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3r-r Products PlotlD Net Qty Product Length Plies J1 9 16"BCI04500s-1.8 18.0" 1 J2 3 16" BCI94500s-1.8 16' 0" 1 J3 10 16" BCI® 4500s-1.8 16' 0" 1 J4 1 16" BCI® 4500s-1.8 16' 0" 1 J5 1 16" BCI® 4500s-1.8 16' 0" 1 J6 3 16" BCI® 4500s-1.8 4' 0" 1 J7 10 16" BCIO 6000s-1.8 21' 0" 1 J8 1 16" BC 10 6000s-1.8 20' 0" 1 19 4 16" BCIB 6000s-1.8 20' 0" 1 BM1 2 1-3/4" x 16" VERSA -LAM® 2.0 3100 SP 20' 1 1/8" 2 Bkl 18 16" BCI@ 4500s-1.8 2' 0" 1 Bk2 4 16" BCI@ 4500s-1.8 1' 0" 1 Connector Summary PloUD Qty Manuf Product Skew Slope Hut 24 Simpson ITS1.81/16 - - Hu2 15 Simpson ITS2.37/16 Hui 16 Simpson IUS1.81/16 (SEE STRLNGBACK LETTER IN ENM PACK) FQ1 YA)�aa r774L'lIL9aS% NSTALL SIRCHMAC S tasue: sainla m ,,V= To Tl AMM Y r, 4 's 4 -s 4 4 F t¢ 4 -r }. ¢ lac Av&&t*nwA OFL UC- M-00►130r PLL CONNECTION.I , TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING DESCRUnM PILL DATE am Imm IE ruin Imo V FQXa ILwa a lace rtta RM 447M Ito aIt race as van are ut raw ace veto ace rIt Ian u alnvn I[i! art Lou la Fv v ew lAt Lam lar +nun Ito aAa I= w and to art laD u un LOAD% DESCRIPTION MR. DATE tv taW m, rw = wr vane aA 11O D OM am erne w rw. res JIR vain m RM'a aaema ■tra WL u tuna a'e ®eD M wa as r M eAa/n ao Icwaa ME wa t>,clu u S" oa a Hw Dew ewoia mr ran®v u mule v aaa aslmpmr� rrx rearm T dA= HUS 26 (SIMPSCN) A L= HUS26-2 (SIMPSON) Labd.d End Mark 1� Total Truss Livantlty o 107. THIS IS A TRUSS PLACEMENT PLAN, ITS INTENDED TO AID IN THE INSTALLATION ❑F TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT, m1Of °iar cur M ALTIa telsss vmorr t9ltJli 6 71� 6r>S aAOI OVAL M AT E Aaarrm vnlart ERNi eland APHeVAI. sr Q6 aAVD E OFARnOW AT 01RPF11Td @aR11Ci0ii 6 Alaaff.Jl" IIG mm ALL W-4M WN S HE 10 E aSflalID PIa61 70 gfiQe iW69S General Notes 1) N PWM &ad hum% Oat Enmw and Oat fdaN.nh U* painted grw 2) N�li "a to In atp. Kwa trim mea/Ye 3) nM tram Maft 1524 Or trim tttludae 4) �Parma"iit X halm' q�BCS"l ah A be plaord' w at a mwknm opxN 15' O.G aTu the Wet, to be lapatd at a Kad un of 2G' Glacier each X-hlaa Oaayta t fla aLltadaa. � Tatr to =1-91 for lay adOwd Waft ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCU- 0 PSF BCDL = 10 PSF TOTAL = 9.2 PSF DURATION = 1.25 % WIND SPD/TYPE= 160 ENCLOSED BLDG EXPOSURE = C USAGE= RESIDENTIAL. CAT II WIND IMPORTANCE FACTOR= 1 UPUFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Truce member design & connector plates arc desigood for ASCE 7-16 and maximum On— from both components and cladding and main rind foreer drig systems. • These trusses have been reviewed to tarty an additional ION psf non-aroncunent bottom chord live lead. EFORADING SCHEDUL= 40 PSF = 10 PSF = 5 PSF = 55 PSF ROOF DESIGNS) FOR SHINGLE ALL RFACNONS OVER AND UPIhTS OM 1 SOOOJ ARE SHOWN ON ENGINEERNG. PALL KEY D8'-8a ®te'—t't40 DESCRIPTION INM DATE tea I== u 7/ I= Meta u WaI® as Mee ran u IrnArn I 1 � Ng --CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. M. MINTER HAVEN FLORIDA 33880 PEON4E100W 959-8806 FAXt (863) 294-2488 BUILDER DR HORTON-BREVARD PROJECTCHIMMME MODEL 4EBB/ HAYDEN/ H CCA PROJ/MODEL/ALT 7A5/S20/4EHBH/01 ALT DESC 10' % 8' COV. LAN. OTC 3308 HOMESTEAD DRIVE LOT 95 BLOCK DESIGNER FAAL PAGE 1 DATE 10 24 17 �N4362326R SC 3ALE 6"=1' ENGINEERING PACKAGE Builder: ID.R.HORTON / BREVARD Project: 7A5/320 CREEKS IDE Model/Building: 4ERPT Lot Alt: 01 H Lot: 95 Block: _._ Unit: Address: JobNumber: N362326 Revision Date: New Load #: FRR=Loi--::-] CARPENTER CONTRACTORS OF AMERICA, INC F.I4E copy 3900 AVENUE G. N.W. 1N'INTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINE March AN, rTW_CM`qpAW' Mir. Bob: Michaelis: Carperrter Contractors Of America,: I hid.. 3909 Avenue 'B G, Northwest. ' L Wibt6r .Havers, :F 33880-6201 "Re: AtternatN6:lh'stdilafions..'for a single 01y carried truss with: a width Jess. shad t'ho-hangprwidthAnd." Wbod..bIobetngfq4qh-ieve fJ1.) design lo.qd:va6-fCHACe-m.. ouhtod.:hang.eratt hiii6nt *6ift_alohe PlY .supporting girder (Rdfefbh6d detail WA37-02)-.. Dear Bob,: For' :a s! ply carried truss"W`ith- a width less than 'the 'h.Ahget. vWdth-yod.can, jhs1qlI .a. prqfabrippfe'd jack... scab truss: (?') for wood.filler bI6ckihgi.--rhe, 6hprd: sLEes; qhprd..gr.1des, and -AlpirTE:-`QbhnecAbrpkA6(s) to. -be thd. sairrie ! as t4b single: ply -carried truss.. The (*Y,Wili have a.minimum jengt of 4W and will. have a. mini ppmpit6h-:of t5l.129.1. cpr6ed truss -shall have -A. reaction of ' `Attach .1 . r. . _ . .... .. . . . The, single ply 3,;500# or les�s. Attachprefaibdcateid,jack:��b:truss- with. two. (4 towsof DA280x3,O'I_?'GCin Nails at.2' Sim pson,.8trorg 201 9- page 216:. Fjgqrq-I*fqr Mprp Infpirmatibm, Figurd.-I Fora sirIgj6- -j'gIrdeat I .06ird$ Wobdblocking to,'adhiove:full design load value for face -mounted hangers:attach:one woad: block jqr#Ip back face ofthe single1.:.p-!ygirder With thesameSiZ6-ari l grade..as the bottom chbrd.of girder The wood: block 10*gth to 156. such that.--the"W66d .esinge-pyg b tc earn adj6d&ntpario . l�oihts�(Vvi�b�:.Afidb6tt6r�.ch6rdin -secfi wood i2kx p block: .5.row of 0. . 8. .3.0" 0un Niiiiis at ppr;r(>W,. stag gered 3. 0"'appli d W, the -685 .www.alpirleitw=m • ALPINE :ANO�rMIA- single ply-girderfapq; With an PjOOoLna.1 (29) 0,1.28.x3',.4"'Gun'.NW..Ispt.-.eaob:panel.p.pj'n-f app th �iod *to' A W6odbIobk.fa0e (See H§UOB';Z WWb.*)...P..Ieas6 refer to thb-Simpson Strong-Tle.:CaWbg C-G2019; pa'de 216,flaure.Tfor m'dre ihfdftnati6h. ki9:Uf&1,:i The applibatio.fi of- pr&bbhbated jack" sca-b tf-digs fbir-Wbod fiI1&*.b1odkin'g-.or wood blocking tp: ac * ieve f design load value for face=mount6d hangers must be.apprqveo bYthe. hardware manufacbU.*w.. All edgettinc -and bhd: distances, arid-sp6diboldr.'-all nail connections* mdtt�.,o suffidi6nttd'. i "Wood.., . If I can.be of any further assistance, -or if you have any.questions; please 7 give . I . P W104ip -Chief Enjihoer, Engineering Odandoi FL 6750'ro"r"U'M'-Diiv&.Suite '306'�011and6, F4.3282.1 -(PDQ.Y.5.2179.790 -(863) 4.22 - 8685 1�iVWuV.alpineifuv cam . ALPINE W"C(W-%kw A.Oni 26;':2019' Mr. Bob Mlcl aells Carpenter Goritraidtort -of Atherida, Inc. '39*.60 Avenue Northwest Wintet Haven, FL 33880-.6201: Dear Bob,. Re; Stronoback bridgiho'. on fb6f.tru§se0. I understand, -there is -.some. concern over our febdrYi nendati6ns f6rstrdhghafok. bridging oh. :roof trusses, *!§ gba.-k-bqoging-�orro.o'f,trusspsiisippt.p:.�!pqu.jr.ement'o.f:ANSI.�TP12014n I it 1 mentofthe ..koh _c . . . ... . . : ... . - ..pr g;.., a require , 'BUIlding Component -Safetyl information- .requirement strongback. brldqihg* '"on: roof-* irwgges 'isi Am--bej,,&a:;---Strohqb'ack- -brid VO . erm 04 0. _WV_ tll&jOiIPWiQ_9:- 7777- functiob.s:.' -afte they are- are along the''ceilihg One, .bridging aligns the bottom chords -e- sptsp- so -they p nffp.. fine and b6i:pi*8'"vi;ith'--.cb.ilingserviceability' T-woj bridging redupet r61ative d6fiecti6fi .6f. adjab&btlrUss6s:: Strongback b6dginj-do6s: tiotpr&Ventor r6dud��-ovefzfll indiVidual d6flectldti, especially -arty. �'66f ti-Us96s, ... " *" ' than Aef Lqgtbg. mp�r n 1W inch. .... .... .... tq __ — ---- - Sfrongback- bridging in roof. trusses doe's not serve -as. temporary. be. *.maridht: bracing .and is not. !hten 'd&d td.dis-tr IbUtO or share design joads. beWe-eh trUtses- Consequently, -no design lbad" have'e. been accoUn.tedfor-'Withthis. detWI and d�)hfitiUbLis-�,trcibgbefek'.bddgirig"s�hciiild'iidt:bLi:;�ft6'ched between ... an .. g* trusses: shall des' common and , 'irder usses-.. The. use strongback bridging -�(I.not.JnWfere with other !gn- cbrigidefati6h's as spiecifie'd b'y'-the' En gn��&r'.df Record or the. Building: Designer. T h6- difter Birds of the ttronigbaclk bridging .s shall a4ai . -hedla o wall:Or anpthierlsecure end. restraint; -or .1 be, as..specifled'.by the Eng- lheeir"o'rf Reibotd-dr.thd WildinO.D&sijbdr.. .Sfr6h b6ck- bridging',§hall. be �a- niinimUm :of 2.x.6 horbihaf lumber. oriented with thedepth-Oftic;a[*.*. Attach9 Iffi (3) 16d -.ppmrpQp. pails (OABZ�xl nails at. each intersecting When -extending the: .strdngbabk bridging overlap ap by At. ajTfinimpn-oftwa tmsse.s. The -' I ocation, of fhe. strongba"c bridging maybe specified bythe-Trti§s Manufacturer,.. Engineer' of Record,. orBuilding De§i0ri&- Please ref&to - bbs! -Strang .ckirg. . or to Alpine; 14 detall for more. . information. The. g.ra.p. hid tho -(FjUre.l) isfbr.gener;d:illustrative purpose orily. 6760 F6rum'Drive:Suite 305, Qr%ndo, -FL32821:- (800)5214790 (863)42M685 *vvw'AOin6itw ..Com ALPINE I -, %,V..; V L_ t: P -A eL L_ ' `.1 X . I .. .; ) Figure 'if [ can . b6 of any fUrfhbf assistance` orl ffypuheive:-.ariy- questions; pieqse-give. .me *a C.a'll.. WRW. H...Keck Phief . Engkqper Alpine an ITW..:Co ' Mpany Engipe6riqd*DOAttrrie'fit -Orlando;. FL. 32821 -67-50 . Forum Drive Suite:3W6, TL 32821'; (800) 52-f-9.790- - (863) -.4224685- STRONG -BACK. `13RLDGIN'G RECOMMENDATIONS BUTT : ® All scab -.on blocks -shcdt be� a .minimum. -2'x4 i .STRONGBACI� BRIDGING 70GET}YR stress graded .lumber: �• AIC.strongback brlc{ging .and bracing shall :be:-.a- minlrnUri 2x6 ressgraliecl..lurikier:' 4F .p.. 0;-.The Our ose of �tron :ba ld :bridging:::(s: to- 9 "0:' .ATTACH SCAB 'i�TH'lOd:BOx/GUN .. N�IJ)S , develop load sharing between' ladlvldual,' trusses,: :4r _o.' eii6. (0.128x3.D;5 7N' P ROWS:' AT Ao O.C. • I resial'tln I q ;: overall .InCreas.,e In the s n n SCAB' NOTE' :IN LIEU. SPLICING. AS -SHOWN, i "S.TRONGBACK•'BRIAGING stiffness- of -;the. floor system 2X,6, LAP. MEMBERS' FOR-:ATLEAST ONE.TRU=::SP..ACING (' t t StM`Ongba6k bf'idging; .po§I,. Ibrted•,ds: sl owri In STRONGBACK BRIDGING` ;SPLICE DETAIL• details, 7s recommended .aa 10, =b' .o.c. .(ma'x,> N[]7EI De i ails J. and 2. ar.'e the ;qY ef.err•je oittaC irieait rietMod5. be.:TMe terms: 'bridbIrig' o;nd 'br`acind" -are sometimes ATTACH `STRONGBACK TO wEB i+/• c3) llld.:cGMMaN `' 'OR � i ristakenl'.y' �used'•Interchangeably. `•Bra�fhg' Is. qn kpor ont' s-tructiiral, ne; uiretnent bf an floor y ,.NAILS .• .(.4):a0a :BOXIGUN i"to'.. .• • gr rao.f �°sys.tem. Refer t.o•' ghee: Truss. Design O. eB x3.0'h NAILS `. Arqwln g(TDD) 60— .redulr'etYten#'s 'for each Individual .truss component, Bricigingr,� particularly, "strongba�k•",bridging As- ' r• eeomrlendatioh for a -truss system .to help contr..ol . vlbratiovl. In: additidn: t6 : aidirig.. In the. ! distr Ibutlon of poln.$ loads be#14eePr adjacent truss., •str_ongback bridging. serves' -to reduce ° (e) 10d cOMMON'.(aa495a0•) OR % BpwGUN. (o,I28'x3A.? NAILS AT EX6 (MINIMUM) STRONGBAEK,.'. 7DP' JiM13M, OF 2x RESTRAINED .AT' EACH .END. ' r \ STRONGBACK BRIDGING. , REM S to I7 bne� re utred i d im I-r"A d C a er ar z0''�° 2' i "i aeer 47 tt-toffs al-w b4 bounce. or residUal vibration: r00j ting, ♦~'tort Mguing polri# loads; such as fop'tsteps: The Performarlce. of 'all floor systel+Is 'are' enhanced 'b the. install'atlon bf :s'trori bac y 9. • • k' bridgit%g and they efore Is: strangty, recommended "SU9IlrUl'fL[1GKr A'7" L;" i YAlpine, STRONGB R TII. BLOCK W' (3) I. • -lad COMMON COA48!x3,p;U, NAILS For additiondL ,Infdk°feia igri rre OR t4)1bd'BOX%GUN,, 50 RB.'x8.0') � I go:rciltig strdngba(k NAILS. i,., brIclbing, refer to' :BCSj CBul(ding Component ` Safety Informaticin). i ATTAR $TRQJGBACKI {{1Nliwilmill IIpyr BOITQ4,CF•QIRD'NITII , STRNNG$ACIC BfI'DGING' FITTACHMI`NT AL_TY RNATIVES �: ���"'a'•'e.;`:AL7.'0� .,. . e4 whoma- i •READ An-Fm 1N'ALL,kjRr Off to , BIUVINi • . al�aRTN+r.:,runasa:T=.'MA M'.M Au,c�aA=Iu c ut�tlmm9.ne.wsr�urxs �' ' L L: PSF` REF .ST.RONGBACjC Tmm6'r'i. *x*V;M•rd'1 h'febrkathp, {ipndlhp:. a'1�1•pptrp. ���61 antl•IKwdr`� Rifir:.4o':oM Par°o the t4iFs.,t, eati°n'of%ECS[ tyWaMp Conopxna.snfNy 1 fe'nniti:n..by'7Qr erd;iRCN.f°r Adfstys ,? y TGS DL :PSf' DATE '10%01/.1�} . p cuffs 'prior in pci•fwe:•.p..ihn.'fSeflogs.`:Irut aers sMU kcy-,9;it .'brnekat por.,] S= :,� No, / 4861. ea "qw Ahiroioi. tap lard. aholl igve ooppf�rl� atiadrd'itrvV4, I �sh" Bed L°i. d nl . 8 ... snarl I+pva:pp,propn•ly attaaAed ���, Le�eotMs:.shoin F ' Wrparxr %laiero ersie•nht o8.s' - , C L• PSF DRWG STRI3RI1R1014' shollFnv, prn kotnl4d N e . t psr• seet6n•89i8Tor:818ros•n hr�6.; aces to% nehf41 �] 4f .tpus'ord' loer as•slarni. n,Rw wr•.the roa,e•armrt:, ui` r.°.two her..md.. s '' CLL.. P$F Btfer. lo:.drorhpt .IsQA-Z:fx.sfondard ptntr-�p°sY4brir,'. .. 9 a .�. Mw»: n:. drsban cf atv twVensrlp rap inp. .hn!i:nni ssppnAA.:.r°n:arvwtbne „o STA i1NIIM/aOMRANY IN. dfne4p my:fdwr +y'r�in. trys■`1�°con9wgonar,.ra, ANSI/TF4.4,ar f°r h•!u!�w :!MNw �. � D. PSF e�sikftiirxt L.hrnehq a#. irwwq , : . .A senl'on.ihlr'i•se►iD or•pover .11elh0 din*.Yw°ates.'pci'°P1kQhw Qf professleri6{ '�� •�.� .. 137231ikeipcit p�Iya '.sa41Y t�°ir w , .n: m.swoeuty "A uk nr. +fn•,r.,n,an �1 .,�(� 0,� o F'AC.. i:OQ . Sidle 100 , ar�A+rM • k •iM �respa+sbMHY: df ' . DeIdY+G`8!aJUMe` Pn' NK�lfPL1 ° S►aC' �. (. ..0� i i �:s r . Msrra°dtie hrs,M083043 ..f°r•'t7arra�f°rhntloeVstrtthla:,jd.�l 01IHraI';eafss,papt and ihfef ee{I AM"v! . �. . NrD+a m.ndPt+itlrsaU YPIi r.stpYutora's'BCM ...sbckdus ..era IGo sssJcesafeary F4 S PACING. r. tri f M N1 D: E D S: F 1, . 0 - RR IN . . . . . . . .•. . . . . . . . . ------ 1. N. -.11 M� -7-1221 AL up-ralim IF' 0:AUXTS'0F J Wk-lftuetido AN Oil- G. MORE U00A T' BE R-4ACf�.U. 0+R- Z.. ;R MY I R M_ N RA TE a' L A PV!,E`!T0.- ;-UPP -F .T MA'TC-SIAL.. Ma . , ' 3 -A.' - -!::A fi 0117 iti W.V. P.-A PALM� -1 AP . .,#*.A. . . . . . 0 ov RFG'UMCE.S, PLATE8 A NI.: -UTHEQ 00A ., Ell :NOT- lUAHdg 'TOI A. LU F S RPI, L UAjVIM l D.TVIPVS tM 'IRIS IS W'. 6 VaToll. A i Lm. b 0, Za fi-sf li,518 f4dr. 4_11,g tu p AMR, ul * 4 XA u 14: 1— P STS CK, A.R S .0 1 ou X.. t e-,Zl • Etc, ci* �59PWA Mri p SAO" J P m -lam M. i J D, P leiw� L, 1: tttl Cracked or Broken This drowing specifies repairs for a trust with broken chord j I or web member. This design Is valid only for single ply trusses with 2x4 or 2x6 broken members,. No More than one break per chord panel ;. and no more than two breaks per truss are allowed. Contact the truss manufacturer for any repairs that do not comply with this detail. ; (B) = Damaged area, 12' max length of damaged section (L) - .Minimum nailing distance on each side of damaged area (B) I (S) = Two 2x4 or two 2x6 side members, same size, grade, and iP species as damaged member. Applyy one samb per face, Minimum side member lengths) = (2)(L) + (B) ' .`• Scab member length (S) must be within the broken panel. Nall Into 2x4 members using two (2) rows at 4' o.c., rows eta gel'O. Nall Into 2x6 Members using three (3) rows at 41 o,c„ rows s-tagge,ned. Nall using 10d box or gun nalls (0,1281x3', min) Into each side Memb ,. The maximum permitted lumber grade for -use with this to Visual 01 and MSR 1650f. t E. detail Is liml'ted grade grade This repair detail may be used for broken connector plate at nld--panel splices. I This repair detail may not be used for damaged chord or web sections occurring within the connector plate area. l P y: Broken chord may not support any tie -In loads, s• l :.t L L Me 4' o,c �TYpicai + 0 + o + o' + 0 0 + 0 + o + 0 + 1:. Stagger r. Back Face 1MM0d Box (0.128' x 3', min) Nails,. ro = Front Face 2x6 Member — Double Row Staggered l Nail Spacing Deto ll Member-, Repair Detail Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force - Member; Slze L SPF-;C HF DF—L SYP Web Only 2x4 12' 620# 635# 7304t 800# Web Only 2x4 18' 975# 1055# 12954 14150 Web or Ch, ord 2x4 24 975# 1055# 1495# 1745# Web or Chord 2x6 1465# 15854 2245# 2620# Web or Chord2x4 30' 1910# 19600 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6' 3535# 3635# 4295# 4745# Web or Chord 2x4 42, 2975# 3045# 35054 3835# Web or Chord 2x6 43554 4500# 52254 5725# Web or Chord 1 2x4 .48, . 3460# 3540## 4070# 4445# Web or Cord 2x6 5165# 528041 6095# 1 6660# LHlnlnun. I L Imam Hinman L blstnnee 8 ..vAR�Nd+■ IiiAO AND rpLltly ALL burrs oa TNis41RAVIHUI REF MEMBER REPAIR nrW ORTANTwr FURNISH THIS �RAVWG TC ALL CCNTRAOTCRS INGIfiI]11NG TFi INSTALLLTtS, Trusses ppequlre, ewtrene cart In fabrleailn0, hWdl►a. dfPp Inctaiilrj and braclna Rotor to And I DATE 10/01/14 rolloe the laUrt rdtlan of ICSI Oufldho Cmporent Safely In oMatlon,, Y TP! and SHCAf roe safety pr oczes prior -to perforrinO iMsr funetlAna InstAllors ■hA provide ;tanporory �hraefnp pop ICSI. Ikilera noted otMrrh4 top chord ehtll'Fsve property attach*d dtruG=I sheatiwn0 a d boitan herd DRWG REPCHRD1014 .. s U have a properly At ac)fed rl Id arlI� Loeatioha shavn Far percun•nt lateral re. raht of robs ALP !i4N Il have hraeln0 hstall.d por Byii secs. )3, or ID, AS app adhip, A y plates to each Face iruaA and osltlon os shorn oboe. And an the Jo1n} J1etAls, wtesA' IwtedpoiMrvlse. Refer to drneInoe IaDM2 for rtandord plot. poll}Ion. AIpIN, A &WIslon of ITV IUX CoapwwniA Oro4p Inc, shall pat bt espanslhte For o devla}ion IrAn AN RW COMPANY WW11,. drorinp, ny fa9 rat %a bullrPthe,irusa to conFoerAncr akh ANSI/ Pj I, or, For her.1 21 shlppIrd, Nstollailan 16. AdAp o!' Sruswes. i A •ioAl'm dri or RV" po Uikv ihls dmehp. hdmUs cc■ptance oI p7f•r+knRt eryt... yrino rrgwura v M. v Kr 1 dolIppnn Ahern TN aitah� „nd use of thl• ur10V for an actor. Is the rn of tfx INAW2 )KOPer A�rr I seed, 13300 Lakefront olive ror non Inforpat)an iced this Job's pentral notos ppa0t h»tl ihtst web Itt►sl SPACING 24.0' MAX FgdhCKy.M003045 ALPIIlF] evr,al naltr.eonl Ph vrr.tp4rtoro) SICK Weeotc w. are; )Crrrrlccsafe.orl I ■ 1 0 Gri -u :6er. ;-tz..e and .0 pau, purrrm Ant WALl.EY F.!,.: f N numum Roquirsryie;'nf*s. F WAY Tlw4s- T 11 JES- UN 13ER VALLEY FRAMING LdY RAFTER.OR ft(E)GE � +-Crfp01eb'-41-D'Ndr,3d Osft:M)I�d-26 pof(.TDJ M.ic, lspa+t:eft(ie,GFILpd?.'(C)t.!