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Home My WebLink AboutTrussREFER To EN 1 PACK FOR CONNECTION. 0 1' 1� TYPICAL 7' SETBA CORNERSEI LABEL AND SPACING j:jj.e COPY NOTE. HULTI-fLY GIRDER CWECTMK ALL PLIES SHALL BE FASTEND TOGETHER XBOLTS, NAILS, AND IR SCREWS) PRIOR TO INSTALATIW AND BEFORE ANY LOADS ARE APPLIED. PER THE SUPPLIED ENGINEERING SHEETS NOTE. DG NOT CUT OR ALTER TRUSSES V1THafT CONSENT it 'THIS DFFICE. DAm CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CEINTRACTLRS ff MERICA, INC 877-293-9487 NOTE ALL BEARIW WALLS MIST BE ADEQUATELY DESIGNED TO CARRY THE LOADS IMPOSED BY THE TRUSS IR TRUSSES, AND -MIST BE INPLACE AND IN SERVICE BEFORE THE TRUSSES ARE SET IN IRDERTEI AWDID REPAIRS Labeled End Mark Total Truss Quantity = 61). THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. 0 General Notes 1) M pvatl rlyd hmec, fit I and Rot gfd- hate tM tap d-d P.&* f-ftd 4nv1 to be iAoW gm ties qL E) Al I gea to M S woo HW6 Wme a8lenirl rAt 3) M ta® mmbp.i 24- = Wen Wo be MIN& 4) Pr Tnm hale km%ke 8C9-81 reaamrtrldl6on palnrnt X-trauq doN be plmed ef a adnm cpadv 15' at. avow the Im% to be -� d a the * dlldua�. bdlal eam Pleme refer to BC9-81 for vq ad6timl bvciq ROOF LOADING SCHEDULE TCLL = 20 PSF Bq1 = 0 PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 % NAND SPD/TYPF 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT H WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 pSF DESIGN CRr rERIA FBC 2020 TPI 2014 Tmss memberdesi &conmmrplatm amdesi for ASCE 7-18andnmdmrm forces bom boW mniponems, and claddipgs andmd —dforemsisangSy9— • These mu —have been revimtd to ®y an amidom110# psfmn mboaomcbord live load FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLIFTS ARE SHOWN ON ENGREERHiG WALL KEY 0 B.-$• ® 0 L DESCRIPRON INfr. DATE rum o� a a Inll r� Mel LA be • N Ir A leg IIYI 'JIII/N rl d1V0 V<1II 1rS� @ EMI d W Id Vat @ T lelr tIp/H R• Otll fL W If.Y Vn� rT )MM d ld @ 9/11/D � vrrrnorrm:lrre wR evaru � rrvo rav snag u>aser or�v LOAD/ DESCRIPRON MIT. DATE � an ur. vrml A RV L4= al yens ra onn nn¢r lelf 7aM N — = ® R1n D/IL0 j-� CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE & N W. WINTER HAVEN FLORIIA 33880 PH3NEI(800) 959-8806 FAY, (863) 294-2488 BUILDER DR HORTON STATEWIDE PROJECT CREEKSIDE MODEL 1872/AF-5 /4EAB--' CCA PROJ/MODEL/ALT 7A5/ 320/167ED ALT DESC OTC LOT 12./ BLOCK DESIGNER PAGE RFS 1 DATE 3 29 17 I-A%339LE 86R lA4 "=1' 1 EVIEWE® r-- L l AID-0 a 17$ D J— F''PRWON REFER FTo PACK OR CONNECTION. r-a• TYPICAL 7' SETBA NOTE. NULTI-My GIRDER C13NNECTM ALL PLIES SMALL BE FASTEND TCGE TER (BOLTS. NAILS. AND DR SCREWS) PRIER TO INSTALATION AND BERM ANY LIIADS ARE APPLIEA PER THE SUPPLIED ENGINEERING SHEETS MIM DO NOT CUT EIR ALTER TRUSSES VITNIEIUT C13NSENNT ff THIS OFFICE BACK CHARGES WILL NCT BE ACCEPTED WITH= PRIIdt WRITTEN APPROVAL BY DUR SERVICE DEPARTMENT AT CARPENTER TaNTRACTCRS EF AMERICA, DRC. 877-29"487 NOTE, ALL BEARING WALLS MUST BE ADEQUATELY DESIGNED TD CARRY THE LOADS IMPOSED BY THE TRUSS IR TRUSSES, AND MUST BE IPI AND IN SERVE BEM& THE TRUSSES ARE SET IN ORDER TD AVCTD REPAIRS. Labeled End Mark Total Truss Quantity = 69. THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. General Notes 1) X patdd shad to a Nd trmea Clad Ild 1Wa haw V. tap d-d P.U* P*bd gai t. 2) N tiff— to bm Sin p m N�ER'18 w1ma a0m rohd. 3) � Wmkq Is 24- 0.0. udav tdhntClCl 4) Pa Tn Pldr lahhtb BCS"I =m-daUm pano %-hQLtp dmAd be placed at a =dom, tpaniq 1S m aama tls mm. to ba tWedad at a mmdtmm of 2W bdamt emb PIClCls 6ontar BGVlmle ad&Nand hang ROOF LOADING SCHEDUL TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 87 PSF DURATION = 1.25 % WIND SPD/TYPE 180 ENCLOSED BLDG EXPOSURE - C USAGE - RESEDENTIAL CAT H WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Truss member design & connector plates arc designed for ASCE 7-1E and maximum forces from both tom conents, and claddings and main wind fort reahnn& rystetns. • Thesc trusses have been nwiewed to carry an additional 10 psf—o t bonom a 41i- loans.umn FLOOR LOADING SCHEDU TCLL PSF TCDL = PSF BCDL = PSF TOTAL = PSF 01 ROOF DESIGNED FOR SHINGLE AIL REAC140NS AND UPLIFTS ARE S90W ON ENGINEERING k. WALL KEY ® 0 DESCRIPTION Mr. GATE va na to Ao tntt vans rn v� tre a ttn rmr 7a tea Iw vmu A p VN lAtSR ViIU td W KV Vll7 m T U1r snare I= wr 724 Aw IaV Vap Rtr 71MI Q M @ mnVL R OAIm ulmmmuc ii tVl11n1 it M7CIO IRV VAM tAMMZW aflAril LOAD/ DESCRIPTION UNIT. DATE wa to m arara Im tr tAIIi .wt vtvn Im N AAL ntmt¢r ter 7nro ■Q IiV lTs 20 M 11/p/9 CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. W. WINTER HAVEN FLDRIDA 33080 PHIINEt<8001 959-8806 FAX, (S., 294-2488 BUILDER D.R. RORTON STATEIIDE PROJECTCHIMO IDE MODEL 1e72/ARiA/4EAB CCA PROJ/MODEL/ALT 7A5/ 320/167ED ALT DESC OTC 9409 POTOMAC DR LOT 12 BLOCK DESIGNER RFS PAGE 1- 32917 4333988R 1 4 "=1' Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE DR HORTON /STATEWIDE 7A5�320 CREEKS IDE �� 167ED Lot: 12 Address: ................................................................................................................................... JobNumber: N333986 ..............................._....---........................................................................ Revision Date: Block: � __...__._._.__.___..W_ .,�� Unit: b New Load #: RH01 CARPENTER CONTRACTORS OF AMERICA; INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINE morch 13,2019 AN aW CM004Y Mir. Bob Michaelist Car 'fit (Cdiitra�Dtoiit 6fAm&dda,:-Ih&- ..,.Oe e ,59QQ Avenue 0., Nbjihwe.st- Winter Haven, AFL 33880-6201 Re: AltematiV6 lhtal lations.. for 6 single ply .carried truss with a width Jess than the hanger width, :and . wood, .blobki - 91o. achieve fij!) design load* value: .forf,-. '-mountod,'hangerattachME�nt"on-,a,oh�iply P .supporting dirder* (Reference detail WA37-02).. Dear Bob, :For a single ply carried truss with i width less than the hange� 'width -you''. can in s wi a install;a. prefabricated jack scab .truss:("').for wQQd.fillerbIoQkio -The*chord sizes;;qh q�d..gTqtes, and Alpine: to. be -the. same as the single: ply*.carriod truss. The Pr6f6bdcatbd.jObk:scAb truss. have a: minimum .length of 481' a russ.shall h and will have.a. minim.um ph 6h-.of-,5112. The single rried� ply. ca �t avea reaction of 3,.500# or loss. Attach prefabricated. jack scab.truss.wiith: two. (2) rows of 0.1 28"x3ff" G(in Nails ;A2 2Q1..91.pqge 216.1,. Figure -3for more information., Figure 1 Fora single- i5l' ' ' ' ' ' that requires Wood blockin' to, zidhio e -Aill design load Valud for face -mounted itdOr t 9 hangers :attach one wood- block to, the backface of the single ::Pl y girder with the. same size.- and grade. as the; bottom. chord , of. the. singlia. �ply girder. T e.'Wo block - be such that the Qk length th to blocking; -extends to each adjade'ntpahO points :(webs -.and bott6m.ch6rd intersections); Attach wood "Oun Nails 3.0" applied to the block*' ()�--with.tWq '.'�2) rows. of 0.128 '.� x.3..O' a Is at 0'. per row . staggered i 6760Forum D.rive Suite,- 305, Orland.6, FL. 32 821_. OPO 521-979 4478685 mwmalpineitw.,com ~ ALPINE -pagepanel point. applied Wood. bloc O. � ' - Figyro2` ......... -___'_-_-_--___-----'-_---_-' The�a of 'oc��c�bt��mfUrvvbndfiU�r��oc�' 'bexxood blopking-foachievefUll. design koadVmkuefor ount�d ' n�uat bvthe 'edo�-andbnd distances, and tpai6iboldr aUr1e|con mUst be. sufficient to of If|oon.beofany f4rthar if you'have anyquestions.. Dlease7give nl$a call. 6750 F6'riunfDfive �lan"d6,.FL32821-(800)521�9790-(863) 422�.685 ALPINE M"COMPMY Apr il 26-:2019' Mr. Bob Michaelis Carpehter Contractors -of Atnerica, Inc. Northwest h., Winter Hbv6n, FL33880-6201� Dear. Bob,. R&-. Strongback bridging. on fbbf. trusses. I understand -there is soi-66 concern over our recommendations fbrstrbfigback- bridging on. r6oftrus'ses, 'Sfrongback bridg ing for roof trusses is not. a ..r,equ.i.rement'.,o.f'A.N.Sl.-�TP.I. 2014 nor is it a requirementof the Building Component Safety Information (BGS.), .Butstrongback bridging! '66 rooftrusses is ....recommended, by Car, tractors of;serves, the, followiRg tW.p__ functidns; One, bridging aligns the bottom chords -after they are. set iso they are unifDrm, along the ceiling line andhelp' s"-'Wfth".c'e'i ling. serviceability Two; bridging reduces e6lativddeflection 6f.adjacent -tf'Uss6s:; Strongba.ckb(idging'.doe's:ti6t..-or6Ventprr6ducia.ovetzillindi-Viduald6f]ecfioh,espe6ially-o'n'yr'oo'ftrus*s*e'gr .... .. .. ....... ........ . deflect'n_g rqqrq_.an _./.4. inch:.... . . ... .... . ......... .. .. Si trusses does not serve - J fempbrairy-.6'ri Oeiftn " ent: bracihq .and is not. �ongback- bridging i roof e as an intended to .distribute. or share. design loads, iietWeeh trusses. CorisequprItly, no design ldads'havb; -been accounted for*With this.detail and dobtinubLis-s'troh g-back'bridgin-g- -shduld'dot 156:aftaiched betweencommon and :girder irder trusses-. The use :of stron back bridging` shall not. interfere with other, design W1. considerations as specified :by the Erigiihe6rdf Record or the Building: Designdr. The outer ends of the strongback brijdgirig:shall be attached. -to a: wall or anothersecure end .restraint; . int or a.s.specif ed:.b.Ythe Engineer *ofRecord 'dr.th' Building Designiie"r. Str6n'gback bridging shall be 'a. minimum :of 2X6 nominal Iumb6r. oriented With. 'the deoth. vertical*:. Attach 4" ' 1 1'.. 1. common nails :_(PA62?.x3'.-F) nalls� at:. each intersecting rhemb&. When -extending the P). 6d ... .strangbadk bridging overlap by at. a.minimum of two trusses. The location: of. the, stron&ack: bridging. maybe specified]�Y*-th . e. . Trus . s Manufacturer,. EhgiheL-r* 6f'Redord, or Building Designer., Please fefer'lo BCSi "Strongbacking'Provisions" orto Ajpine---8Tkl3R18k1-*.014 detail for more information. The. grqphib% shown '(FidUee, I) is forge . r he 1c;illustrative purpose only. .; ,6750 Forum DriveSuite 305, Qr%ndo, FL 32821% - (800) 521'-979R -.(8631.4P-2-8685 I N V V... U L- L. `j N . I :. .I ) AG( Figure-4. 'If Lc.an. be of any further assistance' or you Piave any questions; pi . ease give. me a call: Williatri, H..,Knck- P.:E. Phief'.Epgi.nee.r Alpine an [TW:.Co.mpany Engine6ring-Department -Oilando--,. FLI!9821' - Forum Drive Sulte.-3M, Grfahft FL 32821 (800). 521-9790 - (863).422-L8685 -com I.i S. . TRON .. GBACK . BRIDGING . I RECOMMENDATIEINS BUTT STRONGBACK' w.-All scab -.on blocks shall i b.e:.--cx- minimum-2N4. 'stress :BRIDG . ING TOGETHER w graded ;lumber* Do-AI.I. rtrpngback brIolging"and bracing -shia'(1. be::a minimum 2x6 'stress''qric(de -0 luiribei%l iam-7.he purpose of s�rondba.c-*k �brld6lhg Is: t Q ATTACH SCAB WITH'10d;BDX/.GUN develop 'load sharing between Individual trusses„ :4 MIRRIX3.0'�. MAI<S IN'-? ROWS. AT' res,uttlng In an b.6railIh&&6.5Re ln,--thp- .;SCAB NOTE, :]N LIEU.':OF- SPLICING, AS'SHOWN, p stiffness of -the: floor. system, 2x6* LAP tTRONGBACK-:9RIB5M MEMBERS- E FOR:AT' LEAST ONE TRU=t,SRACING bridging; st�,%ongbaqk bridgino'. pokitlohdol. joLt.. i 'K I stQ)m n ' S . .T.RLING13ACK BRIDGING 'SPLICE DETAILs details,* I re commended at 10' =01*.o.c. (movx;) 1D.-The. terms: 'bridging' . g of , 'o. and l �qre- sometimes Details s and 2.-:ar,,�.e 'the ;p:rpfert;�bd' attathme?)*-t methods ,ATTACH :STRONGBACK 70 mls,�akenly' %useol:'.'Int'L-rchange;cLbly.'' 'Bracing' I'- an WEB;W/ Mi 10d COIHMON .NAILS 'DR Important structural r�et of any floor I I . . ' jU1 i rement r 11 28'x3.0'),.. NAILS or roof* -sys.tem, Refer to- the: Truss. Desigh uir ents Drqwlng MD) for-- 'the,bradno r�ieq "Lm , 'for each InidiVidUat truss component. 'Brldgl particUtaHy 'strongbqcR.:'.1 rec6mmehdot - for truss :5ystRm to help _!0 h OL con-trat. vibration. In: adolition. to :aiding.. In the: dIstrkution of point* loads betwe&ri adjacent truss, -str.ongbac k bridging serves to reduce STREINGBACK BRIDGING spmQUWMENTS to IV NbhL- requhed Tiuk.4r.mtf. moving point. !-.gs_�AuTinq: -r-rom toac&i:guch as footsteps. 10' to,I r": hi curt bf sW - The performance of all *floor systems -are (2) 10d COMMaW(0.148!.x.301) OR BOX/GUN * (01M4.0') 'NAILS AT 2x6 (MINIMUM) STRON ACK, 2v., to.'M 2'rM. Q,of tvfi. in 00FAS) 40 3w to iw enhanced' by. the. Inttallatloh of. strbngloatk- . I . .. . . . . Tni' AND �(JTTUK.MF 2x4 RESTRAINED EACHEND. Dftr 4T pewba j�,M& bridging aKcl -there'for6 :Is. strongly recommended NIMACK T13 :STRO"'mg7uN m BLOCK V ('3) by Alpine. 40d COMMON (0.I4NAILS .09 W16d I1OVGUK �010% (A For additional InfcW1matI6h regarding -strongback A22 ko bridging, refer to :BC$1 :(Building Component Safety, Information), jj ATTACH STRONGBACK4 TO SUTT04 CHORD (0 110 —:31 OIX ha �TRON611A�k BRIDGINGATTAU ATTACHMENT ALTERNATIVE.S 'H —VWXDKP-'W-Q MM FMLW -&L,)b=' rk 7M. MMVM --7WWA";nFJM7T= ZM%fM'.TO -ALL COMOZ= PSr REF -STRONGBACK • Ref4r .,to i0d1w thw 1049st. qd'Jan'of; 3CS1 alldkV Carpww 9M.For Wetys mtiwu, y TP S prkr'i6:p�,jfwrk.v_jhow prpyJw:.j Z i N6. 70861. TeSDL PSIF bATE. -16�.Oj/.14 Otces per;B= xx 't'�L diNrt", tap j 'wp Lp ftit ?=. 6, properly 2"d&4d ;g c zt�jn',fcqm pprmr.qnt':jzj*rat - 03 tj mint VFAWd -secs '23j.])? — 210, W. f4*y. M. QbM W* ow.#* JOkvt-zttau L= bless r4ttd.atherw6i. ACIDL C AILL PSF PSFj I)RWG STRBRIBR1014 1.6 64 - _4 E F W., -co-po-ru It,-. *F.11TV 1", Wf r*.i,� MA.:,f � A IYA wi-c tW " . Atrw AMT�7p!• � ta w ,.0. Ti PSF kwi. t c of irw"s. ,I, PC Urft itft *ro.kw hdMtes; MC&PtWca or W*F*gx5ww for .Msham:"The atkblK-wd um c# thk &* • A *oMd =Heights, MO 8343 1�* or se*Ahl.: Is :mf.xPDe and these .chi TF1".SbCMw2""w IM 0-T -ACING. v s IZ DED SHORI ;REIMIP4Q kAi '.: T.f :'-UPP `1= • , C� I 'UN i1 CJ 7 ON �fr�T�€��'AL.- .: n AGpl lk' ::P l ::af ` 9A :.L 19F 0 A. -PLATES h?tC7. txt ��: _ ' ` fit r��i#'4 L ' „ x ^C..: H f ., dE� IAL A�t� ,�hBQR. ttr� _ ...._ .. _.. M. 2-.s j' V0 . i30-: G�XIt: q Y:..... • '�['!/,�� .. � �['•/� .. ... .�"wln �•.i• 'M,P Y�1M"��rn,��h�MM,�• f 'v' t,},�•�•�M � , � ,j{{ (�'!�' � I }f,I�I'f�,•�9 .. 4-T�, i�j/I.�fG,. I �i.. J .�i�:�••If:,•: y . , I. • ... _ _,r,. ,• ..:..._•>._,.;.•-:I,I,,.....r._�..nn:ai,...'.,..�� :�:.,:.,r,rq:.d.�.,.,� .,:'i=::.,,:-::�,-_ .;.,l�r-:,:.-.,, ��• `' y:;� ;i.i � , I I :I -. .. ... yh�ky�y [�.ry,.�[e+�� iqq.,}1F ��•.�.y� 1 d _ '. a 4p _ •.. .. .... .. .._... .... _.._ - .Rjh] wuI � i ifs , i :� . „..'