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HomeMy WebLinkAboutTruss0. SHINGLE RO s 2A HEEL-4-3/ — PWMB C r- REVIEWED L4 L Av-o o l?!oO F NM MLTI-PLY GOMM copgannm ALL PLIES SHALL BE FASTEND TOTSTHER CULTS. NAILS. AND M SCRSVSI MUM TG DSTALAUM AND DEME ANY LOADS ARE APPLIED. PER TIE SUPKM ENGDEMM SHMM NM M MT afT Qt ALTER TRUSSES wrncw taaofT w YHTS IFF= RAGA 64AR WILL 1m BE ACCEPTED Vm1OIT R= WRITTO APPRDVAL DY W SERVDE DEPARTNENT AT CARPENTER CDNiRACTORS TF AlERICA. Dr- 677-n3-9497 NOTE ALL SEAR M WALLS NUST BE AMM ATELY DES19M TD CARRY TM LOADS DPOSED BY THE TRUSS DR TRUSSES, AND MUST BE DPLACE AND M SMVME NYM TTE TRUSSES ARE SET IN UFMM m AV® REPAIRS Labeled End Marl( Total Truss Quantity = 69. General Notes 1) M pffdd dad t. dd t� 1. r 2) =v- to a snit KIM U*n att nW 6) Mbt We Y 14 O.Q tdit otMrfiw 4) Prr Thu Ad@ hMAf BCaSI-61 nemt7<tloBm pMatMr. X-haft MAA be 0acW at a faM&M 4zit 16 Ot ma.7 the am to bhprR.at.1 d o A M mt9*tucebamid �' 6dwn aarh Hf® dtrr !o BM-M fa aq ade lmd haft dra1M ROOF LOADING SCHEDULE T�d�pl� 0 20 PSF T& PF BCOL 10 PSF TOTAL 97 PSF DURATION - 1.25 R WIND SPD/TYPL- 160 ENCLOSED BLDG EXPOSURE — C USAGE —REMENTUL CAT II WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 M 2014 T—member deli Rc eonn<etorplata ate dmi�ed forASC�7-10 and maximum f- from both compan" wad claddmgs and main wind force misbog systems. • These tmsses han been rt 'ewed to catty an odditionat l0A psf000<oncumvt bosom tlronl Eva fwd. FLOOR LOADING SCHEDULI Ta.L PSF TCDL v PSF BCDL PSF TOTAL PSF 01 ROOF DESIGNED FOR SHINGLE AM REAMONS AND UPLRM ARE SHOW ON ENGRIE UNG WALL ICY ® 0 OESl7tIPTION arr. DATE am R C M Mt fIM/ 4 NoQf 1Mf • C ItM 7M tlfa w rAM m vMM rIUM V 4 A WI v Q 4 my f/O/11 Mi m Tat. MI t v w 71" Q = or C/1VC R O/r vmnnmwc ffa =w wa trap RV 7f t= Logo" 011tID LDAO% DFS1XBPt10N D6r. DATE M'i <v tma JM tutae Q N AL no= off WIM Ot tv � 0 MM Ly" f t i 1 CARPENTER CONTRACTORS OF AMERICA 3900 AVERE 4 fL V. WINTER HAVEN FLORIDA 33ti60 PHOWD (BODI 959-6606 M (MM 294-2466 BUILDER D.R. HORPON STATEWME PROJECTCIUMKSME MODEL 1672/ARIA/4EAB CCA PROJ/MODEL/ALT 7A6/ 320/167ED ALT DESC OTC 9600 POTOMAC DR LOT 121 BLOCK DESIGNER PAGE 1 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE LDR, H O RTO N /STATEWID11-6ii-D E 7A5/320 CREEKSIDE Lot: Block: Address: ................ __.__................ .... __......... ... .......... . JobNumber: N333986 .................................................................................... ....................... Unit: ^------1 Revision Date: New Load #: i CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 RH01 ALPINE March 1-3,20.19 AN M COMPAW Mr. Bob: Michaelis Carpenter Contractors df-Am&riC'a,:lhCI 3900 Avenue 6, Norfhwest, Wiht6r Haven,.: FL 33880-6201 Re: Alternative. M" s*ta­­Ilations. for 4 single ply carried truss with a width Jess than thehanger width, wood. .blotking.tQ:achieve hill desigh. load'val'uLmL.-for f4co..Mo.uht(jd.,hanger '.attachment "'on. -a -on .. e . ply supporting girder (Rbfbf6nb6 detail WMM2).. Dear Bob,: Fora single ply carried truss with 'a width less than the hanger. 'width you can install :a.prefabricated jack scab .truss (I for woo.d.filler bloclin . The, chord . � sites, --chord..grades, and,A.Ipin,,E�.;C;6hh'd�.t6r.pl�if6(s) to. g e. single:ply-c rr be the. same as the a 1Z:tru§s. The prefabricated jOck:.sdib truss have a: minimum length, of 48" and will. havea. minimum i)itdh.:of:511 2., The single ply carried 1�.uss shall have-g reaptilon of 3,.500# or less. Attach. prefabn*cated.jac'k:scab:truss. with. two. roWs:. ofO.1 28"x3ff" Gun Nails at'2' O.C. per r6W., -stagger6d 1 1 'belbM. F'16a§&pef& to thd- Sihipson SfrongJie Catalog C-C' 20193 Page 216.'1. Figure for more information. Figure I Fora.tiRgle-ply­- ir'de'rAhat requires Wood blocking 'to,bdhiove:IfUll design load value forface-mounted hangers -attach: one wood. block to 'the back face Of the si nglei-ply girder with the: same size. and Ofade. as"thei bottom, bbbrd. Of. the. singlia, ply gird0r. The 7 wood block length to be such that"the-w6cid b . locking -extends to eachadjap"e'rit" . * �l points fyveb s-'.A'n'd bottom chord intersections);. Attach wood pani 'rows qfOA 2W x3,01' Gun Nails ato, O.f0.. per row, staggered 3.0" applied le d to the 6�.66F.orum D.d�yp Suitq $05, brlandp. FL 32821 - (OQO) 52.1-9790 - (80 :422:78685 vww.al*Pineitw.,com ALPINE single- ply -girder fb,ce, With -an .-polit.io-na.l. (20) 0,1.2�7x3KW Gun `.Nai.Is*:each panel ppiht applied to'the, page 216-ifloPreTfor ---- iri'--'---''' --_'_......... ... _... ___-... ___--__-_..... .... ___-____-___-_ __..... ..... ... __... ......... ___'_____-__-_-----'_-___- ----� - Thmaof dated'ank'soah�uaaformhbodfiUer��oc�' ':o'emomd ' �� fd| deakgnkoad*v6huaforh4qgqrq nnust be.apprqved by the. manufacturer. - Ali edod-andohd distances, arid-to.a6inoldfallnai|c.on mU8tbe. tU of "Wood- ' If|c$n.bemfany-further assistance,.or if you have anyqplease.give me a call. ]� � `` ^�~." , �STATE. F � :William H. Krick -RE. RID ~ ' '�' ` r� FL \/ * 6750F6rUnhOdv�5uit6'385 pL32821-(8OO).521-9790-(863)422-�685 w��u�n�¢�Ob,m ALPINE ANITWCOMPANY April 261-:2019' Mr. Bob Michaelis Carpehter Contreidtort of Athe'rida, Inc. Avenue N.Qr,'tbwp. . P G1 Northwest . 5t -Winteir Haven, FL 33880-6201: Dear Bob,. Rd` Stron0ack bridgihg. on fbbf trusget- I understand -there. is -sorn6 concern over our fecdibtriendati6ris forstrongback- bridging on rooftrus'ses, or" it' '8frongback bridgingq for roof trusses is not,a-re.quire.ment of 2014 n is i.- a requirement the Building Component S . afety, Information .(BG S . I):. .But st rom gba ck bridging on; roof trusses is MqeU&4_by..,C0rpehte�Cohtr4dtdr� q-_At0,rJc-a_SIronigbak bridgin- , 01-fhpj QllpwinQ_ two.. functions: One, - One, bridging aligns the bottom chords after they are- set ..so. they are uniform, along the ceiling ig.. .-. lirieAnd,hepsw ceiling serviceability Two; bridging reduces e6lativd deflection of adja0e* fittfUss&s:, Stro. ngba.ck bdddinq.doei* s: Not-orbVent or reduce overall individual d0flectidh, especially -any roof trusses, than 1/4" inch, pfleqf ig. M -C . inch:.....— ..... ..... .... ......... . ..... ....... ..... .... .. .. .......... . . . . �j (r.- - _.qj_q_ ­ ­­­­ n oes not serve a . s e permanent bracing �and is not strongo4qX- bridging i roof. trusses d emporary o r intended tb.distribute. or share. design loads. -beNveeh musses. Consequently, no de I' d` 'have: y sign loads been accounted for.'With thig.detail an . d d0htihUbLis S'trohgba*ck'bHdgihd thdUld: notb6:Attaic'hed between common . and girder trusses-. The use :of strongback bridging shall not. interfere with other- desi n cbnsid&ati6ns as specifiedthe EMgih06r­qf Record or the Building: Designer. The outer ends j4the stro bridging :shall be. aft0ched.jo a wall or anqther;secure end. restraint; or ap-sppcified:.by the Engineer of Record BUildinRD esigner. Strbn'gb'ack- bridging shall. be fa. minimum :of 24 nominal . lumibOr oriented with th the depth vertical:. Attach -:�Z!x&51 nallsi at each intersecting 'r�ernb&. '.When -extending the- -pqm�ion nails .(P-1 extending :strongbatk bridging overlap by afarriinimum -of two trusses. The jocatiop: of. fbe: str6ngback bridging'. maybe Oq: specified . �by the Truss - M�Lhufacturior,. Ehgiheer of Redord, or Building Designer: _Me��Se` -tef&--to BCSI "Stronacking gbi Provisions .'j or to Alpine::8TkOROR1.04 detail for more. information. T . he graphic'... shown (Figure_ 1) is f6rgehiiarlc -jIlo§trAUve purpose only. ,6750 Forum Drive:8uite 305, QrlMdo, FL 32821,- (800) 521.-9790.-- (863) 422-8685 ALPINE i x 11i-U L_ ,:VALE `I I . I •. J ) Figurej, If I .can be of ahyfu0bf assistance` or -if you have: any questions; ple.ase.give..-.meac.all.. Williaiii, H.,Knck. P.E. Cbief'Engi'nee.r Alpine an JTW.:.C-pmpAny Engineering 'Department -Qfldndo-, FL. V821 6780 Forum Drive Suite..395, Cirlanidb, FL 32821 , (800)52.1-9790 - (893).422-18685* Www,;§1PineAw.cdrh i; S.TRIjNGBAC:K �.RI.DGING RECOMMENDATIONS f: tTRONGBACK at All scab -.on blocks 'shatl:.b.e: Cx .minimum. -2x4' 'stress 8R G NG TOGETHE graded .lwmber' >�All_.strongbo:ck bridging .and bracing shall :be :a. rnUm 2x6 '.stress' gracle:d, .lur bar' 4' !, - .The purpose of strop b.a.Gk :brid ing:.Is.: t.o 9 g, "0- ATTACH SCAR WITH'10d:BOX/.GUN _ . de.v.elop load sharing betweQn' Indly{dual trusses,: :al =o• a6. d0.128'x3v). NAILS 7N.2 RGNS:.AT' G. O.C. res.uCtin In 'an overall increase In, -the g SCAB' NOTE, IN LIEU::OF; SPLICING. AS"SHOWN, I stiffnss",;of the. floor system; 2x6 e LAP'"STRONGBACK;BRIDGING MEMBERS ' FOR:ATLEAST ONE StC Qngback bridging' .posl,tioiied• ;Cis .shown .In .TRU=,:SPACING STRONGBACK BRIDGING :SPLICE TETAIL detalls, Is recommended .at 10' =0' .o.c. .<max;> OP —The. terms: 'bribi In '' ' ' g g and bracing are sorletlmes NOTE1 Details J. and 2. ar.'e the ;pref.erred dttaehment methods i ATTACH STRONGBACK 1I1 mistakenly •use.d: Interchangeably. 'Bs^.acing' IS 'aY1 WEH;W/ (3> 1oa. COHHON C0,148fx3') NAiLs 'OR n importanttr: sucturQl re• ulrement of 'dn floor (a) 1od :BmciGUN i qq 26fx3.0')..NAILS 1 or roof system. Refer q.o" the Truss. Deslgh DrgWtn MD) for the;ge,braCln° rulrerients for each Indivldu it .truss component. 'Bridging;` particularly 'strongbeck bridging' is a'. Q recommendation for a truss' system W. help o° contr..ol _ ylbratlon. In: additiori. to' : aiding_ in the distribution of point' loads betweeri adjacent truss, •strongback bridging, serves 'to reduce STRONGBACK BRIDGING. , 'SPACING'REQUIREMENTS to 17 None' re uVed wuulIUr. ur PIC) 1 g point r-e:5tuuul vier .u;�lun. f;! 5ut l lrty, r:rlJr� ibecli i ;such as foots.tepsi . ato•zo rae:tdcmkrcf �. The performance of all floor :systems 'are 1od coNMON",(olae�x3o•> OR Or, to. 2 . t�Ndl. enhanced 'by. the. Installatloh of strongback C/GUN CC128'x3o) NAILS AT 2x6 (MINIMUM) STRONGBACK,. . TUP AND: BOTT13K:hF 2x4 RESTRATNFD AT EACH END. Over to «rori arlP ocpohtsl bridging and therefore Is strongly recommended iCAu7m. BLOCK: ATTACH IGBACK. TO BLOCK W/': (3) y Alpine. IMMON CM481x3AJ NAILS For additional inforl+iatigri rge ardlrtig strop bock lOd"BOX/GUN; C0128'x3.0') l y 1 9 NAILS. �� brld In refer t ' SI :CBulldin Com onent O.. 9 g�. $ P Safety' Information). ATTACH S.TRQMA(XJ. N-6: a q10 3' STRONG$ACK B.RI'DGING ATTACHMENT AL.TtRNATIVES '. ��"" 02-.0 ,• SWARWlom lar�\D lum'fotw "ALL•ICI1z'l7f iras�I1RAVDei . o71QORTIWI� ftroltstl Teas m,\vnlc'ro )aa. cuflwcTv+s DYLit,'D31f*•*` �• :•; v L�:L: PSF REF :STRpNGBACK Twss ,.PtFk*,.xtrercai tifotirkatp,hnd.. . lotto. the Tl: DL latest. edttbn or SCSI ®,s.,lhp Conporwnt Safety,anwifond y Ter and SBCN.far safety ,� , :PSF DATE 10%01/,14 procticrs prior to: peefarnm ahrs. fwkl*s. 11nta14rs shall provide tat p.r Dest..s `•.i No. 7086'1. Wass noted othersbe t.p""di d shall Yave properly.attad,t,l:true4tral VI bat batten': d :) ' �L ... shall hove a properly atiachtd Ndd edh6 Loeatlorv::sh°rn far pernontntIatero[: restraht of ee!$ - _ s .halt have bi a hs{aJ rd r• HGSI sret6rx B3 B7" °r Zo ar a aWe atts to rncK-facC - ppypukc Aao(y bf tr! and` as float above and -on the Joht Drtafa tries noted cthr�erlae.. s .:.: . _ PSF" IIRWG Si'RBRIBft1014: R!fer to dras 16W Z / s4andard ptdte p°xk. 'l" .. Npi+e a.riv -1 ;FAT.V toroairnts -iric. shall.not'tit-rrsporoble`for any-ifevlatton'h•$f �:TA I-. F" Ar•1 IIiAlO�MWIAIY iHs dra„Y,y any:f.11,re: to hushth. huts 33 cmfornanceb AMS7/IPt. 1.or far+y .lr' L D. PSF-. installatbn i. brnchp of,trwrrr. PSF .Aseal'tin.ihle'deeeip or'rovar py this drostr,p,. e,dtoates:"acuptancr of prMesslaial y .O .♦ L . 13713 Rhro tt adve �rh�� -etyy sa4ly t_Zr.the The seob,lty and..,,.e. aQthh do.e,p ..�. �C`�!e• .0 �. - ° I. ` 'pa far s„y atrt,' h char tie r,4wnxwA7 o►'1f s:D,M1,kw'Desllner prr A11SV1PI.S SrrY rq' ••ss SUIt@100 -fat: Ygrr l 'ori+atbn'ser:•fhls. �s pe„erej _mtis °e and thrse etfi sMes! ppoo �. Metytend Heights. MO s3t113 . ALPDlE3.snetpifiHrew Tf1i tinipinstorpl SRCN ses.sbCwwt Y"w Ito snJcesaha-p.PP,CING. , ...... s 1<, ) O'XWES'OFC0 S-R.U.T.I.ON -AXE IAL A.ra'l.NGMOR E -THAR600AAHI�. V RLACF. <O'R! TRW St QO.M. .-TUO-fTON MA'A t' NTAA TE - LLAD :-� E'RIAL.