�ao�hr Ir -thawdilaysbraleep m irrdworking:M, V130 from 'TQd*feURTj d§c. p BOARD (2M) FAR -or RAYTQRS -VAL4 L-E.t., mntf�q s Orithr.040 b P-01 L 6, ,tciftfiu. + of VaUe.y SPA-laNG 4. sle-operv. 4 10 ta"alk bldck 4 164 toe -mills J3 1;:;i--ASRFkVD.PDR pgc.H .7. -widia-le(afAl fa.trp95:* 2,e4 Joe- fa pqd. hy,gjherr.) ,2x -at. N lied) 2XV01. Ty -. .1 rf ww �E�At�M '1 S FX-d tit] 94-•OX', (wimr4no, aulirre.op, kA.ClT �E40#".fF,:SLEEpERZAM USED) -12 crlortw-th.�Wln,. -13. 4 Iffel'tole-nalls. CRT -P&4;- B"4 A 0.(� (I- d-MRAL MM P 9L 'F 91011�9- NAILS rn abspAw btpljw 30CAPIN4 r;,0111f6; ldl-b� 14: dd jkr 1.-JjpN �tent -VAthoutshRotAlpl.apptie,4mtiA.be evAf�!aje� Gly, •hill' 0.0.- Ir..Uasv ?Atlat IN a,e ivi and nil' .jjnffAurp.of,6-sd lolt go 00 WIN 4.14.�H§j p.r.ov..tog del6nq 1s��'thafrqp �tum - qwl a a.re e ,e r 8erqf fa, dliforls: ,T. ft _&Wj0g.a 11 n t iatis , I f"t (6 6 -1� I t4tWs.4 n•- 1'16i-v.alliy Wgfitt 4-*b- . Apply .N39 lreqqks; 4aximum tflg3,0-foeL Na94,iyd,v#ls AAljbld-6(hjH4. i. lokd,1xp C� Xzt-1-0 i ?Or A, stx,frpu m -at ASCF 7-10, go X. 9TId V Ni 40 54 Rt - W t4 fw2w the- TC DL IP ZG 7 '? DAT9 10 W.G �qc ft 0 -0 o 0 DR t . W 11 Bc. - LI, .0 ' 01WOn of I d. ' TOT. LD-PQ al or 0R1 .00 *A"', prof 1 I PM .16 b.;d • o.ov r.- 9 Simpson Strong-TeO Wood Construction Connectors Face -Mount Hangers - I -Joists, Glularn and SCL MW W_ A-M � These products are avaita le with additional corrosion protection. For more information, see p. 15. Codes- See p. 12 for Code Reference Key Chart. Actual ,tUal'. Joist:, s -Model' Carried Member Dimensions T in., Max Fasteners Allowable, code R E - :46 Stiff, i, H B OIS t Header 1 Reqi�p r .,,SPF/.HF "" Species Header& 6'6I ift (iW Floor _Snow, Roof ,Floor '(100) Snow ,L (115)" Roof (125 IUS2.56/16 2% I 16 2 Min. (14) 0.148 x 3 7 11,660 Ji,805 i,80511,425 1,5555 1,555 Max. (16) 0.148 x 3 - 1 700 1,805 11,805; i R0511,555 1,555 1,555 21h x 16 MIU2.56/16 29AB j 157As 21h - (24) 0.162 x 31h (2) 0.148 x 1 1h 230 3,455 3,920 14,045 2,970 3,37013,480 U314 2-A. 10 1h 2 - (16) 0.162 x 31h" (6) 0.148 x 11/2" 9,70 1,94512,205 2,375 1,675 1,895 2,045 HU316 / HUC316 ✓ 2-A. 14 IW 21h - (20) 0.162 x 31h (8) 0.148 x 1 1h 1,515 2,975 3,360 .3,610 12,565 2,895 3,110 .113C, FL, '177/ls '(26)-0. - L 162 -x:3,1X, 0.148kllk'�' 236,,,3.746� 4045UL4 80. LA 21/2 X 18 HU316.11HUC316, 1 6'" 29AS' W/ �21 .12 X �Jh,� (2b) dn� 8)PI48 x 15515..1,2;975] 8,360�1 8,610'1256512;895 21h x 20 MIU2-.56/20 12% 197As 21h (28) 0.162 x 31h (2) 0.148 x 1 1h 230 14,03014,060 14,06013,465 3,495 �13,495 210 22, to 26 - MIU2'56/20,T_ %V I d.1 6zx �23q 4,030' 1�;06 0 4,060 3,�65 'i��5- 1'3"4'1� 3 495 29Ar x 91/4 to 26 29A6" wide joists use the same hangers as 21h" wide joists and have the same bads. MIU3.12/9' 9 'A 6 21/2 .0.162 x (16) 3 1h (2� ILI 4'8:x 1 Ivi '236'r 12,30 5'1 2j615 2 820 1,98OLl-2,245 1.2,425 H1.1210-2'iHUGZib-2 2W., Mdi. (113),0162 x3l/2.' :.':(.1oyb.148x3.' 1,795, 2;680 12,3D5 2,605 2,800 IBC, MIU3.12/11 11U2'12-2-/-flUC212-2 131/a 11 'A F2 1h Zvi' (20) 0.162 x 31h 2) 0162 x,31&' (2) 0.148 x 1 1h 230 -f,7S 2,880 3,135 3,135 2,475 21;82G 2,695 3,180 2,695 3423z;a FL, H0325/12,1,�HUC3.25/121 24 31h (24), OA 6 -148 (12):0. y3_ o 0 .030 4 335, 3 075 13;47 1`11213.25/161": HUC3.25/, 31/4 '13% 21h (.;Max Min., (2010.162 Olh (8) 0.14 x 3 1.S1512,91513.3601 -3:610 2 6& 5 2 B901 P,105 I Ma�., .162x 1/2, (�b) 6'� (12) Q.,J k tea 1,3,870:14,365:14;09513,330 3,755 4 040,1 9 (12) 114".X211e SDS� -(6) 4" x " 'is 4_1 -- 5]3,300 FL AtfS3.25MI. 31/4 8�h 2 -(46) 0.162 x 31/'T-:(i%6.162k31h 4,095, 9. 00] 9,106,1 §.ibo] 7,825.1 7,b25 1.7,825 IBC, HGUS3.25/12�- 4 31/ /8, (86)'OA 62 kL31h 31h 5 4 10 �9; 00 A 9,400:l 9,4601 8j(3851,8j()85:[8,P85 FIL $1/4�1'. 8 to 30 hi' 7 4' (1'6j'1/ ','i21W SDS (72) I/Vi 2'N'SDS 5 555 Zi72 6 5, HHUS46 35h 1 51A 3 - (14) 0.162 x 31h (6) 0.162 x 31h 1,320 2,785 3,155 13,405 12,395 12,715 12,930 31hx51/4 - HGUS46 3%1 4M6 4 - (20) 0,162 Y, 31/2 (8) 0.162 x 31/2 2,155 4,360 4,885 5,23013.750 14,200 4,5001 AS48' % 6 '.-'A 6 2 (6) 0162 31h815'96T '(6) 0.1 62,x 31h- 1,365 11,555 -1;680 31h x 71/4, HHUS48 35A :3 (22) 0.162,x 31/i,,, (8) 0.162 x 31/2 7,780: - 4.2i 0 4 77Q 5 140 614 14,095 4,415 P JHGUS48 I �SA"I 71A.- ; `��3fl _6.12x3lV2 .�(12)�0.162i3l/ 3,235- 7460I 460 7i46 Q] 7418 1 6;41'` Z 4 IUS3.56/9.5 3% 1h 2 - (10) 0.148 x 3 70 1,185 11,34511,455 1,020 11,160 11,250 MIU3.56/9 13%1 81-Ae. 21h - (16) 0.162 x 31h (2) 0.148 x 1 1h 210 12,30512,615 1 2,820 1,980 12,245 12,425 U410 ✓ 13-A. 1 83/. 2 - (14) 0.162 x 31h (6) 0.148 x 3 970 12,015 2,2851 2,465 1,735 1,965 2,120 HUS41 0 39A61 81-'As 2 - (8) 0.162 x 31h (8) 0.162 x 31h 2,99012,125 2,420 2,615 1,820 2,070 2,240 HHUS410 3 6/a 9 3 - (30) 0.162 x-31h (10)-0.162 x 31h 3,56-515,635 6,380 6A45 4,845 5,486 [5� 31/2 x 91/2 HU410/HUG410 3% 8 5A 21h (36) 0162 x 31h (12) 0.162 x 31h 3,235.17.460 7,460 7,460 16,415 6,415 6.415 H000410-SDS 13-A6 1 9 �3 (12) 1/4" x 21/2" SDS (6) 1/4" x 21h" SDS 1265 4,5.00 4,50 0 4,5001 13,240 3,240 HGUS410 3 -% 9 'A. 4 (46) 0.162 x 31/2 (.16) 0.162 x 31h 4,095 9,100 19,100] 9,100 17,825 .3,240 7,825 7,825 IBC, L(3U3.63-SDS 35h - � 89toA30 41h - (16) 1/4" x 21N'SDS (12) 114" x 21V'SDS 5,555 6,720 16,72016,720 14,84 0 4,840 4,840 FL. LA MGU3.63-SDS 3 sh 191/4 to 30 41h - (24) 1/4" x 21h`SDS (16) 114" x 21h" SDS 7,260 9,450 19,450 19,45015,80516,80516,80-5 .88" IUS3.56/1 1. 7 '2 (12) �0.1 48 x'3 1,420,11,61 745 ;2�b 1 -1�1,39d] I 41351 3%. 11,11e 21h :-(20)0.162x31W.. _(2)'0.148.x11h zi 0. 2;880:13,1351.3135 12,475]2,69512;695� U414 3 1 -2 0.1.62.� 31h, :-(6)�0.148,0 K 0 42,3051 '615' 2;8 N�l 1,080],2j245] 4 2, 25. HHUS4104 (3())'O.*1132 3?h '(l 0) 0.1 62k,3 i/2.- 5'635 " 6,380 380] 6-� 141514,845],5,48615545- I �HUS412 6 lwh :2 (10);0.162 -.x 31/2 (10) 0.16 2 x 3 112. 3, 433 5; 2, 6 6 0 13,025 1 L3-265 2 2t,� 2 706' 31/2 x 11 Ma HU412 /:HUC412, Min: (16) 0.152 �6)10.148,x 31, 1,1 35 23130-1-2 613�'12; 9D'1,Zo56T 1 2 i315]2,490' Max., (22)-b.1K!k,3?/2' "(10)DA480 - 7-'-, 5 75 3, . 2 11 3,695 3,970 1] 2,82b 3J80 1- 3,425 flUCQ412-SDS - 7, J 39AG 1' (14) N' x 2112.' (6),1/4,' x 2112. SDS 2; _65L� . �E, 04,5:1:---645],u3q -u-.3013'eiao HGUS4,12' 34 �:10 7AG"f 4- P)'Q.16� x3l� `,(213) 0.1 �2'� 31/2 5 440 9,400 q,400]9,16Q;1.8,b851 8,0135],13,085 -LGU3.'63-SDS - 3$ 8,tb 30'_ 41h (1 6)1/4'.1/2" X 2SDS' (12) 11A',x 2'N'-,SDS 5:55 6,720 '6-720 11'6,7261 , 4,MD -1 4,840,14;840, MGU3.63-SDS-, 3% [91/4 tb, 30 (24).1/4'X21/2" sbs' (16)W'x 21h` SDS1 .7,260 9,450, 94 L 0 .1' 5 -�IAGL13.63-SDS 3% 11 41h- �36)1?4'�i.�'/�'_SDS 1 (24) 1/4" i2W:SDS:1 -E 0 I s 1� 0 -1-31 13, 50113. 1 C 616,475 1 9A 75 46 See footnotes on p. 150. 'u - Simpson Strong-TieO Wood Construction Connectors Adjustable Truss Hangers �G��EE�O m v� This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15, �j Installation: d CUse all specified fasteners; see General Notes. 0 The following installation methods may be used: C) y • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. != Install top and face nails according to the table. Top nails shall 'a3 not be within 1/4" from the ed.ge of the top -flange members. For wxtsed farjdist attachmrre t:a angle so that they penetrate through the comer 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 y the joist. ' • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes -in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3s/a" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart to/4 for THAC422 for 422-2 426-2 ko THAC422 Face nails Top nails per table per table f'i typical 2+h' for THA422.2 and THA426-2 THA418 Double 4x2 — Use full table value Single 42—� See nailertable 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 ;, Dome Double -Shear ! Nailing Shear Side View; i .' Nailing Side View Double t Nailing y°Do not (Available on Top View ° + bend tab ! some models) 2 face nails (total ^' 4 top tots Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation ryprcai r nnca Top Flange Installation :or tb tnote 5 p.187 86 Simpson Strong -Tie ° INood'Cons'fruction Connectors THA/THAC Adjustable Truss Hangers (cont.) Ed M These products are available with additional corrosion protection. For more information, see p.15. Dimensons Fasteners DF/SP SPF/HF ( m) "Min. Mm � in j Allowable Loads, Allowable Loads Model Top Header W Code' No �a Flange ,Depth Carrying Member Camel Roof / Uplift Floor` Snow "Wind Roaf / :Ref Uplift Flooi Snow ;Wind :. W H 0 in (n) Member (i fiD) (10D) (115 ). (.160) (100) (115) p _ To Face .`. _ , .. . (25/160}; ,: w• .. = : s (125/160)' -`ToFletnstallatton� '' ` an g * g R,• ,�'�,.xr• M 1'/2 - (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1,750 1,750 1750 450 1,330 1,330 1,330 THA29 18 1s/s 91fis 5Ya 27Ar - (4) 0,148 x 3 (6) 0.148 x 3 (4) 0.148x 3 525 2,610 2,610 2,610 450 1,985 1,985 1,985 THA213 - :18 is/a 133Ss r, 5'h 2 - . '(4)'0;148 x 3 .(2) 0148.i;3,, (4) 0:148 Xl'h THA218 18 1 s/a 17% 5'/2 2 - (4) 0.148 x 3 (2) 0.148 x 3 (4) 0,148 x 11h - 1,460 1,460 1,460 - 1,110 1 ,1 10 1,110 IBC, THA218-2 16 3'/e 1Ttis B "' 2 - (4} (1162 x 3'/z (2) D 162 x 3?/2 (%0.148 x 3 - 1 Z 1 - 9u 1 1 s' 1 FL, THA222-2 16 3'/a 22-/s 8 2 - (4) 0.162 x 31h (2) 0.162 x 3'/2 (6) 0.148 x 3 - 1,960 1,995 1,995 - 1,490 1,515 1,515 LA THA413' - 18, 35/s':13'41 :4?h 2 " -.- (4)0.146X3 .'(2)0148X3 (4)0:148x3 :- „'',i 3r+, ' THA418 16 3s/a 17% 77/a 2 - (4) 0.162 x 3'h (2) 0.162 x 31h (6) 0.148 x 3 - 1,960 1,995 1,995 - 1:490 11,515 1,515 THA422 16 3s/a : - 22 771e 2 - (4).0.162 x 31 {2) 0162 X 3'h (6) 0.148 x 3 - 1 ? �? - U I s 1 . 1 ,15 THA426" 14 3s/s 26 71A 2 - (4) 0,162 x 3'h (4) 0.162 x 31h (6) 0.162 x 3'/2 - 2,435 2,435 2,435 - 2,095 2,095 2,095 ;( D 167.x 3'V2 (6) 01S?Y>3'l c 33p 3�0 :3 330 - -(4) THA426 2 14 7'/a 2G'tis 93/4 2 - (4) 0.162 x 3'h 0.162 x 3'h (6) 0.162 x 3'h - 3,330 3,330 3,330 - 2,865 2,865 2,865 "Y a aCPi-'M ount(Max.)lrrstallatfon ..-.-,. ,.i .R �,.,.._, r,,. .,c _. <. Xc ... ... ,� sa ... ..:.-„x< .. .,3 .. ..,..-.,-,a.....-v ..,� ..-".KX'.. •.. .. . .:.... ...gym _ .t_ THA29 1 18 1 1 Y. 9"/is 51h 1 911As - (16) 0.148 x 3 (4) 0.148 x 3 525 2,265 2,265 2,265 450 1950 1950 1950 THA213 "-: "18 1 s/a , 135Ss _. 5'%z 1344s - {14) 0148.X3 (4) D.148 x 3 `-5s c 04> 2.0 _ �0 ,� i C 20}U'.: ` 2105` THA218 18 1 s/a 173/is 5'/2 (18)0.148x3 (4)0.148x3 855 2,450 2,450 2,450 735 2105 2105 2105 THA218 2 l6 3 /a :..� tis B 0 r t 2),0162 x'3 h 6 0162 x 3 h (� 1 855 L L'4 8 s �.. , ,1:7 • :�.) , , .. ., .; z . .. FL THA222-2 16 3'/e 22'As 8 - 14'/is - (22) 0.162 x 31h (6) 0.162 x 31h 1,8-55 3,310 3.310 3,310 1,595 2:845 12,845 2,845 LA THA413 ' 18 3s/s =13540 4%. 133/s - 4) 014 (18:x 3, {4) 0.148 x 3 °-K �' ' o4r1 4aQ THA418 16 3% 171h 77h - 14'/,s - (22) 0.162 x 31h (6) 0.162 x 31h 1,855 3:310 3,310 3,310 1595 2:845 2,845 2,845 TMA422 16 3s/s i : 22 T/e !, 14yis - (22) 0162 X'3 h (6) Q.162 x 3'fz 1;855 3 845 THA426 14 3% 26 77/s - 16346 - (30) 0.162 x 31h (6) 0.162 x 31h 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 THA422 2; 14 .7.'/a 2'IA 93I4 163fis = (30) 0162 x_3?/z (6) Oc1fi2 x 3'h 1. 855 5170. 5 a20 . ;5 520 ' 7,595, 4,445 4 745 ; . 4 745 , FL THA426-2 74 7'/4 26'tis 93/4 - 18 - (38) 0.162 x 31h (6) 0.162 x 31h 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. Uplift loads have been increased for earthquake or wind bading with no further increase albwed. Reduce where other bads govern. 2. Wind (160) is a downbad rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 1 Ih' min. top flange are based on a single 2x carrying member, all other top -flange installation bads are based on a minimum 2-py2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148' x 1 W nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Ooist) member. Based on the installation condition, nails will be installed either straight with straighted 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-Tiee Wood Construction Connectors Sm' PSON Face -Mount Joist Hangers 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 fight -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovatlle 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 ZMAXe 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 tp achieve the table bads; _.__ .-. 'Nof designed' of � we e br`ffa er a�pprications. ' Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing. Top View ". Double -Shear Nailing Side View Do not bend tab -' Dome Double -Shear Naiing Side View (Available on some models) t' for us VAB for4xs L-US28 HHUS210-2 uV_4- - MUS28 IETA HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2- Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 0 :-Simpson Strong-Tieei Wood Construction Connectors ; : ` ' Face -Mount Joist Hangers (cont.) D Ss i > Model No Mm He ght t` Ga Dimensions (m } Faste'riers I W l: H g . Carrying Carried ' Member Member Single 2x Sizes 18 Q?/ar (4) (2 0:148 x 3 'LUS26 41/4': 1�i6 -°43/� 13Ja: ": {4) 018 x 3:O's148x3 MUS26 4"As 18 1 %, 5% 1 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45/6 16 15/e 5% 3 (14) 0.162 x 31h (6) 0.162 x 31h 12 : ; 16/s :" i 59/e ; 5 �- -, "(20) 0-182 X 3?/2' ll " 48)-0:162. 31h a?' LUS28 :=_J 43A6•� MUS28 I 6% I 18 1 §S6 673A6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61h 16 15/6 7 3 (22) 0.162 x 31/z (8) 0.162 x 31h HGUS28 6%. 12 15/s 71/6 5 (36) 0.162 x 31h (12) 0.162 x 31h 11JS210°,. 4✓a 18`;:,�' 19AG.. ';71946 =13%d, . '(8)0:148X3 (4)„0748:x3;°' HUS210 = 83/s ; -` i 6. 15/6 . ^9 3 (30) 0.162 X 31h . (10) 0;162 x`3?Iz HGUS21.0=1, '12',''' 15/a `'81/a •, 5'- (46)0.462x31W;:(16)0162.x31/2 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 t with Strong-DriveO SD Connector screws. See pp. 335-337 for more information. a DF Allowable Loads . SP Allowable Loads SPF/HF Allowable Loads - z,Code °. No Uphft1 Floor'; Snow Roof Wmd Upliftl Floor Snow Roof .Wmd Uplrftl Floor Snow ; Roof .a Wmd Ref ' (160) �(iD0) -� (115) _1 (125) _(160) (115) (125) ' : (160) - Sm le tic Sizes - - - LUS24, ' 3 67D ' , 765„' I,?820 ;' ;1,045+ ;_ r „° 725 ..T'825 ,': `$90 1, 2v - 3ii0" 495v . 565 , 605 '• ,.770 LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS26 ' J ,:' -1;295. 7 1,560-, „1.,a0,,'y o;u. ',.1405 s 1.560 1;5 D 15 8i0'` <955: ' 1;090'' ..1,180' <, LA HUS26 1,320 2,735 3:095 3,235 3,235 1,320 2,960 3,280 3:280 3,280 f,150 2,350 2,660 2,780 2,780 HGUS26 r .4;340" , 4,850'r 5,17D-, „5,390 ,� ..";> 7 x '' ` 4,fi9Q . , :5 220- , 39D , '' 5',390 . ^'78t)' 3;225;-, ' 3;610. i .:3;870 :"'-3;9B5 IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1,165 1,195 1,360 1,465 1,730 865 810 925 1,000 1,270 'MUS28 . 1,U20% .1;730,-. 1975 . 2,125 ` =z25 -_ ` 32. s 1;875, : 2,135 ,2;255 ; _.%5� ,150 `1,270 1,455.' 1,575 .. ;, 5. IBC, FL, LA HUS28 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4,095- 4,025 1,480 1 3,520 3,520 3,520 3,520 HGUS28 1.,E-C _ZS;. 7.275"! 7,275 : ' 7275 .:- i t5-v ,72 .. -'._1r{. - 7;275 ...7,275, .. is[r :670 ••3,82D 3;915; _ 4;250 , IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 1 985 1,120 1,215 1,500 IBC, FL, HUS210- ° 6 5 ` '.50,. 5 . ° 830 `; �30 6 63 _5; ;:7 ' �3 5.t=t 2 [[D s?0 [ �5 ra . , r,_5; LA HGUS210 2,090 9,100 9„00 9,100 9,100 2,090 uMoj 9,100 9,100 9,100 1,545 0,340 1 6,730 6,730 6,730 IBC, FL 1. For dimensions and fastener information, see -table above. See table footnotes on p. 195. H H-US/HGU-S 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 bads are: HGUS Seat Width Joist Down. Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load • W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load • W > 6" Bevel cut 0.85 of table load 0.41 of table load 94 *_'Acute side 0° 1 Specify angle Top View HHUS Hanger Skewed Right (/oist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 6L z O N N 0 O O CD 0 O cn uo!;eLwo;ul iaue;se; jo; ZZ-LZ •dd eaS'4;6ua1 Aq jelewe!p pa;sg eJe qqe; a4; u! suoisuawip 11eN :sLaua;sea g •argen elge; ay;;o bg•o o; peol 94; eonpaj pue ';s!of e4; u! o£ x .84 L'0 P- JaP-4 a4; w sl!eu oW, L x .8b l'0 asn 'sjegwew 5uV,tm xZ el6u!s 4;M •uogonpei peel ou 4;!m ';slof e4; w ,e/,£ x .Z91'O Pue japee4 a4; u! s;leu .'/LZ x „Z9L,O asn 'sjegwaw 6uifweo x8 4LiM •sja6uE4 pel!eu io; wnwiu!w jegwew 6uu(ueo xZ Hd-om; a uo paseq eae umo4s speo-1 •g •e16uo4S uosdw!S;oe;uoo 'uo.ijawo;ul leuo!uppe jo3 •speq ggemcua je6ue4 sgl ui uo!sua; u!ej6-ssojo go uo!;enlene 94; sapnlou! ajemuos ,io;ogaS jo;oeuuo0 eaLL 6ua;S uosdw!S'bLOZ-L IdUISMd 4i!m acuep000e u! specl a!gemope p.wg Aew ucisua; up&ssoao pjogo ssrul'b woo ag6uo�s;e -133Ha3>8-01 ugailnq popgoa; aas ';46!a4 lea4 wnw!u!w ue4; ssel ao3 •speol alge; l!n} ana!4oe o; pennbai si umoys;46ie4 jea4 wnwiupi •E •6u!;el pequmop a s! 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(u) suo!saawip uiW r •uogewLop aaow jo; LE£ -SEE 'dd asS • LZ •d aas g L •d aas 'uopa wo;ul ejow J03 •sme:os io;oeuuop aS manor]-6uolS 4qm ry ��, 'slaua;se; laa;s uo!;oa;o�d uo!soLoO leuo!;ippe uoi;elle;sui jog panadde aie s;onpoid asa4;;o Auew esquiuls Jo3 Lpm elgel!ene aie s;onpoid asa4L ss I Psi P's FSdwIs tf slo#cauuoCuqijonj;suo0 pooh mall-6uoa g'uosdufrg Simpson Strong -Tie' Wood Construction Connectors HTU 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 1h" 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 L _ 0 Installation: U (D Use all specified fasteners; see Geheral Notes oCan be installed filling round holes only, or filling V round and triangle holes for maximum values y See alternate installation for applications using the HTU26 on a 2x4 carrying member or Min. hee. HTU28 or HTU210 on a 2x6 carrying member heighl for additional uplift capacity per table cc 11 • HTU may be skewed up to 671/z°. See Hanger HTU26 truss and carrying member HTU Installation for Standard Allowable Loads (for 1W maximum gap, Options on pp. 98-99 for allowable loads. • See engineering letter L-GHTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Cha 4�� 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/s" Maximum Hanger Gap) Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar] Min . Model No - Height- Dimensions pn) Fasteners - Carry"ing Camed , Member � Member.