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Home My WebLink AboutTrussm in 4'-4' 21'-4' Ile 39'-8' TILLS IS A TRUSS PL/1�1T PINK ITS MEKED TO AID III THE DWALLATaw w TR s= �.D TRUSS DRAVn4S ANa Afd147ECIlRMS =43MEDE rw DOCIKNf. ESTE ES UN PLAN DE faLfi1ClER TRUE. ESTA MSDVM PARA AYImIR EN LA DW AQON BE TRUSSES. LM MIUM Y AimUIfFLTFAS DE Did a DE DIGE7 E SLPFDAN CM DOCIhERM NmD KLTf�Y 61<DiA tDMRTIDK ALL f/.= Lw1 Z ►ASIOa T�IIQ m.Ti IULY. Alm al >iAVS) r MT MM om°iar alf aH AL Taagi VtTto9 mrlatf to nn nE NIX vi1t1[Ei Val IDf E AtSETIO V1TIWf E�1 1Aaf1fN M1SSaVAL IN CHWM L W ! lm! of RAADG vAllf Ndr S AlaM16Y ®O Ya aRr'/ M IDAID 1� Ta aCfAI.ATIDI Ala aT0 .K M fA M teEw� tammma slim AT mRRM:im lI AIGa'A. R AMtflEr 1�®R M tl"w A 11Ea30, -Ym IEaf E DRAR Mm a >ESVE M TAtsss wQ aT r ate TD Av® IED11alL Wtt. MUM ¢ %1=3 DIPS 1WS w Cw" >aTtRl P",Mu w, crimatm, CUM Y M mtt[ to ALTOC lID TY">0 @I d ta-taa-rRmrm R m� ¢ AotTaARa cAR[a>t MaEfmfa tml AtY>mIQAN PrcvN raR E»Tare 'Im S w tMl� Z 1®YRLtra tlml ml ®Y1DV AaOM1wO1R vm ttivAR W eAllnAtl nETEids FV m TaRB 0 TaaiL Y tamr mum a aEil®�lO�S MLGN rLMHlm1 WEN fat w Mat�m� mN� il- rJiCr1O1 minMmaa a' aS lID TARBi iS PmAR1�N1TMlASY�M11R: PA�ac F H CONNECTICK 1'—*- r—tr TYPICAL 7' SETBACK CORNFRSET LABELING AND SPACING SHINGLE PLUM P�-� L-I L kP—R) o 1-7 -i - ROOF .,10 Total Truss Quantity = 60 Labeled End Mark General Notes 1) N pardd Thad tr sm flat tfttotm ad flat ¢dn how ft h4 d-d p g* p*W gran 2) fE to =up.,, tiled dn..w ttotAd 3) Et= Wa*q to 24' Q& aim Wnalhnla 4) Pw TAw Pla6 InE-RI 11 481 rEmimtidotian p.m. x-htadtq dwA be plead d a Iac*w rpaciq 1F = acrm Br ww4 to la rWwlad at a tnmdmm d 2W hetEmt each x�fooE tlroudtad En dnWmL d.�iKrdr b E9-81 for aV oddVad bu* ROOF LOADING SCHEDULE TCLL = 20 PSF BCA L PSF BCDL 10 PSF TOTAL = 97 PSF DURATION = 1.26 % WIND SPD/TYPE` 160 BLDG EXPOSURE — C USAGE — RESIDENTLIL CAT 11 WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FHC 2020 TPI 2014 T—s member design & connector plates am designed for ASCE 7-1N and maximum £ones from both components and cladding and main wind fome resisting systems. ' These t-- Lave been rued to carry an eJditional to# psf—o enrent bottom churl live load. FLOOR LOADING SCHEDU TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE AM RSACITONS AND UP=M ARE SHOWN ON ENGINEERING WALL KEY 08-8' ® 0 LOAM/ DFSCIUMON INIf. DATE Ra atwQ ttYE EIAM tw mr>o. woaY car .� to to JTH arum � I i 01 C CARPENTER CONTRACTORS OF AMERICA 3900 AVENIE G. N. V. III TER HAVEN FLORIDA 33880 PHOFEt(80O) 959-8806 FAX- (SSW 294-2480 BUILDEB.Ii.RDORTON STATMME &CMPROJ/MODEL/ALT A6/ 320/182ED.F ALT DESC OTC 3444 TRINITY CDR LOT 23 BLOCK DESIGNER PAGE RFS 1 33117 ,.LAN� 334502R SCALE 1 4 "=1' Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE LDR__H'ORTON /STATEWIDE E7A:5/32O CREEKSIDE 182ED,F Lot: [ 2 3 Address: ..................................................................................................... JobNumber: N334502 ........... _....................................................................................................... Revision Date: Block: _ Unit:: New Load #: R101 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINE March 1 :20.19 AN rrW CO'MPAW' Mt. Bob: Michaelis Carpenter ".C. dritr6ctoits of Am6rida,:-Ih&.. 3900 Avenue G,. Northwest - Winteit Haiven,FL 33880-6201 Re: A t' IWions-.for 6 single �19. carried truss with a width tharl 0 . . tp�rnatjve ins 4 d s .. .,th-, hangerwidth, ,and' wood. .block h , achieve full de ng tQ-;pc ip. 'Ign. lo. U-.*fo.rfo-ce--nio.*uh.tb..d.."h.anaer-attachiiiont6�ri.'*a,otf6 ply s, .jd"val'. e .supporting girder (Reference detail WA37-02).. Dear Bob,: F& 'a'sifigle ply carried truss with 'a width le'ss than the hanger. width -you can ihstall:q. prefabricated jack chordscablruss: (*)for wood..filler N6cking;.-Tha6hord sites;. ..grz!Oes, and -Alpin to. e: b e. d, truss. , The prefabricated truss av6a..minimurn e th- same as the single ply- came t ry:W.ill h. length, of 46� and will.have a. mjnim:um.pit6h-:of VIZ The single ply carriedI truss have:a ha a reaction of 3,500# or les;s. Attach prefabricated jack :scab,truss. withAwQ. ('2')'toWsofO.128"x3.0`"'G'(in* Nails at..'. 2' per rbW,.sta0gp[�#,-j":(§6e Figure I MbWl. P16as&.tb-fbr to the' Simpson Strong- -.ata Tie. 0 C� 9019. page 216.;. iiigure.l.for more information, Figard .1 F.grasinglb-pl* h�t 9 iev,: y:-gifderA teqdirds wood blockin " to,ach e %fUll design oad Value forface-mounted hangArs :qtta,ch. one wood.-. block 19the back face of the. single :ply girder with the: same site and drade..ais the bottom.- chord. of single. -ply girder. The.- 7 Wood: block length 0*0.th to, be such that'the"W66d blo�kifig-..extendstoei�ph�adjacent "pa'ni6ipoints :(.*cib*s.a"ndb6tt6r�-ch6r'dinter-secfion ).Attach . . woQq Gun Nails at 0 *e' 0.. per row,, staggered 3.0" applied to the block . dk ' .With �twcf.--- -rows.-of 6.1 28'� x3.q' 6760'Forum Wive Suite. 305, Orlando; FL. (PQO -621-0010 mwmalpineftw-'corn P ALPINE singlqply-giroer fbce; With an additional (20) 0,1-2870* 0 Gun.Nisils each- : . .additional 1. . - . . . . Gun .Mails A .. . panel ppirit. applied to `the, blo below)..Please � &-fabe (.See Fig&612 �- I .)..Pleas6 refer to thb.Simodh Stfoh-Tie Catalog C-G!2019j pabe 216, R&bl for more iriftiftnatio'h. 1=fgure Z' The -application of - pr6fabdicated J-ac'k`scab ttd,§s for wood filldtblocki-ing- of Wqqd blocking 16; achieve fiA. design load value for face -mounted hangers must be -:approved by thehardwarea m. nufactUrer. All edge and end: distaric-es, and -spacing for all nail connectionsmustbe. su!Yic'i6ntto'*pteVdht.8plittihg of ,wood.: If I can.be. of arty -further .assistance,.or if you have anyqpestion.si please 7g' ... �ye me a c William K KricikzRE. 'Chief En!4.in6et Alpine -an. I"11N. Company Engineering Department. Orlando, FL T 0 STATE (IF 6750 Fdftim- - DdVL--- Suite '306'.:O'r1an- d6,. FL $2821 - (800).521-.9.790 - (863) 4-22- - 8685 www,aipiihoitq :OM ry ALPINE ANI!%.VCW-PAW April 26',-:2019- Mr. Bob Michaelis Cqrpehter Contractors -of.Arneridzt, Inc. '39.0.0 Avenue Nor �114WPO - Winter HbvL:m, FL 33880-6201: Dear. Bob,, .R6' Strbnobabk bridging: on fb6f-tr0se$. I understand -there issortie concern over our recommendations f6rstrdh4back bridging onroof trusses:, '8fron k bridging -requirement'of'ANSI -�Tpl .2014 nor it a re r gbac bri ging for roof trusses is not.a qui ementofthe Building-'",Componient Safety Information -.E�ut- strongba-ck bridging 'o* OrY roof . . .:..: 6f.trugges is by Carp'qhtet-,qOntractors_.Of America Stronqb.O�.b do-! V_spes .the fol lowing two. functions: - One, bridging aligns the bottom chords �after -thpyzare, set the are uniform along the'ceiling: .—Y g find kind h;i:'p�s'-'w;ith"':-c.'e.ifing.'soiviOO'a.b..IIit*'y. Two; bridging reduces i6lativ& d6flectioifi of. adjacent. -trusses,, Strongback bridging'.doe' s: riot. -prevent or reduce overall individual deflection, etpe6ially -a hy'rio'of trusses, ef te qj �in_gpiprethan 1147 i"c .... .. .. ....... ........ ... A j .... ....... ... ..... . ... ......... .. ....... ............ ... ..... Strongback-bridging in roof.trussds does 'not serve 4is.tem p'bra!ryor' permanent bracing .and is not. .intended to .distribute. or share design loads, -1:*Oveen trusses. C-pp',s-equeriff, -Rp dps g. k 6.1'' d" have' .....y, . oa. s been accounted for with thig. detail andc�ohtihUbds- s'tr6hgbac . k'bridgirid thdUld '-hotbd:aftached-b6tw6Ln common and ,girder trusses.The. use :of strongback bridging- phall not. with 6th6rd6si contidetati6hs as specified :by the EngihOO(Of Record or the Building: Designer. The outer ends of strongback bridging shall be attached.-fo awall nr another%secure end.-rpstrain . t; -or assppcified:.bY the Engineer 6fRecord '6r'.thdBLiildin"-.E)O"sjg"'ne"r.. -Str6figback- bridging shall. be :a minimum :of 296 homihaf lumber. oriented -%hifth the d'epth vertidaf. Attach - wi (S.) f6d ..Common nails. MJV�xI'5") nails at each intersecting rp�-rnb er. Whenektehding -the- fhe.joca k sk b trdngbatrido.ing overlap by at.% :location: a.minimpm of two trusseof. the: ptrQngbac : bridging; ging. may . be: specified:15y'the Trust Manufacturer,. Ehgi6e&r, of:Record, or Building Designer: Please . i�ttsfe SCSI 'St rang . backing'Provisions" or to A.IpIn*-.:$TRIAq-18k1.OI4 detail for more. inf6rmat . ion. The. graphic shown '(FidUee*A) it fbir:oehiorld ifluttrOyd pUrpose. only. ,6760 Forum Drive:8uite 305, OrIMclo, FL 32821.- (800).521.4790i.- (863) 42 28685 wuJuV:aipineU.com. ALPINE Fig4re-J, If I: can be of ahyfutibbe assistance` or if you have: any questions,* please give. me a call. 'Si.ncrly,: Lj William, H-Knck Phief'E*p J' Alpirje an ITW: 'o * Cmpany Engjnqerin.g'1300�ittmiefit -Orlando; . FL 82824. 8700. Forum Drive Sbite,3176j Orl6n'db., FL 12821 (800) '. 521-9.790- - (853).4224685' w', H * - INV . a pin.e. ...,com ROW 3NGBACK TOGETNET ATTACH SE .4' ;SCAB' .64 D.C. NOTE, IN LIEU. 13F. SPLICING AS'SHOWN, LAP"STRONGRACK-1RIDGING MEMBERS, F0R:AT**LEAST ORE -TRUSS,,,SPACINa STRONGRACK ''BRIDGIN6 ':SPLICE TETAIL NOTED Details J. ancl 2.,;arlo thei ;pYSgzf.errobl at R 11)G I NIS RECOMMENDATIONS -M-A(L scabr-on blocks s.halI:.b.e:.-a- AnImum-PIX4- 'stress qt7A0ed ,umber:;' P-All. str-ongbcxck bridging. and bracing shdU be::oL -The pmrpose of s-tron6b.ac,k- :brlcl6lha- :Is: to.. TH*I0d:BDVGUN 'Ing 4etwe'e6 indk(I&W trusses,. Io*o:d shar S -.9 ROWS' AT -develop ' resultlno In alI bveralf .Increase' in, the StIf One Is-.-oP- -the.. floor systeMi -2k6' strongback bridging;j5o'k1,-.tIoh6d- j6,5. ;shown In details, Is recommended at 10' =0` o.c. <ma)<,> merit mothods. I terms: 'bridging' :and :1Ieddnq` are- . sometimes 0 a STRONGBAtk M rrwcomvw i='4.U—XY—t—w,,WXW;; kwi0Xft" Lbr=l�q &F.tmn� , : .. Awnk, cMY*Wjc"*Q cr,co~ PC Wft *ft *%wo. h*=*M acil Rr::V.Xr92P.Cn$MZ= Far . d,15X%XtWVfti The.surk*".wW V IS StAto =0 ls. rel0chsUft.-Of :bAdft'Dn%D. s pas MW Maryland Weights, MO 830/3 rtm!&='Ltfau1!LAtli—bl. --1 *M Mrd mistakenly : �u sed-:Interchanqeabty. I's -0,n I'mpor-ton't� structural hNquIreheh-t of .any . f (bor �o he: Truss.'-Ve.,�Igh Cir roof* :system, Refer -1) . . P . . . . -L.q roing (T D) 'the.,bmdnb re uV'6Ments each 1nd1VIc(Uck truss component. 'Bridging;' particUlaHy, 'strongbqL.ck!*;br1cIg!ng' As 0.: rec(5mm.ehcIotIdh- for bi -truss- system to help In: addition con-tro:. tb-alcllrig In the: dIstHbotion of pblnt lbacls bdtw.e&6 adjacent �truss, •str_ongback dging serves-t6 reduce STRONGBACK BRIDGING.. SPACING' REQUIREMENTS to IV Nbne' rboubred 101 iot 2V I rtm; W cadw of or I W-30 Zrm- a of "di.0 Mlits) 3W lo -40 u�6124 plog D"r 0, :#10 — bounce. Or ca viJora.tkohi ckUrclng: from . ...... resulting: . t..t 1.6 . . . moving pq.n.. . 4cji�j:sUch qL-s footsteps: The performance of att floor sysems enhanced -are. �nhaced 'by. the. Inttatlatloh bt s,+r&igia tk- bridglng qh'd therefore :is: strio'ngty recommended by -Alpine. For jaaclWonal In f 16 h regardingstrongbq.Lc* 1?-r1clolng, ref eii' . to .00S - I' (Building Component SafAity, Information). PSF REF -STRI TAX. PSF -PATE. -Whi No. t0861 *. - - - s: X. 11C M PSF DRWG STRB F PSF FACE. LOG, �^�j �* �^s �^'�y SHORING •-�' lF' .1'AI LETS OF '-GS,:RUCT100, 'M Y4fING MORE .A.M .X rqT#4$rq ;1114� .. ...?. , W. . t `dG NT�tA Im i I.4, i :Q{ '•: Tf �isP ii F. 00 �tAT t itkL._ � Q ' i?' cm-AR�Rla�w: �11f. Atnt, � P�lt�1. stmrwr., t RV; ITAI.1,: � 1�; �b:.t3r�;. ��ACJ ��O •0� SF!Ffrr/��i [ tTt. S -APPROP�fIAT-:-'': i*i It .`..pl' k : i+ 1A::iwt1RIC�1*A. 'L 'i S A tp. RA. .1�,L..AbP LAElwat I " 11.:.Ila1?'d4• Al f5 .�€ti I�kM': NIB ..Ps f � '�. � � �:' tA7 Fi c' .• n :TCf: � • S L3��' 7i. fCJ ' H 1; IA Droll,. At .. A ' ..... .. :�Muw - r. - 4:: ..a '-:4-'_'? :I: ..CAA' `.• L : A. 4. 1k� ye�yw+�++++ �r7�f� N •.. C}NEw. XA .:. • �:.► .'r.:a c^a . ra • ry .