- mug T AS e*Z -APPROPRIA.: R-': AUP THE ) A LAM'S A AV ''S : 1 t�YERIAL Aho L-AEiqp: u i I d. I v.. I'l, gy. t g. 14 -B" won, W.r. wy i 'l,': ' d'XW'*flO - 1: bf 1: . . .4 9"m o -GAW 0 Not 0-1: Cranked or Broken This drawing specifies 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 4 comply with this detail, (B) = Damaged area, 12' max length of damaged section .' U = Minimum nailing distance on each side of damaged area (B) = (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member. Applyy one scab per face. c Minimum side member length(s) _ (2)(L) + (13) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (a) rows at 4' o,c„ rows sto. gerecq Nall Into 2x6 members using three (3) rows at 4e o,c„ rows s aggered, Nail uslnp 10d box or gun nails (0,12B'x3', rein) Into each side members The maximum permitted lumber grade for -use with this detail Is limited to Visual grade 91 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid —panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tle—In loads, s• L L 4' o,c Typlcai + o + o + 0 + 0 0 + 0 + o + 0 + S gger + = Back Face 10d Box (0128' x 31, min) Nails, o = Front Face 2x6 Member - Triplee Row tagperec Nail Spacing Detail Member, Repair Detall Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force . Members Size L SPF-C HF DF-L SYP Web Only ' 2x4 12, 620# 635# 730# 8004 Web Only 2x4 18, 975# 1055# 1295# 1415# Web or Chord 2x4 240 975# 1055# 1495# 1745# Web or C}tiord 2x6 1465# 1565# 2245# 2620# Web or Chlord 2x4 30' 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 321D# Web or Chord 2x6 1 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 s . 48 3460# 3540# 4070# 4445# Web or Cord 2x6 5165# 5280# 6095# 6660# kaVARNIN®wf MAP AND TOLUIV ALL NOTES ON THIS'-DRAVIH01 nONPORTANTca fURIUSH THIS DRAVDIG TO ALL CONTRACURS INCLIIBING THE INSTALLERS, Trusses require swtrrnt cart h fabrlcatlao, haMllro, shIlo ft Installl^^-o and broeloo. Refer to and lottow the lat.st ■&UM of ICSI auAdhv Conpoewent safety in orroibn,rby TPf and SBCA) for safety pprra�etfesn pr)or io perforeJnO those funcilonc, Installsrs shall provkls,tenporary �hraeln0 par 7CSI. unlrss noted otherstee, top chord shall have properly attached strucUr&I sheaihkfo and botton Choi shalt hove a properly at c)kd rlold ar]Ino. LeeaNans shorn For pernanent lateral restmint or webb$ r� shell have bracho Installed per B I st ", 17 or 10, as appUc6brv, Apply Plates to cacti face ALP � 1 a��— of truss and position as shown above and on the Jolni DrtaSs, wtless LLB, Refer to drarinDA 1i0A-S ►or standerd'platr posltlons. Alolls, a cWhIon of ITV lux Components Group Inc, aha0 net be re§penslble for any devlatlon fr AN rrW D WARY S 4 drawing, any failure id b2li ttx truss M confornener with ANSI/TPI 1, r for hondlno, shIPPNO, hstolloilon L•�••odrtp o/ iruccts. A aeal•on thk drawing or cover paps Going ihls dmoi-Q. lwscatas acceptance Of Profesaionat n,pl.rs.•►� rrq,omD,ANy- solely Ior the de■Ipn shown. The Wtobllty ors! usr of iNc drark+p 13300 Lekehopl DAva for any clr•uct+rr k iht rnpansb0.Fty of.iFfe DJIrsY,p Designer per ANSLTPI l Srct, Earth oRy fronta va Per. more Inforwai)on see this JobIr general notes plot aitl Thtst web slt►s$ ALPIM wws,tl ntltw.ean) IPh w.r,t0nrt-org) SDCA, wwabclnductryaro) ICG wwwJecsafa,org Hlnlnun B L Pew L Dlcionee ""'mum L Dlstancr e REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRI71014 24,0' MAX �s U,ALG�Iav ssi. a A T T/ qz, 1 10 .V.- I r 1 00 rfAiv:M� Eimild, o o 0- al 7a �),L VAUVgN 44 UTYA. 43 TT. SI)PM.eJIA douligO lit 6'ddv- o PoN I 15ilfp" Pi 41UL IIP4 gilt rIiu.1ijq=iriitrlU91fsp VIVN.gG woD.(rF� X'. -GION !t9'VO)!P9T' AP14*404 WrRVAPi _-sArfifcq W,6Gq.v.2PL*d.. '4, sv.jn akliy SAIRU-aol PST. V Lpeo -In"993 POD F pd Vilwi:Ral P91c.t wit-olpst'v ..!Uqd0*1599Z Am qjEu-oo;pqT.S 6.01LIiialls ul .11poilp.-O L jd4: gig sdoggoo) aid d jj * 11 v 41, *.s -P-9 j.utp p P; F"Ymaq Al NJ Wade-0,19-N6-AW SA5.04-WO4 PAMMS (Cli-) jod (jZ. piry (U) ;sd 'im BOUN HOIM"VU �33*11'11YA a davoa J0.5k quawaunbaN LunwnUl az a59- n-I Pula M. Au Face -Mount Hangers - I -Joists, Glulam and SCL E These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. 0 W M. Actual " Joist size {m) Model No Carved' Member Duriensions,Easieners " (in. Min f Max j�. (1n } Alloinra6le,Loads Code Ref. . Web 8 Stiff,(,W Regd !;-, = f H = t B Face Jost DF/SP I SPF/HF Species Header ` Species.Header Upliff Floor Snow;( Roof Floor SnoW Roof` °j (115), (125) IUS2.56/16 • - 25/s 16 2 Min. (14) 0,148 x 3 - 1-0 1,660 1 8105 805 j 1,425 1 5b5 1,555 Max. (16)0.148x3 - 70 1,805 1,8051 1.-,wS 1,555 1,555 1,555 21/z x 16 MIU2.56/16 I • - 12s/z 151/k 21/2 -1 (24) 0.162 x 31h (2) 0.148 x 11/z 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 ✓ 2% 101h 2 1-1 (16) 0.162 x 31/2" (6) 0.148 x 11/2" 970 1,945 2,205 2,375 11,675 1,895 2,045 HU316 / HUG316 • ✓ 29JI6 141/a 21/2 - (20) 0.162 x 31/2 (8) 0.148 x 11h 1,515 2,975 3,360I 3,610 2,565 2,895 3,110 IBC, Min. 6118 - ; 2 46 17�/s 21/z '- (2'6) 0162 x 31h" (2) 0.148 x 1 Yz " 230 3:745 4,045 L4 045 3;220 3,480 3,480; LA 21/2x18' HU316I,HUC316., ✓`" 2sj+g 141Ja .. 21/z = ' (20) 0162 x 31/z', (8}=0.,148 x l l2' 1615' 2,975 3;360f,3 61012;5651 2,805 3,110 21h x 20 MIU2.56/20 - 29A61 197AG 21/z - (28) 0.162 x 31/2 (2) 0.148 x 11/2 230 4,030 4,060 4,060 3,465 3,495 3,495 21h°x 22 to 26 MIU2 56/20 ✓ -2 6 19/e 1 24h °= ° (28) Q 162 x 31h'. (2) fl 148 x 11/z re 230 4 030 :. 4 060 E 4 060 3,A65 I 3 495 ° 3 495 s 2 to 26 a 2s/+6" wide joists use the same hangers as 21/2" wide joists and have the same loads. ., '3 MIU312/9 ("3?Js + 9Y6 t 21h '=' " �16} 0162x 31%z (2) 0.148 x 11/z ;e 230 2;305 2,615_ 2 820�11;980 12;24S. 2;425'' x 91h H0210 ?,-, HUC210,2, MIU3.12/11 ✓ ° I - .3?Ja 31/a I $y376 111/a `Z% 21/2 Max. -1 _ (18)-0162 x31% (20) 0.162 x 31/2 (10)=0148 x 3 -' (2) 0.148 x 11/2 ,7..5 230 2,680 2,880 3;020 3 250 2305 3,135 3,135 2,475 2,605 2,695 ! 2,800: 12,695 IBC FL, 3 x 117/e HU212-2/HUC21r/=2- -- -'"✓' 3Y/s" "IOsJ+6 21h Max:-(22)-0:162x31/z ^Tj1i3j0.1'48z'3=" 1,795 3,275 3,695 3,970 2;82 3;18 '3;4"fo`'` HU3.25/12 %HUC3.25/12; l ;3'/4 , °' 113Ja °, 21/z ; "- ;(24) 0.162 x 3M {12) 0:148 $ 3 ,' E,735 3;570 4,030 z 4,33513 075 {_3,470 3;735 �HU3 25/16 / 'HUC3-25/16 - ' l _ ( 3%1 __) � 131As 21/z Min. " (20):0162 x 31/z (8) 0148 x 3. � ` 1 515 2 975 3,360} 3 61012;560 � 2,890 (3,105 - Max. (26) 0162 x 31h- (12}:0�1,48 x 3'. r,:5 3 870. 4,365 4 695 3;330 3,755 i'4,040 �3Ya glulam- �MUCQ210 2 SDS : < < •' 1 3%a i .. 9 = 3 - (12)1l' x 21%z'.' SDS (6)'/a" X 2jh"SDS:2,3/�5 4;,15 1 n, 5 4211 3 Q ux00G 3,,,10 3,71(}' FL HGUS3`s251,10, Q:162-x.31/z. ' `9,095. 9,100 9,100''f 9:10Qt.7,825"17z325 IBC, HGUS3 25/12 • - 3'la , `40 /a 4 . - (5G),0.762°x 31/z' {2U) 0. 62 x 3'/zi ° 5,0401%400, 9,400 9 400,i'$ 085 8085 8,085' FL ".$;tp 30 41/z .=" (16)1/4 x 2%z. S05 (12)�Ja' X 2?/2 ,'SOS; 5 555 )6;720 7 1'0 i , � ;:. 4,840 5 ?6 0 2ci5' HHUS46 - 135/a 5% 3 - (14) 0.162 x 31/2 (6) 0.162 x 31/z 1,320 2,785 3,155 3,40512,395 2,715 2,930 31/2 x 51/4 HGUS46 - 35/a 07 4 - (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,360 4,885 15,230 3,750 4,200 14,500 =139ti6 { . 6�Sis 2„ {^-, `(6) 0.162x 31h" (6) 0162x 31/z `. 1,320 1;595 1,815 ` 1 960,t 1'365 11555 11 680 31/zx,7'/a°' HHUS48''° �,` -"` 35/ef" ��1/a `3: °= (22)'D.162x3'/z' „(8�s0.if2x31%z a$3 4,210 4,770 5140;�3615,f4,095t,4,415 HGUS48 • ! =" j`3$%' 7Yo - _"4 '- (36) 0.162 X31h' {12j 0,162 x 3'h 3,235 -1,460, 7,460 j 7,460, (6'415 6,41516,415`. IUS3.56/9.5 - 35/a 91/2 2 - (10) 0.148 x 3 - ?0 1,185 1,345 )1,455 1,020 1,160 11,250 MIU3.56/9 - 39A6 813/6 2% - (16) 0.162 x 3% (2) 0.148 x 11h 210 12,305 2,615 12,82011,980 1 2,245 2,425 U410 • • ✓ 3s/+6 83/8 2 - (14) 0.162 x 31/z (6) 0.148 x 3 970 12,015 2,285 2,465 11,7- 1,965 2,120 HUS410 - 3s/16 815/16 2 - (8) 0.162 x 31/2 (8) 0.162 x 3%. 2,990 2,125 2,420 2,615 1,820 12,070 2,240 HHUS410 - 35/a 9 3 - (30) 0.162 x 31/z (10) 0.162 x 31/2 3,565 5,635 6,380 6,445 4,845 5,486 15,545 31/2 x 91h HU410/HUC410 ✓ 39/16 8% 21/2 - (36) 0.162 x 31/2 (12) 0.162 x 31/2 3,235 7,460 7,460 7,460. 6,415 6,415 6,415 HUCQ410-SDS - 13s/16 9 3 - (12)114" x 21/z" SDS (6)1/a" x 21/z" SDS 21265 4,500 4:500I =:500 j 3,240 3,240 3,240 HGUS410 • - 35/s 1 9'J6 4 - (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 19,100 ; 7,825 7,825 7,825 IBC, FL, LGU3.63-SDS - 35/s 8 to 30 41h - (16)1/4" x 21/2" SDS (12)1/4" x 21/z" SDS 5,555 6,720 6,720 16,720 14,840 4,840 14,840 LA MGU3.63-SDS - 135/a 9Ya to 30 41/2 - (24)1/a" x 21/2" SDS (16)1J4" x 21/z" SDS 7,260 9,450 9,450 9,450 16,805 16,805 16,805 IUS3.56/11.88 = I'351a;, :"1171a 2' r=° (12)014$.z,3 = 70 . 1;420"1,615i17451;220i"1,390 11,485. MIU3,56111 - = 3--la,! 111ia :2Yz -= - ` (20) 0:162 X 311z : :(2) 0148 x 11h, ,210- 2 880 3,13513135f,2,475 12,695 2,695' U414 :' • ✓,` 3sh6> 10' 2;. - ?,(16)0162x,31n, (6}�014$,x3' � .9z0. 2;305� 2,615;2,820 1�980 2,245 "2,425: HHUS410i •. •`: 3$la 9 ' 3 - `: -. (30}-0.162 x 31/i (10j 0. 62 X.31h ° 565 5;635` ,6,380 a +} 5. 4',845 5; J$6 14.i HUS412 -' ! �" 39h6 { 101%z 2 , '= #, (10j 0162 x,3'%z (10) 0:162 X 31Jz ;:' 35: 2660' 3,0255,3,265,§22,275 '2;590 2 795: 31/2 x 117a'` HU412 /HUC412 , , •° ` 3s116 s 1bs/6 21h" M` 2x1 ,135 302291200231 5 2,490,, (22):0162.x-3:1/i (10)'0148 x3, ' ,795, 3;275 '3;695, 3,97Qa2,820, .3,1.80"'3,425. ' HUCQ412 SDS :..- • !' -. 3s116 a 11_--. ., -" (14)?/g x 211z"SDS {6) ,'/a';z 21Jz',' SDS 2,26 u (i to G.0�3u I w,C .151,3,630 3 )'3 3,a3t} HGUS412_ ° �. -- :3$h'l " 1©I`e' 4 =-; (56) 0162x3?jz {20) 0.162 x 31Ji. 5,640: 9;400 9,400'I9 18,08518;085 .8,085'. LGU3:63=SDS "• = `"35/a, ". $ao 30 41h= - (16} 114" x 212'"SDS, (12} 114 j x 2'1h" SDS 5,555 .6,720 6,720 `6 720 a 4840 ! 4,840,j 4,840' MGU3.63 SDS' °� - j, 35/a ;91/a to 30 `4'/z = '(24j 7La 'x 21/z"•SDS (16} 1/a' x 21h" SDS 7 260 `:9;450 9,450' 9 450' 6 805[6,8051 6;805' HGU3.63 SDS, - . 35/8 11-td;30 41/z "=; (36j ?Ja'. x 21h" SDS (24};Ya" x 2'1h" SD$ 9,1 0" 1' l ^0 a ,7( (i 0j 0 1' 1 <9, i'o I QA7 5 46 See footnotes on p.150. is ,Simpson Strong -Tie" Wood Construction, Con, vectors. Adjustable Truss Hangers ��`�EERfp �j This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. CSee Corrosion Information, pp.13-15. 0 Installation: CUse all specified fasteners; see General Notes. C The following installation methods may be used: V N Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. H Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For •- - -the THA29, nails used for"joist-attaehment-wnrst be -driven" at an angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3W (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart for ,422 for 422.2 426.2 THAC422 Face nails Top nails per table per table IY4 typical 2+h• for THA422-2 and THA426-2 THA418 Double 4x2- Use full table value Single 42 See nailer table �' Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of heade ® _ Double -Shear; Double- Dome Double -Shear Shear Nailing Nailing Side View Nailing Side View; (Available on Do not Top View bend tab some models) 2 face nails (total) 4 top nails _ (total) double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation UP—. Top Flange Installation er to tnote 5 p.187 86 Simpson Strong -Tie° Wood Construction Connectors THA/THAC Adjustable Truss Hangers (cont.) IS These products are available with additional corrosion protection. For more information, see p.15. LAI 701 a A MN! 1. Uplift loads have been increased for earthquake or wind leading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 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 carded Ooist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 18 Simpson`Strong-Tre® Wood Construction Connectors Face -Mount Joist Hangers �G`�EERfp W _ 7> This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost or a combination of these features. The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature n ,ovative double -shear nailing that distributes the load through two 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 ZMAXO 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. 7-7Nfofdesigne8 for wdfcTdd'-6f nailer applications-- - Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side view -i ;i Do not bend tab Dome Double -Shear Nailing Side View (Available on y some models) 1' for 2x's 1W' for 4x's fl" H ;r LUS28 LVII H H US210-2 IN= MUS28 VP HUS210 (HUS26, HUS28, and HHUS similar) y HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) ''Simpson Strong-Ti&•Wodd Construction Connectbrs. SIMPSON Face -Mount Joist Hangers (cont.) Model No M. .> Heel Helght Ga �' ens (m) Fasteners •.' . w}{g' Garrymg Carried Member s ,Member Single 2x Sizes LUS24 � L'US26 25/a --, j , 4'Ia: - T8 ; 1 �/ie 3'1e '°I31a ": 1 �Ss -' 4?/a ":13/d {4) D 148 x 3 > - '; ;($) 0.148 x 3 MUS26 4% 18 19/e 53A6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45/,6 16 15/a 53/8 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 15/3 5 /2 8) Oa62 x`3/12 I LU928 ` 65/a -13la - (6)'0148 x 3.` - (4),0.148"x3 t MUS28 6-51e 18 15/ie 6% 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 1 5/a 7 3 (22) 0.162 x 31A (8) 0.162 x 3% HGUS28 61A6 12 15/3 71/3 5 (36) 0.162 x 31/2 (12) 0.162 x 31/2 LUS210'' ' 4�Ic 18 " ' " 1 she 71 e • :13/a �(8)s(.148 z 3 ; (4),'0148 x 3'�,' HUS210 ,� "83/e `_ - .16 ' 15/a 1" 9 3 �, , (300162 x 31/z (10) 0.16? x 3,1/2 '; HGUS210; ,89/s= 12 .- 15/a•' " ' -9'/e -,' .. 5=, i46) 0162 x 3?/z :� (16) Qi"62 x 3'h ; 1. See table below for allowable loads. These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p. 21. Many of these products are approved for installation l with Strong -Drivel SD Connector screws. See pp. 335-337 for more information. DF=Allowable-Loads SP Allowable Loads% SPF%HF Allowable Loads Modell Code`. Nb. UplifCi Floor: Snow Roof :' Wmd Upbfti ;Floor Snow Roaf Wind Upliftl Floor Snow Roof�� Wind Ref. (100) (115)' (125),. (160} (160), {100) '(115} .