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M I c 19'-0' 7'-0' "3 3 CJ1 c Cjz CJl CJ3 us A10(i E g e•� �' AB A6 A3 � a•�' � �a a.n 8 re AA ®sw¢ he A2 A3 B'-e' I1L B'9 O.4 A7 A9 AGG EJ7A CJ5 CJ3 CJ1 I2a a a H2GE CIGE � 1 19-4' L'-.' 4,_4, L'-.' 3B'-B' Total Truss Quantity = 69, THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. REFER TO Ehl PACK FOR CONNECTION. cJs c r� � 3 TYPICAL 7' SETBA CORNERSET LABEL AND SPACING REVIEWED u� AILv ® r? AA npn 0__ f we Go,?*, NOTE. MULTI -PLY GIR➢ER CONNECTION. ALL PLIES SHALL BE FASTEND TOGETHER (HALTS, NAILS, ANO DR THE SUPPLIEDPRIOR TO INGINEERING AND BEFORE ANY LOADS ARE APPLIED. PER THE SUPPLIED ENGINEERING SHEETS, NOTE III] NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE, BACK CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC. 877-293-94B7 NOTE, ALL BEARING WALLS MUST BE ADEGUATELY DESIGNED TO CARRY THE LOADS IMPOSED BY THE TRUSS OR TRUSSES, AND MUST BE INPLACE AND IN SERVICE BEFORE THE TRUSSES ARE SET IN ORDER TO AVOID REPAIRS. Labeled End Mark General Notes 1) AO pmehl chard trusses, flat busses and flat Girders have tha lop clard padlagy painted green to be installed green side up. 2) An hanger to be Sunpsan HUS26 unless othenise noted 3) A11 buss spacing is 24' D.C. unless otheniss noted 4) Per I— Plate Institute BCS-81 recommendation permanent X-bracing sh.W be placed at a minimum spacing 15' O.C. across the span, to be repeated at a maximum of 20' between each X-brace throughout the structure. Please refer to B(SI-B1 for any additional bracing detm% ROOF LOADING SCHEDULE TCLL TCDL = '70 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 q WIND SPD/TYPE= 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL. CAT II WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Truss member ded'a connector plates aredcsibmtd for ASC'E 7-16 and maximum forces, Cram bath componcros mid claddings and main wind font resisting systems. • Thasc ".as have been c ed m carry an additional I09psfnon-co urrenthonomchord Uvc lard. FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF 01 ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPI.IFI'S ARE SHOWN ON ENGINEERING WALL KEY ® o rLoAD# DESCRIPTION INrr. DATE aiol r>rrG rav .® envu aim rev n1R >m ram !Ne a 4 Iao1 rmwm vuan >mascs sa �lsns amr Iuv ra<v vpa siw r lrrr —4 roar �r >w wx .xv vain Nm >nsn. f✓E01 lJ8 � I1/Nne i6at ®1 ImaaB m�&L )p VW 160 a r65 3/C9n) R"01 IMIC)Ea RaV SIP0.ID1 LABetSRID 01/mn) LOAD# DESCRIPTION INIT. DATE sin to tar mrusne am rev twau m snon9 Isar rowan r7mem ram >mm� paf rEV t>mE ® Rvx 1Lreim CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N.W. WINTER HAVEN FLORIDA 33880 PHONE.(800) 959-8806 FAX- (863) 294-2488 BUILDER D.R. HORTON STATEWIDE I I—ECTCREEKSIDE MODEL 1672/AR1A/4EAB,o. CCA PROJ/MODEL/ALT 7A5/ 320/167ED ALT DESC OTC LOT 85 i BLOCK DESIGNER PAGE RFS 1 DATE 3 29 17 LAN63986L 1A4 "=1' ENGINEERING PACKAGE Builder: JDR HORTON / STATEWIDE Project: Model/Building: Lot Alt: Lot: 8 5 Address: ............................................................................ ............................... JobNumber: N333986............... ......... ......... .......... ................................................