.. .... dtz L7 . �i '.. k'InJ A� '� .. No.' C. ur .: 1. J - - -, - ► cm Cracked or Broken This drawing speclfles repairs for a truss with broken chord or web member. This design Is valld only for single ply trusses with 2x4 or 2x6 broken members, No more than one break per chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply with this detall, ! CB) = Damaged area, 12' max length of damaged section (L) = Minimum palling distance on each side of damaged area (B) (S) = Two 2x4 or, two 2x6 side members, same size, grade, and species as damaged member. Apply 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 staggered; Nall Into 2x6 members using three (3) rows at 4' o.c„ rows s-taggered. Nail using 10d box or gun nails (0,12B'0', min) Into each Side member; The maximum permitted lumber grade for -Use with this detail Is limited to Visual grade ill 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 s �Typlcal + O + O O + O O + O + O + O + Stagger agger = Back Face 10d Box (0.128'b x 3', min) Nallsl = Front Face 2x6 Mermiber - Double Row S aciperec Nak adnq 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# 6004 Web Only 1 2x4 18' 975# 1055# 1295# 14150 Web or Chord 2x4 24 975# 10551t 1495# 1745# Web or Chord 2x6 1465# 15654 2245# 2620# Web or Chord 2x4 30r 1910# 19600 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36r 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 r 42 2975# 3045# 3505# 3535# Web or Chord 2x6 43950 4500# 5225# 5725# Web or Chord 2x4 .4BJ 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# Nin"um L Db.tancr 8 L S L L i ltIn6eun e L Dlsiaxe L i� 1 I wnlnum L Dlctonee B L vaHPpitTANTxm MUSH THIwz SADRAVM TND O ALL CL7TRA MSS IN'M(MIW TNi°�I ixsT&LERs. REF MEMBER REPAIR DATE 10/01/14 Trusses ��rqulre artrme care h Pabrleating, hefrAho, shippFg InitallL^> ty ornotl� and bracing. RePer to and Tailor the latest rdHlan of )Cs3 �ugdhg Cvparrnt Safrln(on,i y TPI and SSCM for —frty DRWG REPCHRD1014 praetker prior, io perfornlr,0 these functions. Irotellers shall provFM ;imro por]C y br►eN per 21. Ml its:noted otherr64 top Chord shall Fpve properly attached structural sheathtna onr�botton chord �. Q 1 L_JJ� shall have a properly aitncFkd rlofd cell Loentlohs shorn for prrnanent latrral rretraht of robs shall hove bracing Installed per SCSI sr 313. 37 or 21g. os appgeebir, Apply plates to each facr of truss and position as shorn above and an the Joint Drtolt, unless noted oihervise. Rrfer to drarinps 1002 for standard plate posit1e 4 AN RW oDMPAlIY Alphe, A "$Ion of ITV RAd1, Components arew Inc, shall of be responsible for any devlmtlon from this drawing, any Myra io bW1 Ahe truss In confornancr with MIMI 1, or for hondMO, shIPPMg, ' Installation L'roeMg of irUifies. A se Vl this c1ra g w cover page aettp this drorlr . Indicates acceptance of professknal .ryh,.erMo rr�andWM solely for ine dssgn shorn The nJtoblity and use of iNs draft Is ilw &JkMp DeMomer ANSIIIPI I Stet. ' , A 1338E Lakefropl OAw EJmhcBy,MOA3045 for any struetv'6 iht rrapanWAFiy Of per rer Kart Information see this Jobs penerai notes agr and thesr rrb sltasl 1 SPACING 24,0' MAX ALPINE Irr,►I neltr,eonl TPI, vrr,tpInet,orgl Sau, rrr,ebePnduatryorgl ICG vvrJccsafr,org V. AL L E F. .4 E TAIL Lumber Size and 6rade-.-Mlnumam Rec or � SA it ' vs2t.• ttjcr TRUSS UN DER VALLEY FRAWNG V.ALLlf� RAMP —OR MIDGE cm ValpM4 2;gwl th.11. ioorseft And +qrJpoleb'41-M`lc;r-3bpsf(TQ" -20pl9f(T-DJ.Mkx spatoltfie-crlo r4w!lGfthtm§ from stag,6Gr0-bqtwe-G.n rows'. IN' {io RAFTER RicidjE BOARD oxi) 9,2 of Valley SPA-CING 4: bfi BEAM,.FVERY TWM RAMRS a -Maximumro.An,rqb - fheight; 304vet 14U mph,.Endosed, Cat 11, Eko.';B, Fil CE- mph; Endlofed,-Exp D; Vat,-l.o V 'AL � LE) PLAN 1. J �rc�f-r�nlls are If s(oopers.are.not used,. fs At�r alu. 3. Cilp&:tc:tafibi 4 i6dtoe,nolit ieathirig (11:4) & Wd-fate-nalls Alii6 sttea.t,hln� 4: Rifjirifd-4Idipae-d�'blb4kIb9. 5.16dtoenall's 4 2 Sd toe-da I N S. -5101!pdt wtrtlti- 4*1:6dtdLLftII-5 T.W6124'sledWx&ft6ss 3 160 td&,'MUs,ea.ch slaeper.& truss .6. -lFAd4e:bohrd.t'13-roof bicick 4 16d toe-twus . . 8. -.(T"j- FruiflKi ta, Is. m USED) 4 l6dmt-nalls. 46 54 RtP -for. DATE 10/plyl,4 -TC DL 10 2,,Q 7 D. rd Vil-hckQ- Per= b p 240 W--Joes�-Pm- -W Pc"-.W" DRW.,G MqNV1801015 0 0 0 -8TA tt ftG" r wwnt t-terd,il...t htvf Mlt. kailt Teo b4t�4 jZ v "P •d Qr/ �BC- Ll, 01 -0 0. 0 m rw==AA *Koeri t�d W-d OL f �r� .W Ake pm d6iii� d kN TrwaWi 2cq. J;t mtp-41AR. tw.. ViT. LAN 5b 47 Ell. PAW vi cw�rhk�mi- m AbSvrilt -L or stiom f PT L VE .7 ABO L Face -Mount Hangers ® I -Joists, Glularn and SCL n �� (ril •ID These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. L+I, 0 0 M Actual Joist Model Size No e cS IUS2.56/16 21/2 x 16 MIU2.56/16 U314 HU316 / HUC316 MIU2.56L18 21h x' ° HU316 / HUC316 21h x 20 MIU2.56/20 21hx 22,°' �MIU2 56/20 29/16 x 91/4 to 26 `.` 3 x 91Jz MW.12/0' HU210-2 k.HUC210-, 3 x 11 ?/a MIU3.12/11 'HU212 2"/ HUC212-, 3'/agiulam 11U3.25/12,/ HUC3s25 ' HU3 25/16 i HUC3 25/16 Al HUCO210 2 SDS HGUS3.25110 HGUS1125/12 31/2 x 51/4 HHUS46 HGUS46 31h x 7y4 HUS48"o--' HHUS4'8 ° • . HGUS48 '= " 31/2 x 91/2 IUS3.56/9.5 MIU3.56/9 U410 HUS410 HHUS410 HU410/HUC410 HUC0410-SDS HGUS410 LGU3.63-SDS MGU3.63-SDS 1US3:56/11.88 MIU3,56/11 U414. ° HHUS410, reed" Dimensions . Fasteners Allowable Loads nber Minl Max (1°) Code y Web - DF/SP °. Species Header SPFIHF " Species Header z: Regd I Face Jntst Upbft Floor Snow' Roof Floor Snow Roof" (160) (100) (115}' (125j (100) " (175}=€ (125) Min. (14)0.148 x 3 - 70 1,660 1,805 1,805 1,425 1,5E5 1,555 • - 25/s 16 2 Max. (16) 0.148 x 3 - 70 1,805 ',805 1,805 ' 555 1,555 1.55. 13,370 • - 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 3,480 • ✓ 1 29ti6 101h 2 - (16) 0.162 x 31/2" (6) 0.148 x 11/2" 970 1,945 12,205, 2,375 1,675 1,895 2,045 ✓ j 29/16 141A 21h - (20) 0.162 x 31/2 (8) 0.148 x 11/2 1,515 2,975 3,360 3,610 2,565 12,895 3,110 IBC, FL, >177hs° , 21h" ' - ' :(26)-0162'OM'2 (2) 0.148 x 11h 230 , 3;7,45 4 045° 4 045 3 220 3,480 g 3,`480 LA • ✓"_"(29ji6 j. 14'1a " 21h "=° {20) 0.162 z 31/z" (8) 0:198 x 1'h"::". 7515, .2;975 3,360'� 3,610' 2;565�33,4=953,495 895 i, 3,110 • - 29/16 197/16 21/2 - (28) 0.162 x 3% (2) 0.148 x 11/2 230 4,030 4,060 4,060 3,465 ✓ I ... (2ef 6 19 16 21/2 - ,, (28) 0162 x 31/s (210.148 x 11/z °. 230 4,030 4 060 4 06013,465 3,495 i 3 495' 29ti6".wide joists use the same hangers as 21/2" wide joists and have the same bads. j ✓) r3s1(a,i 813/ia = 21/z 1 Maxi °(18) 0:162 x3'/z; , ` {70);0748 x 3' 2,,68U 3,U2U 3,25U S 2;3U)' ;bUS 14bUL) IBC, • -� 31/a 11'A 21/2 - (20) 0.162 x 31/2 (2) 0.148 x 11/2 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, o ✓ ` '3'fk' - -1VWr 216 Max: (22) 0.162 x 31/2 (10) 0.148 x 3- 7-4 5-'3;275 3;695- '3,970 21820' 3,180 i 3,425- (2.4)-0162X 31/z' (12) 0.148 x 3 , r � -3$70 4-030j 4 335'3075 3,470 f3,735` '2x,31z • 1313fs 21h� Min (20) 0162 x 31/z (8) D,, 48 x 3 1515 2;975 3'360�� 3,610 E.2,560 2,890 3165: - Max1�Iax (26)"_ 1 (i2) 0148 X 3 3;$70 4;365 4,695,13,330 3,755) 4,040 j 3?%a j 9,: -'° 3 `-, (12)1/a" x 2?%z' SDS" (6) y/a" x 21/z" SDS' 2,045 .1,:}1 15 j ,31 j 3 E>UU 3,' fl 3,7,1 ? FL 3'/4 86%a 4 - (46)',0.162 X 31/z ; "(16),0162 x-31/z 4,095 .9;1009,100-19,100 j 7;825. 7,825 ( 7.825. IBC, -fn.;/ " A, �a1"na�� a1i�i "i�n�rxis� �u-�: rndn "oenri 4enm..aanolAnar unAr, :A,nn;; FL •I I - 135/a 51/a 3 1 - I (14) 0.162 x 31/2 (6) 0.162 x 31h 1,320 2,785 3,155 13,405 2,39512,715 12,930 • - 135/a 06 4 - (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,360 4,885 5,230 3,750 4,200 1 4,500 • "' - " 3g/ia 615116 " `2 (6)°0,162 x311z -- r'(6)"0.162 x 311z1,960 i 1;365 1,555 • ` - j.35%' 71/s. " 3 , "--- " "(22j 0.162 x 3?/2 ' : (8j 0.162 x`31h Sv 4,210 4,770'.� 5140 i 3 615 4,095 j 4,415 •- - 35/a j . 7'ti6' 4" - {36)0.162aX 3'h ° (12j 0;162 x3?h, . 3,235 7,460 T460:17,46016415 6.41546,415: • - 35/e 91/z 2 - (10) 0.148 x 3 - •'() 1,185 1,345 1,455 1,020 1,160 1,250 • - 39/6 813/6 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 • • ✓ 39A6 83/s 2 - (14) 0.162 x 31/2 (6) 0.148 x 3 970 2,015 2,285 12,465 1,735 11,965 12,120 • - 39ti6 815/6 2 - (8) 0.162 x 31/2 (8) 0.162 x 31/2 2,990 2,125 2,420 2,615 1,820 12,070 12,240 • - 35/a 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/2 31565 5,635 6,380 61,44514,845 5,48615,545 • ✓ i 3916 1 85/e 21/2 - (36) 0.162 x 31/2 (12) 0.162 x 31/2 3.235 7,460 7,460 7,460 16,415 6,415 I GA15 • • - 39ti6 1 9 3 - (12)1/4" x 21/2" SDS (6)1/4" x 21/2" SDS 2,265 4,500 4:500 4:500I 3,240 3,240 13,240 • - 3% 91f 6 4 - (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, • - 135/8 8 to 30 41/2 - (16)1/4" x 21/2" SDS (12)1/4" x 21/2" SDS 5,555 6,720 6,720 6,720 14,840 4,840 4,840 LA • - j 3% 91/4 to 30 41/2 - (24)1/4" x 21/2" SDS (16)1/4" x 21/2" SDS 7,260 9,450 9,450 9,450 6,B05 6,805 6,805 •• = ('$$/s-; 117 2 .- (12)0.148 x 3 ' - 3 ., ;1;420 '.7;615_ q 1743 ).7;220 "Y,,390 1,485 • • ✓ ,I3%1 10 .: 2° ` - (16),0'.162„x 31h o, (6)0148 X 3 � .. VO >' 2 305 2;61512,820 j 1,980 12,2 • = :j.35� 9 ' - . 3 - = . (3016.1 62 x 3'h:" (10) 016Zx 31/2 3,565 5 635 6;380 j ( 4A, 4'84515, 4 t" " 39/+6,j a"'1Q1h . "2O'762'x3?h 3,13^, 2,660 "31{125 3 265 2275 2;5 • � 3gfi6 10�6 f 21Iz 'Min (16) 0162 x 31h' 1 (6) OA48 X 3 "'i 1135 2 380 2 68512 89012 050 2,3 Max (22) 0162 x 31/ {10),A 148 x 3 7�5 3,275. 3,695 ,. 3,970 ,2,8203,1 • > =' j;3 /t6 j ` 11 ` -' {14)1/4" X 2%z'"'SDS (6) Ja' x 21/2' SDS° 265 5)04° 5,(tr; �,( ;5 j"u o C z ; la® ®1 46 See footnotes on p.150. THA/THAC • Adjustable Truss Hangers `�1EERf0 �G This product is preferable to similar connectors because w of (a) easier installation, (b) higher loads, (c) lower installed �j 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. v Installation: N _ Use all specified fasteners; see General Notes. 0 The following installation methods may be used: U rn 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 - - -- -dhe THA29;• rails used -for -joist -attachment must be driven_ at an- ; M angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3s/e" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart Double - Shear Nailing Top View -Shear Nailing Side View; CQDouble Do not bend tab 1 ald for THAc422 for 422-2 426-2 THAC422 tYi typical 21h' for THA422-2 and THA426-2 THA418 F2W o� � N 9 �r c THA29 Double 42— 2 face nails Use full table value (total) Single 4x2—�. 4 top nails Face nails To nails See (total) P nailer table pertable per table Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of headE Dome Double -Shear Nairng Side View .(Available on some models) Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation :er to tnote 5 p.187 86 Top Flange Installation. THA/THAC ............................................................................................................................................................................................................................_............................................................................................................. • Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. THA29 18 1s/e 911A6 5Ye 11/z — (2)0.148x3 (6)0.148x3 (4)0.148x3 1 525 1,750 1,750 1,750 450 1,330 1,330 1,330 27/6 — (4)0.148x3 (6)0.148x3 (4)0.148x3 525 2,6 0 2,61112,610 450 1 985 1,985 1,985 THA218 ' 18 1 1 % 17a/is 5% 1 2 1 (4) 0.148 x 3 I (2) 0.148 x 3 (4) 0148 x 1'/z 11,460 1 60 1 1,460 1 1;'10 1 1,110 t.":10 THA218 2 1fi 3'/a 17 /as 8 2 X �0162 x 3' (`)):..: 1? C7}0162x3 z (6}0148x8 1v 1 IJh irn1r 4`f� f 51 IBC, FL, �" LA THA222-2 16 31/a 223;6 8 2 — (4) 0.162 x 31h (2) 0.162 x 31/z (6) 0.148 x 3 — 1,966 1,995 1,995 — 1,490 1,515 1,515 THA413 .18 3. 4 134s 41/2 2 (4) 0148 x 3"" r; (2)0148 x 3 {d) Oi148 x 3 1 '3 15 "' ` 1 o3fl{ ', r t",7F�o 11t 5 (1u THA418 16 3% 171/z 77/a 2 — (4) 0.162 x 31/z (2) 0.162 x 31/z (6) 0.148 x 3 — 1,960 1,995 1,995 — 1;490 1,515 1,515 THA426 14 3,1A 26 77/a 1 2 1 — (4) 0.162 x 31h (4) 0.162 x 31/z (6) 0.162 x 31h1 12,43512,4351 2,435 1 12,09512,0951 2,095 THA422 2 14 7Y4 221 s gala • 2 (4} flm162 x 31fi (4} {t 162 Xr31/z �6) 0 62 x 3?Iz "', 77, 3 °33Q 3 330- 3 330 90Z 2 86� 2 865 ' FL _. - THA426-2 14 71/a 261/6 9a/a 2 — (4) 0.162 x 31h1(4) 0.162 x 31/z (6) 0.162 x 31/z — 3,330 3,330 3,330 1 2,865 2,865 2,866 THA29 118 1 1 % 1911IA61 51/a I — I 91116 I — 1 (16) 0.148 x 3 1 (4) 0.148 x 3 1 525 12,26512,2651 2,265 1 450 11950 11950 1 1950 THA218 18 16/e 173/6 51/z — 173A6 — (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 l'35 2.105 2105 2105 THA2182a . :16 3Ya 171%s 8 i 141/s �y . (22) 0162 x 31Iz ., j6) 0162 x 31h '1 855 3 ".}r1 3i6 : , ,a 1 595;'11 ? iS 1 84 "' IBC, THA222-2 16 1 31/e 22Ya 8 1 141/s — (22) 0.162 x 31/z (6) 0.162 x 31hl 1,855 3,310 13310 1 3,310 11,59512;1814512,845;1 2,845 LA THA418 116 135/a 1171/2177/a I 110% I (22) 0162 x 31/zl(6) 0162 x 31h 1 855 3 1C o 310 3,310 `9u 2,8 5 L 845 1841 {° . , ,u9"1 4/s {22}0,1h5 1t 1A22:16 371aTH, THA426 114 1 3% 1 26 1 77/a I — 1 161/6 1 — 1(30) 0.162 x 31/z1(6) 0.162 x 31h1 1,85514,415 14,4801 4,480 11,59513,795 13,855 1 3,855 FL THA426-2 1 14 71/4 261%61 9a/4 — 18 — (38) 0.162 x 31/z (6) 0.162 x 31/z 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Ooist) member. Based on the installation condition, nails will be installed either straight with straighted doubp-shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers �OEEREO �G This product is preferable to similar connectors because k+ m of a) easier installation, b) higher loads, c) lower installed cost or a combination of these features. b I he double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative doubt -shear railing that distributes the toad through [wo points on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for we ded or riader'app cafions:'"- ' 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 m Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1' for 2x's for Um t Q; H M j B LUS28 H H US210-2 MUS28 HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) i 19 Simpson Strong -Ties lNood Construction Connectors Ci IATJ ON 4 1. Z. Face -Mount Joist Hangers (cont.) t l� S 1. See table below for allowable loads. la Model No Mm„ Heel Heigh Ga. Dlmenslons (m ) Fasteners �, W H B --- -- r Carrying l Carned Member , I Member' I Single 2x Sizes LUS24 �= LUS26 ".0 .41/a r 78 a 1'145 3'/e .13✓4 (Q�`0148 z 3� (2) 01,98 x 3 .1A6 q;"14al4- :1,a/a, . , - (4) fl 148.X 3:;,, MUS26 4111A6 18 1 �6 53A6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 4-Ar 16 15/s 5% 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 ;-HGUS26 4.6%i6"" A2" ). 15le;=�a64k ".:5 (20)0'162X31/2, (8),0.1fi'2x-31/2I °LUS28 ., � 4�i6 `' ' 18' "� - 1 sh6 `65/a ,I 1'3/4 (6).0149 x-3;,.- (4)'Q:148 z3 MUS28 6-A6 18 19A6 613A6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 1 s/a 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31h HGUS28 61A6 12 15/a 71/8 5 (36) 0.162 x 31/2 (12) 0.162 x 31/2 LUS2101,'. `'41/4<; "18°;) 1a/a "Z� e, _ 1?l4 ."'(8}0:148x3" (4),0:148x�3:�) HUS210- a-Ba/s�; 16:r� 1'Ia <9` 3 ,, (30)"0.162,x3?