� :. . • . • •. Er',, : Ew'';�Jk _ ; , ' _''' • `, rig • :ter �,.r ; -71 • ' • ANTE . tom... -, • ... � : ., :t� '��: taC7� Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member. This design Is valid only for single ply trusses with 2x4 or 2x6 broken members, No more than one break per chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply with this detail. (B) = Damaged area, 12' max length of damaged section U = Mlnlmum nailing distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and specles as .damaged member, Applyy one scab per face. Minimum side member tength(s) _. C2)<L) + (B) Scab member length (S) must be within the broken panel, s Nall Into 2x4 members using two (2) rows at 4' o,c,, rows stagggered, Nall Into 2x6 members using three (3) rows at 4' o.c„ rows staggered, Nall using 104 box or gun nails (0,128'x3', min) Into eaph aide member{ The maximum permitted lumber gradR for -use with this detail Is limited to Visual grade 91 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may . not support any tie -In loads, S. L L 4' a,c �Typlco. f'- 0 + O + o + 0 + Sts agger = Back Face 10d Box (0.128' x 3', min) Nallsl o = Front Face 2x4 Member - Double Row Staggere 2x6 Member - Triple Row Staggerec Nail Q L — F;=::)� AN fISNCOMPANY 1738o LrkeRopl Drive Earth aky. MO 83045 acing Detail XWWARWNprs mo AND iDLLOY ALL NOTES ON TNIS` ■ WO RTANTWO FUMSH THIS DMYDIG Ta ALL COIfWDRS 1NCLIl MO. a oWislon of ITV JOAO, Conpanrnts Orevp Inc, OWL tn+et be drawing. any fallurr is bWt= truss In can /ornonce Otto MSI 1llailon on lr tMs zocklD of irussrs. rrnl'dras}lp or eoVor pappar urilnp ibis dra■hg. hdlcnUs �.ice rrsparwn;& . solely for iM mirrgn sMrn. TM sdtabity Y structurr Is the rff4w XttY of VW DUWhp Drsgner per Mernber- Repair Detail Load Duration = OX Member forces may be Increased for Duration of Load Maximum Member Axial Force. Member,Size L SPF-C HF DF-L SYP Web Only 2x4 12' 620# 635# 730# B004 Web Only ' 2x4 18' 975# 1055# 1295# 1415# Web or Chord 2x4 r 24 975# 1055# 1495# 1745# Web or Chord 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 30 1910# 19600 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 r 42 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 = .4615165# 3460# 3540# 4070# 4445# Web or Chord 2x6 5280# 6095# 6660# G �FE INSTALLERS, nd braelna. Refer to and TPI and SBCA) for safety oaror hrseh err 7CS1. sMaty►�Y�p a botton robs �Drd later®1 raatraht of Ilmly�p�tes to rad� face dshlr for orrvy devla}bn iron ar for IandIng, Amppha, TTof profrsslonsl r of iNr drashp I 1 3rct. lose sob sited l 1CG rrrJccsafe.ors L s L MlNnun Bi .44 L oft i L Dlstalxe Hhhun L nl,:toner e L L REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 P�s G 24,0' MAXI VALLEY WNo 1-:'ErA iL Lumber Size and 0rade-Mriumum Requirements -94aki,kaid_ A 'D W�4E ICK(Ma Tl�u4s. Pldo*ump 24r 4tjar T,RIlSS U14DER VALLEY FRAMING . 0;4Wf-#ijA Puarts # `Dt.4.V"qw. VALLO RAFTIFR.OR RIDGE cm 0.1ch r ': are- MMAT1111 Am roA'bqh4oq rows,, 4. EdrtoN cutFAAA"Ll-E LTqI ALLEY RAFTER zr�_11 .CqLLAR8EAM,.fiVERy MRA B1Od6E MR -OF RAFTERS BOAR. • k1sw KUH F . . . . . . vio-ty .twfwr4 of 6"r.enH nil udwards; IM&PUMIn with rp Mon(diu.of I-Sd Wltv ri'!Ri hiIti Tttis:d[aYr)ngapplres to 60;Cobditlons' kts p6�6 _409M.. m �ma�iffiu "yAlley height; 14- -Max[mum di0.qq'tqif height. 3.0-foet. LS 14P mphi."osed, cat it, Ek*o.-;6jd.o,.yUf-1.0 4 if VAk LET RO!Of PLA' toed by •others) ace eld&-bVi Ir,Qfnpdls are If steepers.ar gl&- ills nalo fate -nails airs M fallA Mlls.ea.ch slae�per.A truss nAqRs DOW Awl$ rra)li Wili; nalts. MAILS 420106- 3, 4. 2x6 sicepem." 426dtoe- -5idep6i 4,a:Gdtd& 3 164 5. toe .6. -RAdge:bohrd-ia -r.00f bldck 4 IN toe- RE�U.FOFL Pn'cy .7. -Ridje-bq ' Sed fktrP�es- 4.1fid.W4 S. 4ruffid I* (T"I, A-1-6.0164- Trckseo., 61vW4e 4'16d.tac- Tru3Ftd;olpptIi-. 41iI:P-tow 1. rriln'to 16 10. 4.d.toe ;AREUSED) .13. X�6.1bkMoe-ahl tblaftdt 4 IOWto!�- K 11F7 !kkff Llr '-Bb 46 54 1?zt� NkWty Pp�xvo rLW*W; TM WAYM M *r1ALL=a loa .t A► P.MV c DL kitit ftF.. yTt ZO 7 I DAM 10/Q!14 V,id P�"A i6�� *jwr?J9*;% np —;�-u i.0 0 0 DRWG vpmsolols .A�v - pT.. It —&OATCE -4 BCU0 -0 0 0m 6WX q fq� *.tiiicloi-d 'pints pbsWhi; &—o. Pd sh-u *4 de Na I.AA. T67. LD Q 5=0 47 (31 r . -Lorfsr ir X L for W .11F n;riP VE 9 14 A • Face -Mount Hangers - I -Joists, Glularn and SCL ffl ....................... . ................ . . . .... . . ............ ........................ ............................................................ . ... RD These products are available with additional corrosion protection. For more information, see p. 15. Codes: See p. 12 for Code Reference Key Chart. IA 93 A Carried Dimensions Fasteners`,'` Al Actual (in4 in, SPFIflF Dist 'Model, Min;/ Code S ize u Web" MaxMai. pecies Header P e-11 sHeader mef. (in Stiff W H B Face Joist Z5 Reqd v, 11_11, ". , , , 0 Plift Floor inow Roof- Floor. Snovil Roof'(160y tj 1 5y (125), (too) (i 15) Min. (14) 0.148 x 3 70 1,660 1,805 1,81,805 1,425 1,555,555 1.555 IUS2.56/1 6 2-5/s 16 2 Max. .(16) 0.148 x 3 - tm 1,805 1,805 1,8C5 1,555 1,555 1.555 21/2 x 16 MIU2.56/16 2�N 157% 2 1/� - (24) 0.162 x 31/2 (2) 0.148 x 11/2 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 ✓ 2�A-6 10 1h 2 - (16) 0.162 x 31/2" (6) 0.148 x 11/2" 9770 1,945 2,20512,375 1,675 11,895 2,045 HU316 / HUC316 V 211AG 141/8 21/2 - (20) 0.162 x 31/2 (8) 0.148 x 11/2 1,515 2,975 3,36013,610 2,565 12,895 3,110 IBC, x,1 'MIU2:56/18' -'l ti' 9.16 2 x 31/2, 46 x,1 " , (2)0;1, 2 y I J L _30LA 3A504513,220 4,045 [41 11,3,480 3;480: FL, 21h 8 ............... .. .. �111.1316 HUC316,'_' 2-A'6'� I 411i �ih�� (26�_&162 x 31/Y!�',' 8 0.11480N�� 1,�l 5�5 1,�75 3;3601 Z,610 2,56512, �895 3,110 21h x 20 MIU2.56/20 29/16 197N 21h (28) 0.162 x 31/2 (2) 0.148 x 11/2 230 4,030 4,060 4,060 3,465 3,49513,495 21/2 x 22 MII.12.5kO ✓ -=7 '2-A5 19% �2ih (28) 0.162 x .,(2)0.148x1!/? 230 Q 4 060 4,060 '3,465 3 9 to 6 - 2 13,495 29A6 x 91/4 to 26 29A6" wide joists use the same hangers as 21/2" wide joists and have the same bads. CIIRaL,: LLI hrvnikq:vivd 1q'.14nrI:_,)'-Air,9,A9A :QA A � 91A91; I I 1_1_", - " I.- I - I , T.,'�, i . , , G , 1 1 , t � UJ ... v - , . t, v) "' 7" v, Lf` 1 " `v,f "Y'l JBC, '/a MIU3.12/11 3 I/a 111/8 21h - (20) 0.162 x 31/2 (2) 0.148 x 11/2 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 3 x 11 PIU21212 ttit=12=2 ✓ 3-Al 109i6- 21hMa,C--.162X3r2- TZ2)--O- (10) D.1 48 x 3 1,795 3,27S- -3,695- _-n-,97a�,6203,180 -3,425 LA HU3.25/1121HUG13,125/112 Y, _J, V, '13 0.1 41 2�"O'. 148 X,3, 1,7' -�_5 3,570 4,,030 '4,335 '3,075 3,470 3,735 HU3.25/16 HUG8.25/16�%,Q.716 31A 1311A6 21h vin.� (26)'0.162 X 31/2' (8)0.1 48 x 3_ - 1,515 2,975 3,360 4��64 2,860 2,866 3,166 Max. Max 1 2 - (12 10,1-4 8 x,&�`,' - 7' 4;365' 4,695-,3,3W 3,755, 4;040 31A glulam, HUCQ2110-2-S6S1� 1/4" .9 J 7 1 71 x �SDS (12) 1/4�_� 2 1/2 S, '(6) 1/ "'i 2 SDS: 4 11 2,345 431, 4315 4,315 3,600 -1�710 V10 FL Hbum25/10, 3 1A 8 ,14 (46)�.O.I 62;x:�A/2' '��'(i(3)'V.162 x.81�i' 4,095 'WOO 9,100 9,160' 7,132�� 7.b25 IBC, HGUS3,25/12 3 1/4 1 Nal 4' '(56)`OJKx�!� :(20)"0.162,01h 5,040 9,400: 9,406 9,400] 8,68518,085, 8,085 FL LGU3.25 SDS ---r 31A 81t�36 '41/2, T1 6) IWx �%" SD�, '(12) 1/4"x 21/2" SDS 5,555; V 7;31 0' Zi 8ZIO' 3,261fl 1/2 1/4 HHUS46 35/a 5 I/a 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 1,320 2,785 3,155 3,405 2,395 2,715 12,930 3; x 5 H GUS46 3% 4 7,1 6 4 (20) 0.162 x 31/2 (8) 0.162 x 31h 2,155 4,360 4,88515,230 3,750 4,500 3% 11 611��62,-..-"�w ,�q� 0162 1, (6)"A. 1,326� 1`,5aalt '15,11,960' 1' 65 3 U4,200 11,5 5 6 18q, 31/2 x 71/4 HHUS48, a 35/8 71A 3 (22) 0.162 31/2 (8) 6.162 x 81/2, 42 16 147 .,1 ,0 AT b 615 95" 14.415: HGUS4�` 3 TN' T 3 (H)0.162,x I/Vl' 'G. '1621x'3%1 -,235 7,46 J -�,4 60' f,7,460� 6,415 -6;41 16, 415- IUS3.56/9.5 3 6/h 91/2 2 - (10) 0.148 x 3 - 70 1,185 1,345 11,455 1,020 MIU3.56/9 3-N, 8 "A6 21/2 - (16) 0.162 x 31/2 (2) 0.148 x 1112 210 2,305 2,615 2,820 1,980 2,245 12,425 U41 0 - - I✓ 13-N.1 8% 2 1 - (14) 0.162 x 31/2 1 (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS41 0 . 0 3-/,,, 815A6 2 - (8) 0.162 x 31/2 (8) 0.162 x 31/2 2,990 2,125 2,420 2,615 11,820 2,070 2,240 HHUS410 . . 3 s/. I 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,565 5,635 6,380 (3,445 1 4,845 5,486 15,545 31h x 91/2 HU410/HUC410 . . ✓ 39/1, l 8 % 21/2 - (36) 0.162 x 31/2 (12) 0.162 x 31h 3,23517,460 7,460 7,460 16,415 6,415 16,415 HUC0410-SDS a . 39A6: 9 i 3 - (12) 1/4" x 21/2" SDS (6) 114 " x 21/2 SDS 2�265 4,500 4-:500 4:500 3,240 3,240 13,240 HGUS410 . . 35/8 91A6 4 - (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 7,825 7,825 7.825 IBC, LGU3.63-SDS 35/8 8 to 30 41/2 - (16) 1/4" x 21/2" SDS (12)1/4" x 21/2" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA MGU3.63-SDS 3 5/.J 91/4 to 30 4 1h. - (24) 1/4" x 21/2" SDS (16) 1/4" x 21/2" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 -7 IIJ89.56/11�88 .35A I - T! t% Z '-' 775761ZT77 _77_77777T�I 1,615 1,485 M1U3.5611s13% ] V/s, 21h, (�O) 0.162 x,,31/�, (2) 0.148 2,880 3,135, 3,135,12,475 2,695 2i695 V 39A.1 '16", 2 (,16),6.162, '' 0.148 x,�� 70 ]2,3 05 [2,615 2,62I108012;245 4425 ' 131M51 101h 1 2,,,]- 1 (10) 0.162,x,31h(10) 0162 x 1 11 .1 0 31/2 x 1 11 4' HU412 HUC412 1 '21/2 �,M'Min1"(1 .162 x 31/ (6)'0481x3 Max 1,'(2�'148 0. )'0.162 x 3 Mil (,10) Q. LbUJ.bJ-Z)UJ MGU3.63 SDS 4 J. HGU3.63-SDS • 0 (<L a 0 W z 0 U) z 0 rn U) o. C� C) 46 See footnotes on p. 150. THA/THAC Adjustable Truss Hangers 2��EERfp W � � e This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available.in ZMAX® coating See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For the THA29, hai;s-used•fery-�is;afrachment must be driven at an angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at Least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following -models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3W (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 131a' for THAG422 for 122-2 126-2 THAC422 13/i typical 21h' far THA422-2 and THA426-2 111"THA418 Face nails Top nails per table per table Double 4x2- 2 face nails Use full table value (total) Single 4x2 - 4 top nails See (total) nailer table Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of headE ® Double -Shear ` Double- Dome Double Shear {{ Nailing Shear 3 Side view; Nailing Side View Nailing ! Do not (Available on Top View bend tab some models) Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation ryNwai r "nc Top Flange Installation er to tnote 5 p.187 • 86 Simpson Strong -Tie® Wood Construction Connectors THA/THAC - Adjustable Truss Hangers -(cont.) 0 These products are available with additional corrosion protection. For more information, see p.15. 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried aoist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 18 Simpson Strong -Tie® Wood Construction Connectors Face -Mount Joist Hangers ?v�t�EEREO This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost or a combination of these features. The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature .innovative doubly -shear nailing that distributes the load through twa points on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. ' '� � "� `P�Tot desigried'for welded`or nay of r applica ions. 'T'-"" - - � ' Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on i some models) 1'forr4' s 1'tifi' for 4x's a� 4 LUS28 Or HHUS210-2 MUS28 HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) Simpson Strong -Ties Wood Construction Connectors Face -Mount Joist Hangers (cont.) Model No. Min. Heel Height Ga.� Dimenslons;(in;) ='Fasteners' ° Vit H B -Carrying.Carned Memberx ` Member � ° Single 2x Sizes 1 7S24 25Is; '• 18 `' 19A6 1sJe 31YV .43/4;°1:3/a -1'3/a (4)--0.148 x 3 ; 01 {4} 48 i',3 (2) 0.1.48 x 3 ' (4) 0.148'x 8 LUS26-.; 41/<, MUS26 471tie 18 1 s/ie 534e 2 (6) 0.143 x 3 1 (6) 0.148 x 3 HUS26 45A6 16 15/a 53/e 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HGUS26;, 4%l 12 . �.1'S/e ° 5% - '5' "(20)0,162 0Yz LUS28 � 934e' = 3ia `651e ,e:1?la,,.:.(6j0:148x3',j,,, (4)0.1493,3, ,• MUS28 6-51e 18 1 e/ie 61:Yie 2 (8) 0.148 x 3 , (8) 0.148 x 3 HUS28 61/2 16 1 % 7 3 (22) 0.162 x 31(8 (8) 0.162 x 31h HGUS28 6% 12 1 % 71/e 5- (36) 0.162 x 31h j (12) 0.162 x 31/2 L'US210:.- 41/<_' ;18 `1gle• 7134is• 1a/4 (8);0148,0,. ;:.(4)j0.14$x3 HU8210: 86A ` . 16,-, 151e 9 '.:. 3 :° .(3D) 0.162 x 31h< , (1D),0.162 x 3112 HGUS2I6 8efs"�.; 12 r15/a - 911e ; "5: - '(46)0.162x3Y2: i(16)0.162x31/2,= O 1. See table below for allowable loads. U W rA 3 d R IL These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p. 21. Many of these products are approved for installatioa B with Strong-Drive0 SD Connector screws. See pp. 335-337 for more information. 