_ Revision Date: Block: E���� Unit: ._ . New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINE' March 13,20.19 ArWC&(PMft Mr. Bob. Michaelis Carpenter Contractors of America, in"d- .3900 Avenue 0.,. Northwest Winter H8fVen,.VL 33880-6201 Re: AlternatiV61hSAMations. for 6 single ply dairfl6d Miss with a width less than the. hanger width, .and value aW M n 6 wood.bl'otWinig lo-achieve fuh de load* --far f 6.0 t d-hangerattai: oft -a ohi�� ply sjgn :attachment h .supporting girder (Reference Mail WA3M2).-. Dear Bob,: Fora single ply carried truss with awidth less than the hanger. Width -you can instal - I ,a prefabricated jack scab.truss: M for woodfiller blpQk!hgi,- The, chard: sites;:-qhord.gTqOes, and Al pine.--,'c6hhect6r.plafb(s) to - as the single 'pI ed truss. The P tie the. sarrie. .y cam r6fa6d` catdd.jO*ck.*§+ddb truss . have a.. minimum Jeqgti of 48" and w [.have a. mjnimum pit6h:of 5/12., The single ply carrie.4 rea on Of —I.ru.st.shall have:a J 3,.500# or less. Attach prefEibdc�it6d,j;ack:scab,tr.uss. with. two. (2) rows of 0.42B.'xIV" GUn Nails at'2" per row, 8�irongjle lo qgger6d V'IS6e e"' . '.b'- P16as&.r6f&rto the Simpson 2Q1;92 page 216:, Figure :3.,for more inform.atibm Figure -I Fora single- ply.:, M" ethat requires wood blocking tb,bdhleve-�'fUll desigh load Value for face -mounted r I hangersg . attach one wood- block to 'the back face of single gi.�der withfhe same size and g.rade.asthe bottom: 6hbM, Of 'the. single -ply girder. Thie.Wodd:block length to' b6.such thiit.Ahe'wb6d blocking- -extends to eacli adj6d6rit'pahel points (*Libs,.ftfid bottom chord intersections): Attach wood - bib dk --With --two. -(2) r6w's �qf OA 28 X3.0" Oun' N"ails at 6" O C. per row,. staggered: 3.0" applied to: the 6760 Forum 821 .�.(oqo)-521=9106--, - (86$:4�-78685 Drive Suite 305., Orlando; FL. 32 mwmal'pineitm,com ALPINE A" "'Osopw 3 single ply-girderfb.cp;With.,anad.dito-naI (.2'0)0.1*2$�ix3,O�*Gun'.N�atls*.-.each-pan6.ipoint9pplied'tothe, m . .. . .: .... �'. . . ... I . . Gun . Wood. blo'ckfabe ($6e Figdtb�2 below.6f6r to M6.Skhodh Wotig-71e..'"Catmog C-C....20.1.9i J—Pleasei r pa'de 216, Fio.afo.lfor More: irif6ftnati6h. FigymZ:' . .. ... .. ... .. The -application of pWabriibaited jack scab truss for -Wood fffldt�blockin'g :ofwood Blocking -to . achieve full. design load value lue for face mounted hangers Must be :approved by the hardware ma'nufacitu'rerl. All edge -and end: distances, and-tpting id.r . ali nail connebtibris*mdst be suffic'i6nttd'OreVent-.tolitti*ricI of Wood. If I can.be of any further assistance,or if you have anyquestions; please-givemea call.. . 1. $ pc(A V STATE Wiltiatp.. M H&P.E. Is. A 'Ghief Engineer .4 6.'F St... Alpine -an. R-W Company!- En'On eiadng pepartment. Orlando; FL 6750'F6'r'Um'* Dd\(e.Su-*it6.'306',;O"ria'n'd6,..FL.32821 - (000).521-9790 - (863) 422-.8685 ww.w.Ap*:ih0.i'fw..c6m ALPINE April 26;1:2019' Mr, Bob Michaelis Cqrpenter Contra'dors -of Affieric"a, Ind. Avenue 0; Northwest -Wintet Hav6n, FL 33880-,6201: Dear. Bob,. .k6i Str6noback bridging: on roof. trusses. e.s.. I understand -there: is-s'om''e. concern over our recommendations f6r.strdhdbAck bridging on roof trusses, 'Strongliick- bridging- for roof trusses is n-ot.a -requirement of ANSI-�TPI 2.014 nor is ar'6 ui mentofthe q re Building C6MpOn6nt ..Wety, Jnfbfmatior� .13ut strongbacK. iriclgihg�'I,br� roof.. trusses . is b recommended by Carpenter ont(6btp:rs-6f.'An ri6a. 5!t6ngb@qk bridging se' iV&�_thew following tM f6n6ti6n.S:. Qne,-bridging aligns the bottom -chords after they pre- set -so. they are uniform. along the ceiling line a nd Twoj bridging reduces relative deflecti6h of. adjacent -trusses.., Strongback bridg'ing'".does. Not-Or6Vent-pr recl=6-overall indiVidual deflection, especially any roof trussesr ttn ioq�qj 'n 1W inch. pfle __� _ a .. .... ..... ... .... ....... ............ ... ....... .. .. .... .. .. ....... ......... . . . .. .. .. ..... — ------ bh bracing land is not. Strongback bridging in roof. trusses does'notserve-.asterno.orary..& 96ftan t intended to..cljgt� id, or. share clesigb1oads, between trusses; ConseqUentl'', -no design loads have` been accounted for Wth this. detail and dohtihUbUs- §V6hgback.bMdgihd tihdUld'not ,b6:attached between girder trusses- T use strongback bridging* not. `.interfere with other, design common ando. The. . , ': Designer. .. . . . . . .. ..._- 'gine er a Record 6 ftve�.Buildl -, cbn�icletati6h's. 6d sgeclftdb�:1116 En r Building: The outer iands* ofII16 strongback briclgipqshall be: attached.:to awall or aripthersecure end. restraint; t- -or ap.sppeiried'.4y the Engineer of Reborcl 6rAhe Buildin�..136sidhdr. Stroh' b6ck- bridging'shall. bo:a. minimum t TO with the 9 .4 2.X6 norbirial Lumber" otieht6cl -V� i J deoth verti cal '. Attach with ' '. I' ' . . "-) Wads at:. oach intersecting 'm'embe'-r*. 'When extending the- -pqmrpQri nails (0.126Tx3�5 R strongbadk bridging oveflap by -afa. Minimum of two Vussps, Theelocation:offhe: strongback: bridging.. maybe Y. q specified . Wthufab.tutbir-, E-hgftne&df'Record, . or Building Designer.: -Plec'Isie referto SCSI "Strong . ba . & ing'Provi Provisions" or to Alpine.: 8TRORAR1.014 deidil for more. information. The. graphic 9hoWh "(FidUre.'1) is for.generic,illustrative purpose only. ol 6760 Fbrum'Drive:Suite 305, Or%ndo, FL 3282 T - (800) 52147K - (863) 422"8685 0-1.s lot Al r"'I I h- .. I � ---- ......... .. ... . . .......... ........ . ...... Figure..J, If I..ca n*. be of any further -t or-gy—ou have: any. questions pie call. r assistance' please; a Williatt, H,,Knck- RE Chief'Engi'neer Alpine an ITWCO.Mpany EngineeringDepartment , -0dando;. FL 3282 67-50 . Forum Drive Sulte.366; Orlanido, FL 32821(8001.52T-9790 - F 7� -STRON GBACK :B TOGETHER bw ,SCAB' NOTE, :IN LING I . NG RECOMMENDATIONS M All scabr-.on blocks shall, b.ea mInImum'?_:x4� 'stress gt7!aqecl lumbe.ri . mo-AIL -stnongloack bridging .and bracing shdtl :be :a. '_s*tress° gr%ded luHbe;t^.! ►.The pUrpo' se of strongb k �brlcl6lha. :Is: t.o. :B13VGUN -develop 'load sharing between. et= . 'in A t ROW r'aL M resulting I� an :b�*r[Ih&ed!!Kg- In, , tl0neisisfloor i s .:of, the: oor -systemi -2.k6* strongback bridging; PokItloh6d. In -cletalts, Is-reco'Mmenolect-,at-10, =04;-, -O';c-.Kmmx;> i6.--.ThL- terms 'b'rl � In " d lb'' i 619. 9 an : r'aClhg :are sometimes e and -'Interchangeably. `Trqelhb.�% Is. .,an mistakenly: �usec(-'(nt r :�:: , .. i'mportdn't structural r�eoulrerient- bf any- floor or raof R.efer to the Truss. Design "L.q ' * ents 'for Drq�Whg (TID). f6r4- the...bracInb r ". uIr.'6m each In'dVid0at truss component, 'trid-gi- particuLarly 'stroNbatk.