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Truss
ZCI'—A' lid 21'-4' 4'-4' 14'-0' Total Truss Quantity = 72 NOTE: DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC. 877-293-9487 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. REFER TO EN L PACK FOR CONIECTION. fi 1 —o' TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING SHINGLE PLUM ROOF Reviewed for Code Compliance 91 Universal Engineering Sciences Annlo �A CGa ( 4wAe4 J r.,vj P - fit L Afxo (.q'7-? w S r•F ; 1_.. x y ;t Labeled End Mark r0� AAp�General Notes 1) = dtad op d � G W P— han 1ha bP dnd 2) � to �Snpa HLHIARB Wm dhar� 3) Aloes yadry is24' O.C. whr Wt�� 4) i4 Tn= Rab kWub BC51-81 nmmmdaum pamm , X-b,cdy dwA be plmd at a mmbr m gtodng 15' O.C. avow On apm% to be ngoW at a madam of 20' bdnMn wch ,-bam B.aughaA ute .hacb m Rcme ttt� m BC9-01 for aV adMkW kadn ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCU- = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 % WIND SPD/TYPE= 160 ENCLOSED BLDG EXPOSURE = C USAGE=RESMENTIAL CAT H WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRPfERIA FBC 2020 TPI 2014 Tr- member dVT & cone for plates am dcsiygmned for ASCE 7-16 and maximum forces fmm both components and claddings and man, Bind fa resisting systems. • These muses have been reviened to carry an additional 1 Ott psf non—c= , bottom chord live Inad. FLOOR LOADING SCHEDUL TOLL PSF TCDL = PSF BCDL = PSF TOTAL PSF ROOF DESIGNED FOR SHINGLE ALL RUMORS AND UPUFT3 ARE SHOWN ON ENGDTEERING WALL KEY ® 0 LOAD% DESCRIPTION MIT. OATS ® tam smnas Rvu inns aa, w M wung 01 CARPENTER 1091 CONTRACTORS OF AMERICA 3900 AVENUE G. N. Y. Y INTER HAVEN FLORIDA 33880 PHONE,(800) 959-8806 FM (863) 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECTCREEKSIDE MODEL 1828/CAU/4EBB CCA PROJ/MODEL/ALT 7A5/ 182EC,E/ 02 ALT DESC OTC 8ff2L i "BI8ft LANAI LOT 108 BLOCK DESIGNER PAGE RFS 1 DATE 3 17 ANN334501L SCALE,p30 1 4 "=1' ENGINEERING PACK iaGE Builder: L[�R HORT0N / STATEWIDE Project: 7A5/320 CREEKS IDE Model/Building: 182EC,E Lot Alt:.__ F Lot: Block: Address: ................................................................................................................................... JobNumber: IN334501 - ........._._............. ................. _..................... -.._............... Revision Date: Unit: --- New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ry ALPINE March 1.3,:20.19 Al ITW COMPAW Mr. Bob: Michaelis, Ca.*nt&'Cdritractobts of. Am6riba,: I hd:. -390Q Avenue G, No.Ahwast winter Hafv&n,,FL 33880-6201 Re: AlternativeIh s-t6flations.-for 6 single plj. carried truss with a width less than the hanger width, and wood. .blocking fa achieve hill design on V ' load alue rn . -a one ply' h .supporting girder (Reifet6h d6 detail WA37-02)... Dear Bob, Fora single ply carried truss with awidth less than the hanger. width -you. can. install prefaOrippted jack filler bI6ckJhgi:The"6hord: sizes- ch and-AlpirTEC066 6ct6r.pl t (s) to scab .truss: for wo.od rl ti 6i be Md. same as the sin'gle:: PlVzaMod truss. . The prefabricated . jOck'scab . truss -(-):W.ilI have a 'minim '; uM .length, of 48" q have - - a . minimum .pitch The singloply-carrIed" shall havOoreaptlon Of and Will Jr, ss, 3,500# or lest. Attach tadh prefabricated.ja6k:tcab:tr.uss.V"ith.two. (21) 0A28."x3.W'*GUn Nails at2' O.C. Peeybw, -staggered V:(See M6&6 I bd[OW). P16ase'-.raf&r to the Simpson Strong. -Tie Catalog C- . C . ip 216FIgqrp:-.8 . for more informatinformation::, A . Fj_qare F Ood'blockin to,*adhi0ve:IUIl design lo(ad Value forface-mounted For sin�gj& ply,girder requires w 9 hangers:attach:one wood. block to the back face of the single :ply gi.E.dqr wiffithe. Same size: and graide-.6tthd bottom, ck,6M.. ofthe sing .. lie ply . . gird . Or. The -woodblock to be such thalthewood blocking . -e)�tend§ to each adjadentpahe'. I points. :(*ebs: And b6ttoni.0ord interssect.i.on.$),I. Attach vvppo rows x.3.0" O"n Nails dt*0'0..0.. per row,. staggered 3.0" applied W the 6760 Forum Wive Suitq $05, Orlando.. FL 32821 _ (000) 621 -9 10. 6 4:22-8* 68 5 www,alpineitw-corn LP[N.E M fM COMPAW. single. plygirderface; withan additional (20) 012 - 8`x31W'Qun-'N8iIs each -panel point applied to'the, wood. - blolckfabe ($6e Figultb'.2 below). Please refer to thLi.SiriiP$onStrong-Tie :C'btalog C.G`20191 -pade 216,- Figure .1'for more irif6ftnatioh. .. ... .. .. .. .. ... . .. ... ..... ... ... ...... .. . . . . . . . . . ... . ... .. .. ... ... ... .. . . ...... .. .. .... .. ... .. ... .. .. .. ... .. . .......... ... . . . . . . The -applloatiofi of- pt6f6bHdated jack'schib truss for Wood filldt'blodkingi :or "wood :blocking to: achieve fUll. desigr) load value for face -mounted hangers must be:approved b he. hardware manufacturer: tr .. a All ddd'e' -and end: distances, and I -itp.Adinp for all hail 66nneddris'Must. be sufficient td'prevent .splitting of 'Wood., If I can.be of any further assistance, or if you 'h. have anyquestions, please7giye -me a call.. STATE dfz L, Wlllarn H- C; . . .. . : . . .z.Krii k- Chief EnginOer AlpineanI TW Cb mP9 ny Engineering POpqrfmOO Orlandoi FIL 6750 Forum- DfiVea. Suite '306',:O'flafid6.. R 3282.1 - (800)'521-9790 - (863) 422-8685 www heitwx' . _. �aip:i, I. . PM ALPINE Am"Cov_mw AOr.11 261:2019- Mr. Bob Michaelis Carpenter Coritradtort,of knerida, Inc. 39 Northwest .00 fi�venqp � Gp Wintet Hbv6m FL 33880-6201 Dear. Bob,. M Stroin'obabk 66dig1ho'. 6h. tbbf trussO$. I understand -there. is some. concern over our recommendations for str6fibback bridging on roof trusses: 'Sirprigback bridging for rooftrusses is nqt.p:.rqqp.jr.pment'of:ANSI.�TPI .2014 n ' it , i mentof the .nor is 4- a requ. re t1g. Ot . BUildi Component Safety, !nformation. But strongback. bridgihgt, roof trusses i recommended: by C - arp-phtef. Coihtractdrs of. America: -Stirdrigbait"k _bridging se*rv' theJollow.ing j*.q. functions: One, - Onp,bridging aligns the bottom chords afterlhev are- set .so.. they are uniform. along the ceiling line and .h;i3O,9'with":ceiling -serviceability T.Woj bridging reduces relative d6fle.cti6h of. adjat:e'ht:tfUss&s4, Strongbackbin ging'.does: hot...-OrbVent or r6duc6-overall indiVidUal d6flectiah, espedially any �'66ffijsg6g, : . an 1/41 inch. __g_rti._ __ __.. . .......... .. .. ..... ............ Si trusses does not serve .6' teMp.6 ' .` e Peiftnafidht: braciin land is not. rongoaqX- bridging in roof. s rary. 0 g .intended to .distribute. or . share,desigfn loads. betWeeh trusses. Consequently,. no desido load's have: been accounted for With thisAeUtil arid c�bntiinubLis, s*troh g-back'.bbidgirig -sihdLild* hotbb ..attached between common. and , �irdpr trusses: The, use :of strongback bridging' shall , I not with other, design s!gn- considetati6h,s as specified:by the Engineer .. Of Record or the Building, Designer. The outer ends ofille 'Strongbackbridging shall be: -attached. -to awa . 11 or another -secure end. .restr4in restraint; -of ap.sppcifjed:.Py th6 Engineer of Rebord or.thd 136ilding..136sjbh&r. -Stronigbiackbridging'shall. be fa- minimum of 2X6 fiorbihai IjUrntbdr oriented mkh "the depth - vertical*:. Attach with (3) f6d :common nails (01 1'6Z!x3': I nails at:. each intersecting member': '.When -extending the - strdn back bridging I�p b� w bridging: fl -4.a -of. two trusses, The location: g overlap minimum _..Pp� qf. fhQ.. §tron - gback maybe. specifie&�'y"the Truss Ma*h'Ufadtutor-,. Engineer of Record, or Building Designer:' _P* 16�tse refer".to bCS! "StrangbAcking'P.rovi':sionE,',"' o.r�io...A.Ipin.'e:-STR14R.I.8kl-.0ii4-detail for more. information. The qraphi6 shown (FigUte-..l)isfor :generic j str;Atfv,6purpose only. Forum Ddve:Suite 305, QrlMdo, FL 3282211- (800.) 5214790� (863)422-8685 ALPINE,. L_ k..l x . I :. s Fivre.l. If Lain bd of any fullbbf assistance orlypu have .any questions; please give. me a call. Wilbm, H,,Knck P.E. Pbief*.E-pgi,pee-r Alpine an ITW:Company Engineering'Department . -Oildn.do: . FL 6760 - Forum Drive S - uke.W6, Qrlan'&., FL 3282.1 ; (800). 521 - -9.790 - (863)-.422-:8685' p W";'alp'in**e,tw..cpm -STRONGBACK, "BRIDGING BUTT.StRONGBACK� :BRIDGING TOGETHER O'ATTACH SCAB WITH 10d:BDX/GUN w ' :41 "01 2ii6- )ALS'IN-A .2 ROWS' T ,SCAB' N13T*E1 IN LIZU.*DF- SPLICING AS* SHOWN, .61 D.C. LAP"STRUNGRACK'BRIbUING MEMBERS F13R*:AT`LEAST ONE TRUSS.SPACING STRONGBACK'BRIDGING 'SPLICE DETAIL STRONG 11ACK BRIDGING. ATTAbHMENT ALTE'RNATIVCS AN rTWWMFAW 9793R1Yii*U&a 80tq 200 M261and FAIgMs. MO 83043 - RECOMMENDATIONS o- AU scab -.on blocks -shall. be:. - a minimum, 8x;f 'stress @rAoecl lu..rf0er',1 o-.-Atl strongloack bridgkig .and bracing shdt( be::.a minimum zx'6 "stress. graded; .lumber.' om-.The -pUrposeof sirondb.ack brldq'IhIa Is.. to develop 'load sh-drfng between` trusses, stWp Pnessr.f - --the. floor system; .r.esulting In 'an overall .Inchease 2k . 6- sti,qngback- bridging; po'kt-1:10hod. As.. ishibw.hi In Cletalts, 'Is recommended at 10' =Oi'.o.c. J(max;> *.-ThO,- terms: 'Iqrl.biblnd� 'Ck-r.ld -116-r-OL-CM 1. are- sometimes mistakenly' �useci:*-fnt"erchoLnge�obt�..'' `�Brqd.jh6.�� Is an t�..to�n..t s ..: , i": , Impo structural epoul"Ment. of .any d ' ny. f. (bor or roof -system. R.efe)- Ao., the. Truss. Re,-Igh rc�*Ing STPD) T or "the; bradn§ rL,.quV-'ements for each IndiVMOM -truss component, 1 particutarly, `s-tror)gbac�k.:`:brIdgIng' As-.:q�.. (5 recmmehda:tIdh- f gr a .;:.,. tru ss system to help .-Er Conot.vIloratloe). In: additidn: tb:aidin g .:in 'ihL 0Istt41bu+,.1ta.0 Lck brIabingn of pdlqt lbacls Jbeitwe*66' adjacent. truss -to- r serves% reduce NG.. qTS -d ip--T— M MW 14 Mkiw pounce. or residual vibration: resulting, P.-om . m Ovin0 point -I0 -. footsteps; footeps. _...qcii�j,:su . ck The Performanc'e. of all . floor -sys . tems -are enhanced by. the. Int.;tatlatlioh of :strbti&adk. bt;-IcIgIn and -thLiwl6forie:Is+ stroingly, recommended by Alpine, For additional In*fcjrMatioh ebqr�dlng s trongba5-k bridging, refer tP'-.VOS'j'<Bu+ILdIn9. Component Safity, Information). .K, No. 70861. #A ETA 01% .LL: PSF f DLI zPSF I ,DL PSF. I /LD. PSF FAC.. 1;00- 6 7 .. ......... RIN%G R'EC-C[Mm;; ND.EQ, S.Ff0 'IF* PALJ-*ET-S,Q,F -c4N§,.T.A.Udl iN -MAT-Eill.-AL A-MIJINU. MORE -TH-AR`!kQ# AAE�- 'T-Q BE PLACE-U-4N. �,4001.4. fiws�`t-,t- s'Hosma ftON MA"TEF 11AL.- '-MAXIMUM .. . .. ...... ML -OM L-AEqp,, , 4T , "AUSK r SE Al pit. I 142V Re L IN I Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member. This design Is valid onlyy 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) = Damnged area, 12' max length of damaged section (L) = Minimum nailing distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member. Applyy one scab per face, Minimum side member lengths) = (2)(L) + (B) Scab member length (S) must be within the broken panel. Nall into 2x4 members using two (2) rows at 4' o,c., rows sta gered. Nall Into 2x6 members using three (3) rows at 4' o,c„ rows s aggereol. Nail using 10d box or gun nails (0,128'x3', min) Into each side member. The maximum permitted lumber grade for -use with this detail Is limited to Visual grade #1 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 a O,c Typical + 0 + o + D. + 0 o -+--0- -- + - ---- - 0 +- -0- - -+ --; Sr tagger = Back Face 10d Box (0.128' x 31, min> Nallsi = Front Face 2x6 Member -.Triple Row tagoerec Nail Spacing Detail Member Repair Detall Load Duration = 0% 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#.1 1055# 1295# 14150 Web or Chord 2x4 24 975# 1055# 1495# 1 1745# Web or CiIard 2x6 1465# 1585# 2245# 2620# Web or Chord ' 2x4 30' 1910# 1960# 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 42 2975# 3045# 35054 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 3460# 3540# 4070# 4445# Web or Chordl 2x6 5165#. 5280# 6095# 6660# HIN-un L Dlctoinee g L Ninhun L nirtnnee raVARHINfiiws READ AND nXI.EIV ALL aGTU all THIS DRAVINGI MWORTANTsw FMSH THIS WAY= TO ALL CONTRACTORS IMUMING ME INSTALLERS. REF MEMBER REPAIR DATE 10/01/14 �,. Q �i��P� AN rn1W PANY 3389LEadh y,h1 ADAY0 1338E Lakefront Ottw Trusses require siltrme care In fabrc6ilna hLrAina, shippp}}�� InstallIr�p and braeirlo. Refer to end follow thr lat.st rdM n of �Id 7CSI ldina Conpa.+nt Sofrty Inforeotlan, 6y TPI and SBCA) for safety pprraaetkes prlor to perfornh.o ihoso functlons. Installers shalt provYle tenperor braeh pr 7CSI. UNes: noted at wrilad, top chord shall MW properly attecMd structural she&• ino on�bottan chars shall have a properly at ctfed rlgW cr14 Locations shorn for pernenent lateral restraint at webs shall have bracing installed per 1 se 13. 17 or 33D, as oppUCablr, AoolY Ptotes to each face oftruss and pposition os shown above and .on ihr .blot eata4t, wttess notarf otfurvlse. Refer to drarinpd IseA-i der standard platr positions, Alpine, n dNlalen of ITV fuAdin Conponrnir DrawInc, shall net be responsible for o devlotbn from !N# drawing, any Mum is Ina tht truss In conornence with MSI/TPI 1, er for honcho, shlPPho, installation Ljbradeo of iruscas. 1 A erol'm thin drnyyq or over pope Ua'!Mg ihb: crow_,;. Indicates acceptance of professbnal &nghr Yr1no respw•.sIbI gy. solely for the d►%yn shawn. Tina. suitability and use of tWs drawing for en structure b tin rnpWlsbAky or 1lfe IIJUMp Desgnar per ANSLTPS t Srci. Far non Nfornnihn sew this Joti�r penaral notes ppapa eiltl these sib sit" ALPINE wvs,d M1te,eenl TPU wd.tpYat.oroI S1CA Ww�sbclndu.tryarp, ICG wwwJccsafe,arg - ; ' DRWG REPCHRD1014 . SPACING 24.0' MAX 4 Y .E Y ,, RA 0040.1 EW� vo - Lumber size and Orade--Minom.*om Requirpinqn(s. - M.p1d4k*Utwr. RIDGE BOARD (2xi) I•PInG Material IVORCX 1/2 H6.19fiv. ofvaklRy RAFTERS 2)A-Ppriln-24" tmki ZZIIZ MZZ.. aj3:shQat1%lnh'a'Ml'hl Mum . [it w thii6l` 6'WuHlhith a: * .4�i'n*s.jaisjAnpa',. bV.69en less -Maximum rdoAn'tofbf height; 3.0.4set. . it, 1 .0" 'Wzl'o E746X"" Mph; 9 adloted, EXp D-,, Xit-4.0 I.Aalls. eld&'6Ytafter,. -naffs are c USED TRV$'S. --r=R V.ALLEY FRAMING P..OR RIDGE 9p4ldb'-4'-V"ldr30 psf '26 P0 (.TD) Mjix 6&dvo a th t crlppite (ocatlons ara ,Typ) I i. -urnogri6io.ilaii 4 W"ta-49114* Z. Pl&!difdid:. iyc v 4.25dud-nails IV 3. '* Cilpole:tcuw&e. '416dUC*naM (*l a 16;1.ftbe-nalls atEtloJ 4. •5-16ditcenalls mftdYto:two-796 sleopeu., 4 1 Od toewlfalri 5. -51dep6i W.tnifl, 3 26d td&.MUs,ea.ch sleeper.& yup 6. ffld9e:bohrd:ia roof Mick A 16d toe-rdius L P-.H .7, -Ridje-bo ' Wd fktrOs- 4 _115d.t6e*4J.Ls S. ..puffiri to MV1. 10. Truvtd;t rlppti. tbXaltdf 4 l6d'tol�-nall$. NOTE-;.J.M:(Q.�W.&INI C WAM6N NAIL ;9.d.30 40 54 RV "VA Lity V��Vo' AM 10/91/14 TC Mr IU ZO 7 D. Xv o4vor-m". ;0'rty poiid'. =ellp blkcmQ. pox -a W .11C• t% 0 .0 0 V1801015 w '4 ' 0��Wpp Ad -P Qld Be LL 0 .0 0 0 hd it. v =�" ��.4flip. p•'nwxrtt lattr<['�rHi�htyf to h ,..'Q, . th6 JA dl� r�W plate P.W k vr TdT. !P�5Q =501-11 61 :'!S," 0- R, j,� e o7WACP tre .1. or for, 1�e�Wv*n •r. �lrwjn&l I rkwor cover pw'144fiv Dll�-. 'F� Y. -for _1�hi. on '*nd*.WM.*r. % SN"ru. waifiv -*F-r� 0i; *Mrm, I %'ez fa "AKn�'or. ardor.' . ; ...I I ... - 1 ':4. 1 . " �" "b. r"v.hfo ,.. M AB.Ovr w"'Ak*WWO� - . * .9 . .4 M" '_C Cr I k .1 ,'Simpson Strong-TieO Wood Construction Connectors ki Face -Mount Hangers I -Joists, Glulam and SCL RD These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. 