(100), DF/SP Allowable Loads Upllft? Floor Snow Roof Wnid (115) •(125) (160) SPFJHF Allowable Loads .. Uphft,r Floor know :Roof Wihil '{760)• (100) ;(115) - (125) ;{16b) ' Code' Ref. Single 2x Sizes HTU26 ' !39h. .15/e: 5?ha 31h,', �(20) 0;162 x.31h (11)`0148 x 11/z r':G - 7.G C ^_iwr„ .-z.c?+l � 55�� , 8 ..,6 .i 64:::;Ec o ':HTU26 (Mini), $�/a 1%a .'Sha 31h (20)�0.162 X31h � t(14)Y=D.14$ x i?h 1;25D.' 2,940 ' 3,200 1'32D0 ` 3,2O0 • 1;075 1;852';i :2.015 `, 2;01f; �'�2;Q15 HTU26.(Maxi) : � 51h .1 �a ;?tia '3?h � :(20) 0.162x 31/z-'J '(20);0148')01h 1,555'°1 2,940' '3. �} �.:.;5a . •°-0;01D`; .1,335 : 2;5301 , 2 So 3' �G ; 3,-050- IBC, HTU28 (Min.) 3'/e 15/a 7% 31/s (26) 0.162 x 31h (14) 0.148 X 1 Yx 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/a 15/e 71fia 31h (26) 0.162 x 31h (26) 0148 x 11h 2,020 3,820 4,315 4;655 5,435 1,735 3,285 3,710 4,005 4,675 � HTCI210:(Mln:) /a ."8� 91fia ; >31h (32) 0.162X 31h <(14)-0198:z 1'/s ' 1,330 4 °3_ _, �.1,145 a,2 F 1.2.__c 0.2z55' I S 22 . HTU210,(MaX), ,I 9?1a 1 /e='9'1/ia 31h :(32)0.162'x31h '(32)'0.148x`-11h 3,315,',4,705 �Ez..,'.1 53731 .5;995.;1 2;850, 4,D45:''Fsoo 4';9..i? i'5;155" Double 2x Sizes HTU2`6-2;(Min) f5?fia• 31h ;(20).0.162X,31h ,=(14)0.1487l3- 1,515, 2,940 1. ;5rn� -3910, 1305.� 1,85D,",`2,090'�:2;255 <2;4,G5" (Iv1'n) 7 • `(26) 14,310 � HTU28-2 (Min.) 3'/s 33'ia' 7?tia 31h ( ) 0.162 x 31h (14) 0.148 x 3 1,530 11 3,820 4,310 4,310 1,315 2,865 13,235 3,235 3,235 IBC, HTU28-2 (Max.) 7Ya 3s/ia 734a 31h (26) 0.162 x 31/z (26) 0.148 x 3 3,485 3,820 4:315 4,655 5,825 2,995 3,285 "�'1D" `4t',5 ' �:;0°icy. �p �HTU210-2,(Min), `3'%-. 3�4e`91fic 3'h;`(32)0:162.x31h =(14)0148x3.' -1;755', 4,705; '4;615 4;815 .1,510',3;530::) 3,610.3,'610' 3,610' HT1121D-2:{Max)`-'97/a 35fie,9?fia":31h;(32);0,162X31h,':;(32)0.1413x3 ;4,110,` 4,705'.•=5,?iG�'aD :; .e;�:5'' 3;535' 4;095-;-,aoJ: �:�Jn +��DJ 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 leading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/e° and 112°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector' software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148° x 1'h" nails in the header and reduce the allowabb download to 0.70 of the table value. The allowable uplift is 100% of the table bad. S. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 Simpson Strong -Tie® Wood Construction Connectors Face -Mount Truss Hanger (cont.)' �y Many of these products are approved for installation with Strong-Drivem E SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member Min I m Fasteners (m) : DF/SP Allowable Laads 5PF/HF AllowahleLoads ' Model No Heel Height 'Minimum Code' Ref. (6 [HTU26 "(in) Member Member "" Member (6I0) (100) {715) (125) i (BD):: (100)"` (115} N(125} ( 60): (Min) 37/a (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 11/z 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11/z _ 1,240 1,470 1,66D 1,7.90 12,220 1066 1,265 1,430 1,54D 1,910 IBC HTU28;{Max) " -;71ia �m= (2)'2x6 ;(20) 0162x 31/z (26) Q..148x 111z , 1 970 , . •.... 2;940 3 905 1695 2;530:', F 1... J 3 360` FL, LA HTU2 i3O (Max } 911a .I '(2)'2x6 " (2b) 0162 X 1 1/z "(32) .148] 1 Yz '--:2 760""" 2'940 3LJT. 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is W. 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) iYl4de1 No ti7ln -Heat Height Dimensions (m) ryW H r B Fasteners (in) t;arrymg Carved Member Member DF/SP Allowable Loads : ' Upbft Flo or Snow Roof ` Wm� SPF/HF Allowable Loads Uplift Elliot Snow Roof Wind Guu, Ref. Single 2x Sizes HTU2` 02/ .4/z ; ' 4'31/ J 1 7 J- HTU26 : 371a , . 7 �h 5*s ; 31/z• (20) 0162 x 31/z {14) 0.148 x 11h ;1,175 2,940 3,100 3100 3100 1 010 1,955 1 955 1955 1 955 HTU26,(Max) : 51h 13/e 57h6 : 31h "(20) 0162x31h (2DJ 0.148x11h 1215 2;940 i �2 nc?.' 0 0': 1045 ' 1;850 11;9 _5a; 2 285 ` IBC, HTU28 (Min.) 37/a 15/a 7146 31/z (26) 0.162 x 31/z (14) 0.148 x 1112 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 71/4 15/8 71ti6 31/z (26) 0.162 x 31/z (26) 0.148 x 11h 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765 HTU210 {Mm) .' ' 37/a 1;� 9'/ 31h' ;(32) 0.162-x 3a/z (14);D.148 x 1?fz 125.0 3'600 3 600 3 G001 3 fiOD ,',075 ,2,700. 2700 2 Z00 A,7 2)A148x.1 3 255' 4;7D5 5;020 5 020i 5 020;' "2,800 .3 530:, :3;765' 3,765: Double 2x Sizes HTl126;2 (Min.) ,`' 37/a (20) 0162 x 3ih (14);0:148 x 3 i :,1 515' 2;940 1 3 500 3 500,- 1,305 ; ;2;205 2,205 2,205 2.205 HTU26-2 (Max.) ;, 51/z ' .394a 57/16: a 31/z . ;(2"0) 0162ix 31/z _. (20) 0:148 x 3' ` 1910 ,. 2;940 `; i' 3 50D -' 3 500 ! 1, 645 2,205 2205 2 205' 2,205 HTU28-2 (Min.) 37/a 3-546 71A6 31/z (26) 0.162 x 31h (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 113C, FL, HTU28-2 (Max.) 71/4- 3-A6 71/ie 3?/z (26) 0.162 x 31/z (26) 0.148 x 3 3,035 3,820 4.3i 5 4,655 5.520 2,610 2,865 3.235 3,490 4,140 LA HTU216 2 (Min:) ` .37A `.3:�,6 9'fe- 31/z (32)"0.162 x 3yh ' (14) b:148x3 , '-1755: 4,2oa 4;255 4'255 : 4,255 : 1510 3,190 .3,19b 3,190 3,190 HTU2 0 2 {Max:) . 91/a 3§46 , .9Y6 31h ;(32) 0162 z31iz .{32)'"0A 8.x 3 3 855 4,7D5 i 31' � _: 6 4701; 3 315 'i3,530 3,980 4;300 , 41855 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 bading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between Ma" and 1Y, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVFPI 1-2014. Simpson Strong -Tie® Connector Selectore software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional infomiation, 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 uprd 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. I•= 19 Simpson Strong -Tie° Wood Construction Connectors � - . �'SIIVIPSON Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additiona%4 HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/ie" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 2-5V' at 100% of the table load. Specify as an `X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model 7TN2-25134H) for concrete and 1;4` x 23N' Trite? ; 2 screws (k/iodel T T I\12-25234H) for GFCMU. Follow all installation instructions and use the loads from the say.•n lumber or E MP 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 0/4" x 23/4" — Model TTN2-252344 and for concrete 0/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/1e"-diameter hole to the specified embedment depth plus 1/z". • Alternatively, drill the 3/ie"-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 Fits are available. They include a 3/15" drill bit and hex -head driver bit (Model T FNT01-RC); a 3/16" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/a" is required as shown in Figure 1 for fv16 uplift load. • Vvbere no uplift bad is required, a minimun, end distance of 1 ?h" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges H UC410 HU214 Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HU0410Installed on Masonry Block End Wall e 23 .: -Simpson Strong -Ties M%od Construction. Connectors . `. Y Medium -Duty Face -Mount Hangers (cont.) Nil These products are available with additional corrosion protection. For more information, see p.15. - x Model No Standard Concealed �e ' � Fasteners fin) GFCMU n Concrete x Titen®2 Titen° 2 is � Allowable Loads (DF1SP) z ,� xr i Code Ref ' GFCMII i Uplift Down (i6D)j10D/125) ` Concrete � Uplift- Down HU26X (4)1/4 x 23/4 (4)1/a x 1 a/4 (2) 0.148 x 116 335 1,000 335 1,545 HU28X (6)1/dx23/A (6)'/bxl?/4 „(4J0148x1?/z45 `1500 764, 2400 EM HUC24 2 (4) /4 x 21/4 (4) 1/a x 1 a/a (2) 0.149 x 3 380 1,000 380 1,545 ;HUC26, 2- (8j'✓a X gala , f , ' (8)'/4 x Y- (4) 0148 x 3 78D 2 000 760 3 200 ; .HUC26 2 (1211/4 x 23/a { : (Y2)'/4 x 1;a/a _(6) 0148 x 3` 1735 3 ODO Y 135` 3950 HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8)'/4 X 1 3/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)114 x 23/4 I (12)114 x 13/4 (6) 0.148 x 3 1.135 3,000 1,135 3,950 HU28=2 (Mm) =HUC28=2 (Mm } `` ' ..(1 D),'/s"x 2a14 ~`;(10j 1/4 x 13/4 (4) 0.148 x 3 7.60 ?2 5D0 ,; 760 ' 3,725 HU28 2;(Max) - `HUC28-2 (Max) (14)1/4`x 23/a ;;; (14)1/a X 1'a (6) 0148 x 3 1;135 3 500 1135 4;926 , HU210 HU21 OX (8)1/4 x 23/4 (8) 1/4 X 1 3/1 (4) 0.148 x 11/2 545 2,000 760 2,415 HU210 -2 fMin) . ' HUC214 2 (Mm) (1 ) 4x 23I4 ''N (14)1/bx 13/a (6) 0148 x 3'' 1 Y35 3 500 k' 113a;; 4 92Q I rU2v{vlat( r3uC2I0'2(Sb1aX} w. (1flj'lrS�3✓4 ( {litjv$"ys- jr£}0i49it2 1800 4500 HU21 D-3 (Min.) HUC210-3 (Min.) (14)1/4 x 23/4 (14)1/4 x 13/a (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUG210-3 (Max.) (18)114 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 ° :: HU212X; , _ _.. ... j10},1/a_x 2ai4 (10)'I4x ]a/a {6j`0 Y48 x ]'h 1,135 „` 2,500 1135'' 2865 HU212-2 (Min.) HUG212-2 (Min.) (16)1/4 x 23/4 (16)1/, x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUG212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 H1.1212-3 (Mm) ' 1 HUC212-3 (Mm) z' (16)'!a x 2 i .= (16)1/4 x 13/a ` (6) 0148 X 3- 1:;135 ) 4 000 11351 4j920 ': HU212-3 (Max) HUC212 3 (Max} :` (22)1/asx2"a ;{22)'/4 xv1'3/4 (10) 0148;x3 1;800 ; 5 085- HU214 HU214X (12)1/4 x 23/4 (12)114 x 13/4 (6) 0.148 x 11/z 1,135 2,665 1,135 2,665 HU274-2 (Mm) ,; . HUC214 2 (Mln) (18) Y.>X 23/a (18)1/4x 1:3< (8) 0 Y48 z 3 ` 1 510 = 4 50D 1 515- 5085 HU214 2 (Max.) HUC214-2 (Max) = (24)'?/4 x 23/4 i '; (24)1/4 xw1:3/4 „(12) 0148 x 3 2;015 5 085 2 0�5 5085 =' HU214-3 (Min.) HUC214-.3 (Min.) (18)1/4 x 2a/a (18)'14 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUG214-3 (Max.) (24)1/4 x 23/4 (24)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 Hi ' HU216Xi'' f (1$)'/4x 23/a .,. ` (1$)'/a X_T3/a (8) 0148 x 1?%z 1510 2 92II -, 1;515. 2;920 w HU216-2 (Min.) HUC216-2 (Min.) (20)114 x 23/4 (20)1/4 x 1 a/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 (2 6) x-1 a/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216-3 Min.),, HUC218 3 (Mm) ; ;? "(20)1/<X2a/a :;" (20)1/4 z 13/4 ;;(8) O 148 x 3' j510 4 920 1 515 4,920 , (26)'/4 x 1a =:;(12) 0148 z 3 2;015 5 D85 2,015 HU7 (Min.) (Not available) (12)114 x 23/4 (12)1/4 x 13/4 (4) 0.148 x.11h 545 2,980 760 2,980 HU7 (Max.) (Not -available) (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/z 1,085 3,485 1,085 3,485 H119;:(Min) (Not ava'�able) (18),"/4:x 23/4 (18)1/4 x 13✓4 41 (6) 0148 x 1,?h 1;135 3 23D 1,135 3,230 " HU9 (Max) (Not avairlable) (24)'/ax1/4 0148 x 1?/z 1 445 3 735 1445 3;735, HUii (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 1 a/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30) 1/4 x 1 % (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 HU14,(Mln) (Not available) . '- (28}:I x 23/a {28)'/4 x _13/4 {8) 0148 z 1�?7z 1r515 3 485-.1,515',3a485 HU14.fMax) ;(Notavailable} (36)'IaX23'4„ _ (36)Yaz:1'al4 4)0.148x"1;1/ 2015 4245 ` 2,015 4,'245 38 STAGGER JOINTS - TYP. RAI5FP HEEL ROOF TRUSSES B/SKI SEE PLAN EI z ' du wa N ' � w a RIBBON BOARD- deE SCHEDULE FOR 5P 1&NG FASTENING TO TRUSS F� I UPLIFT/SHEAR ANCHOR MASONRY WALL t' EACH TRUSS - SEE B/SKI SEE PLAN R PLAN " NOTE: ADD'L FRAMING NOi SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING A 6CALE, NT8 SKI ROOF SHEATHING- SEE SOFFIT/FASCIA- SEE ARC{ RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON BOARD - SEE SCHEDULE -- :ii FOR SPACING I FASTENING TO w TRUSSES WALL SHEATHING -BEE PLAN 41:- MIN. 15/32' GDX PLYWOOD OR 1/16' 05B WITH 8d GUN NAILS (0.131' X 2 1/29 6 6' O.G. TO UPLIFT/SHEAR GYP. CEILING - RIBBON BOARD5 ANCHOR EACH 5EE PLAN I iRU55-SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD 5EE PLAN RAISED HEEL TRUSS BEARING B ' 6C41E. NT8 SKI RI5l30N 5CHEDULE1- DESIGN CRITERIA RIBA iq MATERIAL RIBBON SPACING RIBBON ATTACHMENT WIL=165 MPH ji (2) 12d GUN (0.131' X 39 (Vaed-125 MPH) 4 SPFn 24' TO EACH TRUSS, (4) EXP. B, ((�Ij NAILS AT JOINTS ENCLOSED 6 VUILzIW MPH I' °' (2) 12GUN T (Vaed=1313 MPH)) rc 1,"21(4 SPFS"1 16' (, 4) TO EACH TRUSS, E EXP. G, NAILS AT JOINTS ENCLOSED O r U m �Uzd zFT,Z 0�>> a CL x< W LL o rc ZOMt CL 3 Q U SHEET TITLE: aman onnnfon cA,sfn S,Eu xoof 5wssfs SHEET INFORMATION: !Deno: „16 UAif ISSUER IIA0.16 OMYMOT: - SK.I ALPINE m,.riwcc.v.pA.w. januaiy,10,,,20'20 Carpenter-Diitractor's' of America, Inc.- ,3.960* Avenge G, NW Winter Haven, FL 3 3,996-62-0,1 Dear Matt: Ithas come tip my attention: that some que9tibns were raised concerning diameter holes. drilled thru the chords '(wide face),of:sy_542 gable end trusses tp, allow for, threaded rods used for -Iie �Abwns." If these gable ends are -over cons lnuqps s,qpgort farce no dogie�*-.thftn 4'-Q.0 witbout damagingapy, �o'nliedbfPlAte�or veriia(l' .�sihen n6 repairis Teqjjjred. The truss only suPPorts: 2 feet, Of floor loads And no additional,oadditional,- 1,:Q-ad;, Ifybuhave .any -questit),ns.-,'pl,e'ase give 4. 01 4:. No. 8,6367 S� STATE OF ON. , Yoo hw.ak 6750.',F6ruT.n.brivp; SWte 365 - Othand p,L FL 328Z1 1- (800) 521-9790 (863) 422-.8.685 WWW:aipine.itmeq.M ,,,OojjI I It p f flPI i ���w �• \C41 �191 C •9 �'".� 03/25/2021 • z e ALPINE AN QW COMPANY FL REG# 278, Yoonhwak Kim, FL PE #86367 �4 ORIptf ' ��� ikismNlt i�f b•+n �� sl�nsd - ��tlb/ibiill►�� uarirtyonw1owolw*�vrrsi0n.. Cusfemer.- _Carpentdr Contractors of America Job Number. N362326 Job Descrition: 7.A.51320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Address: Design Code FBC 7th Ed. 2020 Res lntelliVlEW Version: 20.02.00A JRef#.• 1X4089750120 Wind Standard. ASCE 7-16 Wind Speed (mph): 160 Design Loading (pso' 37.00 Buildin Type: Closed This ,package contains general notes pages, 34 truss drawing(s) and 5' detail(s). 1 084.21.1459.59139 Al 3 084.21.1459.59218 A3 5 084.21.1459.58889 A5 7 084,21.1500.00295 A7 9 084.21.1500.01109 A9G 11 084.21.1459.59655 B2G 13 084.21.1500.00983 L1 15 084.21.1459.59452 EGE 17 084.21,1500.00889 EJ3 19 084.21.1459.59436 CJ3E 21 084.21.1500:01045 CJ1 L 23 084.21.1459.59656 EJ7 25 084.21.145959217 CJ5A 27 084.21.1500.00828 CJ52 29 084.21.1500.00623 CJ3A. 3`1 084.21.1500,00453 CJ1 33 084..21.1500.01014 HJ3 35 A16015ENC101014 37 A16030ENC101014 39 GBLLETIN0118 Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www.alpineitw.com { 2 08421.1500.00577 s.: A2 4 084.2.1.1500.00827 A4 6 084.21.1500.00123 A6 8 084.21.1459.59967 A8G 10 084.21 A 500.00186 B1 12, 084.21.1459.59561 MEG 14 084.21,.1500.01015 L2G 16 084.21.1459,58998 EJ6E 18 084.21.1500.00092 CJ5E 20 084.21.1459.59889 CJ1E 22 08421.1500.01108 MG1 24 084.21.1500.00420 EJ72 26 084.21.1459.58952 CJ5 28 084.21.1459.59358 CJ3 30 084.21.1500.00670 CJ32 32 084.21.1500.00733 HJ6E 34 084.21,1459.59827 HJ7 36 A16015ENC160118 38 A16030ENC160118 Florida Certificate of Product Approval #FL1999 Printed 3/25/2021 3 03:50 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or 1310, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es.oro. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.orq. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 SEQN: 67490 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T6 FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.59139 Truss Label: Al / YK 03/25/2021 rn bo 6''3 12'2"9 + 18'3"4 + 21'4"12 27'5"7 6'1"4 6'1"5 6'0"11 31"8 t 6'0"11 1' 9'10" 9'10" .5X5 =5X5 E F 39'8" 10, 10, 19,10" 29'10" 33'6"12 + 39'8" 6'1"5 6'1"4 9'10" 1' 39'8+ 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): 0.259 L 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1546 A /- /861 /785 /303 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.481 L 983 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.097 K - - N 1546 A A /861 7785 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.179 K - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 22.84 ft TCDL: psf Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf 5.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.865 N Br Width = 8.0 Min Re 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.863 Bearings B & I are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.392 Bearings B & I require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE o n Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. ��,t„t�� rt w f►rr���ri fi o No, 86367 77ff .d o � STATE - --V 1ul0 -Lull C - D 1835 - 2773 G - H 1835 - 2773 D - E 1518 -2011 H -1 1982 - 3037 E - F 1525 -1892 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2726 -1720 L - K 2369 -1414 M - L 2369 -1433 K - 1 2726 -1702 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 453 - 75 L - F 521 - 323 D - L 555 - 703 L - G 556 - 703 E - L 521 - 323 G - K 453 - 76 oN+� ` e FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310, as applicable. Applgy plates to each face of truss and position as shown above and on the Jomi Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW 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 en sneering responsibilitty� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Buildingq3esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.oro: AWC: awc.oro Orlando FL, 32821 SEQN: 674911 HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4O8975O12O T12 / FROM: RAA Qty: 2 7A5/32O ,4EHJH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00577 Truss Label: A2 / YK 03/25/2021 12'2"9 17' 22'8" 2T5"7 4 + 6,1"5 4'9"7 5'8" �- 4'9"7 �'i 9'10" T :'loll =5X5 =5X5 E F 39'8" 10 10 19,10" 29'10" 33 f'12 39'8" 6'1"5 6'1"4 =ynotoc) 9.10.1 1' 39'8" 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): 0.264 L 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1645 /-, /- /867 /786 /284 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.466 L 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.091 K - - N 1645 /- /- /867 1786 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.160 K Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 22.58 ft TCDL: psf Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Soffit: 0.00 BCDL: 5.0 psf 5.