 of 3 Engineering Cover Sheet Job# 12020101A Date: 11/26/2012 Page Truss ID Profile Date 23 FTG1E 24 FTG1F 25 FTG2A 26 FTG2 27 FTG1D w i 1 Page 3 of 3 12020101A ROOTER RESIDENCE P1y:1 NON:548810/T5/SY42 F4 Oh:6 FROM: DRW. Wbt 77.71bs / 1//28112 7 'T--- &M----•� t i* 1'11"8---+ �--71•S—� 111.5X4 A B 5 H�3 0 B 0&X4 223x6 4, H i T BI , sa 10 ` a 3X6 2!14 N K J 1 r � 173' UsP 'iHDt1b Lo-ding Crueler a" Wlnd Crit"M Snow Crlterla ftPI IR PSFI DOWN CMeda ♦Maxbnum ReaWans(lbs) TCLL: 4000 MW SW NA P0:NA Ct NA CAT:NA PP OWledlan iR too Udell L/0 Loo R /U /Rw /Rh /RL /W TCDL: 20.00 PF.NA Ce:NA VERT(LLk 0.053 L 888 380 A T85 /- /. BCLL: 0.00 Lu:NA Cs:NA /• /• 1&0 1BCDL* 5.00 VERTU 0.138 L 898 240 1 805 /- Des Lit 8500 EXP.NA Ste►DuratkrC NA HORZ(LLk-0 013 M - Bearing A Is s rigid surface. NCBCLL•1000 Mean Hecht NA A Code/M!"Crhtria HORZ(TL�-0.031 M . Sdfft 2.00 TCDL:NA pq WS Cre"T Faeroe 1.5 Mardmum Top Chord Forces Pe►Ply(Ibs) Code FBC 201 Rt3s TC C8b 0553 Chords Tern. Load Spacing: 1.00 BCOL•NA pal TPI Std:2007 Max BC CSL• 0.449 — Chords Tara. Coma Spsdr�24.0" MINERS Parobal Dist NA Rep Factors Used:Yes Max Web CSI:0288 A-B 0 0 E-F 0 -1198 C&C Diet a:NA R FT/RT:5.0%(o o%)r5(0) B-C 0 •951 F-0 p .a kNd� Tpps(sx VIEWVer.10.03.11.0209.19 p-0 o -9918 G." 0 W4 Lnmber ,2x8 eordinuous 80 shoed 4x2�42 STRSFUBR0211 for ands bdefs0 Chords Bat Chord Forces Pa Pty pbe) Webs 4x2 SP d2 roeomnwWado m Chords Twmcomp Chords Taa. Comp. Tnas must be bufa w as shown with chard N-M 0 -1 K.J 1107 0 / �P up. L 1187 0 J-1 0 .2 L-K 1198 0 Maxbeum Web Forces Par Ply(Ors) VYebs Tan.Comp VYetn Tans. Comp. N-B 34 0 F-J 0 •517 S-M 1153 0 O-J 0 -351 0-M 0 -418 J-H 1073 p M-E 0 -448 I-H 0 -18 E-L 93 -54 H-1 0 .M K-F 93 -50 John A.Ilter LIQ 3620S 14337 Commerce Way Mlaml Lakes,R 33016 "WARNING" READ ANO FOLLOW ALL NOTES ON TH13 ORAWfNOI '"OMPOATANT" h TI{Ig`DRAyH•N T�� TRACTORS WCLUDINO THE INSTALLERS rusaes a TPI �'d�ii�{d� rge�0 � � � d s. � ft- IF a 9s 160M Dual a aabove and err Oa De unroas °� 3• jr ARTINEZ TRUSS NC. e Refer to 9290 KW.soma RWW Co..or. e f devlar n from ",,dr wire V klure to bum p�f�uas Orman M��r.FL 33188 1w�dI bs sea ptaneai o es t� �° °nd�u � rYPerA a%� ! B tln wln ce dal ee9 8281 mraw�R9 roe anI►sMUetun the res °° tni ns ° e / se ® i sho�a,0 eovstl� s and uss o1 tht�- or eds e�ss eMM Warri Florida w�v 1 www.kpeie. 12020101A Ply:1 SEQN:548911/T11 I SY42 RODIER RESIDENCE Qty:14 FROM: DRW. F2 Wgt 117.6lbs ,.. / 11128/12 .85"8 2' 8'5"8 (TYP) 105X6 -313'5X4 EE GG� tt 161X4 K� MI.5X4 3 Igfi6 AB C 3(4 611X4 3X3 3X3 VV=3A 3X4 L M NO T T � N 1 611X4 EM41M VV=3X4 3X6 611X4 UI1X4 -3X6 -4X12 M YX4 X W V U T S R Q P " II 18'11" I Loading Criteria a" Wind-Witeria Snow Criteria ftPtin PSF) DefUCSI Criteria ♦Maximum Reactions Ube) TCLL, 40.00 Wfnd Std: NA Pg:NA Ct NA, CAT:NA PP Deflection in loo Udefl L/D Loc R i U /Rw /Rh /RL 1W TCDL* 20.00 Speed:NA mph Pf:NA Ce:NA VERT(LLr 0.154 S 999 360 A 1227 /- /- /- /- /3.0 BCLL 0.00 Enclosure.NA Lu:NA Cs:NA VERT(TL): 0.354 S 633 240 N 1227 /- /- /- /- 13.0 BCDL• 5.00 Category:NA Snow Duration:NA HORZ(LL):-0.035 N - - Bearings A&N are a rigid surface. Des Ld: 65.00 EXP:NA HORZ(TL):-0.078 W - NCBCLL•10.00 Mean Height NA ft Code/Misc Criteria Creep Factor 1.5 Maximum Top Chord Forces Per Ply(lbs) Soffit 2,00 TCDL•NA pat Bldg Code: FBC 2010-HVK RMS TC CSI: 0.673 Chords Tens.Comp. Chords Tens. Comp. Load Duration:1.00 BCDL•NA pat TPI Std: 2007 Max SC CSI: 0.918 A-B 0 0 H-1 0 -2708 Spacing 24.0" MVVFRS Parallel Dist NA Rep Factors Used:Yes Max Web CSI: 0.416 B-C 0-1352 I-J 0 -2708 C&C Dist a:NA ft FTIRT:5.0%(0.0%Y5(0) C-D 0-1298 J-K 0 -2708 1:NA GCpi:NA Piate Type(s): VIEW Ver.10.03.11.0209.19 D-E 0-1352 K-L 0 -1352 Wind Duration:NA WAVE I E-F 0-2707 L-M 0 -1298 Lumber +24 continuous strongback.See detafl F-G 0-2707 M-N 0 -1352 Top chord 4x2 SP 02 STRBRIBRO211 for bracing and bridging G-H 0-29M N-0 0 0 r Bat chord 4x2 SP#2 recommendations. Webs 02 SP#2 Maximum Bot Chord Forces Per Ply pbs) Deflection estimate assumes span rate action with Chords Tens.Comp. Chords Tens. Comp. Max JT VERT DEFL LL 0.15"DL 0.22" single layer of the appropriate span rated glue-na9ed recommended camber 1/4" wood sheathing. X-W 0 0 T-S 2996 0 -R 2996 w V 21 27 0 s a Truss must be installed as shown with to chord P up. V-U 2127 0 R-Q 2127 0 U-T 2898 0 Q-P 0 0 Maximum Web Forces Per Ply Ube) Webs .Tens.Comp. Webs Tens. Comp. P X B 17 0 S H 147 114 B-W 1801 0 H-R 0 -644 D-W 0 -422 J-R 0 -303 W-E 0-1067 R-K am 0 E-U 8m 0 K-Q 0 -1067 F-U 0 -303 L-Q 0 -422 U-G 0 -644 Q-N 1801 0 G-T 147 -114 N-P 17 0 014337CommerceWay I' L1036-220-5 "WARNING- READ AND FOLLOW ALL NOTE S ON THIS DRAWINGI "hMPORTANT" FUR NISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses uire�e�ne in catln ,he sh Install nd bracing. Refer to-,,Fu ow the latest eZn of CSI Suildin Cc YR nent Safe l orma�on b TPI n� Aj�or s� raGice r onto performing these tons InstaOers shad de tempos g bre r BCS UN n o erwse,top�ofd s auahire pro r�y alts s aural sheath botto ord aV ha a pro pen �� h as qu rr�l 0 att id htg. �a$oris sown for ertnan t la res"nt of webs shad ha bran ins aVed SCSI ona 3,17 r�10, MARTINEZ TRUSS CO..INC. dd g i2eterto a iea e. q� � to oh face otatruss an� Von as shown above and onte JoiniDetaVs nt ess no otherwise PIy P 8290 N.W.Soufh River Or. drawings 180PrZ'for stan�ard plate positions. toed IeY.Pl.33166 ITW BUV in om ants G In shay of be responsible f an deviation from is d wing, faVure io build.the truss in nformance 13os)863.6261 th aartrtYY Gcoo d ciC �n rou C. n II irr o s al n � drewfn oreover a 8tistin thisdrewin wrf ANSI/TPI 1 orior ha dlin shi n insta anon and�acU► true s A se o th s , ��h III, intrdi tee acceptance of ppro�essfdna!'engt����ing re ns�bility so�e(y forth6 de$t n shoovm. The suitanility and use of this tlrevr�ng for any structure is the rasponsibilltyr of the Building Designer pet ANSI/TPI'iSec.2. NVami Florida For mwe inrarrne8on sea 8da obh enerel rrotea a and 8�ase web s8ea ITiNBCti:vrew.i TP@ www L VdrCA wwv+ eonr Itx:arouw ixsete ODIE01A R Ply:3 SEQN:548932lT2i/FLAT OOIER RESIDENCE F02 Qty:i FROM DRW. Wgt 133.0 pu ! 11/28/12 Z8'3 5-0"8 9'8" 14'3"8 18'11° 2'8"3 2'6"5 478 V 478 478 II�1�5X4 T 831'12(6] 9b5X4 81X4 93OX5 8364]18] 633X211 1 will LU R Q"V� 'M 2'8"5 23 X10[9] 478 80(4(14] 478 85]19] 478 MUM � AM 5'0"8 9'8" 14*78 18'11' Loading Criteria(Psri Wind Criteria Snag Criteria(P4,Pf In PSF) DeIVCSI Critarla ♦Maximum Reactlone(mss) TCLL: 40.00 WInd Std NA Pg:NA Ct NA CAT.NA PP Deflection In be Llde6 LA) Loo R !U /Rw /Rh i RL 1W TCOL: 20.00 Speed:NA mph Pf:NA Cc NA VERT(LLx 0.117 E 999 380 BCLL: 0.00 Encloam NA Lu:NA Ca:NA VERT R 5837 !- /- !0 /- /- BCOL. 5.00 �t 0.027E 980 240 J 2189 /- !- /0 !- /- Category:NA Snow Duratipr.NA HORZ(LL� 0.029 A - On Ld 65.00 EXP.NA HORZ(T4 0.057 A - - Atsxbm=Top Chord Forces Per Pty(Bs) NCBCLL:10.00 Main Height NA R Code/Mbe Criterts Creep Factor u Chords Tens.CMp. Chords Tens, Camp. Soft 2.i0 TCDL:NA psf Bldg Code FBC 20104im IIIIID TC CSt 0.251 Lead Duratbn:1.o0 BCDL•NA psf TPi Std:2007 Max BC CSI: 0.822 A-B 0 0 E-F 0 .3028 Spacing:24.0` MVWRS Parallel Dist NA Rep Factors Used;Yes Max Web CSI: 0.450 B-C 0 -10 F-0 0 -3028 CSC Dist a NA it FT/RT:10.096(0.096)j5(0) C-D 0-3778 G-H 0 -1762 I-NA GCpt NA Plate Typ*t VIEW Ver,10.03.11.0209.19 D-E 0-3716 H-1 0 0 WMd Owed=NA WAVE Lumber Maximum Bat Chord Forces Per Ply Pb.) Top chard 2x8 SP d2 Nail Schedule ' Chords Ten*Camp. Chords Ter*. Camp. Bot chord 2x8 SP 01:82 2x8 SP i2: TOP Chord 2 Row*®2.00"ac.(Each Row) VVebs 2x4 SP 02•W5,VW i 2x8 SP SZ Bat Chord:2 Rows 0 2.00'0-c.(Each Raw) R-Q 0 0 N-M 3110 0 Webs •1 Row ® 4"o c. Q-P 26M 0 M-L 1875 0 Special loads Roped naft as each hWw h applied Use equal P-0 1801 0 L-K 32 0 --{lumber Dur.Facw1.00/Phde Dur.Fac,•1.00) to SPaft rave and�9or rail*in each�r O-N 3110 0 K-J 0 0 TC-From 60 Of at 0.00 to 60 pit at 4.29 TC-From 120 pff at 4.29 to 120 pN at 12.00 Truss Hurst be i iaded as shaven with top chord up. Maximum Web Forces Per Ply pt,)TC-Fran 120 pN at 12.00 to 120 pN at 18.92 Webs TwMComp. Weta Tens. Carp BC-Fran 5 Of at 0.00 to 5 pN at 4.29 JT Plate Lateral Chad JT Plate Lateral Chord B.Q 0 -67 E-M 0 -439 BC-Fran 10 Of at 4.29 to i o pN at 6.92 No Size Shfft Bite No Size Shit Bite BC-From 10 pN at 6.92 to 10 pN at 18.92 I 4) W3X6 4,75 R 1.50 8] W3X12 5,50 l 125 O-C 0-3087 M-O 1224 0 BC-1211 b Cone Load at i.i5,3.15 7] VAM S 3.25 19] W4X10 S 1.75 C-P 910 0 0-L 0 -809 BCr 3223 b Cora:Load st 428 ( 4 W3X4 2.50 R 125 [18] WJX4 1.50 R 125 C-0 1377 0 L-H 1834 0 The TC of this truss shag be braced wM attached (19] VV3X6 1.75 L 1.25 (21] WJX6 2.75 R 1.25 0-0 0 -100 H-K 0 .706 spars at 24.00 in 5eu of shuchuM cheek ft O-E 704 -145 John A.liter uC:36205 14337 Commerce Way Miami lakes,FL 33016 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWNG1 rusam" Ulm TANT" FURNISH THIS DRAWING TO All CONTRACTORS INCLUDING THE INSTALLERS � s b or Ref to and ��a M��stst n of ,Sl fe or tdn nenatt�halve � IR e attsa 9* �s and col Way and p as aral ar 0s Date r(nieas- W3. NEZ TRUSS CO..trio. ITw Fr, y� 9=0 N.W.80uM Rlvw Dr. r�I Inatallett�o►�eun� devfadon y d m Med .r1.3ataa I Naeh� ineottho�u*t do truss A a�l a�a thnqp�i4 °w�mg oilY�f�OOVwngdh d� tBlieatlZS� an�ibuet un��ha 9 9ne► �IRP�dS sewn. ifs su an use s Fm bd sn ada erdes eM www VAM 1w. A. Miarrd Florida wrw.ioaafe 12020101A Ply:I I SEAN:548957/T131 SY42 RODIER RESIDENCE Qty:2 FROM: DRW. F3 Wgt 118.9166 / 11/28/12 r6" 2' i 91 " ---2'3"5---{I—2'3"5--}—2'3"5--I F--2'1°2--I (TYP) IH 1.5X4 1X4 a6X6 -3X3_ E � AB C M3X H 3X4 G 3X3 11111X4 -iX4 11 4 33 5X6 � T N 1 =4X10 4 45 - a4X8 12X4 V U T S X5 Q p O N M $ 3X6 18'6" Loading Criteria(pa8 Wind Criteria Snow Criteria(Pg,Pt in Psn Defl/CSI Criteria ♦Maximum Reactions(Ibs) TCLL• 40.00 Wind Std: NA Pg:NA Ct NA CAT.NA PP Detiection In loc Uden LID Loc R /U /Rw /Rh /RL /W TCDL 20.00 Speed:NA mph P16 NA Cc NA VERT(LL� 0.1550 999 360 A 1104 /- /- /- /- 13.0 BCLL: 0.00 Endosurr.NA Lix NA Cs:NA VERT(T4 0.357 0 808 240 M 1211 /- /- /- /- /- BCDL• 5.00 Category:NA Snow Duration:NA HORZ(LL}-0.034 L - - Bearing A Is a rigid surface. Des Ld. 85.00 EXP:NA HORZ(TL}-0.065 L - - NCSCLL 10.00 Mean Height NA it Code/Mise Criteria Creep Factor:1.5 Maximum Top Chord Forces Per Ply(Ibs) Sofflt 2,00 TCDL NA psi Bldg Code: FBC 201 M3 TC CSt 0.679 Chords Tena.Comp. Chords Tens. Comp. Load Duration:1.00 BCDL NA psf TPI Std: 2007 Max SC CSI: 0.799 A-8 0 0 G-H 0 -2894 Spacing:24.0" MWFRS Parallel Dist NA Rep Factors Used:Yes Max Web CSI: 0.428 B-C 0-1485 H-1 0 -2839 C&C Dist a NA it FTJRT 5.0%(0.096y5(0) C-0 0-1439 I-J 0 -2839 1:NA GCpt NA Plate Type(s): VIEW Ver.10.03.11.0209.19 D-E 0-1485 J-K 0 -1226 Wind Duration:NA" WAVE E-F 0-28M K-L 0 -1228 Lumber +2x8 continuous strongbodL See datag F-0 0-2883 Top chord 4x2 SP 92 STRBRIBRO211 for bracing and bridging Bot chord 4x2 SP#2 recommendations. Maximum Sot Chord Forces Par Ply Mips) Webs 02 SP#2 Chords Tens.Comp. Chords Tens. Comp. + Max JT VERT DEFL LL 0.18"DL 0.22" Truss must be iffeWed as shown with top chord up. recommended camber 114" V-U 0 0 Q-P 2894 0 U-T 0 -1 P-O 2894 0 T-S 2315 0 O-N 2075 0 S-R 2315 0 N-M 0 -2 R-0 2894 0 Maximum Web Forces Per Ply(on) Webs Tens.Comp. Webs Tans. Comp. U-8 30 0 1-0 0 -327 8-T 1854 0 O-J 747 0 D-T 0 -448 J-N 0 -1124 T-E 0-1063 K-N 0 -293 E-R 834 0 N-L 1828 0 R-G 0 -327 M-L 0 -18 0-H 167 -130 L-M 0 -1188 H-O 11 -619 John A.Ilter UG 36205 14337 Commerce Way Miami Lakes,FL 33016 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI -IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS mire ty,l fe ��9 ng,installing d brad g. e< to and f ow the ltd N of SI(Building Nsaea afe cram=i PI a#nn311Vf A)A) o i at practice pr of to rfnirtnin gsa rue a MataUers aU de tampore gCSf.U n ado erwtae,top cho�sha�l have pro er�Y attache ctu ahI lu nd both ���d hav a pro r7y attar I r r id ceNn . oca a own for permanent Iat�ral restra Int of webs shall have bracing inVEd pa►B�GSI se ons g3,�7 or�10, MARTINEZ TRUSS CO..INC. as Ra WI' e. y etaess to as face of truas antl posi8on as shown above and on the JoinIII) s u"mess noted otherwise. )iefar to 9260 N.W. pr n s 160M f ntlard plate poshionS. Medley,FL 33166 llg (305)863.6261 s y _� �a'"m for arty/structure is the►esponsibi�ity o the Buildrng Dea goer per ANSUTP�TSea2. Mland Florida - Far infonnatla�eee Gds 'a eraral notes and lheaa web silos•ITV1fBCf�w+rw. .can•TPI:wYVw o Vrl'CA:vrvier a ICC:wwwdccsere. 12020101A Ply:2 SEON:548915/T18/FLAT RODIER RESIDENCE ply 1 FROM: ORMF FG2A Wgt 101.5 1bs / ._ 11128H2 378 T3" 10'10"8 14'6" 3'7"8 37"8 3'7"8 317"8 im4X5 =4X5[1] to 6 4[5] M.X4 D MU4[14] imOcr16] T U F hl 1 L K 013X4 37"8 M05141 W X10 EBW H 103X4 Y7"8 37"8 M X5[15] 37"8 37"8 7'3" 10'10"8 14'6" U9P 'i�DHZ.10-� Loading Crfteria(P" wind Criteria Snow Criteria(Pg.Pr M PSF) DeNCSI Criteria ♦Northman Reactions(Ibe) TCLL• 40.00 VNnd Std: NA Pg:NA Ct NA CAT:NA PP Deflection in loc Well UD Lac R /U /Rw /Rh /RL /W TCDL: 20.00 (LL: 0.103 C 989 380 Speed:NA mph PC NA Ce:NA VERT L 3014 /- /- /. /. /_ BCLL: 0.00 Enclosure:NA Lu:NA Cs:NA VERT(TL� 0.199 C 873 240 BCDL• 5.00 Catego+Y NA Snow Duration:NA HO O 2958 I. /. R2p.L� 0.020 A - Des Ld. 85.00 EXP:NA HORAM 0.038 A Maximum Top Chord Forces Per Ply(UM) S� 2.0 Mean eight 14A R Code/Ngse Criteria Creep Factor 1.5 Chords TW&Comp. Chords Tens. Carp. PN Bldg Code: FBC 201 mgTC CSC 0.284 Load Duna ton:1.00 BCDL•NA psi TPI Std:2007 Max SC CSC 0.798 A-6 0-2888 D-E 0 .3940 Spacing:24.o" MWFRS ParaGat Dist NA Rep Factors Used No Max Web CSI: M720 B.C 0-3940 E-F 0 -2862 C&C Dist a:NA a FT/RT.10.o%(0.0°bb5(0) C-D 0-3940 C NA GCpt NA p TyPKsk VIEW Vm 10.0311.0208.18 VNnd Duration NA WAVE Mandmum cot Chord Koreas Per Ply pbs) Lumber Na0 SeJnedtde 0.128SfJ',min.Rails Chords TermCanp. Chords Tens. Comp. To od 2x8 Top Choy*1 Row 012.00"o c L-K 15 0 1-" 2974 0 � Sol chord 2x6 SP 02 Webs 2x4 SP tat Bat Chord.1 Row ®4.25"*A K-J 2987 0 H-G 14 0 Webs :1 Row ® 4"o c J-1 2974 0 Specie)toads Use attual spacing between rows and stagger nails In each row to av�l splitting. Maximum Web Forces Par Ply(Bhs) AM 0 �20�at X80 Truss must be insteOed as shown with top chord up. Webs Tef"Womp. Webs Tons C_^f*,,•0.00 to 10 PI at 14.50 at 2.15,4.15,8.15,8.15 JT Plate lateral Chord JT Plate Laterat Chord A-L 0-1391 J-E 1057 0 10.15,1215 No Size Shat Bite No Size Shift Site A-K 3118 0 E-H 0 •858 The TC of No truss SW be braced vft attached [I) W4X5 3.50 R 1.25 [4) W4X5 1.25 R 1.50 K-B 0 -049 H-F 3104 0 opens 24.00 In Seu of atrucNuat shwii ft [15 404X5 3.75 R 150 �181 404X5 1.50 R 125 C-J 1043 _184 F-O 0 -1384 John A.Ilter uc 36205 14337 Commerce Way Miami lakes,FL 33016 "WARNING"" READ AND FOLLOW ALL NOTES ON THIS DRAV4INGI rusm "WPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS o to sh a ndb� of to M,, ,, Ian �' ��,,m�t p v� v�a 1 � oi'Vasa send as wt hm aresand on 9ro ne S1 othee e�ltder to• RTINEZ TRUSS 0O.,INC. gig pott {or ry page amp e$80 N.W.soda River Dr. yryd��AP�I�S�il7PI 1, rd (ore pro e�ng �speoci� Vneasas( A esea nhe suita6ittm� g� �� drnM g fora any strucWre is the reaIxmnsle0ity a the Bufldi�97 g trey A �see.z. Dover anin use of ttiia' F sort y web Pe CG WAWJCC$8hL0M Mtand Florida 12020101A Ply 1 SEAN:5489131 T121 SY42 RODIER RESIDENCE Qty:7 FROM: DRW. F3A I Wgt 99A lbs / 11/28/12 rs" 2' r6" p ----23"5 (TYP) 1 1.5X4 -3X3 185X6 =3X E GV11�3X4 161.5X4 M5X6 AB C C -3X4 181X4 1111X4 -64 J K L M lV T 8 811X4 -4X W=3X4 E33X4 -4X8 611X4 T S R 0 P O N E33X4 1r — Loading Criteria anq Wind Criteria Snow Criteria(Pg.PI in PSF) DefUC31 Criteria ♦Maximum Reactions(lbs) TOLL 40.00 Wind Std: NA Pg:NA Ct NA CAT:NA PP Deflection In too Udefl UD Loc R /U /Rw /Rh /RL 1W TCDL 20.00 Speed:NA mph Ft NA Cc NA VERT(LL) 0.120 F 999 360 A 1102 1- /_ 1- 1- 13.0 BCLL 0.00 Enclosure:NA Lox NA Cs:NA VERT(TL): 0.319 F 630 240 L 1102 1- /- !