-`;brIdgIn a g., h .. rec6mM01CIQ�t1dh. f or 6 -truss system to. help con-�r .,'v16rP'L--0ohi. In: adoll'ti ..'. . the: on: tb, alchrig..'In distribution Of point' Wads Jpet*&e'h adjattLmt -truss, - .r 'to redQce st.-ongback bridging. serves-t � RL r P&AS) STRONG13A.Ck BRIDGING ATTAL-HMENT ALTt`RNATTv'tS AN ffWWMPAW 1V2381vi*dD&e StAg 200 Maryland Heights, MO 63.64.3- cr 14b bounce. Or residual vlbratlom.resUttlng, from - Moving pointio*qd§j:such as footsteps: THe Performance of all *floor sy *. ems -a re enhanceol' by the. Irittallatloh Of str&igback- bridging and therefore Is. strongly recommended by Alpine, For additional bridging,,refer. Component Sa*#-ity, Information). No, 70861 STAX LF-* 2.- .' .0[ LL: Psr DL.. PSF DL PSF-- D. PSF FAC.. 10.0 Vrs I I anon m•^ •.,+RYWVf1� .yy....v�y.�ni v./ati. ^K-: o �.-,rt • I•vuF �'�i - ,•,�. am rr : ..hit 61 X+Vy fj w • t� � �9 f:+° � ,...3 dam; • CL,1 r', ' . Tom, r _ ..a...,.�..vw.o��.�.w ---y...»...•.+.....�,.a...ay.M.,. '� ,1 .'•�: ".�^^�,-.. ...a ^•-"�.ra•rvri'sw L :.. .. ..... +,!+..- ie•...•pe.�.,....,......�....-.V,+n-,w,...nn+nw..w..... :. .�•w.....�...r..•-+•;�..,7�ei+••,;+ +-r is „ • ••r ;i"'."q..a,+:.�..�_ y.�. - ti '.Fi1 .�,ul:tl�"r:Jsd�1,� "�3gitlft4sC.�r`' -� ".fig la -.11�, . �F3�YY�' SUM. 'H'I• ''a _... _. . IV �ry1,y,� �y �,} J u.±� '1 +.y ��/'��J_ �{ y.�;M���FE��p#y���},�1_t1�y . F..`.�(©r�}!,�7��y�',��fi�}�y�C',.�jt,�i��.�C1� ; �y p�y�7,•p Ll1YY �i.7�'1 �k7� YU.7�¢7� !,. Iii Va:i 'W,�,i �7`'�1�; !'Rl,i �i;�':1: ���jY ala�iJV�GJF•I �T ��� !i'•!:+t Air•M7 �4r �: J: c3 €1 d l k VIVIN Jf tt. ... .. .� ION, :owffola • v Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member, This design Is valid only for single ply trusses with 2x4 or 2x6 broken Members, No More than one break per chord panel p and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repalrs that do not �. comply with this detail, (B) = Damaged area, 12' max length of damaged section f (L) - Minimum nailing distance on each side of damaged area (B) I (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member, Applyy one scab per face, Minimum side member lengths) = (2)(L) + (B) i Scab meriber length (S) Must .be within the -broken -panel, --- Nall Into 2x4 members using two (2) rows at 4' o,c,, rows staggered, Nall Into 2x6 members using three (3) rows at 4' o,c., rows staggered, Nall using 10d box or gun nails (0.12810', min) Into each side member. The maximum permitted lumber grade for -use with this detail Is limited to Visual grade 41 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices. This repair detail may not be used for damaged chord or.web sections occurring within the connector plats: area. Broken chord may not support any tie -In loads. S• L L r � OC Typlcal + O + 0 + O + 0 O + O + O + O + Str agger + = Back Face 10d Box (0.128' x 3', min) Nails, 0 = Front Face 2x4 Member - Double Raw Staggere 2x6 Member - Triple Row Stagqerec Nail Spacing Detall Member-, Repair Detall Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force . Membey-i Size L SPF--C HF DF-L SYP Web Only ' 2x4 12' 620# 635# 730# B004 Web Only ! . 