/2i_`(10)'0162x3"%2 HGUS210 , , 89_6 < 12 " .; 15/a :-" "91/a„ "• - 5 , 446), 0162 10 These products are available with additional corrosion protection. For more information, see p.15. ED For stainless -steel fasteners, seep. 2 1. Many of these products are approved for installation I with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. RF Allowableaoads SP Allowable Loads SPFIHF Allowable Loads Model =t No. Upbft1 ° Floor Snow Roof Wmd 4' Uplifts Floor Snow Roof 1Nmd . Ugbffi Floor Snow Roof Wiric (16 ' (100)� (115j `: (125)�T,(160j (160) (100) .- - ---- Single 2x Sizes LUS24-" 3E » 670", 765; , .-820 <' , 1045;`',,, "35 , 0 725 825 890 1tl 0 3�r} 495 ,'565 605: 7d0' LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MU526' 9u 1,295 1,480 1;560 :• 1 55Ci . 03 ".1,405 ' , i 560 1iaca0 - ,1 60-. , ;.&1„ ,. 955 ' ;1;090 ' 1,1$0 5 ,: LA HUS26 1,320 2,735 3:095 3,235 3,235 1,320 2,960 3,280 3,280 3,280 1,150 2,350 2,660 2,780 2.780 HGUS26 75. ' `4;340 4,850. 5170;„ 4690 ,7 -:5,220:' "5,390«" 5`,390` 780 ,3;225- 3,610 �.. 3,870; "3,985" IBC, FL LUS28 MUS28; 1,165 t,S ' w 1,100 1,730 1 260 7 97'5", 1,350 , 2,125;;_, 1725 1,165 1,3 0y. 1,195 ° 1,875: 1,360 2135 . 1,465 2,255,. 1,730 2�aa" 865 ,"'i,,i50' 810 1=3,270, 925 7,a65 1,000 1 575. - 1,270 i,95 !` , IBC FL, LA HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4:095 4,095 4,095 1,4$0 3,520 3,520 3,520 3,520 HGUS28 1;65p Z2?5 7,275`-. , 7,275 `. 7;275., 1.ocv'. ' ,�zo,,.. '?r275 ` : 7275- �"7275 . � 1;325 . -3,6,70 - 3;820, 3,915 4;256 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 11500 1 IBC, FL, .HU 5,5:, _3 -2,65 3 5 HG11S210 2,090 9,100 9,1{0 9100 9,100 2,090 1 9;100 9100 9,100 1 9110{} 1 11545 6,340 6,730 6:730 6,730 1B , R. 1. For dimensions and fastener information, see table above. -See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of-45° • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute - side bpecny angle Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). „94 LUS/MUS/HUS/HHUS/HGUS a r -..................................................................................................................................................................................................................................-..................................................................._........................................................................................................-..................... These products are available with For stainless Many of these products are approved for installation " additional corrosion protection. steel fasteners, 1 with Strong-DrivO SD Connector screws. For more information, see p.15. see p.21. See pp. 335-337 for more information. Mtn '` Dimensions {in) Fasteners (m) '9 �DFJSP Allowable Loads = SPFIHFAIIowahle Loads , Model No Ga Carrying Carried Upift Flnor, Snow o Roof Wind Uplift ;Floor Snow Roaf Ulmd ?Code d Ref He ght" . .. W% H g Member Memher 60 100 • 115)„ '125) ; • (160), {,.) { ) { {160) {700} '{115) ; (i25j ,(160) , ~ Double 2x Sizes 2'!a' . 18} $00 905 °.980 1,245 355 690 . '.78D 070,E ® L 11S262 = 4s16-,,18 '31§ glees {433._�62x3�°(4)0,162X3Iz 1 ttin �; t i1130 1,170 7265 1595 9(0,'885 ryr ~. 1,005 1080 137D �.. , HHUS26-2 4-5�6 14 3-5i6 53/e 3 (14) 0.162 x 3'/z (6) 0.162 x 3'/z 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 49A6 12 35/16 57A6 4 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 LUS28 2 49A,6: -,18` 3IA 7 , ,` 2 {6j O,J62 x 3'Iz ., -; (4) 04162 x 3'/z �fi�1 1;315, �,490 1 610 2,Q30, , 91O.� 1 i30 ; I, W, Y1;385..1,745 ` IBC, FL, ;HHUS282 �':, 6�,6;"' 14 -35fs T/ <3 {22j0,i62x.3'/z (8)0.162X3'h 17,f0 4265 4810;5155 5,980 1,5i5;;3670 4,�35 °4,4355,°145" LA HGUS28 2 `°. ,6?/6' 12' `33ifi i73hs` '4 (36) D.762 x,3Yz' =(12)'0.162 x 3'h .3;235 ~3466'- 7466' 7;460 7,460 .2,780 ;'6 415 6 415• `6,415. -_6;415 0 LUS210-2 67/16 18 3'/a 9 2 (8) 0.162 x 31/z (6) 0.162 x 3Yz 1,445 1,830 2,075 2,245 2,830 1,245 1,575 11785 1,930 2,435 C HHUS210-2 83/a 14 35/6 87/a 3 (30) 0.162 x 31/2 (10) 0.162 x 3Yz 3,550 5,705 6,435 6,485 6:485 3,335 4,905 5.340 1 5,060 5,190 V HGUS210-2 B9/,6 12 3s/,6 93A6 4 (46) 0.162 x 31/2 (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,460 17,825 17,825 7,825 C Triple 2x Sizes C O HGUS26,8 ; 4,!4s,R i2 41s 5'h ,"4 (2Q};0,162,x3Yx {8)0162 3�/z, 2i55 4340- 4850 '5770 5;575 g1 855;'= 730 4770 ,4,445 4,795 IBC, FL, ,1 FIGUS28 3 ` 6?346 , 12 x4d's/6 7'/a ~ y ,4-'. (36) 0:162 x'3'Iz : {12} 0162'x 37h a 35 7460 :7,460 7460 ,7460 2 7$0: V6 415 6 415 6,415 6 415' LA W HHUS210-3 I 83/s 14 41% 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 3'/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 8t3/6 12 4's/6 9'/a 4 (46) 0.162 x 31h (16) 0.162 x 3'/z 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 iCUJ l2.9} 1DS/a`~;,' 12"' 4's/ie 1Us/< 4' (5fi)j0;1fi2 <S'%z:;(20)'0:162:X3'/z 4,{i45 �045 '�-u SI 4',abf;"7"80 7;;$u 717 7 iiH;: JBLAL M:-:_- HGUS214 12 4'shc 123/a : 4 _ (66) 0:162 x 311z;. {22j 0,162 x 3'/z ,- 5 695 10125 10,125 10125 10125 4 900: 8,190 8190 , 8,190 8J90 - a Quadruple 2x Sizes HGU526 4 .: 5'h'; ;; ,12 69hs 57f 6 .:4 ,{20).0162 x 3'h; 8) 0:162:k 3'h -2;155. 4,340 4 850. 5170 5,57,5 1;855 3 730 ;4170 ` 4445 4795 IBC, FL, -' HGUS28-4 71/a 12 69/16 TY116 4 (36) 0.162 x 31/z (12) 0.162 x 3Yz 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 83/8 14 6 Ye 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS2104'') 9Ya ` 12 69he 93h6 74 {46j0162x311z b(16)0162ix31h 4Q95 9;1IiQ, 9,i00 9100 9,100 �3520`7825 7825 7825 7825 -HGUS212 4, .. 10% ' 12 .6sf1a 105/a ,»=9 {56j 0 i62 X 3'Ir ; (20} 01621x 3%z r, , a �" 1` 9 0 . , { 4c o 0 `7 HOC ' f 5J +86 F;-1 '(1 IBt ; IBC FL, LA 4x Sizes ' LUS46 44 ' ` 18' 39/%, 43/a 2 (4);0:162 x~3'h s (4) 0.7,62 X 3?Iz tr0 1;030 i i70, 1,595 �110 ' 885 i 005 1,090 IBC, FL ;, " ; , : ,, ,7;265, , ,1;370' } HGUS46 47/16, ' 12', 35/a 47/t',- 4 (2oj"0:162 x 37/z' 1 (8) 0162"1x 31h 2155 4 34© 4 850 5170• '5,57b 1,855'. 3 730 4;170 '4,495, 4;795` v ; HHUS46 ` , , 45hs- , 14 ` 35/A 53/6 , x3 (14)E0162 X3%z . (6) 0162 x 31h' 20 2830' 3 i90. 3 415 4,250 112 ',:2 435 2;745 2,;935 3,,655` w LUS48 43/a 18 31A6 63/a 2 (6) 0.162 x 3'/z (4) 0.162 x 31/z t O60 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, FL, Z HUS48 6'/a 14 31A6 7 2 (6) 0.162 x 3Yz (6) 0.162 x 31/z 1,320 1,580 1,790 1,930 2,415 1:135 1,360 1,540 1,660 2,075 LA 0 HHUS48 61/z 14 3% 71/a 3 (22) 0.162 x 31/z (8) 0.162 x 3Yz 1;760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 Cn o HGUS48 1 016 12 3% 7Yi6 4 (36) 0.162 x 31/z (12) 0.162 x 3Yz 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 CO , L`11S4T0 , i , 6'la -' 18 4 7,830 .2,075 2 245, ~2;8,30 ! 44 1 575 1;785' i,930 2 435; rn HHUS410 - ` ; 83 " >; 14 35/e 9 3 ' (30) 0162 X 3lz : (10} O:i82 x 3Yz '3 aC 5 765'` 6 435- 46 6�4p # , 4 905 5;535 51 7 i 5 37a; N ; HGUS410 ) .87ti6.: ! 12 `3s/a' 91/16 , ,=4 , j46} 0162 x 3 /z; (16) 0162;x 3'h_ 4;Q`95 9,i00 91D0� _. ,9,100 ._ '9,1v04 3 520s _. 7 825„ ,7,825 7,825IBC FL, LA °r HGUS412 106 12 35/s 107tis 4 (56) 0.162 X 3Yz (20) 0.162 X 3'/z 5,695 5' v45 9,045 9;045 9;045 4: 900 ?,?80'•,780 7,780 7,780 0 Ci HGUS414 1 113/i6 12 35/a 127/is 4 (66) 0.162 x 316 (22) 0.162 x 3 /2 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190 U Double 4x Sizes FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162' x 31h" 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 rested diameter by length. See pp. 21-22 for fastener information. 19 ,.: Simpson Strong-TieO Wood Construction Connectors Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to'/z" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 'Is" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge w Finish: Galvanized L installation: O C • ' Use all specified fasteners; see General Notes • Can be installed filling round holes only or filling U round and triangle holes for maximum values y • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member Z for additional uplift capacity � -flptians. tv - - d • HTU may be skewed up to 67'/z°. 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 9 Many of these products are approved for installation with Strong-Driv& SD Connector screws. See pp. 335-337 for more information. HTU26 13/," Typical HTU26 Minimum Nailing Installation truss and carrying member Alternate Installation - HTU Installation for HTU28 Installed on Standard Allowable Loads 2x6 Carrying Member (for'/z" maximum gap, (H77_I210 similar) use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) No ': € Height W � . N B eau lolly Nu, a Member Single 2x Sizes HTlJ26. $/a`'S?fe; 3'/z '(20),0182;X3'/z,.-{i,),0148x1''/z €�.;, ?4at,.' 1,6Ft..,71 �;f105„€€)jfC, -:£C.€,rfi` HTU26"(tvtiii.)' 3?la,s 'isla 5?ha, :3'h '(20)0162X"3?h (1A)4748,X.,111z 1,250z� 2940 .3200„ ;3,200, °3,200 1;0 5 1$52:;,.# 2015, 2,015 'HTU26 {Max:j'?, .. gSYz ' 1 Sla 5?fis 3?/z. (20) Q:162 x 3Yh° {20) 0 �O x 1','!z 7,555, 3 2 940 =,' .E : a 5t 4;01i1r 1,335, 2,530 ,f `3,7h .3AAO': IBC, HTU28 (Min.) 37/a 15/8 7'/,e 3Yz (26) 0.162 x 3'/z i (14) 0.148 x 1'h 1,235 3,820 3,895 13,895 3,895 1,060 2,865 2,920 2,920�2,920 FL, HTU28 (Max.) 7'/4 15/8 7'/ia 3Yz (26) 0.162 x 3Yz (26) 0.148 x 11h 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,7100 4,00575 LA HTLI210 (Min;)., . ,. 3?/s:, 1 /a , 9?fia 3Yz (32) O:lti2:x 3'h (iq) 0148 X 1'/z ,1330 Uf 0 ,,'a , , 3ii0 `:v3 t 1;145 s3,22u nab25 'HTU210,(Max) fi 9Yd_ 1$Ie 9'fie 3Yz, {32);0.162<x3'li-;{32}0148z1'h-,`3;315 �4705�z "x!( € (3 "5995-, 2,850 Double 2x Sizes HTU264'(Miti:) "' ."3'!a"' "35/ia Stie 3'h,. {20) 0:162 x 3'✓z, ` ;(14) 3:148 x HTU26-2{Max) ...,5'Jz;.""35Jis. 5�tie."3'h.'(20)'t):76Z',X3'h :(20)0.148x'3 2175, 2,940tl' 3 ,:3 8il ,4Tr.;,1,874 2530_�8a,'3�8 •,.3.855 HTU28-2 (Min.) 1 37/a 3% 7Y5 3Yz (26) 0.162 x 3Yz (14)0.1480 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IBC, HTU28-2 (Max.) 1 7'/4 3V,,e 7'tia 31h 1 (26) 0.162 x 31h 1 (26) 0.148 x 3 3,485 3,820 4,315 4,655 5;II25 2,995 1 3.285 13 7 t ? 1 'J5 ;^ iu.'{ 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 bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between'/a" and'h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie Connector Selectoro 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 Yx" 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 Srmpson, Str`ong-Tie® Wood Gonsfruction Cdrinectors 0 Z z aa. 0 0 w r C3 Z. 0 Z 0 a C' m 0 N 0 0 U U M01'1'140 0 Face -Mount Truss Hanger (cont.) 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/e 1 (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 11/z 925 1 1,470 1 1,660 1 1,790 1 1,875 1 795 1 1,265 1,430 1 1,540 1,615 HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 3Yz (20) 0.148 x 11/z1. 1,240 11,470 1,66D 1,7.90 2,220 1 10-35 1,265 1,430 1 1,540 1,910 1 IBC, ":�1i_', rrn'n.,c "ism n`ia�.,:` 1s` i�a1°n y;1o..'i iu'.+. i:a7ri `i _�onn�.--+'z .*s.._ .. n 3;'3 one,' "i��o�, m.n FZn. (.. ... z* '-. "I Agri : %'4Rn', FL, LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 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/a 1 a/a 7% 1 31/z (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 7% 1 1 % I 71ha 31/z (26) 0.162 x 31/2 1 (26) 0.148 x 11/2 1 1,920 3,820 4,315 1 41655 5,015 1,695 2,865 13,235 3,42-0 3,765 Double 2x Sizes HTU28-2 (Min.) 37/e 1 3-1/1a 1 71/ia 1 31/2 1 (26) 0.162 x 31/z 1 (14) 0.148 x 3 1 1,490 1 3,820 1 3,980 3,980 3,980 1 1,280 1 2,865 1 2,985 1 2,985 1 22985 1 IBC, FL, HTU28-2 (Max.) 71/a 1 35A4 7'tia 1 31/z (26) 0.162 x 31/z (26) 0.148 x 3 1 3,035 1 3,820_ 4,315 1 4,655 1 5,520 1 2,610 1 2,865 1 3,235 1 3,490 1 1;146 1 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 bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between Ma" and 1h°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVFPI 1-2014. Simpson Strang -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-py 2x carrying member. For single 2x carrying members, use 0.148" x 11h° nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson S'frony=Tied Wood.Construction Connectors SIMP$ON' Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/1e" 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) far concrete and 'A" x 2a44" Titer; 2 screws (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from vne savor lumber or E1 VP 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 3/1a"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the Y11e"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a 3Y%" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16" x 41/2" 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 lead is required, a minimum end distance of 11/2' is Permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 i HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 .. .. ... HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) ED These products are available with additional corrosion protection. For more information, see p.15. P4 Modei No � Fasteners (in } ? Aitowabieloads•(fJF/SP) p' 1 Code GFCMU Concrete I 5fan rd Concealed GFCMU Titen� 2 . .. Concrete Titenm 2 ..,. m•'�-,� Joist U lift I(160} Down'. (i00/125) 'U hft fr (160) Down 1001125 - Ref HU26 HU26X (4) 1/4 x 23/4 (4)1/4 x 13/4 (2) 0148 x 11/2 335 1,000 335 1,545 i HU28 HU28X'? (6) Lax 23/a , l; (6) '/4 x 13/4 (4} 0148 x 1 �h 545 1500 760 2 400„ HU24.2 HUC24.2 (4)1/4 x 23/4 1 (4)1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26 2 (Mm } = HUC26 2 (8};11g x 23/a p1 (8) Y4 x 13/4 (4} 0 748,x S 760 , •. 2 000 r 76p 3 200 HU26 2 (Max )F HUC26 2 (12) !%4 X 23la , (12)'!4 X' 131a {§)xQ 148 z3 " ;1135 x 3g040 1,135 950 HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/a 1 (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 i (12)1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU28-2 (Min} 4 : H 073 7M 25U HU28:2 {Max) - HUC28 2 {Max }'.r� (19)"1/a X{14� 1/a.'x 13/a ', (6j 0148 3 3 1135 .• 3 500 1,135 ` 14 920 HU210 HU210X (8)1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 11/2 545 2,000 760 2,415 -2 (Min.) (Min.)' . HUC210 2 (h9�n) ".; (14) ?/a x 23/a (14} 1/a X 13/a i (6) 0148 z 3 1135 3,500 - 1135 4 920 a5 I- HU210� 2 {Max) '- "HUC210 2 (Max } - (18) Lax 23/a (1$)1/a x 13a {10) 0148 x 3 �1800 4J50Q - '-- " 1 800 5 085 HU210-3 (Min.) HUC210-3 (Min.) (14)114 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)114 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 �HU212 �.. HU212X - . .. (10) �!a x 23la , i;; (10} 1/a X<131a 0148 x 11h 1135 2 500 "' 1;135 HU212-2 (Min.) HUG212-2 (Min.) (16)1/4 x 23/4 (16)1/a x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)114 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212 3 (Mini : r HUC212 3 (Mm,)--' ., 5 (16) 4/� x 23/4 '� .,, ` (16)Ya X 131a (6) Oe148 x�3 F 1135 4 000- 8 n fi 1;j35 xc A 920 r' HU212-3 (Max) .:; - HUC212 3 {Max) °;, (22},1/a x 23/a ' (22) Ya x;19/a (10) 01481X 3 1800 5 0$5 • 1 $'00 5 085 - HU214 HU214X (12) 1/4 x 23/4 (12)114 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 ` HU214;2 (Mm) HUC214 2 {Min } (1$)1l4 x 23I4 j18)1/a x 13/a {) 0148 x 3 ti 1515 4 500 1 5 5 5 085 HU214�2(MaXj, �HUC2142{Max} "!