- /- 13.0 BCDL• 5.00 Category:NA Snow Duration:NA HORZ(LLr-0.028 L - - Bearings A&L are a rigid surface. Des Ld: 65.00 EXP:NA HORZ(TL):-0.072 S - - NCBCLL 10.00 Mean Height:NA ft Code/Misc Criteria Creep Factor:1.5 Maximum Top Chord Forces Per Ply(Ibs) Soffit: 2.00 TCDL•NA psf Bldg Code: FBC 2010-HVH NMTC CSI: 0.633 Chords Tens.Comp. Chords Tens. Comp, Load Duration:1.00 BCDL•NA pat TPI Std: 2007 Max SC CSI: 0.724 A-B 0 0 G-H 0 -2412 Spacing:24.01 MWFRS Parallel Dist NA Rep Factors Used:Yes Max Web CSI: 0.392 B_C 0-1360 H-1 0 -2412 C&C Dis)a NA it FT/RT:5.00A(MODAy5(0) C-D 0-1316 1-J 0 -1360 is NA GCpt NA Plate Type(# VIEW Vw..10.03.11.0209.19 D-E 0-1380 J-K 0 -1316 Wind Duraflar NA WAVE I E-F 0-2412 K-L 0 -1380 Lumber +2x6 continuous strongbacIL See detail F-G 0-2421 L-M 0 0 Top chord 4x2 SP#2 STRBRIBRO211 for bracing and bridging Bat chord 4x2 SP#2 recommendations. Maximum Bot Chord Forces Per Ply abs) Webs 4x2 SP#2 Chords Tens.Comp. Chords Tens. Comp. Deflection estimate assumes composite action with Truss must be Installed as shown with top chord up. single layer of the appropriate span rated glue-palled T-8 0 0 Q-P 2421 0 wood sheathing. S-R 2039 0 P-0 2039 0 R-O 2039 0 O-N 0 0 Maximum Web.Forces Per Ply(ibs) Webs Tens.Comp. Webs Tens. Comp. T-B 19 0 G-P 0 -309 B-S 1698 0 P-1 646 0 D-S 0 -432 1-0 0 -871 S-E 0 -871 J-O 0 -432 E-O me 0 O-L 1698 0 O-F 0 -309 L-N 19 0 J3comrnerce 1433Mia "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require e ��ne ca[e in fatin h sh 1 tnstafling bracing. Ref r to f Ilow the latest edW n of BCSI(BuBding Co nen[Safety Inforrna0on, TPI 9S�Y��A or s>t3 1 liotteM rior to performing�iese nctions. Installers shad provide temparar+y bran per gCS.U nod o e,top id shall have props �rpatt1.1 s aural sheathing nd bottom chord hall have a pro ps attach d n id ce�in . ocatlons s or ermane t EVE restraint W webs shall have bra n Insta�ed r BCSI secf�ons g3,87 or 810, MARTINEZ TRUSS CO.,INC. as a a. tp�y atdest peach of truss ar�position as shown above and on the J n�Detaus, ur�i as noted otherwise. Refer to 9280 N.W.south River or. Medley,FL 33166 t ITW BuOddi�t4Com tleras G[ou In shall of be res ngble fora yy deviation from phis dgWng,eny failure to build the truss in conformance (30s088382e1 with ANSIITPI 1,Ofor hat►dlin sh ping,�nstalla0on�and bradng o�truss�s. A seal on this drawing or cover page psting this drawing, indicates acceptance or ppro ess`onar engineering re ns bi itv so sly for th de$i n shown. The suitability and use of this drawing for any structure is the responsibility of the BuPd�ng Designer per AN3�/TPI TSec.Z Ngand Florida For more InromiaUmi see this s erel natoa a ertd Ihese web sites:ITWBCGk www .co TPI:www.l WrCA:wvw s .wm ICC:wa+nrieesate. i DIE R Ply:2 SEON:8488241 T7/FLAT ROOOTER RESIDENCE 0ty:1 FROM: Ft33 DRW Wat 130.21bs / ._ 11/28h2 3'0'14 6'1`11 9'2.8 1737 15'4"11 18� 3'0°14 30"14 30"14 3'0'14 71"5 3'1'5 3X E34X5 AB a(2l � 4I9I � X4F Ml 5X4 im4X10(201 ®1 4 T H ' ED n 1 l?.5X4 3V14 IMA 6i61 31114 $3pp 181 380218 4 0441101 301 OSJMSXf M 5 X4 30"14 31'S�4XL 5 i(425] 1737 194"11 VSP -rHDMzb-Z Loading C o oo Uer) Wind Criteria Snow Crlterla ftPt in P8F) D*=IjI Criteria ♦Maximum Rescue"(ON) TOLL 40.00 V1Md Std: NA Pg:NA Ct NA CAT.NA PP Deflection in be L/deb LID Lee R /U /Rw filth /RL /W TCDL: 20.00 Speed:NA nrph PE NA Ce:NA VERT(LLk 0.157 E 889 380 SCLL: 0.00 Endoaurw NA La NA Ca:NA VERT(TLk 0.304 E 723 240 T 2198 /- /- /p /- /. SCOL: 8•o0 Category:NA Snag Duration.NA HORZ(LLk 0.029 A K 3223 /- /- 10 Des Ld: 85.00 EXP:NA HORATLk 0-M A - NCBCLL•moo Mean Ne%ht NA It Code/Mso Cededs Creep Factor 1.5 - Ms�m Top Chord Forces Pa ply(U,) Sofro: 2.00 TCDL:NA par Bldg Code: FSC 201MW nn TC CSL• 0.431 Chards TermComp. Chords Ten& Cane, Load Duration:l.00 SCDL:NA par TPI Sit 2007 Max BC CSI: 0.988 A-B 0 0 F-O 0 -5278 Spadnr.24.0• MVJFRS Parallel Dist NA Rep Factors Used Yes Max VYbb CSI: 0.808 B-C 0-1780 O-H 0 -5278 C&C Dist a:NA R FT/RT:10.ovA(0.c%)m(0) C-D 0-3358 H-1 0 -10 I-NA t1Cpk NA Piste Type(ek VIEW Ver;10.03.11.0209.19 D-E 0-4551 I-J 0 0 VWnd Duradw NA WAVE,NS E-F 0-5271 Lumber Hall Schedule: Maximum Bot Chord Fare"Per Top chord rd 2x8 SP 412 TOP Chad:2 Row*®2.00'&o.(Each Raw) Chords Ten& dam) Sol chord 2x8 8P 02 Sol Chord:2 Rows®2.o0"o a(Each Row) _nP. Chords Tens. Cane Vlfa6s 2x4 SP X12 We 2x8 SP fix Webs •1 Ran ®4"ao. T-S 0 0 O-N 4858 0 Special bade U8e eq°+d sparing between rows and stagger nabs S-R 7 0 N..M ---plumber Dur.Fsas1.00/Plate Dur.Faeu1.00) in each row to avoid spmig. R-0 1873 0 M-L � o TC-From 120 pa at 0.00 to 120 p8 at 10.00 Truss must be Insfabed as sham with top Chad ap. O-P 35M 0 L-K 0 0 TO-Frorn 120 plf at 10.00 to 120 pff et 18.50 P-0 4858 0 SC-Fran 10 pE at 0.00 to 10 pU at 1150 JT Plate Lsterel Chord JT Plate Lateral Chord BC-From 10 plf at 11.50 to 10 plf at 18.50 No Size Shift Bite No Size Shift Bite Maximum Web Forces Per Ply([be) BC-3014 Conn Load at 12 38 2 VOX6 2.25 L 1.25 (8] W3X8 2.25 R 1.25 Webs Tens. VnX5 2.00 L 1.25 (8] AM 2.00 R 1.25 C� �° Tens. Cane The TC or this trues that be braced ahs attached 9 VM4 2.25 R 1.25 101 V=4 1.75 R 1.25 0-8 0-1088 E-N 700 -113 spans at 24.00 br Bell of structural aheafhing, 1191 VV8Xl0 3.00 R 2.50 [2o] W4X10 S 1.25 B-R 2028 0 G.N 0 .73 (25] W4X5 1.78 R 1.75 R-C 0 -884 N-H 2828 0 C-0 1584 0 H.M 81 0 O-D 0 -787 H-L 0 -3270 D-P 12112 0 I-L 0 •102 P-E 0 •W4 John A.Titer 1.10 36205 14337 Commerce Way Miami lakes,FL 33016 "WARN04Q" READ AND FOLLOW ALL NOTES ON THIS ORAVy1NO1 nrssM "IMPORTANT- FURNISH THIS ORAVI O TO ALL CONTRACT TORS INCLUDING THE INSTALLERS � d� bra ow�n. T Ch o avq Ins4mmAeord�d,9H, a 1 P pwitions truss w a and err tna � BCS► o e]V* 7R�erto' MART4NEZ TRUSS CO.,IN Bu��p � szso N.rr.earn,166 w 1 won a mugner from d .a r 9 uro to bubd 1h:�kyse in � �� awe tanw e e A o��over t1a9 th t�rawing etruotun WIT:►eaPw thi pq s The su ity and use or M!M O01A �r axa rnMw Misid Florida 12020101A Ply:1 SEQN:548534/T1/MONO RODIER RESIDENCE Qty:14 FROM: DRW. FT1 W9t:99.41bs / .» 11/28/12 0 025 4'5"12 1078 + 16'3"12 + 207 45"12 59"12 6'0"4 43"4 A B @1.5X4 ia C p II' -�- °-3X4 E=3X5 Fs3X6 16 G H u� -- io 1. _ O N 4 =3X L =3 X4 =5X6i�0 7'0"13 67"13 6'7"13 6'10"5 7'0"13 13'8"11 207" i Loading Criteria (psg Wind Criteria Snow Criteria ftPf in PSF) DeIVCSI Criteria ♦Maximum Reactions(Ibs) TCLL: 30.00 Wind Std: ASCE 7-10 Pg:NA Ct:NA CAT.NA PP Deflection in for Udefl UD Loc R /U /Rw /Rh /RL 1W TCDL: 15.00 Speed:175 mph Pf:NA Ce:NA VERT(L4 0.223 D 999 360 O 1132 /691 1533 /- 132 /- BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(TLr 0.501 D 488 240 1 1132 /680 1534 /- /- /- BCDL• 10.00 Category:fl Snow Duration:NA HORZ(LL): 0.049 J - - Wind reactions based on C&C Des Ld: 55.00 EXP:C HORZ(TL): 0.110 J - - NCBCLL:10.00 Mean Height 15.00 ft Code/Misc Criteria Creep Factor.1.5 Maximum Top Chord Forces Per Ply(lbs) Soffit 2,00 TCDL:5.0 psf Bldg Code: FBC 2010-HWIZ WS TC CSI: 0.754 Chords Tens.Comp. Chords Tens. Comp. Load Duration:1.00 BCDL•5.0 pct TPI Std: 2007 Max SC CSI: 0.998 A-B 0 0 E-F 2072 -3483 Spadng:24.0• MWFRS Parallel Dist:0 to h/2 Rep Factors Used:Yes Max Web CSI: 0.876 B-C 10 -31 F-G 19 -37 C&C Dist a 3.00 it FT/RT:10.0%(0.0%vS(0) C-D 1934-3250 G-H 0 0 1:1.0 GCpt 0.18 Plate Type(sk VIEW Ver.10.03.11.0209.19 D-E 2073-3479 Wind Duration:1.33 WAVE Lumber Wind loads based on MWFRS with additional C&C Maximum Bat Chord Forces Per Ply pbs) Top chord 2x4 SP tit member design&reactions. Chords Tens.Comp. Chords Tens. Comp. Bot chord 2x4 SP#2 Webs 2x4 SP#2 JT Plate Lateral Chord JT Plate Lateral Chord O-N 0 0 L-K 3968 -2424 No Size Shift Site No Size Shift Bite N-M 2476-1511 K-J 2817 -1743 [41 WSXS 2.00 L 3.00 [61 W3X6 3.501. 1.25 M-L 2476-1511 J-1 0 0 [181 W3X6 4.00R 1.25 1201 W5X6 1.60R 3.00 Maximum Web Forces Per Ply(Om) Webs Tens.Comp. Webs Tens. Comp. B-N 120 -168 D-K 431 -535 N-C 1630-2608 K-F 745 -359 C-L 903 -473 F-J 1816 -2927 L-D 553 -798 G-J 111 -158 DCommerce A. 14M "WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT•' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses tire a ca fi fa riceHng h rtdling,shi pfi ,fistaflfig nd bradng Refgggr to and f�pow the la st edits n of SI(Building Con a [Safety Intermat�on,by TPI ri A)for safety�racdce3 prtcw to performing in-a functions Installers shapl provide temporary bracin�tg pQrgBCS.Uru Hated otherv+rletpp chord�a have props Y attached structural sheagthfng atind bottom Sorel hall have a properly at�ch d to n . eca ons shown or f emnane t at ral reiziraant Z�f webs shag have bradnT insia eel per BCSsons R3,87 or 810, MARTINEZ TRUSS CO.,INC. as o ca e. p y at s to ch face o truss an poXon as shown above and on the Joln Detals, unless n of h3rwise. Refer to 9280 N.W.south River or. draw ngs 160A- far s ndard pate positions. Medley.Fl.33166 ITW Bubdd��n�a�Components G[oup Inc shag of bg responsible fir an deviation from this d wing,anv failure to build tit truss in 0onformance (306)883-0261 w�ANSI/TP1 1,or for handling shi ping,�rtslid adon and bradng trusses, A sea th�s drawing or cover ran.llstlng this drawin , ipdicates acceptance of pproTess�onai ngsneering ree88ppcg�nslbty solely forth@_design shown. The suitability and use of thus swing for any structure is the respons�bl7ity of the Builtling Designer per ANSUTPi TSec.2. Miami Florida For more information sae This ob's notes page and these web sites:rrWBC6:~,ftyAm.conr TPI:www. s1. wrCA:www.sbdndu .coin•ICC:www.iccsefe. 1OMER1A RDIER PIy:1 SEON:5484881T3IFLAT RESIDENCE Qty 8 FROM: DRW. FT2 Wgt 88.4 Ibs / 11!28112 0.25 12 T5"2 97"12 v 15'2°2 18'3'8 3'5'2 6710 5'8"5 4.1"8 4 T AB aa4 D$ E� Fre G T -34X5 1 1 • P O 4 HN ® rel g K 1 J I M X11 8'8°18 8'1"18 8`3"9 17"8 8'8'18 12`8"18 love 19'8' t19P N114+-�� Loading Criteria 0" Wind Criteria Snow Criteria(ftP1In PSF) DOWSI Crit da ♦Maximum Reactions(Ibs) TOLL: 30.00 Wind SM: ASCE 7-05 Pp:NA Ct NA CAMNA PP Deflection in hre Llden LID Loa R 11.1 /Rw /Rh /RL 1W TCDL: 15.00 Spaed: 170 mph PF.NA Ca NA VERT(LLt-0.297 E 787 360 p 1082 11181 1228 /- 146 /- BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(ML 0.386 E 605 240 1 1082 11103 1233 /o /0 /- SCDL: 10.00 Category:0 Snow Duration:NA HORZ(LLk-0.088 J - - Whid rear f nor based an C&C Des Ld: 55.00 EXP.C I HORZ(TL} 0.088 J - NCBCLL: 10.00 Mean Haight 24.7811 Code/Mac Criteria Creep Facto 1.8 Maximtun Top Chord Forces Per Ply(Ibs) Soffit 2.00 TCDL•8.0 par "Code:Custom Max TIC CSI: 0.990 Chords Tens.Comp. Chords Tenor Camp Load DuradwL 1.00 BCDL-8.0 pd TPI Std: 2007 Max SC CSI: 0.906 — Spacing:24.0" MWFRS Paradel Diat a 2h Rep Factors Used:Yes Max Web CSk 0.813 A-B 0 0 E-F 3192 -2588 C&C Diet a:8.09 it FTIRT 10.0%(o.a%y5(0) B-C 22 -26 F-G 875 -839 k 1.0 GCpk 0.18 Plate Type(st VIEW Vac 10.03.11.0209.18 C-D 3281 -3106 G-H 0 0 MW DurftL 1.33 WAVE,HS D-E 3'292-3099 Lumber See detail STRBRIBR0211 for bracing and brfdgh�g Maximum Bat Chord Forces Per Ply pbs) Top drord 2x4 3P 2 Camp. Chords Tens. Comp. Bop thud 2x4 SP N2 nxwnmeWadons. Chords Tens. Webs 2x4 SP 02 M d loads based on MWFRS with additional C&C P-0 0 0 L-K 2481 -21105 JT Plate Lateral Chord JT Plate Lateral Chwd design a reaction&' O-N 2251 -2501 K-J 18 -22 No Size Shift Bra No Size Shift Site N-M 3582-3ws j.1 0 0 14 015X5 3.75 R 3.00 181 W4X5 3.28 L 1.50 M-L 3592.3901 11211 V 3X8 8.8 R 1.25 1171 014X8 S 1.25 Manhrwrn Web Forces Per Ply(ft) Webs Tens.Comp. Webs Tens. Comp, B-O 145 -1W L-F 846 -650 O-C 2837-2413 F-K 2028 -1841 C-N 925 -895 K-G 1218 -1283 N-E 720 -537 G-J 1099 -1080 E-L 778 -658 John A.Ilter LIQ 36105 14337 Commerce Way Miami lakes,FL 33016 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI rouses "IMPORTANT" F in�N�ISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS TW ��t In RW, ,. e lam of 1 bra a 60l� to de(sm�sand esas� aboI&MI ar n naesataerers s o 33 MARTINQ TRUSS OO..INOs aeferto g�g��� pow szeo KW.assn ru„a or. wdhANSI/TPI' o f hM Ge f �►ar feriae to buAd gee mss q, nce Refty.FL 33166 }nmdtcp9s acceptance prq�ess�gs nee n g°"�eus�so AY forla the respons th7►9 coding Des goer er A �lia sulky and use of tha Finaerxs s web :ww« MM9b6"Lww.wrca www w.wkeaa►e MiandFWWa 12020101A Ply:1 SEAN:548449!T14!FLAT ROOIER RESIDENCE Qty:21 FROM: ORW. FT2A WgC 93.8 lbs 1 ... 11/28/12 0.25 12 3'5"2 9712° 14711 18'5" 3'5"2 6710 5'1"15 37"5 AB I 3X6 D=H E°— Fm3X Ig3X5G H T N N " r 1 O N 5X5[41 -3NX4 -4X5 K g15�6�20] 1 66"15 6'1"15 m3X4 5'8"1 6'6"15 12'8"15 18'5" Loading Criteria Q" VVInd Criteria Snow Criteria(Pg Pt in PSF) DefUCSI Criteria ♦Maximum Reactions pbs) TCLL: 30.00 VYI Std: ASCE 7-05 Pg:NA CC NA CAT:NA PP Deflection in loo Udell Lid I= R /U /Rw /Rh /RL 1W TCDL: 15.00 Speed!170 mph Pf:NA Ce:NA VERT(LL:-0.240 E 913 360 O 1013 11087 1214 !- 145 /- BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(TL): 0.311 E 703 240 1 1013 11095 1213 /- BCDL: 10.00 Category 11 Snow Duration:NA HORZ(LL):-0.059 J - - Wind reactions based on C&C Des Ld: 55.00 EXP•C HORZ(Tlk 0.076 J - - NCBCLL:10.00 Mean Height:24.79 It Code/Misc Criteria Creep Factor:1.5 Maximum Top Chord Forces Per Ply(Ibs) Soffit 2,00 TCDL:5.0 psf Bldg Code: Custom Max TC CSI: 0.970 Chords Tens.Comp. Chords Tens. Comp. Load Duration:1.00 BCDL•5.0 pit TPI Std: 2007 Max BC CSI: 0.801 A-S 0 0 E-F 2588 -2434 Spacing:24.0" MWFRS Parallel Dist:h/2 to It Rep Factors Used:Yes Max Web CSI: 0.475 B-C 21 -28 F-G 11 -19 C&C Dist a:9.00 it FT/RT:10.0%(0.0I C-0 2957-2802 G-H 0 0 1:1.0 GCp1:0.18 PlateType(sg VIEWVer.10.03.11.0209.19 D-E 2988-2796 Wind Duration:1.33 WAVE,HS Lumber See detail STRBRIBRO211 for bracing and bridging Maximum Sot Chord Forces Per Ply pbs) Top chord 2x4 SP#2 recommendations. Chords Tens.Comp. Chords Tens. Comp. Bat chord 2x4 SP#2 Webs 2x4 SP#2 Wind loads based on MWFRS with additional C&C O-N 0 0 L-K 3160 -3452 member design&reactions. N-M 2084-2321 K-J 1819 -1987 JT Plate Lateral Chord JT Plate Lateral Chord M-L 3160-3452 J-1 0 0 No Size Shift Bite No Size Shift Bite 141 W5X5 3.50 R 3.00 IS] W3X6 4.25L 1.25 Maximum Web Forces Per Ply pbs) 11.6] W3X5 5.50 R 1.25 (20] W5X6(2) 2.00 R 3.00 Webs Tens.Comp. Webs . Tens. Comp. B-N 146 -100 E-K 946 -814 N-C 2444-2233 K-F 774 -779 C-M 776 -736 F-J 2169 -1984 M-E 624 -406 G-J 184 -146 John A. Ilter UG 36205 14337 Commerce Way Miami Lakes,FL 33016 ""WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING[ "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses u se in i cstin ,haridlin ,ahi ping,Inste nd bracing. ref r to a d f ow the la t edits n of g 1 Building Co n Safety,1�{ortna on,bl WfCA) or platy pracdce�or to performing ese IMP Installers shad vide teimpora bran g ggCS Unl F n ed ohera ,top cho a�l have pro er� attached structurasheath�n nd bottom and a4 have a pro rely :itac�i�, id coal g. ans shown forpermenent atgrel restra�nt w bs shaU have bra ng lnsgts ed per BCS one 3,B7 or pe10, MARTINEZ TRUSS CO..INC. as appli��e. Ao Ty esX ch face of truss and post0an as shown a�and on the J�nTDataH�, finless no other�as. Itefeer to 9280 N.W.south River Dr. drawwiings 160M for s dard pate positions. reea'ey,FL 33168 ITW Bull ddi Compo�tents Gfoup InC shaft of responsible for any deviation from this d wing,anS+failure to build the truss in conformance (306)Ifa3 6281 w��h ANSI 11,br Tor handling shipping,innst Ilation and breclnp of orss�s A seal on th drawing or cover agge IisUng this drawin indlc tes acceptance of pro assionaf engineering reIr nsibillt�solely forth deiggn shown. The su�to Ility, and use of th�a draw ng for any structure is the responsibility of the Sulld�ng Designer per ANSI TSec.2. Miami Florida For more Informetton see this 'a soma'notes page and these web aites:rrV= .www.11I TPI:www.i st. WiCA:wvw.sbctnduSftvcoW ICC www.tcessfe.org i RODIE R RESIDENCE Ply SEON:820487/T15 J FLAT ODIEESIDENCE DR Dry;8 FROM: W. FT3 W8t 64.4 Pas / — 09/11/12 41"13 8'10"11 13'4"8 4'5"13 4'4"13 4'S"13 0.25 cy T '4 B p 1 C� 4 D=3X4 MI.5Xf- F T N o co P T K 4X%41 X4 014X�5g2J 68"4 6'8"4 6'8"4 13'4"8 L1SP .3U3'�b Lording Criteria(pa0 Wind CeIlerla TOLL' Snow Criteria ftpr in pw) DefICSI Criteria ♦Maximum Reactions pbs) 30.00 Wind Std: ASCE 7-10 Pp:NA CC NA CAT;NA PP Dedeaon M be Udell LID Loa R 1U /Rw /Rh /RL 1W TCOL: 15.00 Speed: 178 mph Pf.NA Ce:NA VERT(LLk 0.080 1 898 390 BCLL: 0.00 EnciosunL posed Lux NA Cs:NA VERT(TLk 0.138 1 999 240 K 736 /488 /348 /0 J 21 /- SCDL• 10.00 Categagr.0 Snow Duration:NA G 738 1483 J 348 /0 /0 /- HORZpJ.�0.017 H - - W4►d teawiona based on C8C Des Ld 55.00 EXP:C I HORZ(TLx 0.038 H - NCBCLL:10.00 Mean Hdpht 24.83 it Code/Mw Criteria Creep Factor J.5 Maximum Top Chord Fames Per So1Bt 2.00 TCDL:5.0 par BMg Code:FBC 201 ti169TC CSC 0.828 Chords Tens.Comp. Chords �rts�Comp Load Duration:1.00 BCDL:5.0 psf TPI Std 2007 Max BC CSC 0.687 Spacing:24.0 MWFRS Parallel Dhd:>2h Rep FaaMrs Used:Yes Max Web CSC 0.790 A-B 0 0 D-E 10 -28 C&C Dist a:8.00 it FT/RT:10.0%(0.0%)r5(o) B-C 21 -30 E-F 0 0 C 1.0 GCpC 0.18 plats Type(ax VIEW Ver.10.03.11.0209.20 C-0 X19-1558 Wind Du►atiore 1.33 WAVE Lumber Maximtmt Bet Chord Forces Per Pry pbs) Top chord 2x4 SP 82 12A Wind leads based on MWFRS with add(tlanal C3C Chords Tetra Chords Tens, Carp Bat chord 2x4 81,32 12A member design&reactions. _ — Webs 2x4 SP_#3 12% K-J 0 0 i-H 1406 -8945 JT Plats Lateral Chard JT Plate Lateral Chord J-1 1488 -954 H-O 0 Q Lumber grades designated wOh"12A'use No Size Shift Site No Size Shift Site values approved 11MM12 by ALSO. design e] W3X4 S R , 18) YY4 4 S 1.25 Maximum Web Form Per Ply pba) 121 ) S 500 Wei Tena.Camp. Webs Tana. Comp, B-J 188 -180 I-D 305 -76 J-C 970-1544 D-H 939 -1472 C-1 269 -21 E-H 185 -184 John A.Ilter U036205 14337 Commerce Way Miami lakes,FL 33016 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAVANGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE�INSTALLERS nrosea ry of to d fat °M 1 d SI c: r.W h ' ha th�R�ar toy RTINEZ TRUSS Co..INO. as ve and a�Me a�KW.South RWw or. anpon in es�n$i ie f deviation�rana tom)�Se342011 ���� ra9ucr�ee to bupUad rL Sales dravNeg'fw ear 's'ntn More s the"iesPen, of th� a po tv : f � $ eT)i�vsuHa aGanng- is: _rtg�' aenaetnr«maWn ed� amnt a udingOeaignor r eaex It4vaCO:www worn, car www NarN Flortda 12020101A Ply:4 SEAN:548785/T6/FLAT RODIER RESIDENCE Oty:1 FROM: DRW FTG3 Wgt 110.6 Ibs / ... 11/28112 2'10" 518" 8'6" 11'4" 1 14'2" 17' 2'10" 2'10" 2'10" 2'10" 1 2'10" 2'10" =3X4 191.5X4 =4X12(6] =3X4 811.5X4 =H0510 =4X12[20] 911.5X4 AB C D E F G H I J T W13 1 T S R Q P° 05080 N M L K 916X81 5, 1113X4(7] " =3X6[8] " =3X8 " =3X5[19] " 183X4[21] 196X8[24] 10" 210 210 210 210 210 2'10" 518" 1 8'6" 1 11'4" 14'2" 17' Loading Criteria(psi) Wind Criteria Snow Criteria(Pg,P(in PSF) DeWCSI Criteria ♦Maximum Reactions Ohs) TCLL: 30.00 Wind Sid. ASCE 7-05 Pg:NA Ct NA CAT:NA PP Deflection In foe Udell L/D Loc R !U /Rw /Rh /RL 1W TCDL: 15.00 Speach 170 mph Pt NA Ce:NA VERT(LL} -0.267 E 763 360 T 7329 16425 1- 1- 1- 1- BCLL1 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(TLr 0.381 E 535 240 K 8261 17202 /- /- /- /- BCDL: 10.00 Categary.II Snow Duration:NA HORZ(LL)-0.058 A - - Wind reactions based on C&C Des Ld: 55.00 EXP:C HORZ(TL} 0.083 A - - NCBCLL:10.00 Mean Height 24.97 it Code t Misc Criteria Creep Factor:1.5 Maximum Top Chord Forces Per Ply abs) soffit 2,00 TCDL:5.0 psf Bldg Code:Custom Max TC CSI: 0.824 Chords Tens.Comp. Chords Tens. Comp. Load Duration:1.00 BCDL:5.0 psi TPI Std: 2007 Max BC CSI: 0.977 A-S 0 0 F-G 4687 -5374 Spacing:24.0 MWFRS Parallel Dist 0 to h/2 Rep Factors Used:Yes Max Web CSI: 0.546 B-C 41 -46 G-H 4138 -4747 C&C Dist a:3.00 It FT/RT:10.00A(0.00A)15(0) C-D 4128-4733 H-1 45 -51 I.1.0 GCpt 0.18 Plate Type(0 VIEW Ver.10.03.11.0209.19 D-E 4687-5374 1-J 0 0 Wind Duration:1.33 WAVE,HS E-F 4687-5374 Lumber Nail Schedule: Top chord 2x4 SP#2 Top Chord:1 Row ®1.00"o c. Maximum Bot Chord Forces Per Ply Phil) Bot chord 2x6 SP 91 Bat Chord:2 Rows @ 2.00"o c.