0 B1 Actual ' Joist Madel Size'`�tJo 21/2 x 16 IUS2.56/16 MIU2.56/16 U314 HU316/HUC316 MIU2.56/18 HU316 /, HUC316, 21/2 x 20 MIU2.56/20 21/2 x 22 : ,,.to 26 ,, MIU2.56/20 29/6 x 9114 to 26 MIU3.12J9::. ' ned tuber Dimensions Mint Max .. Fasteners Allowable Loads Code Ref:' q Web 6 Stiff Regd t1Y.1 H - > B"- Face Joist. = DF/SP -= 'Species Header SPF/HF., Species -Header Uplift (160} Floor {100) Snow (115} = -- Roof. (125) Floor (100j . Snaw :. Roof • - 25/s 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 1,555 1;555 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805 1 555 1 555 1,555 • - 29/16 157/6 21/2 - (24) 0.162 x 31/2 (2) 0.148 x 11h 230 3,455 3,920 4,045 2,970 3,370 3,480 • ✓ 29/e 101h 2 - (16) 0.162 x 31/z" (6) 0.148 x 11h" 970 1,945 2,205 2,375 1,675 1,895 2,045 • ✓ i 29/16 141/a 21/2 - (20) 0.162 x 31/2 (8) 0.148 x 11/z 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC. FL, • - , 2�116 . °-17�6' ; 2'Iz - (26) D.162 x 31h ,. ; (2) 0.148,x 11/2 230 , 31745 4;045 4,045 3 220 3,48013',48& LA ✓ 2 6 -14%$ Irv, 2'h ' -" (20j 0,'162 x 3"h" ,(8) O;taB x 1 IN' ' 1516,, 2,975 °3;360= 3,6101'2,565' 2,895 3,1,10', • - 29Ar, • 197/16 21/2 - (28) 0.162 x 31/2 (2) 0.148 x 11/2 230 4,030 4,060 4,060 3,465 3,495 3,495 • ✓ `2% 19%6 21h .- (28) 0.162 x 3'Iz (2) 0,148 x 11h 230 . 4,030 4;060' 4 060 3,465, 3,405 3,495 29A6' wide joists use the same hangers as 21/2" wide joists and have the same bads. ._T-1I J1 i n-169 x 31h ` '(210.148 x 1 V2 - 230 2.305 2.615 12.820 i 1:980 12:24512425 �u 1U c7<nuu41U-4, 17; i o 71ti�;, cis anan. _ 1,v�v>wcnur�-s e ��u�uuspn�,,� .,a w z,wv .�,v=v;�o,�wa�� w -� IBC, MIU3.12/11 - 31A 111A 21/2 - (20) 0.162 x 31h (2) 0.148 x 11h 230 12,880 3,135 3,135 2,475 2,695 2,695 FL, 3 x 111/8 HU212-2 / HUC212z2"" ✓ 31/8 109A6 21/2 Max: " (22)-0:162'x 31/i (10) 0.1480 3 1,795 3,275 3,695 3,970 2,820"3;180 3,425 LA HU3.251/12/HUG3,25/12 '! " 3 a 11 l4 Fp 2'/z -; (24) D.162x 3'iz S (12) 0 148 x 3 5 3 570 4,030 4,335 3 076; 3;470 3,7°35 yHU3 25%16! HUC3.25/ 6 • °` . 3'/4 13'�i6 . 21h Min: ,(20) 0.162 x3'/z,. (8) 0.148 x-3 1515; 2,975 3 360 3 610 2,560 2;890 3,105= Max. -{26) 0162 x 31z ° (T2)`0148 x3 ,r 5 3,870, °4,365' 4,665 `3;330 3,755 4,040'' - 3%glul2mt NUCO2104SDS .' •. " i 3'1a 9 3 , a'x2-S$ a1hL (6)'/ i? FL(12)'/1/z' "HGUS3 25(10, ;. �- . -. 3'/,a 81a , 4''" ,,-E, "; (46) 0,162 x 3'/z -' "• (1,6} 0..62 x 3'h 095 9,100- 91100, 9.100 7,825 7,825 ;7,825", IBC, =HGUS3.2�i12 _ `'3'Ia 10s/a - ' -4 `- (56) 0:162 x 31h (20) 0:162'x 31/z 5 040` .9,00 9,400 9;400) 8,085 8,085 8,086' FL LGU3.25 SDS • ` .` - ° �31a '8 to 30 '41h - �06)"'/a' x 21/i' SDS (12)1/V x'21h" SDS 5,555 -6,720 31 it ,310 4;84015,2(45 5,265' HHUS46 - 35/8 51/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 2,930 31/2 x 51/a HGUS46 • • - 35/,, Or 4 - (20) 0.162 x 31/2 (8) 0.162 x 31/z 2,155 4,360 4,885 5,230 3,750 4,200 14,500. HUS48• • ' - 3a6 615i6 2- = .; (6) 0;162 x 3'h "' (6) O.T62x 31/z ` 1,0 1;595 1,815" 19601;365 1;555 1,680` 3'/z:x 71/4 ',HHUS48 • ` - ,' 3616 7'/e 3 - :(22} 0.162.x 31h :- . (8) 0.162 x 3?h 78; 4,210 "4,770„ 5,140 3;6]5-14,095 4,418= HGUS48 `._ • = i'35s ., T/6 4 =. "(36)0:162`x'U2'' (12)0.162x314 3,24,,5.7,�60 ,7,460�7,46016*-4 6,415 6,415` IUS3.56/9.5 - 35/a 91/2 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 1,250 MIU3.56/9 • • - 3EM,, 81 iifi 21/2 - (16) 0.162 x 31h (2) 0.148 x 11/2 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 • 0 ✓ 39/16 8% 2 - (14) 0.162 x 31/z (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 -HUS410 • • - 39/+6 81$ii6 2 - (8) 0.162 x 31/2 (8) 0.162 x 31/2 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 0 • - 35/8 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,565 5,635 6,380 6,445 4,845 5,486 5,545 31/2 x 91/z HU410/HUC410 • • ✓ 39/16 85/a 21h - .(36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460 6,415 6,415 6.415 HUC0410-SDS • • - 39/16 9 3 - (12)1/4" x 21/z" SDS (6)1/4" x 21/2" SDS 2,265 4,500 4,500 4,500 3,240 3,240 3,240 HGUS410 • • - 35/a 911A6 4 - (46) 0.162 x 31/2 (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, FIL LGU3.63-SDS • • - 3% 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 - 35/s 91/4 to 30 41/z 1 - (24)1/4" x 21h" SDS (16)1/4" x 21/z" SDS1 7,260 9,450 9,450 9,450 6,805 6,805 6,805 31/2 x 117/a HU412 / HCJC412 HGUS412 'LGU3.63'SDS MGU3.63-SDS � . HGl13.63=SDS Flo 46 See footnotes on p.150. a Simpson Strong -Ties' Wood Construction Connectors PI Adjustable Truss Hangers �`�EERfp W o� 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, nails -used for -joist attachment 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 belfilled 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 35/e" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 13/4' for THAG422 for 422.2 426-2 THAC422 Face nails Top nails per table per table typical for THA422-2 THA426-2 THA418 Double 42 - 2 face nails Use f ull table value (total) �'' 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 head ® Double -Shear Double Dome Double -Shear Nailing Shear I r" Side View; Nailing Side View Nailing Do not $ s (Available on Top View bend tab some models) Single 4x2 - See nailer table ' z 4 top nails _ (totaD '44�%" 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 lyp'�a, ,,.— Top Flange Installation er to tnote 5 p.187 86 Simpson Strong -Tie° Wood Construction Connectors SIMPSON �� . Adjustable Truss Hangers (cont.) El These products are available with additional corrosion protection. For more information, see p.15. 1. Uplift loads have been increased for earthquake or wind leading 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 1'h" 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 1 V 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 naiing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Qoist) 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 LUS/MUS/HUS/HH Face -Mount Joist Hangers ,aqRFO �6 This product is preferable to w+ of a) easier installation, b) hi; installed cost, or a combinat D> a b ° tt GUS War connectors because r loads, c) lower of these features. The double -shear hanger series, ranging from tl .e light -capacity LUS hangers to the highest -capacity HGUS ^angers, feature innova#i re doubles shear nailiin� tha_ disfribu os the load through t Avo points on each joist nail for grower 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. "Not desi ned for welded or nailer -a Pica _. " • g pp t_ ions. 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 t Side View Do not bend tab al � Dome Double -Shear Nailing Side View (Available on some models) 1' for 2x's 11A for 4x's .: H GtW B LUS28 HHUS210-2 W HGUS28-2 MUS28 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 Simpson Strong -Tie° Wood Construction Connectors Face -Mount Joist Hangers (cont.) SS SS` SS+ Single 2x Sizes MUS26 4111A6 18 1 IA6 5-ie 1 2 1 (6) 0.148 x 3 1 (6) 0.148 x 3 HUS26 4-A6 16 15/s 53/e 1 3 1 (14) 0.162 x 31/z 1 (6) 0.162 x 31h MUS28 6-5�6 18 19AG 69A6 2 1 (8) 0.148 x 3 1 (8)0. 148 x 3 HUS28 6Yz 16 1 5/1 7 3 (22) 0.162 x 31/z (8) 0.162 x 3'/z HGUS28 6M6 12 15/e 7Ye 5' (36) 0.162 x 31/z (12) 0.162 x 3Yz 1. See table below for allowable loads. 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 installation 9 with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. DF Allowable Loads �' SP Allowable Loads SPF/HF Allowable Loads _ Code Model, No: . upflitl (160) '''floor ' `(100) Snow (115) . Roof, I (125) Wmd '' .{160). ,Upbftt = (160) 'Boor (100) Snow' ' „(115) .Roof (125) ` Wind `{1f0} „ Uplifts (160) Floor (100) Snow (115) �Roof� (125)y s'Wind , . (160) ,'Ref. "Single 2z Sikes LUS24_ 235:_ ,,§70 '. ',765, .i $20 .:;` 1,045°, . 3 �,.ti "� 725':, +825 _890 .r;�a" j60 ` , `495 �565'. , -770 LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 1,000 IBC, FL, MUS26- Y r 1�295< <1,480 ^ 1,560'' f5? `1,405' ,560 `z sal ; fi t3, 81J` 955 "1,090 „33` ! LA HUS26 1,320 2,735 3:095 3,235 3:235 1,32'0 2,960 3,280 3,280 3,280 1,150 2,350 2,660 I 2,780 HGUS26 975" 4,34Q ",4;850; .5,17o '8,390 -_ eta"'�;4,690, _5,220 ."5,390 5,390 ,.`,`7 Ci 3225 ,3,610-,3,985, IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1165 1,195 1,360 1,465 1,730 865 810 925 1,270 MUS28, ` ) 2 _ ,730' ' 1,975 '- 2,125 . , 2,255 - , 132J' � 1,075 2,135 22,255, 2t255 I;jaQ° , 1,270 1,4551 ` :, ° 1'955. IBC FL, LA HUS28 7"u0 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 HGUS28. 1,65 a275 : ,7;275:. 7,275 7,275' 165b ;j7;275 7,275, 7,275 7,275.. 1,325: 3.670 = 3,820 3,915' ,4,250' ` IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS21Q, (j%5., 5,456 3,795 5,83 936 . 21E 3W; - '395 " = 1, 0 " ' a,830. 5 &§b . , 2,220 2 wo 2.455 2,53 2,825�„ LA HGlJS210 2,090 9,100 9,100 G3,100 9,100 2,090 91(i0 9100 9,1i}0 9,100 1,545 6,340 6,730 6:730 6,730 IB.,, F L 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 45o and/or sloped to a maximum of 45' • For skew only, maximum allowable download its 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 k. • 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 JAcute side HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: 00 HGUS Seat Width Joist Down Load Uplift Specify angle W < 2" Square cut 0.62 of table load 0.46 of table load Top View HHUS Hanger W < 2" Bevel cut 0.72 of table load 0.46 of table load Skewed Right 2" < W < 6" Bevel cut 0.85 of ,table load 0.41 of table load Uoist must be bevel cut) All joist nails installed on theoutside 2" < W < 6" Square cut 0.46 of table load 0.41 of table load angle (non -acute side). W > 6" Bevel cut 0.85 of table load 0.41 of table load 94 Simpson Strong -Tie® Wood Construction Connectors SIMPSON 'SS These products are available with For stainless Many of these products are approved for installation additional corrosion protection. steel fasteners, B with Strong -Drive° 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 1 14 31/16 53/e 1 3, (14) 0.162 x 31h (6) 0.162 x 31h 1,320 2,830 3,190 3,415 14,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 49A6 1 12 3% 57A. 1 4 (20) 0.162 x 31/z (8) 0.162 x 31/2 2,155 4,340 4,850 5,170 15,575 1,855 3,730 4,170 4,445 4,795 IBC, FL, LA LUS210-2 67/6 18 31/a 9 1 2, 1 (8) 0.162 x 31/z I (6) 0.162 x 3Yz 1 i,445 11,830 12,075 2,245 2,830 11,245 11,575 11,785 11,930 12,4351 HHUS210-2 8% 14 3$A6 87/a 3 (30) 0.162 x 3'/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 j 89A6 12 35A6 93/I6 4 1 (46) 0.162 x 31/2 (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes H U5263 4?alis '12'. 41% 51/2, ,;,A (20)Q:62-X31/z (8),0.162X3'/z ,2,155 4�340°,�4;8�0, 5J7014,575 1,'855;,.3730 4;�70 4,445; 4,795`' IBC, FL, HGUS28 3 v ,. 61i6 > 12, '4'Sha: 71/a '4 (36) 062 x 3Yz'';(12) 0162=x3 3,235 7464j- 7460 >7;460, �,46p- 2,780 'i6 415 "6;415 '6;415 .6;415,' LA HHUS210 3 83/a 14 4"f a 87/a 3 (30) 0.162 x 3'/z (10) 0.162 x 3'h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 89A6 12 475A6 91/4 4 (46) 0.162 x 3'/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS212=3 9h 105/e `: '.,12; "4`'3is 703Ise,05? t'.45 `9)04, 9,v =,900 r 7f�0 t. 8 ,?"tb0 °7;; 80 IBG;.FL, L'-A Quadruple.2x Sizes ltjUbZb 4,p`' h "IL; bA6 ,J %16 ?I: ,.,(LU),U:IbLX 3%2 ;_ 6)UJ UZX,3%2- ,4,IJp 434U,' 4;21DU,'3, rtv oj3f'J 1,PDD'-J,/Ou 4;:IIU '4,443 1,4,1 Ue,. IBC, F HGUS28-4 7'/4 12 B-A. 73A, 4 (36) 0.162 x 31/z (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 I H. 14 6'/a 87/6 3 (30) 0.162 x 3'/z (10) 0.162 x 3'/2 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL 4x Sizes IBC, F LA IBC,'FL LUS48 43/a 18 1 3a/i6 63/a 1 2 (6) 0.162 x 3'h 1 (4) 0.162 x 3'h 11,060 11,315 11,490 11,610 12,030 1 910 11.130 11,280 11,385 11,745 IBC, F HUS48 61A 14 3a/ia 7 2 (6) 0.162 x 31h (6) 0.162 x 31/2 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 6Yz 14 35/a 71A 3 (22) 0.162 x 3'/z (8) 0.162 x 31/z 1;760 4,265 4,810 5,155 5,980 1,5'5 3,670 4,135 4,435 5,145 HGUS48 67% 12 35/e 7Ya 4 (36) 0.162 x 31/z (12) 0.162 x 31/z 3,235 17,460 17,460 7,460 17,460 2,780 16,415 16,415 6,415 16,415 HGUS412 10 k 12 35/a 11034.1 4 1 (56) 0.162 x 3'/z 1 (20) 0.162 x 3'/z 1 5,695 9:045 19,045 19,045 1 99,04-151 41900 17,780 1 1,780 7,780 7,780 HGUS414 117h6 12 35/a 1234a 4 1 (66) 0.162 x 31/z 1 (22) 0.162 x 31/z 15,695 10,125 10,125 10,125 10,125 4,900 1 8,190 1 8,190 8,190 8,190 Double 4x Sizes IBC, F LA FL 1. Upfft 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 ANSUTPI 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 31/z" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" 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,-TieO Wood Construction Connectors SIMPSON Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so ithat 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 1/a" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for' more information. Material: 16 gauge N Finish: Galvanized i 0 Installation- U C • 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 .. using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member' .:for additional uplift,capacity �,. Options: L HTU may be skewed up to 671/2'. 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 Typical HTU26 Minimum Nailing Installation :ll0,141 y..r ,,,,,,,,,,,,, ,,,,,, - truss and carrying member HTU Installation for Standard Allowable Loads . (for 1/2" maximum gap, use Alternate Allowable Loads.) t Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. .qtAnr1arH AIInXA/ahlA I nark NV MaXimi Im Hannp.r C,an) Single 2x Sizes Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) H I U28 Max,); HTU28 (Min.) 5'h %. 37h 3'ls' 0 s , i.2: 31/z _� (L�) UIEzG-;X 3 fz'I (LG) U �4 3 X zz (26) 0.162''x 31/z (14) 0.148 x 11/z 7,00 .'L3�4U- 1,235 3,820 ;,a v4" I �° Dou 3,895 3,895 :� t7.n .7fs�0: 3,895 1 1,060 , e,33v- 2,865 o�. 2,920 t a c. 2,920 t �t tow" 2,920FL, IBC, HTU28(Max.) 71/4 31/2 (26)0.162ix 31h (26)0.148x11h 2,020 3,820 4,315 4,655, 5,435 1,'1,0054,6LA J-5/a7 .3?/z : 32 0,162!x31I2 : 14 0148x 1?h t ) ) r1,334 ',32 HTU210 (Max 9f�a > Th {32):0:162 x 3"h (32) 0 148 x 1+11z 3,31;5_,;�i `tr?.' " 4 Double 2x Sizes HT 126=2'(Mint) 3?!a HTU26 2 (MaX) .3546' S'hsy .3llz° ',(20) 0162=x31h (20) 0162 X,31h e 1.4) 0148X3, .:(20) 0.148 X 3 ;"i;515 ,940, ; 2, I75 2940 ' ? .'s21 iCi 3 pi0 .a; 1(i .4zL8 1;305 1;850', 2,090 12,255 ,2;465 , 1,870 2,530; 2,806', ':3 #38; 3855 HTU28-2 (Min.) 37/a 352`16 71fs 1 31/z (26) 0.162,x 31/z (14) 0.148 x 3 1,530 j 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IBL HTU28-2 (Max.) 71/4 35/is 71hs 31/z (26) 0.162ix 31/z (26) 0.148 x 3 3,485 j 3,820 4,315 4,655 5.825 i 2,995 3,285 I,,f'1A, , a 4 5' "H'vY0 , 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 %" and 1/2", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSIlfPI 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 6 z i z as 0 0 0 w U' z cc U) z 0 CO CO 0 0 N 0 0 N U CJ HTU i l ..............................................................................................._......_.._...........................................................:.........................._..........................................._......._....._.._......................._..............................._._.................... _ ............._._ ..... Face -Mount Truss Hanger (cont.) E Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member HTU26 (Min.) 37/s 1 (2) 2x4 (10) 0.162 x 3'/z (14) 0.148 x 1 Vz 9251 1,470 1 1,660 1 1,790 1 1,875 1 795 1,265 1,430 1 1,540 1 1,615 HTU26 (Max.) 5'/z (2) 2x4 (10) 0.162 x 3'/z (20) 0.148 x 1'/z 1,240 1,470 1,660 1,790 p 2,220 1065 1,265 1,430 1 1,540 1:910 IBC, ri-iA 3, nAn�, .;7':,..'+b7".. .�. on [ '} n!'1� �"1 CCIF."� f.'dl '}-tS�e�,':s. •2 aTa'�iA .t'2 '2Rf1 FL, LA 1. See table above for dimensions and additionaVootnotes. 