{24}1%px23la �. {24}11ax_1a14 p (12)Oi48�t3 2015 5, 8" 2,Oi5g5085 HU214-3 (Min.) HUC214-3 (Min.) (18)1/4)x 23/4 1 (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 E HU216 ,$ya„ HU216X f, _ {18)1/ax23�a E' {18}llax'13/4 " ,48}Q14$x11h 1515 -�... 292D>' 1515 2920 ., HU216-2 (Min.) HUC216-2 (Min.) (20) 1/4 X 23/4 i 1 (20)1/4 x 13/a (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 I (26)1/a x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216, 3 (Min' } ,HUC21$ 3 (Mm} (20}'Ja x 23/a y ; (20}?/a x13/4 (8) 0148•z 3 1 515 4 920 1515 4 920 HU216; 3 (Max) HUC216 3 (Max:) ' (26j1/a x 2?/a .r (26) La 915 ; - 5 p85 = 2�015 �5 085 HU7 (Min.) (Not available) (12) 1/4 x 23/4 (12)114 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16) 1/4 x 1 3/4 (8) 0148 x 1112 1,085 3,485 1,085 3,485 HU9'{M1n) (Not available) (18)q'14 x 23/a (18} Ya x.13, (6) 0148 x�,11/2 7135 3 2 0 - 1135 3 230 r HU9 {Max } (Not available) x �(24)1!4 x 2314 1 ` ,724)1{4 x913/a (10) 0148 x'1 12 `1,445 3;735. 1445 �3735 i HU11 (Min.) (Not available) (22)114 x 23/4 I (22)114 x 13l4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 i (30)114 x 13/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 HU14 (Mm) £ {Not avai�ble) z 014(28)'!a 1515 3 485� V 1,515 3 485'" ,, HU14�(Max } {Not'availabie (36) "I4 x 23'a I !,�- 36 1/4 x 1314 ( ) 14 0148 x 11h ) 2,015 4 24 W 2 015 4 245 38 P I. I, i; Y i STAGGER JOINTS - TTP. rRAISED HEEL ROOF TRUSSES B/SKI-01 / SEE PLAN ` E ■I_I■■I.I a�a�aaa�aa�aa� UPLIFT/SHEAR ANC _- EACH TRUSS - SEE PLAN B/SKI f' NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RA15ED HEEL TRUSS BEARINC3 A SCALE; NTS k,SKI ROOF SHEATHING- SEE F SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING t :IBBON BOARD- SEE FASTENING TO w N GHEDULE FOR SPACING t TRUSSES A5TENING TO TRUSSES WALL SHEATHING -SEE PLAN -= MIN. 15/32' CDX PLYWOOD OR 1/16' 055 WITH 8d GUN NAILS (0.13I' X 2 I/2') 9 6' O.G. TO UPLIFT/SHEAR GYP. CEILING- -MASONRY WALL- ; RIBBON BOARDS ANCHOR EACH SEE PLAN t SEE PLAN TRUSS- SEE PLAN SCHEDULE E DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN w RAISED HEEL TRU55 BEARING SCALE NTS SKI k RIBBON 5CNE1)ULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH ? (2) 12d GUN (0.131' X 3') (Vasil=128 MPH) 2Y4 5PF112 24' TO EACH TRUS5, (4) EXP. B, NAILS AT JOINTS ENCLOSED Vult=180 MPH (2) 12d GUN (0.131' X 3'I (Vasil=139 MPH) 2X4 SPM 16' TO EACH TRUS5, (4) EXP. C, NAILS AT JOINTS ENCLOSED 0 U <¢35%] UzLL :F» TV < W lL p p. w Z � 3 U SHEETTITLE: ON OflNI FOR RUSEO NEEt ROOFERUSSES SHEET INFORMATION: JOBNO, ]dllld OMYM BY: REVIEWED BT: SKJ � all IS i AL January IQ,,21M' �c.aitoo,jiter,C,dii'tractoir's of Arri&f'td, Inc. '39d0 Avenue d, NW Winter H Avon, FL 33.880;6201 bear'Matt: It h-as- come:;to my attention.'lliatsome questions were raised concern rig 5/8," diameter ho'l'es,.'dt.il,16dthrLith6,,,c-h6rds (wide face) o,fSys42 2abI6, end iruws' to"4110w., for threaded rods used -for ""be- d"bWhs,." If these.gable -ends ' are,over -conti nupiis support. wk h- - ono', eeful 1 d the l °oles ai e driiled about=tlie centerline face I no do8'6."t an 4" connector te"''verticdlw I ,oe�blsihen .1 ..,..h A plates r no..rep__ e- ulred...The trus'sonly ts ".�,`feetbf floor 'lbaftah �ff no additional If you have any questions; '' 4' 1'' give me a call., y:ques rons,,,p ease give silfc.6MYI' 4". N No 86367 67 V .67.50 Fbrum.briVej Sqite 305; Oilap0p, FL 312821 - (800.) 521-979.0,- (863)422=8685 wwVV.alpI*'*tw.'Qqm; Ths dc,wnerg has been afeEiror ac* signed and sested €r4ng a ij91t91,9ou*re. PdMad copies W11hod 0 origi 18f signal r6 must be E: veritfedwiitlg#t1e odgfitsd etemoricvat-ion. ALPINE , 0wM1W3NMw,ryUt, AN(MCOMFANY l'' { COA #0 278 03/10/2021 0311 wtrf TAT E Of of ONAL 1 I M(VX{ t l6iMwLi- - Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone:(800)755-6001 www.alpineitwcom 0 f sitr mm b 1nfQrmat'b-*- Pa Customer- Carpenter C6ntractors of America I Job Number. N333986 Job best;iption: 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D Address. lob En ineeri` ;Criteriar, design Code: FBC 7th Ed. 2020 Res lntelliVIEW Version: 20.02,OOA JRef#: X31-89750067 Mnd Standard ASCE 7-16 Wind Speed (mph); 160 Design Loading (pst)r 37.00 3uildin Type: Closed This package contains general notes pages, 27 truss drawing(s) and 4 detail(s). Item Drawing Nuthb6r = . Truss 1 069.21.1302.24968 Al 3 069.21.1302.25124 A2 5 069.21.1302,,25094 A4 7 069.21:1302.25625 A6 9 069,21.1302.25812 AlOG 11 069,21,1302.25483 A9 13 069.21.1302.25719 B1 15 069.21.1302.24749 CIGE 17 06921.1302.25671 MV01 19 069.21.130225764 EJ7A 21 069.21.1302.25577 EJ7S 23 069.21.1302.25406 CJ5 25 069.21.1302,25344 CJ3 27 069,21.1302,21437 HJ7 29 GBLLETIN011'8 31 VALTN160118 tte- Drawing Number" Truss • `° 2 069,21.1302.24796 AM 4 069.21.1302.25030 A3, 6 069.21.1302.25062 A5 8 069.21.1302.24703 A7 10 069.21.1302.25514 A8 12 069.21.1302.25562 A11G 14 069.21.1302,25656 B2GE. 16 069:21.1302.25750 V4 '18 069,21.130225452 MV02 20 069.21.1302.24922 EJ7 22 069.21,1302.25437 CJ5A 24 069.21.1302.25827 CJ3A 26 069:21.1302.25358 CJ1 _28 A16015ENC160118 30 VAL180160118 .Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 1:50:56 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 B10 (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.org. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings; in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. - Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.orc. 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.orr_ . 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 SEQN: 49802 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JR&AX3L8975o067 T18 / FROM: RWM Qty: 8 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.24968 Truss Label: Al SSB / YK 03/10/2021 617 "7 6'1"7 f 11 ,0 128"15 19'4" 6'7"8 671 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: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2ff%min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. =5X5 E 38'8" 9W 19'4" 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): 2611"l L 32'6"9 38'8" 6'7"1 6'7"8 T 6'1"7 9-4" 28'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.208 K 999 360 VERT(CL): 0.361 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.131 J - Creep Factor: 2.0 Max TC CSI: 0.531 Max BC CSI: 0.793 Max Web CSI: 0.428 VIEW Ver: 20.02.00A.1020.20 Op,-zle ■ % d q p g ®° • e • i•• co Q20N AL 03/10/2021 10, ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1660 /- /- /936 /301 /432 H 1660 /- /- /936 /301 /- 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 1446 - 3039 E - F 1102 -1959 C - D 1324 - 2761 F - G 1324 - 2761 D - E 1102 -1959 G - H 1446 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1166 K - J 2199 - 829 L - K 2199 - 848 J - H 2656 -1147 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 K - F 512 - 724 D - K 512 - 724 F - J 520 -130 E-K 1316 -593 **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 BCSL Unless noted otherwise, top chord shall have �roper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the nN wco�cnNv truss in ponformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin4of trusses. A seal on this drawln or cover page - 675o Forum Drive listing this drawing indicates acceptance of professional anpsneering responsibilitty�r solely -for the design shown. The suitability and use of )his Suite Fos drawing for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2. For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.org Orlando FL, 32821 SEQN: 49803 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T23 / FROM: PFH Qty. 1 7A5/320 ,167ED ,RH01 ! 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.24796 Truss Label: AlA JSSB / DF 03/10/2021 2H12 T10"14 121"12 1T10"426'4 30'9"2 38' F 7'1094 + 47"14 5'4"68 8" 4T14 F T1094 1 =5X5 F T 1 � E D T2 '14X4 04X4 T3 12 D H 6 W9 05X5 85X5 R N B J A + K 8'8" 4X6(A2) U �5X14 =5X8 aP =6X8 =5X14 L m4X6(A2) 38,8° 1' L T11"5 4'0°71 5'0"4 17")0 T11"5 1' F 7'11"5 12' 17'19 '14 r 26'8" r 3 38'8" I V-'6 21' 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): 0.201 E 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.375 E 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.100 L - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.186 L 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: 0.739 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.793 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.865 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 #1; T2,T3 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W9 2x4 SP #2 N; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1518 /- /- /936 /301 /432 J 1518 /- /- /936 /301 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.1 J Brg Width = 8.0 Min Req = 2.1 Bearings B & J are a rigid surface. Bearings B & J 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 1366 - 2665 F - G 1495 - 2370 C - D 1312 - 2278 G - H 1355 - 2399 D - E 1328 - 2355 H - 1 1311 - 2276 E - F 1493 - 2326 I - J 1366 - 2665 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - U 2299 -1067 M - L 2298 -1049 U - T 2297 -1068 L - J 2300 -1048 R - N 1841 - 595 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - T 315 - 446 F - N 1047 - 722 T - R 2100 - 905 N - M 2114 - 888 E - R 387 - 251 M - 1 319 - 451 R - F 1050 - 747 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and -bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for ermanent lateral restraint ofYwebs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply -plates to each face of truss and position as shown above and on the Joinl Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLL Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the MMCOWAW truss in conformance with ANSIlTPI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engmeermg responsibility solelyor the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/51 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbdndust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49804 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T17 ! FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA14EAB ELEV.D DrwNo: 069.21.1302.25124 Truss Label: A2 SSB / DF 03/10l2021 617 6'1"7 Y8"15 19, 7"8 6'3' �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: 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: 3.87 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 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. 2611"1 i 32'6"9 38'8" 6'11"l T 6'7"8 6'1'7 =5X5 E 38'8" 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): 16,8" 28'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.208 K 999 360 VERT(CL): 0.361 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.131 J Creep Factor: 2.0 Max TC CSI: 0.531 Max BC CSI: 0.793 Max Web CSI: 0.427 Ver: 20.02.00A.1020.20 Loading4 H. �rftl�%r >r Truss passed check for 20 psf additional bottom chord � o+0"444■+o® 'y live load in areas with 42"-high x 24"-wide clearance. gr�` �E`;° �j a Wind a e ♦� Wind loads based on MWFRS with additional C&C r ®'�'08 I member design. x Wind loading based on both gable and hip roof types. Q r dam 9 tj �� • ��ea�anv• � a \ 1 03/10/2021 10, 1' 38'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1660 A /- /936 /292 /427 H 1660 /- /- /936 /292 /- 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 1415 - 3039 E - F 1069 -1960 C - D 1292 - 2761 F - G 1292 - 2761 D - E 1070 -1960 G - H 1415 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1142 K - J 2199 - 804 L - K 2199 - 824 J - H 2656 -1121 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 E - K 1314 - 596 D - K 517 - 723 F - J 520 -131 K - F 518 - 723 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS sses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nponent Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary cing per BCSI. Unless noted otherwise, top chord shall have �roper)v attached structural sheathing and bottom chord shall have a properly ched ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, .unless noted otherwise. Refer to Nings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. ine, a division of ITW Building -Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the s in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover page :1g this drawing indicates acceptance of professional enQneering responsibility solely -for the design shown. The suitability and use of'his Nmg for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.orp; SBCA: sbcindustrv.com: ICC: iccsafe.orq: AWC: awc.orq ALPINE Mf COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49805 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T16 / FROM: RWM Qty: 2 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25030 Truss Label: A3 SSB / DF 03/10/2021 b io sM T10"14 1T } 21'8" 30'9"2 38'8" 7'10"14 9' 1 "2 4'8" 9'1 "2 7'10"14 =5X5 =5X5 D E T2 12 T4 6 C 5 (a) (a) \5F5 n ih ow W W1 B G 4X6(A2) =6X6 B2 -6X6 B3 =6X6=4X6(A2) 1' 10. -Y 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: II Des Ld: 37.00 EXP: C Kzt: NA 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: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.0E; Bot chord: 2x4 SP #1; 132,133 2x4 SP 2400f-2.OE; 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. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. "IMPOF s require exti nent Safety 1 Cr BCSI., U d riqid ceillnr !cable. App Is 160A-Z foi a division of 38'8" 9'4" 9'4" 10, 1 19'4" 28'8" 38'8" Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.183 J 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1716 /- /- /940 /309 /385 Lu: NA Cs: NA VERT(CL): 0.309 J 999 240 Snow Duration: NA HORZ(LL): 0.068 1 - - G 1716 /- !- /940 /309 A HORZ(TL): 0.116 1 Wind reactions based on MWFRS Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.759 G Brg Width = 8.0 Min Req = 2.0 TPI Std: 2014 Max BC CSI: 0.739 Bearings B & G are a rigid surface. Rep Fac: Yes Max Web CSI: 0.592 Bearings B & G require a seat plate. FTlRT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 B - C 1592 - 3121 E - F 1617 - 2927 WAVE - C - D 1617 - 2927 F - G 1593 - 3121 D - E 1280 - 2045 gnp/pEOC p +• e IT C) m xx NN C0A09VA1.