(Each Row) Chords Tens.Comp. Chords Tens. Camp. Webs 20 SP 82:W1,W13 2x8 SP f12: Webs :1 Raw ® 4"o.c. Repeat nailing as each layer Is applied.Use equal T-S 0 0 O-N 4815 -4201 Special loads spacing between rows and stagger nags in each row S-R 3007-2827 N-M 3072 -2679 -(Lumber Dur.Fam-1.00/Plate Dur.Fac.=1.00) to avoid splitting. R-0 3007-26.17 M-L 3072 -2679 TC-From 90 pB at 0.00 to 90 plf at 2.10 in addition apply(1)1/2"bolt at each bottom chord Joint 0-13 48p2-4191 L-K 0 0 TC-From 45 pit at 2.10 to 45 pli at 17.00 location. P-0 4802-4191 BC-From 20 pff at 0.00 to 20 plf at 2.10 BC-From 10 pB at 2.10 to 10 pN at 17.00 Wind loads and reactions based on MWFRS with BC-1817 lb Corn.Load at 2.10.4.10.6.10,8.10 additional C&C member design. Maximum Web Forces Per Ply(the) 10.10,12.10,14.10,16.10 Webs Tens.Comp. Wens Tens. Comp. JT Plate Lateral Chord JT Plate Lateral Chord Truss must be installed as shown with tap chord up. B-S 58 -48 O-G 650 -565 No . Size Shift Bite No Size Shift Bite The TC of this truss shall be braced with attached S-C 2990-3424 G-N 349 -380 [51 W6X8(R) 3.50 R 4.75 (61 W4X12 S 1.25spans at 24"OC in lieu of structural sheathing. C-R 666 -559 N-H 1948 -1698 [7J W3X4 S 2.25 [81 W3X6 1.75 R 1.50 C-0 2008-1746 H-M 744 -629 [191 W3X5 3.50 R 1.25 1201 W4X12 S 1.25 O-D 350 -383 H-L 3045 -3492 [211 W3X4 S 2.75 1241 W6X8(R) 2.50 R 4.75 0-0 665 -577 I-L 38 -35 E-0 26 -10 John A.Ilter LK:36205 14337 Commerce Way Miami Lakes,FL 33016 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require in fa tin ,h8�d8 shroping,tnstaflin nd bra�ng Refer to a d follow the latest edV of Sl(Building Co nest Safety n ortron, TPI tNfCA��or Tety practice to performing these fou lions InstaOers shah pro vide tempos brag p�BCS ss n tedbo��h e,tap chord sha�have pro t3 atta%h!d struetu I shoath�n d bolto chord shall ve a pro r�y attacFiga n id oca�ons sh rmaneat lat�ral restragnt bs sha5 have�raclnp Insured p�r B�GSI secffon ,B7 or�10, MARTINEZ TRUSS CO.,INC. as aRW Ica b�e. gqy �t�q to es ch face otruss an pws Cn as shown above and on the Jan Details, un ass no othe e. i2efer to also KW.south raver or. draw"Inge 160prZ or s�ndard plate posidCnS. Medley.Ft.33166 ITW Bull Compopents Grou In snail of be reslmnsible t4r an deviation from gds win ,a failure to build the mss in conformance (3061663261 with ANSI 1,br for hartdlingp,sh�ping,inste9atiori and bradn�o�truss�s A seal on this d avring or cover peg IisUng this drawin wr�anRma:zrausa.ar_r in �tes acceptance of proTess onai en sneering respons bi itv so e[y forthee__de iggn sfiovm. The suita6i=fty and use of thi9s ells ng for any structure s the respons bi�ity of the Building Designer per ANSUTP�TSeaZ Miami Florida For more inrrNmedmi see tlda � e"eret rwtes a erM these verb a8ea:lTUV9CO: hvrb .cool TPI:�. st. vvrcA:www.sbdndu .�ICC:vnywaeoaete. Ply:1 SEQN:548817/T4/FLAT RODIEDIE R RESIDENCE Qty:25 FROM: DRW. FT4 Wgt 98.6 we / .» 11/28/12 3'S'T 0.25 12 r°T12 15'2.2 19'8" 3'8°2 87.10 8'6.8 4'2.14 AS 103XSI& OO Eae F 933XAIIQI s4 H 1 �� 4 PO fN N O 1111 K8 J I 83Xb[ 8'8'18 MH0308 gy.16 8'3'10 1'4.7 8'8'18 12'8'15 18'0'9 19'8' Loading Criteria 04 Wind Cri<Ma Snow Criteria ftpr In PSF) 00=31 Crfterfs ♦Maxbnnrm Reaatloms(on) TOLL: 30.00 Wind SM: ASCE 7-05 Pg:NA Ct NA CAT:NA PP Defleaon in loo L/den LID Loa R /U /Rw /Rh /RL /W TCDL: 15.00 Speed: 170 mph Pt NA Ce:NA VERT(LL} -0188 D 899 380 BCLL 000 Endoaure:Geed Lu NA Cs NA P 1088 11128 1223 /- /47 /- VERT(Rk 0.389 D 828 240 1 1088 111136 1222 10 10 /- BCDL• 10.00 Category:0 Snow Duredw:NA HORZ{LLk-0.043 J - - VW W reactions based an C&C Des Ld: 55.00 150P:C I HORZ(TLx 0.085 J - - NCBCLL•10.00 Mean Newt 15.00 ft Code/Mina Crltads Creep Factor 1.5 Maximum Top Chard Forces Per Ply(on) Soft 2.00 TCDL•5.0 psi Bldg Code: Custom Max TC CSI:- 0.782 Chords Tena.CsmpW, Chords Tens Comp Load Durathm 1.00 BCDL:5.0 pe/ TPI Std: 2007 Max SC CSI: 0.887 Spadnw 24.0• MWFR3 Parallel Dist 0 to h/2 Rep Factors Used:Yes Max Web CSt 0504 A•B 0 0 E-F 3018 -2874 C&C Olds:3.00 ft FT/RT:10.0%(0.0Sb)/5(0) B-C 18 -28 F-Q 740 -705 1:1.0 GCpi:0.18 ate Type(sk VIEW Ver 10.03.11.0209.19 C-0 3188-30W G-H 0 0 VOW DwaftL 1.33 WAVE,HS D-E 3018-2878 Lumber Top chord 2x4 SP 12 See detail STRORIBRO211 for bracing and bridging Maximum Bat Chard Forces Per Ply pbs)Bot chard 2x4 SP 84 reeorrxnerndatio ns. Chords TwmCmnp. Chords Tans. Comp. Webs 2x4 SP 02 NBnd loads based an MWFRS wttin addillwal C&C P-0 0 0 L-K 2347 -2523 JT Plate Lateral Chord JT Plate Lateral Chord member design&reactions. O-N 2213-2432 K-J 18 -18 No Slze Shift she No Size Stott one N-M 3192-3760 J-1 0 0 14 VMM 3.75 R 3.00 1 W3X6 4.25 L 1.25 M-L 3402-3780 1161 VV3X5 121 VOW 8 S R 3.25 11 " W4X5 2.25 R 1.25 Maximum Web Forces Per Ply(pn) Webs Tens.Comp. Webs Tens. Comp. B.O 119 -101 L-F 887 -650 O-C 2563-2972 F-K 2010 -1840 C-N 06 -833 K-G 1137 -1173 N-0 700 •510 O-J 1135 -1074 D.L 808 -888 John A.alter UQ 3620S 14337 Commerce Way Miami lakes,FL 33016 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING[ ruaaas "IMPORTANT" FURNISH THIS DRAWlNO TOALL CONTRACTORS INCLUDING THE INSTALLERS a St or � (a t�1 gi lnata0ers� to Wss na re and a t�nu Its to -MARTIN TRU89 CO..INO. Cam, ham,0ds r tru �f 92BO N.VV.South RIW Dr. I pt�a �p► �s K-b LqMn aHanA Iaon�st�lr�sh�� ta0we M bu0d O etuora rs the Mo..l m oOdin f UTtlP1 TSec.z.mom g er dm : WT .sere•1 I stlarN Fbrida 12020101A Ply.I SEAN:562142!T5/FLAT RODIER RESIDENCE Qty:7 FROM: DRW: FTS Wgt 58.8 Ibs / ... 11128/12 310" 718" 1116" 310" 3110" 3'10" III 1.5X4 =3X4[4] =3X4[6] III 1.5X4 A B C D L--j N 84X5[2] =V4 1114X5( 0] 5'9" 5'9" 11'6" Loading Criteria Q" Wind Criteria Snow Criteria(Pg Pt in Psq DefUCSI Criteria ♦Maximum Reactions pbs) TCLL: 30.00 Wild Std: ASCE 7-06 Pg:NA Ct NA CAT:NA PP Deflection in foe Udell LID Loa R /U /Rw /Rh /RL 1W TCDL• 15.00 Speed, 170 mph Pf.NA Ca:NA VERT(LLx-0.031 F 999 360 G 632 j923 /132 /. I. /- BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(TLY 0.062 F 999 240 E 832 1923 1132 /- /- BCDL: 10.00 Category:II Snow Duration:NA HORZ(LLY-0.012 E - - Wind reactions based on C&C Des Ld. 55.00 EXP-C HORZ(TLr 0.023 E - - NCBCLL:10.00 Mean Height 15.00 it Code/Mtsc Criteria Creep Factor:1.5 Maximum Top Chord Forces Per Ply pbs) Soffit 2.00 TCDL•5.0 psi Bldg Code: FBC07 HVHZ re Max TC CSI: 0.391 Chords Tens.Comp. Chords Tens. Comp. Load Duration.I.00 BCDL•5.0 Pat, TPI Std: 2002 Max BC CSI: 0.509 A-B 22 -16 C-D 22 -16 Spacing.24.0" MWFRS Parallel Dist 0 to h/2 Rep Factors Used:Yes Max Web CSI: 0.354 B-C 1401 -1066 C&C Dist a:3.00 it FT/RT.10.0%(0.00A)f5(0) VIEW Var.10.03.11.0209.20 k 1.0 GCpk 0.18 Plate Type(sk Maximum But Chord Forces Per Ply pbs) WWnd Duration:1.33 WAVE I Chords Tens.Comp. Chords Tens. Camp. Lumber Wind loads based on~RS with additional C&C G-F 893-1398 F-E 993 -1398 Top chord 2x4 SP #Z 12A member design&reactions Bat chord 2x4 SP #2 12A " Webs 2x4 SP_#2 12A End verticals not exposed to wind pressure. Maximum Web Forces Per Ply(Ibs) - Lumber grades designated with"12A"use design Truss must be Installed as shown with top chord up. Wens Tans.Comp. Webs Tens. Comp. values approved 115!2012 by ALSC. A G 283 148 F C 206 -78 JT Plate Lateral Chad JT Plate Lateral Chord G-B 1507-1070 C-E 1507 -1070 No Size Shift Bite No Size Shift Bite B.F 206 -76 D-E 283 -154 [2) W4X5(R) 2.75R 3.00 [4) W3X4 2.75 L 1.25 (6) W3X4 2.75 R 1.26 [10) W4X6(R) 1.25 R 3.00 John A.liter LIC:36205 14337 Commerce Way Miami Lakes,FL 33016 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWWNGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS russes require ext[s a cae in fal} eti a i it;hi?pin ,instatifn braRef to and follow the laat editiPn ct BCSI(BuUdin rRponerd Safety r�[onrm on, PI pnrt�g etyiradice$ or to rto tng a fu lions. Insta ere she I provide tempora�g bra dt�g gCSI•UN�ss ncttadbo��herwise,top all have propel attached s�ucturaeathtng and bottm►�fiord shaA�av a pmpedy attachid celltng. 4�aUOma ahawn for aa ral restraint t w bs sha8 have brad insiaued aCSI sections B3,�7 or B70, MARTINEZ TRUSS CO..INC. as atop e. ,qpp 1 at to ch face pof truss an�position as shown above and on the Join�Details, mass noted otherwise. )tefer to 9280N,W.south River or. draxifngS 1166t1A Z fpc ndard pate h ones. th n�o fey,��t� SI/TPIC1 n8r fwent►tha^d�ugpping pot andlbcireacf�ng oXtruss s�A seal on Lhis dgraawlyng of cove�Odggth listlngithis dr�win (306)883-6261 sh ta in tee acceptance of pro Tessiponal engineering ►es onsibfi so�e(y forth d ig^shown. The su6i�fty and use of thi9s aaFOO�aaRraa zreussner drawing for any structure is the responsibility of the Building Designer per ANS��TSec.2. �Florida Far more infmmetlon see Chia 's enaral rrotea e e and these web sites:ITWBC0:vwwr i .coar TPi:www WTCA www.sbdndus .corn•ICC:wvnv icasafe. 12020101A Pty:2 SEQN:548204/T17/FLAT ROOTER RESIDENCE Qty 2 FROM ORW FTG1J Wgt 92.4 Ibs / 11/28/12 62"4 12`x'12 18'5° 8'2"4 6'p"8 6'2"4 3X5(1] 8 '3 3X4 M 1.5X4 A 3X4 $3XV14 j B CD T 1 .5X4121 674 m 3X4 4(17J 6'x'8 8,2„4 6'Y4 ffl. 12'2"12 1VS" Loading CrRwla 104 Wind Ctiterla Snow Criteria ftPr in PSF) D*=SI Crfterla ♦Maxbmam Reactions pbs) TOLL 30.00 Wbnt Std: ASCE 7-10 Pg:NA Ct NA CAT.NA PP Delfection in loo L/deA LM Loo R /U /Rw /Rh /RL 1W TCDL: 15.00 Speed:175 mph PF.NA Cc:NA VERT(LLr 0.065 D 988 380 BCLL: 0.00 Enclosure.posed Lac NA Cs:NA VERT J 952 /498 /- J. /- I-. BCDL: 10.00 (TI-x 0.148 0 899 240 F 978 /480 /- 1- I• /- SC Lot 10.00 Cate a 0 Snow Duration:NA HORZ(LL� &012 A - - Wnd reactions based on C&C HORZ(TLk 0.028 A - - NCBCLL•10.00 Mean Height 15.00 ft Code/Mtac Criteria Creep Factor.1.5 Maximum Top Chord Forces Per Py pbs) Soffit 2.00 TCDL 5.0 psf "Code: FBC 20INM liM9 TC CSI: 0.304 Chords Tena.Conp. Chords Tens. Comp Load Duration 1.00 BCDL•5.0 psi TPI Std 2007 Max BC CSI: 0.478 Spacing:24.0" MVVFRS Parallel Dist 0 to h/2 Rep Factors Used:No Max Web CSI: 0.284 A.8 W?•1168 C-D 828 -1211 CSC Dist a:3.00 R FT/RT:10.c%(0.0%y5(0) B-C 928-1211 D-E 828 -1211 L 1.0 GCpt 0.18 Phis 700(sk VIEW Var.10.03.11.0209.18 Wind Duration:1.33 WAVE 1lteedmm�m cot Chord Forces Per Ply(Iba} Lumber Chords Chords Teen. Coop Top chord 2x4 SP/2 Nab Schedule: Top Chord:1 Row ®1.0V me. J-1 22 -12 H-0 1184 -622 Bet chord ah4 2 Bet Chod I Row®1.0("o c I-H 1194 -922 G-F 28 -13 Waba 2ht4 SP ay2 Webs •1 Row ®4"mm Spacial Inds use to a g n Mndmum web Forces Per Ply Wn) ---(Lumber Dur.Fao.s1.00/Ph"Dur.Fac=1.00) ° WOW TwMCamp. Webs Tan. Corp. TC-Fron 45 pM at 0.00 to 45 plf at 16.35 W4nd loads and reaction based on MWFRS with A-J 207 -388 D-0 92 .152 TC-Fran 90 ptf at 18.35 te to pff at 18.42 additional CSC member design. BC-From 10 pM at 0.00 to 10 plf at 16.35 A-I 1182 -818 G•E 1230 -838 BC-From 20 p0 at 1&35 to 20 pt at 18.42 End verticals not exposed to wind pressure. 1-6 89 -150 E-F 230 -428 BC- 99 te Cons Load at 0.35.2-35.4.35.&35 B-0 17 -5 8.35,10.35,12.35,14.35.16.35 Truss tram be InsWW as Show with top chord up. JT Plate Lateral Chord JT Plate Lateral Chord The TC of tda buss shall be braced with aft ch d No Size Shift Bite No Size Shin Bite span at 24"OC In Neu of atrudwW sheatift. 1 W3X5 2.00 L 1.80 2} W1 SX4 S 2.25 4 W3X4 1.50 R 125 13 W3XB 2.75 R 1.25 (14 W3X5 2.00 R 1.50 1171 W1.5X4 S 2.60 John A. Ilter Lit:36205 14337 Commerce Way Miami LakeS,FL 33016 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAVIANGI russea "IMPORTANT" FURNISH THIS NNGI TO ALL CONTRACTORS INCLUDING THE INSTALLERS in 10m,�t o .aysof to s lenala0egrs, of Bu aft gs 1 f y are o�pc ar►d as shatnnh ve arnd an the , h sir otpiae 11 or to' RTINEZ TRUSS Co..INC. g� a� ,O star y�f� 9280 Kw.noun Rip � �AN1 nip,q�o ha�hd�s�l� °1 a d4�tiOm��a�dtswf failure to tenOd psOss�eomT Medley,FLa��e for�any nst<uetuie s�th77'erospont �i�u d�n �geei i%Gi; �� g o�a iulPta'��ity an� usbedof ' ' Nee '""""' 1w: CA: •wwwra Mlamd Firnida 12020101A Ply:2 SEQN:548218/T28/FLAT RODIER RESIDENCE oty:1 FROM: DRW. FTG1H Wgt 137.2lbs / ... 11/28/12 8'9"14 13'8" 20'2"2 27 � ' SV14 61M + 98°2 + CV14 1 111.5X4 A85131 $C 4 $30X4 a3FX4 -4X5[18] T cri 1 P O 4 a N 6 - M8('7 - K 1 1.J 14[21] 6'9"14 .n"2 w3X5 8'8"2 6'9"14 6'9"14 13'8" 2072 27 Loading Criteria 0" Wlnd Criteria Snow Criteria(Pg,Pf in PSF) Defl/CS)Criteria ♦Maximum Reactions(Ibs) TCLL: 30.00 Wind Std: ASCE 7-10 Pg:NA Ct NA CAT:NA PP Deflection in loc Udefl L/D Lee R /U /Rw /Rh /RL 1W TCDL 15.00 Speed.175 mph Pf.NA Co.NA VERT(LL: 0.255 E 999 360 P 1409 1714 /- I() /- /- BCLL' 0.00 Enclosure.Closed Lu:NA Cs:NA VERT(fl.). 0.573 E 562 240 1 1352 1704 /- 10 /- BCDL• 10.00 Category.11 Snow Duration:NA HORZ(LL): 0.038 A - - Wind reactions based on C&C Des Ld: 55.00 EXP*C HORZ(TL): 0.082 A - - NCBCLL 10.00 Mean Height 15.00 it Code/Mize Criteria Creep Factor.1.5 Maximum Top Chord Forces Per Ply pbs) Soffit 2.00 TCDL 5.0 psf Bldg Cale: FBC 2010-H WS TC CSI: 0.488 Chords Tens.Comp. Chords Tens. Comp. Load Duration:1.00 BCDL 5.0 psf TPI Std: 2007 Max BC CSI: 0.738 A-B 0 0 E-F 1406 -2704 Spacing:24.0" MWFRS Parallel Dist 0 to h/2 Rep Factors Used:No Max Web CSI: 0.483 B-C 1067-2058 F-O 1061 -2041 C&C Dist a:3.00 ft FT/RT.10.0%(0.0%Y5(0) C-D 1406-2704 G-H 0 0 1:1.0 GCpi:0.18 Plate Type(s): VIEW Ver.10.03.11.0209.19 D-E 1406-2704 Wind Duration:1.33 WAVE Lumber Nab Schedule. Maximum Bat Chord Forces Per Ply(Ibs) Top chord 2x4 SP#2 Top Chord:/Row @ 1.00'o.c. Chords Tens.Comp. Chords Tens. Camp. Bat chord 2x4 SP 02 Bat Chord:1 Row @ 1.00'o.a P-0 0 0 L-K 2W8 -1092 Webs 2x4 SP#2 Webs •1 Row @ 4"o.a Use equal spacing between rows and stagger naffs O-N 33 -17 K-J 30 -16 Special loads in each row In avoid splitting. N-M 2113-1098 J-1 0 0 -(Lumber Dur.Fac a1.00/Plate Dur.Fac x1.00) M-L 2096-1092 TC-From 90 plf at 0.00 10 90 pf at 2.06 (")1 plate(s)require spacial positioning.Refer to TC-Fran 45 pit at 2.06 to 45 pit at 27.00 scaled plate plot details for special positioning BC-From 20 pif at 0.00 to 20 pf at 2.08 requirements. Maximum Web Forces Per Ply pbs) BC-From 10 pf at 2.06 to 10 pf at 27.00 Webs Tens.Comp. Webs Tens. Comp. BC- 89 lb Cone.Load at 2.06.4.06,6.06,8.08 Wnd loads and reactions based on MWFRS with B-0 339 -638 M-F 628 -325 26.06 10.06,12.06,14.06,16.08,18.06,20.06,22.06,24.06 additional C&C member design. B-N 2091 -1084 F-K 184 -326 Truss must be installed as shown with top chord up. End verticals not exposed to wind pressure. C_M gil _318 O-J 14 --1593 JT Plate Lateral Chord JT Plate Lateral Chord E-M 80 -134 The TC of this truss shall be braced with attached No Size Shift Bite No Size Shift Bite spans at 24"OC In fleu of structural sheathing. [3] W4X5 2.00 L 1.75 [4] W1.5X4 S 2.75 [6] W4X5 S 125 (17] W4X5 S 1.25 [18] W4X5 2.25 R 1.50 [21] W1.5X4 S 2.75 John A. Ilter L1036205 14337 Commerce Way Miami Lakes,FL 33016 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS cusses t�Tm e a ca in fab�catin in ,ahi loll,instaBin nd bra�n� Ref r to and follow the latest edits of1(Bu9ding n�nerd Safety In�0 , t,t, TPI rl� ) or ty practice or to peRoiming ese fu coons Instalers sits I�p de tempos brad BCS UnI n�te 4 orw�se,to��s)aa eve pro er�y attached s sheathInV,%g both lord;hall ha vg progeny site Td cc ons for emnane t at cal restra�nt of webs shell hav n ins d r SI moons g3,�7 or�10, MARTINEZ TRUSS CO.,INC. as a ice e. pp�y t s to �ir face ofatruss am�postion as shown almve and on t�e n�DetaUs, un�ess noted otherwise. hefer to q 9280 N.W.South Rlver Dr. draw�rtg$160A-Z for surd ate positions.t� PosiB Medley,FL 33188 Il V1f Butic)tagCompo�tents G p In shall not t responsible f�r any deviation from lad wi09,amr fatiure to build the truss in�o nformance (305)tu33 8281 t�AN 1 1,or or ha d5ng sh�pping inst�aflon and bra ng o truss s A sea on tit s t! wing or cover pall flsUmg this drawin aaata+ezrreuss re r iW��dic�tes acceptance of proTess(onaf nggt�e� ng res nsibilit�so�e[y for�h de�aigo shown. The suita6l�ity and use of thiss drawing for any structure is the respons�bitity offthe Bui dd ng Designer per ANS�ITP1 TSec.2. Miami Flafda For mac IrdamaBon see Ns Ws general notes Pace and Mesa web sites:ITWBCG,www. .sum•TPI:www.tPinstorm WrCA:vAvw sbdndua .corn•ICC:w*wJccse1e.orq RODIE R RESIDENCE Ply:2 WON:6487151 T231 FLAT ODIEESIDENCE Qty:1 FROM: DRV1t FT028 Wyt 84.0 On / 11/28/12 v0"11 8'(r11 875 $06 M 1.6X4 m3 4 3X8 AB E T 14 M WS L K 5 133 0 Ill 4f 171 8'0"11 875 O 8'0"11 16'3" Loading Coterie W Wind Criteria Snow Criteria ftPi In PSF) DefUCSI Criteds ♦Maxhnum Reactions(Ibs) TCLL: 30.00 Whrd Std: ASCE 7-10 Py:NA Ct NA CAT-.NA PP Da ecdon In hx:Lim L/D Loc R /U ►Rw /Rh /RL /W TCDL: 15.00 Speed:175 mph Pt NA Cc NA VERT(L4 0.086 C 898 380 BCLL• 0.00 Enclosure:Closed I=NA Cs:NA VERT L 858 /433 ►- /- ►. /. BCDL: 10.00 (TL}: 0.148 C 999 240 G 853 /M8 /- /- /- /- Des Ld 10.00 Cate a 0 Snow Duradon:NA HORZ(LLX 0.008 A • - W nd mactIons based on CdC HORZ(TL�Moil!A - - NCSCLL•10.00 Mean Height 15.00 R Code►Misc Criteria Creep Fades 1.6 Maximum Top Chord Forces Per Ply Ube) Sof►p 200 TCDL 5.0 psi Billy Code:FBC 201 Ili TC CSI: 0.343 Chords Tarhs Chords Tens. Comp. Load Dumdon:1.00 SCDL•5.0 psi TPI Std: 2007 Max BC CSt 0.398 Spacing:24.0• MWFRS Parallel Dist 0 to h/2 Rep Factors Used:No Max Wab CSI: 0.242 A-B 0 0 D-E 578 -1117 C3C Did s:3.00 a FT/RT:10.0%(0.00AYS(0) B-C 579-1117 E-F 0 0 L•1.0 CCpt 018 Piste T ype(* VIEW Ver10.03.11.0209.19 C-0 679-1117 VOW Duration:1.33 WAVE Maximum Bat Chord Forces Per Ply pbs) Nap Schedule: Chords Tens.Comp. Chords Tens• Camp. Top chord 2x4 SP 02 Top Chord:l Row®1.00'O.C. Bat chord 20 SP#2 Bot Chord:1 Row®1.00"o a L-K 0 0 I•H 92 -48 Webs 20 SP 02.M.V1t5 2xS SP A2: VOWNS •1 Row 0 4'o c. K-J 99 -50 H-0 0 0 Special leads Use MW spacing between row°and stayyw naps J-1 99 -50 In each row to avoid splitting. m�be►�•F�°1•D�/�Pfate�.Fea,a1.00) Maximum Web Forces Per PU pH at 2.06 VWnd leads and reactions based on MWFRS with Ply(tha) TC-From 45 pU at 2.08 to 45 pit at 16.25 additional C&C member design. Wd)s Teas.Comp. Weos Tens. Comp. BC-From 20 pU at 0.o0 to 20 pU at 2.08 SC-From 10 pU at 2.06 to 10 plf at 16.25 End Verdcals trot exposed to wind pressure, 8-K 190 -346 I-E 1048 -543 SC- 891b Cate.Load at 2.08,4.06,6.08.8.08 8-1 1041 -541 E-H 163 .303 10.08.12.06,14.06,16.06 Truss must be Instalted as shown with top chord up. C-1 120 -198 JT Plate Lateral Chord JT Plate Lateral Chad The TC of We truss shell be braced with attached No Sire Shpt one No Sire Shin Bile$pans at 24'OC In Ueu of structural sheathtny. (1771 VY3X4 S 228 (10) VY9X8 S 128 John A.titer Ue 36205 14337 Commerce Way Miami lakes,FL 33016 I i "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAV61NGI "IMPORTANT" F RNISH THIS DRAVNNO TO A�CONTRACTORS INCLUDING THE INSTALLERS ru$aes Ref, to f ow Mar of ova e to urof�nd pas abwa and�u Oro r&�e� ����for ARTINEZ TRUSS CO..INO. s2e0 KW.9au1A Mvw or. AgatuNegSdal�/�T�P a/�gron�,tills raw /spore to build�e sm �+r.