2. Maximum hanger gap for the alternative installation is 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Single 2x Sizes - IBC, HTU28 (Min.) 37/8 1 % 7M. 3'/z 1 (26) 0.162 x 3'/z 1 (14) 0.148 x 11,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 7'/a 1 1 % 7'%, 1 3'/z (26) 0.162 x 3'/z 1 (26) 0.148 x 11/z 1,920 13,820 14,315 14,655 15,015 1,695 12,865 13,235 1 3,49-c 1 3,765 Double 2x Sizes HTU28-2 (Min.) 37/8 13Fiis ( 7'fis 13'/z I (26) 0.162 x 3'/z I (14) 0.148 x 3 11,490 13,820 13,980 13,980 13,980 11,280 12,865 12,985 12,985 12,985 1 IBC, HTU28-2 (Max.) 7'/4 35/is 71A. 31/z (26) 0.162 x 3'/z 1 (26) 0.148 x 3 3,035 3,820 4,315 1 4,655 5,520 1 2,610 1 2,865 3,235 1 3,4::0 14:' 40 I 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 earthqua ie 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 'A" and'/z", use the )4lternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSI/TPI 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 1'/z" 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 HU/HUC/HSUR/L 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 2s/e" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an 'X' 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 1%4" x 2Y4' Titen 2 scre,.vs (Model 3 iN2-25234H) for G=CMU. Follow all installation instructions and use the loads.from the sawn lumber or EVVP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation:• • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" 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". Afternatively, drill the 3/1e"-diameter hole tol 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 Kts are available. They include a 3/1e" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16" x 41/z" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/e" is required as shown in'Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 1112." is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 a111Ilk..m;. HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 Simpson.. ... • HU/HUC/HSUR/L p - .......................................................... ............................ ....................................................................................................... .................................................... ..................................................................................................................................................................................... ........................... Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. Standartl w Concealed GFCMU ® Titera 2 ConcreteUphft o Titan 2 Joist; (180) Down (1001125)° Uplift (160) gown (1MI25)"' HU26 HU26X (4)1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 11/z 335 1,000 335 1,545 HU2$, HU28X 2 o� (6} 1/<,X 23/a j6} 11a x 13/4 " (4) 0148 x 11/2 �45 ", 1,500 _ ' 76© 2,400 , F ; ,. . - HU24-2 HU024.2 (4)1/4 x 23/4 I (4)1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26 2 (Min) HUG26-2 ($} 1latX 23/a {8} 1/a X"13/4 �4) 0 t4 x 3 760 , 2;000 760 3,200 ' HU26'2 (Max) ;HUC26 2 :. (12)1/a`z 23/a (12) Ala x 13/a ` (6) 01 48 it 3 1135, 3,000 1,135 3 950 ) HU26-3 (Min.) HUC26-3 (Min,) (8)1/4 x 23/4 (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 23/4 (12)114 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU282�(Mln}: ° "eHUC2&2{Mm.), {10}/a' 23fa {10)1!4xy1a/a = {4)0.148-x3 =760 `' 2,500 `: 760 3,725`= HU28 2'(Max.}e HUC28=2 (Max) •, . ;' (14)1/a x,23/a P " (14) Ya x i 3/a (6) 0.148 x 3 .1 135 -„ " 3,500" .= 1,135 34 920 •- 4 - HU210 HU210X (8)1/4 x 23/a 1 (8)1/4 x 13/4 (4) 0148 x 11lz 545 2,000 760 2,415 HU210" 2 (Min) " HUC210=2 (Mm)"". (14)''fa z 2�4 r`14) ?/a x 13✓a (6) 01A8,x 3 ' 1135 r :, .E 3,500 "" 1135 4 920 HU210 �2 (Max) HUC210'2 (Max) (18)>la x 23/4 . "18} 1/a x 13/a (10) 0148 x 3 1800 ' ° 4 500 1 800 5 085 HU210-3 (Min.) HUC210-3 (Min.) (14)1/4 x 23/4 (14)114 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 HU212X.�� (10) Ja,x 23f4 (10)?/a x:13/a , (6) 0148.z 1''h 1°135 2 50D- 1,135 `2 665 .' HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)114 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 I (22)1/4 x 13la (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU214 HU214X (12)1/4 x 23/4 (12) 1/4 x 13/a 1 (6) 0.148 x 11/z 1 1,135 1 2,665 1 1,135 1 2,665 °, ?$ xHU14 2(Mm.)..NUC214 2 (Ml1/z23f$1/4515 50s5 05 HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 x 23/4 (24)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 H0216Xs; (1$)1/4 x 1k`x113%4 ' . .(8) 0.148 x 11h 7 515 2,920 1;515 2 920� HU216-2 (Min.) HUC216-2 (Min.) (20)1/4;x 23/4 (20)1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4Ix 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 3 (Mm) ; ; a HUC216; 3 (Min.,)' ; e (20)1/aix 23fa (20)1I4;X-13/a (8) 0:148 x 3 1515 4 920 . 1,515 4 920 ° 016 3 (Max )�'? & NUC216 3 (Max,) (26)°1%<°x 23/4„ ,.+ (26) T/a x13/a {12) 0.148 x43 2 015 5,085 , , 2;015 5 085 HU7 (Min.) (Not available) (12)1/4 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/z 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/z 1,085 3,485 1,085 3,485 HU9 Min ,�; { ) {Not available) r- (18) Ja;x 23/a {18) Y4 X y 3la 6) 014$ X 111h 1135 3 230'- 1,135 3 230 "s HU9 "(Max)"{Not available) (24} 1/a�x 23/4 (24)1/4 x 13/a (10},0.148 x 11/z 1 4453,735 1, 4445 3Z35 HU11 (Min.) (Not available) (22)1/a,x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/z 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4�x 23/4 (30)1/4 x 13/4 (10) 0.148 x 11/z 1,445 3,735 1,445 3,735 Code'., Ref. 0 z a 2 0 W z z 9 z 0 U) 0 m N U U 38 STAGGER JOINTS - TYP� RAISED HEEL ROOF TRUSSES B/SKIfT LAN UPLIFT/SHEAR ANC EACH TRUSS - SEE PLAN aaa�l�aaaaaaaa��a�iaaa�a� a�a�aa�a�aa�a - B/5KI f' NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING A SCALE, NT$ 5KI ROOF SHEATHING- SEE I SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN w N RIBBON BOARD- SEE SCHEDULE FOR SPACING d IBBON BOARD- SEE FASTENING TO w w �NEDULE FOR SPACING ! TRUSSES 4STENING TO TRUSSES WALL SHEATHING -SEE PLAN Liz MIN. 15/32' CDX PLYWOOD OR Y 1/I6' 055 WITH 8d GUN NAILS (0,131' X 2 1/2') a V O.G. TO UPLIFT/SHEAR GYP. CEILING- -MASONRY WALL- RIBBON BOARDS ANCHOR EACH SEE PLAN a SEE PLAN TRU55- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - SCE PLAN BOTTOM CHORD RAISED HEEL TRU55 BEARING B SCALE, NTS 5KI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vultd65 MPH (2) 12d GUN (0.131' X 37 (Vasd=128 MPH) 2X4 5PF12 24' TO EACH TRU55, (4) EXP. B, NAILS AT JOINTS ENCLOSED + Wlt=180 MPN (2) 12d GUN (0.131' X 39 (VasdRI39 MPH) 2X4 5PF-2 I6' TO EACH TRU55, (4) EXP. C, NAILS AT JOINTS ENCL06ED SHEETTITLE: RIBBON O1-1OR WM HEEL ROOF SRUSSES SHEET INFORMATION: iW Ha Iild O,BLEISSU®: 11.08.16 OMYIN BT: REYIFW¢S BY. M SK.1 ''' COMPAW, January .l,,.O-,,2'ff2'0 CA tothtet Contractors n . t f ra Ors.6 America,Inc:.. 39O'%'O Avenue 0; NW Winter Haven; P, L-33 . 88M2,04 Dear Matt It"has bb. e..t**o'myattentiorr';ihat,some questions w . ere raised concerning 5,/8,,' diameterh6ies.,' ,(W,idb fiice) 'Of sy'O'Z gable end trusses ifif.e'adedrods Used4dr "tie",dbwhs If fh,6sd.,gableends�are,,ovi�r,,,con.tli 1. Wllws sur.pport with the holes are: drilled.about the centerline of the: vrriete - - faqe no., lose, Phan 44Qvilh gging4 t6hheet'o';r.'-p'l'a,t"e"-s'.0 rver no",rep required The t d' i " additional; truss On!*' 4ida htion'41 -q_ _ .......... 1padl�, If you have Arly j— e::a-,call.:ques ions�, please give . m� _ , ,, , Sincerely Y o 675Q Forum .Dr Ve, SuA6I 305, Orlando, FL 32821'- (800) 521-W,90 -,,(863)422-8085 I hs tiommit h 1)w elec of�cetl y si d and SeelBd Wng a Digital Siodge. NNAW copies wiftut an original signaboo nutbg YwAed wing the odgl O 818-Mac ve ion. VOW0eMMi COA #0 278 ...., +.}" 03/10/2021 Sla � . � � a•�ris,Wre�. 'j ovill ANAL ±we:�srs�i ALPINE AN.ITW.COMPANY Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www.alpineitw.com Y r 5: �.�p t�fnrma�nn Customer: arp6nter Contractors of America 'Pa a 1:: Job Number. N334501 -JobDescription: 7A5/320 ,182EC,E ;02H ,RIOI / 1828/CALI/4EBB ELEV.C,E IotiEn tneeritt ,Criterta;� )esign Code: FBC 7th Ed. 2020 Res IntelliVIEW Version" 20.02.00A JRef # 1 X3L89750041 Rind Standard,, ASCE 7-16 Wind Speed(mph): 160 Design Loading (pso 37.00 UVing Type. Closed This package contains general notes pages, 33 truss drawing(s) and 4 detail(s). tterit :%hawing Number' Truss, 1 069.21.1140.50852 Al 3 069.21.1140.50572 A2 5; 069.21.1140.50884 A4 7 069.21.1140.49963 A6 9 069.21.114050885 A8' 11 069.21.1140.50010 A10 13 069.21.1140.50727' All 15 069.21.1140.52212 A1'4G 17 06921A 140.50041 A16 19 069.21.1140,51338' C1GE 21 069.21.1140.51853 D2 23 069.21.1140.51712 V8 25 069.21.1140.50369 EJ7 27 069.21 A 140.51055 EJ3 29 069.21.11,40.50416 CJ3 31 069.21.1140.50900 CJ1A, 33 069.21.1140.51572' HJ3 35 GBLLETIN0118 37 1 VALTN160118 Items''` flraai�ng Number Tr�s� 2 069.21.1140,51557 A1A 4 069 21.1140A9964 A3 6 069.21.1140„50024 A5 8 069421.1140.50430 A7 10 069,21.1140,50743 A9 12 069.21.1140,50462 Al2 14 069.2.1.1140.50368 A13 16 069.21.1140.51010 Al 18 069.21.1140.52055 B1GE 20' 069.21.1140.51728 D1 22 069.21.1140.51260 D3G 24 069 21.1140.51228 V4 26 069.21.1140.52149 EJ7A 28 069.21.1140.50696 CJ5 30 069.21.1140.51119 CJ1 32 069.21.1140.50102 HJ7 34 A16015ENC160118 36 VAL180160118 Florida Certificate of Product Approval'#FL1999 Printed 3/10/2021 12::05:22 PM 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 810 (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. Udefl = 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.ora. 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: 249671 / COMN Ply: 1 FROM: RWM Qty: 11 6'1 "7 617 Job Number: N334501 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E Truss Label: Al 12'1.1"15 19'10" i 26'8"1 6'10"8 610"1 610"1 5X5 E 39'8" Cusl: R8975 JRef:1X3L89750041 T10 DrwNo: 069.21.1140.50852 SSB / YK 03/1012021 33'6"9 39.8" 6'108 'i' 617 1' 10' 9'10" i 9'10" 10' 19,10" 29'8" Loading Criteria (psf) 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): 0.222 K 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 K 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 J - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.140 J Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.617 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.882 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.457 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE 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 #3SRI3 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. Loading �,��" d a. .,rrEr�'l. Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance.4 a+°'4•. a r'�+ Wind m Wind loads based on MWFRS with additional C&C .� ® 7U$ member design. _s a° Wind loading based on both gable and hip roof types. o °s a i O+ 9 0 Q� r C04A��f*R.'t3+a$' �lA►1. •�,��fi`1`tid 03/10/2021 10, 1' 39'8"i ♦ 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, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for saty 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 r! id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicaB e. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincL Components 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 bracin of trusses. A seal on this drawn or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional ericLineering responsibilitty� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer 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: 249704 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JIRO:1X3L89750041 T25 ! FROM: ALS Qty: 1 ,7A5/320 ,182EC,E ,02H ,RIO1 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51557 Truss Label: AlA SSB / WHK 03/10/2021 7'11"2 12' + 17'1"12 19'10" 23'8" T11"2 4'0"14 5'1"12 2'84 3'10" �, 8'1"1 8'1"1 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; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W6,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(0.11 Wx2.5",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. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. 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. =6X6 F 3'y"3 2'1"12 3, 11'10"4 14' 17' )w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 31'814 39'8" 8'0"14 711": 20 b I1+8'8" 39'8" i 8'0"11 Tl1"5 1' 23'8" T 31'8"11 39,81. Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.386 O 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.669 O 706 240 B 1556 /- !- /961 /309 /444 HORZ(LL): 0.168 K - - 1 1556 /- /- /961 /309 /- HORZ(TL): 0.314 K Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.2 Max TC CSI: 0.791 1 Brg Width = 8.0 Min Req = 2.2 Max BC CSI: 0.896 Bearings B & I are a rigid surface. Max Web CSI: 0.765 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. VIEW Ver: 20.02.00A.1020.20 B - C 1410 - 2745 F - G 1410 - 2068 C - D 2144 - 4245 G - H 1218 - 2103 D - E 1499 - 2794 H - 1 1423 - 2777 E - F 1658 - 2771 03/10/2021 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1107 L - K 2402 -1107 Q - M 3738 -1614 K - 1 2406 -1106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 814 -1523 M - F 2007 -1008 C - Q 1476 - 551 M - L 1864 - 604 S - Q 2850 -1327 F - L 492 - 506 Q - D 1271 - 562 L - G 452 - 368 D - M 825 -1539 L - H 475 - 688 **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) attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint otYwebs 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 Joinf9Details, 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 Buildin$Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSIPI 1, or for handling, shipping,i . nstallation and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Buildinggesigner per ANSI/TP1 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.orq Orlando FL, 32821 SEQN: 249705 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T9 / FROM: RWM Qty: 1 7A5/326 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50572 Truss Label: A2 SSB / WHK 03/10/2021 6'1'7 6'17 176"15 19' + 20'8" 27'1"1 6'S"8 6'5"1 1'8' 6'S"1 �1' 10, 10, 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: 11 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 :5X5=5X5 E F 39'8" 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): 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.172 L 999 360 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 Ve r: 20.02.00A.1020.20 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) 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.lttttttllgitralaarr Wind Wind loads based 1.r��, on MWFRS with additional C&C♦� member design. `r ass�amnoeo„o: Wind loading based on both gable and hip roof types. 4e ; coo`( ` IONAi. 03/10/2021 33'6"9 + 39'8" 6'5"8 6'17 10, 1' 39'8"+ ♦ 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 I 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 1426 - 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 fabricatinq, 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 properly 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 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 BuildingComponents Group Inc. shall not. be res onsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI gP1 1, or for handling, shipping,, installaoon.and bracin of trusses. A seal on this drawm or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engmeenng responslbilit� solely or. -the design shown. The suitabilit9y and use of this drawing for any structure is the responsibility of the Building Designer per ANSVTPI 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: 249706 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T22 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.49964 Truss Label: A3 SSB / WHK 03/10/2021 6'1"7 6'1"7 12'0"15 18'0"1 21'7"15 27'7"1 5'11"9 T 5'11"2 3'7"14+ 5'112 �1' F 10' 10' 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) 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 0.1284" 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. s5X5 =-5X5 E F 39'8" 33'6"9 39'8" 5'11"9 i 6'1"7 9110" 9.10" to' 11� 19,10" 9'8" 29'8" 3 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.171 L 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /965 /312 /407 Lu: NA Cs: NA VERT(CL): 0.319 L 999 240 Snow Duration: NA HORZ(LL): 0.066 K - - 1 1556 /- /- /965 /312 /- HORZ(TL): 0.124 K Wind reactions based on MWFRS Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Max TC CSI: 0.408 Max BC CSI: 0.748 Max Web CSI: 0.485 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. VIEW Ver: 20.02.00A.1020.20 B - C 1608 - 2796 F - G 1252 -1794 i C - D 1497 - 2523 G - H 1498 - 2523 D - E 1252 -1794 H - 1 1609 - 2796 E - F 1245 -1635 r0'�' i �I aaammo�a �� y, `,•, doh..