`�`t� �%3IE"H001101%, 03/10/2021 ."WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! ANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS any structure Is the respon7 rrmation see these web sites: Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2718 -1300 J - 1 1979 - 765 K - J 1979 - 785 I - G 2718 -1280 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 501 - 443 E - 1 837 - 441 K - D 837 -441 1 - F 501 -443 not. be responsible for any deviation from this drawing, any failure to build the. g,, installation and bracinq of trusses. A seal on this drawing or cover pa4e ering responsibility solely -for the design shown. The suitability and use of this ;igner per ANS1141 1 Sec.2. r t inct n"n• earn• �h,ii� f� - irr• i.fo nrArr• AL NE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 498061 HIPS Ply: 1 ob Number: N333986 st: R 8975 JR&AX31_89750067 T15 / FROM: RWM Qty: 2 �J7A5/320 ,167ED ,RH01 ! 1672/ARIA/4EAB ELEV.D [Dur-wN.:069.21.1302.25094 Truss Label: A4 SB / DF 03/10/2021 710"14 15' 23'8" 30'9"2 i 38'6„ 7'1014 7'1"2 + 8'8" 7-1"2 T 7'10"14 "1 :5X5 5X5 D T3 E 12 6 �5X5 5X5 F C W m W1 B G A H =4X6(A2) =6X6 B2 =6X6 B3 =6X6=4X6(A2) 38'8" 9'4" 9'4" 10, 1 10' 19W 28'8" 38,8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.194 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.333 J 999 240 B 1694 /- /- /938 /319 /344 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - G 1694 /- /- /938 /319 /- EXP: C Kzt: NA Des Ld: 37.00 () HORZ TL : 0.116 1 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 TCDL: 4.2 psf Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 G Brg Width = 8.0 Min Req = 2.0 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.744 Bearings B & G are a rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.496 Members not listed have forces less than 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 1729 - 3051 E - F 1748 - 2859 C - D 1748 - 2859 F - G 1729 - 3051 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 1464 -2203 Bot chord: 2x4 SP #1; 132,133 2x4 SP 2400f-2.0E; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom chord B - K 2649 -1413 J - 1 2086 -1029 live load in areas with 42"-high x 24"-wide clearance. K - J 2086 -1048 1 - G 2649 -1393 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. Wind loading based on both gable and hip roof types. C - K 405 -360 E - 1 712 -314 K - D 712 - 314 1 - F 405 -360 g$t;116tfiSrpgi3rfe r/ �f `'I ) qq- ;mow• ® sp O OR t ri o. 708 I D O � ea ✓ w a COA #l` A �80110"4,�sdr 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 proper)Y attached structural sheathing and bottom chord shall have.a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabge. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to ALPINE 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 AN M COMPANY truss in conformance with ANSI 1, or for handling, installation bracin trusses. A seal this drawing or shipping,. and of on cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit� solely -for the design shown. -The suitability and use of this Suite Fos -Designer drawing for any sgructure is the responsibility of the Building per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49807 / HIPS Ply: 1 b Nmber: N333986 Cust; R 8975 JRef:1X3L89750067 T14 / FROM: RWM Qty: 2 T,7,A,,,,3u2O,l67EDRH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25062 uss Label: A5 SSB ! DF 03/10/2021 6'9'4 13' 19'4" i 25'8" 31'10"12 36'8" 6'9"4 6'2"12 T 6'4" 6'4" 6'2"12 6'9"4 ;5X5 1112X4 =5X5 D E F 12 6 2X4 X4 C o'n >/,2 io W3 21 B H A �� I8 8 4X6(A2) = 6X6 =5X8 = 6X6 =4X6(A2) 38'8" 9'4" 9'4" 10, 10' 19'4" 28'8" 38'8" 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): 0.220 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.382 E 999 240 B 1665 /- /- /931 /699 /303 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J - - H 1665 /- A /931 /699 P EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.130 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 TCDL: 4.2 psf H Br Width = 8.0 Min Re 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.535 g q = TPI Std2014 Max BC CSI: 0.797 Bearings B & H are rigid surface. : Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.565 Members not listed have forces less than 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 1934 -3031 E - F 1860 -2498 C - D 1844 - 2775 F - G 1844 - 2775 Top chord: 2x4 SP #2 N; D - E 1860 -2498 G - H 1934 -3031 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom chord B - L 2643 -1613 K - J 2172 -1247 live load in areas with 42%high x 24"-wide clearance. L - K 2172 -1267 J - H 2643 -1594 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. Wind loading based on both gable and hip roof types. C - L 385 -333 K - F 470 -357 L - D 573 -188 F - J 573 -188 D - K 470 - 357 J - G 385 - 333 �tgtrtstllipft�t/��frr E - K 536 -353 e� 1 Prr qCO "apBA P a� E Pr y � l� 9 ° M. m. 7,08 1 ` T Q COA` b A% `�r�aac�easu� 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 top have bottom have per noted otherwise, chord shall properly attached structural sheathing and chord shall a properly attachetl 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-optruss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing; any failure to build the ANN COMPAW truss in conformance with ANSI/TPI 1, or for handling, installatlon bracin44 trusses. A this drawin shipping,, and of seal on or cover page 675o Forum Drive listing this drawin indicates acceptance of professional en Ineering responsibility solely -for the design shown. The suitability and use of this Suite Fos drawing for is the Building any structure responsibility of the 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 Odando FL, 32821 SEQN: 49808 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T12 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25625 Truss Label: A6 SSB / WHK 03/10/2021 5'94 11' 19, 27'8" 32'10"12 36'8" 5'9"4 H -12 8' 8'8" 5'2"12 :5X5 =5X5 =5X5 D E T3 F 12 T 6 � 2X4 W 2X4 o C (a) (a) C' n r) W3 in m B H A 16,6., A_.3 l =4X6(A2) _— 5X5 = 5X8 = 5X5=4X6(A2) 38'8" 10' 9'4" 9,4„ 10' 1' 10' 19'4' T" 28'8" ' 38'8" I' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin 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): 0.203 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.378 E 999 240 B 1518 /- /- /918 /701 /263 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 J - - H 1518 /- /- /918 1701 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.120 J Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.832 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: 0.731 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.575 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 2112 -2720 E - F 2286 -2573 C - D 1978 - 2450 F - G 1982 - 2452 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 2329 -2603 G - H 2108 -2718 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 2374 -1780 K - J 2081 -1495 be equally spaced. Attach with (2) 8d Box or Gun L - K 2074 -1505 J - H 2371 -1756 nails(o.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 462 -70 K - F 591 -598 for (2) CLR'S where shown. Scab reinforcement to be D - K 635 -662 F - J 461 62 same size, species, grade, and 80% length of web E - K 34 -662 496 member. Attach with 0.128x3" gun nails @ 6" oc.mtlta►at:i6s+atrar' tf Wind 1 H, Wind loads based on MWFRS with additional C&C M`,at�4g�.«s,o. member design. 4a� j At Wind loading based on both and hip roof types. gable o ® s P ` L COA �g,,ON ul<rura nivasis� 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 Component Safety Information, by TPI SBCA) r of BCSI (Building and safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI�I PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of Phis Suite 305 drawing for any sQr'ucture is the responsibility of the Building -Designer per ANSI/T I 1 Sec.2. For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 49809 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T9 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DnvNo: 069.21.1302.24703 Truss Label: A7 SSB / WHK 03/10/2021 9' 17' 2'8" 29'8" 38'8" g 8 4!118' 9' -11 :6X6 =5X5 =4X4 =6X6 C T2 D E T3 F ,2 6 T W o (a) (a) a W5 in B G A A_3 H le.8" =4X6(A2) =6X6 =5X5 =6X6 =4X6(A2) 38'8" 10' 9'4" 9'4" 10, 10' 19'4" 28.8" 38'8" 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): 0.229 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 J 999 240 B 1518 !- /- /900 /703 /222 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1518 /- /- /900 /703 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.140 1 Wind reactions based on MWFRS, Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf G Brg Width = 8.0 Min Re 1.8 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.906 q = BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.794 Bearings B & G are rigid surface. Bearings B & li require a seaattplate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.280 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 2172 -2622 E - F 2160 -2395 C - D 2160 - 2395 F - G 2172 - 2621 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2774 - 3079 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 2256 -1787 J - 1 3036 - 2492 be equally spaced. Attach with (2) 8d Box or Gun K - J 3034 -2506 I - G 2256 -1766 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 687 -389 E - 1 869 -765 for (2) CLR'S where shown. Scab reinforcement to be K - D 866 -763 I - F 688 391 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. �y "ga141i1t11778 !lflplllr 1."°" �j Wind �p� Wind loads ed on MWFRS with additional C&C �&®rig`° °p ®•° f ��P�j�w member design. �4a`�0. •, •f Wind loading based on both gable and hip roof types. � °• : :• r a o o ' 0 'T S ° ° k+' o ° e A' a ��{g 1N {gam/*'°•a..p�•(�.y�a�: `t7�W4Qi� COAi'�A 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 r TPI and SBCA) 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 bracingq installed per BCSI sections B3, B7 or B10, _ as applicable. Apply plates to each face oP truss and as shown above and on the Joins Details, unless noted otherwise. Refer to position �� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPPII �� not. Alpine, a division of ITW Building Components Group Inc. shall not -be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW in truss conformance with ANSI1 PI .1., .or for handling, shipping,, and bracing of trusses. A seal on this drawm or cover pa a 675o Forum Drive listing this drawinc] indicates acceptance of professional enpsneering 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: sbdndust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49827 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef: 1X3L89750067 T25 / FROM: HMT Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25812 Truss Label: A10G / YK 03/10/2021 7' 17' 26'4" 31'8" 7' 10, 9'4" 54" 7' %6X8 =8X10 =H1014 =6X6 12C T2 D T3 E T4 F T s� � (a) (a) io B G v a_3A H0'8" 4X6(A2) B1 1112X4 =5X5 1112X4 =6X8 1115X5J =5X5=3X6(A1) 26'4" 12'4" 7'1"12 4'10"4 5' 5'8" 3'8" 5'0"8 7'38 Vd 7'1"12 12' 17' 22'8" 26'4" 31'4"8 36'8" 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): 0.147 M 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.278 M 999 240 B 1751 /- /- !- /806 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - - J 4100 /- 1- /- /1843 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.101 K - - G 256 /- /- /- /134 /- Mean Height: 10.51 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 4.2 sf Soffit: 0.00 p FBC 7th Ed. 2020 Res. Max TC CSI: 0.785 BCDL: 5.0 psf B Brg Width = 8.0 Min Req = 2.1 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.979 J Brg Width = 8.0 Min Req = 5.7 Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: No Max Web CSI: 0.870 B Bearings B, J, & G are rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings B, J, & G require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP SS; B - C 1493 - 3260 C - D 1247 - 3005 T4 2x6 SP #2 N; Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Webs: 2x4 SP #3; W6 2x4 SP #2 N; Maximum Bot Chord Forces Per PI ) y (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing B - N 2859 -1288 L - K 2810 -1334 (a) 1X4 #3SRB or better continuous lateral restraint to N - M 2884 -1292 K - J 791 -1817 be equally spaced. Attach with (2) 8d Box or Gun M - L 2810 -1334 J - 1 791 -1817 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 - N 617 -100 E - J 1938 - 3930 for (2) CLR'S where shown. Scab reinforcement to be D - K 1588 -3143 E - 1 2067 -872 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. K - E 2681 -1062 1 - F 372 -487 @�{Yg4#ftattff/'/�/r�r�fff Loading #1 hip supports 7-0-0 jacks with no webs. s Wind Wind loads and reactions based on MWFRS.o.7.08 I Wind loading based on both gable and hip roof types. x m a 9 X 0 Q �. o � Ad '�,�'/4 a®aomaawoestlo (�R*�`�e 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, handlingshipping, installingandbracing. Refer.to and follow the latest edition Component Safety of BCSI (Building Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless top have bottom have per noted otherwise, chord shall proper)Y attached structural sheathing and chord shall attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections a properly $3, B7 or 1310 as applicable. Apply. plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$c�Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANMCOMPAW in truss conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional en meering responsibili�t�r solely -for the design shown. The suitability and use of This Suite Fos drawing for any structure is the responsibility of the Building�esigner per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: aI ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49810 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JR&AX3L89750067 T11 / FROM: RWM Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25514 Truss Label: AS SSB / WHK 03/10/2021 7'10"14 13'10" 16'8" 21'4" 7'10"14 5'11"2 2'10" 4'8" 5X5 D 2" 32'6"2 38'8" 644' 10"2 6' 1 "14 5X5 =4X4 =5X5 E F G 12 6 5CX5 T W 2X4 (a) (a) (a) H o m W6 n B I q J 0,8" =4X6(A2) =6X8 =-5X5 =-5X8=4X6(A2) �1' I 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: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,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. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 38'8" y,4„ 19'4" 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): 9,4" 28'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.220 L 999 360 VERT(CL): 0.410 L 999 240 HORZ(LL): 0.068 K - - HORZ(TL): 0.127 K - Creep Factor: 2.0 Max TC CSI: 0.881 Max BC CSI: 0.744 Max Web CSI: 0.994 VIEW Ver: 20.02.00A.1020.20 03/10/2021 10, 11� 38'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1515 /- /- /920 /695 /320 1 1518 /- A /916 /697 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1852 - 2648 F - G 1655 -1995 C - D 1866 - 2456 G - H 1826 - 2444 D - E 1240 -1492 H - 1 1946 - 2706 E - F 2048 - 2513 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2290 -1492 L - K 2498 -1741 M - L 2446 -1670 K - 1 2358 -1608 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 409 - 357 F - K 610 - 632 M - D 1664 -1210 G - K 768 - 442 M - E 1241 -1466 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in -fabricating hand linp, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information; by TPI and SBCA) for satPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310. as.applicable. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpire, a division of ITW Building Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ANRYCOWANY' truss in conformance with ANSI/1 PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawin or cover pale 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibili(t�� solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com: TPI: tpinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEON: 49811 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T21 / FROM: RWM city: 1 7A5l320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25483 Truss Label: A9 �SSB / WHK 03/10/2021 7'10"14 13'10" 18'8" 24'8" 29'8" 38'8" 7'10"14 5'11"2 4'10" 6' S' 9' 6X6 D 38,8" 10' 9'4" 9,4„ 10, 1' 10, i 19,4„ 28,8„ 38'8„ 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): 0.292 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.544 E 846 240 B 1514 /- /- /909 /694 /320 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.073 D - - H 1516 /- /- /903 /698 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.137 D Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 5.0 psf H Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.879 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.773 Bearings B & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.845 Bearings B & H require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# 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 1838 -2648 E - F 2437 -3069 C - D 1857 - 2461 F - G 1887 - 2379 Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE; D - E 3122 -3805 G - H 1897 -2600 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3 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 2290 -1467 K - J 2821 - 2050 be equally spaced. Attach with (2) 8d Box or Gun L - K 1836 -1131 J - H 2232 -1497 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 - L 404 -352 E - K 1795 -1982 for (2) CLR'S where shown. Scab reinforcement to be L - D 598 - 307 F - J 697 665 same size, species, grade, and 80% length of web L - K 259 -- 307 J - G 697 - 665 member. Attach with 0.128x3" gun nails @ 6" oc.9isrrrrtl>ka ��qy1 tttlPdpjftt 446 r Wind Ali P Wind loads based on MWFRS with additional C&C y3` ,ti*°nn9°'�®0 2" Wind member design. m`a�v 0 Wind loading based on both gable and hip roof types. YONAALL COA p t s a7 f l� lJ W t J q gi*y� 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)v attached structural sheathing and bottom chord shall have a properly attached rigid 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 Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alping, a division of ITW Building Components Group Inc, shall not, be responsible for any deviation from this drawing, any failure to build the ANR COMPANY truss m conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracinct of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enluleering responsibility solely -for the design shown. The suitability and use of this Suite Fos drawing for any sgr'ucture-is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49828 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T4 / FROM: HMT City: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25562 Truss Label: A11G / YK 03/10/2021 T10"14 7'10"14 1310" 20'8" 5'11"2 6-10" 5X5 D 26' 31'8" 38'8" 54„ T 12 6 05C5=5X10(SRS) =_4X10 =5X5 E F T4 G TP B H o' A =3X6(A1) 1112X4 =5X10 1112X4 I I L 1114X4K =4X6=3X6(A1) =5X5 21' 5' 1' 7'115 6'0"11 69"12 3'10"4 1'4i V418 r 7'115 14' 20'9"12 + 24'8, + 26'I 31'4"8 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: 3.87 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T4 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 pif at -1.00 to 56 plf at 27.73 TC: From 28 plf at 27.73 to 28 plf at 31.67 TC: From 56 plf at 31.67 to 56 plf at 39.67 BC: From 20 pif at 0.00 to 20 plf at 27.73 BC: From 10 pif at 27.73 to 10 plf at 31.64 BC: From 20 pif at 31.64 to 20 plf at 38.67 TC: 177 lb Conc. Load at 27.73 TC: 161 lb Conc. Load at 29.60,31.60 TC: 214 lb Conc. Load at 31.64 BC: 126 lb Conc. Load at 27.73,29.60 BC: 489 lb Conc. Load at 31.64 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.031 G 999 360 VERT(CL): 0.059 G 999 240 HORZ(LL): 0.013 0 - - HORZ(TL): 0.024 O Creep Factor: 2.0 Max TC CSI: 0.753 Max BC CSI: 0.884 Max Web CSI: 0.669 VIEW Ver: 20.02.00A.1020.20 03/10/2021 12'8" 7'3"8 1' 38'8.. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 782 /- /- /- /376 /- M 1016 /- /- /- /452 /- K 1681 /- /- /- /807 /- H 903 /- /- /- /436 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.6 K Brg Width = 8.0 Min Req = 2.3 H Brg Width = 8.0 Min Req = 1.5 Bearings B, M, K. & H are a rigid surface. Bearings B, M. K. & 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 523 -1085 E - F 389 -158 C-D 271 -542 F-G 518 -1166 D - E 277 - 546 G - H 679 -1396 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - O 894 - 402 J - H 1184 - 553 0 - N 890 - 403 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - N 264 - 582 F - K 831 -1371 N - E 813 - 362 F - J 1757 - 797 E - M 513 - 875 J - G 439 - 244 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply -plates to each -face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to jobs 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 ANRWCOWAW truss in conformance with ANSIf TPI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawingg or cover paWe 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49812 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T29 / FROM: RWM Qty: 3 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25719 Truss Label: B1 SSB / WHK 03/10/2021 71014 i 13'10" 7'10"14 5'11"2 =4X4 D 21' LJ TIV5 6'0"11 r 7'11"5 -i- 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 EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.16 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types 20'10"4 TO"4 7' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.034 J 999 360 VERT(CL): 0.062 J 999 240 HORZ(LL): 0.013 J - - HORZ(TL): 0.024 J Creep Factor: 2.0 Max TC CSI: 0.664 Max BC CSI: 0.620 Max Web CSI: 0.557 VIEW Ver: 20.02.00A.1020.20 li• � •Ff'{�� Jf r O` % � a �. 'g08q b p �tJ 4 • a e I± r • I cOAt3 `Ss Q AIL ,• 03/10/2021 26'4" 5'5"12 po T T _L 5'4" 26'4" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 845 /- /- /554 /191 /280 H 1051 /- /- /542 /186 /- K 185 /- /- /121 /59 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.5 Bearings B, H, & K are a rigid surface. Bearings B, H, & K 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 693 -1221 D - E 520 - 694 C - D 539 - 679 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B -J 1015 -550 J - 1 1011 -551 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - 1 448 - 579 E - H 625 - 903 I- E 586 -174 —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) attached structural sheathing and bottom chord shall have a properly attache. rigid ceiling Locations shown for permanent lateral restraint otywebs shall have bracinn 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. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Build in+c� Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the --- AN RW COMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingp� of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering 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[TPl l'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: 49813! GABL Ply: 1 Job Number: N$33986 Cust: R 8975 JRef:1X3L89750067 T27 I FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25656 Truss Label: 132GE SSB / WHK 03/10/2021 6'1"7 131C 6'1"7 7'8"9 1r--I r — T10" 1 2714 { 1-- 2 i I` 2 014 4X4 H 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: 3.00 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; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS Al6015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 20'8" 7'10°2 14' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 2T8" 13'10" 4'8" i 1.8" -1 13'8" 27'8" Defl/CSI Criteria ♦ Maximum Reactions (lbs), or*=PLF PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.021 O 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.040 O 999 240 B 209 /_ /_ /104 /69 /290 HORZ(LL): -0,011 M - - B* 79 /- /- /43 /17 /- HORZ(TL): 0.020 M Z 256 A /- 1213 /99 /- Creep Factor: 2.0 AA 57 /- /- 163 /26 /- Max TC CSI: 0.146 Wind reactions based on MWFRS Max BC CSI: 0.220 B Brg Width = 8.0 Min Req = 1.5 Max Web CSI: 0.147 B Brg Width = 248 Min Req = - Z Brg Width = 8.0 Min Req = 1.5 AA Brg Width = 16.0 Min Req = 1.5 Bearings B, B, Z, & Z are a rigid surface. VIEW Ver: 20.02.00A.1020.20 Bearings B, B, Z, & Z require a seat plate. Members not listed have forces less than 375# 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 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 attacheU rigpid 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 ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinctComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANR COMPAW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing4of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engsneering responsibilitty� solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. Suite 305 For. more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or Orlando FL, 32821 SEON: 49814 / GABL Ply: 1 Job Number: N333986 Cust: R8975 JRef:lX3L89750067 T28 / FROM: RWM City: 1 , A5/320 ,167ED ,RH01 / 1672/ARIAI4EAB ELEV.D DrwNo: 069.21.1302.24749 Truss Label: C1GE SSB / DF 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 Soacina: 24.0 " 4,2„ 4,2„ f — 2' (TYP) h-- 27' 4X4 D 8,4„ 47' 12 6 C LX 0 B F 4 G ' gF J 2X4(A1) = 2X4(A 1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 8'4" 8'4" 8 4„ Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA PP. 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): 0.003 1 999 360 VERT(CL): 0.005 1 999 240 HORZ(LL): 0.001 H - - HORZ(TL): 0.003 H Creep Factor: 2.0 Max TC CSI: 0.160 Max BC CSI: 0.089 Max Web CSI: 0.092 VIEW Ver: 20.02.00A.1020.20 \� �,� aeor.o,,,bb � • a COA 6%V ON A ` osmni l 03/10/2021 ♦Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 185 /- /- /135 /87 /59 F* 185 /- /- /135 /87 /- Wind reactions based on MWFRS B Brg Width = 24.0 Min Req = - F Brg Width = 24.0 Min Req = - Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r sa shipping, 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 attachetl ri id ceilin Locations shown for ermanent 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 ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildincc��Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOW— truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawin indicates acceptance of professional engineering responsibili solely -for the design shown. The suitability and use of this drawing for any sfructure is the responsibility of the Building Designer per ANSI/ l 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: 49815 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T7 FROM: RWM Qty: 1 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25750 Truss Label: V4 / 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 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.59 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wnd 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 . 1111"8 3'11" 111"8 1'11"8 12 6 =4X4 B 4X4(D1)=4X4(D1) A C 0 14'11"3 D 3'11" I 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 Udefl U# 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 03/10/2021 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /32 /6 /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) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly 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. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW 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 bracinQof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional -en rneering responsibility 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: 49825 / VAL I Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T5 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25671 Truss Label: MV01 SSB / WHK 03/10/2021 1? 1112X4 B 1113X6 f 4111 — - 1 4'1"11 4'1"11 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): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.003 C Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.006 C 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: 0.354 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.260 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.151 Loc. from endwall: not in 9.0o 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 #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS. Right end vertical not exposed to wind pressure. 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 . �� tl�P `GE tla�AO00iy •♦♦♦ i,�jf�i� t V- Y � • cr. Ma 1 a W • • • • tl coolb�� +�terue nOw"at+ 03/10/2021 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /50 /27 /22 Wind reactions based on MWFRS D Brg Width = 49.7 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) 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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW 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 page 675o Forum Drive listing this drawing indicates acceptance ;of professional engineering responsibility solely or the design shown. The suitability and use of pate 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: 49816 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L8975oos7 T6 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25452 Truss Label: MV02 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 6 [�7- III2X4B 4X4(D1) A N 10'11"13 V777_1 CD 1112X4 i 2'1"11 2'1 "11 2'1"11 Wind Criteria Snow Criteria (Pg,Pf in PSF) Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA Speed: 160 mph Pf: NA Ce: NA Enclosure: Closed Lu: NA Cs: NA Risk Category: II Snow Duration: NA EXP: C Kzt: NA Mean Height: 15.00 ft Building Code: TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. MWFRS Parallel Dist: h to 2h TPI Std: 2014 C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 9.0o ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 %A/p\/G 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. Right end vertical not exposed to wind pressure. 