�3s�se mM Cc rag pg_ sm►e$bre�dnng roe arnY o ilyye The ° t11 In777111 tee a Miamd Ffotida ram hCG wow 12020101A Ply:2 SEQN:548698/T18/FLAT ROOIER RESIDENCE Qty:1 FROM: DRW. FTGiB W9t89.61bs / 11128/12 5'9°9 11'5'7 1 17'3" I 5'9"9 + 57"13 579 =3X6 Ill 1.5X4 923X4 m3X4 a3X6 AB C D E FG in VVI V CV - 811.5X4141 m3�X8[7] -=K 4 m X4 MI 5X41191 NN 69"9 57"13 579 519"9 11'5'7 177 Loading Criteria(pan Wind Criteria Snow Criteria(ftPf in PSF) DeIUCSI Criteria ♦Maximum Reactions Mn) TCLL 30.00 Wind Std, ASCE 7-10 Pg:NA Ct NA CAT:NA PP Deflection in too Udell L/D Loc R /U /Rw /Rh /RL 1W TCDL 15.00 Speed: 175 mph Pf:NA Ce:NA VERT(LQ: 0.048 C 999 360 N 921 /460 /- /- /- 1- SCLL 0.00 Enclosure.Closed Lu:NA Cr.NA VERT(TL): 0.107 C 999 240 H 856 /444 1- BCDL• 10.00 Category.11 Snow Duration:NA HORZ(LL) 0.009 A - - Wind reactions based on C&C Des Ld: 55.00 EXP.C HORZ(TL) 0.021 A - - NCBCLL 10.00 Mean Haight 15.00It Code f Mille Criteria Creep Factor.1.5 Maximum Top Chord Forces Per Ply(Ibs) Soffit 2.00 TCDL 5.0 psf Bldg Code: FBC 2010- FM TC CSI: 0.201 Chords Tens.Comp. Chords Tens. Comp. Load Duration:1.00 BCDL•5.0 psf TPI Std 2007 Max BC CSI: 0.410 Spacing-24.0" MWFRS Parallel Dist 0 to h/2 Rep Factors Used:No Max Web CSI: 0.237 A-B 0 0 D-E 537 -1038 todnB' B-C 537-1038 E-F 520 -1002 C&C Dist a:3.00 it FT/RT:10.0%(0.00A)/5(0) C-0 537-1038 F-G 0 0 t 1.0 GCpt 0.18 Plate Type(s): VIEWVer 10.03.11.0209.19 Wind Duration:1.33 WAVE Maximum Bot Chord Forces Per Pty pbs) Lumber Nail Schedule: Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP 02 Top Chord:1 Row ®1.00"o.e. N-M 0 0 K-J 1025 -534 Sot chord 2x4 SP 02 Bot Chord:l Row @ 1.00"o e. M-L 53 -28 J-1 46 -24 Webs 2x4 SP#2.W1,W7 2x6 SP 02: Webs •1 Row lag 4"o.c Use equal spacing between rows and stagger nabs L-K 1025 -534 1-H 0 0 Special loads in each row to avoid splitting. (Lumber Our Faa=1.00/Plate Der Fee=1.00) Maximum Web Forces Per Ply(ibs) TC-From 90 pN at 0.00 to 90 p1f at 2.06 Wnd loads and reactions based on MWFRS with Webs Tens.Comp. Webs Tens. Comp. TC-From 45 pif at 2.06 to 45 pif at 17.25 additional C&C member design. BC-From 20 pif at 0.00 to 20 pH at 2.06 B-M 215 -398 E-J 80 -135 BC-From 10 pif at 2.06 to 10 pif at 17.25 End verticals not exposed to wind pressure. B-L 1028 -533 J-F 1001 -519 BC- 89 ib Cone.Load at 2.08.4.06.6.06,8.06 10.06,12.06,14.06,18.08 Truss must be installed as shown with top chord up. C-L 82 -138 F-t 191 -359 L-E 13 -3 JT Plate lateral Chord JT Plate Lateral Chord The TC of this truss shall be braced with attached No Size Shift Bite No Size Shift Bite spans at 24"OC in lieu of structural sheathing. (4 W1.5X4 S 2.25 (71 W3X8 S 1.25 11 91 W1.5X4 S 2.25 John A. Ilter UC-36205 14337 Commerce Way Miami Lakes,FL 33016 ""WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI -IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS russee uire to in f%.,c gn �h8�di sht n ,installing nd bracing. Ref i to a d f low the&t"n of pl(Building -n Safely, otmat�on, TPI n�WT�q or �ty�radice ror to performing ese Pu �ons. Installers shall pro vide tempos bradng BCS'e n laotherwise,top chore 5 all have of �ttach�but tr Psh th�ng d bottom chord all have a proner7y OU still Q �id ceUin a one showwn for ennane t la ral re§tra'int 2 webs shall Iteve��irac�ng Insc�sd per SCSI s oW3,87 or 810, MARTINEZ TRUSS CO..IN s a p�ice5le. +pp�y t to each otPtruss an�po on as shown above and on the JoinTDelaaa, anises n oth se. liefer to sza0 n w.South rover or. ngs 160M tar and plate positions. ITW Bu �a omponents Grw In shall of responsible f r deviation from is d win rtY tau rt�o raedtey,FL33188 �h AN�I/TA�1,or for handlin sh�pp�, anon and brac�ng o Uuss s A sea�on th(s tl9awi"ng of coveiutiagthe listi^githis drewinge (3�)sea-ml indicates acceptance of pro�easlonar eenggineering ►esp�nsl�ty so�e(y for that-de$1gn shown. The suPta6iilty and use of this tf►awing for any structure Ps the►esponsibeity of the Building Designer per ANSUTPI TSec.2. Mod d Florida For mac Inrormalton sea this 'a oral notes a end flans vwsb sites:Ii1Ai8C0:www .tronr TPI:www.t tMCA:www abdndu .carr Itx:amwhgere. 12020101A Ply:2 SEQN:"87201723/FLAT RODIER RESIDENCE Qly 1 FROM VIf DR FT01A west 67.2lbs / .. 1N28f12 6'5" 12'10" 6'5" 6'5" =3X6 W1.5X4 4X6 AB C DE lY W wl V" 1 J51.5X4[4) �8 �12�4�11j 6'5" 8'5" V5" 12'10" Loading Criteria gag Wind Criteria Snow Criteria ft"in Pon Dewm CrkMs ♦Maximum Raactfons pm) TCLL• 30.00 Wind Std ASCE 7-10 Pg:NA Ct NA CAT-NA PP Depecdon b be Uded LID Loa R /U /Rw /Rh I RL 1W TCDL: 18.00 Speed 178 mph Pt NA Ce:NA VERT(LLx-0.038 C 999 380 SCLL• 0.00 Endosura:Closed Lu:NA Cs:NA VERT J 887 /883 I- I- I- /- BCDL: 10.00 Catepay:9 Snow Duradore NA HO �� 0.080 C 889 240 F 898 /884 /- /. Des Ld 88.00 EXP:C �Lk 0.008 A - - W nd nwAA rs based on C&C NCBCLL•10.00 Mean HORZ(7Lk 0.008 A - . Hekht 27.00 R Code I Mbo Criteria Creep Fades 1.5 Maximum Tap Chord Forces Per Ply(tbs) Sdfd 2.00 TCDL:8.0 par Bldg Code: FBC 201 F=TC CSI: 0.258 Chords Tafta mp. Chants Tap Comp, Load Dundlon:1.00 BCDL•8.0 psf TPI Std:2007 Max BC CSI: 0283 Spscft 24.0 MWFRS Parallel Dist:0 to hhM Rep Factors Used No Max Web CSI: 0.187 A-8 0 0 C-0 819 -701 C&C Dist a:3.00 R FTMT:10.0%(0.0%y8(0) B-C 819 -704 D-E 0 0 1'1.0 GCS 0.18 Ph"Tt+Pe(ax VIEW Var 10.03.11.0208.19 Wbxf Owed=1.33 WAVE Maxbmmr Bat Chord Forces Per Ply(no) Lumber Chards TwwCcmp. Chords Tarp. Comp Top chard 20 SP 02 Nag Schedule: Sot chord 2x4 SP 02 TOP Chordal Row ®1.00•oar J-1 0 0 H-0 58 -49 Webs 2x4 SP 02:W1,W5 2x8 SP 02 Bd Chard:1 Row Q 1.00'c.Q 1-H 81 •45 0-F 0 0 Webs •1 Row ® 4•oar Special loads F�eachh raw to d and daggw epgs Maximum Web Foress Per Ply(Bp) {Lumber t w.Fac.-I.00/Plate Dur.Fae.-1.00) Webs Tera.Comp. Wbbs Tap. Comp, TC-Fran 45 pff at 0.00 to 48 pff at 10.77 Wnd bads and reactions based MWFRS with TC-From 90 pff at 10.77 to 90 p0 at 12.83 V&A l additional u an member base 8-1 218 -242 H-D 889 -590 BC-Fran 10 pM at 0.00 to 10 ptt at 10.77 B-H 877 -694 D-0 254 .282 BC-From 20 pif at 10.77 to 20 pN at 12.83 End veAhxle not exposed to wind pressure. C-H 150 -181 SC- 89 to Cap.Load at 0.71.2.77.4.77,L77 8.77.10.77 Truss must be Installed ss shown with top chard up. JT Plate Lateral Chord JT Plate Lateral Chord The TC of M buss shall be braced with attached No Sks Shn SRO No Sfzo Shin Bite spans at 24.00 in 9w of structural sheathing. (4) W1.5X4 S 2.28 (11) W2X4 S 2.50 John A.Ilter UC 36205 14337 Commerce Way Miami lakes,FL 33016 "WARNING" READ AND FOLL OW ALL NOTES ON THIS DRAWNGI run" ORTANT~ F RNISH T DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS �g 0 1� Wwraffimll,, b bottan sh V a te}n� s� pa BCSI L s. s or )i f to MARTIN TRUSS till..INC. gg�� ppo�m the 92BD n.W.awes Rtwr AN�a ror°m� � f an dsviatbn�ran fagure b build Bb�r ss b�eodnv �rn9ee �es3-02611 row�ng ffeait<rrwerirre sthi rosPonsl� ^e u g�aer a ANvTW�SdFi_ orT�iisu� Hy angel usbedot tnfa` « y e mwn. '""w CA:wnic tAwml FlorMs 12020101A Ply:2 SEQN:548693/T22/FLAT RODIER RESIDENCE Qty:1 FROM: DRW. FT61 Wgt 140.0lbs / .» 11/28/12 t 610"14 t ITS" 20'5"2 274" t ' 8'10 14 T 6'9"2 6'9"2 6'10"14 1 All Xe �C 4 �D 5 111M a4X5 s3X4 134X6[��] T O „Wg W1 1 RQ �4P 8 taO aN 8 s4NX $4L 23 3K 271 6'10"14 8'9"2 8'9"2 6'10"14 6'10"14 13'8" 20'5"2 274" Loading Criteria(psr) Wind Criteria Snow Criteria(Pg,Pf In PSF) DeWCSI Criteria ♦Maximum Reactions(ths) TCLL: 30.00 Wind Std: ASCE 7-10 Pg:NA Ct NA CAT:NA PP Deflection in loc L/defl L/D Loc R i U /Rw /Rh /RL 1W TCOL 15.00 Speed:175 mph Pf:NA Cc:NA VERT(L4-0.390 E 835 360 R 1425 11227 /- 10 /0 /- SCLL 0.00 Enclosure.Closed Lit:NA Cr.NA VERT(TL) 0.599 E 543 240 J 1353 11195 /- /0 10 /- BCDL• 10.00 Category:II Snow Duration:NA HORZ(LLr-0.055 A - - Wind reactions based on C&C Des Ld: 55.00 EXP:C HORZ(L) 0.085 A - - NCBCLL 10.00 Mean Height:27.00 it Code/Misc Criteria Creep Factor 1.5 Maximum Top Chord Forces Per Ply([be) Soffit 2.00 TCDL•5.0 psf Bldg Code: FBC 2010-H WZTC CSI: 0.666 Chords Tens.Comp. Chords Tens. Comp. Load Duration:1.00 BCDL 5.0 psf TPI Std: 2007 Max BC CSI: 0.731 A-B 0 0 E-F 2460 -2779 Spacing:24.0" MWFRS Parallel Dist 0 to h/2 Rep Factors Used:No Max Web CSh. 0.583 B-C 1852-2098 F-G 2460 -2779 C&C Dist a 3.00 it FT/RT:10.0%(0.0%)/5(0) C-D 2460-2779 G-H 1843 -2082 1.1.0 GCpt 0.18 Plate Type(sx VIEW Ver.10.03.11.0209.19 D-E 2460-2779 H-1 0 0 Wind Duration:1.33 WAVE Lumber Nall Schedule: Maximum Bot Chord Forces Per Ply pbs) Top chord 2x4 SP#2 Top Chord:1 Row @ 1.00"oc. Chords Tens Sot chord 2x4 SP#2 Sot Chord:l Row Q 1.00"o a Comp. Chords Tons. Comp. Webs 2x4 SP#2:W1,W9 2x6 SP#2: Webs :1 Row ® 4"o.t:. R-0 0 0 N-M 2137 -1893 Use equal spatting between roars and stagger nabs Q-P 84 -72 M-L 2137 -1893 Special loads In each row to avoid splUtfig. P-0 2154-1903 L-K 77 -68 ---(Lumber go pifai=1.00.00 to 0 pif atta1.0006 �d loads and reactions based on MWFRS with O-N 2154-103 K-J 0 0 TC-Frorn 45 pif at 2.06 to 45 pN at 27.33 additional C&C member design. BC-From 20 pH at 0.00 to 20 pH at 2.06 Maximum Web Forces Per Ply pbs) BC-From 10 plf at 2.06 to 10 pN at 27.33 End verticals not exposed to wind pressure. Webs Tens.Comp. Webs Tens. Comp. BC- 89 lb Cone.Load at 2.06,4.06,6.06,8.08 B-0 567 -638 N-O 663 -585 10.06,12.06,14.06,16.06,18.06,20.06,22.06,24.06 Truss must be installed as shown with top chord up. 26.06 B-P 2079-1637 G-L 297 -328 JT Plate Lateral Chord JT Plate Lateral Chord P-C 300 -330 L-H 2070 -1832 The TC of this truss shall be braced with attached No Size Shift Site No Size Shift Bite C-N 646 -675 H-K 528 -593 spans at 24"OC In Neu of structural sheathing. [51 W3X5 S 3.00 [61 W4X5 S 1.25 E-N 130 -141 1231 W4X5 S 1.25 1241 W4X6 S 1.75 1271 W3X5 S 3.00 DCommerce 14M "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses►equire exit a ca in fa tati dl shrin ,insteNing nd bracin . Ref to and follow the latest a ld n of g0SI(Bul ding bl�tltpogneM qty In[ormat�on, TPI ngt Af seNTety iractice pr o,to pertogrtnina Fese functions. Instaflers shag provide temporarily dp�pp�� Unl noted e,top orrr���mF�a_hays pro er�Y attached structura shwa �n�nil tt chord_ghaN eve a V y attach d n id stations mown orpe vaned aural restraint 6i webs shad hav bmdn ins ed r SI a' One 3,87 or 10, MARTINEZ TRUSS CO.,INC. as a e. p 1y ates to ch face or truss an positlort as shown above and on a Join Details, un ass nothd oth Refer to s2gp N,gwr.south rover or. d gs 160A- firs ndard ate positions. Medley.FL33166 17 LN BuNc�i Com ants G In sad ofb�responsible f anyy deviation from phis d g, failure to bufld the fuss nformance (3txq 863.6261 with ANSI P ctor hand in�sh�pirt�,�rtstadation9nd bratrtp o�trvss�s A seal on this�rawng or cover�a listing th�a drawin s.ser indicates acce lance of pro ass ova engTneerin re nsTbi i�v so e[y for tthhR�de iggrr��shown. The su tautitty and use of this drawing for arty structure Ps the responsibility of the But dP�ng Designer per ANSuTP�T5ec.2. tAiatrd Florida • For more bdarmadon see thin ob'a enerat notes a and dress web sites:ITW6t:O:www. TPI:www.t a WI'CA:www sbdnd .to Itx:www.ixsare. ODIER RESIDENCE p1y:2 SEAN:548732/T20/FLAT FTG1C Oty:1 FROM: DRW. Wpt 7 8&4 Ibs / . 11/28/12 7'2" 14'4" 7'2" T2" 4X6 fa3X4 A B ql C X4 D Ea4X6 E iv W1 W5 1 L 4 im3M i ql 4171 7'2" m3X8 77 7'2" 14'4" Loading Criteria(pall Whut criteria Snow Crft ds ftPf N P8) Ds=S1 Criteria A Maximum Reactions(tbe) TCLL 30.00 VWrrd Std: ASCE 7-10 Pp:NA Ct NA CAT.NA PP Deflection in Joe L/de5 LID Lot R /U /Rw /Rh /RL I W TCDL• 15.00 Speed: 175 mph Pt NA Co.NA VERT(LL):-0.059 C 899 390 L 773 / /• /- /- /- BCLL 0.00 Er►dosure Closed Lu:NA Cs: 850 NA VERT(T4 0.091 C 999 240 G 754 1875 /- /- /- /- BCDL, 10.00 Category:g Snow Dumdon:NA HORZ(LL):-0.008 A - - VWnd reactions based an C&C Des Ld' 59 LOO EXP'C I HORZ(TLk 0.012 A - NC8CLL•10.00 Mean Height 27.00 It Cods/Mine Crft da Creep Factor:1.5 Maximum Top Chord Forces Par Ply pal Sotft 2.00 TCDL 5.0 pd Bldg Code: FBC 201 MSTC CSI: 0.315 Chords Tau►.Ccrnp. Chords Tom. Comp Load Dumdon:1.00 BCOL 5.0 pd TPi Std 2007 Max SC CSI: 0.333 Spacing:24.0• MWFRS Par�iel Dist 0 to hR Rep Factors Used No Max Web CSI: 0.247 A-B 0 0 D-E 788 -871 C&C Did a:3.00,11 FT/RT:1 0.095(0.096)/5(0) B-C 768 -871 E-F 0 0 k 1.0 GCpt 0.18 pkft Type(sk VIEW Vac 10.03.11.0209.18 C-0 766 -871 VWnd Duration:1.33 WAVE Maximum Bot Chord Forces Per Ply(nn) Lumber Nall Schedcde Chords Tens Camp. Chords Ta Top chord 2x4 SP#2 Top Chord:1 Row®1.00'o.& na Comp. Sot chord 2x4 SP t2 Bot Chord:l Row Q 1.00'o c L-K 0 0 1-" 66 -58 Webs 2x4 SP 02:Wt,M.2xS SP 82: Webs •1 Row @ 4'o c. K-J 76 -65 H-G 0 0 Spach)Iwds Use equal spacing between rows and stagger nslis J-1 78 -65 In each row to avold splitting. (lumber Ow-FacQ1.00/Plate Our.Face1.00) 1Aaxhnum Web Forum Per TC-From 90 Of at 0.00 to 90 pit at 2.06 VMd loads and reactions based an MWFRS with Ply(ft) TC-From 45 plf at 2.o8 to 45 pB at 14.33 additional C&C member dezfgn. Webs Tens Canp Webs Tars. Carp. BC-From 20 pif at 0.00 to 20 pft at 2.06 BC-From 10 pif at 2.08 to 10 pif at 14.33 End verlicals not exposed to wind pressure. S-K 278 -309 I-E 825 -728 BC- 89 lb Corm.Load at 2.08,4.06.&08,&OB B-i 818 -722 E-H 240 -269 10.08,12.06,14.08 Truss must be Installed as shown with top chard up. C-1 164 -177 JT Plate Lateral Chord jr Plate Lateral Chard The TC of this truss shall be braced w"h attached No Size Shift Bite No Size Shift She spans at 24.00 in Rau of structural sheathing. 151 W3X4 S 2.50 1171 WdX4 S 2.50 John A.Ilter UQ 36205 14337 Commerce Way Miaml Lakes,FL 33016 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAVWNGI rusaas TA F RNISH THIS DRAVWNG TO ALL CONTRACTORS INCLUDING THE INSTALLERS In to pq�� or ors ImteBms a b �� as a ga 1& Z"/bry and sate poaWartr rss ,positiar ac the s ew aarrdd��il r for RTINEZ TRU88 CO..INC.toral ezao$LW.South miwr 0r. f a deviation d fa®ure to bu8d thq nor ��an �n tes s nce o pro e 0 sn s 9 0► ova Ile re drug for as sUUeture is the respomle, o e u d g DesTgnei i%�I�� wn' Tie suita69py an�! wa of fhi�' kdornuA�n see wvNC GA:wwvn ! :wwyvkrbaf Miand Florida 12020101A Ply:2 SEQN:548737/T2/FLAT RODIER RESIDENCE Qty:1 FROM: ORW: FTG1G Wgt 50.4 Ills ! ... 11128112 4'1"8 87 41"8 4'1"8 A B 3X6 1111.X4 3X6[91 E W5 N W1 UA - 1111.5X4 4'1"8 -3X8 1111.5X4 4'1"8 8'3" Loading Criteria W Wind Criteria Snow Criteria(F Lm in PSF) D*WCSi Criteria ♦Maximum Reactions pbs) TCLL• 30.00 Wind Std: ASCE 7-10 Pg:NA Ct NA CAT:NA PP Deflection In loo Lidefl LID Lac R /U /Rw /Rh !RL 1W TCDL: 15.00 Speed:175 mph Pt NA Ce:NA VERT(LLx-0.008 C 999 360 J 460 1308 /• /- !- !- BCLL: 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(TL): 0.012 C 999 240 F 454 1310 !- /- /- /- BCDL: 10.00 Category:II Snow Duration:NA HORZ(LL):40.001 A - - Wnd reactions based on C&C Des Ld: 55.00 EXP:C HORZ(TLk 0.002 A - - NCBCLL:10.00 Mean Height 27.00 it Code/Mine Criteria Creep Factor:1.5 Maximum Top Chord Forces Par Ply(Ibs) Soffit 2.00 TCOL•5.0 pill Bldg Code: FBC 2010- IM TC CSI: 0.110 Chords Tens.Comp. Chords Tens. Comp, Load Duration:1.00 BCDL:5.0 plif TPI Sid: 2007 Max SC CSI: 0.104 A-B 0 0 C-D 198 -296 Spacing 24.0" MWFRS Parallel Dist 0 to h/2 Rep Factors Used:No Max Web CSI: 0.070 B-C 198 -296 D-E 0 0 C&C Dist a 3.00 it FTlRT.10.Oe%(0.0%)I5(0) Ver.10.03.11.0209.19 is 1.0 GCpt 0.18 Plate Type(s� Maximum Bat Chord Forces Per Ply(Ibs) Wind Duration:1.33 WAVE Chords Tens.Comp. Chords Tens. Comp. Lumber Nag Schedule: J-I 0 0 H-G 21 -14 Top chord 2x4 SP#2 Top Chord:1 Row ®1.00'o.c. 1-H 15 -10 G-F O 0 Sot chord 2x4 SP#2 Bot Chord:1 Row ®1.00'oc Webs 20 SP 02:W1,W5 2x6 SP#2: Webs :1 Row ®4"o c. Use equal spacing between rows and stagger nags Maximum Web Forces Per Ply(Ibs) Special loads In each row to avoid suing. Webs Tens.Comp. Webs Tens. Camp. Lumber Dur.Fac.