•, ,.' q. { r Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2439 -1329 L - K 2064 -1027 M - L 2064 -1048 K - 1 2439 -1308 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 495 -106 L - F 523 - 300 D - L 497 - 674 L - G 497 - 674 E - L 523 - 300 G - K 495 -106 • s m • a 0 ASS O I� � G0La 4 COA $IGNA�B� ��k1t/3461f9N�B�� 03/ 10/2021 **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) 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 Jomf9Details, 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 BuildinggComponents 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 bracing of trusses. A seal on this drawing or cover pa!Me 6750 Forum Drive listing this drawing indicates acceptance of professional engTeering responsibilitty�r solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer 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: 2497071 HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRefAX3L89750041 T8 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50884 Truss Label: A4 SSB / WHK 03/10/2021 EO b 7'10"14 17' 22'8" 7'1014 T 91"2 + 5,8„ :5X5 =5X5 D E 39'8" 1' � 10, 9' 10" T 10, 19,101, Loading Criteria (psf) 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 Des Ld: 37.00 EXP: C Kzt: NA Building Code: NCBCLL: 10.00 Mean Height: 15.00 It TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE 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. 319"2 i 39'8" 9'1"2 T 7'10"14 9'10" 29'8" Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.149 J 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.279 J 999 240 B 1552 /- /- /965 /318 /386 HORZ(LL): 0.060 1 - - G 1552 /- A /965 /318 /- HORZ(TL): 0.112 1 Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Max TC CSI: 0.760 G Brg Width = 8.0 Min Req = 1.8 Max BC CSI: 0.755 Bearings B & G are a rigid surface. Max Web CSI: 0.989 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. VIEW Ver: 20.02.OOA.1020.20 B - C 1673 - 2755 E - F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 D - E 1352 -1728 el 06 o 0.708 1 r m T 0 � . ®Qr t �e eprr�rr��rrP^•�®` 1 COAg9 8NAlL a 03/10/2021 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 1 - 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 "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 satPety practices prior to performing these functions. Installers 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 ri id ceilin Locations shown for ermanent-lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, - as applicabgle. App�y 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, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawingg indicates acceptance of professional engiineering 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 ANS!1TA 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: 249708 / HIPS Ply: 1 obNmber: N334501 Cust: R 8975 JRef:1X3L89750041 T24FROM: RWM Qty: 1 2.182EC,E,02H,RI01 % 1828/CALI/4EBB ELEV.C,E t,7A5,3u0 DrwN0: 069.21.1140.50024 uss Label: A5 SSB / WHK 03/10/2021 6'1 "7 16'0"1 23'7"15 33'6"9 39'8" 6' 1 "7 9' 10"10 7'7% 91101,10 6'1 "7 .6X6 = 6X6 D E T2 12 6 F,7- T4 z5X5 r' W 55CX5 F 0 W W1 B G A sa H =4X6(A2) __ 5X5 = 5X5 = 5X5=4X6(A2) 39'8" 10' 9.10" 9'10" 10 1 10' 19110" 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): 0.156 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999 240 B 1556 /- /- /964 7713 /366 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 1556 /- /- /964 /713 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.119 1 Wind reactions based on MWFRS Mean Height: 15.00 ft B Br Width = 8.0 Min Re NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 9 q = 1.8 4.2 Soffit: 0.00 BCDL: psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.799 G Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.745 Bearings B & G are rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.485 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 1841 - 2852 E - F 1665 - 2513 C - D 1665 - 2513 F - G 1841 - 2852 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.0E; D - E 1456 -1829 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 2505 -1555 J -1 1780 - 984 member design. K - J 1780 -1005 I - G 2505 -1535 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C-K 511 -469 E - 1 617 -249 K - D 617 - 248 1 - F 512 - 469 q�{IlttftilpAgi! it6t!!r! p� l o O r of� 0 7,0 ,g . O Y d � ♦ �a V AL COA 40pursgoesous (3/ 10/2021 "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) 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 ri id ceilin Locations shown for permanent lateral restraint oywebs shall have bracinq installed per BCSI sections B3, B7 or B10, as applicable. Applgy to face plates each 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, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance ANSI 1, for handling, with or shipping,. installation and bracincc1f of trusses. A seal on this drawingor cover page 675o Forum Drive listing this drawing indicates acceptance of professional engpeering responsibility solely -for the design shown. The suitabiliy and use of This drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.coni; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249709 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T7 ! FROM: RWM Qly: 1 ,7A5/32d ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.49963 Truss Label: A6 SSB / WHK 03/10/2021 7'10"14 15' 24'B" 31'9"2 3.9.8" 7'10"14 7'1 "2 9'8" 7'1 "2 7'10"14 6X6 = 6X6 D T3 E 12 6 F�::;- 5X5 �55 F C o_ U) r W 60 W1 B A G � H �88 4X6(A2) =5X5 =5X5 =-5X5=4X6(A2) 39'8" 9'10" 9'10" 10, 1' 10' 19,101, 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): 0.159 J 999 360 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 A /- /962 /328 /346 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.115 1 - - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Br Width = 8.0 Min Re 1.8 9 q = Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 BCDL: 5.0 psf G Brg Width = 8.0 Min Req = 1.8 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 & G 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 240of-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 I - 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 I - F 394 - 358 ��+ {g{tif {titlfYflilll lrjj�r, 10A ' '�'/4, +`i',}q yoae�ema ej'tj 0 9 4 � o 70 may{ w p i 0 w 8 � w ® A� 0 ?� ��tr80otiAY•��g�hr� /# MA Q& AL W; 'l�+tfufpat�a+{{as 03/10/2021 "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 SBCA) and 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 id Locations attached ri ceilin shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections as applicabgle. AppT�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. B3, 67- or B10, f�efer to 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 truss in ANSI 1, for to build the conformance with or handling, shipping,, installation and bracingg of trusses. A seal on this drawingg or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engTeering responsibility solely for the design shown. The suitabiliily and use of This drawing for any s9r'ucture is the responsibility of the Building Designer 1 Sec.2. Suite 305 perANSI/TPI For more information see these web sites: Alpine: al ineilw.corri; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249710 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T23 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50430 Truss Label: A7 SSB / WHK 03/10/2021 Ul"7 6'1"7 10, 10, 14'0"l 19'10" 257'15 T10"10 + 5'9"15 6915 .5X5 1112X4 5X5 D E F 9.101. 19,10" 39'8" 33'6"9 39'8" 7'10"10 � 6'17 10, 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): 0.176 E 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /958 /715 /325 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /958 /715 A Des Ld: 37.00 EXP: C KZt: NA HORZ(TL): 0.121 J Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.0 psf Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 H Br Width = 8.0 Min Re 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.748 Bearings B & H are a 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: 0.434 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. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE B -C 1975 -2822 E-F 1780 -2112 Lumber C - D 1821 - 2515 F - G 1821 - 2515 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1; D - E 1780 -2112 G - H 1975 -2822 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Sot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2470 -1666 K - J 1912 -1210 member design. L - K 1912 -1231 J - H 2470 -1645 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 439 - 395 F - J 556 -182 L - D 556 -182 J- G 439 - 395 E - K 440 - 281 �S$tiifirilltt9tit qrr®4�r♦ m v� s�f�i. •i/+ g ���� ►6*s 1�6rr� B.9 ahr a �� err, o° ®. 70� ` � a s a s o Pik 4.0ep R° C COA 6 �0 ADO. �G +•` tJiSol $"SVOW 03/10/2021 —WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracm installed per-BCSI sections B3, B7 or B10, as applicable. App�y Otes to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$cLComponents 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 bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilify and use of this drawing for any structure is the responsibility of the Building Designer 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: 2497111 HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T6 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50885 , Truss Label: A8 SSB / WHK 03/10/2021 6'9"4 13' 19,101, 26'8" {p 32'10"12 3,1"" 6'9"4 12 + 6'10" i 6'10" 6,2„12 :5X5 1112X4 =5X5 D E F 12 6 � �2X4 W C 0_�,2X4 r, G io W3 1 B H tt8'8" A �:3 I 4X6(A2) -5X5 -5X8 =5X5-4X6(A2) 39'8" 10' 10, 10' 19,10" 29'8" +1'. + 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) DefI/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph _ Pf: NA Ce: NA VERT(LL): 0.191 E 999 360 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 /- A /953 /716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 A A /953 l716 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.121 J - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Br Width = 8.0 Min Re 1.8 9 q = Soffit: 0.00 'FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 BCDL: 5.0 psf H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.754 Bearings B & H are a 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# 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 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 ;{41t01iftitjdl� rt+�9ff D - K 425 -401 J - G 381 -339 `► p t E - K 585 - 391 s °s b `tea a Q �M (y /}�� 3 �` o.708 9 H d lA 9 4 �{,k) plYrY7 p w ®fl'@OOf11gH®�®g COA���9�iQ� �4`p fu oili1tyR 03/10/2021 **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) fo'r to these functions. Installers temporary safety practices prior performing shall provide bracing per BCSI. Unless noted -otherwise, top chord shall have proper!v attached structural sheathing and bottom chord shall have a attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracin installed BCSI sections properly B3, B7 or B10 per as applicable. Appplates 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, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the truss in ANSI/ PI 1, for handling,- conformance with or shipping,. installation and bracingc1of trusses. A seal on this drawing -or cover pa a 6750 Forum, Drive listing this drawing indicates -acceptance of professional engineering responsibility solely-for.the design shown. The suitability and use of this drawing for any s ructure is the responsibility of the Building Designer per ANSI/TFI 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: 249712 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T21 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50743 Truss Label: A9 SSB / WHK 03/10/2021 6'34 12'0"1 19,101, 27'7"15 33'4"12 39'8" 6'3"4 5'8"12 7'9"15 7'9"15 5'8"12 6'3"5 e 5X5 1112X4 ; 5X5 D E F 12 6 2X4 W C "v `O W3 >p�4 m io B A H a a I =4X6(A2) __ 5X5 = 5X8 = 5X5 = 4X6(A2) 39'8" 10' 9'101, 9'10" 10, 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 loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pt. NA Ce: NA VERT(LL): 0.206 E 999 360 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 /- /- /947 1717 /284 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - H 1556 /- /- /947 1717 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.124 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748 H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.753 Bearings B & H are a 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: 0.999 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 2102 -2791 E - F 2189 -2492 C - D 1987 - 2524 F - G 1987 - 2524 Top chord: 2x4 SP #2 N; D - E 2189 -2492 G - H 2103 -2791 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 2434 -1769 K - J 2065 -1444 member design. L - K 2065 -1465 J - H 2434 -1748 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 498 -118 K - F 539 - 531 D - K 539 - 531 F - J 498 -118 E - K 685 -462 -tfltstltetttrt1ti/d ?® 7fw1'-% a s o a a a d s �T { • •. ° A' •. , COAL t 9/12NA �afmol 03/10/2021 —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 to these functions. Installers practices prior performing shall provide bracing per BCSI. Unless noted otherwise,.top chord shall have propery attached structural sheathing and bottom chord shall attached rigpid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections temporary have a properly B3, B7 or B10, as applicab-le.-- App�y 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, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a listing this drawing indicates acceptance of professional en megring responsibility solely or the design shown. The suitabiligy and use of Phis 675o Forum Drive drawing for any sQr'ucture is the responsibility of the Building�esigner ANSI/TPI 1 Sec.2. Suite 305 per 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: 249713! HIPS Ply: 1 Job Number: N334501 Cust: R8975 JRef:1X3L89750041 T5 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50010 Truss Label: A10 SSB 1 WHK 03/10/2021 5'9"4 11' 19' 28'8" 33'10"l2 39'8" 5'9"4 5'2"12 8' 9'8" 5'2"12 5'9"4 5�5DX5 =5E5 =5F5 T3 12 T 6 •2X4 � W C �2X4 o (a) (a) G rn W3 h io B A H I—e-81, I 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) L � 39'B" P1' 10' 9'10" 9'10" 10, 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 loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 1718 /264 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.127 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Br g Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 TPI Sid: 2014 Max BC CSI: 0.752 MWFRS Parallel Dist: h/2 to h Bearings B & H are a 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: 0.751 Members not listed have forces less than 375# Lac. 