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.680 N Br Width = 8.0 Min Re 9 q = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.542 Bearings B & I are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.323 Bearings B & I require a seat plate. Loc. from endwall: not in 9.0o ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE 1VIEW o n Lumber Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1; Bot chord: 2x4 SP 2400f-2.0E; 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. 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. CENS go A No. 86357 • 'a v at STATE OF a 4Q fi iwa -ccui C - D 1949 - 3025 G - H 1950 - 3025 D - E 1649 - 2207 H - 1 2105 - 3292 E - F 1674 - 2198 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2958 -1835 L - K 2568 -1513 M - L 2568 -1532 K - I 2958 -1817 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 456 - 81 L - F 590 - 280 D - L 494 - 708 L - G 494 - 708 E - L 590 - 280 G - K 456 - 81 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached 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 16OA-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 ANMCOMPAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, Installation and bracing of trusses. A seal on this drawingor cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enccttlneenng responsibilitty�r solely -for the design shown. The suitabiliffy and use of this drawing for any stgructure is the responsibility of the Building -Designer per ANSUTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com: TPI: toinsl.ora: SBCA: sbcindustrv.com: ICC: iccsafe_Ora• AWC- awcnrn Orlando FL, 32821 SEQN: 674921 HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T11 / FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.59218 Truss Label: A3 / YK 03/25/2021 4Xti(t5Z) 7'8"6 15' 19'10" 7'8"6 7'3"10 4'10" :5X5 III2X4 =5X5 D E T3 F 31'11"10 39,8" 7'3"10 1116X8 V� =_8X8 yv 1116X8 39'8" I io t__+18'812 =4X6(B2) 9'10" 10, 10, 9.101, 9'10" 19,10" 29'10" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in lac Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.278 E 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1692 /- A /874 1789 /255 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.480 E 985 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.092 J - - M 1692 /- A /874 /789 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.159 J Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 22.16 ft TCDL: psf Creep Factor: 2.0 B Br Width g = 8.0 Min Req = 1.5 Soffit: 0.00 5.0 BCDL: 5:0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.757 M Br Width = 8.0 Min Re 1.5 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.840 Bearings B & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.385 Bearings B & H require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE o r LU111Uer - - ... ---' C - D 2224 - 3172 Top chord: 2x4 SP #1; T3 2x4 SP #2 N; D - E 2062 -2703 — ' --"' "' "" F - G 2225 - 3172 G - H 2277 - 3391 Bot chord: 2x4 SP 2400f-2.0E; B2,B3 2x6 SP #2 N; Webs: 2x4 SP #2 N; W1,W4,W7 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 - L 3045 -1981 live load in areas with 42"-high x 24"-wide clearance. K - J 2456 -1533 L - K 2456 -1552 J - H 3045 -1963 Wind Wind loads based on MWFRS with additional C&C ���ii 11 rr��vr► Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. member design. �`j® Wind loading based on both gable and hip roof types. ��®��rr`�0 /�•'rS• • �j�®,o�� L - D 639 - 00 252 F - J 639 1v C + �. °�� -300 w� • D - K 411 - 252 J - G 447 - 349 •"'• No. 86357 a v ter° a STATE OF r 10 e rve�'�s•••ep••• `ev 1"SJaNfA, e 1� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r to safety practices prior performing these bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing attached rigid ceiling Locations shown for Permanent lateral restraint of webs shall have bracin functions. Installers shall provide temporary and bottom chord shall have a properly installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin$1Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, ANMCOMPAW shipping,, installation and bracing of trusses. A seal on this drawingp or cover pa a listing this drawing indicates acceptance of professional en ineering responsibilityy solely -for the design shown. The suitability and use of This drawing for any structure is the the Building -Designer 675o Forum Drive * responsibility of per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: 1pinst.orq; SBCA: sbdnduslrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 67493 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T10 / FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1600.00827 Truss Label: A4 / YK 03/25/2021 7'4"5 13' 19'10" 26'8" 32'3"11 39'8" 5'7"10 6'10" 610" 5'7.11 e5DX5 III 2E4 T2 =5F5 axti(tJz) III6X8 ✓� =8X8 yV 1116X8 4X6(B2) 9'10.. 9'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 21.75 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; B2,B3 2x6 SP #2 N; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; 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. 39'8" 10, 19,101, 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): 10, 29'10" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.292 E 999 360 VERT(CL): 0.512 E 925 240 HORZ(LL): 0.089 J - - HORZ(TL): 0.156 J Creep Factor: 2.0 Max TC CSI: 0.689 Max BC CSI: 0.778 Max Web CSI: 0.748 VIEW Ver: 20.02.00A.1020.20 ���tt����R►fr�to�i No, 86367 s + STATE DE 0 • F �,q 9.101. 1' 39'8"+ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1657 /- /- /875 /790 /225 M 1657 /- A /875 7790 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 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 2451 - 3301 E - F 2514 - 2994 C - D 2372 - 3073 F - G 2372 - 3073 D - E 2514 - 2994 G - H 2451 - 3301 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2960 - 2140 K - J 2537 -1811 L - K 2537 -1830 J - H 2960 - 2122 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 504 -171 K - F 590 - 511 D - K 590 - 511 F - J 504 -171 E - K 645 - 388 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3 B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Al int , a division of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY tr ss m conformance with ANSIl� PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover paWe 675o Forum Drive listing this drawing indicates acceptance of professional enc�sneering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67494 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T9 ! FROM: RAA Qty. 2 7A5/320 ,4EHJH ,01H ,RL01 / 4EHB ! 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.58889 Truss Label: A5 / YK 03/25/2021 7'4"4 11' 16'11'A 228"12 2.8 8. 323"12 i 39'8" 7'4"4 3'7"12 7 5'11"4 '+ 5'9"8 r 5'11"4 37„12 T 7'4„4 '1 —,5X5 -5X5 =4X4 =5X5 D E F G 5 2X4 ar2X4 T C W H (a) (a) W6 rn A B I J1 �18'8"12 =axs(ez) -8z10 B2 =8x8 83 =8x10=4x6(62) 39'8" 910" 10, 10' 9.101. 9'10 19,10" 29'10" 39'8" Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des d:: D Des Ld: 37.00 Mean Height: 21.33 ft .00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; B2,133 2x6 SP #2 N; 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" cc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in ]cc Udell U# VERT(LL): 0.307 L 999 360 VERT(CL): 0.569 L 831 240 HORZ(LL): 0.094 K - - HORZ(TL): 0.173 K Creep Factor: 2.0 Max TC CSI: 0.890 Max BC CSI: 0.825 Max Web CSI: 0.314 Ve r: 20.02.0 OA.1020.20 6. f r No .86357 • p v �a STATE OF ® • /. A% ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- A /872 /791 /196 N 1546 /- A /872 /791 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N 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 2614 - 3016 F - G 2270 - 2353 C - D 2542 - 2800 G - H 2542 - 2800 D - E 2271 - 2354 H - 1 2615 - 3016 E - F 2947 - 3107 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2698 - 2287 L - K 3032 - 2643 M - L 3030 - 2659 K - 1 2698 - 2268 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 823 - 601 F - K 956 - 817 M - E 951 - 814 G - K 825 - 604 IdII1 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 "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 er BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attache. rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracincl 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 i Details, unless noted otherwise. f�efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY truss in conformance with ANSIITPI 1, or for handling, shipping,, installs ion and bracing of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en lneenng 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: al ineitw.com; TPI: t inst.or ; SBCA: sbdndust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67495 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T20 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00123 Truss Label: A6 J YK 03/25/2021 12'8" 1 10' 7'1"1 10,101, i 19'10" 24'8" 30'8" 32' "5 39'8" T1"1 ; 15 l T2" 4'10" 6' 1'7" 7'4"11 =5X5 1112X4 �� D `=6X6 __ X5 �Fxr 1' i 910" 10, 9'10" 19,101, - 39'8" 9'101, i' 29'8" "} Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 21.30 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: 3.97 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; T3 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W4 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. , Defl/CSI Criteria PP Deflection in ]cc Udefl U# VERT(LL): 0.384 F 999 360 VERT(CL): 0.712 F 664 240 HORZ(LL): 0.104 L - - HORZ(TL): 0.193 L Creep Factor: 2.0 Max TC CSI: 0.896 Max BC CSI: 0.836 Max Web CSI: 0.917 VIEW Ver: 20.02.00A.1020.20 0111111 lAolrrrar�/�' �►` L�CENSF a s y 0 STATE OF�Z° 4447 j 10, 1' 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ 1 R- / Rh / Rw / U / RL B 1546 /- /- /855 1788 /193 O 1546 /- /- /859 1791 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 0 Brg Width = 8.0 Min Req = 1.8 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 2618 - 3005 F - G 3611 - 3760 C - D 2523 - 2780 G - H 2615 - 2776 D - E 2200 - 2352 H - 1 2614 - 2789 E - F 3612 - 3761 1-1 2684 - 2992 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 2688 - 2277 M - L 3452 - 3105 N - M 3197 - 2820 L - J 2675 - 2328 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp N - D 1865 -1705 M - G 400 - 308 N - E 1923 -1815 G - L 1049 - 864 E - M 645 - 713 L - H 867 - 679 F - M 561 - 352 .,B" *+NAi ,die FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 "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 propery attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the JoiniDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be res onsible for any deviation from this drawing, any failure to build the ANMCOMPANV truss in conformance with ANSI/ PI 1, or for handling, shipping,. installa�on and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enpsneering responsibilitty�r solely or the design shown. The suitability and use Nis drawing for any structure is the responsibility of the Building -Designer perANSVTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67496 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T8 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00295 Truss Label: A7 / YK 03/25/2021 " 2339'8" 7'19' 681'210'14 "212T'12 111A" �I 1F3 :5X5 =4X4 =5X5 =5X5 12 ���2X4 D E T2 F T3 G -9YA 9'10" 9'10" Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.91 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T3 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 39'8" 10 i— 10 19,10" 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.367 L 999 360 VERT(CL): 0.681 L 694 240 HORZ(LL): 0.110 K - - HORZ(TL): 0.203 K Creep Factor: 2.0 Max TC CSI: 0.898 Max BC CSI: 0.869 Max Web CSI: 0.320 VIEW Ver: 20.02.00A.1020.20 1t��ti�tarrrrrr��► QtkH WA r,EN,9 ail 'i *' No.86367 8 s, d ® a w .. STATE OFr,;Accg� fi =Ynotoc/ 9'101, 1' 39'8"� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /864 /827 /166 N 1546 /- !- /864 /827 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N 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 2761 - 2998 F - G 2686 - 2758 C - D 2709 - 2811 G - H 2710 - 2812 D - E 2685 - 2757 H - I 2762 - 2998 E - F 3607 - 3700 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2681 - 2420 L - K 3612 - 3366 M - L 3615 - 3388 K - I 2681 - 2402 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - M 776 - 568 F - K 1200 - 989 M - E 1205 - 992 K - G 773 - 564 CORID� tea' FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 **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 c� SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid 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 Joint9Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alping, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the RNMCO.GAW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawingp indicates acceptance of professional en meenng responsibility solely for the design shown. The suitabilii9y and use of this drawing for any sfr'ucture is the responsibility of the Building�esigner per ANSI/TPI 1 Sec 2. Suite 305 For more information see these web sites: Alpine: alpineitw com• TPI: tpinst org; SBCA sbcindustrycom• ICC• iccsafe or • AWC• awc.org Orlando FL 32821 SEQN:67499/ HIPS Ply: 2 Job Nber: N362326 Cust:R8975 JRef.,1X4089750120 T14 / FROM: RAA Qty.. 1 ,�7A'51270,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.59967 Truss Label: A8G / YK 03/25/2021 2 Complete Trusses Required ■1 P ih E3 7' } 13'5"14 19'10" + 267T + 32'8" 39'8" 7' 6.5"14 64"2 6'4"2 6'5"14 7' 12 =6X6 5 C =4X4 =8X8 =4X4 =6X6 D T2 E F T3 G T ;X%(A1) =XFFA1) r` I 1 �18'8"12 N M L K J O 1112X4 =8X8 =3X8 =8X8 1112X4 6'10"4 6'5"14 6' 10"4 13'4"2 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 20.50 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 It Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Loading #1 hip supports 7-0-0 jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 39'8" 6'S"14 66 "14 V5"14 19'10" + 2'3"14 + 32'9"12 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.434 E 999 360 VERT(CL): 0.813 E 581 240 HORZ(LL): 0.071 C - - HORZ(TL): 0.133 C - Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0.411 Max Web CSI: 0.743 Ve r: 20.02.00A.102 0.20 ,44111111►1111'//�I A�f � oa�•e i� i • o No. 86367 OF STATE 4F e . `ee 6'10"4 i 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 3115 /- /- /- /1614 /- 0 3115 /- /- /- /1614 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 0 Brg Width = 8.0 Min Req = 1.8 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 1762 - 3442 E - F 2781 - 5458 C - D 2492 - 4892 F - G 2493 - 4893 D - E 2781 - 5458 G - H 1763 - 3443 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - N 3147 -1600 L - K 4957 - 2539 N - M 3136 -1600 K - J 3137 -1601 M - L 4956 - 2539 J - H 3148 -1601 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 1951 - 991 L - F 553 - 267 M - D 488 - 672 F - K 488 - 672 D - L 554 - 267 K - G 1951 - 991 110o �o "�iCiQsi �•a �dlllll101N" FL REG# 278, Yoonhwak Kim, FL PE 486367 03/25/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawipg, any. failure to build the A -COMPANY truss in conformance with ANSIl� PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .cam; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67500! SPEC Ply: 2 Job Number: N362326 FROM: HMT Qty. 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS Truss Label: A9G 2 Complete Trusses Required Tl"4 7'1"4 ,2 T 5 � E=4X6(A1) c3 A 6 , 0' 10' 10'10" 14'8" 38"12 T 3'10:: T =5X5 D g 2X4 = 8X8 C E (a) N =8X10 10, 20; 19'10"4 248" 5-24 4'9"12 1112F4 T3 -SG8 M B3 L =H1014 =10X10 39'8" 7'8" T 27'8" Cust:R8975 JRef:,X4089750120 T38 / DrwNo: 084.21.1500.01109 AK / YK 03/25/2021 32'8" 39'8" 8' T 6X T4 = 6 T H TI 4X8(B1) II J t K O 1112X4 5'112 6'10"4 1 32'9"12 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.426 F 999 360 Loc R+ / R- / Rh / Rw / U / RL B 2756 /- /- /- /1633 /- BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.789 F 598 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.092 D - - 0 3785 /- /- /- /2265 A Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.170 D Wind reactions based on MWFRS Building Code: NCBCLL: 0.00 Mean Height: 21.30 ft TCDL: psf Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.6 Soffit: 0.00 5.2 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.730 O Br Width = 8.0 Min Re 9 q = 2.2 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.479 Bearings B & I are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.791 Bearings B & I require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE HS o r Lumoer wintl C - D 1688 -2876 G - H 3368 -5683 Top chord: 2x4 SP #2 N; T3,T4 2x6 SP SS; Wind loads and reactions based on MWFRS. D - E 1476 -2504 H - 1 2532 -4224 Bot chord: 2x6 SP SS; B3 2x8 SP 2400f-2.OE; Wind loading based on both gable and hip roof types. E - F 3951 -6570 Webs: 2x4 SP #3; W8 2x4 SP #2 N; Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun B - N 2713 -1619 L - K 3865 -2314 nails(0.113"x2.5",min.). Restraint material to be supplied N - M 5151 -3100 K - I 3869 -2310 M - L 5151 09 and attached at both ends to a suitable support by -3 erection contractor. ,1>1�1��l11I1l1/!►I Nailnote ,' `"A°, s°� Maximum Web Forces Per Ply (Ibs) Nail S hedule:0.128"x3" nails 4�',••� �1^ A, h 0 �'®� Webs Tens.Comp. Webs Tens. Comp. Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. �� N - D 1975 -1124 G - L 797 897 ap a Webs : 1 Row @ 4" o.c. ` s No. 8G�367 e � N - E 2091 -3404 L - H 2117 -1255 Use equal spacing between rows and stagger nails s► o p E - M 1625 -973 in each row to avoid splitting. Special Loads �,9 a ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) v �1 d SYATE OF o (� TC: From 55 plf at 1.00 to 55 plf at 22.60 0 o ea ®� TC: From 28 plf at 22.60 to 28 plf at 32.67 Q ►9 4� �� / TC: From 55 plf at 32.67 to 55 plf at 40.67 Ia • P, IC - BC: From 20 plf at 0.00 to 20 plf at 22.60®®S/ N ^t1 BC: From 10 plf at 22.60 to 10 plf at 32.64 / r BC: From 20 plf at 32.64 to 20 plf at 39.67 l�ll1111)i19��11 TC: 177 lb Conc. Load at 22.60,24.60,26.60 TC: 169 lb Conc. Load at 28.60,30.60 TC: 380 lb Conc. Load at 32.60 BC: 1445 lb Conc. Load at 21.14 BC: 129 lb Conc. Load at 22.60,24.60,26.60 BC: 127 lb Conc. Load at 28.60,30.60 FL REG# 278, Yoonhwak Kim, FL PE #86367 BC: 491 lb Conc. Load at 32.64 03/25/2021 "WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANRWCOMVANY truss in conformance with ANSI 1, or for handling, shipping,. installation and bracingq� of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engiineering responsibility solely for the design shown. The suitabiliply and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/T I 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67475 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef1X4089750120 T2 / FROM: RAA Qty: 1 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00186 Truss Label: B1 / YK 03/25/2021 1 i 9'1"12 9'1"12 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: 20.91 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W4 2x4 SP #2 N; 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 12'8" 38, C8 T2 =5XD5 FAY 3'4"8 12'6"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): 8'2"4 20'8"8 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.036 G 999 360 VERT(CL): 0.066 G 999 240 HORZ(LL): -0.015 H - - HORZ(TL): 0.026 E - Creep Factor: 2.0 Max TC CSI: 0.822 Max BC CSI: 0.757 Max Web CSI: 0.949 VIEW Ver: 20.02.00A.1020.20 ``g�iN1t11H1��t� A WAS No. 86367 z m 4V STATE 4Fft {3�"8 '2Y' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 850 A !- /475 /536 /137 F 778 /- A /396 /486 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1163 -1274 D - E 1136 -1241 C - D 1178 -1073 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1088 - 958 H - G 1093 - 956 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G - E 825 - 717 E - F 708 - 706 oil 0NAL 1/(oi1401�0 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/25/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for saty practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have property 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. 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 Building Components Group Inc. shall not. be resRonsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engTeenng responsibilittyy solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSUTPI 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: 67478 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T5 / FROM: RAA city: 1 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.59655 Truss Label: B2G / YK 03/25/2021 1, + 6'10"4 6' 10'4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: 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: 20.50 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x6 SP SS; Bot chord: 2x4 SP 2400f-2.OE; B2 2x4 SP #1; Webs: 2x4 SP #3; W2,W4 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 #1 hip supports 7-0-0 jacks with no webs. Left side jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. End jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. Right side jacks have 6-4-0 setback with 0-0-0 cant and 0-0-0 overhang. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 14'8" 78" 6X6 ; 6X6 C T2 D Ah T11"8 14'9"12 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.136 H 999 360 VERT(CL): 0.253 H 989 240 HORZ(LL): 0.043 E - - HORZ(TL): 0.081 E Creep Factor: 2.0 Max TC CSI: 0.786 Max BC CSI: 0.945 Max Web CSI: 0.696 VIEW Ver: 20.02.00A.1020.20 AwAkrl �V CEN e � No. 86367 ®, tl • 2 w SKATE OFW--*- � a�rifi o .` 21' 6'4" 5'10"12 20'8"8 �3'"8 '2i' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1605 /- /- A /997 /- F 1559 A A /- /953 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1967 - 3258 D - E 1904 - 3157 C - D 1711 - 2847 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 2932 -1748 H - G 2901 -1743 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. H - C 650 -106 G - E 2741 -1621 D - G 518 - 37 E - F 968 -1535 °,,ass••.+m•' 4. L 004,004NM `� FL REG# 278, Yoonhwak Kim, FL PE 486367 03/25/2021 '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10, as applicable. Applplates to each face of truss and position as shown above and on the Joinf etails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN rtwmA+aANv truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibili��vv solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC. awc.org Orlando FL, 32821 SEQN: 67479! HIPM Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X4089750120 T39 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.59561 Truss Label: MEG / WHK 03/25/2021 fi M (V I I-1' - Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 5'9"8 11,81,15 5'9"8 5' 11 "7 5' 11 "4 5'11"4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Rt Bearing Leg: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 5.79 TC: From 27 plf at 5.79 to 27 plf at 17.99 BC: From 20 plf at 0.00 to 20 plf at 5.82 BC: From 10 plf at 5.82 to 10 plf at 17.70 TC: 141 lb Conc. Load at 5.85, 7.85, 9.85,11.85 13.85,15.85 TC: 247 lb Conc. Load at 17.71 BC: 221 lb Conc. Load at 5.82 BC: 106 lb Conc. Load at 7.85, 9.85,11.85,13.85 15.85 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. =5X8 C 17'8"6 17'H11"14 T 5'117 T8 1112X4 =4X12 D E TT N �9r4" 8-8„ HUM = 5X14 = 3X6 1113X6 17'11"l4 5'9"11 11,81,15 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)/l 0(0) Plate Type(s): 5'11 "7 17'8"6 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.142 D 999 360 VERT(CL): 0.262 D 813 240 HORZ(LL): 0.024 C - - HORZ(TL): 0.044 C Creep Factor: 2.0 Max TC CSI: 0.877 Max BC CSI: 0.796 Max Web CSI: 0.824 VIEW Ver: 20.02.00A.1020.20 \0.4110EN ���trtrinrrvrr�e Otak�wAk f''� • No, 86367 0 A m STATE 4F cv�� � 3"8 17'11"14 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL J 1248 /- /- /- /541 /- F 1537 /- /- /- /686 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.7 F Brg Width = 1.6 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J requires 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 1184 - 2876 D - E 1282 - 2958 C - D 1282 - 2958 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - 1 2687 -1092 I - H 2711 -1083 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - H 551 - 622 E - F 1458 - 2167 H - E 2848 -1195 if, • • FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 "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 attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face opF truss and position as shown above and on the Join QDetails, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinggComponents Group Inc. shall not, be res .onsibl for any deviation from this drawing, any failure to build the AN MNCONTANY truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation andebracinccl1� of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawingq 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 ANSIfT 11 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 67476 / COMN Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T24 / FROM: MRS Oty: 2 7 A51320,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00983 Truss Label: L1 AK / YK 03/25/2021 5' 10, 5' r 5' 1 12 = 4X4 4 T B D ih 4LJ E �8 8 F 2X4(A1) 1112X4 =2X4(A1) 10, 1 + 5' 5' 5' 10, 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 Lldefl L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.016 F 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.028 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 F - - Des Ld: 37.00 EXP. C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.009 F NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.396 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.306 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.079 Loc. from endwall: Any FT/RT:20(0)/l0(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw / U / RL B 429 /- /- /273 /206 179 D 429 /- /- /187 /206 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1066 - 641 C - D 1066 - 641 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 578 - 825 F - D 578 - 825 1111111111 If 0�HW Ak P°r'`• rENg o. No. 86367R 4 lop ® �m - a STATE OF Q ft 414C. ''isS' •s0e�• �, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face ot truss and position as shown above and on the Join gDetails, unless noted otherwise. f�efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the AN 1wcoMVANY truss in conformance with ANSIf� PI 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 engBneenng responsibilit solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building Designer per ANSIMI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: 1 inst.or ; SBCA: sbcindusl .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 674801 HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef1X4089750120 T36 / FROM: MRS Qty: 1 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.01015 Truss Label: L2G �AK / WHK 03/25/2021 13 5 3' 1 7' 10, 3' 14' 3' 12 4 F7:- =4X4 =4XX4 T B E q- \--/ I L; E Li F r 88 H G 2X4(A1) 1112X4 1112X4-2X4(A1) 10, 1 { 3'1"12 1 3,$„8 3'1"12 6'10"4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld. 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 3.00 TC: From 27 plf at 3.00 to 27 plf at 7.00 TC: From 55 pif at 7.00 to 55 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 98 lb Conc. Load at 3.03, 6.97 TC: 63 lb Conc. Load at 5.00 BC: 119 lb Conc. Load at 3.03, 6.97 BC: 50 lb Conc. Load at 5.00 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): 3'1"12 4- 10, 1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.037 G 999 360 VERT(CL): 0.074 G 999 240 HORZ(LL): 0.011 G - - HORZ(TL): 0.020 G Creep Factor: 2.0 Max TC CSI: 0.337 Max BC CSI: 0.502 Max Web CSI: 0.070 VIEW Ver: 20.02.00A.1020.20 `o off+••all �" 0 N0, 86367 'R ..r �r STATE of w ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 628 /- /- /- /276 /- E 628 !- /- /- /276 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 506 -1313 D-E 506 -1313 C - D 461 -1249 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1226 - 466 G - E 1226 - 466 H - G 1249 - 461 NAI. FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS guire extreme care in,fabricating, handlin-g, shipping, installing.and bracing.. Refer to and follow the latest edition of BCSI lb 1 ovrrZ_ wr srdnudro pule positions. Kerer 10 )oD"S ueneral Notes page Tor additional Intormatlon. a division of ITW Buildingg Components Group Inc. shall not be responsibl for any deviation from this drawing, any failure to build the conformance with ANSIrtPI 1, or for handling, shipping,. installation anc�bracin of trusses. A seal on this drawing or cover page ,is drawing indicates acceptance of professional enUeering responsibilityy solely -for the design shown. The suitability and use of this 1 for any structure is the responsibility of the Building esigner per ANSIrfPI 1 Sec.2. e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA• sbcindustry com• ICC: iccsafe org• AWC• awc or ALPINE ANR COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 67477/ EJAC Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X4089750120 T17 / FROM: RAA pry: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21,1459.59452 Truss Label: EGE / YK 03/25/2021 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 " 1'8"12 1'1 "8 1'8"12 "12 12 4 1112X4CD B 00 T T TA M 6"1 EF B 8 G 4X4(131) 1112X4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. For 8"12 —�� 12"12 —� 1, { 1 8 12 112 1'8"12 1'1 "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 L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 F HORZ(TL): 0.000 F Creep Factor: 2.0 Max TC CSI: 0.177 Max BC CSI: 0.014 Max Web CSI: 0.061 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 131 /- /- /113 /86 /49 B 42 /- /- /24 /4 /- G 49 A A /30 /33 /- Wind reactions based on MWFRS B Brg Width = 1.5 Min Req = 1.5 B Brg Width = 14.5 Min Req = 1.5 G Brg Width = 7.5 Min Req = 1.5 Bearings B, B, & F are a rigid surface. Bearings B, B. & F require a seat plate. Members not listed have forces less than 375# No. 86367 a r R � r -®b STATE OF a44vQ 7 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 **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 edition of BCSI (Building It Safety Information, by TPI an fabricating, fo'r sa shipping, practices rior to performing these functions. Installers shall provide temporary. r BCSI. Unless noted otherwise, top chord shall have properPY attached structural sheathing and bottom chord shall have a properly aid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, le. Apply plates to each face of truss and position as shown above and on the Join gDetails, unless noted otherwise. Pefer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. ivision of ITW BuildincLComponents Group Inc. $hall not be responsible for any deviation from this drawing, any, failure to build the lformance with ANSI4PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page Jrawinq indicates acceptance of professional en�neering responsibility solely -for the design shown. The suitability and use of This any structure is the responsibility of the Building esigner perANSUTPI 1 Sec.2. formation see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC: awc.oro ALPINE MI COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 674591 EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef.lX4089750120 T7 / FROM: RAA Qty: 7 7A51320,4EHJH ,01H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 084.21.1459.58998 Truss Label: EJ6E / YK 03/25/2021 6"1 4X4(B1) 519118 1 r 519118 9 10'9"11 Cn `— N C0 N 818" 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 U# VERT(LL): NA VERT CL : NA ( ) ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw / U / RL B /- /- //117 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.007 D - - 106 D 106 /- !- /58 58 A /- /- Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.012 D - - C 141 /- /- /85 /126 /- NCBCLL: 10.00 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: 0.805 B Br Width = 8.0 Min Re 9 q = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.356 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Bearing B is a rigid surface. Bearing B requires seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. aa,1��tii111tPftl/10 ,�,Qase � WA -''�• CENs s41 0 _. No, 86367VA s s � ®�• STATE OF i ,Z 0.mo+� 0RI >$ i�l.� •r,tAG b �,�ffslON'Ae FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 **WARNING"'* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properV attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 .or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be resRonsible for any deviation from this drawing, any, failure to build the ANMCOMPAW truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enpmeering responsibilitty�r solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com: ICC: iccsafe.oro: AWC: awc.ora Orlando FL, 32821 SEQN: 67460 / EJAC Ply: 1 �J7A5,3ob Number: N362326 Cust: R 8975 JR&AX4089750120 T42 / FROM: MRS Qty: 3 20 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00889 Truss Label: EJ3 AK / YK 03/25/2021 12 4 C V Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): T Ln m Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.135 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 9'8" 7 ti 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /149 /85 /67 D 50 /- /- /27 /- /- C 63 /- /- /36 /54 !- 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# w I I I I I IIIplfft ood� CEN No, 86367 ° m @mow s • or s® STATE of ®� Ir 0�•toR��� ���/ S•��•ie• pie FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, Installation and bracingciof trusses. A seal on this drawing or cover page listing this drawin indicates acceptance of professional en Ineering responsibility solely for the design shown. The suitability and use of g is drawing for any sfructure is the responsibility of the Buildingesigner per ANSI/T 11 Sec.2. For more information see these web sites: Alpine: alpineitw.com: TPI: tvinst.oro: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC, awc_orn ALPINE ANMCOWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67461 / JACK Ply: 1 Job Number: N362326 Cust: R8975 JRef1X4089750120 FROM: RAA Qty.. 2 7A51320 ,4EHJH ,01 H ,RL01 / 4EH8 / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00092 Truss Label: CJ5E / YK 03/25/2021 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 Spacina: 24.0 " 12 C 4 10'6"5 cM T r� B N N A8r8rr D 1, + 411"4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 it 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): 0.004 D HORZ(TL): 0.007 D Creep Factor: 2.0 Max TC CSI: 0.560 Max BC CSI: 0.250 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 252 /- /- /191 /108 /102 D 90 /- /- /49 /- /- C 119 /- /- 171 /107 !