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 . Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 C HORZ(TL): 0.001 C Creep Factor: 2.0 Max TC CSI: 0.057 Max BC CSI: 0.054 Max Web CSI: 0.041 VIEW Ver: 20.02.00A.1020.20 ✓r,. s T Q $ 0. Y 08 1 !! Y ♦ Maximum Reactions (lbs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- A /45 /10 /13 Wind reactions based on MWFRS D Brg Width = 25.7 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# COAT# f O Al L +�a�anertteugtE% 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 proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. sha11 not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4q of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engqineering responsibility 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: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN:49817/ EJAC Ply: 1 Job Number: N333986 Cust:R8975 JRef:1X3L89750067 T3 / FROM: RWM Qty: 2 , A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25764 Truss Label: EJ7A / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 2 4" '+' 7' 7' 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 #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.012 D HORZ(TL): 0.021 D Creep Factor: 2.0 Max TC CSI: 0.918 Max BC CSI: 0.504 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 03/10/2021 C ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 425 /- /- /360 /168 /237 D 125 /- /- /67 /- /- C 161 /- /- /112 /160 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# —WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing er BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attacheryri44id 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 Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$QComponents Group Inc. shall not. be responsibl for any deviation from this drawing, any failure to build.the ANMCOMPA truss in conformance with ANSI 1, or for handling, shipping,, installation an'sbracin of trusses. A seal on this drawingor cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibility solely or the design shown. The suitabiliy and use of This drawing for any structure is the responsibility of the Building�esigner per ANSI/T�l 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: 49818 / EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X31.89750067 T8 / FROM: RWM Qty: 14 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.24922 Truss Label: EJ7 I 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 " C 12'2"11 12 6 M O Ln r. tt B T A B,8„ D 1, I 7 7' 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 SIP #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. 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): Defi/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 VIEW Vef: 20.02.00A.1020.20 1 q a �t DgO�go Atl®q♦•q •!®rj�a s 4 • A s 0. 7108 1 A s ° P q O q PVgo .��pq♦OOAAIt �P♦s,g,��`�\ COA 03/10/2021 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /249 /108 /208 D 125 /- /- 173 /- /- C 174 /- /- /128 /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ""WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand 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 er BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attache. rigid 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 Joint Details, unless noted otherwise. Refer to �� - drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPPII NN Alpine, a division of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the AN—COWAW truss in conformance with ANSIfr} PI 1, or for handling, shipping, installation and bracin44 of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enpmeering responsibilitv solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or • AWC: awc.org Orlando FL, 32821 SEQN: 49819 / EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T1 / FROM: RWM Qty: 1 ,7A5/320 .167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25577 Truss Label: EJ7S / 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 " T 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 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7' 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): L Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.016 C HORZ(TL): 0.030 C Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.513 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 4 � ♦ ♦ d ♦ ♦ 0 ♦ d gTvs ♦ Ap p ! COA 1.8.10N AL 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 /- /- /179 /71 /186 C 126 /- /- /76 /- !- B 177 /- /- /132 /171 /- 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# "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached riVp 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, of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not. be responsible -for any deviation from this drawing, any failure to build the ANR COMPAW truss in conformance with ANSIfI PI 1, or for handling, shipping,, installation and bracingq of trusses. A seal on this drawingor cover pale 6750 Forum Drive listing this drawing indicates acceptance of professional enUeering responsibility solely for the design shown. The suitabiliy and use of this drawing for any sQructure 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: 49820 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JROAX31_89750067 T32 / FROM: RDP Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25437 Truss Label: CJ5A SSB / WHK 03/10/2021 C 11'2"5 12 6 "' CV � B M T-3 . ....... V-8" A = 2X4(A1) 2,4„ l 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): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.006 D HORZ(TL): 0.008 D Creep Factor: 2.0 Max TC CSI: 0.736 Max BC CSI: 0.220 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 358 /- A /322 /155 /181 D 85 /- A 146 /- A C 102 A A /66 /104 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. 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 propery 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. _. AppTy Oates to each face, of truss -and position as shown above and on the Joint Details, unless noted otherwise: Defer to ALPINE _ drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPPII NN Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANOWCOWAW truss in conformance with ANSI/) PI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional anpsneering 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: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 -] SEQN: 49821 / JACK Ply: 1 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 72 FROM: RDP Qty: 5 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25406 Truss Label: CJ5 KD / YK 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 " C 11'2"5 12 6 M rT � cV iM M B A 8'8" 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: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCp1: 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. 4'11"4 4' 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 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: 2 0.02.00A.1020.20 aQaa•a•soose. a • as m° Q.7lJCJ i ` a a °r r a > Ora•au.cas �k~ COA ( �Q AL9011040 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- !- /200 /88 /152 D 89 /- A /51 /- /- C 118 A A /85 /116 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. 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 properly attached structural sheathing and bottom chord shall have a properly attached rigpid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310. as -applicable.- Applgy plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingg Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the AN my co�VANv truss in conformance with ANSI PI 1, or for handling, shipping,, Installation and bracin of trusses. A seal on this drawing or cover pate 6750 Forum Drive listing this drawing indicates acceptance of professional encLineering responsibili(� solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSV FPl 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: 49822 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T FROM: RDP Qty: 20 / 1 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25827 Truss Label: CJ3A SSB / 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 Spacing: 24.0 " C 10'2"5 12 6 � CO r- B rn T3 $'$u N D A=2X4(A1) 2'4" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 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. 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 FTlRT:20(0)/l 0(0) Plate Type(s): 2' 11 "4 2' 11 "4 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 D HORZ(TL): 0.004 D Creep Factor: 2.0 Max TC CSI: 0.773 Max BC CSI: 0.244 Max Web CSI: 0.000 03/10/2021 Ver: 20.02. 00A. 1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 308 /- /- /304 /153 /128 D 45 !- /- /34 /13 /- C 34 /- /- /44 /42 P 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, 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 propery 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: -App y plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to ALPINE - drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. A �LPPII NN Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the nNrtwmrncnNr truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawingor cover page 675o Forum Drive listing this drawingp indicates acceptance of professional en meering responsibili(t�� solely or the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org• SBCA: sbcindustrycom• ICC: iccsafe or AWC awc orq Orlando FL 32821 SEQN: 49823 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T22 / FROM: RWM Qty: 5 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25344 Truss Label: CJ3 SSB / WHK 03/10/2021 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; 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. 2' 11 "4 2'11"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): L 1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 03/10/2021 EW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 /71 /99 D 50 /- /- /27 /- /- C 63 /- /- 144 /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# **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 c7 SBCA) 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 ripid ceilin Locations shown for permanent lateral restraint of webs shall have bracinQ 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 Join�Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$gComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANMCOWANY truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawm or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en ineering responsibilittyy 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: 49824 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T24 / FROM: RWM Qty: 6 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25358 Truss Label: CA SSB / WHK 03/10/2021 7 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 6 C 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. 1, 11 "4 11114 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 Sid: 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): -0.000 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 a� e 0 s • e 0 a@ COA # �i� fl l A 10 ` rr�aesentt 03/10/2021 9'2"5 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 176 ME D 11 /-2 A /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, 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 attache. 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 Join Details, unless noted otherwise. Defer to ALPINE^ drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not.be responsible -for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin4g of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawin indicates acceptance of professional enp_meering responsibility solely for the design shown. The suitability and use of finis 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: 49826 / HIP_ Ply: 1 Job Number: N333986 Cust: R 6975 JRef:1X31-89750067 T19 / FROM: HMT Qty: 3 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.21437 Truss Label: HJ7 KD / WHK 03/10') 5'3"5 5'3"5 9'10"1 4'6"11 L 12'2"3 12 4.24 a 2X4 C v m ^ m M v B T 4"3 A FE =2X4(A1) =4X4 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 " �-- T5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 fit 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-2.0E; 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 (0.162"x3.5") nails at top chord (3) 16d common (0.162"x3.5") nails at bottom chord 9'22 9'2"2 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 7" 67, Deft/CSI Criteria PP Deflection in loc L/defl 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 Ve r: 20. 02. 00A.102 0.20 %AV - uri ° H r s i s s „ ®® 0 CO A�1�2X��4�� r 1, 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 326 /- /- /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- /- /- /177 P Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigAid 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 oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE _� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPPII NN Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANOWCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover paWe 675o Forum Drive . listing this drawing indicates acceptance of professional engeenng responsibility solely or 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 f � Gable Stud Reinforcement 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 Ur, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 n- 1pn mnh 1JIn,4 Qno A 14l M.- WeJ.L.+ o...,.+,..m., r.__,---I o..__-. n ,- .