(125)x 006), �(160) , (104) ,(115) (125) Singfe 2x S¢es -" LUS26 =MUS26 1,165 a`' 865 x 1,295'" 990 1;4&0' 17070 ,1,560.i 1,355 %,560 1,165 93J 935 1 1405 1,070 ' "1,560 - 1,150 ° .1 r0 : 1,475 - l,560, 865 . --`f 7 ` 635 1 : 955 725 1,090, 785 1,180'; 1.000 v[5`,k. IBC, FL, LA HUS26 1,320 2,735 3,095 0,235 3,235 1,320 2,960 3:280 3,280 3,280 1,150 2,350 2,660 21780 2,780 HGUS26 75:_ „4,340x 4850:`? ,5,120 '.' 5390�K 87a"• =-4,690, '5220. •:5390 ;5;390 .`" 7i30 • 3;225 3;610 3,87ih��'3,985=' IBC, FL LUS28 1165 1100 1,260 1350 1725 1165 1195 1360 1,465 1730 865 810 925 1000 1270 IBC, FL, MUSH, 11s2 ,1730�? - ,1,975•„ ' 2,125' '' 2 �r :.. 1,32 1875 _ " -2,135 2 255 2:C x .1,75i 1'27o ,. , 1;455 1,575`,= . J,95�5, � LA HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4:095 4,095 1 4M95 1,480 3,520 3,520 3,520 1 3,520 HGUS28 -t;65O 7.275 7275'1 7,�75 , e 7 5 325 �.�0 7 D 250 IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS210 2„ 5;45C?r o,S;Y 5 834� - ,-a ��( ;: 2 fi3o •.a _..n a.-5,'80 , ,a„530..,3#l;` .,2"220 2,33' 2,4 5 HGUS210 2,090 9,100 9,i00 9,100 9,100 040 100 00 9,1i) �i,100 1,545 6:3 t:1 ci:730 6,7:i0 6,?30 i33: FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45' •- For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load • 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table bad 0.41 of table load 94 Acute side bpecuy angle Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 0 z a 0 0 O w H 0 Z O 0 0 EL EL rn m b N 0 m s N U U Double 2x Sizes L''US24 2 =; 2'Ia ° `° 18 = 3'/a 3a/s`2 (4) 0162x 3'h�= _ .(2) 0.162;x 31/211c1 800 rj 905, 980 a =1,245 355 ; 690, '',7.80; '845, 1,070` LUS262" 49/s'.'18 31/a, ,4?/a, 2 (4).A.36?x3lz.;'F(4)�0.162(3�/z 1034<11701'265 1;595 910,•- ,. $85 , ,.. 1D05 1j09p 1370` HHUS26-2 45/6 14 35/6 53/a 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 49/6 12 35/6 57/6 4 (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 LUS28 2 , ` "-, 49/6 ' : 1$' °3%a ' 7 2 (6) 0:162x,3'/zr ; (4)"0.162::x31h "; 60 1,315 1490 -1 610" 2;030 >910 '', 1;130 1;280 7;385; 1,745= IBC, f HHUS28=2', ' 69/c "' 14 3s/is; 71/a " 3" (22} 0:16" 3?Iz ($):0.162-,x 3'/ ),r760 4265' 4 810 5,155 (5,980 ,1,515 ' 3 66 , '4;135 .4,435 5;145' LA `HGUS28=2'E j ,69A6 ,.. 12P' s 3 1'6 7�As : 4 (36)Q.162X31h':(12)0.162'x-3'h•"3;-235 7,460� e7,460" 7,460" „7;g60 �2,780 '6,415 �6415 -6,415,:6,415- LUS210-2 67/16 18 31/a 9 2 (8) 0.162 x 31h (6) 0.162 x 31/2 1,445 1,830 2,075 2,245 2,830 1.245 1,575 1,785 1,930 2,435 G HHUS210-2 83/s 14 35/e 87A 3 (30) 0.162 x 31/2 (10) 0.162 x 31/2 3:550 5,705 6,435 6,485 6,481, 3,335 4,905 5,340 5,060 5,190 V HGUS210-2 89/6 12 3-516 Pii6 4 (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 C Triple 2x Sizes O O :-HGUS26'3"`'" t4i"A' " ' 12 41 / 5' : , " 4 :(20}x0162 X3'1le",; (8) 0 ]62„x 3'Iz ": •2,155 4 34t% 4,850'" 517D: 5,St 1855"i 3 730, 417,0 4,445 4,795 IBC, FL, i.: HGUS28 3 1 6 �5s .12;4.6 1 7 /a ' 4 (36) 0162 x 3112 {12) 0.162x 3'h 3,235 7 460` 7,460 7,A60 7,460 8016 6 415 , 6 415.:6,415' 6;415;, LA 7 HHUS210-3 83/8 14 4111A6 87/s 3 (30) 0.162 x 31/2 (10) 0.162 x 3112. 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210 3 81I,6 12 415/6 91/4 4 1 (46) 0162 x 31/2 (16) 0162 x 31/2 4,095 9100 9100 9100 9100 3,520 7,825 7,825 7,825 7,825 "a uS;,av44 �3zr .-§i, f?fiY'ES .. Rrtfi: r� 70n _,"`,41S.., I'?fPI.L '�.-<: o+ p N�!•_F Quadruple 2x Sizes HGUS26-4 ' , 5'h' ` rt 12 69A6 5346 '4 ; (20)"0.162 x 31/z' 8) O 162x 3'/z .2,155 4,340 4 850 "5 i70, '51, f1 855; 3 730; 4 j70 4,4,45 4;795° IBC, FL, HGUS28-4 71/a 12 66/6 7%, 4 (36) 0.162 x 31/2 (12) 0.162 x 31h" 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 8% 14 61/a 87/a 3 (30) 0.162 x 31h (10) 0.162 x 31/2 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS212 4,'; 1- i0s/e 12 69fe 10$/s" `.4 (56j"0162' 3?y '(2D)"0:1,62x3"/z 5,61} ;04 " �, 4 04� 9,OY 4,700 1, .80 F',j O ',ICO �,i:? j IBC, FL, LA HGUS214-4 , ; 12% ,' 12 69h6" 1251a 4 , ;{66};0162 x 3% ,,(22) 0.162 x 3"1h -5,695 10;125 10,125 10125 10;125 4.900'' 8 710 '8 710 8,710 8,710' 4x Sizes LUS46 '_ - J, 4'/a ? 18 36/6 43/a "" =2 (4)"0.162 X 31iz": (4)-0.162x 3'h, - 460. '7,030 '7,17Q ,1. 265 �1,595_ 910 ,� 885 � `7,005 1,090-1;37D� IBC, FL PHHUS46 '.: - t" 45/e 14' 35% 591is ;g (14)0162X31/z,""(6j"0.162x31h 23'2,83G- .P 3,190' `,0,415""4",250 ,1 5, 2,435 .2F745 2,935; 3,655.. LUS48 43/a 18 39/6 63/a 2 (6) 0.162 x 31/2 (4) 0.162 x 31/2 'i,060 1,315 1,490 1,610 2,030 9.10 1,130 1,280 1,385 1,745 IBC, FL, HUS48 61/a 14 39/6 7 2 (6) 0.162 x 3'h (6) 0.162 x 31h 1,320 1,580 1,790 1,930 2,415 1:135 1,360 1,540 1,660 2,075 LA HHUS48 61/z 14 3% 71A 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 1;760 4,265 4,810 5,155 5,980 1,5 5 3,670 4,135 4,435 5,145 HGUS48 67/6 12 3s/e 7'/6 4 (36) 0.162 x 31/2 (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 °EUS410 6la " 18 "39/6'• 83/a' 2 , ($)"0.162 x 31h "(6} 6:162x 3yh , ' „145 1,$30 2,075 2 245 2,830 1-.245: 1 575. 7 785' .1,930 2,435 f jHUS410 � _ 8% , ' 14 s " 35 9 -3 (30) OjU x 3 /2._ 1 (10) 0.162 x 31 �,B5G 57D5 6 435 v 6 4 6 is 4 905 5;535 i .a � r � � 5 AGO S416 ` 8 h6 12 - 35/a 9'16 -, 4 (46) 6162 is°3?/z: (16) 0.162 x 31h 4x095 9`100% 9100 :9100 91,00 520' 7 825 7;825 "7,825 7,825fi IBC FL, LA HGUS412 107/6 12 35/a 10% 4 (56) 0.162 x 31/2 (20) 0.162 x 31/z 5,695 9.045 9,045 9:045 9,045 4:900 "1,780 7,780 7,780 7,780 HGUS414 117/6 12 35/a 127/6 4 (66) 0.162 x 31/2 (22) 0.162 x 31/2 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes 73/a j109/6} 4..; FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads 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 ANSUTPI 1-2014. Simpson Strong -Tie Connector Selector* software includes the evaluation of cross -grain tension in its hanger allowable loads. 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 3%' in the joist, with no load reduction. With single 2x carrying members, use 0.148" x 1'h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 - Simpson Strong-Tie®Wood Gonstruc"tion Connectors Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/a" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge w Finish: Galvanized i o Installation: C) • Use all specified fasteners; see General Notes C o • Can be installed filling round holes only or filling U round and triangle holes for maximum values N • See alternate installation for applications using the HTU26 on a 2x4 carrying member or p=. HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity CL HTU may be skewed up to 671/2'. See Hanger Options on pp. 98-99 for allowable loads. ` See engineering letter L-C-HTUSD at strongtie.com w for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table 1Im HTU26 ` �1/8 max: gap betthid truss and carrying i HTU Installation for Standard Allowable Loads (for 1/z" maximum gap, ' use Alternate Allowable Loads.) E Many of these products are approved for installation with Strong -Drive", SD Connector screws. See pp. 335-337 for more information. Standard Allowable Loads (1/8" Maximum Hanger Gap) Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) Min. Dlmensions'(in.) Fasteners (in } DF/SP Allowable Loads SPF/HF Allowable Loads a , Model �; code Heel No Height W H g T Carrying Darned Uplift i Flaor Snaw -Roof VJmd . Uplift Floor. i Snow Roof ° 'Wind Ref. t , . Member Member- (160) I (100) (115} ] (125) (160)- (160) Sinale 2x Sizes Nf>>u26(Max,)e, ( 51z_ l'ls.:b s 3V2, be,X'6 �,iJzu).u:142iX;t7a ��opp � z,y+u�_ a p v +u•,u,, i,aoa3 caov , a ���? _=,.t- , ou IBC, HTU28 (Min.) 37/a 15/a 71A6 31/2 (26) 0.162 x 31h (14) 0.148 x 11/2 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 12,920 FL, HTU28 (Max.) 71/a 1 5/8 71As 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 2,020 3,820 4,315 j 4,655 5,435 1,735 3,285 133,710, 4,005 4,675 LA HTU210, (Mitt) ' 37s'' ;1 %' ; 9'As 31/2.- (32) 0,162 i 31/z. ,114) 0.148 x 11/2, :1,330 ,3i1 i' 4,303, , 145 225' HT11210 (Ma(.),_ `:91 .15/a a91As 31h (32) 0:162 x 31h :( {3 0.148 x:fm2 .3,31_'5 4;705 a "�, s r'K ` 5 995 '2i850 4,045 , t a5 °,3 �C .5,155.: Double 2x Sizes HTU26 2 (Min.)_ " " 37/a ,3 Se .51 M 31Ji (20),O' A62 X 31h g' (14)-0148 x3 1,515 12,940; _^-?13 2,=:,8(P' 3 910 1305 ; "1,850 , 2 090e ? 2,255 ; 2,465 HTU26 2,(Max) s 51h, 35As 5'As ,31h°` (20)`0.162 X 3'h„1 <. (20) 0.148 x 3 •4175 2 940'= 3, ,a z 0 �'.,r8� -1;870 j .2,530 f 28Sa" �3, , 3,855` HTU28-2 (Min.) 37/a 3�ls 71Ae 31/2 (26) 0.162 x 31/z 1 (14) 0.148 x 3 1,530 3,820 4,310 14,310 4,310 1 1,315 2,865 3,235 3,235 3,235 IBC, HTU28-2 (Max.) 7 /a 35As 7 As 31/2. (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 3,820 4,315 j 4,655 5.82..5 2,995 3,285 1 ' r r,5 5,''10 LAFL, 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 %" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie" Connector Selector' software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member, For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22, for fastener information. 96 ti z_ a 2 0 U w 0 Z 00 U) Z 0 CO m O N O 0 U ti Simpson Strong=Tie® Wood CionSirUdetion'COnnectorSHTU 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 Model HTU26 (Min.) 37/a I (2) 2x4 (10) 0.162 x 31/z (14) 0.148 x 1 Yz 925 1,470 1 1,660 1,790 1 1,875 1 795 HTU26 (Max.) 1 51/z 1 (2) 2x4 (10) 0,162 x 31/z (20) 0.148 x 11/z 4,240 1,470 1 1,660 1?90 12,220 1 1065 1. See table above fog 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 risted diameter by length. See pp. 21-22 for fastener information. 4lternative Allowable Loads (1/2" Maximum Hanqer Gap) 1,265 1,430 1,540 1,615 1,265 1,430 1,540 1,910, IBC, ncon nog, 'a rFL, LA Min (In) fasteners (in) DF/SP Allowable Loads SPF! jodel No Heal Carrylny'. Carried Uplift ;Floor Snow fioofi Wirid;` Upfft� , Flog ;� Height W H g' Member l Member (160) (100) { (115) (125) (160) (160) (10 Single 2x Sizes 31h `"°i;°!e. ' 57/a t 3 h (20) 0162 x 3�1z (11) "0.148 X 711z ` 625 . s 5 2,3c} 2 ^,9` (Min.) - 37/a 1'/a 57/a 31h ry(20j 0.162 z 3?1x' (14)'0.148x`T1h 1175 , ;2 940 3;100 -3,100 3,100 ? 1,04 0 -1 9 HTU28 (Min.) 37/a 15/e 1 71Aie 1 31A (26) 0.162 x 31/z 1 (14) 0.148 x 11/z 1010� 3,770 1 3,770 3,770 3,770 9 2,825 2,825RM FL, LA HTU28 (Max.) 71A 1 % 171Ai 31/z (26) 0.162 x 31/z (26) 0.148 x i b 1,920 3,820 4,3 5 4,655 5,015 1,695 2,865 3,L35 Double 2x Sizes HTU28-2 (Min.) 37A 3-/,a 1 714a 1 3% 1 (26) 0.162 x 31/z (14) 0.148 x 3 1,490 1 3,820 3,980 1 3,980 1 3,980 1,280 1 2,865 1 2,985 2,985 21985 IBC, FL, HTU28-2 (Max.) 71A 3�a 71A. 31/z (26) 0.162 x 31/z (26) 0.148 x 3 3,035 3,820 4,317 4,G55 5.520 2,610 2,865 13,235 3,490 ? LA 7-7-77777 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and xh", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVT-PI 1-2014. Simpson Strong -Ties Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/z" nails- in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. .Simpson" Strong -Ties Wood Construction Connectors ' ; ' _.", ,' ' = `, . " , - ' • � , $�M�?$�i1� 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 26/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an W version and specify flange io conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and 1/4" x 2,A" Titen 2 screws (Model iTN2-25234H) for G -CMU. Follow all installation instructions and use the loads from the sawn lumber or ENIP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/,6"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/,6"-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 Y116" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/,6" 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. • VV`here no uplift load is required, a minimum end distance of 11/2" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 Aril -ye rr, HU214 Figure 1 — HUG410 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.) These products are available with additional corrosion protection. For more information, see p.15. (4) 1/4 x 23/4 1 (4)1/4 x 13/4 (2) 0.148 x 1'/z 335 0148 (4)1/4 x 23/4 (4) 1/4 x 13/4 (2) 0.148 x 3 380 1,000 335 1,545 1500.;; 760 2 400 1,000 380 1,545 HU26-3 (Min.) HUC26-3 (Min.) (8) 1/4 x 23/4 (8)1/4 x 13/a 1 (4) 0.148 x 3 760 2,000 1 760 1 3,200 HU26.3 (Max.) HUC26-3 (Max.) (12) 1/4 x 23/4 (12) 1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU210 HU21 OX (8) 1/4 x 23/4 (8)'/a x 13/4 (4) 0.148 x 1'/z 545 2,000 760 2,415 HU210 2 (Min , HUC2102 (Min,),: (14) .'/4 x 23/a (14)"'%4 z'13/a d, 135 3 500= 1,135 4 920 .' HU210 HUC210 2 (Max) (i8)'7a x 23/4 {18) 1/4 X;13/a (10) 0148 x 3 4. 1=800 r. 4,508' i `8005 085 HU210-3 (Min.) HUC210-3 (Min.) (14)1/4 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)1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 HU212X (10)?