- 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# ��*ittai�ri�rhh 9 No, 86367 .e ® a a % STATE OF �o cc, " ®ft : ZOR1D�: ON�Ae FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 **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 an c7 SBCA) o'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 laterel 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. f�efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the A—COW 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 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This drawing for any sgr'ucture is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com: ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67462 / JACK . Ply: 1 Job Number: N362326 Cust: R 8975 JRef1X4089750120 T32 / FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB ! 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.59436 Truss Label: CJ3E / YK 03/25/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T Tl 12 4 F7—,- C 1, 2' 11 "4 a�e 2' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: 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. 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): co T_ 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: 0.290 Max BC CSI: 0.078 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 9'1T5 :: ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 183 !- !- 1147 /82 /66 D 52 /- /- /27 /- /- C 64 /- A /35 161 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# ,�,,J j j I I I I I I? rrrl! CEN a No, 8636� 8 ib STATE OF � p w Sid 0NAli, , 4V FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attache. rig4id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, _ as appllcab�le. Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ��1�'-� drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE VN Alpine, a division of ITW BuildinccLL Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANmvmMaANv truss in conformance with ANSI/TPI 1, or for handling, shipping,, installatlon and bracingp� of trusses. A seal on this drawing or cover pa a 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: sbdndustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 67463 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T33 / FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.59889 Truss Label: CAE / YK 03/25/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 6"1 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min, toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 12 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): A _F T o Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.186 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 01PAR7 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 139 /- /- /129 /95 /32 D 14 /- /- /11 /3 /- C - /-11 /- /28 /30 /- 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# II II IIIlIfto pNW WAk No. 86367 o � • • w • � A f e� STATE OF it A •���g• q dreoUO S,0N A 1 t� , FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached 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 f Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincQ�Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en ineering responsibility solely -for the design shown. The suitability and use Nis drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67464 / JACK Ply: 1 FROM: MRS Qty: 4 Job Number: N362326 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Truss Label: CAL Cust:R8975 JRefAX4089750120 T40 / DrwNo: 084.21.1500.01045 AK / YK 03/25/2021 3 12 4 C B A D 2X4(A1) rr 11 "4 T 9' 0"3 T11 _ $r$rr 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 Udefl U# VERT(LL): NA VERT(CL): NA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 141 /- /- /134 /102 /31 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.000 D D 10 /-1 /- /16 /11 /- IDes Ld: 37.00 XP: C Kzt: NA E HORZ(TL): 0.000 C - - C - /-15 /- /29 /27 /- Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: .psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.198 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.025 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Loc. from endwall: Any FT/RT:20(0)/10(0) Bearing B r a rigid surface. 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: 20.02.00A.1020.20 uuwm 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. ��r,��rv�r r n►i�ol� *qa 4�WA r�i, N®.86367 g o� STATE OF 44e4NA- ii8/;,okWe FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 **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 BC 1. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bragin installed per BCSI sections B3, B7 or B10. as applicable. AppTgy plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Ffefer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall not, be res onsible for any deviation from this drawing, any failure to build the ANMCOMPANY truss in conformance with ANSI/) PI 1, or for handling, shipping,. installa�on and bracin of trusses. A seal on this drawingor cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityy 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: tpinsl.oro: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC* awanrn Orlando FL, 32821 SEQN: 67482 / MONO Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T23 / FROM: RAA city: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 084.21.1500.01108 Truss Label: MG1 AK / WHK 03/25/2021 2 Complete Trusses Required Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Soacino: 24.0 " 9M T 1 6'3 3'2"8 3'2"8 7' 3'9"8 1112X4 12 5 U7-- 48X4 n �n io lX4A(A1) 18'8"12 E D 1114X6 1114XB Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.70 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 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; Nailnote Nail Schedule: 0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 4.25" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at 0.00 to 55 plf at 7.00 BC: From 10 plf at 0.00 to 10 plf at 7.00 BC: 161 lb Conc. Load at 1.09 BC: 1559 lb Conc. Load at 3.00 BC: 778 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 3'0"12 3'11"4 3'0"12 7' "7 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.021 E 999 360 Lu: NA Cs: NA VERT(CL): 0.038 E 999 240 Snow Duration: NA HORZ(LL): 0.005 D - - HORZ(TL): 0.009 D Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.244 TPI Std: 2014 Max BC CSI: 0.667 Rep Fac: No Max Web CSI: 0.439 FT/RT:20(0)/l 0(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 WAX/P ,tt>,IjIOt Irpfffor ,Q�� WAk r�o� ^r Abe am`oa4, �® C & ( �f s�� r No. 863670-0 'R K @� STATE OF 4, ode s' •f0000® o� air��►r<tut► ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 1508 /- /- /- /956 /- D 1445 /- /- /- /945 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 D Brg Width = - Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 931 -1442 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - E 1311 - 843 E - D 1252 - 808 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. E - B 948 - 568 B - D 858 -1330 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attache. rig4id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10. as appllcab)le. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be respponsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI/ PI 1, or for handling, shipping,, Installatlon and bracin4 of trusses. A seal on this drawing or cover pa a 675o Fon,m Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilifY and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67434 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRetlX408 FROM: RAA city: 22 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 9750120 T18 / 084.21.1459.59656 Truss Label: EJ7 / YK 03/25/2021 6"3 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.50 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 #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.016 D HORZ(TL): 0.021 D Creep Factor: 2.0 Max TC CSI: 0.794 Max BC CSI: 0.537 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 C 21' 10"3 M (h co 1 S'S"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 327 /- /- /224 /164 /210 D 129 /- /- 170 /- /- C 177 A A /99 /208 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# ,g111111111111/J�P MACCE Ns a No. 86367 -,b STATE aF NAI: ' Pdo11d1mikkl"a� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 "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 Der BCSI sections B3, B7 or 1310, nless noted otherwise. Refer to Alpinq, a division of ITW Buil truss in conformance with AP listing this drawing indicates drawing for any structure is tl For more information see these deviation from this drawing, any failure to build the of trusses. A seal on this drawinq or cover page or the design shown. The suitability and use Nis ALPINE ANIMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67443 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef1X40897501211 T22 / FROM: RAA Qty: 3 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNc: 084.21.1500.00420 Truss Label: EJ72 / YK 03/25/2021 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 " C 21' 10"3 12 5 ED c` ) c'7 O V' B A 18'8"12 D dXd(R11 2, 7' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.29 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 #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): -0.012 D HORZ(TL): 0.016 D Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.527 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 `011IIII IIIfliffo` 4J ►1Is� 1 P� 0 e No.86367 ® ® d w STATE OF a 's 0 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 395 /- /- /297 /219 /231 D 127 /- A /67 A /- C 169 /- /- /90 1199 /- 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# aRjVr ®b" cis a m g , '144 it till 010 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 **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 1310, iless noted otherwise. Refer to ne, a division of ITW Buildin Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the s in conformance with ANSIf� PI 1, or for handling, shipping,. installation and bracin.1 of trusses. A seal on this drawin or cover page ig this drawing indicates acceptance of professional enccLLsneering responsibilit(y� solely -for the design shown. The suitabilify and use Nis Ning for any structure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2. more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq• SECA: sbcindustry.com; ICC: iccsafe or ; AWC: awc.orq ALPINE AN" COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67444/ JACK Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X4089750120 T4 / FROM: HMT Qty: 1 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.59217 Truss Label: CJ5A / YK 03/25/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Soacino: 24.0 " 7 9) 19 C 1113X8(E3) D 4X4(E3) 5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.41 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; Lt Slider: 2x4 SP #3; block length = 2.000' 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. 3' 10"4 4'3"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 Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 21'0"2 zo N 18'8"12 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.033 B HORZ(TL): 0.038 B Creep Factor: 2.0 Max TC CSI: 0.598 Max BC CSI: 0.195 Max Web CSI: 0.176 Ver: 20.02.00A.1020.20 S� 0 No 616367 o s y ► � ,m'�'.mu P .e � � w 0 STATE OF ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 161 /- /- /95 /60 /114 D 80 /- /- /44 /- /- C 113 /- !- /65 /138 /- Wind reactions based on MWFRS A Brg Width = - Min Req = - D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Members not listed have forces less than 375# '�P ��• •. ORIVr ONAL FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 "`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 � SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless per noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attache.. ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 as applicabgle. Applgy plates to each face oT truss and position as shown above and on the Join QDetails, unless noted otherwise. F�efer to drawings 160A-Z For standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. mstallapon and bracin44 of trusses. A sea( on this drawm or cover paWe listing this drawing indicates acceptance -for A"m CC.PA 6750 Forum Drive of professional encLineering responsibilift�� solely the design shown. The suitability and use of this drawing for any sfr'ucture is the responsibility of the Building4 esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821 SEQN:67445/ JACK Ply: 1 Job Number: N362326 Cust:R8975 JRet 1 X4089750120 T26 / FROM: RAA Qty: 8 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.58952 Truss Label: CJ5 KID / YK 03/25/2021 6"3 i 1, } 4'11"4 4'11"4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.07 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.006 D HORZ(TL): 0.007 D Creep Factor: 2.0 Max TC CSi: 0.624 Max BC CSI: 0.258 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ,,�o��f�farPrv� goes* P, 0 7 i N0.8636 *2 / ► $ 0 � p �� STATE OF�,�v� 20'11"14 �r 00 z N CV 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 252 /- /- /180 /128 /152 C 121 /- /- /67 /143 /- D 91 /- /- /49 P P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# °% SORIV & �Vl i0,0S104 NA964 ii FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 "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 pnor 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 otywebs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpint , a division of ITW Buildin Components Group Inc. $hall not.be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingor cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional anppmeering responsibilittyv solely or the design shown. The suitabilily 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 org; SBCA• sbcinduslrycom• ICC• iccsafe or • AWC• awc org Orlando FL 32821 SEQN: 67446 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T30 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00828 Truss Label: CJ52 / YK 03/25/2021 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 20'11"14 12 5 F�:7- 00 N N B c� 18'8"12 A D 4X4(B1) 1 2' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.86 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. 4' 11 "4 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 D HORZ(TL): 0.005 D Creep Factor: 2.0 Max TC CSI: 0.572 Max BC CSI: 0.248 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 325 /- A /259 /186 /173 C 109 /- /- /53 /131 /- D 90 /- /- /47 /- A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Wok N0, 86367 ® �w STATE 4F q ORIV IS, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 **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) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceilin 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 Alping, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANR COMPANY truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4q of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional eng6neering responsibility solely for the design shown. The suitability and use ofThis drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67447 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X408975012o T27 / FROM: RAA Qty: 8 , A5/320 ,4EHJH ,01 H ,RL01 / 4EHB 126011 HAYDEN EXPRESS DrwNo: 084.21.1459.59358 Truss Label: CJ3 KID / YK 03/25/2021 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 SDacina: 24.0 " T 12 C 1, 2'11"4 a+a 2' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.65 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: 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. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): T a0 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: 0.291 Max BC CSI: 0.080 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 20'1 "14 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 182 /- /- /139 /96 /98 C 66 /- /- /34 /81 /- D 53 A /- /28 A /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# No, 86367 to STATE OF h Of 0 ®'Soi S;QNiA j FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 **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 r! id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply lates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for sfandard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingp� Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawin indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabiliFy and use of this drawing for any structure is the responsibility of the Building Designer per ANSUTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67448 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T13 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00623 Truss Label: CJ3A / YK 03/25/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 6"3 i 4X4(B1) Wind Criteria Wind Sid: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.86 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 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 12 5 B 211 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 20'1'14 ao 018'8"12 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.002 C HORZ(TL): 0.002 C Creep Factor: 2.0 Max TC CSI: 0.343 Max BC CSI: 0.112 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 e, r No. 86367 ° r � Y • ,a em � ma�.a. • •r STATE OF��v`�� ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 115 /- /- /69 /44 /76 B 74 /- /- /42 /88 /- C 54 /- A /30 /- A Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 B Brg Width = 1.5 Min Req = - C 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# ra S C S°e•°oa°° �� ION A ` `1 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, Apply face as applicable. plates to each oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildinQQComponents Group Inc. $hall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI ITPI 1, or for handling, shipping,, installation and bracingp of trusses. A seal on this drawing or cover pa a listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for is -Designer A COWAW 675o Forum Drive Suite Fos any sgr'ucture the responsibility of the Building per ANSIRI 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: 67449 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T31 / FROM: RAA city: 1 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00670 Truss Label: CJ32 / YK 03/25/2021 T 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 " i 2' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.44 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Lac. 