1,165 865 990 1,070 1,355 1,165 935 1 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, mb -„1,295 - 1,480 i,560",' e 1,5s0: 9'0 . 1,405, `e15601 ;1, s >, °1 6®, 81v .' 955, 1;090. 1;180 - , 1, �0` ; LA 1,320 2,735 3,095 3,235 3,235 1,320 2,960 37280 3:280 3,280 1,150 2,350 2,660 2,780 2,780 c74 ' .-4,340 J 4 850' S 170 ' 5,39Q a7,5 '41690 ,'5,220. �_5,390- 5;390 ' -=,780 ; ' 8,225 , 3;610� 3,870 3,985" IBC, FL 1,165 1,100 1,260 1,350 1,725 1,165 1,195 1,360 1,465 1,730 865 810 925 1,000 1,270 1,2f1 ,1;730" . _1;975'.• 2;125 " , 2, =.i2 - " 7,875 2,15- , 2 255, 2�5 • ".,f,7 ,.1;270 1,455` , 1,575 9° '. IBC, FL, LA 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4,095 4,095 1,480 3,520 3,520 3,520 3,520 1456 a ?«275. '17,275: , 7,275 7,275 1,653 , t;275 . 7,27 ' 7 275 °�.7,275 ' : 1.32a . " 3:67G y 3,820 3;915•. ' 4,250' IBC, FL 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 11,215 1,500 'IBC, FL, 2.635, '5,450 ;°a 9` fi. 30>:% 5a8 ';'e 2,635-- 95, -' 7z € _5,83v 2", :. 2,e �2,82t; ' LA 2;090 9,100 9,100 9,100 9,100. 2,090 9,100 9,100 9,100 9,100 1,545 6,340 6,730 1 61730 6,730 1 IBC, FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load • 94 Acute 'side opecny angle Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). • LUS/MUS/HUS/HHUS/HGUS SS} 4 These products are available with For stainless Many of these products are approved for installation additional corrosion protection. ED steel fasteners, ! with Strong-Drivem SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. Double 2x Sizes HHUS26-2 4-546 14 3-46 53/a 3 (14) 0.162 x 31/z (6) 0.162 x 31h 1320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26.2 49A6 12 35A6 57A6 4 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 IBC, FL, LA LUS210-2 06 18 31A 9 2 (8) 0.162 x 31/z 1 (6) 0.162 x 31/z 1,445 1,830 2,075 2,245 2,830 1,245 11,575 11785 11,930 12,435 HHUS210-2 83/e 14 35/6 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 3'h 3:550 5,705 6,435 6,485 6;485 3,335 4,905 5,340 5;060 5,190 HGUS210-2 8% 12 35A. 9% 4 (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 1 9,100 9,100 9,100 9,100 3,520 7,460 7,825 1 7,825 1 7,825 Triple 2x Sizes ' f1UUJL0 7 4 T18 ; 1= ILs, 4"Y1.8 '.� 72. ' ?# tLU) U�;IOLX312 {OJ U14lyX3 /2 L 13J +J4U 9�a3U,,I �Za1N J, 3,3f,3s I�U33r :.3�13U Y' /U ,4,49,3 t,1, zj IBC, FL, 'HGUS284 6*, 12 471 71/4 •'4., (36)0.162x31/z'(12)D162x31h 31235 746Q: 7460 7460;'7,460 27$0'-6415 ,6,415 6,415. ._ 6,415 LA HHUS210-3 83/s 14 411% 87/a 3 (30) 0.162 x 31/2 (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 81146 12 415A6 91/4 4 (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS212-3- 10ltl'. 12 " 41N 10Y4 ; , 4 `, '(5§)`0.162 x a1.z ; ( b0 0:1 oe 3Yz 1;fi .4 9C7(1` `� 7Lt5 au ; f I ; t IBC, FL, LA Quadruple 2x Sizes PUU6Zb=4 =" W/2 'f lZ• 'I b A6 I b h¢ I 4- '(7.U) U 7b'L X 6 & dSJ U:Ib&X i /z . �L,tbb 4 34Wj _J/dU„4,J /U -4;445-4',/yb< IBC, FL, HGUS28-4 71/4 12 6ati6 7146 4 (36) 0.162 x 3% (12) 0.162 x 31/z 3,235 7,460 1 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 83/e 1 14 1 61Ya 87/a 3 (30) 0.162 x 31h (10) 0.162 x 31/z 13,405 5,630 16,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL 4x Sizes IBC, FL, LA IBC, FL LUS48 43/a 18 39/16 •63/4 2 (6) 0.162 x 31/z 1 (4) 0.162 x 31h 1' 060 1,315 11,490 11,610 12,030 1 910 11,130 11,280 11,385 1,745 IBC, FL, HUS48 6'/a 14 39Ar 7 2 (6) 0.162 x 31h (6) 0.162 x 31h 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 61/z 14 35/a 7% 3 (22) 0.162 x 31/z (8) 0.162 x 31/z 1;760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 6% 12 35/a 71A, 4 (36) 0.162 x 31/2 (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 7,460 2,780 16,415 6,415 6,415 6,415 HGUS412 1107/16 12 35/a 107/16 4 1 (56) 0.162 x 31/z (20) 0.162 x 31/z 15,695 9:045 9,045 9;045 9,045 14,11.00 7,780 1 -1,780 17,780 17,780 HGUS414 1 117ii6 12 1 35/a 1127isl 4 1 (66) 0.162 x 31/z (22) 0.162 x 31/z 5,695 10,125 10.125 10,125 10,125 4,900 1 8,190 8,190 8,190 8,190 Double 4x Sizes IBC, FL, LA FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162" x 3V in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11/z" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong -Ties Wood Construction Connectors Face -Mount Truss Hanger The. HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is %" per ASTM D1761 and D7147). See technical bulletin T C-HANGERGAP at strongtie.com for more information. Material: 16 gauge y Finish: Galvanized i Installation: v • . Use all specified fasteners; see General Notes C• Can be installed filling round holes only, or filling V round and triangle holes for maximum values N • See alternate installation for applications i using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity d - -W • -Options: a • HTU may be skewed up to 671/20. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table Many of these products are approved for installation with Strong -Drive B SD Connector screws. See pp. 335-337 for more information. 1ai" HTU26 Typical HTU26 Minimum Nailing Installation ""ter/a maz. bef een end of " truss and carrying member HTU Installation for Standard Allowable Loads (for Y2' maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) a gI 11 UGV �MaA,J=_a '0 U',, -:1.,/i ' 0, 1tb c Q I4 '.; tGVJ uJur- 0,119 "A4VJ V.LYV,A, V78 I!'#Q0Q .. S .2 0,22U IBC, HTU28 (Min.) 37/a 1 % PAr, Th (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 1 % 71/is 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11h 2,020 3,820 4,315 i 4,655 5,435 1 1,735 3,285 3,710 4,005 4,675 LA Hb210'(Min) ,, ; ` 37/al 15/s ^ :°9'A6 31/r' `'(32) 0.162 X 31h, .(14) 0.148,x-11h 1,334 „ ,30Ct`; 4,3�.0-. °' ,300 :4,^s 3£f; 1,1 5 3.22 ,2 5- 3'225' ,225 HT021b (Max) 9'/a' ' 15/e '9A6 31h-; (32) 0.16201h .-(32) 0.148x�11h `3,3rt5' 4,705 ` o �10- s tyf3 ; :5,995 2,850 4;045_ ",or}5 =4,;3 0 " �5,155 Double 2x Sizes HfL126'2 (MiFl) 37/e 3%z,: s 31/2. _-{20) 0162 x 311z, (4):0.148 x'3 'HTU26-2 (Mai.) 51/2 3-Asa 57A 1 1 `(2} 2 75 -2,940 € 3,320 3 ❑$0 4,4 $n 1;8Z0 , 2,530 2,855 3,0$0• 3.855. HTU28-2 (Min.) 37/a 35/ts 71/16 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IBC, HTU28-2 (Max.) 71/a 35/is 71/s 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 3,820 4,315 4,655 5,825 2,995 3,285 -3;710 ' } r )yj FL, '1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.' 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148' x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 HTU Face -Mount Truss Hanger (cont.) ' Many of these products are approved for installation with Strong -Drives SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member HTU26 (Min.) HTU26 (Max.) 37/e (2) 2x4 (10) 0.162 x 31/z (14) 0.148 x 1 925 1,470 1,660 1,79C i,875 795 1,265 1,430 1,540 1,615 51/z (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11/z 1,240 1,470 1,660 1,79C 2,220 1055 1,265 1,430 1,540 1,910 IBC, n FL, LA onr 1 Aar z sn 91/4 1. See table. above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is'h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) nsions (m4 L' nU Height, ,w }{ B uan yuyF vaycu opn�y riuvI Douro ,.now _vvuiu=:_ upwa :r�uu, .�nuw nwj,',<vvu1u MI.' Member. _ ' Member (160).(100) .(175) ` (-125) {160) '(160) -.(100) ` ii15) , (125). (160) Single 2x Sizes 3'/a 1 % 5% ` 3 HTU28 (Min.) 37/a 1 s/e 7Ms 31/z (26) 0.162 x 31h (14) 0.148 x 11/z 1110 3,770 3,770 3,770 3,770 955 2,825 12,825 2,825 2,825 IBC, FL, HTU28 (Max.) 7'/4 1 % 71tis 31/z (26) 0.162 x 31/z (26) 0.148 x 11/z 1,920 3,820 4,315 4,655 5,015 1,695. 2,865 3,235 3,490 3,765 LA HTU210 (Mm) „g! 3Z% " 1S/a": 9,MG, - 31h (32) 0.162 x 3'fz (14) 0148 x 1?h 1 250 ; „3 600 3,600 "3;600 3;600, ,1,075 .2 700 .-2700 2,700 2,700, HTU210 (Max) E< 91/4 . 15 9Y6 ' 31h„` (32) 0162 X 31h, (32) Q 148 x 7Jh 3,255 '4 705 I,'5 020 5,020 5,020°: 2 800 '3 530 3;765 3,765 3 765-'i Double 2x Sizes HT.U26-2 (Min 3'/e _3�is 5'/e - 'h , '(20} 0162sx'3'Iz "' (14)'Q.148'x 3 1,518„ 2 940 f 3,50Q 3,500 ` 1 305 : 2 205 .2,205 2;205, 2,205 HTU26-2 (Max.) 51/z 3'6 57ha 311. (26) 0.162 x 31/z (20) 0.148 x,3 . 19i0 2 946 r ,3 C. 3;500 3,500a 1 "645 2,205 -2.205 2,205 2,205 HTU28-2 (Min.) 37/a .33'is 71tis 31/z (26) 0.162 x 31h (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, HTU28-2 (Max.) 71/4 3s516 71146 31/z (26) 0.162 x 31/z (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 3,490 4,140 FL, LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSV PI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h, nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong -Tie® Wood Construction Connectors Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/1a" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/1a" at 1-00% of the table load. Specify as an W version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and 1W x 21/4` Titen 2 screws (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or BVP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Instal(a#ion: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU 0/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/6"-diameter hole to the specified embedment depth plus 1/2". • Altematively, drill the 3/1a"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a 3/1e" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/1s" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2' and minimum end distance of 37/a" is required as shown in Figure 1 for full uplift load. • \Nhere no uplift load is required, a minimum end distance of 11/2" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 ail HU214 Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall n"a' 23 HU/HUC/HSUR/L . ..... . ........... . . ................... . . .......... . ........ . . . .. . . ............. . . . ........... . ........ ........ . ............ . ............................... . . . . .... . ................... . . .. . .. . ................................. Medium -Duty -Face -Mount Hangers (cont.) ED These products are available with additional corrosion protection. For more information, see iD. 15. "Standard'� `klll� Concealed GFGMU� '-', Ti cre Go� t Titen 2-:-;,� JOIS It Uplift, J6?) 1 D�WR, 000112, Uphft �'160) Down HU26 HU26X (4)1/4 x 2 3/4 (4) 114 x 1 IK (2) 0.148 x 11/2 335 1,000 335 1,545 HP2 8 HLJ28X . -7(6) J/4 X 23K "(6)1/4X,1-3/A' ��5 71'500 766 766 766 -Z400 HU24-2 HUC24-2 (4) 1/4 x 2 3/4 (4) 1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 2 Mi TIFIUC26-2�:-' 4' '2 " 2,000, 760 3200 � "7 ex.) �Jj) 1)4 4 Jy 148 5 0 00: HU26-3 (Min.) HUG26-3 (Min.) (8) 1/4 x 2 3/4 (8) 1/4 X 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26.3 (Max.) HUC26-3 (Max.) (12) 114 x 2 3/4 (12) 1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 ,HU284(Mfq.),'*,,, HOG26-2,-( i,Mq py'14x A/, 1�4 X 1 -Y4 14) 0,140 31: ` 7 0 5 HU28-2 (Max.), �3/4 8k,i` HU210X (8) 23/4 (8)1/4 x 13/4 (4) 0.148 x 11/2 545 2,000 760 2,415 HU210-3 (Min.) HUC210-3 (Min.) (14) 1/4 x 2 3/4 (14) 1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18) 114 x 2 3/4 (18) 1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 AU2 �11.1212 X �2 HU212-2 (Min.) HUC212-2 (Min.) (16) 1/4 x 2 3/4 (16) 1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUG212-2 (Max.) (2 2) 1/4 x 2 3/4 1 (22) 1A x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212-3 (Max) HUG212-3 (Max.) 1/4 x 2 3/4 (10)O 148X 3 ,800 `5,085 '800 5j'Q85 HU214 HU214X (12) 114 x 2 3/4 1 (12) 114 x 11/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 'HU -2'(Min. �14 y, HUC214-2�Min.) 4x2 /4 0 BYI� (1 1/ 8)' 4x1Y4 48x 3, 77777777777 085 J 7-- H[.12142 (MaX.). HUC214-2.(Max.) (24) '�4 x 2314 (24)"A I *4� 1 A - 2,01 Z 0 8 HU214-3 (Min.) HUG214-3 (Min.) (18) 1/4 x 2 3/4 (18) 1/4 X 13/4 (8) 0.148 y 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUG214-3 (Max.) (2 4) 1/4 x 2 3/4 (2 4) 1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216, HU216X (18)1/4 x 21/4 (1 8) 1/4 x 1 Y4 (8),Q,A48 x 1,515, 2;920 1,515 2,920, HU216-,2.(Min.) HUC216-2 (Min.) (2 0) 1/4 x 2 3/4 (2 0) 1/4 x 1 -/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUG216-2 (Max.) 1 (2 6) 1/4 x 2 3/4 j (2 6) 1/4 x 13/4 (12) 0.148 x 3 2.015 5,085 2,015 5,085 HU7 (Min.) (Not available) (12) 1/4 x 2 3/4 (12) 1/4 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16) 1/4 x 2 3/4 (16) 1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU9 (Min)U, "(Not avallabloy,, 4"k 1, -Y, 0. 