(ax2314 ,E x13/a (6)0148x.1'h ¶Y9 a>. 1135 2500 1,1,35 '2,665 o HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 ; (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 tlUY IZ'd (M8X} t1Ul,ZlL d (NI3X } _ ., . .. _ 5U(ZZ) (aX Z9;(]U).146,d , 6:Y . 1,t_uu" Udtb.� ,., I J _i HU214 HU214X (12) 1/4 x 23/4 I (12)1/4 x 13/4 (6) 0.148 x 1'/z 1,135 2,665 1 1,135 1 2,665 HU214-3 (Min.) HUC214-3 (Min.) (18)114 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 I 5,085 HU214-3 (Max.) HUC214-3 (Max.) (2 4) 1/4 x 23/4 (24)'/a x 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 HU216)((1$)'/4 X 1 �/a 148 X t1'/x " � 1315 2"! i 1 i515 Q q 2 920 ° HU216 2 (Min.)s HUC216-2 (Min.) (20)114 x 23/4 �. (20) 114 x 13/4 (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 j (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU7 (Min.) (Not available) (12)114 x 23/a 1 (12) 1/4 x 13/4 (4) 0.148 x 11/z 545 2,980 760 1 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/z 1,085 3,485 1,085 3,485 HU9 (Min) (Not aeailable) (18)'%a x 2�a 1,135 3 230 0. HU9 (Max) (Not available} ( (24)'/ax 2'la ,` {24) i/a x`13/a {10) 0148 x 1'/ v t445f 3 735; 1 4,45 3 735 HU11 (Min.) (Not available) (22)1/4 x 23/a j (2 2) 1/4 x 13/4 (6) 0.148 x 1'/z 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 13/4 (10) 0.148 x 11/z 1,445 3,735 1,445 3,735 HU14 (Mm) (Not available) , . (28)1%a x 231a x (28)1/4 X"131a " 515 M, , - 3 485 1,b15 ' F 3 485 HU14 (Max) (Not available) " , (36)'/4 x 23/a (36) 1/4 x 13/a (14) 0148 x 11/z 2 015 � 4!,.? 5 2 015 4 245 STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES 5/5KI-4-I pl AN �a�ii��aS11 �a�a��aaaaau UPLIFT/SHEAR ANC _ EACH TRUSS - SEE PLAN IBBON BOARD- SEg CHEDULE FOR SPACING ! ASTENING TO TRUE+ i MASONRY WALL- B/SKI SEE PLAN NOTE: ADVL FRAMING NOT 5HOWN FOR CLARITY RAISED HEEL TRUSS BEARING A SCALE: NTS SKI ROOF SHEATHING- SEE I SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUS5E5 -SEE PLAN Lu N RIBBON BOARD - SEE SCHEDULE FOR SPACING d FASTENING TO w <o TRUSSES WALL SHEATHING -SEE PLAN = MIN. 15/32' CDX PLYWOOD OR 1/16' OSB WITH 8d GUN NAILS (0.131' X 2 1/2') a 6' O.G. TO UPLIFT/SHEAR GYP. CEILING- RIBBON BOARDS ANCHOR EACH SEE PLAN t TRUSS- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING B SCALE: TITS SKI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT VultRl65 MPH i (2) 12d GUN (0.131' X 39 (Yasd=128 MPH) 2X4 SPF'2 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED i vult=180 MPH (2) 12d GUN (0.131' X 37 (Vasda139 MPH) 2X4 SPM I6' TO EACH TRUSS, (4) EXP. C, ENCLOSED NAILS AT JOINTS w,LM— 0 U m �< °» �Qax wwozo Lu w Z cLfie 3 U SHEETTITLE: RIBBON DE FOR MFEO HEEL ROOF tRU55FS 5HEET INFORMATION: IOBNO.: 311I., OAIE ISSUED: I.B., R—WED BY: SK.I 11 ALPINE , AN.OWCOMPAW", January 10,2020, .Carpenter -,Contractors of America, Inc. '3960 Avenue 6- N-W Wilit.WrliaVeo, F� , L33 . 9 B. 0': - 6 2,, Ol Dear Matti fh s questions were raised concerning 5./W d"i'dTfiet6r lChat t6me.t'b my attention,'t at,- o.m,.e ques hote's-dril!6.d thruihe, ch6r'-d's' (wide face) ofsys42 gable end `trusses to allow.. for threaded rods used for "tie downs gableends-are ,over.,.conhftfuous support, 'e4� nd With, 6d. ufth&,centerlin-e- .th e - — P "thbuittam'd' ge ydonhedtdfi'platb� or vertical webs then fke no'.,.dlose: than, 4' GIC.,wi gin an ld no repair is retidlr6d.,The truss only slfgports�z !' flbbtlba'd s.an no additional load.. If,Y.'6u haVe,,afn'y t" " �q.cdll 'ques ionsl,,,p ''I"ease give Sincerely; , X4 10, a - ATE OF )N. 41, Y 6.750'F6rum Orivej .9 '1 -9, 0 Strife 30, j Orlando, FL 3.?.821 -(800 521 .863):422-8.685 www.lalpinqRW�QqM, W 3 doc=wt has beery electrcnicaW sig nod and sealed u rw a Dour Signattire. Frit9ad copies Mftth an origind sigttatzo nurAb0 vented using#ie original eteclrotocversian.. 4 , COA #0 278 .......". f ` 03/10/2021 (4c. �`i�J.7Ci�Fil 11 STATE C i O R, ALPINE. AN r W COMPANY Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821. Phone:(800)755-6001 www.alpineitw.com �' � �OCril�tl'On .. : - , . � is , . ,. • + R� � 'I' . . _ " .. " CUsterner. Carpenter Contractors of America IJobNumber.- N333986 Job Description: 7A5/320 ,167ED ,RH01 / 1672/ARl1A/4EAB ELEV.D Address: Jab En ityeeiin Crltene; Design Code: FBC'7th Ed. 2020 Res intelliVtEW Version: 20.02.QOA JRef#: lX3L89750067 Mind Standard: ASCE 7-16 wnd Speed (mph) 160 Design LLoading (pst): 37.00 Buildin T e: Closed This package contains general notes pages, 27 truss drawing(s) and 4 detail(s). 1 069.21.1302,24968 Al 3 069,21.1302.25124 A2 5 069,21.1302.25094 A4 7 069.21.1302.25625 A6 9 069.21.130215812 A10G 11 069.21.1302,25483 A9 1.3 069.21.1302.25719 131 15 0%21.1302.24749 C1GE' 17 069.21.1302.25671 MV01 19 069.21.1302.25764 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; GBLLETIN0118 31 VALTN1'60118 2 069.21.1302>24796' A1A 4 069.21.1302.25030 A3 6 069.21.1302.25062 A5 8 069 21.130124703 A7 10 069.21.1302.25514 A8 12 069.21.1302.25562 A11 G 14 069.21.1302.25656 62GE' 16 069.21.1302,25750 V4 18 069.21..1302,25452 MV02 20 069.21.1302.24922 EJ7 22' 069.21.1302.25437 CJ5A 24 069.21.1302.25827 CJ3A 26 069.21.1302.25358 CJl 28 A16015ENC1601'18 30 VAL180160118 s Florida Certificate of Product Approval #FL1'999 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/TPl 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. ora. 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.oro. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.orq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 FEQN:498021 COMN Ply: 1JobNumber: N333986 Cust:R8975 JRefAX3L89750067 T18 rROM: RWM Qty: 8 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.24968 Truss Label: Al SSB / YK 03/10/2021 r 0 0 6'17 i ( , 12'8"15 19'4" 6'78 671 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 It 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. 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" 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): 25'11"1 32V'9 38.8" 67"1 6,7'8 6'17 9,4„ 28'8" Defl/CSI Criteria PP Deflection in loc L/defl 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 03/10/2021 Ver: 20.02.00A.1020.20 L." i 1 d ♦ 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) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the �,,,,,,ro,, AW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely for the design shown. The suitabilif and use of ihis drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com: TPI: tpinst.orp: SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC: awc.orc 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: A1A SSB / DF 03/10/2021 • zr1"12 1,9 i2 7'10"14 12'112 17'10"4 194' 26'6"4 30'9"2 7'1014 4'2"14 5'8"8 1'S" 2 5'4"8 4'2"14 7'10"14 =5X5 F T 1 � E T2 �14X4 004 T3 12 D H 6 Fe;- w9 o5,5 k5r5 R N 8 J A +G K 8'8" 4X6(A2) ll =5X14 =5X8 aP =6X8 =5X74 L=4X6(A2) 38'8" 1' T115'10"4 4'0"17 T11"5 1' F - T11"5 12' 1T10"4 19'5'14 26'8" + 30'8"11 21 I- 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) 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 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. Pefer 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 ANII CCMPAW truss in conformance with ANSI PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili�t�r solely for the design shown. The suitability and use of this drawing for any sfructure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com: TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora 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/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25124 Truss Label: A2 SSB / DF 03/10/2021 617 6' V7 125 + 19, 6'7"8 63"1 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 It 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 0.1284" 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. P'11"1 32'6"9 + 38'8" 1"1 6'7"8 617 =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): 18'8" 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: 0.427 03/10/2021 Ver: 20.02.00A.1020.20 10' 1 38'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1660 /- /- /936 /292 /427 H 1660 A /- /936 /292 A 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 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 andSBCA) 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 bracm installed per BCSI sections B3, B7 or B10. as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Referto 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 A-COMFAW truss in conformance with ANSI/I PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering 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: alpineitw.com: TPI: tpinst.orq: SBCA: sbcinduslrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 49805 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T16 / FROM: RWM City: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25030 Truss Label: A3 SSB / DF 03/1012021 T10"14 + 17' 218" I 30'9"2 38'8" T10"14 9' 1 "2 4'8" 9'1 "2 7'10"14 cn b co 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 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; B2,B3 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. =5X5 =5X5 D E 9'4" 38'8" 9'4" 19'4" 28'8" 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): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.183 J 999 360 VERT(CL): 0.309 J 999 240 HORZ(LL): 0.0681 - - HORZ(TL): 0.116 1 Creep Factor: 2.0 Max TC CSI: 0.759 Max BC CSI: 0.739 Max Web CSI: 0.592 03/10/2021 EW Ver: 20.02.00A.1020.20 10' 1' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw ! U / RL B 1716 /- /- /940 /309 /385 G 1716 !- /- /940 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 G Brg Width = 8.0 Min Req = 2.0 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1592 - 3121 E - F 1617 - 2927 C - D 1617 - 2927 F - G 1593 - 3121 D - E 1280 - 2045 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 I - F 501 - 443 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per-BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly _ attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10. as appl!cabgle. Apply Oates to each face. otruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 16OA-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 ANMCOMPANV truss in conformance with ANSIl� PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pate 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solelylor the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 49806 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JR&AX3L89750067 T15 FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25094 Truss Label: A4 SSB / DF 03/10/2021 7'1014 15, 23'8" 30'9"2 38'8" 7' 10" 14 7-1 'T 8'8" T 1 "2 7.10"14 5X5 z 5X5 D T3 E 12 6 ,5X5 5X5 C r ih W 50 W1 B A G H 8'8" 4X6(A2) -6X6 B2 =6J B3 =6I=4X6(A2) � 38'8" �1' 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): 0.194 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 Mean Height: 15.00 ft HORZ(TL): 0.116 1 Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.0 psf B Brg Width = 8.0 Min Req = 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 G Br Width = 8.0 Min Re 2.0 g q = 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. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.496 Bearings B & G 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: us 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 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; C - D 1748 - 2859 F - G 1729 - 3051 D - E 1464 -2203 Bot chord: 2x4 SP #1; B2,133 2x4 SP 2400f-2.OE; 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 I - 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 gtt�stttnlrrrtrrrra NIP' H. y� $ a�dw®xaram •�0 GE 8 s ' •r. 4$ sfa w'y `+B� s si. (08 9 r a a ^ a ip COA AL 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) for safety practices prior to performing these functions. Installers shall provide bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections temporary have a properly B3, B7 or B10, as applicable. Apply plates t0 each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildi ncQL Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI. 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin listing this drawing indicates acceptance of professional en ineenng responsibilitty�r solely -for the design shown. The suitabili y drawing for any structure is the responsibility the BuildingUesigner ANSI/TPI 1 Sec.2.305 or cover pa a 675o Forum Drive___ and use of this Suite For of per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 498071 HIPS Ply: 1 Job Number: N333986 CuR 8975 JRef:1X3L89750067 T14 / FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25062 Truss Label: A5 S9 1 / DF 03/10/2021 6'94 13' 19'4" 258 311012 38'8" 6'9"4 6'2"12 6'4" 6'4" 6'2"12 6'9"4 =5X5 III2X4 =5X5 D E F 12 6 e2X4 W 2X4 C co G o Lo W3 B H A 18'8" 4X6(A2) =6X6 =5X8 =6X6 =4X6(A2) 38'8" �1. 