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 2194 -2804 E - F 2386 -2693 C - D 2057 - 2533 F - G 2066 - 2539 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 -2773 G - H 2184 -2797 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2448 -1855 K - J 2163 -1578 be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822 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 L - D 470 -71 K - F 626 -612 for (2) CLR'S where shown. Scab reinforcement to be D - K 739 -778 F - J 466 52 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc.,ristattit>3e,lr,,,/jje E - K 789 -534 Wind ��rr�� Wind loads based on MWFRS with additional C&C o°°•a a•,,Q` .ri! member design.$ •� SAC`*i+�® °:�� Wind loading based both hip e• fi on gable and roof types. ;o 'S $ o a o • ONA COA V ' t rria"tol�f�+ 03/10/2021 **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 Component Safety Information, by TPI and SBCA) for satPety to these functions. Installers of BCSI (Building temporary practices prior performing shall provide bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl ri id Locations for lateral ceiling shown permanent restraint of webs shall have bracingq 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 Buildin$QComponents Group Inc. shall notbe responsible for any deviation from this drawing, any. failure to build the truss in with ANSI/TPI 1, or for handling, shipping,bracin trusses. A this drawing -conformance i . nstallation and of seal on or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engg�ineering responsibilittyv solely -for the design shown. The suitability and use -of Phis drawing for is -Designer any structure the responsibility of the Building per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineilw.com• TPI: tpinst.or • SBCA: sbcindustry.com• ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 2497141 HIPS Ply: 1 Job Number: N334501 Cust: R8975 JRef:1X3L89750041 T4 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50462 Truss Label: Al2 SSB / WHK 03/10/2021 9' 1 T 22'8" 30'8" 39 8 . + + 9' B' S'8" 8' 9 ,6X6 =5X5 =4X4 =6X6 C T2 D E T3 F 12 6 T 0 (a) W (a) LO c W5 1B G A H y 4X6(A2) =6X6 =6X6 =6X6=4X6(A2) 39'8" 1' it0' 9.10" 9'10" 10, 1' 10' 19,10" T 29,8" 'I 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 L/def! L!# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 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 f720 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.150 1 Wind reactions based on MWFRS Mean Height: 15.00 ft Building Code: Creep Factor: 2.0 B Br g Wi dth = 8.0 Min Req = 1.8 NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 G Brg Width = 8.0 Min Req = 1.8 TPI Std: 2014 Max BC CSI: 0.834 Bearings B & G are rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Bearings B & G 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# 0 0 FT/RT:20 /10 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 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) 1X4 #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 - 1 944 -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. gttiil8ftlt9diltlhfOle pff ��f Wind >� H Wind loads based on MWFRS with additional C&C {! �, o®`Pap®war�•ga !'}j ✓r,� member design. �i '� Wind loading based on both gable and hip roof types. •° sP e 0. 708 1 a 0 • w 9 m ti • .T t i 0 ���� /y 02V®3P COA 03/10/2021 **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 noted otherwise, top chord have bottom have per shall properly attached structural sheathing and chord shall a properly attached-ri4id ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, Apply Refer as applicable. Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$cLComponents Group Inc, shall not. be responsible for any deviation from this drawing, any, failure to build the tr in ANSI/TPI 1, for handling, ss conformance with or shipping,, installation and bracin of trusses. A seal on this drawing or cover paWe 675o Forum Drive listing this drawing indicates acceptance of professional encLsneering responsibilittyy solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbdridusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249715 / SPEC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:lX3L89750041 T2 / FROM: RWM Qty: 1 7A5/320 ,l82EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50727 Truss Label: A11 SSB / WHK 03/10/2021 5'7"4 10.8 11i3"15 16'0"1 23'7"15 29'7"15 39'8" 5'7"4 5'0"12 �15 4'8"2 77"14 6, T 10'0"1 4Ab(AZ) 1' 10, 10, 5X5 5X5 -4X4 -5X5 ;5X5 SS1017 =5X5 =5X10=3X6(A1) 1414.31 9'10" 29'8" 10, 39'8" TT l 16,8„ 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 ]cc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 L 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /932 1716 /257 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 L 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 K - - 1 1556 !- /- /930 1718 /- Des Ld: 37.00 EX C KZt: NA HORZ(TL): 0.142 K - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.820 1 Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.802 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.811 Members not listed have forces less than 375# Loc. from endwall: not in 4.50 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. VIEW Ver 20 02 OOA 1020 20 Wind Duration: 1.60 WAVE 180S Lumber B - C 2225 -2806 F - G 2509 -2878 C - D 2062 - 2521 G - H 2O44 - 2305 Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.0E; D - E 1917 -2214 H - I 2093 -2649 Bot chord: 2x4 SP #1; E - F 1976 -2258 Webs: 2x4 SP #3; Wind Maximum Bot Chord Forces Per Ply (Ibs) Wind loads based on MWFRS with additional C&C Chords Tens.Comp. Chords Tens. Comp. member design. B - M 2452 -1880 L - K 2805 - 2204 Wind loading based on both gable and hip roof types. M - L 2814 -2230 K - 1 2266 -1674 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 1699 -1345 G - K 774 - 669 M - E 760 - 872 K - H 693 - 431 �ettfiittttf�t>itotiyJ M - F 856 -742 JfJJJ !sl : ♦4 !v e 0.t�i/ 9 0 ® 0 Y $ o 4 $ ® D $ m % S 6i 0 b A g� COA a l °t taa$eI nit", 03/10/2021 —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 proper)% attached structural sheathing and bottom chord shall have a properly attached r! id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face oFtruss and position as shown above and on the Join f Details, unless noted otherwise. f�efer to 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 truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracing. of trusses. A seal on this any or cover pa a 6750.Fon,m Drive listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of )his drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.corri; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249716 / FROM: RWM COMN Ply: 1 Qty: 1 5'7"4 + 574 60"12 Job Number: N334501 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E Truss Label: A13 5X5 D 13'3"1�5 217'15 2'7"15r 8'4" Cust:R8975 JRefAX31-89750041 T20 / DrwNo: 069.21.1140.50368 SSB / WHK 03/10/2021 317'15 398" 10' r No".1 12 =5X5 = T3 T4 H0610 =6X6 E F G 6 -"2X4 I C T - (a) W B H v A Lil I i fe.8" =3X6(A1) 61 =-3X8 =5X5 N =4X6 =5X5=3X6(A1) 20'8" 5'8" i,13'4" 10'8" 5'4" + 7-10" I 7'10 8' +11 10'8" 16' 23'10" 31'8" 39'8" Loading Criteria (psg 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: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T3 2x4 SP #1; T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Webs: 2x4 SP #3; 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. Snow Criteria (Pg,Pf in PSF) Defl/CSI 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): 0.043 M 999 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.080 M 999240 B 840 /- /- /551 /397 /257 Snow Duration: NA HORZ(LL): 0.017 J - - N' 315 A /- /159 /140 /- HORZ(TL): 0.028 J H 585 /- /- /436 /242 /- Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS FBC 7th Ed. 2020 Res. Max TC CSI: 0.957 B Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.647 N Brg Width = 68.0 Min Req = - Rep Fac: Yes Max Web CSI: 0.546 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, N, & H require a seat plate. Plate Type(s): Members not listed have forces less than 375# WAVE HS VIEW Ver: 20.02.o0A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 959 -1265 E - F 645 - 628 C - D 755 - 932 F - G 648 - 471 D - E 808 - 911 G - H 324 - 611 v �a�Wamoe®b �i°4 s'« o.708 1 ' r e % 0 �+ i r p COA 9bs�NIAi. 03/10/2021 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 1088 - 733 K - J 924 - 213 M - L 931 - 620 J - H 455 -107 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - M 396 - 367 L - F 903 - 565 D - M 619 -454 F - K 1390 -1254 M - E 442 -299 K - G 854 -1043 E - L 449 - 564 •"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 ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310. as applicable. Apply plates to each face o 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, a division of ITW BuildincLComponents Group Inc. $hall not. be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI 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 ehglneenng responsibilittyv solely -for the design shown. The suitability and use of this drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 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 SEON: 249734 / HIPS Ply: 2 Job Number: N334501 R 8975 JRef:1X3L89750041 T12 / FROM: JRH Oty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4E86 ELEV.C,E TD.No: 069.21.1140.52212 Truss Label: A14G / WHK 03/10/2021 2 Complete Trusses Required 32'8" 7' 17' 39'8" T 10' 5'8" 10, T =6X6 =8X8 =8X8 =6X6 12 C T2 D T3 E T4 F T 6� T _o B G v A H I�8'8" 4X6(A1) =8X8 =8X8 =8X8=4X6(A1) 1 39'8" 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 Sid: 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): 0.295 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- /- /- /1427 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3136 /- /- /- /1428 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.121 1 Wind reactions based on MWFRS Mean Height: 10.51 It NCBCLL: 0.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: .2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.676 G Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.507 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: No Max Web CSI: 0.760 Members not listed have forces less than 375# Loc. from endwall: NA 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 1424 - 3094 E - F 1534 - 3602 C - D 1533 - 3601 F - G 1425 - 3094 Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS; D - E 2128 -4831 T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Nailnote B - K 2752 -1257 J - 1 4769 -2187 Nail Schedule:0.128"x3" nails K - J 4768 -2187 1 - G 2753 -1258 Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Maximum Web Forces Per Ply (Ibs) Use equal spacing between rows and stagger nails Webs Tens.Comp. Webs Tens. Comp. in each row to avoid splitting. C - K 1287 -417 E - I 727 -1297 Loading K - D 727 -1298 I - F 1287 -417 #1 hip supports 7-0-0 jacks with no webs. yttsNteintAttttr tt�i tt � Wind" Wind loads and reactions based on MWFRS. leer* �� 6�*ggidp0.O•a�®Rb Wind loading based on both gable and hip roof types.` •, �. o a ° e0. i 11L7 i ,g _ A s d m � m w s• T 0gyt 03/ 10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS shipping, Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition Component Safety Information, TPI of BCSI (Building by and SBCA) for sa 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 Locations for lateral attached rigid ceilin shown permanent restraint of webs shall have bracing installed per BCSI sections as applicable. App plates to each face of truss and as shown above and on the Joint Details, unless noted otherwise. B3, B7 or B10, Refer to y position 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 in to build the truss -conformance with ANSI 1, or for handling, shipping,, installation an' bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing -this drawing indicates acceptance of professional ericLmeering responsibility solely -for the design shown. The suitability and use of ibis drawing for any sgructure is the responsibility of the Building -Designer 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.or . Orlando FL, 32821 SEQN: 2497171 COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T19 / FROM: RWM Qty: 1 , A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51010 Truss Label: A15 SSB / WHK 03/10/2021 5'74 10'8" 15'3"15 23'3"15 31'8"l 32'8" 39'8" 5'7"4 5'0"12 47"15 8' 8'4"2 11'15 7' =5X5 D 12 T 6 a2C4 =5XE4 =HOF10 :5X10(SRS) H T T3 T4 G TTm u) (a) b " B I co h) A M J 3X6(A7) -5X08 =5X5 =4X6 =4X4L =5X5 =3X6(A1) 21' 5' 13'8" �1, g 8' 5, 5, 5,8„ 8' 8' 1,6' 21' 26' 31'8" 3918" 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): 0.038 O 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.072 O 999 240 B 745 /- !- 1497 /341 /276 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 K - - M 1429 /- /- 1726 /654 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.031 K L 629 /- /- /238 /218 /- NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: psf Building Code: Creep Factor: 2.0 1 534 /- /- /399 /245 /- Soffit: 0.00 . BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.701 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.635 B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 2.0 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.703 L Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: An y FT/RT:20(0)/10(0) I Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, M, L, & I are a rigid surface. Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Bearings B, M, L, & I require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 1109 -1100 E - F 800 - 732 Bracing C - D 1003 -901 G - H 766 -618 (a) 1X4 #3SRB or better continuous lateral restraint to D - E 835 - 674 H - 1 595 - 577 be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied Maximum Bot Chord Forces Per Ply (Ibs) and attached at both ends to a suitable support by Chords Tens.Comp. Chords Tens. Comp. erection contractor. (a) or scab reinforcement may be used in lieu of CLR B - O 936 -827 M - L 464 -410 restraint. substitute (1) scab for (1) CLR and (2) scabs O - N 570 -442 L - K 530 367 for (2) CLR'S where shown. Scab reinforcement to be N - M 598 -426 K - 1 451 - 326 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. ��i:t6tt11N3pt1pr! Maximum Web Forces Per Ply (Ibs) Wind '' H* 1Piy�, � �" r p�°��� �' Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C member design. qaF+""+d+e®+' �y®�', •� '., C - O 502 -291 M - F 909 732 O - D 469 -387 L - G 947 -898 Wind loading based on both gable and hip roof types. e E - M 1635 -1574 i o.708 I e a o o + a p �^q e ®pO®*OOn1N+O*fig (m. ,`1. AL 1 3/10/2021 **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) fo'r saty practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properyy attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicabgle. App y 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, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 4PI 1, or for handling, shipping,, Installation and bracin4 of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enpmeering responsibility solely -for the design shown. The suitability and use of ibis drawing for any structure is the responsibility of the Building -Designer 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: 249718 / SPEC I Ply: 1 FROM: RWM Qty: 1 57'41 5'7"4 Job Number: N334501 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E Truss Label: At 10'8" 17'3"15 23'6" 29'8"1 5'0"12 67"15 } 6'21 6'2"1 — 19'3"15 _5D5 =5X5 �r // i N _gEg F G -BH8 I J =5X1 Cusl: R 8975 JR&AX31-89750041 T18 / D rwNo: 069.21.1140.50041 SSB / WHK 03/10/2021 39'8" 7' Y X W V I 'U T S' IR Q P 0 1_1 =5X5 =5X5 =4X6 1112X4(•' —_5X5 =3X6(P =4�4 21' 13'8" 5' 1 8 8' 1'3"15 5' 3'6'S 8 +1 8' 16' 17' "15 r 26' 29'6"5'l r 39,8" 2T f-'j1 21' 31'8' 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 L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.037 Y 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.069 Y 999 240 B 774 /- /- /508 /355 /317 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 O - - U 1323 /- /- /633 /586 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.030 O R 711 /- /- /257 /237 /- NCBCLL: 10.00 ei Mean Height: 15.00 ft TCDL: 4.2 psf Building Code: Creep Factor: 2.0 M 531 /- /- /381 /247 /- Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.948 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 'TPI Std: 2014 Max BC CSI: 0.636 B Brg Width = 8.0 Min Req = 1.5 U Brg Width = 8.0 Min Req = 1.8 Spacing: 24.0 " C&C Dist a: 3.97 ft Re Fac: Yes p Max Web CSI: 0.584 R Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) M Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): I Bearings B, U, R, & M are a rigid surface. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.o0A.1020.20 Bearings B, U, R, & M require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 1118 -1151 F - G 823 - 776 Plating Notes C - D 1027 -960 G - H 834 -791 All plates are 2X4 except as noted. D - E 791 - 722 K - L 681 - 548E - F 823 -777 L - M 628 - 571 (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Maximum Bot Chord Forces Per PI Ibs Chords Tens.Comp. Chords Tens. Comp. Wind B - Y 978 -830 T - S 585 -491 Wind loads based on MWFRS with additional C&C Y - X 627 -411 S - R 584 -491 member design. X - W 462 -350 R - Q 424 -356 Wind loading based on both gable and hip roof types. {4glti[flgjfdpp �l+sr�f W - V 462 -350 Q - P 424 -355 r V - U 462 -350 P - 0 424 - 356 U - T 589 - 490 O - M 445 - 354 ~ 'M +°�� •�® Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. 0. C - Y 445 -257 U -AB 611 -605 r D 453 - 285 AB- H 504 - 522 ° E - Z 1516 -1447 R -AE 930 - 847 a Z - U 1536 -1466 AE- K 910 - 826 l T 0 COA � Itl�lyt"~ 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care -in fabricatinq,-handling 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 priorto 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 ceilin Locations shown for -permanent 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 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 truss in conformance with ANSI 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 engpeering responsibili}}y� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSVTPI 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: 249739 / GABL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T3 ! FROM: HMT Qty: 1 7A5/326 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.52055 Truss Label: B1GE SSB / WHK 03/10/2021 10'8" 10'8" �- 4'8" i— 2' - (TYP) =4F4 n m Cn 9i 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: 0 to h/2 Spacing: 24.0 " 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; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 22.33 BC: From 20 plf at 0.00 to 20 pif at 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. L 21'4" 21'4" 21'4" )w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l 0(0) Plate Type(s): 21'4" 10'8" Defl/CSI Criteria ♦ Maximum Reactions (lbs), or *=PLF PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.005 R 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.011 R 999 240 B* 125 /- /- /39 /48 /11 HORZ(LL): 0.004 L - - Wind reactions based on MWFRS HORZ(TL): 0.006 R B Brg Width = 256 Min Req = - Creep Factor: 2.0 Bearing B is a rigid surface. Max TC CSI: 0.323 Members not listed have forces less than 375# Max BC CSI: 0.197 Max Web CSI: 0.091 Ver: 20.02. OOA. 1020.20 ol \QYY �l SfmM11.4 ®•Q M a b Spa �� ♦ e° `�+�arc9c11e�f�''�j 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10; - nless noted otherwise. Defer to vision of ITW Buildin$gComponents Group Inc. shall not. be respponsible for any deviation from this drawing, any failure to build the iformance with ANSI - PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawinq or cover pacie irawinq indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This any s ructure is the responsibility of the Building esigner per ANSIITPI 1 Sec.2. ormation see these web sites: Alpine: alpineitw.com; TPI: tpinst.or • SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc org 6750 Forum Drive Suite 305 Odando FL, 32821 SEQN: 249737 / GABL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T1 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,Riot / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51338 Truss Label: C1GE SSB / WHK 03/10/2021 7' 7' 14' 7' r� 5- "i'- 2' —� (TYP) =4X4 D 12 C E 6 O_ N_ 1 B F i� A G _8,8„ 14' 1, T 14 14' Loading Criteria (psf) 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 Des Ld. 37.00 EXP: C Kzt: NA Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf 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: No Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE I Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.007 J 999 360 VERT(CL): 0.014 J 999 240 ♦ Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 129 /_ /_ /40 /50 /12 HORZ(LL): -0.004 H - - Wind reactions based on MWFRS HORZ(TL): 0.009 H B Brg Width = 168 Min Req = - Creep Factor: 2.0 Bearing B is a rigid surface. Max TC CSI: 0.392 Members not listed have forces less than 375# Max BC CSI: 0.242 Maximum Top Chord Forces Per Ply (Ibs) Max Web CSI: 0.142 Chords Tens.Comp. Chords Tens. Comp. C - D 376 -199 D - E 377 -199 EW Ver: 20.02.00A.1020.20 I Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 - 403 H - E 511 - 403 Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 pif at -1.00 to 96 plf at 15.00 BC: From 20 plf at 0.00 to 20 plf at 14.00 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. ,AtBt�iBftttFufatdrl0jdyff, Additional Notes q` See DWGS Al6015ENC160118 & GBLLETIN0118 for i`'. ® °`� °tl. gable wind bracing and other requirements.. 04° �'�� �� o e g n. 7.0� 1 C +� W sQr ee COA ,� ��'' •itl�I *mP �` V 03/10/2021 **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) 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 rigpid ceiling Locations shown for ermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as appllcab�le. Apply plates to each face of truss and position as shown above and on the Join i 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 Buildinq Components 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 bracingof trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solelyor the design shown. The su!tabilify and use of This drawing for any structure is the responsibility of the Building DDesigner per ANSI/TFI 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: 249721 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRefAX3L89750041 T13 / FROM: JRH Qty: 1 , A5/320 ,182EC,E ,02H ,Rl01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51728 Truss Label: D1 KD / WHK 03/10/2021 5' 5' =4X4 C 10, 5' 12 6 m b N M 1 B D i-3 q E 8 8 F 2X4(A1) 1112X4 = 2X4(A1) �- 1 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: 0 to h/2 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 #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' 5' 5' + 5' 10, 1 IOW Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) C NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity NA Ce: NA VERT(LL): 0.007 F 999 360 Loc R+ / R- / Rh / Rw / U / RL NA Cs: NA VERT(CL): 0.013 F 999 240 B 434 /- /- /286 /202 /134 ow Duration: NA HORZ(LL): 0.003 F - - D 434 /- /- /286 /202 /- HORZ(TL): 0.006 F Wind reactions based on MWFRS ilding Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 C 7th Ed. 2020 Res. Max TC CSI: 0.345 D Brg Width = 8.0 Min Req = 1.5 1 Std: 2014 Max BC CSI: 0.257 Bearings B & D are a rigid surface. p Fac: Yes Max Web CSI: 0.081 Bearings B & D require a seat plate. /RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) tte Type(s): Chords Tens.Comp. Chords Tens. Comp. 4VE VIEW Ver: 20.02.00A.1020.20 B - C 522 -494 C - D 521 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 0 �a H. ..d04440i INIA Ai 0 . g 03/10/2021 **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 saty 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 appllcab�e. App y plates to each -face of truss and position as shown above and on the Join gDetails, 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 BuildinggComponents Group Inc. 'shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. Installation and bracingof trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en Ineenng responsibility solelyor the design shown. The suitability and use of This drawing for any structure is the responsibility of the BuildingUesigner 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; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249722 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T14 / FROM: JRH Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51853 Truss Label: D2 KD / WHK 03/10/2021 5' 10, 5' 5' 4X4 C 12 6 �; o � N in in B D A E8,8„ F 2X4(A1) 1112X4 = 2X4(A1) 10, 5' 5' Loading Criteria (psf) 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 Des Ld: 37.00 EXP: C Kzt: NA NCBCLL: 10.00 Mean Height: 15.00 ft Building Code: TCDL: 4.2 psf 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: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 tnrnvF 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. 5' 1 10' Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.007 F 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.013 F 999 240 B 434 /- /- /286 /202 /134 HORZ(LL): 0.003 F - - D 434 /- A /286 /202 /- HORZ(TL): 0.006 F Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.345 D Brg Width = 8.0 Min Req = 1.5 Max SC CSI: 0.257 Bearings B & D are a rigid surface. Max Web CSI: 0.081 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. VIEW Ver: 20.02.00A.1020.20 B - C 522 -494 C - D 521 -494 ��� ��araa•s••o �, f,%4 O* O 0 p ffi 4 � A p An�®L®111 tl.IMAaa Pg �� 0;56�_ COA sung 4 03/10/2021 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme canin fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise, top chord shall have �roper)Y attached structural sheathing and bottom chord shall have a properly ]id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, le. Apply plate. to each face oT truss and position as shown above and on the J.,nt9DetaiI., unless noted otherwise. Ffefer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of truss in conformanc listing this drawing drawing for any stru For more information TPI deviation from this drawing, any failure to build the of trusses. A seal on this drawingg or cover pa4e Rr the design shown. The suitabiliiyy and use of This 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249735 / HIPS Ply: 1 Job Number:. N334501 Cust: R 8975 JRef1X3L89750041 T17 / FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51260 Truss Label: D3G KID / WHK 03/10/2021 T 0 4,"3 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 " 3' 7' 10, 3' 4' 3' 4 X 6 4X6 12 C D 6 B E M 4 F8 8 H G 2X4(A1) 1112X4 1112X4-2X4(A1) 1 3'1"12 3'1"12 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; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) im 3'8"8 3'1 "12 6' 10"4 10, 1 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: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): TC: From 56 pif at -1.00 to 56 plf at 3.00 TC: From 28 plf at 3.00 to 28 plf at 7.00 TC: From 56 plf at 7.00 to 56 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 129 lb Conc. Load at 3,03, 6.97 TC: 65 lb Conc. Load at 5.00 BC: 80 lb Conc. Load at 3.03, 6.97 BC: 52 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.022 H 999 360 VERT(CL): 0.044 H 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.016 C Creep Factor: 2.0 Max TC CSI: 0.288 Max BC CSI: 0.365 Max Web CSI: 0.059 VIEW Ver:20.02.00A.1020.20 "�C1 tiS� s o s r e" • 4.708 9 ° ~ 6% COAVPA �I0tAOdV`` 03/10/2021 ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 625 /- /- /- /316 /- E 625 /- /- /- /316 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E 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 467 - 962 D - E 467 - 962 C - D 389 - 842 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 829 - 394 G - E 829 - 394 H - G 842 - 389 **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 properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for ermanent 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 Joini 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 BuildincQ�Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,. rnstallatlon and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engiineering responsibility solely -for the design shown. The suitabiligy, and use of this drawing for any s4ructure is the responsibility of the Building -Designer per ANSIXI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821 SEQN: 249723 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T33 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,13101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51712 Truss Label: V8 KD / WHK 03/10/2021 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 " 3'11"8 T11" 3' 11 "8 r 3' 11 "8 4X4 12 B 6 N 4X4(D1) =4X4(D1) A C � D 9'6"3 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/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 end 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 Valley truss connection to truss below shall be designed and furnished by others. 7-11" T11" 7-11" Snow Criteria (Pg,Pf in PSF) Defl/CSI 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): 0.028 999 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.051 999 240 D* 75 /- /- /35 /26 /8 Snow Duration: NA HORZ(LL): -0.010 - - Wind reactions based on MWFRS HORZ(TL): 0.019 D Brg Width = 95.0 Min Req = - Building Code: Creep Factor: 2.0 Bearing A is a rigid surface. FBC 7th Ed. 2020 Res. Max TC CSI: 0.321 Members not listed have forces less than 375# TPI Std: 2014 Max BC CSI: 0.374 Maximum Top Chord Forces Per Ply (Ibs) Rep Fac: Yes Max Web CSI: 0.000 Chords Tens.Comp. Chords Tens. Comp. FT/RT:20(0)/10(0) A - B 506 - 366 B - C 503 - 366 Plate Type(s) Ver: 20.02.00A.1020.20 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - C 330 - 393 1�R � •rr�rJB,r ell.gs,,...bmb,,� p „a AT 0 ° .A p `•m� .6 co�#®®•osaerne•�4 1.9� yr , 03/10/2021 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS a division of ITW Buildin$gComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the conformance with ANSI TPI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pate 6750 Forum Drive us drawin, indicates acceptance of professional engineering responsibility solelyor the design shown. The suitability and use of This I for any s ructure is the responsibility of the Building9-DDesigner per ANSI/TPI 1 Sec.2. Suite 305 e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249724 / VAL Ply: 1 Job Number: N334501 I Cust: R 8975 JRefAX3L89750041 T16 / FROM: RWM Qty: 1 ,7A51320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51228 Truss Label: V4 KID / WHK 03/10/2021 Loading Criteria (psi) 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 SDacina: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h 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 Valley truss connection to truss below shall be designed and furnished by others. 1'11"8 3'11" 1'11"8 1'11"8 12 6 =4X4 B 4X4(D1) =4X4(D1) A C 10'6"3 D 3-11" 3'11" 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): 0.004 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.098 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 FE 0 r � r o a + a7 ai i 4J �®4rtritl a110pPP®cti�Y�,p�a COA$b�QNLllR*Y` 03/10/2021 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 !