- S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace x (2) 2x4 'L' Brace ww (1) 2x6 'L'r Brace iK1 (2) 2x6 'L' Brace w Group A Group B Group A Group B Group A Group B Group A Group BI Group A Group B S P P #1 #2 U #3 3' 8' 5' 9' 6' 2' 7' 8' 77' 11' 9' 1'' 9' 6' 12' 0' 12, 6' 14' 0' 14' 0' HF Stud 3' 8' S' 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' S' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 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 f i P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' U Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' _ r S 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' _ I� #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' Q1 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' QJ D P 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' S' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10' 10' 11' 10' 12' 7' 14' 0' 14' 0' S #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d _ P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' ill 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' U I I P Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I� Standard 4' T T 0' T S' 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' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10, 2' 11' 7' 1 12' 1' 1 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 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' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14, 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 141. Vertical length shown In table above. Connect diagonal at AN ITW CO 11 Earth\ City\ Expressway 1 \ Suite\ 242 1 \ Eanh1 City,\ MO\ 63045 About 18' L 'L' Brace End Zones, typ. 2x6 DF-L #2 or better diagonal r bracer single 8, or double cut (as shown) at upper end. NUt `J',, Refer to chart fil "VARNIN(ww REAR AND FOLLOV ALL NMS CN THIS DRAVM 9 uWMTANTww FURNISH THIS DRAVM TD ALL CCNIRACTDRS INCLUDING THE INSTALLERSZ- Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref "'t Ill. the latest edition of BCSI (Building Component Safety Information, by TPI and MA) fa s •actices prior to performing these functions. Installers shall provide temporary bracing pe. P less noted otherwise, top chord shall have property attached structural sheathing and bo fall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint I ,all have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to ea truss and position as shown above and on the Joint Details, unless noted otherwise. ?fer to drawings 160A-Z for standard plate positions, ' Alpine, a dlvWon of ITV Building Components Group Inc shall not be responsible for any deviatl ,Is drowing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipi -tallation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing. indicates acceptance of professional glneering responsanAlty solely for the design shown The suitability and use of this drawling r any structure Is the responsb0lty of the &dc kg Designer per ANSI/TPI 1 Sec2. -For more Information see this Job's general notes page and these web sites, Bracing Group Species and Grades, Group A, S ruce-Pine-Fir Hen -Fir 5715 #2 Stnndnrd #2 1 Stud #3 1 Stud 1 #3 Standard Douglas Fir -Larch Southern Pinewww #3 #3 Stud Stud El StnndnrdI Standard Group Bi Hen -Fir #1 & Btr #1 Douglas Fir -Larch Southern Pinewww #1 #1 #2 1 #2 Ix4 Braces shalt be SRB (Stress -Rated Board), wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these grorles 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) nulls, )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' braces, space nulls at 3' o,c, In IS' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 807 of web member length. Gable Vertical Plate Sizes Vertical Len tin 1 No S lice Less than 4' 0' 2X3 Greater than 4`', but less than 11' 6' 3X4 Greater than 11' 6' 4X4 h, � ' r-r, + Refer to common truss design for we• w V peak, splice, and heel plates. ° p Refer to the Building Designer for conditions abl ve t(° ref tin, not addressed by this detail, REF ASCE7-16-GAB16015 m DATE 01/26/2018 T 0 ®�j°,� DRWG A16015ENC160118 ,all aww`• y �' MAX. TOT, LD, 60 PSF 10/2021 MAX. SPACING 24,0" 'T Relnfol Memb Gn Tr Gable Detail Far I Pt -in VPrtirnlcz Gable Truss Plate SI7es pproprlate Alpine gable detall for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates, vertical plates overlap, use a .te that covers the total area of Lapped plates to span the web, el 2*2X4 *2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsi 10d Common (0.148'x 3.',min) Nails at 4' o,c, plus (4) nails In the top and bottom chords, Toenalled NaKsi 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 1 1 % S11530ENC100118, S12030ENC100118, S14030ENC 3014100118,s/fy S18030ENC100118, S20030ENC100118, S20030E O1 a ajQPAb10( ' See appropriate Alpine gable detail for maxi an aaw ''1 e0.�� ,Zdvrt� 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detall). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member, eb Length Increase w/ °T° Brace Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o,c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1,30x8' 7'=11' 2' 'T' Relnf, Mbr. Size 'T' Increase 2x4 30 2x6 20 "VARNIN - READ AND FOLLOV ALL NOTES ON THIS DRAVINGI 0 0. ( U0 4 REF LET -IN V E R T -INPmzTANT■■ FURNISH THIS DRAVDJG TO ALL CONTRACTORS INCLUDING THE INSTALLERSC Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refjes..,1. - n� w follow the latest edition of BCSI (Building Component Safety Information, by TPI and SHCA) ft1 DATE 01/02/2018 practices prior to performing these functions. Installers shall provide temporary bradng L wunlessnoted otherwise, top chord shalt have property attached structural shenthine and bm cho DRWG GBLLETIN0118 shall have a properly attached rigid ceiling. Locations shown for permanent laterat restrais shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to ea( of truss and position as shown above and on the Joint Details, unless noted otherwise. s A • :! 8 PI Refer to drawings 16CA-Z for standard plate positions. • aw Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatio r °®®w s•• �8 this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping tow�,aa•' MAX, TOT, LD, 60 PSF AN ITW COMPANY Installation 6 bracing of trusses. A seal on this drawng or cover page llsti g this drawing, Indicates acceptance of professknal / \1 Sute\242 Cityl Expressway ��neerlrgresponsibilitymy ashe reyspons�0.lty ofar the f ttm shom >h"CD1g =g r plrtyANSI/�Iei Ser2 drawing '# tY96/10/2021 DUR, FAC, ANY \\Eanh\City,\MO\63045 For more Information see this Job's general notes page and these web sites, MAX, SPACING 24,0" ALPINE, www,atpineitw.comi TPIi www.tpinst.orgi SBCAi www.sbcindustry,orgi ICG wwwJccsafe.org Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, 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 #3, SPF #1/#2, DF-L #2 or better. )K)K Attach each valley to every supporting truss with: 535# connection or with (1) Simpson H2.5A or equivalent connector for ASCE 7-16 180 mph. 30' Mean Height, Part, Enc. Building, Exp, C, Wind TIC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph. 30' Mean Height, Part. Enc. Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members. All plates shown are Alpine Wave Plates. 3X4 12 12 Max, 2X4 X4 8-0-0 max --10w! 4X4 12 12 Max. I 1X3 1X3 (Max Spacing) 3 5X4/SPL 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. w*w 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 s Square Cut Bottom Chord Valeev ,?\Y(k 2X4 `g SI? '�tltttrl r°� r� 4sV r "WARNDNm. READ AND F0.L13v ALL NITIES EN TM DRAvuaa w ■.INPDRTANT■■ FURNISH TMS DRAVDIG TD ALL CONTRACTMS DELUDING TIE RCTALLERS. Trusses require extreme care In fabricating, handUng, shlpping, Installing and bracing. Refer follow the latest edition of BCSI ®uRding Component Safety Information, by TPI and SBCA1 for practices prior to performing these functions. Installers shall provide temporary bracing perL Unless noted otherwise, top chord shall have properly attached structural sheathing and botth shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint all! � shall have bradng Installed per, BCSI sections B3, B7 or B10, as applicable. Apply plates to each+Sac of truss and position as shorn above and on the Joint Details, unless noted otherwise. .� PI Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Bullding Components Group Inc shall not be responsible for any deviation this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handUng, shipping, AN ITW COMPANY Installation 6 bracing of trusses. 11514\ Earth1 Cit \ Expressway engineeringsaresponsibility ssoolellyyver for � de irg this drawing, Indicates acceptance this professional Y P Ydesign shorn. The suitability per and use of cZ drawing I Suile1242 for my structure LS the responsibility of the Building Designer per ANSI/TPI I Sect. \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites, ALPINE, wwwalpineltr.coml TPI, www.tpinst.orgi SBCAi—.sbcindustry.orgi ICC, wwwJccsafe.org 11 P`6 9 l✓ r? /Mf�7 Y /i{. °rtysj®�r(reAe1wpaA daea,,.un ��o.etls /10/2021 2X4 Stubbed Valley End Detail 0 4X4 Optional Hip Joint Detail n T u e t 2 o, i fusses Partial Framing 24' o.c. Plan .E-LL 30 30 40PSF REF VALLEY DETAI C DL 20 15 7 PSF DATE 01/26/2018 C DL 10 10 10 PSF DRWG VAL180160118 C ILL 0 0 0 PSF ❑T. LD, 60 55 57PSF 'AC. 1.25/1.3 311.15 11.1 CING 24,0' Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPIT #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. "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, 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, www 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', All plates shown are Alpine Wave Plates, 4X4 3X4 2X4 12 Valle 12 Max, Spacing 2X4 X4 Pitched Cut Square Cut — 8-0-0 max Bottom Chord Bottom Stubbed Valley Optional Hip Valley Chord End Detail Joint Detail 4X4 Toe -nailed Valle y / 12 o m n T-usses 12 Max, F-- z a t 2z o. , X3 12 VciL(Q,v Set. 1X3 6-0-0 1 10 Max. I I ab4' b.d. N\. 1X3 <Max Spacing) 2X4 IX3 5X4/SPL 1X3 sl$t�E 9iJJVfsjd S O �IYY�IIq ommon 20-0-0 <++) j -., Trusses Partial Framing ' �.�®awm•°°°•, Rsw *� at 2 O.C. Plan Supporting trusses at 24' o.c. maximum spacing, }y��£' +. r c, —VARtUNGu REan NO M.LOV ALL MIES ON THIS DRAVMG wwIMKIRTANTwt Fl1RMSH THIS DRAWING TO ALL CRITRACTORS INCLUDING THE INSTALLER1 Trusses requlre extreme care In fabricating, handling, shlpptng, Installing and bracing. Re — mid 4• Ia LL 30 30 40PSF REF VALLEY DETAIL follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) e • TC DL 20 15 7 PSF DATE O1/26/2018 practices prior to performing these functions. Installers shall provide temporary bracing BCSLr unless noted otherwise, top chord shall have properly attached structural sheathing and b ton a4rd shall have G �+ • $C DL 10 10 10 PSF DRWG VALTN160118 a properly attached rigid celling. Locations shown for permanent lateral restrain of bf shall have bracing Installed per BCSI sections 23, B7 or B10, as applicable. Apply to e�¢h - emw fi.. s "i• A �I plates of truss and position as shorn above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. r BC LL 0 0 0 PSF 55 AN ITW COMPANY Alpine, a dlvlston of ITV BWldng Components Group Inc shall not be responsible for any devtati this drawing, any foilure to blind the truss In conformance with ANSI/TPI 1, or for handling, shippi Installation 6 bs dng� ,oaw ••®�� / arm•nr•aV, TOT, LD, 60 57PSF 11 514% Earth\ City\ Expressway oruscover Palle llsling this dray prof A seal an this drawing drawing, Indicates ncceptonce of esslwal t engineering responsbNty solely for the design shown The sltabalty and use of this drawing v+ p t $*g 1'(y;j/10/202] IIsuite\242 for' any structure Is the respoese>sity of the Building Deslgner per ANSI/TPI 1 sec2 y? tSs=� DUR,FAC.1�2�/1.33 1�15 115 1\ Earth\ CilyA MO\ 63045 For more Information see this Job's general notes page and these web sites ALP1ND wwwalpineitr.comi TPIi w—tpint. sorgi SBCAi ■—sbclndustryorgi ICO wrw1ccsafeorg SPACING 24,0' e : . VALLEY FRAMING & BRACING DETAIL d R BC 01 Lumber Size and Grade-Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a, minimum of 8.8d (0.131"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 D, Kzt-1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. ce the Grippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. (TYp) Innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails . Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails CRIPPLE, BRACING, & BLOCKING`NOTES�.�..n� 13. Collar beam to rafter 4 16d toe -nails NOTE:16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min, is required for cripples 5'-0" to 10'-0" long nailed w/ 2 40d (0.148"x3") nails. Or 2x4'T' or scab reinforcement nailed to flat edge of cripple with 10d f0.128"x3.0") nails at 6" o.c. "T' or scab must be 90%. of cripple length. Cripples over 10'-0' long requre two CLR's or both faces wl "V or scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing Is not used. -Apply all nailing In accordance to current NDS requiremen 4y Nails are common wire nails unless noted otherwise. H, � `— ENS , / I VAlt►aliriw W.0 NO foam' ALL SATES IN nos MAVDii • - + LL 20 30 40 54 REF VALLEY FRAMING wiDfMTANTwN Ft MCW TICS OLWM m ALL CO TIV41 U V911MM TIC DWALLDM Trusses mclAre ext-one — M fab`kaikV, h-al °, sWpp"e, Inst.Rh%; aM b` dro Ref— to-m'd • *It, 7 DL 10 20 7 7 DATE 10/O1/14 foltow the latest edtlan of BCSI BJIdFp Corpo—t Safety rnfwmtlon, by TPI and SBGU for Graf • • practices prtar to perfornkq these functlons. Installers shall provide tenpanory brac.g per 8 : STATE OF i ; tap shard shah hoer properly attached str..caeat deathinp and cotto LW—w ,rated otherelse,• Q SC DL 0 0 0 0 DRWG VACNV1801015 shall have a property attached Hold cOko Locatlom shown for pernonent lateral restrakrt of, • • Ii n� sMll have Irackp Installed per BCSI seet6rn 83. 17 or 8to, m apolkak�le. Apply plates to radii fa66 : d p Iu(�\VI I of tens and position as shawh above and on the joint Details, unless notes ather.ke. SS •i �' P e• � C LL 0 0 0 0 Refer to dmwkW 16CA-Z for standard plate posittona S �► ••• :�R`O••e• - Alpkw, a ctAdw of ITV Building Components Grow Inc shalt rot be responrJWe far any devhtbn from Fn •6•„•••• �� O AN iTW COMPANY tics dvwkhp, any faAure to baud the truss In conformance with ANSI/TPI 1, w for hnndhg, sh�piny V kntatlathpn 46 bearing of trusses. c TOT. LD.30 50 47 61 A seal on tMs`droekV ar cover page Ustft this ch awkrp, kdrates acaptonce of professloral SIONAL �{1� wrpFeRkrp respOnsNtty solely far __ desky `taw^ T1e suttnhstty and � of thiw d'awk'o Ip001 DUR. FAC. 1.25/1.15 iw• any sic Ic tie respwhsElity of Hddhg Dodger per At6T/IPI 1 Ssr2 Earth Lekekonl Drive Far mw.e Infar,atlon see this Job's gnrat notes ppange and these web dies, 1r6 /O 20/,� SPACING SEE ABOVE Earth City, M063065 ALPM wwwatpkettwcoeu TPA wntpkhst orgl SBCru www.sbdndustryar'gi IC6 wwrj=&feaq (A r