10' 9'4" 9,4" 10, 1 10' 19'4" 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 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 /- /- /931 /699 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ItHORZ(TL): 0.130 J Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 TCDL: psf 5.2 H Br Width = 8.0 Min Re Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.535 9 q = 2.0 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.797 Bearings B & H are a rigid surface. Bearings B & H require a seat plate.Members Spacing: 24.0 " C&C Dist a: 3.87 ItRep Fac: Yes Max Web CSI: 0.565 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 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 �q$testrttsNrrsdslrfr E - K 536 -353 a�6E s� ., 0 7Q8 1 ® 4 t SW4@� O C � d 1 e « a ad % �� oY s p COAdA'e+'�e 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)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracingg 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 i 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 Buildingq�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPA. truss in conformance with ANSI/TPI 1, for handling, bracinlof or shipping, • installation. and trusses. A seal on this drawin or cover pa e... 675o Forum Drive listing this drawing indicates acceptance of professional enpmeering responsibility solely for the design -shown. The suitabilify and use of this Suite 3o5 drawing for any s ructure 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: 49808 / HIPS Ply: 1 Number: N333986 Cust: R 8975 JRef:1X3L89750067 T12 / FROM: RWM Qty: 1 1,7,A,,,2oob 167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25625 uss Label: A6 SSB / WHK 03/1012021 5'919' 27'8" 32'10"12 38'6" 5'94 5'2"12 8' 8'8" 5'2"12 5'9"4 .5X5 =5X5 =5X5 D E T3 F 12 6 �2X4 W 5,�:2X4 o C (a) (a) G rn W3 io m B H A L K J =4X6(A2) = 5X5 = 5X8 = 5X5=4X6(A2) 38'8" 1' 10' 9'4" 9'4" 10, 1' t 10 19'4" i 28'8" i 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 L/defl L/# 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 f701 /263 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 J - - H 1518 /- /- /918 f701 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.120 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 = 1.8 TCDL: 4.2 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: 0.832 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.731 Bearings B & H 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: 0.575 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 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(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 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. yg$1CtitalsSF�ld81i sp Wind Wind loads based on MWFRS with additional C&C` member design. • v" "9s Wind loading based on both gable and hip roof types. 0.7.08 1 " _a • r e 4 a COA fard7,�i na3�'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 thelatestedition 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 attache pr! id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 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 ANRWW-ANY truss in ANSIITPI 1, for conformance with or handling, shipping,, installation and bracin4 of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilify and use of this -Designer Suite 305 drawing for any structure is the responsibility of the Building per ANSINI 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: 49809 / HIPS Ply: 1 mber: N333986 Cust: R 8975 JRef:1X3L89750067 T9 1 FROM: RWM Qty: 1 F,7A5,.31u20,1,7EDRH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.24703 Label: A7 SSB / WHK 03/10/2021 9' 17' 21'8" 29'8" 38'8" "i 9, 8, f' 4,8„ 8, 'F 9, i _6XT2 D 6 _5X5 =4ET34 6X6 F 12 6 T W b (a) (a) W5 u� B G A 1. � H =4X6(A2) -6X6 =5X5 =6X6=4X6(A2) 38'8" 1' i 10, 9'4" 9'4" 10, 1' 10' 19,4„ r 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 ]cc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Ft. 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 Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.906 g q = 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 seat plate. 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 9.0o 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 - I 3036 -2492 be equally spaced. Attach with (2) 8d Box or Gun K - J 3034 - 2506 1 - 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 - I 869 -765 for (2) CLR'S where shown. Scab reinforcement to be K - D 866 -763 1 - F 688 -391 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" cc. p8814fIrt117Ad1Jif� $� Wind Wind based on MWFRS with additional C&C ds . member �• Wind loading based on both gable and hip roof types. z .'� �� �` o� 0 r " S p x s a s ®yr O • 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, 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)% attached structural sheathing and bottom chord shall have a properly attachetl rignid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as appllcab a. Apply Oates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANC CCWAW truss in conformance with ANSI Q PI 1, or for handling, shipping,. installation. bracin4 trusses. A this drawing and of seal on or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en meering responsibilit� solely -for the design shown. The suitability and use of this Suite For drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49827 / HIPS Ply: 1 ob Number: N333986 Cust: R 8975 JIRO:1X3L89750067 T25 ! FROM: HMT Qty: 1 1,71A'51320,167EDRH01 ! 1672/ARIA/4EAB ELEV.D DrwNo:069.21.1302.25812 russ Label: A10G / YK 03/10/2021 7' 17' 26'4" 31'8" 38'8" 7' 10' 9'4" 5'4" 7' 12 111 C8 T2 =8XD10 T3 =H1E14 T4 �6F6 T6 T M o (a) W n (a) io i B G v 1 A I�8,8„ = H 4X6(A2) B7 1112X4 =5X5 1112X4 =6X8 1115X5J =5X5=3X6(A1) 1 26'4" 12'4" �1'T 7'1"12 4'10"4 3,8" 5'7' 5,048 T3"8 + I 2'.58" 7'1"12 12' 1'826'4' +1'� + 31'"8 38'8" 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 L/defl L/# 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 /- A A /806 A BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - - J 4100 A A /- /1843 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 10.51 ft HORZ(TL): 0.101 K G 256 A /- A /134 /- NCBCLL: 0.00 Building Code: Creep Factor: 2.0 TCDL: 4.2 psf Wind reactions based on MWFRS Soffit: 0.00 gCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.785 B Br Width = 8.0 Min Re 2.1 g q = 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 G 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 Bearings B, J, & G are rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) i 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 Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a) 1X4 #3SRB or better continuous lateral restraint to B - N 28-12L - K 2-1334 N-M 2884 -1292 K-J 791 -1817 be equally spaced. Attach with ed Box or Gun M - L 2810 -1334 J - 1 791 -1817 nails(0.113"x2.5",min.). Restraintnt 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 same size, species, grade, and 80% length of web D - K 1588 - 3143 E - 1 2067 - 872 K E member. Attach with 0.128x3" gun nails @ 6" oc. ydtl6ttt11tD/f1a/�jrrfi{ - 2681 -1062 1 - F 372 -487 Loading #1 hip supports 7-0-0 jacks with no webs.¢+°�° 5+• ',r *p�� a Wind Wind loads and reactions based on MWFRS. a ®08 Wind loading based on both gable and hip roof types. a m a N e o a C S i 0 6 WW COA a �� °�aes0eat+�et° 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition Component Safety Information, by TPI SBCA) fo'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 rigqid ceilin Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 1310, 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. A LPI N E Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in ANSI/ PI 1, for handling, conformance with or shipping,, Installation and bracing of trusses. A seal on this drawing or cover pa a __ 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSIrr I 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or • SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49810 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef: 1X3L89750067 T11 / FROM: RWM Qry: 1 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25514 Truss Label: A8 SSB / WHK 03/10/2021 7'1014 13'10"21'4" 32'6"2 38'8" 7'10"14 5'11"2 4'8" i 6'4" 4'10"2 6'1"14 5X5 D SO r, 4_3 38'8" 10, 9'4" 9,4" 10, 19'4" 28'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 L 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.410 L 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 K - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.127 K Building 9 Cade: 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: 0.881 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.744 Spacing: 24.0 " C&C Dist a: 3.87 It Rep. Fac: Yes Max Web CSI: 0.994 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.16 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,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. `y�ttslttt7t7lagfit�pir�i�, Wind 1m1�� H. Wind loads ed on MWFRS with additional C&C �+��,o• � p <�p+ member design. �m a' Wind loading based on both gable and hip roof types. �� s s o 408 1 ° ° ° s m m W ° A��O ��°6tg9Pi°0,r�•��a'�5C OGNAT.1�5#% COA °mmealt4titt 03/10/2021 10' 1 38'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1515 P /- /920 /695 /320 1 1518 /- P /916 /697 /- 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, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown -for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the p°�,WW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili_%t�r solely -for the design shown. The suitability and use VMS Suite 305 drawing for any sQructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineilw.com; TPI: tpinsl.org; SBCA: sbcinduslry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 49811 / SPEC Ply: 1 FROM: RWM Qty: 1 T10"14 T10"14 Job Number: N333986 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D Truss Label: A9 13'10" 24'8" 6' 6X6 D 9'4" 19'4" 38'8" 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/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAk— Lumber Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.0E; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3 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. 94" 28'8" Cust:R8975 JRefAX3L89750067 T21 / D rwNo: 069.21.1302.25483 SSB / WHK 03/10/2021 29'8" + 38'8" 5' 9' 10, 38-8" Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.292 E 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.544 E 846 240 B 1514 /- /- /909 /694 /320 HORZ(LL): 0.073 D - - H 1516 /- /- /903 /698 /- HORZ(TL): 0.137 D Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Max TC CSI: 0.879 H Brg Width = 8.0 Min Req = 1.8 Max BC CSI: 0.773 Bearings B & H are a rigid surface. Max Web CSI: 0.845 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. VIEW Ver: 20.02.00A.1020,20 B - C 1838 - 2648 E - F 2437 - 3069 C - D 1857 - 2461 F - G 1887 - 2379 D - E 3122 - 3805 G - H 1897 - 2600 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2290 -1467 K - J 2821 - 2050 L - K 1836 -1131 J - H 2232 -1497 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 404 - 352 E - K 1795 -1982 L - D 598 - 307 F - J 697 - 665 D - K 2451 - 2042 J - G 727 - 446 Wind Wind loads based on MWFRS with additional C&C member design. a Wind loading based on both gable and hip roof types. all * o P• o a 0.710 W p a g q H w a Pt4 Vt •per r s a Ii'ily @/•oaru>p'{°. fir. v COA MU (3/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating,-handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 53, B7 or-810, App�y as applicable. 