148 x,,V/z , ; Jf 3 5 30 11,135 -3 230' (Ma `HU(Max)Not available) y 4' X I, �4, ,(10) 0148-x I Ih 1,445� 3,73 (Min.) (Not available) (2 2) 1/4 x 2 3/4 (2 2) 1/4 x 1314 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 1-11.111 (Max.) (Not available) (3 0) 1/4 x 2 3/4 (3 0) 1/4 x 13/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 {Not available} : 4 x,23 (28)1/ K,, (2�) 1�4- i 1 0.'iO "i,515j',',:" 38 STAGGER JOINTS - TYPX-� UPLIFT/SHEAR ANC EACH TRUSS - SEE PLAN R/SKI I1 RAISED HEEL ROOF TRUSSES SEE PLAN ` I ■I_I■■I.I aa�a�aaaaa�aaa�aaaaau ' il-:I__:IIIIIIIIIIIII. B/5KI w NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRU55 BEARING A SCALE, NTS 5KI ROOF SHEATHING- SEE SOFFIT/FA5CIA- SEE ARCI RAISED HEEL ROOF TRUSSES ' -SEE PLAN w N RIBBON BOARD- SEE SCHEDULE f FOR SPACING d tIBBON BOARD- SEE FASTENING TO w N CHEDULE FOR SPA41NG 4 TRUSSES ASTENING TO TRU55tE5 F WALL SHEATHING-5EE PLAN - MIN. 15/32' CDX PLYWOOD OR E 1/16' 055 WITH 8d GUN NAILS (0.131' X 2 1/29 9 6' O.G. TO UPLIFT/SHEAR GYP. CEILING- -MASONRY WALL- RIBBON BOARDS ANCHOR EACH SEE PLAN e SEE PLAN TRU55- SEE PLAN SCHEDULE t DO NOT FASTEN RIBBON BOARD t INTO END GRAIN OF ROOF TRU55 MASONRY WALL - i BOTTOM CHORD SEE PLAN l RAISED HEEL TRU55 BEARING B SCALE, HIS 5KI RIBBON 5CHEDULE.: DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT W1t=165 MPH (2) 12d GUN (0.131' X 31) (Yasd=128 MPH) 2X4 5PF-1 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED Yult=180 MPH (2) 12d GUN (0.131' X 37 (Y4sd=139 MPH) 2:'(4 SPM IV TO EACH TRUSS, (4) EXP. G, I NAILS AT JOINTS ENCLOSED N O! 0 U <a 93 E— U IL ZN(D: w �<<< Zo w Z a 3 U SHEETTTNE: RiBBORDETMFM RMEO I�FI ROOF IENSdEd SHEET INFORMATION: 1001+0: ]dllld Dr.EEuwEn: II.Be.la DMWN BF: RENEWED BY: M SK.I rt --_`--'nepthg wi lf,3fo.u" . rrm�'�um*Mn�i �L--' +bu`n� .—~. ~.^. '�.`~ -.,~ �^�^ ~--~~~~ ''~~~~ r-^�--~ --~~ ,--^r---^---- Tt s tiaaamwt has been doc#toNc sip'Sd and odsd WOO a 0 Si 6. Pdiftd ,��,a>l;�t� � � ��vededusing"Ofigind eleMo iicvsrslon. ALPINE AN C O AN',ITW COMPANY 21 278 �,......,��)-j�/OS/2021 ' ,7t} I rr -o STATE L b a l0'.� Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www.alpineitw,com krcJitr'."It1#SAriTii�tlCStl�`�- Custdtner. Carpenter Cer ractors of America Job Number. N334502 Job Description: 7AE/320 ,182ED,F ;R101 / 1828/CALI/4EBB'ELEV.D/F Address: - )esign Code: FBC 7th Ed. 2020 Res IntelliVIEW Version:: 20.02;OOA JRef#: lX3G89750043 14nd Standard.' ASCE 7-16 Wind Speed (mph): 160 Design Loading (psO 37.00 Wilding Type: Closed This package contains general notes pages, 21 truss drawing(s) and 5 detail(s). lterr�`. pravrng Nurnler Truss :.=. ;' 1 064.21.1100.22809 Al 3 064.21.1100.23684 A2 5 064,21,1100.22419 A4 7 064.21.1100.23840 A6 9 064.21.1100.23402 A10 11 064.21.1100,23465 A14G 1.3 064,21.1100.23247 B2GE' 15 064.21.1100.23293 C2GE 17 064.21.1100.22543 EJ2 19 064.21.1100.22074 CJ3 21 064.21,1100.23699 HJ7 23 GBLLETIN0118 25 VAL180160118 1t1r► tJtaw}ig 0ur►4 toss ,2 064.21.1100.22949 Al A 4 064.21.1100.22324 A3 6 064,21.1100,23324 A5GE 8 064.21.1100.21965 A8 10 064.21.1100.24059 Al2 12 064.21.1100,22887 B1 14 064.21.1100.22996 C1 16 064.21.1100.23981 EJ7 18 064.21.1100.22810 CJ5 20 064.21-1100.23762 CJ1 22, A16015ENC160118 24 CNNAIL'SP1014 26 1 VALTN160118 Florida Certificate of Product Approval #FL1999 Printed 315/2021 11,:08:23 AM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.oro. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org, 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 249741 / COMN Ply: 1 FROM: RWM Qty: 16 6'1"7 6'1"7 Job Number: N334502 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F Truss Label: At "15 + 19'10" N6'191 6'10"1 5X5 E 39'8" Cust R 8975 JROIX31389750043 T10 / D rwNo: 064.21.1100.22809 TCE / YK 03105/2021 33'6"9 39,81, 6'108 6'1 "7 1' 10' i 91101, i 910 10, 1' 10' 'T 19,101, 29'8" '+' 39,81, '{- -i Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x25%min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.222 K 999 240 VERT(CL): 0.385 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Creep Factor: 2.0 Max TC CSI: 0.617 Max BC CSI: 0.882 Max Web CSI: 0.457 Ver: 20.02.00A.1020.20 4'H. GE S �r �10.7►08 4 R COA NAL �N,•� 03/05/2021 90 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1711 /- /- /961 /309 /444 H 1711 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1490 - 3155 E - F 1130 - 2029 C - D 1366 - 2875 F - G 1366 - 2875 D - E 1130 - 2029 G - H 1490 - 3155 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2759 -1207 K - J 2278 - 858 L - K 2278 - 879 J - H 2759 -1186 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 541 -134 K - F 530 - 745 D - K 530 - 745 F - J 541 -134 E - K 1362 - 605 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme, care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracn installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oT truss and position as shown above and on the Join f Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be resp, onsible for any deviation from this drawing, any failure to build the AN MN COM- truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation. and bracinq of trusses. A seal on this draw(nq or cover paqe 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilityY solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249762 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750043 T25 / FROM: RWM City: 1 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.22949 Truss Label: AlA SSB / YK 03/05/2021 T 13n 7'11"2 13' 17112 19'10" 23'8" T1 V2 I 50"14 r 4'1"12 I- 2'8"43'10•• =5x5 F 39'8" 1• L 6.1"9 4'8••11 �2'1"1�p 6'6,• )' T 8'1"9 �'I' 14'11"14 I 17' — 17' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C KzC NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W8,W9,W11 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. :)w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA 1w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 31'8"14 8'0"14 8'0"11 31'8" 11 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.304 P 999 240 VERT(CL): 0.568 P 831 240 HORZ(LL): 0.131 K - - HORZ(TL): 0.244 K Creep Factor: 2.0 Max TC CSI: 0.790 Max BC CSI: 0.859 Max Web CSI: 0.988 Ver: 20.02.00A.1020.20 i o. 7.08 9 S aTo e COA YONAIL _�100 03/05/2021 39'8" 7'11"2 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 A /- /961 /309 /444 1 1556 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1412 - 2748 F - G 1408 - 2068 C - D 1815 - 3524 G - H 1217 - 2104 D - E 1436 - 2553 H - 1 1424 - 2776 E - F 1564 - 2530 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2376 -1110 L - K 2402 -1108 Q - M 3085 -1305 K - 1 2405 -1106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - S 579 - 993 M - F 1687 - 892 C-Q 818 -217 M-L 1746 -572 S - Q 2594 -1210 F - L 559 - 464 Q - D 1079 - 462 L - G 450 - 365 D - M 662 -1221 L - H 477 - 691 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling.Locations shown for permanent lateral restraint of webs shall have bracininstalled per BCSI sections B3, B7 or B10, as applicable. Appplates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANT COMPAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation. and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional erigneenng responsibility solely -for the design shown. The suitability and use of This Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSIXI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249763 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750043 T9 / FROM: RWM ply: 1 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.23684 Truss Label: A2 SSB / WHK 03/05/2021 m b m 6'1 "7 6'1"7 126"15 19, 6'5"8 6'5"1 ;5X5=5X5 E F 39'8" 27'1"1 33'6"9 39,8" 6'5"1 6'5"8 6'17 1' 10' 9110" 9.101, 10' 1' 10' 19'10., '{- 29'8" 39'8" "�' Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 it Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1 X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2ff%min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.172 L 999 240 VERT(CL): 0.321 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.747 Max Web CSI: 0.625 VIEW Ver: 20.02.00A.1020.20 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /963 /310 /427 1 1556 /- /- /963 /310 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1542 - 2800 F - G 1182 -1779 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - 1 1542 - 2800 E - F 1159 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1262 L - K 2030 - 937 M - L 2030 - 957 K - 1 2444 -1241 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -119 L - F 548 - 356 D - L 521 - 683 L - G 521 - 683 E - L 548 - 356 G - K 508 -119 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for ermanent lateral restraint ofYwebs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Ffefer to ALPINE drawings 160A-Z for standard plate positrons. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the A.—CCn . truss in conformance with ANSI/TPI 1, or for handling, shipping,, Installation. and bracin of trusses. A seal on this draw(nq or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responslbllitYy solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249785 / COMN Ply: 1 FROM: RWM Qty: 1 6'1"7 Job Number: N334502 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F Truss Label: A3 12'11"15 19'10" 24'4" =5X5 E Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; 133,134 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. B3 11104 Cust: R8975 JRef:1X3G89750043 T2 / DrwNo: 064.21.1100.22324 SSB / WHK 03/05/2021 33V'9 + 39'8" 97"9 6'1"7 20'8" 5'8" 13'4" 5'4" 10, 1' 19'101, 7 24,4„ T 39'8„ Snow Criteria (Pg,Pf in PSF) DefI1CSl Criteria ♦ Maximum Reactions (Ibs), or *=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.042 M 999 240 Loc R+ / R- / Rh / Rw / U / RL B 871 /- /- /610 /172 /444 Lu: NA Cs: NA VERT(CL): 0.082 M 999 240 Snow Duration: NA HORZ(LL): 0.013 C - - N* 323 !- /- /156 /73 /- HORZ(TL): 0.024 C Creep Factor: 2.0 H 508 /- /- /427 /147 /- Wind reactions based on MWFRS Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.968 B Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.737 N Brg Width = 68.0 Min Req = - Rep Fac: Yes Max Web CSI: 0.550 H Brg Width = 8.0 Min Req 1.5 Bearings B, N, & H are a rigid surface.FT/RT:20(0)/10(0) Bearings B & H require a seat plate. Plate Type(s): Members not listed have forces less than 375# VIEW Ver: 20.02.00A.1020.20 WAVE Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 606 -1330 G - H 246 - 579 C - D 479 -1037 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - M 1138 - 532 K - J 952 - 668 M - L 691 - 320 J - H 484 -143 L - K 967 - 695 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. �ttilAttllll!lrrlr / C - M 375 - 360 K - F 885 -1602 �0 a g � , rrtrf7� M - D 558 -150 F - J 573 - 255 �{ (� y(j� �D - L 559 -723 J - G 495 -484 �/ s�®++®11ei•�y.+��/ice L - F 785 -272 0 i M ® ®. 