- /- /32 /18 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A 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) fo'r safety practices prior to pertorming 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 ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Aping, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installs ion and bracing of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enclineenng responsibility solely -for the design -shown. The suitabilit9y and use of This drawing for any sgr'ucture is the responsibility of the Building -Designer per ANSI/T�l 1 Sec.2. Suite 305 For more information -see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq: SBCA: sbcinduslrv.com: ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821 SEQN: 249725 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef.,1X3L89750041 T15 / FROM: RWM Qty: 8 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50369 Truss Label: EJ7 �SSB / WHK 03/10/2021 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 " 12'2"11 12 6 M _O N M in V' B TT A B.B., D 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/2 to h 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 rf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA i 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 03/10/2021 Ve r: 20.02.0 OA.1020.20 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- A /249 1108 /208 D 125 A /- /73 A /- C 174 A /- /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, 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 ceilin Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicabgle. Applgy 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, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover paWe 675o..Forum Drive listing -this drawing indicates acceptance of professional enwneering responsibili(t�y solely -for the design shown. The suitability and use of this Suite 305 drawing for any s9ructure is the responsibility of the Building -Designer per ANSI/TP1 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: 249726 EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T11 ! FROM: LPM Qty: 6 7A513201,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.52149 Truss Label: EJ7A �JB / WHK 03/10/2021 T, 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: 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. B 7' 7' Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/fr Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.016 C HORZ(TL): 0.030 C Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.738 TPI Std: 2014 Max BC CSI: 0.513 Rep Fac: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 /- A /179 /71 /186 C 126 /- A /76 /- /- B 177 A A /132 1171 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# a e std Np� ,g COA r AIL ° 03/10/2021 **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, 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 rior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proppr d 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. App�y Oates 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, a division of ITW BuildincL Components 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 bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the -design shown. The suitability and use of- his drawing for any sgructure is the responsibility of the BuildingUesigner 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: 249727 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T28 / FROM: JRH Qty: 3 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51055 Truss Label: EJ3 SSB / WHK 03/10/2021 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 " 4"3 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It 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 chard. 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): T E0 CD Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.248 Max BC CSI: 0.112 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 03/10/2021 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 188 A /- /157 171 /100 D 52 /- /- /28 /- /- C 65 /- /- /45 /66 /- 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 and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properattached structural sheathing and bottom chord shall have a properly attache. rigid ceilin Locations shown for fpermanent lateral resttraint o webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face o 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 BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/l PI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawing or cover pa4e 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this drawing for any sgr'ucture is the responsibility of the Building Designer perANSIITPI 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: 249728 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T35 / FROM: LPM Qty: 4 7A5/320i ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50696 Truss Label: CJ5 KD / YK 03/10/2021 T 1 4' 11 "4 4' 11 "4 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: 0 to h/2 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 #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): C 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 Ve r: 20.02.00A.1020.20 •* � yid+'\*�p,� �q ®i. 11'2"5 C2 CA CV M 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 /- /- /51 /- /- C 118 /- A /85 /116 /- 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# � o08 1 s a 4� COA (3/10/2021 **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, 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 peLWSI. 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 ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. 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, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, sh'ipping,. installation and bracin of trusses: A seal on this drawing or cover pa a 675o Forum Drive listing this drawin indicates acceptance of professional enpsneering responsibility�y solely -for the design shown. The suitability and use of this drawing for any s r'ucture is the responsibility of the Buildings esigner per ANSVTPI 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: 249729 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750041 T34 / FROM: LPM Qty: 4 ,7A5/320',,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50416 Truss Label: CJ3 SSB / WHK 03/10/2021 C 1, 2'11"4 i 2' 11 "4 Loading Criteria (psf) 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#1 TCDL: 7.00 Speed: 160 mph Qf: 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): -0.001 D Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.001 D Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0,234 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.105 Spacing: 24.0 " C&C Dist a: 3 00 fit Rep Fac: Yes Max Web CSI: 0.000 i Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 1 AVF IVIEW Ver: 20.02.00A.1020.20 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. 10'2"5 ch N 8'V" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 /71 /99 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. Bearing B requires a seat plate. Members not listed have forces less than 375# y�t3sseretts�strrrr ats�°jf � � a.paw44a w"• ��;�i .- r �+ 0 1 ®. • r 0 COA ( ONALs ictto 03/10/2021 **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 bracin installed per BCSI sections B3, B7 or B10 as applicable. Applgy Oates to each face of truss 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 Buildin Components Group Inc. shall not. be respponsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional ancLmeering responsibility solely or the design shown. The suitabilify and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com: TPI: 1pinsl.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821 SEQN:249730/ JACK Ply: 1 Job Number: N334501 Cust:R8975 JRef:1X3L89750041 T32 /I FROM: LPM city: 4 ' A5/320 ,182EC,E ,02H ,RIO1 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51119 Truss Label: CJ1 KD / WHK 03110/2021 Loading Criteria (psi) 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 " 12 6 [�7- C T 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. BTB 11 11 r14 1 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): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 03/10/2021 9'2"5 An ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 143 /- /- /145 176 /45 D 11 /-2 /- /14 /10 /- C - /-15 /- /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. 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, handling shipping, 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 ihave 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. App�y plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 16OA-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 truss in conformance with ANSI/TPI 1, or for handling, shipping,. Installation and bracing of trusses. A seal on this drawingor cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en_gineenng responsibilitty� solely -for the design shown. The suitabiliy and use of this drawing for any structure is the responsibility of the Building -Designer 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.orn Orlando FL, 32821 SEQN: 249731 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef: 1X3L89750041 T27 / FROM: LPM Qty: 4 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.50900 Truss Label: CAA KD / WHK 03/10/2021 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 " 43 V E 12 6 C 11"4� M a� Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Wind Std: ASCE 7-16 IPg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/ Speed: 160 mph IPf: NA Ce: NA VERT(LL): NA Enclosure: Closed ILu: NA Cs: NA VERT(CL): NA Risk Category: II Snow Duration: NA HORZ(LL): -0.000 D EXP: C Kzt: NA HORZ(TL): 0.000 D Mean Height: 15.00 ft Building Code: Creep Factor: 2.0 BCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.183 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.022 C&C Dist a• 3 00 ft Rep Fac: Yes Max Web CSI: 0.000 Loc. from end wall: Any IFT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 %ArnvF VIEW Ver: 20.02.00A.1020.20 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. **WARNING— READ AND FOL **IMPORTANT** FURNISH THIS DRAWING Alpine, a division of ITW Building truss in conformance with ANSI/l listing this drawinq indicates acct drawing for any sTructure is the re For more information see these web ♦ ((y� apg 8 p/qq �yg Sri • Y Y * M m 7$ 0 n 0 e 0 coa L �� 03/10/2021 9'2"5 ♦ Maximum Reactions (lbs) # Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 176 /45 D 11 /-2 A /14 /10 /- C - /-15 /- /29 133 /- 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# VALL NOTES ON THIS DRAWING! ALL CONTRACTORS INCLUDING THE INSTALLERS 3racticesnprior to perrffrtorming these funatiolns. Instlalless shallll provide temporary e properly attached structural sheathing and bottom chord shall have a properly es raint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as shown above and on the Join Details, unless noted otherwise. Refer to eneral Notes page for additional information. II notbe responsible for any deviation from this drawing, any failure to build the i ing,, nstallation and bracing of trusses. A seal on this drawin or cover page ieenng responsibility solely -for the design shown. The suitability and use of This esignerper ANSI/TPI1 Sec.2. 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249732 / HIP_ Ply: 1 Job Number: N334501 TDN 976 JRef:1X3L89750041 T26 I FROM: HMT Qty: 2 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E 069.21.1140.50102 Truss Label: HJ7 WHK 03/10/2021 T 4.3 i Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.26 Spacing: 24.0 " 1,5" 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: 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 5'3"5 5'3"5 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): 9'10"1 4'6"11 0 9'10,1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.040 F 999 360 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 Vol— ,p o gg'(®®�rewen oor4®e .rb+f �d'''i. r rr br a �.708 1 a M $ o r 1 03/10/2021 ZF 13 � I M v 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- /- /- /177 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.6 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, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an r7 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)v attached structural sheathing and bottom chord shall have a properly attached r!44id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicab�Ie. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Pefer to drawings 16CA-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 truss in conformance with ANSI Q PI 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 responsibility solely -for the design shown. The suitability and use of t11is drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.coni; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249733 / HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JR&AX3L89750041 T29 / FROM: JRH Qty: 2 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1140.51572 Truss Label: HJ3 SSB / WHK 03/10/2021 T Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " �- 1'5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: If EXP: C Kzt: NA Mean Height: 0.00 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: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 2-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 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. 17 4'2" 3 4'2"3 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): C Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.074 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 f1t " L7 160. ft 03/10/2021 A ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 84 /- /- /- /45 /- D 28 /- /- /7/- C 64 /- /- /- /48 /- Wind reactions based on MWFRS B Brg Width = 10.6 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 and SBCA) fo'r saty 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 bracinp installed per BCSI sections B3, B7 orB1.0, . as applicable. Apply lates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. f�efer.to drawings 160A-Z for sfandard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. !shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI PI 1, or -.for handling, shipping,. installation and bracing4 of trusses. A seal on this drawingp or cover page 675o Forum Drive listing this drawing indicates acceptance of professional e�Veering responsibilitt��-�solely for the design shown. The suitability and use of This drawing for any shcture is the responsibility of the Building Designer per ANSI/TPI 1 Sec 2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.orq: AWC: awc.orq Orlando FL, 32821 Gable Stud Reinf orcement Detail ASCE 7-16i 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or: 140 mph Wind Speed, 15' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00 Or: 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 ilri 1pn mnh Wind Qn_i t4, Me,... us:,.w+ o.. ,,.+i..ii., c__i--- I r..___. ..