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 BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any Failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, • installation. and bracingof trusses. A seal on this drawing or cover page ANRW[OMVANY 675o Forum Drive listing this drawing indicates acceptance of professional enccLLrneering responsibilityy solelyor the design shown. The suitability and use of )his - drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com• TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 49828 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T4 / FROM: HMT Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25562 Truss Label: A11G / YK 03/10/2021 F_ T10"14 T10"14 13'10" 20'8" 511"2 6-10" 5X5 D 26' 31'8" 38'8" 5'4" 5'11" I T 12 6 5X5=5X10(ESRS) =4 F10 T4 \5G T20 0 B :,H c' A 1 =3X6(A1) 1112X04 =5X10 1112X4 L 1114X4K =4X6 3X6(A1) =5X5 21' 5' 12'S" 7'11"5 7'11"5 6140"11 + 2609'9"1"12 ' "8 8 7'3"8 +1 4 382 24'8I4'8" 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 endwail: 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 plf 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 pif at 31.67 to 56 plf at 39.67 BC: From 20 plf at 0.00 to 20 plf at 27.73 BC: From 10 plf at 27.73 to 10 plf at 31.64 BC: From 20 plf 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 O - - HORZ(TL): 0.024 O - Creep Factor: 2.0 Max TC CSI: 0.753 Max BC CSI: 0.884 Max Web CSI: 0.669 03/10/2021 Ver: 20.02.00A.1020.20 ♦ 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 = 1.5 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 O - 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, 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 ri id ceilincl 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 otruss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE 14 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 ANI COWMY truss in conformance with ANSI/TPI PI 1, or for handling, shipping,. installation. and bracing of trusses. A sea4on this drawin or cover page 675o Forum Drive listing this drawing indicates acceptance of professional englneering responslbili(t�� solely -for -the .design shown. The suitabilil9y and use of this Suite 3o5 drawing for any sgructure is the responsibility of the Building -Designer per ANSIlTP1 1 Sec.2. For more information see these web sites: Alpine: alpineilw.com; TPI: 1pinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 49812 / COMN Ply: 1 Job Number: N333986 Cusl: R 8975 JRef:1X3L89750067 T29 / FROM: RWM Qty: 3 7A'1320 .167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25719 Truss Label: B1 SSB / WHK 03/10/2021 T10"14 13'10" =4X4 D 21' � 1. T11"5 + 6'0"11 T11"5 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: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types 20'10"4 7'0"4 7' Defl/CSI Criteria PP Deflection in loc L/defl L/# 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 /fr �i� �gsaQasevea®e. 8 a 708 1 ry1� a ^ 9 / 0' 67 ir'1 t 4% p0 j�c�ylw. �9l®"gf@rob W11MPW �C��,e�� �V4 26'4" 5'S"12 64" 5'4" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 845 A /- /554 /191 /280 H 1051 A /- /542 /186 /- K 185 A /- /121 /59 A 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 1 - E 586 -174 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS sses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building nponent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary. -ing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly ched rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, applicable. Apply Oates to each face of truss and position as shown above and on -the Join Details, unless noted otherwise. Referto' Nings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. ine, a division of ITW BuildincLQComponents 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 bracin .of trusses. A seal on this drawrn or cover page rig this drawinc] indicates acceptance of professional engineering responslbilitY solely -for the design shown. The suitabili y and use of this Nrng for any s9ructure is the responsibility of the Building -Designer per ANS1151 1 Sec.2. more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC_awc.org ALPINE ANR COMPANY 6750 Forum Drive Suite 305 Odando FL, 32821 SEQN: 498131 GABL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T27 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25656 Truss Label: B2GE SSB / WHK 03/10/2021 7'8" 9 T10" -i-- 2'314 --] 1-_ 2 f— 2'0"4 b4i 4 H ' 20'8" 61"14 14' Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA 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 It Rep Fac: Yes Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 %AiA%/= Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; 21�� 4'8" i 1'8" -1 Defl/CSI Criteria A Maximum Reactions (Ibs), or *=PLF PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.021 0 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.040 0 999 240 B 209 /- /- /104 /69 /290 HORZ(LL): -0.011 M - - B* 79 /- /- /43 /17 /- HORZ(TL): 0.020 M - - Z 256 /- /- /213 /99 /- Creep Factor: 2.0 AA 57 /- /- /53 /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.o0A.1020.20 Bearings B, B, Z, & Z require a seat plate. Members not listed have forces less than 375# 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.gtgtft titttrff�ivtrt#F O P Additional Notes rem»evesrtase See DWGS A16015ENC160118 & GBLLETIN0118 for E °•: �° gable wind bracing and other requirements. at s s i 4. . " a � t 000A 3/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, 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 pproperly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face of truss and -position as shown above and on the Join Details, unless noted otherwise. Refer to A LPI N E drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinggComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the AN WcoMPANV truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawingg or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional an44meering responsibilityy solely -for the design shown. The suitability and use of this Suite Fos drawing for any sir'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com' ICC: iccsafe.org' AWC: awc.org Orlando FL, 32821 SEQN: 49814 / GABL Ply: 1 Job Number: N333986 Cusl: R 8975 JRef:1X3L89750067 T28 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.24749 Truss Label: C1GE SSB / OF 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 " Lumber 4,2" TF 8'4" 4'2" F-2'-' (TYP) D 12 6 C E N O B F U Li Li G J H l��}} 2X4(A1) = 2X4(A1) 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 G Cpi: 0,18 Wind Duration: 1.60 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 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): 0.003 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 EW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B' 185 /- /- /135 /87 /59 F' 185 /- A /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, 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 ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310, as applicabgle. 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 ANMCCMPANY truss in conformance with ANSI/TPI 1, or -for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance -of professional encLsneering responsibilittyv solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 49815 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRefAX3L89750067 T7 FROM: RWM Oty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EA8 ELEV.D DrwNo: 069.21.1302.25750 Truss Label: V4 / 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 " 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 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 1111"8 + 3'11" 1'11 "8 1111,18 12 6 =4X4 B 4X4(D1) =4X4(D1) A C 0— 14'11"3 D 3'11" 3'11" 3'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.004 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.098 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10, iless noted otherwise. Refer to ♦ Maximum Reactions (Ibs), 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# Alpine, a division of ITW BuildincL Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSIrTPI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawin or cover page listing this drawing indicates acceptance of professional enccLLrneering responsibilitty� solely -for the design shown. The suitability and use Nis drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ]CC: iccsafe.org; AWC: awc.org ALPINE AN" COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49825 / VAL Ply: 1 Job Number: N333986 Cusl: R 8975 JRef:1X3L89750067 T5 / FROM: RWM Qly: 1 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25671 Truss Label: MV01 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 " 1112X4 B 12 6 N 4X4(D1) iv A 9'11"13 CD i` 4'1"11 4' 1 "11 4'1 "11 Wind Criteria Snow Criteria (Pg,Pf in PSF) Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA Speed: 160 mph Pt. NA Ce: NA Enclosure: Closed Lu: NA Cs: NA Risk Category: ll 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/2 to h TPI Std: 2014 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: 0.18 Plate Type(s): Wind Duration: 1.60 AArnvr= 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 . 1113X6 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 C HORZ(TL): 0.006 C Creep Factor: 2.0 Max TC CSI: 0.354 Max BC CSI: 0.260 Max Web CSI: 0.151 Ver: 20.02.00A.1020.20 % Alp COA AL Wow 03/10/2021 ♦ Maximum Reactions (Ibs), 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 an � 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 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 BuildingQ Components Group Inc. shall not. be responsible for any deviation -from this drawing, any failure to build the ANnWCOWAW truss in conformance with ANSIITPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawinp or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engsneering responsibili(� solely -for the design shown: The suitability and use of this Suite 305 drawing for any s9ructure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49816 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T6 / FROM: RWM Qty: 1 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25452 Truss Label: MV02 �SSB / WHK 03110/2021 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: 15.00 ft TCDL: 4.2 psf. . BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; 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 . 12 6 1112X4g 4X4(D1) T A N Li 10'11"13 ///A CD 1112X4 2'1"11 �{ 2'1"11 2'1"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 Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# 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 *Ji oa a O. 7,08 1 a / A B 9 COAts�ALi�i�4Xtt 03/10/2021 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /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# **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 an 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 properly attached structural sheathingand bottom chord shall have a properly attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 83, 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. Refer to ALPINE drawings 16OA-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 ANm COrer truss in conformance with ANSI/TPI .1, or for handling, shipping,. installation, and bracing of trusses. A seal on this drawingor cover pate 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely'for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building Designer, per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindus_try.com; ICC_iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 49817 / EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef: 1X3L89750067 T3 / FROM: RWM Qty: 2 ,7A' 20 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25764 Truss Label: EJ7A / 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 " — T3 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 Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 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 Ver: 20.02.00A.1020.20 iOG0090 ••0 I a yay� �np jj�] COA 03/10/2021 C 127 11 c+� _o c+7 � v 8'8" ITT ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 425 /- /- /360 /168 /237 D 125 /- /- /67 /- /- C 161 /- A /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 quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary. r BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly gqirl ceiling Locations shown for permanent lateral restraint of webs -shall have bracincl installed per BCSI sections B3, B7 or B10, ile. AfpTy plates to each face, of truss and position -as shown above and on the Join Details, unless noted otherwise. Pefer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. ivision of ITW Buiidinq Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the iformance with ANSI 1, or for handling, shipping,. not, and bracin4of trusses. A seal on this drawingor cover pa e drawing indicates acceptance of professional an�neering responsibility solely -for the design shown. The suitabiliy and use of Phis any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. LAREN6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 49818 / EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 TS / FROM: RWM Oty: 14 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DnvNo: 069.21.1302.24922 Truss Label: EJ7 SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37. 00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12711 12 6 M O F77- Lo Cl) M B A 8'8" D 1, + 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 #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): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D - HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 a a a a to la 06 COA $�ON �'� >at"O" 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 331 /- /- /249 /108 /208 D 125 /- /- /73 /- /- C 174 /- /- /128 /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, 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 �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. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional enq neenng responsibilitty�r solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ALPINE ANR COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49819 / EJAC Ply: 1 FROM: RWM Qty: 1 Job Number: N333986 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D Truss Label: EJ7S Cust R 8975 JRef:1X3L89750067 T1 / DrwNo: 069.21.1302.25577 / 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 " B 2X4(A1) I - 7' I I 7, "I Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/A Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA Risk Category: II Snow Duration: NA HORZ(LL): 0.016 C EXP: C Kzt: NA HORZ(TL): 0.030 C Mean Height: 15.00 ft TCDL: 4.psf Building Code: Creep Factor: 2.0 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.738 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.513 C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP 91; 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. -- auau ic! as apple drawing Alpine, truss in listing t drawing For mor ,fir._ ••,srf O. ® a �T 0 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing,and bracing. Refer to and follow the latest, t Safety Information, by TPI and'SBCA) fo'r safety practices pnor to performing these functions. Installers BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom ch, �Id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI s, le. AppTy. plates to each face oT truss and position as shown above and on the Joint Details, unless note( 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Building conformance with ANSI his drawing indicates ac for any structure is the respon e information see these web sites: ♦ 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# Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the /PI 1, or for handling, shipping,, installation and bracingq� of trusses. A seal on this drawing or cover page ceptance of professional engi eering responsibility solelyior the design shown. The suitability and use of this TPI: tpinst.org; SB AL NE AN OW C0WAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49820 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 FROM: RDP Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25437 Truss Label: CJ5A SSB / WHK 03110/2021 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 " C 11'2"5 12 6 ch CV � B Cl) T 8'8" D A = 2X4(A1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 4' 11 "4 4' 11 "4 Defl/CSI Criteria PP Deflection in loc L/defl L/# 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 V e r: 20.02.00A.1020.20 y � 'spfJ O V' + 9 a 0.Z08 � s ° a e° S Y V ° R ^�J COAff's�.$" AL 03/10/2021 A Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 358 /- /- /322 /155 /181 D 85 /- /- AS /- /- C 102 /- 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 sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint o>ywebs 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. Refer to ALPINE drawings 16OA-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 ANR COMGAW truss m conformance with ANSI/TPI 1, or for handling, shipping,, installation. and bracing.of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit{yy solely for the design shown. The suitability and use of This Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. F r more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 49821 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T2 FROM: RDP Qty: 5 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25406 Truss Label: CJS KID / 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 Spacinq: 24.0 " 1 1 4'11"4 411 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 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): Ci Defl/CSI Criteria PP Deflection in too 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 Ver: 20.02.00A.1020.20 yCj° ry4 q1� . ry fl A e v �® , b�A`w e®®aaaav rma®ia ♦7' COA QIVOIVAILL ni"6611001+ 03/10/2021 11'2"5 Cl) 7 CV cM cM 8-8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 188 /152 D 89 /- /- /51 /- A 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 an r7 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 r! id ceilin Locations shown for permanent 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 Joint Details, unless noted otherwise. f�efer to A LPI N E 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 res .onsible for any deviation from this drawing, any failure to build the MMCCWAW tr ss in conformance with ANSIir} PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingor cover pa a s75o Forum Drive listing this drawin indicates acceptance of professional engineering responsibili_%{� solely -for the design shown. The suitabiliy and use of this drawing for any structure is the responsibility of the Building Designer per ANSIIT 11 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com: TPI: tpinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Odando FL, 32821 SEON: 49822 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T20 / FROM: RDP City: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25827 Truss Label: CJ3A 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 T 10'2"5 12 6 CY) B Cr) T 8,$„ N D A = 2X4(A1) 1� — 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,Pfin 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 2'11 "4 2'11 "4 Defl/CSI Criteria PP Deflection in too Udefl U# 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 Ver: 20.02.00A.1020.20 • o.7,08 9 g e r �a'•tOtla.. s3lY0 °����y COAl�NAL ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R= /Rh /Rw /U /RL B 308 /- /- /304 /153 /128 D 45 /- /- /34 /13 /- C 34 /- /- 144 /42 /- 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# 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 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 properly attached structural sheathing and bottom chord shall have 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, of truss and position as shown above and on the Join Details, unless noted otherwise. Ffefer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa e listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabili y and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ALPINE 7 _ c-_'-_ 6750 Forum Drive Suite 305 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) 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 " V �--- 1' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #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. TPIStd: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C 10'2"5 T - co Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 4(7iRa O V. 708 1 P t ® K M v r A 0 �•))� ® w/ COA��O .$.O±UAI 03/10/2021 ch CV $rpn ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 /71 /9f D 50 /- /- /27 /- /- C 63 A /- /44 /64 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) fo'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 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 gDetails, 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 BuildinQQComponents Group Inc, shall not, be responsible for any deviation from this drawing, any failure to build the ANRWCaMPANY truss in conformance with .ANSIITPI 1, or for handling, ' shipping,, installation and bracing of trusses. A seal on this drawin or cover page Forum Drive 6750 F listing this drawing indicates acceptance ;of professional en ineenng responsibilitty� solely -for the design shown. The suitability and use of this drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite Fos 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: 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 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 43 T r 12 6 [�7- 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, 11114 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 Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(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 P may\ go O e g S� n ti. 708 1 s a COA 03/10/2021 9'2"5 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 /76 /45 D 11 /-2 /- /14 /10 /- C - /-15 /- /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width =1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as ap w!plicab a. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to A LPI N E 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 ANMCOWANY truss in conformance with ANSI/) PI 1, or for handling, shipping,, installs ion and bracingof trusses. A seal on this drawinp_or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solelyor the design shown. The suitability and use of Phis Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. For more information see these web sites: Alpine: aloineitw.com: TPI: loinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821 SEQN: 49826 / HIP_ Ply: 1 Job Number: N333986 Cust: R 8975 JR&AX3L89750067 T19 / FROM: HMT Qty: 3 .7A5/320 .167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.21437 Truss Label: HJ7 KD / WHK 03/10/2021 T 4'3 5'3"5 5'3"5 9'10"1 4V'11 0 12'2"3 12 4.24 a 2X4 C in v B A 8'8" FE =2X4(A1) =4X4 V5" 9'2"2 9'2"2 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.040 F 999 360 VERT(CL): 0.076 F 999 240 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 !- /- /- /154 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.010 C - - E 364 /- /0 /- /84 /0 Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.018 C - D 214 A A A /177 A NCBCLL: 0.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.546 B Brg Width = 10.6 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.416 E Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: No Max Web CSI: 0.260 D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Loc. from endwall: NA FT/RT:20(0)/l0(0) Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.o0A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) r-uumer Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0.162"x3.5") nails at top chord (3) 16d common (0. 1 62"x3.5") nails at bottom chord S A� " . .......1.•. r ., Coo, b ,g/GNA91 v, 03/10/2021 i.norus i ens.uomp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing -and bottom chord shall have a properly attached 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 ANMCOWANY 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 responsibili� 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: aloineitw.com: TPI: 1pinst.oro: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.orc Orlando FL, 32821 Y Gable Stud Reinf orcerlent Detail ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C-, Kzt = 1.00 Or: 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orr 120 mnh Wind Sneed. 15' Mean HPlnh+- Pnr+Inlly Frrincn,N ['.,.,. .— n ate+ - d nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) Ix4 'L' Brace 1((1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace IK (2) 2x6 'L' Brace ■ Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 1218 14' 0' 14' 0' - S P P #3 3' 6' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Q Ill Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' ill 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' I1' 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 Oj D r Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P r #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10' 10' 1 13' 9' 14' 0' 14' 0' 14' 0' U LJ 1- Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' 0) Q I� f Standard 4' 2' 6' 1' 6' 5' 8' 1' B' B' 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, ill 13' 4' 14' 0' 14' 0' 14' 0' GJ ° D F� L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10' SO' 11' 10' 12' 7' 14' 0' 14' 0' #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 _ S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' t=1 U H F Stud 4' 7' B' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O �l Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' B' 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' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' 011 #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 00' 14' 0' 14' 0' 14' 0' c� D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12 0' 144 ' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 1 8' 8' 9' 3' 1 11' 6' 12' 0' 13' 7' 1 14' 0' 14' 0' 14' 0' ymm Aboutr able Truss I Diagonal brace options vertical length may be doubled when diagonal 18' brace Is used. Connect L diagonal brace for 600# at each end, Max web 'L' Brace End total length Is 14•. Zones, typ. 2x6 DF-L #2 or better diagonal 'r' Vertical length shown I bracer single B, In table above, or double cut 45' as shown) at L upper end. Connect diagonal at midpoint of vertical web. Refer to chart —VARNDG— READ AND FOLLOV ALL FATES ON THIS DRAWDQ w-DO13RTANTxx FURNISH THIS DRAVM TO ALL CONTRACTORS INCLUDDIG THE DNSTALLERSC Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Ref " t follow the latest edition of BCSI (Building Component Safety Informatlon, by TPI and S.CA)fo si practices prior to performing these functions. Installers shall provide temporary brodng pe B Unless noted otherwise, top chord shall have properly attached structural sheathing and bo shall have a properly attached rigid telling. Locations shown for permanent lateral restraint IA shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to ea truss and position as shown above and on the Joint Details, unless noted otherwise. PINof Refer to drawings 16CA-Z for standard plate positions, Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlati Installation this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship: AN ITW COMPANY & bracing of trusses. A seal on this drawing or cover page listing this drawYg, Indicates acceptance of professional V \ 514\ Earth: Cil \ Expressway Y P Y engineering responsibility solely for the design sham The suitability and use of this draw" \ \ Suite\ 242 For any structure Is the respo ns6Alty of the MdDng Designer per ANSI/TPI 1 Sec2. 