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. --r/.-rku I 2' 11 "4 2' 11 "4 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): IN Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 D HORZ(TL): 0.003 D Creep Factor: 2.0 Max TC CSI: 0.781 Max BC CSI: 0.129 Max Web CSI: 0.000 EW Ver: 20.02.00A.1020.20 20'1 "14 d- z 00 r- - N 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 268 /- /- /233 /165 /118 C 44 !- /- /27 /61 /- D 51 /- A /27 A /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �,,<<1`I111111f1/III o A- No .86367 s S b STATE OF d oePdS�0 � p� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT*` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) r satPety 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 rig4id 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 Joinf9Details, unless noted otherwise. f efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI 1, or for handling, shipping,. Installation and bracingof trusses. A seal on this drawing or cover pare 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solelyor the design shown. The suitabiligy and use ofg Is drawing for any structure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 67450 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X4089750120 T28 / FROM: RAA Qty: 10 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00453 Truss Label: CA / YK 03/25/2021 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 SDacina: 24.0 " T 6"3 i Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.23 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. 12 5 [�:77- C 11 "4 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): co o �— Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.168 Max BC CSI: 0.022 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 �a�r��fr,lrrr►or��o •� No.86367 ar p STATE of 19'3"14 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 135 /- /- /123 /90 /44 C - /-11 A /29 /31 /- D 14 /- A /10 /3 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 0NA�. �ei��adrr►►� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an � SBCA) fo'r satPety 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 applicab a. Apply lates 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 BuildinctComponents Group Inc. shall not.be res onsible for any deviation from this drawing, any failure to build the AN" CCWAW truss in conformance with ANSI 1, or for handling, shipping,. mstallapion and bracingof trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enpmeenng responsibilit�yr solelyor the design shown. The suitabilipy and use of this drawing for any structure is the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67467! HIP_ Ply: 1 Job Number: N362326 Cust: R8975 JRef1X4089750120 T1 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.00733 Truss Label: HJ6E / YK 03/25/2021 12 C 2.83 10'97 N T_ N CD B N s_�i�a AN 8'8" D — + 2X4(A1) Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 0.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SIP #2 N; Loading Hipjack supports 5-9-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (3) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 8'2"5 8'2"5 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.594 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ,��a���rrrrnor E rr 0 No.86367 STATE 4F 00, L; 0z[,/w� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh !Rw /U /RL B 250 /- !- /- /127 /- D 115 /- A /32 A /- C 273 /- /- A /211 /- Wind reactions based on MWFRS B Brg Width = 11.3 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# lop XN FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 "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 � SBCA) fo'r saty practices prior to performing these functions. Installers shall provide temporary, bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicab-le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Bui ldiTh Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN mvcoMaAN� truss in conformance with ANSI 1, or for handling, shipping,. installation and bracingp� of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional an sneering responsibilittyy solely for the design shown. The suitability and use of this drawing for any s9r'ucture is the responsibility of the Building perANSlffP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67468 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef1X4089750120 T43 / FROM: MRS Qty: 2 7A513 20,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1500.01014 Truss Label: HJ3 AK / YK 03/25/2021 2.83 12 E777— C B � A E 2X4(A1) ie 1 Y + 4'2" 3 4'2"3 T 9'8'4 N ti c7 T8'8" D 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 Udefl U# VERT(LL): NA VERT(CL): NA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E 142 /- /- /- /86 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.001 D D 69 /- /- /- /6 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.004 D C 36 /- A A /8 Building Cade: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.120 E 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: 0.144 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Varies by Ld Case Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - from endwall: Any FT/RT:20(0)/10(0) Bearing E is a rigid surface. Bearing E 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: 20.02.00A.1020.20 Lumber Top chord: 2x4 SIP #2 N; Bot chord: 2x4 SP #2 N; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -1.41 to 54 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 4.18 BC: From 2 pif at 0.00 to 2 plf at 4.18 TC: -2 lb Conc. Load at 1.37 BC: 19 lb Conc. Load at 1.37 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. `, �ri��4trrrrh N�4WAk''''�e CENO VF°4 a s N0. 86367 i STATE OF po o0®�'� • 40 R 1 D f--v �,/ONA1. d •pp� 9 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 "*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 r� SBCA) fo'r sa�ety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicabgle. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 16OA-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 ANRWCOMPANY truss in conformance with ANSI/) PI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional encLsneering responsibility solely -for the design shown. The suitability and use of This drawing for any sQr'ucture is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine., al ineitw.com; TPI: tpinst.org; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.oro Odando FL, 32821 SEQN: 67452 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:lxaoas75o12o T19 / FROM: RAA Qty: 5 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 084.21.1459.59827 Truss Label: HJ7 / WHK 03/25/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 57"8 9110"1 57"8 4'2"9 '1 D 2 V 10"2 12 3.54. 4X4 C in 20 io i_ co B A 18'8"12 G F E 4X4(B1) 1112X4 = 5X5 �-- 1'5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.50 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; 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. Additional Notes Refer to General Notes for additional information Provide (3) 16d common 0.162"x3.5", toe -nails at TC. Provide (3) 16d common 0.162"x3.5", toe -nails at BC. 5'5"12 5'5"12 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 3'6' 3 10 8'11"15 �9'1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.044 G 999 360 VERT(CL): 0.082 G 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.014 C Creep Factor: 2.0 Max TC CSI: 0.512 Max BC CSI: 0.699 Max Web CSI: 0.268 Ve r: 20.02.00A.1020.20 ,�O AH WAk fIrl � J 41 No. 86367 ®"� o STATE OF • '° ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 324 /- /- /- /205 /- E 363 /- !- /- /142 /- D 211 /- /- /- /206 A Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B-C 439 -713 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - G 664 -404 G - F 654 -406 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 458 - 737 ••m�©• a °°'Prsr N 4A /�llillilll0®1! FL REG# 278, Yoonhwak Kim, FL PE #86367 03/25/2021 **WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint otYwebs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, of truss and position as shown above and on the Join f Details, unless noted otherwise. f�efer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin44Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWA- truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingq� of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibility solely or the design shown. The suitability and use of This drawing for any s9r'ucture is the responsibility of the Building Designer per ANSIITPI 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 Gable Stud Reinforcement Detail ASCE 7-10i 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ori 120 mnh Wind R-A 15' MPnn HPlnh+ Par•+hIL, r-i-4 r.,., n vim+ - I nn S 2x4 Brace Gable Vertical pacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace Ilex (1) 2x6 'L' Brace x (2) 2x6 'L' Brace *31 Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B S #1 / #2 U #3 3' 8' S' 9' 6' 2' 7'' 8' g' 11' 9' 1'' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Stud 38' 59 ' ' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' p Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 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, ill 11' 8' 14' 0' 14' 0' d ai P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' li' 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' B' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' U l� P Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13, 9' 14' 0' 14' 0' 14' 0' O �l Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10' 12, 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, B' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Q 1 D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10, 2' 10, 10' 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' l� U I I Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' 0-I�I r Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10, 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' rt D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 1 13' 7' 14' 0' 14' 0' 1 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14'. Vertical length shown In table above. Connect diagonal at AN ITW CO 11 Earth\ Cityl Expressway \ \ Suite\ 242 \ \ Earth\ City,\ MO\ 63045 2x6 DF-L #2 or better diagonal brace) single or double cut (as shown) at upper end. Aboutjc T 18' � ,ace L 31E 31E T L 1 `lit `9t Refer to chart aboTW "VARNING1- READ AND FGLLOV ALL NOTES ON THIS BRAVING! r '-DVMTANTww FLIMSH THIS DRAVDIG TO ALL CONTRACTORS INCLLMM THE INSTALLERS 0 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and ,flow the latest edition of BCSI (Hullding Component Safety Information, by TPI and SBCA) for safety •Actices prior to performing these functions. Installers shall provide temporary bracing per BCSL ,less noted otherwise, top chord shall have properly attached structural sheathing and bottom chor call have a properly attached rlgid ceiling. Locations shown for permanent lateral restraint of webs dill have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face truss and position as shown above and on the Joint Details, unless noted otherwise. efer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc ,Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, -tallatlon 6 bracing of trusses. A seal on this drawing or cover page Listing this drawing, Indicates acceptance of profe slam) gineerI g responsibility solely for the design shown The sultaMlty and use of this drawing r any structure Is the responsibility of the Building Designer per ANSI/iPI 1 Sec.2. For more Information see this Job's general notes pane and these web sl4?3✓15L7,LL')1 _. jgV11P?r?ff if A WA a� 'mQaiUIEZ GICQ ORIpP.= Si aeo Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hem -Fir #1 / #2 IStandarl#2 Stud #3 Stud #3 Standard Dou las Fir -Larch Southern Pinewww #3 #3 Stud Stud Standard Standard Group BI Hem -Fir #I & Btr #1 Do u ins Fir -Larch Southern Pinexwx #I #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values maybe used with these rndes. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing <5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nails. )K For (1) 'L' brace, space nails at 2' o.c. In IS' end zones and 4' o.c. between zones. )K)KFor (2) 'L' braces, space nails at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 80% of web member length. 11 Gable Vertical Plate Sizes 11 Vertical Len th No Slice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' I 3x4 Greater than - 6' 4x4 I+ Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. AX. TOT, LD, 60 PSF Yoonhwak Kim, FL PE #86367 IMAX. SPACING 24.0' F ASCE7-10-GA1116015 TE 10/01/14 WG A16015ENC101014 Gable Stud Reinf orcement 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 Ori 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 T1r, ipn mnh W1r„4 Cnoo.J 19, m- w_i_"+ o,..,,+i.. n.. r__i--- 1 r,...__..__ n v_� _ . - S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'LBrace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace wx (1) 2x6 'L' Brace 1R (2) 2x6 'L' Brace Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B S P r #1 #2 CT)3' U r #3 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 11 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' 0 Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 1 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 P 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' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U _ r #1 / #2 4' 5' 7' 6' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P r #3 4' 2' 7' V 8' 9' 9' 1' 10' 5' 10, 10' 13, 9' 14' 0' 14' 0' 14' 0' U I _I I- Stud 4' 2' 7' 1' N7'll' 8' 9' 9' 1' 10' S' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' 0) 0 f f Standard 4' 2' 6' 1' B' 1' 8' 8' 10' 5' 10, 10' 12, 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 9'0'9'4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0#2 S P 4' 5' 7' 6' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' S' 8' 6' 9' 1' 10' 6' 10111, 13' 4' 14' 0' 14' 0' 14' 0' 0j D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13, 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10' 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' _ Sr P r #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' U I I P Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I�I Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0'V11'' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3'' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 10' 8' 3' 8' 7' 9'9'10, 2'' 12, 1' 14' 0' 1#3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' ' 12, 0' 14'.--I DPL Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' ' 12, 0' 1Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 141, Vertical length shown In table above. Connect dlagonnl at mldoolnt of vertical AN ITW COMPANY 11 5141 Earth% City\ Expressway \ \ Suite\ 242 \ \ Earth\ City,\ MO\ 63045 A,, About 18' L 'L' Brace End Zones, typ, 2x6 DF-L #2 or better diagonal r bracer single 8, or double cut (as shown) at L upper end, _ `411, \W\ Refer to chart abo;e wwVARNMww READ AND FOLL11V ALL NOTES a THIS DRAVDR 0 "INPORTANTww FlAi11ISH THIS DRAVM Tn ALL CIINTRACTTIRS usLUBM THE INSTALLERS. Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and Row the latest edition of BCSI (BuldIng Component Safety Information, by TPI and SBCA) for safety •actices prior to performing these functions. Installers shall provide temporary bracing per BCSL ,less noted otherwise, top chord shall have properly attached structural sheathing and bottom cho !all have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of web: fall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to each face truss and position as shown above and an the Joint Details, unless noted otherwise. Ifer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fr Is drawing, any failure to bulld the truss In conformance with ANSI/TPI 1, or for handling, shipping, ;tallatlon 6 bracing of trusses, A seal on this drawllg or cover page Ustft this drawl g, Indicates acceptance of professlannl gineering responsMty solely far the design shown. The sultnbRlty and use of this drawing r any structure Is the responsibility of the Bu0.tltng Designer per ANSi/TPI 1 Sec?