708 1 ° 0 s ° • S RAT 00 ®p t • -,, !' y COA 03/05/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections 63, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the gNRWCOMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa gqe 6750 Forum Drive listing this drawing indicates acceptance of professional en ineering responsibilityy solely -for the design shown. The suitability and use ofrils Suite 305 drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249765 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G8975o043 TS / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.22419 Truss Label: A4 �SSB / WHK 03/05/2021 7'10"14 17' 22'8" 7'10"14 9'1"2 '+ 5'8" EO b O] Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. :5X5 =5X5 D E 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 31'9"2 39'8" 9'1"2 I 7'10"14 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.149 J 999 240 VERT(CL): 0.279 J 999 240 HORZ(LL): 0.0601 - - HORZ(TL): 0.112 1 - Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.755 Max Web CSI: 0.989 VIEW Ver: 20.02.00A.1020.20 10' 1' 39'8"r ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1552 /- /- /965 /318 /386 G 1552 1- /- /965 /318 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1673 - 2755 E - F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 D - E 1352 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1373 J - 1 1695 - 842 K - J 1695 - 863 I - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 -448 E - 1 770 -435 K - D 770 -435 I - F 498 -448 03/05/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicabgle. Apply Oates to each face otruss and position as shown above and on the Joint Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingqof trusses: A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional engineering responsibilit�yy solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSIrT 11 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org ALPINE "M COWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249766 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750043 T11 / FROM: RDP Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALIAEBB ELEV.D/F DrwNo: 064.21.1100.23324 Truss Label: ASGE SSB / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " �1711°°15 �p311"4 23°1' 7'4 6'1"7 9'10" 1G'e° 1910" 21'1 ° 23'1p" 26 328" 39 r 6.1.7 1 3.9.8 1-1�• I fi•10.1 i 2' 2• 'II' 2'0"1 6'8° F1�9 61°7 =5K8 A 21' S' 13'8° Ft'1 10' + 11 5 38° , 3 10' 21' 26' 29'8° 32'8" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Webs: 2x4 SP #3; W7,W14,W15,W16 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 10.67 TC: From 76 plf at 10.67 to 76 plf at 32.67 TC: From 56 plf at 32.67 to 56 plf at 40.67 BC: From 20 pIf at 0.00 to 20 plf at 39.67 BC: 128 lb Conc. Load at 23.21,23.79 PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98) Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. rllifiih, Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 3'10°8 -} - 13712 1 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.114 AE 999 2 VERT(CL): 0.228 AE 999 2 HORZ(LL): 0.049 1 - - HORZ(TL): 0.097 1 Creep Factor: 2.0 Max TC CSI: 0.679 Max BC CSI: 0.825 Max Web CSI: 0.970 VIEW Ver: 20.02.00A.1020.20 Laterally brace chord above/ below filler at 24" OC (or as designed) including a lateral brace on chord directly below both ends of filler (if no rigid diaphragm exists at that point) H. • e° ®.7,08 • a SAT a s �o ®®fi4 t �1 /� •Y�®.YI.•P MA Ns 0 A�. 03/05/2021 0 :4 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 768 /- /- /501 /331 /444 AB 2335 !- /- /955 /1010 /- Z 1089 /- /- /488 /358 /- T 516 /- /- /401 /224 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AB Brg Width = 8.0 Min Req = 3.2 Z Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings B, AB, Z, & T are a rigid surface. Bearings B, AB, Z, & T require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 476 -1085 I - J 395 - 201 C - D 345 - 809 J - K 395 - 206 D - E 408 - 753 K - L 545 - 272 E - F 420 - 751 L - M 613 - 304 F - G 406 - 669 M - N 511 - 252 H - 1 377 -189 S - T 231 - 600 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B-AH 918 -475 AD -AC 480 -256 AH-AG 480 -256 AC -AB 471 -327 AG-AF 480 -256 X - W 483 -157 AF-AE 480 -256 W - V 483 -157 AE-AD 480 -256 V - T 483 -157 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. AH-AI 508 -256 AB -AR 325 -523 AI-AJ 546 -274 AR -AS 450 -561 AJ-G 506 -266 AW-Z 277 -756 G-AL 519 -941 AW-N 241 -683 AL -AN 499 - 922 N -AX 678 - 358 AN -AP 521 - 959 AX- X 687 - 352 AP -AC 546 - 995 X -AZ 298 - 477 AC- K 794 -498 AZ -BB Z71 -470 K -AB 570 -1384 BB- S 321 -454 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildinct Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the AN COMPAN truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingp of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en ineering responsibilittyv solely -for the design shown. The suitabili y and use of This Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. ° For more information see these web sites: Alpine: alpiheitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249767 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750043 T7 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.23840 Truss Label: A6 SSB / WHK 03/05/2021 7'10"14 15, 248" 31'9"2 39.8" 7' 10" 14 7' 1 "2 9'8" 7-1-2 7'10"14 6X6 = 6X6 D T3 E 12 6 ' 5 \ 5 F5 r� C o_ W m W1 B G A H a s 4X6(A2) = 5X5 = 5X5 = 5X5=4X6(A2) 39'8" 10' 91101, 9'10" �1' 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in Ice Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240 Loc R+ ! R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /962 /328 1346 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 /- EXP: C Kzt: NA HORZ( TL): 0.115 1 Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.913 g q = P Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are a rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1807 - 2729 E - F 1827 - 2537 C - D 1826 - 2538 F - G 1807 - 2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110 member design. K - J 1847 -1131 1 - G 2363 -1462 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 394 - 358 E - I 628 - 300 K - D 628 - 300 1 - F 394 - 358 ,�yyjtiSf I tPiUpPtJrl/ • f 0.7108 1 - 00 e f S ® ■ f ® n a f � � v • SAT 0 • f ' + jlj A:r i ® 4ri4 ••��lW a• '®.fP, FOP COAVi`aS$ VAf 03/05/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless top have attached structural sheathing and bottom chord shall have a per noted otherwise, chord shall properly properly attached rYd ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Applgy to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Pefer to Oates drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildincL Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the AN —COMPANY bracin trusses. A this drawinq truss in conformance with ANSIrTPI 1, or for handling, shipping,, installation and of seal on or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enc�ineenng responsibilitty� solely -for the design shown. The suitability and use of this Suite 305 drawing for any sgructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 24976E / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750043 T6 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.21965 Truss Label: A8 SSB / WHK 03/05/2021 6'94 13' 19'10" 26'8" 32'10"12 39'8" r 6'94 T 6'2"12 6'10" 6'10" + 6,2"12 6'9"4 5X5 1112X4 = 5X5 D E F 12 6 F-1 �2X4 W C o_ G ° \::�//2X4 W3r` B H q I 1 3.1 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) 39,81, 1' 10' 91101, 91101, 10, 1' '+' 10' 19,101. i' 29,8" 39'8" i Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- /- /953 /716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 1716 /- EXP: C Kzt: NA Des Ld: 37.00 () HORZ TL : 0.121 J Wind reactions based on MWFRS Mean Height: 15.00 It NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 p H Br Width = 8.0 Min Re 1.8 g q = : ax : . Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std2014 Max CSI0754 Bearings B & H are rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687 Members not listed have forces less than 375# FT/RT:20 0 /10 0 Loc. from endwall: not in 9.00 ft () () Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2014 -2780 E - F 1973 -2289 C - D 1925 - 2523 F - G 1925 - 2523 Top chord: 2x4 SP #2 N; D - E 1973 - 2289 G - H 2O14 - 2780 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323 member design. L - K 1982 -1344 J - H 2421 -1665 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 381 - 339 K - F 425 - 401 L - D 535 -183 F - J 535 -183 D - K 425 -401 J - G 381 -339 titOtuntti)ta lt�tyrj�/Ff E - K 585 -391 f r�ri. �� I`'T` :�srus...• � • :• •. o. ! $ q 08 a e • °. SAT 0 ,® � COAfi/Vy'�-j /QNQL 1t�`• "qftihimi0181�` (3/05/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Installers Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicab-le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW for handling, bracing trusses. A this drawing truss in conformance with ANSI/TPI PI 1, or shipping,. installation and of seal on or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engq�ineering responsibilit�yr solely -for the design shown. The suitability and use of this Suite 305 -Designer drawing for any structure is the responsibility of the Building per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SECiN: 249769 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750043 T5 / FROM: RWM City: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.23402 Truss Label: A10 SSB / YK 03/05/2021 5'94 11' 19' 28'8" 33'10"12 39'8" 5'9"4 5'2"12 8' 9'8" 5'2"12 5'9"4 2 5X5 = 5X5 = 5X5 D T2 E T3 F 12 T 6 � 2X4 W T � 2X4 G o C (a) (a) � in W3 ifl B H A I = 1 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) 39'8" 10' 9'10" 9'10" 10, 1'� �1'+ + 10' 19, 0" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- A /940 f718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- !- /940 /718 /- EXP: C Kzt: NA HORZ(TL): 0.127 J Des Ld: 37.00 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Reg = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.670 H Br Width = 8.0 Min Re 1.8 g q = P Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H are a rigid surface. Bearings B & li require a seat plate. Re Fac: Yes Max Web CSI: 0.758 Spacing: 24.0 " C&C Dist a: 3.97 ft p Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 B - C 2194 -2804 E - F 2388 -2695 Lumber C - D 2056 - 2533 F - G 2066 - 2539 Top chord: 2x4 SP #2 N; T2 2x4 SP #1; D - E 2506 -2775 G - H 2184 -2797 T3 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing B - L 2449 -1856 K - J 2163 -1578 (a) 1X4 #3SRB or better continuous lateral restraint to L - K 2146 -1573 J - H 2440 -1822 be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by Maximum Web Forces Per Ply (Ibs) erection contractor. Webs Tens.Comp. Webs Tens. Comp. (a) or scab reinforcement may be used in lieu of CLR L - D 470 -72 K - F 628 -616 restraint. substitute (1) scab for (1) CLR and (2) scabs D - K 743 -785 F - J 466 -52 for (2) CLR'S where shown. Scab reinforcement to be E - K 794 -538 same size, species, grade, and 80% length of webytttttrtl!®lu/flh�y� ��iy7ff member. Attach with 0.128x3" gun nails @ 6" oc.�t p a j.j 1��Q�i Wind ��o��y®r 0`O.aaee. e••�r 1 Wind loads based on MWFRS with additional C&C ,♦"jE �^}� � �?�" •• member design. $ do* Wind loading based on both gable and hip roof types. s ;, 0.708 • P � • ;�°'4� :•s k,, ` off, , �.�. COA #� r,7 AL 03/05/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Installers Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. shall provide bracing BCSI. Unless otherwise, top have attached structural sheathing and bottom chord shall temporary have a per noted chord shall �roper)V properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, Apply to face. and as shown above and on the Join Details, unless noted otherwise. Refer to as applrcab�e. plates each otruss position drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildincL Components Group Inc. shall not. be responsible for any deviation from this drawing, any, bracin trusses. A this drawing failure to build the *"mvcoMrMW truss in conformance with ANSIITPI 1, or for handling, shipping,. installation and of seal on listing this drawing indicates en sneering responsibilityy solely -for the design shown. The suitability or cover page 6750 Forum Drive and use of this acceptance of professional drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249770 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750043 T4 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 18281CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24059 Truss Label: Al2 SSB / WHK 03/05/2021 9' 17' 22'8" 30'8" 39'8" 9' 8' 5'8" 8' 9' ;6X6 =5X5 =4X4 =6X6 C T2 D E T3 F 1 T 6 : T o (a) W (a) W5 M N B G A H8'8„ 4=3 4X6(A2) =6X6 =6X6 =6X6=4X6(A2) 1 39'8" 1' + 10' 91101. 9'10" 10, 1' T + + 10' 19,10" 29'8" 39'B" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BOLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 /720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 [720 /- EXP: C Kzt: NA Des Ld: 37.00 ()� HORZ TL 0.150 1 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 G Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834 Bearings B & G are rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 IWAVE VIEW Ver: 20.02.00A.1020.20 B - C 2250 - 2705 E - F 2239 - 2478 Lumber C - D 2238 - 2478 F - G 2250 - 2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp: Chords Tens. Comp. (a) 1 X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629 be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 I - G 2329 -1835 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 718 -428 E - I 944 -834 for (2) CLR'S where shown. Scab reinforcement to be K - D 940 -832 1 - F 718 -430 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc.µtputttrfJ�/��„ Wind+` Wind loads based on MWFRS with additional C&C,.� `► o60.«•+•..a•�1�? member design. y •• ��1 �, �•,• Ci� �, • �; Wind loading based on both gable and hip roof types. �'�. �•• • w � r o. 7a8 1 S • i pT 4 S i • .g COA frt o NAL giteas',' 03/15/2021 "`WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary have bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the AN -CO. - installation bracing trusses. A this drawn truss in conformance with ANSIfTPI 1, or for handling, shipping,. and of seal on or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engsneering responsibility solely- or the design shown. The suitability and use of this Suite 305 -Designer drawing for any sgructure is the responsibility of the Building per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 249781 / HIPS Ply: 1 umber: N334502 Cust: R 8975 JRef:1x3G89750043 T31 / FROM: LPM Oty: 1 F,7520 ,182ED,F ,RI01 / 1828/CAL!/4EB8 ELEV.DlF Drv✓No: 064.21.1100.23465 Label: A14G SSB / YK 03/05/2021 7' 28'4" 32'8" 39'8" 7 i 6, 6, + 9,4„ t�4,4 7, %6X6 -4X4 =8X10 =H1014 z6X6 12 C D T2 E T3 F T4 G 6 T � T o (a) W N (a) B 1 A459 H 5X5(A2) -H0510 =4X4 =6X8 1115X5K B3 -4X6-3X6(A1) 28'4" 11'4" 8' 10'10"4 5112 4'4" 4'4" 7' 'i 'i 8' 18'10"4 24' 28'4" 32'8' 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in too Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.179 D 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240 B 1922 /_ /_ /_ /884 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - - K 4268 /- /- /- /1911 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.091 L H 80 /- /- /- /60 /- Mean Height: 10.51 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.846 B Br Width = 8.0 Min Re 1.6 g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.785 K Brg Width = 8.0 Min Req = . H Brg Width Min Req 1.5 Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: No Max Web CSI: 0.819 H Bearings B, K, & H are a rigid surface. FT/RT:20 0 /10 0 Loc. from endwall: NA () () Bearings B, K, & H require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE, HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; B - C 1596 -3565 E - F 169 -505 T4 2x6 SP SS; C - D 1465 - 3467 F - G 400 -180 Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N; D - E 1332 - 3056 G - H 538 - 269 Webs: 2x4 SP #3; W6 2x4 SP #2 N; Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun B - N 3126 -1377 L - K 786 -1874 nails(0.113"x2.5",min.). Restraint material to be supplied N - M 3815 -1821 K - J 786 -1874 and attached at both ends to a suitable support by erection contractor. M - L 2986 -1327 J - H 179 - 399 (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs Maximum Web Forces Per Ply (Ibs) for (2) CLR'S where shown. Scab reinforcement to be Webs Tens.Comp. Webs Tens. Comp. same size, species, grade, and 80% length of web �t{IINt��lp member. Attach with 0.128x3" gun nails @ 6" oc. J/l��p'f C - N 1089 -274 L - F 3047 -1224 ` �: N - D 440 -430 F - K 2007 -4053 Loading ` «®•s••ry� �, D-M 568 -883 F-J 1889 -778 #1 hip supports 7-0-0 jacks with no webs. eo®• ••• 1 f �% •o6 •a iv M - E 834 67 G - J 344 528 E - L 1423 - 3051 i Wind � •` *;, Sk Wind loads and reactions based on MWFRS. Q 7�$ Wind loading based on both gable and hip roof types. s• WARNING! This truss is not symmetric, but its f exterior geometry makes erection error more a S �T 0 probable. It is imperative that this truss be installed ti •,• properly. 6 •• . tLV�` r� so W �g , ea4 C' �#®NAILL1100 COA 03/05/2021 **WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition shipping, functions. Installers of BCSI (Building Component Safety Information, by TPI an SBCA) r sa practices prior to performing these shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 03, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the A -COMPANY truss in ANSI/ PI 1, for handling, bracingq trusses. A this drawing conformance with or shipping,, installation and of seal on listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability -Designer or cover pa a 6750 Forum Drive and use of this Suite 305 drawing for any sgructure is the responsibility of the Building per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249771 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750043 T20 / FROM: RWM Qty.. 1 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.22887 Truss Label: 61 SSB / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 5'7"4 5'7"4 8' 8' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 10'8" 5'0"12 =4X4 D 21'4" 15'8"l2 21'4" 60"12 57"4 5'4" 8' 13,4" 21'4" '7 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.047 H 999 240 Loc R+ / R- / Rh / Rw / U / RL B 864 /- /- /529 /397 /229 Lu: NA Cs: NA VERT(CL): 0.088 H 999 240 Snow Duration: NA HORZ(LL): 0.020 G - - F 805 /- /- /464 /361 /- HORZ(TL): 0.037 G Creep Factor: 2.0 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.371 F Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.611 Bearings B & F are a rigid surface. Rep Fac: Yes Max Web CSI: 0.232 Bearings B & F require a seat plate. FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 B-C 1190 -1344 D-E 1113 -1152 WAVE C-D 1104 -1146 E-F 1201 -1351 03/05/2021 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1152 - 993 G - F 1161 - 955 H - G 795 - 539 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 471 - 284 D - G 394 - 335 H - D 383 - 322 G - E 479 - 289 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handl!n shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) f& safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitabilitty and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslry.com; ICC: iccsafe.org; AWC: awc.org ALPINE AN COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 2497721 GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750043 T3 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.23247 Truss Label: 132GE SSB / YK 03/05/2021 10,8" 21'4" i �.., 4-8" i^ 2' (TYP) =4F4 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " bXb 21'4" 1, + 21'4" 21'4" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.004 R 999 240 VERT(CL): 0.007 R 999 240 HORZ(LL): 0.005 L - - HORZ(TL): 0.006 L - Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.164 Max Web CSI: 0.069 VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS Al6015ENC160118 & GBLLETIN0118 for ,Ap1Wt�{11tHplrprh ii gable wind bracing and other requirements.• S i 0. Z08 1 ` • • r © ; /� • ��. COA ( SONAL AWMnW9n100 03/05/2021 ♦ Maximum Reactions (Ibs), or`=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 245 /- /- /134 /103 /243 J' 72 /- /- /35 /33 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 248 Min Req = - Bearings B & B are a rigid surface. Bearings B & B require a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or 810, as applicable. App�y plates to each face. of truss and position as shown above and on the Joints Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildingComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the —co.— truss in conformance with ANSI/PI 1, or for handling, shipping,, Installation and brac'in4 of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: 1pinsl.org; SBCA: sbcindustry.com; ICC:_iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 2497731 COMN Ply: 1 Job Number: N334502 Cust: R 8975 JROAX3G89750043 T19 / FROM: RWM Qty: 1 7A51320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.22996 Truss Label: C7 SSB / WHK 03/05/2021 C') 43 7- 7- =5X5 C 14' 14' 7' 1, 7' 7' 7' 14' Loading Criteria (psr) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.014 E 999 240 VERT(CL): 0.025 E 999 240 HORZ(LL): 0.008 E - - HORZ(TL): 0.013 E - Creep Factor: 2.0 Max TC CSI: 0.767 Max BC CSI: 0.503 Max Web CSI: 0.119 VIEW Ver: 20.02.00A.1020.20 03/05/2021 m ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 588 /- /- /371 /272 /158 D 527 /- /- /305 /234 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Reg = 1.5 D Brg Width = 8.0 Min Reg = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 805 - 740 C - D 807 - 739 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 598 - 542 E - D 598 - 542 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS sses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building nponent Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary. :ing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly ched ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, 3pplicabgle. App y plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ,rings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. rip, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the s in conformance with ANSI/ PI 1, or for handling, shipping,, Installation and bracing of trusses. A seal on this drawing or cover pagpe -ig this drawing indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitability and use of is Ning for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org ALPINE AN MN COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249774 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef1X3G69750043 T1 / FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.23293 Truss Label: C2GE SSB / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacinq: 24.0 " 7' 7' f 5' '{ 2' ---i (TYP) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 4X4 D 14' 14' 14' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): 14' 7' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.005 J 999 240 VERT(CL): 0.008 J 999 240 HORZ(LL): 0.004 H - - HORZ(TL): 0.006 J Creep Factor: 2.0 Max TC CSI: 0.308 Max BC CSI: 0.177 Max Web CSI: 0.142 VIEW Ver: 20.02.00A.1020.20 o, 7U8 1 SAT O • COA P0NAt� 03/05/2021 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 68 /- /- /38 /30 /13 F 268 /- /- /206 /134 /- Wind reactions based on MWFRS B Brg Width = 159 Min Req = - F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C - D 377 -129 D - E 376 -129 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 - 238 H - E 511 - 238 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITV!/ BuildincL Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the AN Corn V truss in conformance with ANSIfTPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibiliti solely -for the design shown. The suitabili y and use of Phis Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/Tf l 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249783 / EJAC Ply: 1 Job Number: N334502 Cust: R 8976 JRef:1X3G89750043 T15 / FROM: RWM Qty: 14 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.23981 Truss Label: EJ7 �JB / WHK 03/05/2021 C 12'2"11 12 6 M O N (o 'cY B Tq $,$„ D Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /249 /108 /208 D 125 /- /- /73 /- /- C 174 /- /- /128 /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attachetl ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinggComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWANY truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover pare 675o Forum Drive listing this drawing indicates acceptance of professional enclineering responsibilittyy solely for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t ip'nst.org_ SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249776 / JACK Ply: 1 FROM: RWM Qty: 2 Job. Number: N334502 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F Truss Label: EJ2 Cust:R8975 J Ref: 1 X3G89750043 T23 / DrwNo: 064.21.1100.22543 KD / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Soacino: 24.0 " 12 C 6 T 19r8"4 co B LO 4 8'8° A D 2X4(A1) 1' 2' 2' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s):. Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.137 Max BC CSI: 0.026 Max Web CSI: 0.000 03/05/2021 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 157 /- /- /140 /54 /52 D 32 /- /- /18 /- /- C 34 /- /- /20 /26 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearings B, D, & C require a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, hand linp, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the pNRWCdMPANV truss in conformance with ANSIfI PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa 4e 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TA 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2497771 JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750043 T18 FROM: Qty.. 4 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.22810 Truss Label: CJ5 KD / YK 03/OS/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 11'2"5 12 6 M N M B A 8'8" D 1, _� 4'11"4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 H, o.708 i SAT 0 p=` r . •1644 , • �w: �ip, ,e V �t QtV Ii �•� � COA #� 0� �apeNr��w �M 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 /- /- /51 A /- C 118 !- /- /85 /116 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Joinf etails, unless noted otherwise. f�efer to drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW Build n,lComponents Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the truss in conformance with AN�IITPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawmq or cover page listing this drawing indicates acceptance of professional enprneering responsibilitty�r solely -for the design shown. The su!tabili y and use of this drawing for any sgructure is the responsibility of the Building -Designer per ANSVTT l 1 Sec.2. ALPINE A-COW- 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249778 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 J Ref: 1 X3G89750043 T21 / FROM: Qty: 4 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.22074 Truss Label: CJ3 SSB / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Soacinq: 24.0 " V �-- 1' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 4110 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C T cY) Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 '04C laGE S a.708 4 % ••• �� COA �lfti.sl ANAL 03/05/2021 10'2"5 rn i� CV 81811 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 171 /98 D 50 /- /- /27 /- /- C 63 /- /- /44 /64 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord, shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joins Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildl'n Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANRWcoMGANY truss in conformance with ANSIf�PI 1, or for handling, shipping,. installation. and bracing of trusses: A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional encctLineering responsibili(t�v solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249779 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef.1X3G89750043 T22 / FROM: Qty: 4 ,7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.23762 Truss Label: CJt SSB / WHK 03/05/2021 4"3 T i 12 6 � C 11 "4 1 r ale 11 tr4 Loading Criteria (pst) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.000 D Des Ld: 37.00 Mea Mea C Kzt: NAn Height: 15.00 ft HORZ(TL): 0.000 D NCBCLL: 10.00 TCDL: 4.psf Building Code: Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.183 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.022 Spacing: 24.0 " C&C Dist a: 3.00 It Rep Fac: Yes Max Web CSI: 0.000 Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): IVIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 IWAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. ��,Rtsttdtuetii+urru, n /.,. '; a 0. Z08 1 s • • • ' SAT O s • �7 li 7UC�AL COA tWgs"100 03/05/2021 9'2"5 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 P /- 1145 176 ME D 11 /-2 /- /14 110 P C - /-15 P /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Joint9Detarls, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Build in Components Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the A -CO~ truss in conformance with ANSIfTPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilit solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the BuildingUesigner per ANSIXI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249780 / HIP_ Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3G89750043 T27 FROM: RWM Qly: 2 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.23699 Truss Label: HJ7 KD / WHK 03/05/2021 5'3"5 5'3"5 9'10"1 4'6"l 1 E 12'2"3 12 4.24 2X4 C v m � ih "v B 4 i A 8'8" FE 2X4(A1) =4X4 1'5" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0. 1 62"x3.5") nails at top chord (3) 16d common (0.162"x3.5") nails at bottom chord 9'2"2 9'2"2 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 7"1 9'1( Defl/CSI Criteria PP Deflection in Ioc Udefl U# VERT(LL): 0.040 F 999 240 VERT(CL): 0.076 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 VIEW Ver: 20.02.00A.1020.20 • • O l o. 7t,08 i • 010% SAT O :� COA /fb�,8._ ANAL 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- P 1154 P E 364 P /0 P /84 /0 D 214 P /- P /177 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the pNmvco vpuv truss in conformance with ANSI 1, or for handling, shipping,. Installation and bracinclof trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional.engineering responsibility solely -for the design shown. The suitability and use of q is Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 Gable Stud Reinforcement Detail ASCE 7-16: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 140 Mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ori 120 moh Wind Soeed. 15' Mean Heloht. Partially Enclosed. Fxonsure n. 1<7-E = 1.nn S 2x4 Brace Goble Vertical Spacing Species Grade No Braces (1) ix4 'L' Brace x (1) 2x4 'L' Brace )k (2) 2x4 'L' Brace x■ (1) 2x6 'L' Brace <2) 2x6 'L' Brace r Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' - S P P #3 3' 8' 5' 9' 6' 2' 7' 6' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12, 6' 14' 0' 14' 0' Q Standnrd 3' 6' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 1 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' —� S P #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12, 8' 14' 0' 14' 0' (i D P L #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d Standnrd 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' 1--1 r #1 / #2 4' 5' 7' G' 7' 9' 8' 10' 9' 3' 10' 7' 111 0' I 11' 14' 0' 14' 0' 14' 0' _ S P r #3 4' 2' 7' V 7' 9' 8' 9' 9' 1' 1 10' 5' 10, 10' 13' 9' 1 14' 0' 14' 0' 14' 0' U I� H Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' Q) O r Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10' 12' 8' 13' 7' 14' 0' 14' 0' \ #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' / S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13, ill 14' 0' 14' 0' 14' 0' 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' U' QJ D r L rrStanclQrci 4' 4' 6' 5' 6' 10' 6' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10' 11' 10' 12' 7' 14' 0' 14' 0' r# 2 4' 10' 8' 3' 8' 7' 9'9'10' 2' 10' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' SPf 4' 7' 8' 2' 8' 5' 9' 8' 10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' l� U uP 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I� ard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' Ill 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14, 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' B' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' r D r L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace options vertical length may be doubled when diagonal brace is used. Connect diagonal brace for 600# at each end. Max web total length Is 14'. Vertical length shown In table above. Connect diagonal at midoolnt of vertical AN ITW COMPANY \ \ 514% Eanh\ City\ Expressway \ \ Suite\ 242 \ \ Eanh\ City,\ MO\ 63045 aymm About) 18' L 'L' Brace End Zones, typ. 2x6 DF-L #2 or better diagonal r' bracer single 8, or double cut (as shown) at L upper end, NN `N Refer to chart Sk —VARND1131" READ AND FMLOV ALL NOTES ON THIS DRAVINGI —INPORTANTww FURNISH THIS DRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERSC Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref ti ,Ilo■ the latest edition of HCSI (Building Component Safety Information, by TPI and SBCA) fo s, nctices prior to performing these functions. Installers shall provide temporaryy brad-g pe B ,less no otherwise, top chord shall have properly attached structural sheathing and bo roll hove a properly attached rigid ceiling. Locations shown for permanent lateral restraint 1 ,all hove bracing Installed per HCSI sections B3, B7 or BIO, as applicable. Apply plates to eadj truss and position as shown above and an the Joint Details, unless noted otherwise. ; Per to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviati Is drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, ship) -tallatlon B bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional glneerIng responsib" solely for the design sham. The sultablUty and use of this drawing r my structure Is the responsWitity of the Building Designer per ANSI/TPI 1 Sec8 For more Information see this Job's general notes page and these web sites, ALPINE, www.aloineltr.com, TPD www.toinst.nro, SBCAi rnw.sheindustrv.-ro, Ino rrr.lccsefw.om Bracing Group Species and Grades, Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Standard 1 #2 1 Stud #3 Stud #3 Standnrd Dou.citas Flr-Larch Southern Plnexwiw #3 #3 Stud Stud Standard Standard Group BI Hero -Fir #1 & Btr #1 Do" u los Fir -Larch Southern Pinewimix #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). ■wFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these rades, Gable Truss Detail Notes, Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang, Attach 'L' braces with 10d (0.128'x3.0' min) malls, )K For (1) 'L' brace- space malls at 2' o.c, In 18' end zones and 4' o.c. between zones, )K)KFor (2) 'L' braces, space nails at 3' o,c, In 18' end zones and 6' o,c. between zones. 'L' bracing must be a minimum of 807 of web member length. Gable Vertical Plate Sizes 1 .101111 illlli ` , Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than It, A. _ _ 4X4 �. ( ce II+ Refer to common truss design for q e• peak, splice, and heel plates, Refer to the Building Designer for condltlons ax nbl ve t(�fe!th, not addressed by this detail, O. U6 I e REF ASCE7-16-GAB16015 DATE 01/26/2018 t4 DRWG A16015ENC160118 l � ewwuw*wr �J MAX, TOT. LD, 60 PSF Sr�t1� to�05/2021 MAX, SPACING 24,0° a 14,- 'T' Reinforcing Member Gable Truss Gabe Detail Far I Pt -in VPrt1r-n Gable Truss Plate Sizes pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates, vertical plates overlap, use a to that covers the total area of lapped plates to span the web, „ 2*2X4 *_-2 rroviae connections ror upurz spectriea on zne engineerea truss aesign. Attach each 'T' reinforcing member with End Driven Nalist IOd Common (0,148'x 3.',min) Nails at 4' o.c. plus (4) nalls In the top and bottom chords. Toenalled Nails, 10d Common (0.148'x3',min) Toenalls at 4' o,c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A1203OENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A2003OPED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 �1��f60i S11530ENC100118, S12030ENC100118, S14030ENC 30 1001��f//4 S18030ENC100118, S20030ENC100118, S20030E 01 w Q4bloat?' See appropriate Alpine gable detail for maxii01 ejligt�y ndgrf 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -Hall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detall). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member, eb Length Increase w/ `T" Brace Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf, Mbr, Size 'T' Increase 2x4 30 2x6 20 "VARNINGI■■ READ AND F1BJ_ I V ALL NOTES w THIS DRAVINGI = 117W. ;rWW 11 REF LET -IN V E R T ■-WEIRTANTww FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERSCt • follorTrusthe laes test st editionuire mofcBCSI are L(Bulding ComponentSafetyshipping, by Pland band SBCA)efo s ," • Z DATE 01/02/2018 practices prior to performing these functions. Installers shalt provide temparory bradng pe MI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m cholto A {'\ - DRWG GBLLETIN0118 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f s o 9'1 v shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to ea� �• [, � T'of truss and position as shown above and an the Joint Retails, unless noted otherwise. �� Al� PI Refer to drawings ision 160IT for Building Cop pints positions. m Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devintlo r ��ww •'•wt this drawing, any failure to bind the truss In conformance with ANSI/TPI 1, or for handling, shippin �••��•w•wG �� MAX, T❑T, LD, 60 PSF AN ITW COMPANY Installation & bracing of trusses. /�� V A seal on this drawing or cover page Usting this drawing, Indicates acceptance of professional / F ``��\\ \\514\Earth\City\Expressway engineering responsibility solely for the design shown. The suitability and use of this drawng L ylylr/�/05/202] DUR. FAC. ANY \1 Suite\242 for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect. \\Earlhl City.