1 \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sitesb ALPINE1 www.alpineitw.comr TPL wwwApinst.orgi SBCAi wumsbcindustry.orgi ICG wwwJccstfe.org Bracing Group Species and Grades: Group AI S duce -Pine -Fir Hem -Fir #1 / #2 Standard #2 Stud #3 Stud #3 Stnndnrd Dou las Fir -Larch Southern Plnexxx #3 #3 Stud Stud StnndnrdI Stnndnrd Group B: Hem -Fir #1 & Btr #1 Douglas Fir -Larch Southern Pinexxx #1 #1 #2 1 Ix4 Braces shall be SRB (Stress -Rated Board). xwFor Ix4 So, Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. 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 IOd (0,128'x3,0' min) nails, )K For (1) 'L' bracer space nulls at 2' o,c. In 18' end zones and 4' o.c. between zones. )K)KFor (2) 'L' braces- space nails at 3' o.c. In IS' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 80Y of web member length. Gable Vertical Plate Sizes 11111110,11141 n ,) R Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than It' 6' 4x4 I I + Refer to common truss design for peak, splice, and heel plates. '1ti X Refer to the Building Designer for conditions aol vl' le�'th. not addressed by this detail, REF ASCE7-16-GAB16015 W DATE 01/26/2018 li Q >; DRWG A16015ENC160118 �o xcr r MAX, TOT. LD, 60 PSF YO'${BLS�It �10/2021 MAX, SPACING 24,0' 40 'T' Reinforcing Member Gable Truss Gabe Detail For I Pt -in VPrtirnlcz Gable Truss Plate Sizes ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, rb, and heel plates. vertical plates overlap, use a ate that covers the total area of lapped plates to span the web, eI 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nails. 10d Common (0.148'x 3,',min) Nalls at 4' o,c, plus (4) nails In the top and bottom chords. Toenalled Notts, 10d Common (0.148'x3',min) Toenails at 4' o,c, plus (4) toenails In the top and bottom chords. This detall to be used with the appropriate Alpine gable detall for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detall Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118o S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 t€81 ° ea S11530ENC100118, S12030ENC100118, S14030ENC 30100�1 `s,A4 518030ENC100118, S20030ENC100118, 520030E 01 t• Q�P. b1i0�11g' See appropriate Alpine gable detail for max]r e�#Fgrj2g�dgrt '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 detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ 'T' Brace Example, ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf. Mbr, Size 'T' Increase 2x4 30 2x6 20 w=WWTANT� FLWdSH `REO AND THIS BRAVIN13 m °iL�cmlrnMTMS NaTES ON THIS � THIE INSTAL EI s ING W ; CO). d �"t0 } REF LET -IN V E R T Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refeeg� t{n$, e follow the latest edition of BCSI Building Component Safety Information, by TPI and SBCA) fo�sdAetyp DATE 01/02/2018 practices prior to performing these functions, Installers shall provide temporary brndng pe HCSI. • ."'. Unless noted otherwise, top chord shall have properly attached structural sheathing and bo n cho}#1 p^� /^� shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint' sa rl! V a DRWG GBLLETIN0118 shall have bracing Installed per SCSI 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. a �4 0 / 1• P' Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not 6e responsible for any deviatlo r ®®w°iw 1 •s°y this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handUng, shlppin Q� aws�n•wR• ANITWCOMPANY Installation & bracing of trusses. tj Cw/ MAX, TOT, LD, 60 PSF \\514\Earth\Cil \Ex resswa e A seal on this drawing ar cover page Usting this drawing, Indicates acceptance of professional / V f �� \\S�aelz42 v p v for any responsibility the o �tt shamThe Designer per � AN LSI/TPI IoSe 25 drawling ' � tYlY�/10l2021 DUR, FAC, ANY 1 \ Eanh\ Cily,\ MO\ 63045 For more Information see this Job's general notes page and these web sites, ALPINE, www.alpineltw.coni TPI, www.tpinst,orgi SBCA, www.sbclndustry.orgi ICG wwwlccsafearg MAX, SPACING 24,0' 4 Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP 42N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP 42N or SPF 41/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �" Attach each valley to every supporting truss with+ 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE 7-16 180 mph, 30' Mean Height, Part, Enc, Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or, ASCE 7-16 160 mph. 30' Mean Height, Part. Enc, Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates. 3X4 12 12 Max 2X4 , (— X4 1.,— 8-0-0 max 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y 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', Pitched Cut Bottom Chord Valley Valle Spacing Square Cut Bottom Chord Valtev Q o-L���t-�4lelsraaEr�a, �4grMa�e 2X4 4X4 �Tf Stubbed Valley ❑ptional Hip End Detail Joint Detail m 24, on Tr usses 1Partial Framing It 24' o,c, I Plan P' AN FfW COMPANY 11514\ Earth\ City\ Expressway IISuitel 242 MVARND"" READ AND FILJIV ALL NDTES BN THIS DRAVINCi weDIPWTANTn FMUSN TNIS BRAWIM MALL CUNTRACTGRS ITCLUDM THE INSTALLERS. 4 and bracing. Refer xo.�d ` Trusses require extreme care In fabricating, handling, shipping, Information, fallow the latest edition of SCSI CBurtding Component Safety Infornntlon, by TPf and SBCA) for f w practices prior to performing these functions. Installers shall provide temporary bracing per L Unless noted otherwise, top chord shall hove property attached structural sheathing and bolt cho shaft have n properly attached rigid telling. Locations shown for permanent lateral restraint o we�al shalt have bracing Installed per BCSI sections B3, B7 or BIG, as applicable. Apply plates to each�a2 of truss and position as shown above and on the Joint Details, unless noted otherwise. f Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation m this drawing, any fnllure to build the truss In conformance with ANSLTPI 1, ar for hnndling, shlpping, Instnllatlon tt bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of pro engineering responsibility solely for the design sham. The suitability and use of this drowkg for any structure Is the responsmlGty of the Mating Designer per ANSL/TPI 1 Sec2. o. P o 4 g � w v ►q • e �L� O • =• • ® r 08 aware®m•044 wfnenP• L's�` t� b,� "" 1l AL +� �ptP v-�/10/2021 LL 30 TC DL 20 BC DL 10 BC LL 0 TOT. LD, 60 30 15 10 0 40PSF 7 PSF 10 PSF 0 PSF 57PSF REF VALLEY DETAIL DATE O1/26/2018 DRWG VAL180160118 55 DUR.FAC. 1.25/1.33 1.15 1.15 \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites, ALPIND www.atpineitw,coml TPB t. www.tpinsorgi SBCA, www.sbclndustryrg .orgl ICG wwwlccsafe.o SPACING 24,0° Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 �OK 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, 2X4 4X4 12 3X4 Valle 12 Max, I Spacing 2X4 X4 Pitched Cut Square Cut Stubbed Valley Optional Hip +� 8-0-0 Max Bottom Chord Bottom Chord End Detail Joint Detail Valley Valle 4X4 Toe -nailed / y ** F__ Z-4sko m n T u e 12 t 2 o, , ;j5 X3 ll S t 12 VC 3 6-0-0 10 Max. ���� a 4 5X4 SPL (Max Spacing) 2X4 Q� G��g 3 1X3 SQo- `yg1►rHrrttcrel�pJfffJrd H. �''%Common T usses 20-0-0 (++) fi`a°'°'00®°•P•°••. rI - at 24' o,c, Partial Framing Supporting trusses at 24' o,c, maximum spacing,6 � ° + Plan m ..WARH1M" READ AND FOLLOW ALL MITES aN THIS DRAWDKd Ar : �• LL 30 30 40 PSF REF VALLEY DETAIL QIHD'ORTANT" FILMUSH THIS DRAWING TO ALL CQTTRA(jMS INCLUDING THE ININSTALLER • ' Trusses require extreme care In fabricating, handling, shipping, InstaltIng and beach& Re ` + a s _ follow the latest edition of BCSI (Bultding Component Safety Information, by TPI and SBCA) f fe • - TC DL 20 15 7 PSF DATE 01/26/2018 practices prior to performing these functions. Installers shall provide temporary bracing HCSLw Unless noted otherwise, top chord shall have properly attached structural sheathing and b ton ch d �* AT • BC DL 10 10 10 PSF DRAG VALTN160118 shall have o properly attached rigid telling. Locations shown for permanent lateral restrain of b9 v ii ® t! shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to a%h a=@ : A �' of truss and Poslt16 -Z shown above and on the Joint Details, unless noted otherwise. 1�t BC LL 0 0 0 PSF Refer to drawings 160A-Z for standard plate positions. 9 •d � 4 m �'Y.%��" Alpine, n dlvlston of ITV Building Components Group Inc shall not be responsible for any deviatl•' �$®> i s••t this drawig, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppl @ne(ropa' (at 1� TOT, LD, 60 55 57PSF AN ITW COMPANY Installation 8 bracing of trusses. A seal on this drnwYg or cover page listing this drawling, Inckates acceptance of professkmt "I! 11514\Earth\City\Expressway engineering responsibility solely for the design shown. The suitability and use of this drawing 4q d�T,,p � ,t /10/2021 DUR,FAC. 1,25/1,33 1,15 1.15 11 Suite\ 242 for any structure Is the responsibility of the Mcling Designer per ANSI/TPI 1 Sec2. \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sltes3 SPACING 24,0' ALPINE www.alpinettw.comi TPB www.tpinst.orgi SHCAi www.sbcindustry.orgi IC6 wwwjccsnfe.org VA R BC VALLEY FRAMING 81 BRACING DETAIL 1 Lumber Size and Grade-Minumum Reauirements 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 11, Exp 13,1=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 FkAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and $0 psf (TD) Max. :e the crippes for each row starting from the valleys oir 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 5 I6d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails . Ridge board to truss 416d toe -nails Purlin to (Typ) 3 16d 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 BLOCKING NOTES 13. Collar beam to rafter 4 16d toe -nails & CRIPPLE, BRACING, NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "Tor scab reinforcement nailed to flat edge of c2ple with 10d 10.128"x3.0") nails at 6" o.c. 'T' or scab must be 90 % of cripple length. Cripp es over 10'-0' long requre two CLR's or both faces wf "T' or scab. Use stress graded lumber & box or common nails. ,Jarrow 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 fail between lower truss top chords and lateral bracing is not used. -Apply all nailing In accordance to current NDS requiremen Mrf Nails are common wire nails unless noted otherwise. (A) I (B) -WARre)xii REAR MID FDLLW ALL I1TrES ON TWS BRAtfexi 11 WTo FUMM T= WAWM M ALL ruRRACMFM 114CL'mlur IXSTALLERT r nC ••0P • LL 20 30 40 54 REF VALLEY FRAMING DATE 10/01/14 Trusses require extreme care h fabrlcatMg, handling, sNpphg, tnstatUng and hrarJrip Refer to >gd fotloe the latest edMon of SCSI t&/t0no Conponsrrt Safety Warrntlon, by TPI and Sam for saf✓Qy • i • • Z DL 10 20 7 7 practices prior to performing these functions. Installers shalt provide temporary bracing Per B unless noted otherelst, tap chord shalt have property attawd struct-at sheathtng and bottom shall have a property attached Hold ce1hG Locations shorn for lateral restraint of s� STATE OF J • a C DL 0 0 0 () DRWG VACIVV1801015 h i� d [] 1��I� LP IF pengnent shalt have bracing instatted per BCSI sections B3, 77 or B10, as ap k=Ue. Apply plates to each fn$ of tans and sttlon as shorn above and on the Jolnt Details, unless rated o erelse, "SS �� • • 6 Q.•.• •l`�' C LL 0 0 0 0 Refer, t0 drams 160A-2 for standard plate positions. Alphe. a dhWon of ITV Bultding Components Crap Inc. shalt not be reap —AA. for ory deviation from �• 0 /1fJ ITtN CXMAPANY th,ls draskq, oar falure to brdld the truss ti conformance .tvr ANSI/TPI 1, or far lmndy shlpp4ny lmstatlatlon , bradnp of trusses. n•••.0R1••,•,•e•••••• . � c TOT. LD.30 50 47 61 A seal on this draekp or cover page Doing this drae4D, kndcnUs, atcgrb-ca of professbat I �� sotety for the shoes The saltoNtty o,d aem of thhs dra•kpDUR. ffw army s�cfar is ��IudYp �'��'AttSIRPI 1Sect.EaM ;4�'"'OIZIA FAC. 1.25/1.15133891skchonl Dive City, MO 63045 ALPF— more MI 0aN" ; v ;'� gab': t;�; t,,e�e •eb •,tea p tPF+sLorW Ya'gi ILO mYcsafearg �� SPACING SEE ABOVE