=1.00/Plate Dur.Faa=1.00) TC-From 45 ph'at 0.00 to 45 pit at 6.19 Wind loads and reactions based of MWFRS with B-I 116 -160 H-D 299 -200 TC-From 80 pif at 6.19 to 90 pit at 8.25 additional C&C member design. B-H 305 -204 D-G 150 -195 BC-From 10 pit at 0.00 to 10 pI at 6.19 BC-From 20 plf at 6.19 to 20 pB at 8.25 End verticals not exposed to wind pressure. C-H 108 -113 BC- 891b Conc.Load at 0.19,2.19,4.19,6.19 Chord JT Plate Lateral Chord re! JT Plato Lateral Truss must be Installed as shown with top chord up. No Size Shift Bite No Size Shift Bite The TC of this truss shag be braced with attached (9) W3X6 S 1.75 spans at 24"OC in lieu of structural sheathing. John A. alter ' UC.'36205 14337 Commerce Way Miami Lakes,FL 33016 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS russas u x s 1�r0 in ta¢llca a shiplp�P Installing pnd bra of to and t llo�a the last ti n of Sl(Building arng S ass 8ntl ad o �1 Yr� se,top o have pro er�y attaco s � a fu ons in ers°sQ1 ro e tam n� entgS�etel- rorm �otn,btr erwi ����osat��e p f � s�i�ath�nt�and bot�m shod all have a p pe y ac�h��b id cegqg�M nl ocaeastionsaeaethlhown for pertnane t laterel restsant of webs shag have bragng Ins ad p�r BCSI sons 83,67 or 870, MARTINEZ TRUSS CO..INC. �raviin'gs 16e.ce fors t t plate ipoas�itlon arl�position as shown above end on the JanT Details, u ass noted otherwise. kefer to 9280 N.W.Swth River or. Medley,Fl.93188 ITW Bug Can vents G up In shag of res nsible{ter an deviation from s d an fagots to bugd th Wss i nfonnance (306)889.9281 h ANS 11,cr for hand if°ng skipping,�n atior�and bracing cfYWss s A seaon thawiYng or cover pageellsting t�l�s drawin in1�diccaates acceptance or pproTesaionai eng nearing reapp nsibility so�e(y for�he_destgn shown. The suitability and use of this drexring for any structure is the responsibility of the Build�ng Designer per ANSUTPI TSec.2. Warn!Florida For mare kdonnaUan see this 's eneral notes a and tlrese web lea Il 1M116C 0:www warn TF+t www, al VwfCA www.sbatrMU ttx -Ora 12020101A Ply:2 NON:548755!T30!FLAT RODIER RESIDENCE Qty.1 FROM: DRW FTG1E Witt 78.4 ft ! ., 11/28/12 7'2" 14'4" 7'2" 72" A B 4X6 la 3X4 U11.5X4 w4X6 C D E W1 IV15 � I I I X41 W 3X4 i Iq 17) 7'2" J 3X8 7,2„ 7'2" i 14'4" Loading Criteria finq Wind Criteria S tow Cr&e&ftPIhPBF) Door—%Criteria ♦Maxknum Reactions Mm) TCLL 30.00 Wind Std: ASCE 7-10 Pg:NA Ct NA CAT:NA PP Deeeetah M be Udell UD Loc R 1U /Rw /Rh !RL !W TCOL• 15.06 Speack 175 mph Pk NA Ce:NA VERT(LLX-0.044 C 899 380 BCLL 0.00 Enclasure:posed Luc NA Ca:NA VERT L 773 /517 BCDL' 10.00 (TLk 0.081 C 1198 240 p 75,1 /504 i- ���U Snow Duration:NA HORZ(LLX-0.006 A - - Wind reaction based on C&C Des Ld. 55.00 EXP.C HORZ(TLX 0.012 A NCBCLL 10.06 Mean Height 27.00 It Code/Mise Criteria Creep Factor 1.5 Maximum Top Chord Forces Per ply Mrs) Soflt 2.00 TCDL SA psi Bldg Code: FBC 201 MO TC CSt 0.284 Chords Tena.Comp. Chords Terra, Comp. Load Duration:1.00 BCDL•5.0 paf TPI Std:2007 Max SC CSC 0.333 SpadnW.24.0' MWFRS Parallel Dist 0 to h!2 Rep Factors Used:No Max Wab CSI: 0.191 A-8 0 0 D-E 882 -871 C&C Dist a:3.00 R FT/RT:10.096(0.05Gjl6(0) B-C b82 -871 E-F 0 0 t 1.0 GCpk 0.18 Plate Type(ax VIEW Ver.10.03.11.0206.18 C-0 58.1 •871 Wind Dwatierc 1.33 WAVE Maximum Bore chord Forces Pa Ply(ibs) Lumber Nag Schedule: Chords TO"Comp. Chords Tens, Comp. Top chord 2x4 SP 02 Top Chad:t Raw ®1.00'oa Bot chord 2x4 SP 02 Sol Chord:l Raw ®1.00•o a L-K 0 0 1-11 88 -44 Webs 2x4$P 02:VW,W5 2x8 SP 02: Webs :1 Row® 4"o c. K-J 78 -51 H-O 0 0 Spacial loads Use each to splitting. ced s�Sa ceb J•1 78 -51 TC 90 ON at O 00�a at 2.06 Wind loads and reactions based an MWFRS with Maximum Web Forces Per My(on) TC-Fmxn 45 pt at 2.06 to 45 pit at 14.33 additional C&C mama►design. Webs Tens.Comp. Webs Tens. Comp. BC-From 20 p1f at 0.00 to 20 pit at 2.08 BC-From 10 pif al 2.06 to 10 plf at 14.33 End verticals not ragweed to wind pressure. B-K 238 -309 I•E 828 - BC- 89 lb Cone.Load at 2.08.4.06,8.08,8.08 B-I 818 -548 E-H 188 -289 10.06.12.06.14.06 Truss must be Imtaped as shown with top chord up. C-1 187 -177 JT Plate Lateral Chord JT Plate Lateral Chord The TC of this taus shag be braced with aKaehed No Size Shift Bite No Sire Shin Site sports at 24"OC in tar of structured sheathing. (5) W3X4 S 2.50 (17) W2X4 S 2.25 John A.Titer LIC:36205 14337 Commerce Way Miami Lakes,FL 33016 "WARNING" READ AND FOLLOW ALL NOTES ON THIS ORAWINOI russes "IMPORTANT** F RNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS kh bWoe the Iae�t of gC51 fit tap aahi�oin�g, ny�__ tehh a to s acp� P►aes upn�eas ohs ' Pros". RTINEZ TRUSS CO..INC. ITW 80A- M ores o0►mw iiafar to 9280 N.W.8e"tlh 10var j � Wo a daviaton Q dralsrirtg,aRlr(a,,tto build a Mir.Fts3rea roe s so a ohs as�av�rinit oTM su�fa t� use o tAf�i' e ��p •Pi the nsponsi dung DeeTgner TSee.2. "r"pxa sse •s =b Miod Florida www. 12020101A Ply'.2 SEQN:548762/T29/FLAT RODIER RESIDENCE Cty:1 FROM: DRW. FTG1F Wgt 72.8lbs / ... 11128112 67" 13'2" 6'T' 67" =4X6 III 1.5X4 =3X6 AB C DE TW5 N W1 1 III 1.5X4 =3X8 1111�SP4 6'7" H 67" 67" 13'2" Loading Criteria(par) Wind Criteria Snow Criteria ftPr in PSF) DefUCSI Criteria ♦Maximum Reactions pbs) TCLL• 30.00 Wnd Std: ASCE 7-10 Pg:NA Ct NA CAT.NA PP Deflection in hoc Udell LID I= R /U /Rw /Rh /RL 1W TCDL• 15.00 Speed 175 mph Pt NA Ce:NA VERT(LLr 0.024 C 999 360 J 614 /246 /- /- /- /- BCLL 0.00 Enclosure:Closed Lu:NA Cs:NA VERT(TLr 0.054 C 999 240 F :540 /217 /- /- /- /- BCDL 10.00 Category.II Snow Duration:NA HORZ(LLr 0.003 A - - Wind reactions basal on C&C Des Ld: 55.00 EXP:C HORZ(TLr 0.008 A - - NCBCLL 10.00 Mean Height 15.00 It Code/Mae Criteria Creep Factor.1.5 Maximum Top Chord Forces Per Ply(Ibs) Soffit 2.00 TCDL 5.0 psf Bldg Code: FBC 201 RES TC CSI: 0.240 Chords Tens.Comp. Chords Tens. Comp. Load Duration:1.00 BCDL•5.0 pct TPI Std: 2007 Max BC CSI: 0.182 A-B 0 0 C-D 244 -608 Spacing:24.0" MWFRS Parallel Dist 0 to h/2 Rep Factors Used:No Max Web CSI: 0.135 B-C 244 -608 D-E 0 0 C&C Dist a:3.00 it FTJRr 10.0%(o.o%Y5(0) I:1.0 GCpt 0.18 Plate Type(sr VIEW Ver.10.03.11.0209.19 Ply(Ibs) Maximum cot Chord Forces Per P Wind Duration:1.33 WAVE Chords Tens.Comp. Chords Tens. Comp. Lumber Nail Schedule: J-1 0 0 H-G 44 -18 Top chord 2x4 SP#2 Top Chord 1 Row ®1.00"oa Bot chord 2x4 SP#2 Bot Chord:l Row @ 1.0(1"o.c. I-H 53 -21 G-F 0 0 Webs 2x4 SP#2:W1.M 2x6 SP#2: Webs :1 Row ® 4"o.c. Special loads Use equal spacing between rows and stagger nags Maximum Web Forces Per Ply(Ibs) P in each rev to avoid spitting.. Webs Tens.Comp. Webs Tens. Comp. -(Lumber Dur.Fsa=1.00/Plate DurFaaa1.00) TC-From g0 pif at 0.00 to go pif at 2.06 Wind loads and reactions based on MWFRS with B-1 123 -255 H-D 584 -234 TC-From 45 pif at 2.06 to 45 pfl at 13.17 additional C&C member design. B-H 574 -231 D-G 99 -216 SC-From 20 plf at 0.00 to 20 pif at 2.06 C-H 102 -188 BC-From 10 Of at 2.08 to 10 pif at 13.17 End verticals not exposed to wind pressure. BC- 53 lb Conn Load at 2.06,4.06,6.06,8.06 10.08,12.06 Truss must be Installed as shown with top chord up. The TC of this truss shall be braced with attached spans at 24"OC In lieu of structural sheathing. John A. Ilter UG 36205 14337 Commerce Way Miami lakes,FL 33016 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses hire a in fa shi pin ,instegin nd bracing. Ref r to and follow the la st edW n of t} SI(Building Co n Safety nrienrma�on,b�, I 4Vf�CdAg��or s��ety gpfa or to forming ese to ons InstaAas sPj pof tanporerY 1&1111 BCS rd ss noted Dill ,top ctrordMflail have props attached structushran� ttom chord.ghaq Piave a properiy id filing. ons shown orpennane haters)restraint webs shag hav bra ins e r SCSI s ons 3,87 or 810, MARTINEZ TRUSS COs 60A-Z fopir standard p�ate�ipoas�tUons��an posieon as shown above and on a Jo Details, n ess noted oche se (cater to 92ee KW.South ntver or. !Medley.FL 39166 ITW ggu�g CompOr1ents G p In shag of responsible f ran deviation from this d wi g,a tegure to bugd the Wss in nformance (308)8SU201 with ANS/ 1 1,br ter he d rig ahpping installation and brac�ng ran( A sea the�raw�ng or cover page!sting th�s drawing, Indicates acceptance of proTessfonarengineerimg responsibe solely forthee__d�e� y9n shown. The suitability and use of this drawing for any structure is the responsibility of the Building Desagner per ANSUTP�TSec.2. Miami Florida For more bdomuadon see ads lob's notes and mesa web sties:MMM www ,.emre TPI:www sl •WrCA:w4mS eon,ICC:wwwlocurecm 12020/01A Mr.2 WON:6487101T26/FLAT RODIER RESIDENCE Otyc 1 FROM: pRW FTG2A Wgt 189 Olbs 1 11/28/12 i I 8'8'1 ir10"8 19710 2WIS 371• 4� 8'8"1 64"5 8.4.8 54.3 B,g•1 AB 8 Is 314 ® t4 ®1, 4 W X4 ®3X4 ®3X1 04Xt J T C F O H iti rnn VIII, 1 a r0. 8'8'1 941 e4-5 W41 L '+ trio a 1sr,o 26sy5 371• Leading Criteria(pan WhW criteria Snow CrIterla ftPf In PSF) 0e8/C31 Criteria ♦Maximum Reactions pbs) TCLL• 30.00 Wind Std: ASCE 7-10 Pg:NA Ct NA CAT-.NA PP De8ee8on in be Udell UD Loa R /U /Rw /Rh I RL 1W TCDL, 15.00 Speed:17S mph Ph NA Cc NA VERT(LLX 4L347 E 999 360 T 1188 tea I. to to I. BCLL: 0.00 Endoaure:Closed Lu:NA Cs:NA VERT(TLk 0.698 E 550 240 K 1107 1847 /- /0 /0 /- BCDL 10.00 Category:p Snow Dumftr NA HORZ(Lkx-0.045 A - - Wind reactions based on C&C Des 1& 53.00 EXP:C HORZ(TLk 0.090 A - - NCBCLL•10.00 Moan Height 13.00 It Code/Mine Criteria Creep Factor 1.5 Maximum Top Chord Forces Par Ply(on) Soffit 2.00 TCDL 8.0 psr Bldg Code:FBC 20IMM NBSTC CSt 0.421 Chords Tena.Comp. Chards Tern. Comp. Lead Duration:1.00 BCDL:•8.0 Par TPI Std: 2007 Max BC CSI: 0.651 A.8 0 0 F-0 1955 -2720 Spadnr.24.0 MWFRS Parallel Dist 0 to h/2 Rep Factors Used:No Max Web CSI. 0.423 13-C 1308-1822 G-H 1958 -2720 C&C Dist a:3.00 R FT/RT:10.o%(0.o%)f5(0) C-D 1852-2713 H-1 1304 -1818 4.1.0 GCpt 0.18 Plate Typesk VIEW Ver 10.03.11.0209.18 D-E 1952-2713 I-J 0 0 Wind Ouratlarr 1'33 WAVE E-F 1952-2713 Lumber Nag Scheduts: Top lord 2x4 SP 02 Top Chord:t Row ®1.Or o.& Maximum Bat Chord Forces Par Ply(ft) Bat c1m 2x8 SP 02 But Chord.2 Raws®2.0('as(Each Row) Chords Tens.Camp. Chords Tens. Can Webs 2x4 SP 02 M.W112x8 SP 02: Webs •1 Row ® 4'as - Spealai Mada Use a0W sparest behueer rows and stagger Rob T-3 0 0 O.N 1889 -1348 Dw.Faae1. -(Lumber 00/Puts Dw.Faau1.00) each raw to avoid splitting. S-R 49 -41 N-M 1889 -1349 -1353 M-L 50 -41 TC-From 48 pd to at 0.00 45 pit at 2.02 Wfnd loads and reactions based on MWFRS with R-0 1878-1989 O-P 1875.1353 L-K 0 0 TC-From 23 plr at 2.02 to 23 par at 30.02 ad ftW C&C member design. TC-From 48 p8 at' 30.02 to 48 pB at 32.08 P-0 2732 BC-From 10 pir at 0.00 to 10 pi►at 2.02 End vertkwls not exposed to wMd pressure. BC-From 5 p0 at 2.02 to 8 pir at 30.02 Mndnwm Web Forces Per Ply pbs) BC-Fran 10 ON at 30.02 to 10 plf at 32.08 Tnras mud be installed as shown with top chord up. Webs TerwCarm Webs TmL Cane. BC- 89 lb Cam.Lead at 2.02.4.02.8.02,8.02 10.02.12.02.14.02.16.02.18.02.20.02.22.02.24.02 JT Prate Lateral Chord JT plate lateral Chord B-8 397 -S18 F-0 81 -67 28.04.2b.02.30.02 No Size Sm site No Size Shpt Bare B-R 1831 -1309 O-H 881 -827 The TC of Oda truss shad be braced with atmdmd ( W3XS S 3.78 (e V=6 1.80 R 1.25 R-C 255 -300 H-M 280 •308 apam at 24'OC in fl (2 VVW 3.50 R 1.28 1291 V4M 3 3.76 C.p 867 -619 M-1 1823 -13D4 ea of structural sheathing. E-P 79 -65 1-L 397 -517 P-F 18 -19 John A.alter UQ 3620S 14337 Commerce Way Miami lakes,FL 33016 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAVNNGi russea "IMPORTANT' F RNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS m in d of► C. b of a � as and 0.r the Oats eke►b. ARTINEZ TRUSS CO.,INC. to posltlona. 9280 Kw.B�River 0r. ,(� hocaat"ea WG r tdevtaean ar�y 1r air.n�,es Ow.rmr c. ihr° f eai�g°Orrerile► SVTPi a"�r' heea u �usMedo�� R�Ias3s2e, [Formmkftm000n Soo 0" not" vrww j=,,r tuland Florida 12020101A Ply:2 SEAN:548797/T9/FLAT RODIER RESIDENCE Qty:1 FROM: DRW FTG2 Wgt 98.0168 f ... 11/28/12 6'5"9 12'9"7 19'3" 6'5"9 63"13 65"9 m 3X4 m4X6 1111.5X4 m 3X4 -3X6 AB C D E FG T - W cm W1 1 N 11 5X4[4] m L 8[71 �K 4 J III .5X4 V5"9 6'3"13 =3X4[151 6'5"9 615 09 12'9"7 1 19'3" Loading Criteria IPSO Wind Criteria Snow Criteria(ftPf In PSF) DeWCSI Criteria A Maximum Reactions pbs) TCLL• 30.00 Wfnd Std: ASCE 7-10 Pg:NA Ct NA CAT:N Deflection Defleon in Joe L/defl L/D Loc R /U !Rw f Rh /RL 1W TCDL: 15.00 Speed:175 mph Pf:NA Co.NA VERT(LL): 0.060 C 999 360 N 863 1347 f- i- BCLL: 0.00 Enclosure:Closed Ltc NA Ca.NA VERT(TL): 0.134 C 999 240 H 783 1314 /- /- BCDL• 10.00 Category.11 Snow Duration:NA HORZ(LL). 0.011 A - - Wind reactions based on C&C Des Ld: 55.00 EXP:C HORZ(TLk 0.024 A - - NCBCLL:10.00 Mean Height 15.00 ft Code!Misc Criteria Creep Factor:1.5 Maximum Top Chord Forces Per Ply pbs) Soffit 2.00 TCDL:5.0 psf Bldg Code: FBC 2010-H RGS TC CSI: 0.235 Chords Tens.Comp. Chords Tens. Comp. Load Duration:1.00 BCDL:5.0 psf TPI Std: 2007 Max BC CSI: 0.378 A-B 0 0 D-E 423 -1056 Spacing:24.0' MWFRS Parallel Dist 0 to h/2 Rep Factors Used.No Max Web CSI: 0.239 B-C 423-1056 E-F 407 -1019 C&C Dist a:3.00 it FT/RT:10.0%a(0.0%Y5(0) Ver 10.03.11.0209.19 C-D 423-1056 F-G 0 0 1:1.0 GCpt 0.18 Plate Types) Wind Duration:1.33 WAVE Maximum Sot Chord Forces Per Piy(Ibs) Lumber Nag Schedule. Chords Tens.Comp. Chords Tens. Comp. Top chord 2x4 SP#2 Top Chord:1 Row ®1.00"o.c. act chord 2x4 SP#2 Bat Chord:1 Row @ 1.00°o.c. N-M 0 0 K-J 1045 -422 Webs 2x4 SP#2.W1,W7 24 SP#2: Webs :1 Row @ 4"cc. M-L W -23 J-1 50 -21 Use equal spacing between rows and stagger nabs L-K 1045 -422 I-H 0 0 Special loads in each row to avoid splitting. --(Lumber Dur.Fao.=1.00!Plate Dur.Fac.=1.00) Maximum Web Forces Per Ply(on) TC-From 90 pif at 0.00 to 90 pff at 2.06 Wind loads and reactions based on MWFRS with Maxi Tens.Comp.Fort Webs Tens. Comp. TC-From 45 pil'at 2.06 to 45 pU at 19.25 additional C&C member design.g BC-From 20 plf at 0.00 to 20 plf at 2.06 B-1111 173 -379 E-J 90 -150 BC-From 10 plf at 2.06 to 10 plf at 19.25 End verticals not exposed to wind pressure. B-L 1033 -414 J-F 1006 -400 BC- 53 lb Come.Load at 2-06,4.06,6.06,8.08 C-L -150 F-I 149 -338 91 10.06,12.06,14.06,16.06,18.08 Truss must be installed as shown with top chord up. L-E 91 -1 JT Plate Lateral Chord JT Plate Lateral Chord The TC of this truss shag be braced with attached No Size Shift Bite No Size Shift Bite spans at 24"OC in geu of structural sheathing. (4) W1.5X4 S 2.25 [7) W3X8 S 1.25 1151 W3X4 S 1.25 John A.Ilter LIC'36205 14337 Commerce Way Miami Lakes,FL 33016 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS russes requfm Safe rmca[e �b�c8� � � l. Nng nd Tn Ref r to and f ow the latest%Wn of g SI(Building aUOn,by_TPI pn�� i�or ��ty pier pror to portorining{�iese funons Ins am shad pro vie temporary bra pqr gCS U n led othervinse,top have p at�chew s�uc��r�t sheathing and bolt oM ail ha a properryty a R d it gid g�s shown for ne tr t IatQral restraint bf webs shall have brads inst�Ued poroB�GS�seetlons 63 87 or 810, MARTINEZ TRUSS CO.,INC. as a Ica e p y ales to ch face oiptiuss a Pcstucn as shown above and on the 37 In a, uruesa noted otherwise. hefer to 9�p N.W.souw rover Dr. dm gs 160A- ndord pate positions. ITW Bugd��(,���Corn ents G p In shag of b responsible f r an deviation m is d wi a failure to build the truss in nformance reedtey,FL�6sa with ANSIlfP1 1,or hand G�i shIC in ,�nstal�atlon and bra p truss s {� t� rty co l �1 i gI P g dog qTV eg A real on thh drawing or cover gg listing that:drawin V*O@VAa*w�meussmar Ind cafes acceptance of pproTessiPonar pgineering resppoonsibei solely for�he_design shown. The su 6itity and use of thia drawing for any structure is the respons�atlity of the Building Designer per ANSUTP TSec.2. Miami Florida • For more InfermatMn ssa Mia 's eral notes a end these web sites:tTWBC[3:www •TPI; www. VJl'CA:wamrabdndu .coin•ICC:www.iccsate. 12020101A Py:2 SEQN:6488101 T27/FLAT RODiER RESIDENCE CIV.i FROM: DRW. FTGiD Wgt 1/4.8lbs / .- 11128112 76°9 14'117 22'6" Te'0e T4"13 78"9 84X8 101.04 A B 111.X4 -3X4 03X4 E . '14X8 FG T h W1 Vin 1 34 i a' 76"9 n3KX4 74"13 a 7V9 14'117 �8 22V ' Loadhhg Criteria 6" VYhro Criteria Snow Criteria ftpr in� Do#=Cdtgda ♦Maximum Reactions Pal TCLL 30.00 VWW Std: ASCE 7-10 Pg NA Ct NA CAT: PP DeflecUan in too LJdefl LID Loa R /U /RW /Rh /RL 1W TCDL 16.00 Speed: 176 mph PF.NA Ce:NA VERT(LLx-0.144 C 999 360 N 1183 1790 1- 10 1- /- BCLL• 0.00 Enclosure:dosed Lu:NA Ca:NA VERT(TL} 0.302 C 888 240 H 1161 1769 /- 10 1• /- BCOL 10.00 Category:0 Snow Durstiah:NA HORZ(LLx-MM A - - VWtd reactions based an CSC Des Ld: S5.00 EXP,G I HORZ(TLk 0.047 A - - NCBCLL:10.00 Mean Height 27.00 It Code/Mize CrIterfa Creep Fedor 1.5 Maxbn m Top Chord Fortes Par Ply(on) Soffk: Z00 TCOL•S.0 pct Bldg Code: FBC 201 RR9 TC CSI: 0.384 Chords TWMCamp. Chords Tens. Camp Load Duratiah:1.00 BCDL S.0 pd TPI Std:2007 Max BC CSI: 0.696 A.13 0 0 D-E. 1171 •1784 Spetbhg:24.0" MWFRS Parallel Dist 0 to it& Rep Factors Used:No Max Web CSi 0,421 B.C 1171-1754 E-F 1138 -1710 C&C Dig!a:3.00 ft FTJRT:10.0'%(0.0%)j5(0) C-D 1171•1754 F-G 0 0 1:1.0 GCp#0.18 Ply Types) VIEW Var 10.03.11.0209.19 Lumber VW d owed=1.33 WAVE I Maximum Bat Chord Fortes Per Ply(lbs) Top died 2x4 SP#2 Na0 Sdhedulw. Chords Ten$.Canp, Chards Tag. Camp, Top Chord:l Row ®1.00"ot. Bat droll 2x4 SP 02 Sot Chord:l Roar ®1.00"mc. N-M 0 0 K-J 1739 -lies VYebs 2x4 SP 02:VW,Wl 2x8 SP S2: Webs •1 Row ® 4"or. M-L 98 -66 J-1 as .60 Special loads use equal sPacina behreen►awe and steow nals L-K 1739-1185 1-" 0 0 In each raw to avoid sp0leng. -(Lambe Da.-i.00 Plate Dur.Faa�t.