__ r I_� _ ...,. S 2x4 Brace Gable Vertical pacing Species Grade No Braces (1) Lx4 'LBrace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace :KA (1) 2x6 'L'r Brace :K (2) 2x6 'L' Brace i Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B p SI F #1 #2 U #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1'' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' H Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' o Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 1 14' 0' 14' 0' #1 4' 0' 6' 8' G' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' —J 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' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d c�u D L Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U _ S P P #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' U I I P Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' (1) O I� 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' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' D F L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10' 11' 10' 12' 7' 14' 0' 14' 0' Q [- S P #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10, 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' _ r #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' L� U __ I P Stud 4' 7' 6' 2' 8' 5' 1 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O f�I Standard 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' 11' 1 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' CS 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' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' D P 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' G' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12, 0' 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace optloni 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 midpoint of vertical web. AN ITW COi 11 514 Earth\ City\ Expressway \ \ suite\ 242 1 \ Earth\ City,\ MO\ 63045 'L' Brace End Zones, typ, 2x6 DF-L #2 or better diagonal r brace) single 8' or double cut (as shown) at L upper end. 'AN `lit Refer to chart Sk wwVARND"-- READ AND FOLLOV ALL NOTES ON THIS DRAWING wwD1PORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSE Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Ref :)low the latest edition of BCSI (Building Component Safety Information, by TPI and SI fo S, •actices prior to performing these functions. Installers shall provide temporary braGng pe. B :less noted otherwise, top chord shall have properly attached structural sheathing and bo i :all have a properly attached rigid ceiling. Locations shown for permanent lateral restrolnt'�f :all have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to eac9 truss one[ position as shown above and on the Joint Details, unless noted otherwise. rfer to dmwings 160A-Z for stondard plate positions, 1 Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatl, its drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling. ship; •tallatlon 6 bracing of trusses. A seal on this drowi g w cover page listing this drawing, Mxgcates acceptance of professional glneering responsb0.lty solely far the design shown. The suttnbM1tty and use of this drawng r any structvr Is the responsWlty of the Building Designer per ANSI/TPI I Sect. For more Information see this Job's general notes page and these web sites: ALPINE: wwwalpineitw.comi TPD www,tpinst.orgi SBCA: www.sbclndustry.org: ICC: wwwlccsmfe.org Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hem -Fir #1 / #2 Standard #2 1 Stud #3 1 Stud 1 1 #3 IStandard Dou las Flr-Larch Southern Plnewwx #3 ii3 Stud Stud Standard Standard Group BI Hem -Fir #I & Btr #1 Dou Ins Fir -Larch _ Southern Plnexxx #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). xxFor 1x4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values maybe used with these rndes. 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) nails. ?K For (1) 'L' brace: space nails at 2' o.c. In 18' end zones and 4' o,c, between zones. )K)KFor (2) 'L' bracesi space nails at 3' o,c, In IS' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of 80% of web member length, Gable Vertical Plate Sizes Vertical Length + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. No Slice Less than 4' 0' 2X3 Greater than 4'', but 3X4 MAX, TOT, LD, 60 PSF MAX, SPACING 24,0' REF ASCE7-16-GAB16015 DATE 01/26/2018 DRWG A16015ENC160118 'T Relnfol Memb GO, Tr Gable Detail Fnr, I P+-in \/Prtirnlc Gnhlp Truax Ptntp Shea ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, rb, and heel plates, vertical plates overlap, use a ,te that covers the total area of Lapped plates to span the web. er 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Nnllsi SOB Common (0.148'x 3.',min) Nails at 4' o,c. plus (4) nails In the top and bottom chords, Toenalled Nnllsi 10d Common (0.148'x3',m1n) Toenails 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 Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 8 ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 V81 60 S11530ENC100118, S12030ENC100118, S14030ENC 301wdt,1001 �///4" S18030ENC100118, S20030ENC100118, SE0030E 01 Q�w Q-3WAbla See appropriate Alpine gable detail for maxlrs e gla r dq 'T' Reinforcement Attachment Detall. 'T' Reinforcing 'T' Reinforcing Member Member Toe -nail - - - - -- Dr-. -- - - End-nall - - - To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). 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) = 307 = 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 PAlfa'kI \\ 514\ Earth% City\Expressway 11Suite\242 MWARNIr(c READ AND Fm1DV ALL NDTES a THIS DRAVINGI Q vDIPORTANT+w FURNISH THIS DRAVING TG ALL LONTRACTIII2S INCLUDING TFff INSTALLERS a Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref "tsa'�nn�, follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo s tys practices prior to performing these functions. Installers shall provide temporary bracing pe. BCSI, a Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m cho shalt have a property attached rigid ceiling. Locations shown for permanent lateral restrntntf se shall have bracing Installed per BCSI sections B3, B7 or RIO, as applicable. Apply plates to ea of truss and position as shown above and an the Joint Details, unless noted otherwise, A Refer to drawings 160A-Z For standard plate positions.Alpine, a division of ITV Building Components Group Inc shall not be responsible for any de®+this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, Installation 11, bracing of trusses. A seal an this drawing or cover page listing this drawl g, Indicates acceptance of professp engineering responsibility solely for the design shown. The suitab@t and use of this draw for any structure Is the responsibility of the Building Designer peryANSI/TPI 1 Sec2. � 0. f V0 1 a r d e i �y fixANITWCOMPANY € 4 4 �10/2021 ii1 4s MAX, T❑T. LD, 60 PSF REF LET -IN VERT DATE O1/02/2018 DRWG GBLLETIN0118 DUR, FAC, ANY \ \ Eanh\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sitest ALPIND www.alpineltw.comi TPh www.tpinst.orgi SBCAi www.sbclndustry.org; ICG wwwJccsafe.org e MAX, SPACING 24,0 Valley Detail - ASCE 7-161 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 w 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 43, SPF #1/#2, DF-L #2 or better, 3"(� 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 urger as required, - shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 3X4 12 12 Max, 2X4 X4 8-0-0 max -111- 1 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, 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, )"-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 Square Cut Bottom Chord Valley SQo-yo G\� �,ImllTnsul , ffi�®fir` 2X4 Stubbed Valley End Detail ion T at 2, 4X4 _�If Optional Hip Joint Detail n u le �2Tf o Partial Framing Plan —VARNING.w READ MD FOLLOW ALL NaMS ON THIS DRAVINGI C1. lU0 I LL 30 30 40PSF REF VALLEY DETAIL WADIPQ. 2TANT.FURNISH THIS DRAWING M ALL COMACT13RS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer a follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) for f .1 « TC DL 20 15 7 PSF DATE O1/26/2018 prmctices prior to performing these functions. Installers shall provide temporary bracing per L Unless noted otherwise, top chord shall have properly attached structural sheathing and both chow A j'"`� • BC DL 10 10 10 PSF DRWG VAL180160118 shall have a properly nttnchetl rigid telling. Locations shown for permanent lateral restraint o r a Pi sr shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each';a Oa It of truss and position as shown above and on the Joint Details, unless noted otherwise, i sad A. ®�• BC LL 0 0 PSF PI Refer to drawings I60A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc, shall not be responsible for any deviation �a®®w pa44 this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, $1 �•wfean'p" (`,ti,e *ate TOT. LD, 60 55 57PSF AN ITW COMPANY Installation 4 bracing of trusses, eI3 Y,i A seal on this drawing % cover page llsti g this drawing, locates acceptance of professbnal 11 514\ Earthl CityV Expressway engineering respo-IbAlty solely for the design shown. The suitnbAlty ontl use of this drnrhg , `g'1d /10/2021 II Suite\242 for any structure is the responsibility of the & Ading Designer pe'r ANSI/TPI 1 Sec2 i DUR,FAC. 1.25/1.33 1,15 1,15 \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites, SPACING 24,0' ALPINE, www,alpineitw.ccmi TPD www.tpinstrw. .orgl SBCAi wsbclndustry.orgi ICC, wwwlccsafe.crg Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, CJ Kzt=1,00 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 43, 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 HF & 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. .2X4 X4 8-0-0 max - 4X4 12 12 Max, I 1X3 1X3 1X3 5X4/SPL (Max Spacing) ' _1X3 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, 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, AwX 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'. Valle Spacing Pitched Cut Bottom Chord Valley Itoe-nailed Square Cut Bottom Chord Valley 12 10 Max. 1 2X4 9 SQL;t91msr"Itrr, H. Nr "WARNING.. READ AM FMJ.J3W ALL NMS OH THIS DRAWING ■-IMPQ2TAW" FURNISH 71113 DRAWING TO ALL CUITRACTORS INCLUDING THE INSTALLER Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Re fall.. the latest edition of BCSI (Building Component Safety Information, by TPI and SHCA) practices prior to performing these functions. Installers shall provide temporary bracing H Unless noted otherwise, top chord shall have properly attached structural sheathing and b o. shall have a properly attached rigid ceiling, Locations shown for permanent lateral restrain of shall have bracing Installed per BCSI sections 113, B7 or 210, as applicable. Apply plates to e4 h of truss and position as shown above and on the Joint Details, unless noted otherwise. ✓ �I Refer to drarings 160A-Z for standard plate positions, Alpine, a dlvlslon of ITV Building Components Group Inc shall not be responsible for any devlatl this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, ship: AN ITW COMPANY instnllatlon g brad of trusses. A seal on this drawing or cover page Ilsti g this drawing, In4Dcates acceptance of professional 11514\ Earth\ City\ Expressway engineering rosponsRi % solely for the design sham The sultabMty and use of this drawing \\Suite\242 for any structure Is the responsb&Ity of the "ding Designer per ANSI/TPI 1 Sec2. \ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites, ALPINE, www,alpineltr,comi TPB ■ww.tpinst.orgi SBCA, www.sbcindustry.orgi ICO rwwJccsafeorg 2X4 Stubbed Valley End Detail fQs`1-,,Qommon T usses at 2 ' O.C. oa LL 30 30 TC DL 20 15 j• Z BC DL 10 10 , 4 BC ILL 0 0 aim• ••'®`� TUT. LD. 60 5`_ Z000/2021 DUR,FAC.1,25/1,331,1`. m 4X4 T— Optional Hip Joint Detail T�`u s4e� Partial Framing Plan OPSF REF VALLEY DET 7 PSF DATE 01/26/2018 3 PSF DRWG VALTN160118 0_PSF 7PSF 24.0' II. I VALLEY FRAMING SL BRACING DETAIL 11 _Lumber Size and Grade Minumum Requirements Ridge board... 2x6 (min) #2 Southern Pine or better, ' Rafter spans 20'-D" or less... (A) 2x6 SP 102, SPF #1/#2, OF #2 or better (8) 2x6 SP 112, SPF #1/#2, OF #2 or better Purlins/Lateral bracing... 2x6 SPF#2, HF #2, OF #2 or better Sleepers... 2x(width of rafter seat cut) SPF #3 or better 2 parallel 2x6 SPF #3 Cripples and blocking... 2x6 SPF #3 or better Truss Below... See design- Southern Pine Material - RIDGE BOARD (2X6) 1/2 Height of Valley COLLAR BEAM, EVERY THIRD PAIR OF RAFTERS TYPICAL COMMONS-- 2x4 BL CKING 2x4 Purlin 24" SPACED 24" O.C. (Where no sheathing 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"x2.5") 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 feet -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 Or Kzt=1.0 7 MAX + 1' IF' VALLE ROOF PLAN TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE cm +CRIPPLE +Cripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. Space the crippes for each row starting from the valleys or sleepers and working inward to the ridge board so that cripple locations are staggered between rows. 2' 0" O.C. (TYp) Connection Requirement Notes 1. 2x6 rafters to ridge 4 16d toe -nails 1z ' Attachment can be made directly 2. Cripple to ridge 416d toe -nails 3 TO B or through plywood sheathing 3. Cripple to rafter 416d toe -nails by cutting a 2"x6" notch in sheathing (") 816d face -nails ICAL 4'-0" TYPICAL Ir 4. Rafter to sleeper or blocking 516d toe -nails r) Rafter to two 2x6 sleepers 416d toe -nails S. Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss 6. Ridge board to roof block 416d toe -nails RAFTER CUT AS REQ'D FOR PITCH 7, Ridge board to truss 4 16d toe -nails a 5 8. Purlin to (Typ) 316d toe -nails 9. Truss to blocking 416d toe -nails 20. Truss to cripple 416d toe -nails 11. Truss to cripple 416d toe -nails OCKING 12. Cripple to purlin 3 16d toe -nails (NOT REQUIRED IF SLEEPERS ARE USED) 13. Collar beam to rafter 4 16d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-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 10.128"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 n accordance le s note othNDS rwise.. me ! ,• Nails are common wire nails unless noted otherwise. �eje•eee•e••• i �v•.• 0GE •. . (A) (B) (**) xeA/AWmIOu Q[AD VD t To Aco hams RL Tle4 tIRA1fT 3 : * C LL 20 30 40 54 REF VALLEY FRAMING �TANTa fveashh T}ffS ulAvaG m ALL CQ(1RACTDRS B(CLllinDfli TFE DtsTeLL[Rs. s Trusses requhe extreme core In fabrkattmg, tnrrtlko, slNppkq, Ins* attk'g arid bmck'o. - Refer, 6 4141C DL 10 20 7 7 DATE 10/O1/14 follow the Intact edition of BCS1 (Bufldkp Cenporont Safety bhforratlon, by TPI and SBGU for d$fety praetices pMor to performing these functions. Installers shall provlde temporary bi=.n f er B I. i • Url"s noted otherwise, tap chord shall have properly attached structural sheathtno and bottae$e p. STATE 07 ; t� BC DL 0 0 0 0 DRWG VACNV1801_015 ., shall have a properly attached r!old eelkp. Lomthons shown for perranent lateral restraint of. i , d ���shop hove bracho Installed per SCSI sections B3, B7 or BIC, as applicable. Apply plates to each /� Rrf trutoo Awn trigs 1a0 for st Mn�ra�plot. p�jy�e Detais, unless rated atherwke. ✓off Q^� O^tOP+ef�� BC LL 0 0 0 0 Nphe, a awdon of rTV Butdno Components Group 1w— shall not be responsible for oorryy deMntion f� y�:�, ••••,Le..a�e••• '�� TOT. LD.30r5O 47 61 AN RW COMPANY tins (t'awho, any lure to the truss In conformance with MSI/TPI L or for txuatkq, sh!ppirp; / , Installation & bra S�ONA� ����� A seal on thilddmv*v or cover pace listing this drawing. Indicates oeceptoncr of profe mbrial °jhj .,Cw�e'- I the r``y for tt'e ae:i Tr" :,r°°b"'t' °"d'� of thm a°"'e r 'qN" DUR. FAC. 1.25/1.15 13369 Lakefront Drive r•W tY of Bolding Dt notes par AI(SI/TPI I Set' r�'9 // Earth City. MO 63045 For rwat hforttniton see wink ,Job's penerol rates pope and these web rites+ 7Y5/ / 0 2 O!/ � SPACING SEE ABOVE ALPIIEi wnalpkheltw.cory TPb wwetphstorol SBCly wwr. yuayl ICO wwrhLsafaaro V ! l