%MO\63045 For more information see this Job's general notes page and these web sites. MAX. SPACING 24.0" ALPINE, vw.nlpineltw.coml TPIi www.tpinst.orgl SECA, www.sbcindustry.org) ICO wwwJccsafearg 41 NAIL SPACING DETAIL MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN, DOUBLE NAIL SPACINGS AND STAGGER NAILING FOR TWO BL❑CKS, GREATER SPACING MAY BE REQUIRED TO AV❑ID SPLITTING, BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL, LOAD PERPENDICULAR TO GRAIN A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS (6 NAIL DIAMETERS) B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS) C - END DISTANCE (15 NAIL DIAMETERS) LOAD PARALLEL TO GRAIN A - EDGE DISTANCE (6 NAIL DIAMETERS) C - SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL DIAMETERS) D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS) IF NAIL HOLES ARE PREB❑RED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BEL❑Wi C)K)K w SPACING MAY BE REDUCED BY 50Z wx SPACING MAY BE REDUCED BY 33X DIRECTI❑N OF LOAD AND NAIL ROWS C� iAiAi NAIL LINE A B/2 )E A C)K MINIMUM NAIL SPACING DISTANCES DISTANCES NAIL TYPE A B)K C)K)K D 8d BOX (0,113'X 2,5',MIN) 3/4' 1 3/8' 1 3/4' 7/8' 10d BOX (0,128'X 3,',MIN) 7/8" 1 5/8' 2' 1' 12d BOX (0,128'X 3,25',MIN) 7/8" 1 5/8' 2' 1' 16d BOX (0,135'X 3,5',MIN) 7/8' 1 5/8' 2 1/8' 1 1/8' 20d BOX (0,148"X 4,0,MIN) 1' 1 7/8' 2 1/4" 1 1/8' 8d COMMON (0,131'X 2,5',MIN) 7/8' 1 5/8' 2" 1' 10d COMMON (0,148'X 3,',MIN) 1' 1 7/8' 2 1/4" 1 1/8' 12d COMMON (0,148"X 3,25",MIN) 1' 1 7/8' 2 1/4' 1 1/8" 16d COMMON (0,162'X 3,5',MIN) 1' 2' 2 1/2' 1 1/4' GUN (0,120'X 2,5',MIN) 3/4' 1 1/2' 1 7/8' 1' GUN (0,131"X 2,5',MIN) 7/8" 1 5/8' 2' 1' GUN (0,120'X 3,',MIN) 3/4' 1 1/2' 1 7/8" 1' GUN (0,131'X 3,',MIN) 7/8" 1 5/8' 2' 1' C/2)KW NAIL LINE C 31E34E TRUSS �� `mow' .,pJ//ylri MEMBER I s6 �\�� H. BLOCK LENGTH A D D - D AV �•*mm�`•�'�I�'�:_ LOAD APPLIED PERPENDICULAR TO GRAIN LOAD APPLIED PARALLELAXII\OEI •••: mmvARNINa.. RFAD NO FN1DW ALL NIITES Ia TMS DRAVINa � ; O. REF NAIL SPACE ■■mw�TANT" FURNISH THIS DRAWING M ALL CONTMTCRS INCLUDING THE INSTALLIMS�tti�pp • follorTrusses the hest etll Ionire mofcBCSIare I(HulldingaConponentliSufepInformation,nby TPlend bnnd�BCA)efofe rsdlfetri DATE 10/01/14 Practices prior to performing these functions. Installers shell provide temperer bracing pe HCSL • z Unless noted otherwise, top chord shall have properly attached structural shea&ng and bo n chot S p� {� • DRWG CNNAILSP1014 shall have a properly attached rigid telling. Locations shown for permanent lateral restraint f s !1 v shall have bracing Installed per SCSI sections B3, B7 or 310, as applicable. Apply plates to eaB1 of truss and position as shorn above and on the Joint Detalts, unless noted otherwise. �� • • �,f/ PI Refer to drawings 160A-Z for standard plate positions. • �� Alpine, a division of ITV Bdlding Components Group Inc shall not be responsible for any devlatia r •••• ••• tuts drawing, any failure to buld the truss In conformance with ANSI/TPI 1, or for hnndllnp, shippin ••mr, •w•• 1� AN Ff W COMPANY installation 6 bracing of trusses. /� •' \\514\EaAh\Cil \Ex Expressway A seal on tlnis drawing or cover page listing this drawing, Indicates acceptance of professbnnl �4 I.-`�f,i��,�% �Q5/2021 Y P Y engimeering respons0r01ty solely for the design shown. The suitability and use of this drawing C7Ati70� t}�{ \\Suite\242 for any structuir Is the respons6Rlty of the Building Designer per ANSI/TPI 1 SecB 41""1:11 \ 1 Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites- ALPINO www.o(pineltw.com) TPD rww,tpinst.orgi SECA, wv,sbclndustry.orgi ICO wvJccsafe.org ♦ N •, Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 ft 0. Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. �K Attach each valley to every supporting truss with: 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE 7-16 180 mph, 30' Mean Height, Part. Enc, Building, Exp. C, Wind TC DL=5 psf, Kzt = 1,00 Or ASCE 7-16 160 mph, 30' Mean Height, Part, Enc, Building, Exp. D, Wind TC DL=5 psf, Kzt = 1,00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members. All plates shown are Alpine Wave Plates, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with, properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design. WAW Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', 4X4 3X4 2 Valle — � Spacing 12 M::�4 2X4 2X4 Pitched Cut 8-0-0 max .� Bottom Chord Square Cut Bottom Chord Stubbed Valley End Detail ❑ptial Hip JointonDetail Valley Valley 11111111111 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, ILPIN AN ITW CO. 11514% Earth% City% Expressway % % Suite\ 242 1 % Earth% City,% MO%63045 SQo-G p��yt4�prurrrnt��ul. "VARNDIO.. READ AND FBLLOV ALL NOTES ON THIS DRAWING = A, r V0 I wwINPONTANTww FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS • russes require extreme core In fabricating, handling, shipping, Installing and bracing. Refer ,mod j, ■ or the latest edltton of HCSI (BuRdIng Component Safety Information, by TPI and SECA) for f r • ctices prior to performing these functions, Installers shall provWe temporary bracIng per St. •ss noted otherwise, top chord shall have properly attached structural sheathing and bott chord It have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint o rq1� Ar �1 • f1 1J It have bracing Installed per BCSI sections H3, B7 or HIO, as applicable. Apply plates to ench'i' truss and the Joint Details, �� • "V position as shorn above and on unless noted otherwise. er to drawings 160A-Z far standard plate positions. • •i• •�� `� 1pine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation •••• y� m drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, :nllation !, brncing of trusseseat —s. thisw e of p t c.farthe this drorityy uft, Indicates nand .•• to r�r•w•• /•�� 1` Ineering solelydestlsign shoThe suitability use f this drawing yp��0;/05/2021 any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect. For more Information see this Job's general notes page and these web sitesr ALPINEi www.alpineltw.coni TPI, ■wr,tpinst.orgi SECA, wwwsbclndustry.orgl ICCr wwwJccsafe,org WRIN T usses Partial Framing ' o,c, Plan �-LL 30 30 40PSF REF VALLEY DETA DL 20 15 7 PSF DATE 01/26/2018 DL 10 10 10 PSF DRWG VAL180160118 LL 0 0 0 PSF T. LD, 60 55 57PSF .1.25/1.3311,15 11.1 NG 24,0' Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 a 4 Top Chord 2x4 SP #2N, SPIT #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPIT #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. �" Attach each valley to every supporting truss with: (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00, Max, Wind Speed based on supporting truss material at connection location, 170 mph for SP (G = 0,55, min,), 155 mph for DF-L (G = 0,50, min,), or 120 mph for HT & SPF (G = 0.42, min,), Maximum top chord pitch is 10/12 for supporting trusses below valley trusses, Bottom chord of valley trusses may be square or pitched cut as shown, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 3X4 12 12 Max, I- 2X4 X4 8-0-0 max •+ 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 907 length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with, properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, wAw Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Pitched Cut Bottom Chord Valley Valle Spacing oe-nailed 10 Max, 1 12 2X4 4X4 Ir Square Cut Stubbed Valley Optional Hip Bottom Chord End Detail Joint Detail Valley a. �yrunmrur, ® E < ■-VARNINGIrr READ AND FOLLOV ALL NOTES [IN THIS DRAWING[ : U. wwINPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLER e Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Re — a ffi follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) f e practices prior to performing these functions. Installers shall provide temporary bracing SCSI. Unless top have b ton noted otherwise, chord shall properly attached structural sheathing and chVd shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain of b2 q r ,a shall have bracing Installed per SCSI sections 113, B7 ar BIO, as applicable. Apply plates to e�' e of truss and osition as shorn above and an the Joint Details, unless noted otherwise. Refer to drawings 16DA-Z for standard plate positions. P' Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatl f _ 0e:!! AN ITW COMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippl Installation 6 bracing of trusses. r S I A seal on this drawing or cover page ,,sting this drawing, Indicates acceptance of professbnal �e 11514\ Earth\ City\ Expressway engineertrg responsibility solely for the design shorn. The suitability and use of this drowtg \\Suite\242 for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec-. \ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sitesi ALPINO www.aloineitw.comi TPD www.toinst.orni SBCA, www.sbcindustrv.crai ICO wwwlccsafe.oro �i '//,Common T usses 1 'r at 24' O.C. r LL 30 a TC DL 20 • BC DL 10 ►'�� BC LL 0 TOT, LD, 60 DUR.FAC.1,25/1,33 m 24' Partial Framing Plan 30 401PSF REF 15 7 PSF DATE 10 10 PSF DRWG 0 0 PSF 55 57PSF 1.15 1.15 24,0' VALLEY DETAIL 01/26/2018 VALTN160118 r I VALLEY FRAMING & BRACING DETAIL RI BC 01 Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131'W.6") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 foot -ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7.10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. TYp) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails CRIPPLE, BRACING, & BLOCKING`NOTES13. Collar beam to rafter 4 16d toe -nails NOTE:16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 6'-0" to 10'-0" long nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge of cripple with 10d $0.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cripp es over 10'-0' long requre two CLR's or both faces w/'T' or scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed into ridge board -Install blocking under rafter If sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing Is not used. -Apply all nailing in accordance to current NDS requirements. Nails are common wire nails unless noted otherwise. ..VARtMX3" READ MID MUM ALL IQrES EN THIS DRAI/DO aDp!)FtTANTo Fll m Tias mAvarc TD ALL ax41RAcmRs D4almm THE DSTALLOM Trusses req.r-e exte-one core In fohrlcot4q, hondl4y, sNPPYp, Instnllkg and brodrg' Ref.4ti follow tlw latest edtlon of BCSI e3uidkq Corponent Safety Information, by TPI and SBCA) foaa practices prior to performbq these funcZans. Installers stall provide temporary bradno pen B Unless noted otherwise, top chord shot( hove properly ott..hrd structural sheathing and bo" shall lave a property attached rigid eeUna. Locations shown for perrnnent lateral restroht9l d tT �f� n� sham Mve brnetp instnned per ab sections the Joint or DB10,et , unlessppticable.na Apply plates to eapi �� luj�\VII of truss and pposttlon as shown above and on �ttor DeWis, v�less noted otherwise, Refer to drowb.ps 160A-Z for standard plate ns. AN ffWODMPI NY d , a dMslon of mInc.Mcing Cmpmxnts rrap InzhaU not be responsW for oo��+yy deO.V wkp, any fatue to bold the truss In confornonce with ANSI/TPI 1, or for har.dw.g, wiipl h.tatlatbn b bradng of trusses. A seal on ttts drowkp or cover pope It WO eft d-owk.y b.deates acceptance of professbral er�k�er;.p solely for the ah.own' The s,ttabnty oed use of c—p- drawkp t3389 Lakelronl Drive for ar.yr �..ef>s�• � r'•Ror�tY � __ �'� Desiprr per AKSI/iPI 1 S.c2 EaM City, MO 63045 For none k.fom&Hon see this Job's gererol notes page and these ..b whew, ALPM .wwaipb.eitw.caN TPI, www.tobn:t.oro, SBCM .ewitchd—t—, Db caw A ni fearo No.70861 "; y • y 7� • TQ i . STATE OF ; ' . O R lOP••'•�k•�`� (A) (B) (** ' TC LL 20 30 40 54 TC.DL 10 20 7 7 BC DL 0 0 0 0 BC LL 0 0 0 0 TOT. LD.30 50 47 61 a" ...... \ � N L DUR. FAC. 1.25/1.15 t t� SPACING SEE ABOVE REF VALLEY FRAMING DATE 10/01/14 DRWG VACNVIS01015