�) Maximum Web Foram Par TC-Fran 90 plf at 0.00 to 90 pif at 2.06 VWhd loads and readlons based an MWFRS wi0i Ply(on) TC-From 48 plf at 2.08 to 45 pif at 22.50 additional C&C member desin. VVebs Tems.Comp. Webs Tana. Comp. SC-Fran 20 p0 at 0.00 to 20 pif at 2.08 E-J 161 .174 BC-Fran 10 pif et 2.06 to 10 pif at 22.50 End verticals not exposed to wind pressure B-M 388 •605 SC- 89 ib Cara Load at 2.06.4.06.6.08,8.06 B•L 1889-1134 J-F 1666 -1108 10.06,12.0B,14.06,16.C8,18.C8.20.0622.06 Truss must be Installed as shown with top chord up. C-L 162 -172 F-I 330 -465 JT Plate Lateral Chord JT Plate Lateral Chord The TC of#6 truss am be braced with attached L-E 15 -8 No Size Shift Oka No Size Shift Site$pans at 24.00 In Ieu of structural sheathing. (151 VMS 1.73 L 1.25 1191 171 VV3X4 3.S L 2.75 John A.Ilter UC:36205 14337 Commerce Way Miami lakes,FL 33016 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAVNNGI ruses ""IMPORTANtT"e FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS o l •.tsh in ,a� R°f a CtTons Ine$tas t above and ah the h�ea ;Rafar W� ARTINEZ TRU89 gs 181�M2 or surd p�ata pattlahs, 9280 N.W.Swill Rhos►or. rarg f dsvla tion d� ��aca'ct*�taneae es a nee�ing rislb solely/ ere o� Is�ramna oThi su �angng ror arh�strutturo f th7h u d Ogner p*ds s *roes •W"KW&MAWWTPt wayAlphatorwMTek wwwgWfldusftjcwM=M wahv Miarrd Plaids 12020101A Ply:2 SEAN:389114/T34/FLAT RODIER RESIDENCE Qty.4 FROM: DRW. FTG91 Wgt:51.1 Ibs / ... 02!04113 118 4' T10"8 �j' 8 3'10"8 3'10"8 8 A BX5[3] 11115X4 =4X519L T N 1 iq X5[4) 3X8[71 IiI3X5[111 3'10"8 3'10"8 8 Loading Criteria(psf) Wind Criteria Snow Criteria(Pg,Pf in PSF) DefUC81 Criteria ♦Maximum Reactions(Ibs) TCLL: 30.00 Wind Std: ASCE 7-10 Pg:NA Ct NA CAT:NA PP Deflection in loo Udell UD I= R 1U /Rw /Rh /RL 1W TCDL: 15.00 Speed: 175 mph Pt:NA Ce:NA VERT(LLr 0.017 C 999 360 J 1440 1578 1207 /- /- /- BCLL: 0.00 Enclosure.Closed Lu:NA Cs:NA VERT(TL): 0.037 C 999 240 F 1440 1578 1207 /- /- /- SCDL• 10.00 Category:B Snow Duration:NA HORZ(LL): 0.002 A - - Wind reactions based on C&C Des Ld: 55.00 EXP:C HORZ(TL):0.004 A - - NCBCLL•10.00 Mean Height 15.00 it Code/Misc Criteria Creep Factor.1.5 Maximum Top Chord Forces Per Ply"be) Soffit: 2,00 TCDL:5.0 psf Bldg Code: FBC 2010-HVH WS TC CSI: 0.294 Chords Tens.Comp. Chords Tens. Comp. Load Duration:1.00 SCDL-5.0 psf TPI Std: 2007 Max BC CSI: 0.112 Spacing:24.0° MWFRS Parallel Disc:0 to h/2 Re Factors Used:Yes Max Web CSI: 0.403 A-B 0 0 C-D 378 -843 P B-C 378 -943 D-E 0 0 C&C Dist a:3.00 ft FT/RT:10.0%(0.0e/*Y5(0) Ver 10.03.11.0209.19 1:1.0 GCpi:0.18 Plate Type(sr Maximum Bot Chord Forces Per Pty{Ibs) Wind Duration:1.33 WAVE I Chords Tens.Comp. Chords Tens. Comp. Lumber Nag Schedule:0.129W,min.nags J-1 0 0 H-G 9 -4 Top chord 2x6 SP#2 Top Chord:l Row @ 7.25"o c Bat chord 2x6 SP#2 Bat Chord:l Row ®12.00"o.c. I-H 9 -4 G-F 0 0 Webs 2x4 SP#3 Webs :1 Row @ 4"o.c. Use equal spacing between rows and stagger nags Maximum Web Forces Per Ply(Ibs) Special loads in each row to avoid splitting. Webs Tens.Comp. Webs Tens. Comp. ---(Lumber Our.Fac.=1.001 Plate Dur.Fac.=1.00) TC-From 340 Of at 0.00 to 340 pit at 8.00 Wild loads based on MWFRS with additional C&C B-I 271 -676 H-D 1005 -403 BC-From 20 pif at 0.00 to 20 plf at 8.00 member design&reactions. B-H 1005 -403 D-G 271 -676 End verticals not exposed to wind pressure. Truss must be installed as shown with top chord up. C-H 302 -751 JT Plate Lateral Chord JT Plate Lateral Chord The TC of this truss shag be braced with attached No Size Shift Site No Size Shift She spans at 24"OC In lieu of structural sheathing. 31 W4X5 S 2.75 [41 W3X5 S 3.50 71 W3X8 S 125 (9) W4X5 S 2.75 [11) W3X5 S 3.50 00 %\%\�1X11.V 1.11.Z 1 11 1//L%// //lkI♦ JO�in A.liter f MO. _ _ ;- LIC.3b105 2.-1 .3 • 14337 Commerce Way A • STATE OF i� lakes,FL 33016 � e ova "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! 'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS russes r�e re reee ca a Ur fab�catin ha dlin , Instag and bract Refer to a d fallow the�����ed n of SCSI(Budding b Portent ty In nat�on by TPl an�Wier s%hl ty�iractict� r�orining ese t�u�,Ctions. Instagero sh l provide temporarxy ret� gg S Un eas ed otiterwise,top a have pro t�ch�d s� sheath and bo.V b all have a pro attacEi iding. acaona sewn fo an t ral restrs� webs shall have n�ans ailed p2r BCS��sns B3,B7 .810, MARTINEZ TRUSS CO..INC. as a e. ppppTy atttttte�����s to ach face, as n above and on the Jo stags, u ass not athera Ise. lister to 9280 N.w.south River or. drex�rigs 160A-Z fbr s and p ate positions. Medley,FL 33166 ITW Bufldin Components G[oup I shag not be responsible t r anyyy deviation tram phis drawing,ar�Y failure to bugd the Muss in conformance (305)8836261 with ANSUI�'1 1,or for hand8n ,shpng,instagatiori end bracing of trusses A seal on this drawing or cover pall listlng trtia drawing eaoonena�TRUSS•,�r Indicptes acts lance o pro esa one engsneering res nsibilitY solely for the dent n shown. The auita5�ity and use of this drawing for ar�structure a the responslbDlty of the Bui dng Designer per ANSI/TPI f Sec.2. Miami Florida For rtrore bdortna ass Lida ba mNea a amt these web aflea:ITWBC6:www .tom•TPI:www. at WrCA:www.sbtindu .cer�ICC:www.hxsafe. 120MOIA PI r.2 SEQN:3891211 T36/FLAT ROOIER RESIDENCE Qllr 1 FROM DRW. FT093 Wgt 122.5Ibs / 02/04/13 4'10"14 9'S' 14'5"2 19'4' 4'10'14 4'9"2 1 4'9"2 410.14 M&4131 E3418161 Sb.5X4 i3EX5 m4�(S1161 51.4,[191 T (e, rr e, 1 P pl H0506141 4'10'14 51.5X4 4'9„ B��121 4`9"2 51.5X4 4'10'14 5__"___'211 As 4'10"14 9'8" 14'52 19'4" Loading CrRerta(pat► VAnd Crtt rk Snow Crtterla(pW h lM De11 W Cr(teris ♦Maximum Reactions(lbs) TCLL 30.00 Wh►d Std: ASCE 7-10 Pg:NA Ct NA CAT:NA PP DeAedbn in be Uden L/D Lao R /U !Rw /Rh /RL 1W TCDL• 15.00 Speed:175 mph PF.NA Ce:NA VERT(Ll.: 0.185 D 999 360 P 2581 /1036 /- 10 1• I- SCLL 0.00 Endotwre:Closed Luc NA Ca:NA VERT(TL} 0.371 D 820 240 1 2581 11038 /- 10 /- !- BCDL• 10.00 Category.8 Snow Durallm NA HORZ(LL): 0.029 J - - MMd reae8ons based on C&C Des Ld: 55.00 EXP:C HORZ(TL):0.065 J - - NCBCLL•10.00 Mean He%ht 15.00 It Code!Min Criteria Creep Facto 1.5 Maitimumn Top Chord Forces Per Ply([be) Soffg: 2.00 TCDL 5.0 pd Bldg Code: FSC 201OMW 1111118 TC CSk 0.419 Chords Ten.Comp, Chords Tenn. camp. Load Durad=1.00 BCOL•5.0 pd TPI Std: 2007 Max BC CSk 0.883 A-S 0 0 E-F 1588 -3953 Spacft 24.0• MWFRS Parallel Dist 0 to ha Rep Factors Used:Yes Max Web CSI: 0.702 B-C 8 -20 F-0 8 -20 C&C Dist a:3.00 R FT/RT.I0AW0.o%y5(0) C-D 1588-3953 G-H 0 0 k 1.0 GCpk 0.18 PlateType(s): VIEWVar.10.03.11.0209.19 C-E IWO-3853 Wird Duregorc 1.33 WAVE,HS Lundw Nag Sdredule:OA28•ifJ",min.nags Maximum Sol Chord Forces Per Ply pbs) Top chat 2x8 SP t12 Top Chord:t Row @ 9.50'ox. Chords Term.Comp. Chords Tens. Comet Bat chord 2x6 SP 02 But Chord:t Row ®12.00'o e Webs 2x4 SP 03 Webs •1 Raw® 4"o c. P-0 0 0 L-K 3019 -1212 Use equal spacing between rafts aril atagger nags O-N W17-1211 K-J 3019 -1212 End ve g=k not exposed to wind pressure, in each row to avoid spntltg. N-M 3017-1211 J-1 0 0 (a)Confinuous lateral braehg equally spaced on V6W bads and reaWons based at MWFRS with M-L 3017-1211 member. addidonal C&C member design. _ Girder supports 2-0.0 span to TC/BC split one face Truss must be Installed as shown w8h top dxn up. Webs Terts.Como pp.. Webs 6 Tam Camp. and 84.0 span to TC opposite face. JT Plats Lateral Chad JT Plate Lateral Chad B-0 128 -291 L-F 982 -394 The TC of this truss shag be braced with attached No Size Shgt Bite No Size SIM efts O-C 1283-3146 F-K 41 -8 sports at 24.00 in lieu of structural shea0dng. 31 W1.5X4 S 2.75 ,4) HO50S(R) 3.87R 4.25 C-N 46 -7 F-J 12S4 -3148 61 W4X8 3.00 L 1.25 (121 W3Xe S 125 C-L 984 -395 G-J 125 -280 1181 W4X8 3.008 1.25 1191 W1.SX4 S 2.75 D-L 252 -577 (21) H0508(R) 1.37 R 426 xx John A.liter - •• r UC:3683 R, 14337 Commerce Way •. STATE OF •�. Miami lake,,FL33Q36 ' '••-44_0ppP.?••``,`, "WARNING" READ AND FOLLOW ALL NOTES ON THIS ORAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS _ rRf t t( RTINEZ TRUSS CO.,INO.i. eboYe Qle WUeSa n6ted Refer to 9280 KW.South River Or. ITW pdigQl �e Ins shop n e f an deviaflat from figure to bugd q� �. 66 sN e�� A sea this dog o cover pagtL•SSSng tes aeee lance p ass rteertng ns tour the°�eatar�shown, {he suita6lpuy soil use of ' ng 1or an�strueturo is rosponai of the Bu dog goer perANSUTt+I TSew7. W �or or ea sib •s atM ea, wee :wow TPh wwvG wr •www.sbdn�s 12020101A Ply.2 SEAN:388194/T37/FLAT RODIER RESIDENCE Qty-1 FROM: DRW. FTG934 Wgt 75.6 Iba / ... 0204113 4'0"5 7'11"11 'I 12' i 4'0"5 3'11"5 r 475 A 4 5[3] III 1.5X4 =-3X4 =4X5[[11 lV j— L=1 L J I HG 1113X5[4] 475 =3X8[7] 3,11"5 =3X4[9] 4,0 115 1113X5[13] 410"5 711"11 12' Loading Criteria(pat) Wind Criteria Snow Criteria(Pg,PI in PSF7 OeflJCSI Criteria A Maximum Reactions(Ibs) TCLL: 30.00 Wind Std: ASCE 7-10 Pg:NA Ct NA CAT:NA PP Deflection in be L/defl LAD Loa R /U /Rw /Rh /RL 1W TCDL: 15.00 Speed: 175 mph Pf.NA Ce.NA VERT(LLr 0.030 C 899 380 L 1602 1643 /- /- /- A- BCLL• 0.00 Enclosure:Closed Lu:NA Cr.NA VERT(TL): 0.068 C 999 240 G 1602 /843 /- /- /- /- BCDL: 10.00 Category:If Snow Duration:NA HORZ(LL): 0.005 A - - Wind reactions based on C&C Des Lc: 55.00 EXP:C HORZ(TL):0.012 A - - NCBCLL:10.00 Mean Height 15.00 it Code i Mise Criteria Creep Factor.1.5 Maximum Top Chord Forces Per Ply(Ibs) Soffit 2.00 TCDL•5.0 psf Bldg Code: FBC 2010-HVK RES TC CSI: 0.273 Chords Tens.Comp. Chords Tens. Comp. Load Duration:1.00 BCDL:5.0 psi TPI Std: 2007 Max SC CSI: 0.338 A-13 0 0 O-E 523 -1308 Spadng.24.0` MWFRS Parallel Dist 0 to h2 Rep Factors Used:No Max Web CSI: 0.584 B_C 548-1366 E-F 0 0 C&C Dist a 3.00 it FTART:10.0%(0.0%)!5(0) Ver10.03.11.0209.18 C-D 548-1368 1:1.0 GCpl:0.18 Plate Type(s): Wind Duration:133 WAVE Maximum Sot Chord Forces Per Ply(Ibs) Lumber Nall Schedule:0.128"x3",min.naps Chords Tens.Comp. Chords Tons. Comp. Top chord 24 SP#2 Top Chord:l Row ®9.5('o c L-K 0 0 I-H 10 -4 Sot chord 2x8 SP 02 Bot Chord:l Row @12.00"o.a Webs 2x4 SP 03 Webs :1 Row ® 4"o c. K-J 10 -4 H-G 0 0 Use equal spacing between rows and stagger naps J-1 1407 -567 End verticals not exposed to wind pressure. in each row to avoid splitting. Girder supports 2-0.0 span to TC/BC split one face Wind loads and reactions based on MWFRS with Maximum Web Forces Per Ply(Ibs) and 8-0•0 span to TC opposite face, additional C&C member design. Webs Tens.Comp. Webs Tens. Comp. Truss must be installed as shown with top chord up. JT Plate Lateral Chord JT Plate Lateral Chord B-K 317 -771 B-J 1456 -584 I -1 233 -534 No Size Shpt Site No Size Shin 8pe -E 1401 -581 The TC of this truss chap be braced with attached C-J 225 -515 E-H 317 -772 [3) W4X5 2.00 L 2.50 [4) W3X5 S 3.50 spans at 24"OC in Neu of struchuai sheathing. [7) W3X8 1.75 R 1.25 [9) W3X4 2.50 R 1.25 J-D 20 -44 [11) W4X5 2.00 R 2.50 [13) W3X5 S 3.50 A Z/, Nei �••"t�,EN$,F,t••� +. • i i r Join A.liter = " too. I LIC 36M •. STATE OF J 1 4 337 Commerce Way . R NWarN Lakes,FL 33016 � ••...ef3RAp:. _ //1/IIIINIl1t�� "WARNING" READ AND FO L W L O ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS wdQn in feb tin dli ah in ,fnatapin and braq� Refer to a d follow the latest ed n of SI(Building ety In[ormat on by 1� �1 A or �tv�iradice or to perforrirdrtg�hese�unctioris. Installers shell provide tem wry gg S U a nc2tec�o top 1 htjve probe atlaehed at hchr sheath ir�g and bolt rd hap a a pr perry aid ocaodons sh� anent later resbalnt webs shall have bredn nstatled p r t3CSl sections 3 7 810, MARTINEZ TRUSS CO.,INC.e y gptl8at to ch face oftruss and positbn as shown above and on th@ Join�f�etaps, ur�ess noted othee. liefer to dreVVifl S 760A-qq STa 9280 N W.South River Or. Z , and gaat@ positions.9 P� P Mediey,FL 33186 fflB up Com ents G u Inc shag res sprle i ran deviation d d(� pon ro pon from is rewing,a failure to build truss In ormance 13os1 sea e2s1 NS p Hot yep �h coy(r cover t 1e1 Isting this driIWOGMARr.uazr SIXET ates acceptance or proresaiona RRn nee ng re$p�na qbi itv ao e)y for thrt_de ign shown. The auita6iitty and use of tng for any structure P the roaponsibi9ity of the Building Oea�gner per ANSUTPI T Sec.2. iami Florida amore kdotmeea�see tfds ob'a ral rwtea end these Wet sires:rTYYBC6:www.i .com•TPI:WWw. Inat. WTek www.abcindu I=WWW.kcsere. M 'bride Building Code Online Pap 1 oft 7orida Building Code Online Page 4 oft 1378$31 PCK4416,FCM4616,PM4914 PCM Past Cap aWIB,PCa19618,PCFiN16, PCN84,PCM46.PC1t49,PCM84,. iipg40t1Dep mw —mne�lot m dam i sa rvo.;samaa-b w suneram-wmrepaa.recant-pom ue w-una Boca PCNk i PCM68.PCIM,PCM84, ProS1 - LanBoveUso 'MGeI Product Approval Appeared tor ma m Imw res Pu3Zas m1 t Instructions me Regulation 9m�• � Approved for�auawaHVMrep lws,,0.a,mi alercI.tic WA Dow to hWev&XM Thud Party: Deftni> ssppaammm ovine M Saap Ion ane mustwatlOn msfrV�B �t31 to 782.eM WT ESR-1791. Fla FL1328S-a1 SKIT Warned 45 HWqW APpacat10n TYPe Rermmn Lamb el Um InstallnUm Instructions; Code Version 2010 oa FLt329S at t APPOOMW 9mpq Approved Appeared far a n outwe tmm Yep Yelled or.1CC Eva4rm10rn Henries.LtC Gouts Doaloa Preaam9d H(A Gtaebd br 3ndaPendmd Th6d Pmtr. AnalUved r nlhen Svo)ecttoloeds and hmte0aon ammudimm FLt92eS n1 egr1]at_mtl to report ESR-1791.Ragdres suDMmlmnmry Produc Manumcturet to provme mmawm of 7008 upaR for use m United Steel Produce Cempsny Addreas/Pamm/E:rmit 703 Rogeb Drive 13285.33 SKH291JR, Skanee 45 Mangers (952)998 87T7H 56089 it,SXH2O20LA B��®mom Fll= AntAOrhred Sipnehue Raft 5n LtmNs N Use Approved fm u90 m W.,Top Fu ffiURt n1 Approved ft.move nabWe HvH7s Yes VBNme Br:ICL Evehmlimr Siervlca.LLC Tectogma RePremdetiva Toed Wevm a.PE Deslpa 883150 02 AA 8valoaHoo tndepealmntlhae Party: 14305 p(rg CU:Bn aleR .add ymtaaetbn maNQmlm p113?95.0.28 ports (9$2)898-8851 1781. 1328S34 12 LM SKMZ5=A SKH Sm1m.M 45 Hanger 4t-.-SKH28t/R- QUa9ly A84lnanen RepreseNaUVe Cheri ROOM SKH4fd/R,SKH4104% Addresa/Phmm)Enmll 793 Rogers Orha 414yH,9KH2O26yR-7, ttontgonmry,MH 58088 L/R-2.SKK23UVA-2. (507)364-7339 4tJR-2,SKtl7S7A1/R-2, 4tB-2 ttmib m use &n�tesm Wood cmnedons AIm�Rah of MVHH7s res „Y:IC EEvahmflft Servim LLC notion Preimnm N/A - tlratuanm s Third ParlY: CMIMBR U:e Method eVWUWM Report Doro a Product Evalustim rI:==p,.SU*d to kinds Oral InsWe00n amfnrcdurm AR8 1751.eeI Etrdq• m OR-1761. 5 26,THD26,YM210,THD26- Face Mount Hannger Eveamtmnt bgHr H3;Evaluation 9mrim,tic QuOl"As ursom afty pFS 2,ESE'. 00,TH2,10, QUOMY Asaearmp Conned Expiration Date 12/31lactts .TH048,TH0414.THTH8408io ya9ptioy gy 17 TH0619 TH07210 Terrence 8.Wolfe P.9 F VeIWffin Cheeltlla-Hardcopy Recehed fur ane b tside red w 1329¢y: n em917a1 od p t HtoubWe Hrrm rap ar:lcc Erama9Pn 9er ,Lic Cmtalmts of butopeneme, L113283 of C01 FL1329S Col im6;.. —__ notion Prosserm QUA EvalaaHo�n Report. 1 Tisrd Party: ntlren Subject to 100,19 and USIRIA'Don Umbud"m X285 0.I.d 881781.^!10 Rtimeam i Standard and Year(of Stenemd) B708d0S9 ZOUWAVI m report ESR-1781. 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Nw..M Man4WNd.u.NB r. ralmdertuse 8.W41.1t w ea.d>eptMSpeamatmtd7atre rala.w.onw tp2mat. aw 7Su°p°� maelmomvmw aw. �ao.tr wucb.dlanpmmAa w�miaa Nq rn n.a..m n..taa.ms pAr[�t edOOrenem+. Ra Q.aNW 'IMN LLf M. • 1ltltat 8drfeGmlHda 4M tufanam mYalm.Iu Cay1W+m IIa0m0 BWmlM wpeet ft.a21.datfl.mnM Gm7 m a BaAmlbl a+dC' I/L®WNB.a8M1.e.Y6 dtOM - t tamrllaara+.l esp rte aaai.wdmr-.ddd. a. dme m n .ea t3.ArAnmraam OaadBma4dm Ob 17p171e18 � �•0 �D7+eere3lagaelmeema,tJc "odmader ramp e.Wdb PJ MMreP eM A ilitrd Aaln tmeaatoacemma•etaamera� omfic t.deaet.maae nay.as ft, i+aeQ.d.�.:' tbrtlMmarlm l2. -- .. A�rw.dfero.pRMM anmro .erdw er:IDCDa.t•bo s."m uC d#maae4lAamgamrm(d Ym 43m01tl�I'tAd.aaidea7Atd Fv w AtePA lntlaW D.dpnt 200 041+ae 9lOteamlmO.atll .eut�nn ....® ... ♦smoml 2= b gR•tBBL ASTM 117147 am dPaO�d ld'•aneb Appna.d bra4mN.M lE. 4W.Y.Yaa au y.w.dDI, avn..admrmeat m.Ilalm rm �abre flm s.11m.uc a4Pr.Yma t .r aewt8�atm fomail mdaHe6m b3p1R(bn nit A7.�="'a=..v 8PP_ Q77tDtid7mlm9Aa9a87d28„. 6/13!1012 yq�plpDD � 7eatm9M9z87d28_. 6!13/2012 eattead I MDs1VW*AoMWamd T.,.Md Pa0e7d14 • metes-talsatatrxaa.aDSrtuetexnLLarneLetaws+� moat area. taae4aronA 1w I R%STOMSCH AM oESMUMoa w Q'M IN a ID IA (1o0.r .t.m tzmow Udft Ch TAN TWO C.MA C.'1.1D Ca`928 Ci.�1.8 FaA2B 18 2 10 tedCmnm D /8tl(7anm xm16 3786 i9A NIS28 18 fa 1312 22 18dC-= 8 1Bd12.atm 370 4348 4348 2870 HUS2t0 to 1 !n 8 2 3D tedOmmm ro 1Bdt71mtm 8310 ero 8610 3x08 KVM73 18 1 e 1312 14 1BMCamm B tMc- 2038 3030 3283 1828 NA4t77 ro 1 1312 22 tedCm.ma a /BdOa 3878 4318 434.9 2970 laA178 18 M. 1312 30 161Cne.Ie. 10 rodCmmm 8310 8810 8810 taA242 M 3f / 2 1 4 1WCt 2 IBA Cantu. 800 920 tow 498 HUSM t4 Th VA 211 4 tedOOn me 4 tedCaneae tau 1te8 t280 1118 tNffim$ 14 3M b 2 1 8 18tlCermea 8 /BdCaarADt 1880 fl80 tae 1810 MA2tW 14 3+ 94 a 1 8 tedmmm 8 tsdC•mm 2068 23M 2aw 22ro t• 3 111. x 1 ro tedCamm ro 19&b 259 2888 3228 30M F8A714d 14 3f 131 2 1 1? 18dC.nnoe 12 /BdCamAa 3098 3880 33M 30M MS48 14 8 2 1 4 %A C..mm 4 tBdCamm ta0 1198 1280 1118 MIM 14 t Z t e 1BdCmmm 8- 18tllasmm 1880 (780 1938 tero MISE 14 ! 2 1 8 1BdCeeereml B 1&ICmm.. 2088 1 2378 250 ? D MA412 M t0 tedQM= MBD S72B 3060 F.re81 title�?8.4rtaL 1 Sr.4.48N omend W-ff-MSWOOMpeaNmtl0.0e0¢�dta M70d g.Baa8emme 4 edaimd� tlmlglaldm8 mlmhd I.ftd.nmebri mb..denilBPJawaphtgaEt8a6en311.3.W.etlt.ateaammte4oIweem mtpesffion pmpt dmftrmmdadedp.Wm.w.dsankmoteo er ' 8edWtml Star telOalerdhlaakiea.d k860s18eaPdMdatm4o�n.et�Im.afiaeemdadteadmmPb4Bne0maeamattadi.