_ L For more Information see this Job's general notes page and these web si ��j,; ALPINE, wwwa(pineitw.coml TPB www.tpinstorgi SBCA, www,sbcindustry.orgi ICO wwwac s L J11111IFFFOf �1 WA, - ,rPlj 63 7 e_ Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hero -Fir #1 / #2 IStdnclarc-11 1 #2 Stud #3 1 Stud #3 IStonMrd Dou Las Fir -Larch Southern Plnewww #3 #3 Stud Stud Stnndnrd Standard Group BI Hero -Fir #I & B"#1 Dou las Flr-Larch Southern Pinewww #1 #1 #2 #2 1x4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these Qrades. Gable Truss Detail Notes) Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3,0' min) nails. )K For (1) 'L' brace, space nails at 2' o.c, In 18' end zones and 4' o.c. between zones. )K)KFor (2) 'L' braces, space nails at 3' o,c, In IS' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 807 of web member length, II Gable Vertical Plate Sizes II Vertical Length No S lice Less than 4' 0' 2X3 Greater than 4', but less than 11' 6' 3X4 Greater than IL' 6' 4X4 + Refer to common truss design for peak, splice, and heel plates, 11 Refer to the Bullding Designer for conditions not addressed by this detail. AX, TOT. LD, 60 PSF Yoonhwak Kim, FL PE #86367 IMAX, SPACING 24,0° REF ASCE7-16-GAB16015 DATE 01/26/2018 DRWG A16015ENC160118 Gable Stud Reinforcement Detail ` ASCE 7-101 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or i 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 120 mph Wind Speed, 30' Mean Height, Partially Enclosed Exposure D Kzt = 100 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace x■ (1) 2x6 'L' Brace x' (2) 2x6 'L' Brace AN Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B p S F #1 / #2 3' 8' 6' 3' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' 0) U I #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' 11' 11' 13' 7' 14' 0' HF Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' o Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' ill 9' 8' 10' 4' 13' 1' 14' 0' #1 3' 10, 6' 4' 6' 7' 7' 6' 7' 9' 8' 11' 9' 3' 11' 9' 1 12' 2' 13' 11' 14' 0' —J S P #2 3' 8' 6' 1' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' #3 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13' 8' 14' 0' d OJ D F L Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13' 8' 14' 0' Standard 3' 3' 4' 3' 4' 7' 5' 6' 6' 1' 7' 9' 8' 3' 8' 11' 9' 7' 12, 2' 13, 0' U _ S P #1 / #2 4' 2' 7' 2' 7' S' 8' S' 8' 9' 10, 1' 10, 6' 13' 3' 13, 9' 14' 0' 14' 0' - _ #3 4' 0' 6' 7' 7' 5' 6' 4' 8' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' U H F Stud 4' 0' 6' 7' 7' 0' 8' 4' 6' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' QJ O I� Standard 4' 0' 5' 8' 6' 0' 7' 6' 6' 0' 9' 11' 10' 4' 11' 10' 12' 8' 14' 0' 14' 0' \ #1 4' 5' 7' 3' 7' 6' 8' 7' 8' 11' 10' 2' 10' 7' 13' 5' 13' 11' 14' 0' 14' 0' S #2 4' 2' 7' 2' 7' 5' 6' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13, 9' 14' 0' 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' 6' 5' 10, 0' 10' 5' 12' 5' 13, 3' 14' 0' 14' 0' 0J D L Stud 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10, 2' 11' 0' 11' 9' 14' 0' 14' 0' -Q n S #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 10' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' d _ f F #3 4' 5' 7' 7' 6' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' L� U H F Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' U Standard 4' 5' 6' 6' 6' 11' 8' 8' 9' 3' 10, 11' 11' 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 8' 0' 8' 3' 9' 5' 9' 9' ill 2' 11' 8' 14' 0' 14' 0' 14' 0' 14' 0' d sp #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' (Ni #3 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' D F L Stud 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' Il' 0' 11' 6' 14' 0' 14' 0' 14' 0' 1 14' 0' Standard 4' 5' 6' 1' 6' 5' 8' 1' i 6' 7' T 10' 11' 1 11' 5 12' 8' 13' 7' 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 690# at each end. Max web total length Is 141, Vertical length shown In table above. Connect dlagonnl at AN ITW CO 11 5141 Earth\ City\ Expressway \ \ Suite\ 242 \ \ Earth\ City,\ MO\ 63046 2x6 DF-L #2 or better diagonal bracer single or double cut (as shown) at upper end. Aboutj� T 18'+^ace L I r 1L 1 Refer to chart abdTe ■-VARNnxa.v READ AND FOLLDV ALL MTES RI TMS DRAWM O —IMPORTANT FURNISH THIS DRAVDIG TO ALL CWTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and ,flow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety Tow prior to performing these functions. Installers shall provide temporary bracing per BCSL ,less noted otherwise, top chord shall have properly attached structural sheathing and bottom chor call have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs ,all have bracing Installed per BCSI sections 13, B7 or 1110, as applicable. Apply plates to each face truss and position as shown above and on the Joint Details, unless noted otherwise. !fer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc ,Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, stallatlan 6 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional gineering responsblUty solely for the design shown. The sditnb4ty and use of this drawing v my structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. For more Information see this Job's general notes page and these web sltl'6/_S/_�11�L,�f ALPINE, www.alpineltw.coni TPI, vw.tpinztargi SBCA, www.sbcindustry.orgi ICC, wwwJdc 6 d.1�rt"fn•YF'J �1n WA i1forlifffo� f ,'P�0 V A 00 63 7 CQR��C:tt.. Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Stnndard #2 1 Stud #3 1 Stud #3 Standnrd Dou las Flr-Larch Southern Plnewww #3 #3 Stud Stud Standnrd Standard Group BI Hero -Fir #1 & Btr #1 Do, u Ins Flr-Larch Southern Plnewww #1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). wwFor lx4 So. Pine use only Industrial 55 or, Industrial 45 Stress -Rated Boards. Group B values may be used with these -des. Gable Truss Detail Notes; Wind Load deflection criterion Is L/240. Provide uplift connections for 135 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 Slid (0.128'x3.0' min) nails. )K For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. )K)KFor (2) 'L' braces, space nails at 3' o.c. In 19' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detall, REF ASCE7-10—GAB16030 DATE 10/01/14 DRWG A16030ENC101014 Verticnl Len tin No S lice Less than 4' 0' 2X4 Greater than 4' 0', but 4X4 Less than 12' 0' AX, TOT, LD, 60 PSF SPACING 24,0' Gable Stud Reinforcement Detail ASCE 7-161 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or: 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 n- ion mnk wi—i cmee 4 'an, m_ usi a.+ o + , —i--- r..___...__I I - _ . — S 2x4 Brace Gable Vertical Spacing Species Grade No Brnces (1) lx4 'L' Brace w (1) 2x4 'L' Brace x (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace ll <2) 2x6 'L' Brace w Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B .P #1 / #2 3' 8' 6' 3' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' 0) U SPF #3 3' 6' S' S' S' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' li' 11' 13' 7' 14' 0' 0 HF Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' ill 11' 13' 7' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' ill 9' 8' 10' 4' 13' 1' 14' 0' #1 3' 10' 6' 4' 6' 7' 7' 6' 7' 9' 8' ill 9' 3' 11' 9' 12' 2' 13' 11' 14' 0' —� S P #2 3' 8' 6' 1' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12, 0' 13, 9' 14' 0' #3 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10' 1' 10, 10' 13, 8' 14' 0' d D F L Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13, 8' 14' 0' Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' 8' ill 9' 7' 12' 2' 13' 0' U S #1 / #2 4' 2' 7' 2' 7' S' B' S' 8' 9' 10' 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' _ P P #3 4' 0' 6' 7' 7' S' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' U i_ I F Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' 11' 10, 4' 13' V 13' 7' 14' 0' 14' 0' IOU O f� I Standard 4' 0' 5' 8' 6' 0' 7' 6' 8' 0' 9' 11' 10' 4' 11' 10' 12' 8' 14' 0' 14' 0' #1 4' 5' 7' 3' 7' 6' 8' 7' 8' ill 10' 2' 10' 7' 13' 5' 13' 11' 14' 0' 14' 0' S P #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10, 6' 13' 3' 13, 9' 14' 0' 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Q1 D P L StuE 4' 1' S' 11' 6' 4' 7' 11' 8' S' 10' 0' 10' S' 12' S' 13' 3' 14' 0' 14' 0' Stnn 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10, 2' ill 0' ill 9' 14' 0' 14' 0' #1 /4' 8' 7' 11' 8'2'9' 4' 9'8' 10, 1' il' 6' 14' 0' 14' 0' 14' 0' 14' 0' S P P #34' 5' 7' 7' 8'1'9'2'9' 6' 10'11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' U I I [ Stu4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10' ill 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' O f� I Standard 4' 5' 6' 6' 6' 11' B' 8' 9' 3' 10, 11' 11' 5' 13' 7' 14' 0' 14' 0' 14' 0' X # 1 4' 10' 8' 0' 1 8' 3' 9' 5' 1 9' 9' 11' 2' 11' 8' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 8' 7' ll' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 6' 6' 10' 7' 3' 9' 1' 1 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' D P L Stud 4' 6' 6' 10'1 7' 3' 1 9' 1' 1 9' 7' 11' 0' I1' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' 1' 6' 5' 8' 1' 8' 7' 10' 11' 11' 5' 12' 8' 13' 7' 14, 0 14' 0' Bracing Group Species and Grades: Group At Spruce -Pine -Fir Hem -Fir #1 / #2 Standar 1 #2 1 Stud #3 1 Stud 1 #3 IStandnrd Dou las Fir -Larch Southern Pinexww #3 #3 Stud Stud Stnndnrd Stnndnrd Group BI Hem -Fir #1 & Btr #1 Dal u ins Flr-Lurch Southern Pinewww #1 1 i #1 #2 1 1 #2 1x4 Braces shall be SRB (Stress -Rated Board). wmfor 1x4 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 135 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. Ab.a Attach 'L' braces with 10d (0.128'x3.0' min) nails. able Truss )If For (1) 'L' brace- space nulls at 2' o.c. In IS' end zones and 4' o.c. between zones. Diagonal brace option. )K)KFor (2) 'L' braces space molls at 3' o.c. vertical length may be In 18' end zones and 6' o.c. between zones. doubled when diagonal 18' 'L' bracing must be a minimum of 80% of web brace Is used. Connect member length, diagonal brace for 690# at each end. Max web WA, v- Gable total length Is 14'. 'L' Brace End q4 >j Vertical Plate Sizes Zones, typ, f1 ' g1 �/ ` Verticnl Len th No S lice 2x6 DF-L #2 or >\ , v P Less than 4' 0' 2X4 better diagonal rPOR Greater than 4' 0', but 4X4 Vertical, Length shown bracer single Is,4'� t! 1 less than 12' 0' In table above. or double cut 45' (as shown) at L + Refer to common truss design for upper end. m peak, splice, and heel plates. Connect diagonal at Q s onOilllsoBenring ry, 1Ldb' iZEIea �i„''# Refer to the Bullding Designer for conditions midpoint of vertical web. Refer to chart abo o ma not addressed by this detail. wwvAR!@lCdww READ AND F0.LDV ALL NGTES �( ras DRAVDJIB e'd .wDPMTANTww FLWaSH Tiffs DRAWM TG ALL CGNTRACTDRS V LUDM TIE INSTALLERS ''a tee a : � Ohio `o REF ASCE7-16-GAB16030 Trusses require extreme core W fabricating, handling, shipping, Installing and brncing. Refer to and follow the latest edition of BCSI (BulCing Component Safety Information, by TPI and SBCA) for safety i'S �.(� b ® 06 d U.(� DATE O1/26/2018 P ractices prior to performing these functions. Installers shall provide temporary bracing per HCSL Unless noted otherwise, top chord shall have attached structural bottom /�d I % `�� t �✓j� DRWG A16030ENC160118 properly sheathing and chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall hove brnclng Installed BCSI B3, B7 �V ` , //Ii1��� eRl per sections or BIO, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer io drawings 160A-Z for standard plate positions. Alpine, a divlslon of ITV BWInc.an tding Components Group Inshall not be responsible for y deviation from �AX AN ITW COMPANY this drowing, any follure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, Instnllatlon 6 bracing trusses. T❑T, LD, 60 PSF of A seal on this drawing or cover page Listing tHs drawing' Indicates acceptance of professlannl \ \ 514\ Earth1 Cit 1 Expressway Y P Y engineering respons6lUty solely far the design shown. The sultabllty arb use of this drawing \\Suite%242 for ony struebre Is the responsDlRlty of the Bu0.8ng Designer per ANSI/TPI 1 Sec2. \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web site ALPINE. wv.nlpineltw.coml TPD vw. Inst.orgl SBCA, v..slocIndustry.orgi ICC .. MAX, SPACING 24,0' r 'T' Reinforcing Member Gable Truss Gable Detail Fnr I Pt -in \/Prtirn 1 c rnhlp Trucc Plntp 4Zl c pproprlate Alpine gable detall for :e sizes for vertical studs, Engineered truss design for peak, ?b, and heel plates. vertical plates overlap, use a lte that covers the total area of Lapped plates to span the web, eI2X4 2X4 2X8 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Nalls 10d Common (0.148'x 3',min) Nails at 4' o.c. plus (4) nalls In the top and bottom chords. Toenalled Nolls. 10d Common (0.148'x3',min) Toenails at 4' o,c, plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail. for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings r A11515ENC100118, A12015ENC100118, A14015ENC100118, 0 I A18015ENC100118, A20015ENC100118, A20015END1001 �A A11530ENC100118, A12030ENC100118, A14030ENC1 ! Q€ISC�Oi1I(`� A18030ENC100118, A20030ENC100118, A20030EN .�O S11515ENC100118, S12015ENC100118, S14015EN 0118 AV 3 1 1�Q�•�I S18015ENC100118, S20015ENC100118, S20015E*10011% S 15P 1 8 S11530ENC100118, S12030ENC100118, S14030QC1001%8, S f • S18030ENC100118, S20030ENC100118, S20030 Njj0p11118, S20030PED100118 • i r�� • See appropriate Alpine gable detail. for maxlm� unrwlnforcecI 6*oe'°°vertical la 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -nail 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 'T' Relnf. Mbr, Size 'T' Increase 2x4 30 % 2x6 20 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' � : STATE 27' s of "VARNBx�. REm AND FOLLDV ALL MITES IN THIS DRAVBUU s` "IMPORTANT" FURNISH THUS BRAVING TO ALL CONTRACTMS INCLUBBIG THE BiSTALLERS, l"r • : , 0�`�� r<'` • r+ • +ems REF LET -IN VERT 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 CA) for safety • `` I h,? • + ®e 0 �' �I DATE 01/02/2018 practices prior to performing these Functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing bottom ��� Jl I n Vj DRWG GBLLETIN0118 and chord shall have n properly attached rigid calling. Locations shown for permanent lateral restraint of webs +�/ H 1 /r\� ¢ shall have bracing Installed per BCSI sections B3, B7 or B30, as applicable. Apply plates to each face PI of truss and position as shown above and on the Joint Details, unless noted otherwise, Refer to drawings I60A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hondUng, shipping, PAX. AN ITW COMPANY Installation & bracing of trusses. T❑T, LD, 60 PSF \1614\Eadh\Cilyl Expressway A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsbntty solely for the design shown. The sultablUty and use of this drarhg \\Suite\242 for any structure is the responsibility of the BuRdIng Designer per ANSI/TPI 1 SecZ DUR, FAC, ANY \\Earth\Cily,\MO\63046 tL For more Information see this Jobs general notes page and these web slt� Wl7 ALPINEi rwr.alpineltw.comH TPD vw.tpinst.orgt SHCA, vwsbdndustryorgh ILG wvlc YOOnhWak Kim, FL PE#86367 MAX, SPACING 24,0' VALLEY FRAMING & BRACING DETAIL of RI BC of Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required T-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"x26") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05,140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gored between rows. ;TYP) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (e•) 816d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 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 t..,, ncrtcu it oi.mm CRJ AKC UJCU) 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, &BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS 2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Iong nailed w/ 2 -10d (0.148'W") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with 10d 40.128"x1i)") nails at 6" o.c. "1" or scab must be 90 % of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress graded lumber & box or common nails. ,Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing in accordance to current NDS requireme Nails are common wire nails unless noted otherwise. �}F i••••e••• Ely i raVARlmICillos READ AND FULLDV ALL HI ES ON TInS DRAVMi v • •v • •• •- �• - - • -OFORTMTa IMUSH TM DRAVDIS M ALL CMaPACMRS DLClIMM TIC D=NJXM • * C LL 20 30 40 54 REF VALLEY FRAMING Trusses require extreme care h fabrlcatlrit, humAVQ, shippbp, kirtatlkp and bracing Refer tL ajip follow the latest adtlon of SCSI (BLIldrp Ccpo t Safety Information, by TPt and sacAi for gfety ; C DL 10 20 7 7 DATE 10/01/14 practices prior to performtrq these functions. Installers shall provide temporary brae f z. L • Unless rated oth—Ise, top chord shalt have properly attached etrct—i sheathlrp and bottoi{; ; STATE lZ+ BC DL 0 0 0 0 DRWG VACNV1801015 stall have a property attached Mold eel4p. Locations shown for perranent lateral restraint of 'm o • ' ` d (7 �^ n� shall have brad hstnlled per BCSI seetlons ➢h ➢7 M Beta m opplkahle. dApplyot plates to each •• • �V � I I(,I�\VI I of tress and sttlan as shown obove and on the Jdnt Detols, hitless noted otMrwt a "m • �► Refer to dra.hps leoA-Z for nnndord place posWons. m6br ,p ••o•C o�,Q:•'•f � BC LL 0 0 0 0 AN iTWCOMRANY Atplx, a dMslon of IN &ddnp Components Croup Inc shalt not be respanslbie for my deviation f H,,•••ar...o•e rr F this d-awFq, any FaRL" to btAld the truss In conformance with ANSLgPI 1, or for hanmkw, ~nD, o `�v TOT. LD.30 50 47 61 Installot1.fon bradp nof trusses. / G erpAFs�ewntirponrteh�ise1dr�-a.tie or cover page U.*Q this d-awbp, trdmtes acnptmi:* of professloral �/jf NAL 'trr.CMi re t -01AY for the deslpn shoer, Tne -Wt- y and use of this dwhp h+sr �,utai` DUR. FAC. 1.25/1.15 13389 Lakefront Drive for ory k rsi porist•Lty of ➢LA&V Dett r_ Psr ANSL TPI 1 Svc2. �y EaM City, M063045 For v'e Infamatton see this Job's Der 1 notes ppaage and these web stten H'f / 0'J SPACING SEE ABOVE ALPM wwwalpirwltwcart TPir www.tpFis+cry SK& •ww.sbdndustry"Vi DX] wwwtr .3nfe.orD l/ / l :X