®ihm780motla(�4 W&taethede�d@aJ.M �1.11Mfie Wxtlm..eteddaemp.rWtlwndBeJtldMe mapedm0evrsBCelpmaaide aebletb0.1288ah132-4 J.etmblmetEedAeeOOdmmyW.tlmp6tAmlaigled30.to48dgreea8amamm.Latl18a1natP IeaOer. .e.wgOMoldetandFA.Dm I J J ` p 1nYAtm6R IdA 117.:At� �.9laLnit.1 Florida Building Code Online Page 1 of 4 Florida Building Code Oplitte Page 3 of 4 �k ���6''f: �.t�i�1 N BR-188L ti r` : 1 / t e 1.68 Plate Tie of use Installationlastructlow �2! eas sax ut do,wraaymaew I xesrago a sole a Aoae eossrau asemrns'news sae su rip i nAtf saes:' Approved forms t H11H2:Yes cr Afi R3. esri�iatio Approved for Imo outida MYM?t Yes Yerifled BY:ICC Evaluation Service,LLC '1 impact Resiwalt WA Created by Irdepe dentThltd Party: Bus}I/n R Design pressure:N/A valuation Reports .PI G'.7.f Pfod1M:�Approve) OH1m7 Subject to loads end Mete WM to stru:tlom, FL62i R3 AE esARBi.odf frroS r al `� tam new U- Is In report MR-1881. R2gC�dt�Ml 21.69 Stud Mate Tie ,etdsAPPaoaosonse Limits of use msbvwom Approved for use In MVH7.1 Yes Met a R3 tt aw4: ire FLAP Ida �1oN Approved for Me outsde HVIQ:Yes Verified BY:ICC Evaluation Service UC Do Reslatets WA Created by Indeper dent Third Party: Code Version 2010 Design Pressures N/A Evaluation Report Application Status Approved Otinesn 8uaj�t� Installation hsbuctlons P1811 R3 AE esnSSl.edr Comments [Avell SPI'HW4 DPLATE TIE ArctMvod m We seatruwons ved for time t HVH7i Yes slmf Ra rt egrlfiBl.adf Product Manu(ecturer UMted Steel Products Company rad far aM ouWde HYlOa Yes Verified By:ICC Evelueties Servi ce,LlC 703���� t Residents NlA QeateO by IadepesdentTAW Panty: Presuvat WA luatlon Reports Montgomery.MN 86069 s 898-8772 novar rM.com 6 DPLATE T!E m Use oa instructions Approved for me In"VKb Yes 91 A Signature Rot Swanson ved for time utide HVHO Yes V�10�BY:ICC Evaluation Service.LLC r8warm0.eom t Redstnts NIA Created by Indepandannt TAW Patty: e Prommal WA Evaluation Repasts Tettmicel Reprntadve Tadd Drevlous,PE 14305 Sartittross Drive _SPTHWB D PLATE TIE Bransvine,MN 553M8 of use inetsuetlons M (952)898.8651 Approved for use In HVHZt No Fl aft R3 II eart861.adf tgrevicus0gibratterl,corn Approved for use outside HVML No VetUled By:ItX Evaluation Service,II.0 impact Resletanto N/A Created by IrdependentThW Party: Design Pressure:N/A "attention Report Quallly Assuranot Representative Chad Decler Others Product Deleted. FMI R3 AE WnS81, I fl 703 R09M Drive 621.73 10,THDMZlO.2, Fete Mann Manger Mad 089 N2gome y,MN 5810-3 (S07)364-7333 Lunits of Lisa tnstauattm xhstructloas eheeaerOndixom R 821 R3II eari881.Rdf Approved fw use t outside Yes Approved taw use outside HiiFiZi Yes VeriBant ey:ICC Evaluation Service,LLC �orl' Structural Ownpu� Pressurm WAA uatlen Report Pally. Subcategory Wood Comtettas ocbm Subject to Loads and Installation Instructions; a 82i R3 As earlBei.edr outlined Ulteco, ESR-188L ConrPuan ce Meow Evaluation Report from a Product Evaluation Entity Sn.74 DH=-3 THDH214-3 I.Mount Mannar Limits of use lastatimum Lrstrutions LWdlnatian Entity ICC Evaluation Service,LLC Approved for Use to HVHZI Yes F1a21 R3 II eari88i.odf Approved for use outsde MOM Yes verifkd By:ICC Cvaivation Service,LLC QudRy,AWWW=Entity PFS Corporation .impact Reslstardt N/A Created by Imdepe dent TWd Pmtr. Quality Assuratoe Codract E:rylration bete 12/3L/20i5 Design Pressures WA Croaluadon Reports Validated By Terrance E Wolfe P.E Othan Sobdect t loads and Installation Instructions 'or ass a3 Ae earlaRi.odf OUtIlned in report ESR•1881- Validation Checklist-Harocopy Received 21.75 fnvoWlit THDH28.2,THO426-3 Face Mates"Snuer Uffft of Use lostailation I:natrudtns fantitleeta mIrrtlepeokrxe u:r u+ R3 LOS 10C terdeaendetxe,cert odf Approved far use,In HVMZt Yes 11 Approved or use outside HVHZs Yes V �B ICC Eveluam Servtca,LLC Doped ReSbtnM A Created by Referenced Standard and Year(of Standard) Standard Year Design Preswrm MIA Evaluation Reports Thid Patty: AF&PA IieWUnal Design Spediicatbn 2004 ("'M SubjeU t loads and Installation Instructions FLO21 R3 AE earlS8l.odf ASTM 01761 2000 rl¢tl M �R-IBBl. ASTM 07147 2005 021.76 D212 D41 Face Moues Hager mHS of Use esta8ation mstrstcdons Certified hali c of Product Standards Approved for use in MVMZ:Yes cr a2i RMn esri861.odf Approved for time outside HVIM Yea em y:ICC Evaluation Service,LLC By impact Reststnb WA Created by IndependentThW Party: Resits Pressure:WA Evaluation Report htW//florid4uilding.otg/pr/pr app till aspx?param=wGEVXQwtDgH7enlm9An9zB7dZ8... 6/13/2012 http//floridabuilding org/pr/pr app titl.aspx?penal n=wOEVXQwtDgti7en11n9An9zB7dZ8... 6113!2012 ESR-1881 I Moat Wd*Aodepted m!d rmsted P9a 13 of 14 TABLE 11—THM FACE MMW HAN=ALLOWABLE LCADS'A0 u its) FASTEt®18CH®l8E STOCK No 8T®. 610.0E CLPBFBWW*HmW ALLOWABLE D981LaVLOADS81 DOUMAS*M- (1m) ALLOWA&.Et2 lLOADS00 B *WE-FR 05.) 1N N D ! Jo d Dowid d Von Down1w I UOM JUS skint Na6Jas<Hm w rm 1001 090'.0188' rm Co=1D =1.78 Co=1.76 %-U C.=1.0 C.=1.16C== iA C.=1.9 THDH2B 12 1% 84= S 20 1060amm 1 9 1 18 MMEn 3918 4606 4888 2340 3379 38W 42M 1888 TH M 17 1% 7% 6 38 18dCMMM 12 tWCarmen 9770 7395 7398 4370 9930 9210 8210 3879 THOM0 i2 1% 0G6 S 48 Wd*mv= t9 t9d Oamm 9728 MM 9900 640 9839 7989 7790 4838 12 2'4 9'4 4 46 18d Carom ffi IWOmmt NM 8260 SIM 3GO 8938 am MM 2030 THDWiI2 12 9'1. 1d4 4 m Ud COm. 14 1MCammm 9848 8846 9849 SM 7M M39 8270 43M T19A4710 U 9% IV14 4 66 iWCmmm 10 INOXmm SUB 9949 OM 5810 9119 SM 9270 6836 nMHM21 t2 94 6$ 4 20 iW*Mrrm 8 iSa Caamoo 3918 4MS 4786 2748 3370 3880 4030 1890 TK*CM,2 12 3'!= 7`4 4 36 180 Camfmn 10 180Cdrtmm 8938 7619 8078 2888 6896 94W 8740 2240 7HDWO-2 12 3'1= 914 4 140 tWCammn 121 INN I 8280 8780 am 34W 6936 8938 6936 2030 THDIC= 12 3'G. 0% 0 140 ISd Oammr 12 t9dCam= SM 8280 3060 3490 6936 MU 6936 29M THOH3a12 17 9'G, id4 a 68 te00mmM 14 SdCadm I 9846 9646 8880 sm 8270 8270 Btu TH 17 11. 6'4 4 20 IWC4mmm 0 191 OMO n MIS 4606 4695 2808 3370 3880 4218 21W THOH49 12 9°Ya r4 4 98 tear f0 IWO== � 7819 7696 3196 8838 8080 MW 2876 TH M10 12 3°4. e4 4 40 INCammm 12 tWOamm MO 8010 9010 3W0 714D 7970 7670 3938 T7m7412 12 3'4. 1d4 4 M HdOMMM N TUCammn 00 00 6726 Ma SM 8270 4390 7104414 12 3'4. M. 4 68 1SdOmmmn 16 IMCMMM 9849 9806 8808 8819 6270 W►o W7o SM 7606263 12 WI. 8'!0 0 20 1MCm= 8 188Caarmm 3918 4US e7� � 3370 9880 4090 t9m1 7HDN293 12 6'4 rA. 4 38 led Camtm 12 tWOmmm 9770 7788 6078 2866 "M 5708 0740 2240 MGM U 5% 0. 4 49 'HdOWUM 18 18dOMMM 5776 SM SM 460 7870 9276 8276 3&96 23 U 6'4 11'!s 4 68 IMCmrmm 20 18SCamm 8835 MM MIS 51M 5366 8308 8346 4966 12 e'4 13'10 4 88 INCWmm 22 18aCmmm 11806 IWO 11846 8786 978D 8780 9760 4969 THDWO U 6'4 9 4 48 IWO.= is IWOaam. W28 8886 9868 46M 7W0 t�8 6276 3836 THOHM 12 6'4 11 4 68 IMCWmW 20 19dCpmrm SM 9836 98&5 SIM 5349 8308 8346 43M THWH14 12 6'4 13 4 88 18d Cmtmm 22 16dCamm 11645 1t848 11646 0786 OM— 9780 9790 4886 TMMO 12 d$ 9'4= 4 46 IWCmrmr 17 Md Carman SM 8280 8260 9480 6998 8936 THM W12 12 6'/. 10% 4 m lea Calmar to tee Cammn Me 9948 9806 am 8x70 W7o 1x11/w e8 IWCmm= IWC"= a" 9648 9848 6610 w0 wo %- 2—M 7067710 12 r!. 9 4 '0 16dCm.rmn i2 lGdOanmr 8280 9010 Soto 3970 7120 7070 THOt(/212 12 rG td4 4 88 IWCaamm 14 tSd COMM 9946 9806 9646 6729 8279 W70 TH060214 1? r4 12'4 a 68 18d Carom t9 McColl= 9646 9946 me 6610 am am F9r SL•t Owh=26.4 a mt 1 Ed=4.45 N. b EBR•1881 I Most YAcasPted and Trusted Page 14 of 14 CLPBFBWW*HmW ASIMAMSSdesigtaftk&ade33 G50' CIdSTCdI M" ASTMA653,SS dedgne66n.Grade 50,Cass 1 G90' HCPFtS Atdw - 090' TYPICAL man THDH INSTILLIATION RGU M 10—TLO H FACE N,MW HANGER TABLE 12—STMTYPE,SfABM AND RCN RESISTANCE Product Swe1 - CLPBFBWW*HmW ASIMAMSSdesigtaftk&ade33 G50' CIdSTCdI M" ASTMA653,SS dedgne66n.Grade 50,Cass 1 G90' HCPFtS Atdw ASTMA 653,SS&$*aft%GWO 33 090' HUS Bard N65JaatHwW ASIMA652OSdadgretl LG0WO33 G90'.G188' JUS skint Na6Jas<Hm w ASTMA65%SSdes t 11 Grab 33 090'.0188' MR-FK AMNS1PktteTie ASTMAGASSd GrM633 090',0185' PAUPOdAnam6 No&10.12.160a A65%SSdes4mdw%GMd933 No L 3,100x.maedat ASMTA 35 G90'.G185' Pgbftd RSPTShd PUB fs ASTMA653.8Sde*wft%Q de33 090'.0185' SPTmdSPTHS9rd PUS Ties ASIMA63%SSdesVieSmr.Grmte33 090',0185' THOHFamMacdHmgm ASIMASaBEftftnaft%Gmde33 00'.0185' For W:1 MW=8.89 kFa. 'Carosbn prowim is alarm codm in amoordmtae tit ASTMA 993. C - B WEB BRACE SU33S . ITUT11N T—BRACING TyIS CETAIL IS TO BE USED WHEN :ONTINUOUS LATERAL .3RAC:.NG CCLB) CR T-BRACE IS SPECIFIED ON A TRUSS TSIGN BUT AN ALTERNATIVE WEB L—BRACING: OR ?RACING METHOD IS DES:RE3 L-BRACE APPLY TO EITHER SIDE OF WEB NARROW "ACE. ATTACH WITH 10d BOX OR GUN (0.128'x 3..MIN) NAILS. \\\ NDTE'S: AT 6. O.C. BRACE 1S A MINIMUM 80'/. OF WEB } T-iIS DETAIL 1S O.NLY APPLICABLE FOR CHANGING THE SPECIFIED MEMBER LENGTH CLB S-iOWN ON SINGLE. P_Y SM-EC DESIGNS TO T-BRACING OR SCAB BRACING. t , I ALTERNATIVE BRACING S?ECiFIED IN CHART BELOW MAY BE CONSERVATIVE. ' FOR MINIMUM ALTERNATIVE BRACING, RE-RUN DESIGN WITH APPROPRIATE BRACING T-BRACE L-BRACE j i IWCE MEMBER SPECIFIED CL3 ALTERNATIVE BRACING SCAB BRACING= ! SIZE 3RACING: TOR L-BRACE SCAB BRACE }2X3 OR 2X4 1 R01d 2X4 I-2X4 APPLY SCABCS) TO WIDE FACE OF WEB. (2X3 OR 2X4 2 ROWS 2X6 2-2X4 NO MORE THAN Cl) SCAB PER FACE. ATTACH WITH 10d BOX OR GUN 2X6 1 ROW 2X4 I-2X6 (0.128'x 3.',MIN) NAILS. 2x6 2 ROWS 2X6 2-2X40 AT 6. O.C. 2X8 1 ROW 2X6 1-2X8 BRACE IS A MINIMUM 2X8 2 ROWS 2X6 2-2X6Cx) 80% OF WE3 MEMBER LENGTH _ SCAB BRACE I ! .I T-BRACE, L-BRACE AND SCAB .BRACE TO BE SAME SPECIES AND GRADE OR BETTER THAN WEB YXIMBER UNLESS SPECIFIED OTHERWISE ON ENZINEER'S SEALED DESIGN. C)o CENTER SCAB ON VIZE FACE OF WEB. APPLY (1) SCAB TO EACH FACE OF WEB. A.s Vj fia vi �1. •a i -.va3Ml4.-tsao Aso ravzv ALL tm/c3 as TMs XMIXr1 E CLB SUBS-. T•..A"%requra e•trens caro a rabrlco*v.na+laty,a*oP�.wstaavy w10 b. ck* 3-Fe- as ana g �Cj. 2839 % T ALL 30.0 PSF REF Cana.IM 45=eovow"Safety wcr.m%'O%br M ua w:eV rp ur.t aroatlees P~ to.. J FILY eu . . 1DL 5.(b PSF DATE 1!1/OS oa►o-A snsP neve P-aPartr atatal»s t gr c e oar pt aaard „-I aroaany attecreo nps eaaMy Loeauens sban far:erannt.Iatara.rssrot.t or.eaf aeaq I,ae,► Il� 6r•iiq fwatacc a..SCSI seeHO-s n a 87. See V4a Jwx 9t 1 roars wse ear rare't+ro..entbn.� !'I •Iwrot*+*T.. ruma"cat ar 1143 xsma TO arsva.LATrr,�,laclm .0. �.T '' oI. BC, DL ��.ta PSF DR/iJG 3RCLESU30109 !tt>aoyq�a+pa»nts faa••a/.• tiStr3:W anew•at be resPOSbte rar_r oawatlan Fran Ws �. .r LL 0,0 PSF 8e wes cartgmmts croup Ina, •�•ty.y air at..ry to N.A.uw tress..aanrarna•w•wan 1PL ar r-or¢at • : 6" L ruse+-p or tr set. 11w3m tam.~oetro we.aer er ww.'"m 3117.& •' ��y ' S-0.3 rm""I tv Pt-.st"L Aoctr Pates to Fee"Fae.w tr.,ss.pm%wwo ss aM.n atww �ta- Rs s'.. z��. .T. L D. 55.0 PSF •b On.ont 7-fa/tt C- •t-.N....•• A sec/an ins ora.ws or CarFr oa:e Maatn aeeayla.ce a a-ar•sskwwt rameen4 osa a iCNly tar t-e a us cwwo- %::$ •+'1a.z 1»a..ts0'ilt oni/wst Or f[awpa»-t far a r - `��V! c a1� DU R.ty of Lea$..taws an7q».a►. T/TPt 1 Ile-IL "r rhj A ` �5� DUR. FAC. -33 ewletr.woaso.s to-3..•.•,twc9r� TPb w ta..stta-,vtCr...raa+a.ss.rraa ELL...xcso•ers 24 SPAT:NG " j tt y IFTEPS TO SETTING TRUSSES NT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES IN AS MEDIDAS DE LA INSTALACION DE LOS TRUSSES cuBro VARRIOSTRE PARA TRUSSES DE CUERDAS PARA LELAS 3x2 y 4x2 e Refer 15(4.6)or Diagonal bracing Repeat diagonal foothill 1)A15tall ground bracing.2)Set first U-and attach sewrelY to ground bracing.3)Set next 4 SCSI-67***for ) every 15 fries spaces 30' trusses with short member temporary lateral restraint(see below),4)Install top chord diagonal more information (9.1 m) . bracing(see below).5)Install web member plane diagonal bracing to stabilize the first five - - trusses(see below)-6)Install bottom Chord temporary lateral restraint and diagonal bradng(see Yea el resumer ( below).7)Repeat process on groups of four trusses until all trusses are set. 8C5i-B7*x*pars 1 1)Instate Jos arrlostres de terra 2)In:stale el m#s h formaddn. J prlmero truss y ate seguramente a/arricstre de i , ��� Berra.3)Instate to$pr6idmos 4(cusses con restricz9dn 4Ttora/temporal de mlembro tort,(vea `i abajo).4)Instate el arrl�re diagonal de la cuerda Apply diagonal brace t0 r and at superior(vea abajo).S)Instate anfastre webs at end of canttlelrer and at i diagonal Para l,s planes de las m/ambms secundarios pare eslablJce dos primeros deco trusses bearing locations. All lateral ins (vea abajo).6)Instate la resh tddn lateral temporal y arridcstre diagonal para la arerda inferior lapped at least two trusses. (truce eatdrt r3ste praccMimlenro en gropes de cvalro busses hasty qua todos dos 'Top chord temporary lateral restratal spacing shall be 10(3 m)o-c.max.for 3x2 chords and 15'(4.6 m)o c.for 4x2 chards. ® Refer to BCSI-BZ***for more information. • Yeael resumen BMI-82***pars r�In1 INSTALLING -- .IIIfSTA CION ESTRAINT/BRACING FOR ALL PLANES OF TRUSSES ® Tolerances for Out-of-Plane. cna ; '' Max.Bow Truss Length ESTRICC18N/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES Tolerandas Para Fuera-de-Piano- 314" 12.5' This restraint&bracing method is for all trteses except 3x2 and 4x2 parallel chord trusses(PCTs). Length-► Max.Bon' 0150 0(fi) 19 mm 3.8 m) See top of next column for temporary restraint and bracing of PCTs. n- 114• T 718• 14.6' Este m€Wo de resf71tddn y arri,5he es pat todo busses Me c�BOUV Length -► t e mm) 0.3 m 22 mm 4.5 m except,trusses Ctlefdd5 pdraleldS 12" 7 1' 16.7' (PCTs)3x2 y 4x2.Yea la Part*superior de la column Para is resMcddn y anftbie temporal de PM Max.Bow O 13 mm) 0.6 m) 25 mm 5.1 m -..---....- 3!4' 3 1-118• 18.8' I TOP CHORD-CUERDA SUPERIOR Letrelh a ° Plumb 194" 0.9 m 29 mm 5.7 m �.;�,* ti ';� �' m I ./line 1" 4• 1-114° 20.8' S a ..: ®-Tolerances for f 25 mm 1.2 m 32 mm 8.3 m Out of Plumb. ! 1-114° 5' 1-318" 22 9' Up to 30' D 32 mm 1.5 m) (35 mm 0 m 10'(3 m)o.c.max. Tolerandas pars 150 max (9.1 m " t:. 1-112• & 1-12• 25.0' Fve2 aa. -de-Piamd 30' 9.1 in)- 38 mm 1 Am 38 mm .6 m 8(2.4 m)o.c max. 45' 3.7 m CONSTRUCTION LOADING 1-314" 1 1-314• 292 45 mm 2.1 m 45 mm 8.9 m j 45'(13.7 7 m)- 6'(1.8 m)o.c max. CARGA DE CONSTRUCCz& 2" a8• 2• a33.3 c 60' 183 m) DO NOT 51 mm a2 4 m 51 mm 101 m 60'(18.3 m)- Proceed with construction until all lateral 80' 24.4 m)* 4'(1.2 m)o.c max. restraint and bracing is securely and properly in per• a tonsuit a Registered Design Professional for trusses bnger than 60(183 m). NO proceda con la construccldn hasty qua tadas las restnc Corlsulte a un Professonal Reglistrado de D1,v&pant trusses miss Cones iaterales y dos arrloslres esterrr colocados en formal Material Height de 60 piim aprop0da y Segura. Gypsum Board 1a' DO NOT exceed maximum stack heights.Refer to BCSI-B4*** Gypsum (30 5 min) See 811 for TCTLR options. �/ for more information. Plywood or OSS 16'(406 mm) Yea el BCSI-82***pare las opdones de TCTLR. NO exceda las aHuras m3udmas de montdn.Yea ei resumer napnau shk,giea 2 Handles s Refer to SCSI-83*** SCSI-84***pars nos Inf,rmaddn- for Gable End Frame re- concrete Bunk a•(203 mm> straint/bracing/reinforcement information. a tiny Tile 34 roes Wien Para Informaddn sobre restric- -i x., r ddn/arriostrWrefuerco para Armazones Hastalles vea el DO NOT overload small groups or single trusses. f resumer BCSI-83*** ® Repeat diagonal NO sobrecargue pequeifos grupos o trusses indf 4duales braces�tru ® NENER stack materials near a peak or at mid-span. set Note:Ground bracing not shown for clarity. Repfta/os arrf- NUNCA amontone Jos materlales Cerra de un p1co, \ sotres dfagonales ® Place loads over as many trusses as possible. para coda grupo Coloque las Cargas sabre tant,s trusses Como sea r I WEB MEMBER PLANE-PLANO DE LOS MIEMBROS SECUNDARIOS de 4 trusses, posible. \ a. e ® Position bads over load bearing yells. Diagonal Coloque las cargas sobre las parades soportiI ATERAL RESTRAINT Web members bracing ALTERATIONS-ALTERACIONES Tress bracing not t®IAGONAL BRACING � Refer to SCSI-65.*** shown for c". .RE VERY IMPORTANT -� Yea el resumen 8CS1-05.*** LA RESTRYCCI®N ® DO NOT cut,alter,or drill any structural member of a truss unless LA RES Y EL spedfically permitted by the truss design drawing. NO Corte,apace o perfore ningdn mlembro esirucdural de un truss, IRRI'OSTRE \ a manes que estc eWedRcamente permittd en el&bujo del dL---ft P,lAGONAL Bottom chords del truss. 'ON MUY SM Ttusses that have been overloaded during CDnstruclion or altered without the Truss MPORTA S! Diagonal braces Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. every 1 truss spaces 7trsses que se han sobrecargado durante la canstrucddn,han lido alterados sin la autorizaddn 10'(3 m)-15'(4.6 m)max.Same sp 20'(6.1 m}max. previa del Fabrlcante de ifusses,Pueden hater nulo y sin efecto la garanda timltada del Fabrl- as bottom chord lateral restraint Note:Some chord and web members cante de Trusses. riot shown for clarity.i BOTTOM CHORD-CUERDA INFERIOR "•contact the component Manufacturer for more information or consult a Registered Design Protessimmi for assistance. Lateral Restraints-2x4x12'or ` w view a non-printing PDF or this document,vac greater lapped over two trusses. I Nor&The toes manufacturer and suss designer rely on the presurmation that fire contraGOr any crate professbrrals vaxh the Cepatxpry m tadenake the wink they nave agreed m do on any given project m the ((i It needs ass5tarxt m scone aspect of the carstraNar wort.R strw�seek assistarxe from a competent petty.The menrods arxl procedures Otdpfmd m nds daaurrerd are ndeded m estxe fief the,reap mrmtrrxdar Bottom or anng, raane. techn�uesemioed�vpl t th t am SAFELY. reslramkgi ant MaWra irusss are based upon the cope[twe timer @rxa of Ieatlirg chords persomrel mvok4d won truss design,mamdaaure amt mstapaaarr,tae muu,due m the naMe a respam,itxpnes meowed,be wesemed led as supeNmtEhu�ing des�rrers'de�gnspedfl®tlet for harMltrg,hsmamg,re5remmg ant bmdrrg�d ss rrot preclude the use ottrerequivalent methods for rr35t aWig and provkpng s<abmty for fire wraps,columns,floors,roofs and ap cite m[erelateii slrrAt,rral Ixdkrmg compmxmts as determpced HY the cmrVe<t�TMS,SBCA and TPI expressly di5klaim any respoasiMfity for damages edsirlg from the use,applkat bon,or repance on are rewmmerda6oas ant irdarrna0pn mntahred herein. Diagonal brad every 10 truss spaces 20'(6.1 m)max. SBC ° ' xmmtaasmmcn TRUSS PLATE INSTITUTE 10'(3 m)-15'(4.6 m) Note:Some Chord and web members 6300 Enterprise Lane•Mattison,WI 53719 218 H.Lee St,Sin.312•Alexandria,VA 22,314 max. not Shown for clarity. 1 6091274-4849•wwwsbc4MUSHy con 7031683-1010-www.tpinstorg o B WARNilx371 30 GENERAL NOTES NOTAS GENERALES Hilly-1RNG AND PLACEMENT OF TRUSS BUNDLES Trusses are not marked in any way to identify the Los trusses no estdn marcadds de ningnin mode qua RECOMENDACIONES PARR LEVANTAR PAQUETES DE TRUSSES frequency or location of temporary lateral restraint IdentlBque[afreawicia0bmlizad6nderesUiccl6faterd1 and diagonal bracing.Follow the recommendations yarriostre diagonal temporales.Use las recomendadones (S) DONT overload the crane. for handling,installing and temporary restraining de maneJo,irutakd6n,resMcddn y ardosire temporal de No sobrecargue la grua. and bracing of trusses.Refer to SCSI-Guide to [as trusses.Yea el fb&W KA-Gina de Buena Prddica ` c Practice for Handling.Installing.Restraining 0121 el&mfo InsWaWm RestdcCl6n yAmbstre de los (S) NEVER use banding to lift a bundle. &Bracing of Metal Plate Connected Wood Trusses de madera G„,eciados con Plecas de Metal*** NUNCh use las atadu25 Para levantar un 1 ***for more detailed information. pare information m&detallada. ' paquete. Thus Design Drawings may specify locations of Cos dibujas de dlserTo de IDs trusses pueden especificar permanent lateral restraint or reinforcement for las locaiizadcnes de res&WM lateral pemnaneTte 0 ® A single lift point may be used for bundles of � V� individual truss members. Refer to the BCSI- refuerzo en ks mlembros fndivldudles del truss•Yea le top chord Pitch trusses up to 45'(13.7 m)and B3***for more Information.All other permanent hoja resumer 8C5I-83***Pare mas ink mzddn. S parallel Chord trusses of 30'(9.1 m)or less. A WARNING!Do not over load supportl bracing design Is the responsibility of the building resto de los dlseft de arriostres permanentes son le Use at least two lift points for bundles with structure with truss bundle. designer. responsabifded del dfsebdbrdel edffido. trusses up to 60'(18.3 m). Use at least 3 lift points for bundles with trusses fADVERTENCZAt No sobrecargue la greater than 60'(18.3 m). estructure apoyada con el paquete de Puede usar un solo lugar de levantar pare pa- try' WARNING!The consequences of improper fi quetes de trusses de la cuerda superior hasta 45' ® Place truss bundles in stable position. handling,erecting,installing,restraining y trusses de cuuerdas paralelas de 30'o menos. esta paquetes de trusses en urea pesic and bracing can result in a collapse of the Puede user dos puntos de levantar pat structure,or worse,serious personal injury 2 paquetes m&de 60 pies. Ne' or death. ,. Use por to menos rues puntos de levantar Para iADVERTENCLAI El resultado de un maneJo, paquetes mos de 60 pies. levantamlento,irutalad6n,restricd6n y arrisotre '' incorrecto puede ser la cafda de la estrudura o MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES aun peor,heridos o muertos. RECOMENDACIONE'S PARR LEVANTAR TRUSSES INDMDUALES A«n=Banding and truss plates have © Hold each truss in position with the erection equipment until top chord temporary lateral resbad sharp edges.Wear gloves when handling is installed and the truss is fastened to the bearing points. and safety glasses when opting banding. Sots rada truss en posict6n con equipo de grua pasta que la resMcc6n lateral ternMai de fi Chapas de metal tienen bardes a(Wrtts. a cuerda superior est6 lnstalado y el truss esth asegurado en Jos soportes. Lleve guantes y lentes protectores cuando torte las ataduras. ® Using a single pick-point at the peak can damage the truss. HANDLING ������ EI use de un solo lugar en el plco Para levantar puede 80'or lase hater dafio al truss. a Avoid lateral bending. A C S m Use rzama wllce Evite la nmd6n lateral. special pre in culdado especial en windy weather or alas ventosos o cerca ApproY-712 near power lines de cables eldctricas o Tagnne truss lam' and airports. de aeropuertos. TRUSSES UP TO 30'(9.1 m) j TRUSSES HASTA 30 PIES Attach Spreader bar T��, Spreader me` for truss T08.u'" `— naa''re'9ta .w; Spreatler bar V2 to � 2l3 UUSe tertgth Q Tagme TRUSSES UP TO 60'(18.3 m) __y. • The contractor is responsible for - I� Spreader bar 2l3 to TRUSSES HASTA 60 PI 34 UM length t properly receiving,unloading and storing Tagr- i the trusses at the jobslte.Unload trusses to TRUSSES UP TO ANDOVER 60'(110-) smooth surface to prevent damage. Use Proper rig- eq im P Use ui a lade " TRUSSES HASIA Y SORRE 60 PIE7_ ® ro P p contratlsta den la responsabmdad de ging and hoisting pat levantar e redbir,des argar y almacertar adecuadamente equipment improviser los trusses en la obra.Descargue los trusses en la INSTALLATION OF SINGLE TRUSSES BY HAND tierra liso para prevenir el daBo. � ��.„. �� RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDMDUALES POR LA MANO Trusses 20' r ® Trusses 30' t (6.1m)or " (9.1m)or r r k..:ftt'.'• ( -"s'I''T`aR " less,support less,support at near peak. quarter points. r� r =9'• h� Soporte Soporte de ;: ` cerca al Pico los cuartos ® Trusses may be uNoaded directly on the ground los trusses „E. Trusses up to 20' -> de creme los F Trusses up to 30 _ at the time of delivery or stored temporarily in de 10 pies o I (6.1 m) I trusses de 30 (9.1 m) contact with the ground after delivery.If trusses ® pies o menos. Trusses haste 30 are to be stored horizontally for more than one un NOT store NO aimacete memos Trusses haste 20 pies P P week,place blocking of suf ident freight beneath unbraced bundles vertkalmente los the stack of busses at 8'(2.4 m)to 10'(3 m) upright musses s°eltos TEMPORARY RESTRAINT & BRACING on-Center(o.C.). r Los trusses pueden ser descargados dirertamente AI`�sw �. RESTRICCION Y ARRIOSTRE TEMPORAL en el suelo en aquel momento de enbega o .� almacenados to mporalmente en contacto con el - ® Refer to SCSI-82***for more E-—7Top Chord Temp suet despuds de entrap SUos trusses estar,in Information. I/Lateral Restraint uardadds harizontalmente pars mos de Una (TCTLR) ssemana,ponga bloqueando de altura sufidente „ Yea el resumen BCSI-81***para m6s infor- `� debris de la p0a de los trusses a 8 hasta 10 pies mad6n. 20 min. en centro(o a). ` ® Locate ground braces for first truss directly ® For trusses stored for more than one week,cover _ in line with all rows of top chord temporary � .. bundles to protect from the environment lateral restraint(see table in the next column). Para busses guardados per rnos de sure semarta ® DO NOT store on NO almacene en tlerra Toque los arrJostres de tlerra pare el primer X90° 9 9 truss diredamente en ilnea con cada una de cubs ids paquetes pare protegerlos del ambience. uneven round deb sal Refer to SCSI***for more detailed Information las filas de restricd6n lateral temporal de la Brace first truss s}Is c� cuerda superior vea la tabla an la r6xima pertaining to harxfling and jobsite storage of �; e ,rr����� � -��: � ( P . securely before hi s�b °_ column). (--azecdon of addition Yea el foilefo SCSI***pars tnfommad6n m6s detal- (S) DO NOT walk on • lada soore el manejo y almamnado de los trusses P unbraced trusses. en rhea de trabaJo. NO Amine en busses ® sueltos. Miami Shores Village Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795.2204 Fax:(305)756.8972 INSPECTION'S PRONE NUMBER:(305)762.4949 FBC ZO 1UILDING Permit No. �®� a PERMIT APPLICATION Master Permit No. lee-®a �- Permit Type: BUILDING ROOFING JOB ADDRESS: /,v 0 City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO Flood Zone: OWNER:Name(Fee Simple Titleholder): 1,--*7 14C0 A;4=/ Phone#: Address: Zj!57-,Y' s?9�--��®�i✓ err City: Al• Awl 64,x/® State: Tenant/Lessee Name: Phone#: Email: 44?":r7-� CONTRACTOR: Company Name: Phone#: IV- Address: City: N 111 State: /A Qualifier Name:� ,,�®���l / Phone#: 4�7-yr x97�FF'? 9 State Certification or Registration#: 4: �/519"7XC) Certificate of Competency#: Contact Phone#: 9 Email Address: DESIGNER.Architect/Engineer: ®�S� Phone#: �°��91 152 Value of Work for this Permit:$ ® Square/Linear Footage of Work: Type of Work: ❑Addition IR/Ailteration ONew ORepair/Replace ODemolition Description of Work: A ,o � V Y ti or thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ Bonding Company's Name(if applicable) 441a- Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable)_ 4-146 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 approved and a reinspection fee will be charged. Signature d&Z16C Signature Owner or Ageyl/ Contracto The foregoing instrument was ac wledg d bef me this The fo going instrument was acknowl dg efore a this day of ,20 10 by day o ,20�,by who is personally own to me or who has produced who is pe onall o to me or who has produced a +s identification and who did take an oath. o ratification and who did take an oath. NOT Y PUBLIC: ' TARY UBLIC: V.Ct!81��05 d L0.PUb1 c Stake eP123620�5 �a o ,rr 8128810 gn: CL U Print. x.4 y a .=PJ1y C Issm" 8 0tary Ass PYy p,b, - 1 N t: =°•°� Notary Public -Staie of Florida s," a7 e; tea�hrou9 J a My Comm. Expires Sear 23.2 15 My Commission Expires: '•;;F Bon My Commission oT Commission#EE 128810 Bonded Through National Notary Assn. ���r���������a��:���e��������r ����r*����e���r:���rsrsr�r��r�������r�,��t�r����:��,��rs•���x���e,�a�� ��������/� �� t>ti�r��r��r���� APPROVED BY C��l� Plans Examiner ( Zoning VL,� Structural Review Clerk (Revised 5/2/2012)(Revised 3/12/2012))(Revised 06/10/2009XRevised 3/15/09)(Revised 7/10/2007) xa shores��e� pne �iam� Village Building Department fiIOR 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER ��••a��" THE FLORIDA BUILDING CODE I (We)have been retained by to perform special inspector services under the FI dda Building Code at the I O®9 ►V L 1 04 S r project on the below listed structures as of 111 o r 2.® 13 (date).I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: 1'ZC I Z—S 8 g- • SPECIAL INSPECTOR FOR PILING,FBC 1822.1.20(84404.6.1.20) • SPECIAL INSPECTOR FOR TRUSSES>35'LONG OR 6'HIGH 2319.17.2.4.2(R4409.6.17.2.4.2) SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(84407.5.4) SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(84408.5.2) X SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(R4404.4.3.1) • SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(R4405.9.12) • SPECIAL INSPECTOR FOR Mote:Only the marked boxes apply. The following individual(s)employed by this firm or me are authorized representatives to perform inspection 1. 2. 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamental Examination;or registration as building inspector or general contractor. I,(we)will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we)understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code,must be performed by the County.The Village building inspections must be celled for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department.Further, upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that,to the best of my knowledge,belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and Sealed Engineer/Architect Name J 2 Address W DATE. 41�f:0 Phone No. �° Created on 6/10/2009 also —NIKKI" Miami Shores Village Building Department Rip► 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT#: DATE: • Contractor • Owner •Architect Picked up 2 sets of plans and (other) �� Address: 100 41 ILL— oLi 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 permittin cess. Acknowledged by: PERMIT CLERK INITIAL: RESUBMITTED DATE: PERMIT CLERK INITIAL: 1 Miami shores Village Building Department logo pmom 10050 N.E2nd Avenue Miami Shores, Florida 33138 me to Tel: (305) 795.2204 �CpRIpP► Fax: (305) 756.8972 Permit No: C42-- Page 1 of 1 Structural Critique Sheet �!-3 6C-3 Wr—,5 tfA-q>er H#E-r"tl -A0-''0 69'Se- A CCO-s o-j N J H g e. 1 ri -*" pe-L-)+ � A--(C- f S e--'Z PC a-r- PkVi S CC. t , "vs f s c �f- ce Lt cjD by T--#F c141 'r f-'--7 D EP j i`� fi 1'3 ; 0Ve-,- COS-c 'rs NOT - � 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. Mehdi Asraf sN°Rs Miami shores V Building Department �ORTU�'' 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT#: - DATE: 2c'�1 Contractor ❑ Owner vq Architect, Picked up 2 sets of plans and (other) Address: 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 permitting process. Acknowledged by: PERMIT CLERK INITIAL: Id o RESUBMITTED DATE. � PERMIT CLERK INITIAL: l� l Ay i� DECEIVE Miami Shores Village opt L 2 Building Department ��m. 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795.2204 Fax:(305)756.8972 INSPECTION'S PHONE NUMBER:(305)762.4949 ® FBC 20L� B IL ING Permit No. PC -�/-/Z-588 PERMIT APPLICATION Master Permit No. Permit Type: BUILDING ROOFING JOB ADDRESS: /00 /Q Sl T City: Miami Shores County: Z*I# — Miami Dade Zip: _13) _99 Folio/Parcel#: Is the Building Historically Designated:Yes NO Flood Zone: OWNER:Name(Fee Simple Titleholder): Phone#: g�!"f— Z-8 Z.$ Address: City: Al. a7o-44VI State: P4 Zip: �'�1 g J Tenant/Lessee Name: Phone#: Email:�/l1A'%7� ��r/�i?/'�2s4D � ��.i�ff�O 9 ('®-:0V CONTRACTOR:Company Name: j Phone#: Address: 2.3irS/114-LA10"Al- bK Ate• APA*r/ City: Zz. lTO1l �f r State: ,�� Zip: ��e�J Qualifier Name: rS��M.A/ Phone#: State Certification or Registration#: /a�S�'7/D Certificate of Competency#: �® Contact Phone#: Email Address: � Tt� DESIGNER:Architect/Engineer: xf 1"1.4R /j/f>Al V 7 ,� /� Phone#: .3i V-6-- 21 9:3Pq Value of Work for this Permit:$ ®°° Square/Linear Footage of Work: 46,69&4-1 Type of Work: DAddition OAlteration ONew ORepair/Replace ODemolit c ; Description of Work: / Color thru tile: v Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ S � Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING, SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work 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 she absence_of such posted notice, the inspection will not be approved and a reinspection fee will be charged. 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 c7 ,201 ,by n091"T>f D 1 who is personally known to me or who has produced who is personally known to me or who has produced E� l As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: %, Sign: Sign: y G t Print: Print = °® :�_d �or'w My Commission Expires: y. My Commission Expires: iii/O�� ••..... \\\\\\ $s ge sk aTa ak ak nk ak ak nk�$s$a$a sk sk=k ak sje Ha$c�k�sk�ak$a=k�sk sk a$ak$a ik�2:ga$e=k$a$ask sg sk ak$s ak1�Is sk sk sk ak sk sk�Ia sk sk sk sk sk GIs$s ak GIs sk sk�k sk sk ak ik�Ia sla$a sk ik GIs s#�S sk sk GIs ga sk�Ia�k sk GIs sk�k ak sk sk sk�Ia�k sk:k ua sk a!s ak sk da ik GIs sk ak APPROVED BY ���,�1ans Examiner Zoning Structural Review Clerk (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) t � } Miami Shores Village RECEIVED Building Department DEC 02 013 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795.2204 Fax:(305)756.8972 BY: INSPECTION'S PHONE NUMBER:(305)762.4949 FBC 20'P BLIEDIN Permit No. "—� -- PER.MIT APPLICATION master Permit No. ge Permit Type:PLUMB JOB ADDRESS: l /f J City: Miami Shores County: Miami Dade Zip:_3B 1 3 Q Folio/Parcel#: Is the Building Historically Designated:Yes NO 1z Flood Zone: OWNER:Name(Fee Simple Titleholder): &A-<— �i71 r4?. Phone#: Address: S k City: r State: Zip: Tl Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name:��E�e�l Phone#: Address;, ' Z) I ISC<.2 Alf City: State: Zip:���J 7 Qualifier Name: 6 aez- Phone#: State Certification or Registration#: CFC 0 Certificate of Competency#: Contact Phone#3®-5'- / )"29 3V Email Address: DESIGNER:Architect/Engmeer. Phone#: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑Address 861teration ONew ORepair/Replace ❑Demolition Description of Work- C-4 Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Trainin/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE r 1 Bonding Company's Name(if applicable) i y, Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK,PLUMBING,SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work 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 u condition to the issuance of u building permit with an estimated value exceeding$2500, the applicant roust 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 roust 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 u reinspection ee will be charged. Signature Signature Owner or Agent Contractor The regoing instrument was acknowledged before me this The for going instrument was acknowledged before me this day of ,20?,by by AUXAcr*-X&- t7 12R day of CC ,20 L!,by rh l CotJV-- who is personally known to me or who has produced who is personally known to me or who has produced As identification d who did take an oath. as identification and who did take an oath. NOTARY PUBLI : �, NOTARY PUBLIC: ���� 01 J0 18 163 ° \ ••. ., # uo�ssiiu �- Sign: s Sign: - Print: - �� s�' '3 Print: My Commission Expires: �j�� ��r?f My Commission Expires: i,�� ��,�•....t..•Via\ \�.. APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised3 112/2012)(Revised 07110/07)(Revised 06/10/2009)(Revised 3/15109) r 0 MP Associated Contractors, Inc. 7525 SW 178' Tern Nov 0 13 Palmetto Bay, Fl. 33157 Plumbing License #CFC044118 (305) 599-9954 Fax (786) 242-4457 (Pt) 305-951-2935 Email MpassociatedAbellsouth.net 11/05/13 To: Miami Shores Village Re: 10050 NE 2nd Ave: Miami Shores, Fl. 33138 Re: 1009 NE 104th St. Gas Permit #PL-10-13-2322 To Whom It May Concern: At above address with Gas permit number, owners have decided to eliminate the Gas system completely. We have capped off line at entrance of house as per code and wish to close out this permit as for future. Respectfully yours, 11/05/13 Miguel Pino(President and Qualifier) Dated