2x4 18' 975# 1055# 1295# 1415111 Web or Chord 2x4 r 24 975# 10554t 1495# 1745# Web or-C}lord 2x6 1465# 1585# 2245# 2620# Web or Cftiord 2X4 - -- 3 f910# 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# 3505# 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 3460# 3540# 4070# 4445# Web or Cord 2x6 5165# 5280# 6095# 6660# ' L DktHlntnun nnce 8 L S I i L F,In4+un 8 L iDlstarfce i L I ' r. HlNnun L L evANPWANTION F aA`"'SH THIS�DAAi = TU ALL INTRRW ALL ACION I09 NCIIS�IDI�NG N IHSTALLL'RS, REF MEMBER REPAIR e� DATE 10/01/14 'Trusses require nmtrrhe car. h ►abrleatho, hondlt•n, Moll, Installlr and bracing. Refer to and follow the tai.+t rdMan a► lost auudho carparnt saf.ay in'/ereatkn,!`iy TPI and SSW for salty porra�'res prier to performia ihose functions. Installars shall pravkla itemponry �beach pr 7CSL Unl.ss noted othervlsa, ap chord shop hava properly attached structural shaaro,Ylp anr�botten chord shalt have a properly at d rloW c.lb Locations shown For pernonent lateral restraht of webs DRWG REPCHRD1014 f1S-P Q I I� 2 I 1{t�� shall hay# bracMq hstall•d per 1 u 13, 37 or 330, as %Ucoblr. AodY Pla'1s to each Face oftruss end posltbn os shown obove and on the Jolni Detois, Uness noted,niprI ls..I 9fer to dearinps 1saA-2 Ior standard plat. position.. �" AN 17W COMPANY Alphe, a dlyblon of ITV luAdhC Components oreup Inc, shaLL not be reaponslble For o dev atlon from iNs dro*0 any falure to bNld ihr truss h ro con rtth A"SI/TPI 1, r for handd 2, slpphO, hstafiatbn tL •loracAig of trusses A saal'oe this draft or eovar pa Nsthg ibis draebp, Ydcnies mccapiance p� prof•s+ianal .r,y,r•ri,o n�ondbltt solely for tfpfee coign shown. The sultoblIty and use of AWa dras4+p ` 1338E Lek¢honl odw EadhCky,M003845 ,. few enY etruetu-e k iM rnpau�ilfiy oP ilx A1tAlo Desgner, per ANSUTPI 1 Sect. for Men lnfsrhoilun ere thls Job's general notes ppaoa slid these web sltrsl ALPINFS ew,el It•.eon, TPI, see.tpint.orol SDCM r.r�ebelnduetryarg, I" w.r,lccsafe,erp ' S SPACING 24,0' MAX to.) Lumber. Size and GiradeAlnumum Requimmq;rits. Purling .1LA"I ;!UQRPIRM4'*V;.�t%lfaWr:s6h'.tt)-SP.fe4*de beiWer Cap 0 Its - a fta - 90a l'n I t - e %to 9 0 F C`r. is ia t*- F .F611 D3 F- .R. 06LLAR sEAm,,EvrzRY MFtA .117 ,X, FAR -or RAFTERS VA6 LE)rj EV AttacftM4 Orthrbut Rtp of Valley —,VA-.W%XSPA*CINC3 .4— 4--.O-.TYPIPAL 4�-o•-fyp(CAL- a -maximum r6oAn'idbf height. 30-feet 14* rnp—hj.En * d*tsed"aii[,Ek,o.;9,:t=ilo,.Jsit-1.0 ie rqumber, qf nails are 'd dei r.-ftgr if s(eapets.are,not used,. der W'On- bia Is:.*1i6t t . N . Od lateral L - .6the L TRUSS UNDER VALLEY -FRAMrNG iVXLLdRAFTER-.OR P,(Dr-*E +Cripoleb-41-01dr-30 pSf (M)and 2o pVf (.TD) MjjX. INA Apatev.�---ippm?.!(4r mc�h MW:StA'rft§ from thd' V-41ays br-6100POM iuldvorWv. IniWitd,to, IN&A'd4d"aid-iso tIiat crlpgite (ocatlons Bra 4 115a'tdiAab' Ca6td.isjade-dlre0tly 7. 3. 4, Rifjirifd.4Iddpaf4rb1bWh9. 160-fate-nalls sudtoi-nalfs 4'1:6d tdd-naffs 0 3 lao td&-.MUs..eajth slaeqpcgktrmg .:FUdge:bobrdfc+roof bldck 4 16d toe-ndlis �.9*R„CiJT-AS'FtF-CL-D-F-OR PrM.M .7. -Rldje-10 , tied foAr.Wes- 43,C?d-t6g:Aqj15 .-Fruend to MV1. ! Trilseo.: 6 164kini 10, • -rru35-tk;ojppti. -•Li. , 15VAEPERSARE USED) -13. -.0 1tikilwrnatojr.a-ftde 4 1GdWL--n8Il$. - NOTE;116a.(OA62 44NI CDMMON' NAIL S. f 0-4!" fa: ww- I .. . lHjo 'of iust, lb�:O% crippi elongItL -SO 40 54 Pt I'NitUY -P fW- !ING," MAN —T 1w D*TALLM -TC DL 1D Ix0 7 7 DAM 10/9lj14 4y P.P • Ahl'. ckv C4100CS'Al. Y IPA.,-krd'sjLw, for_- Or or . OMbritclaa-petv b i k DRW.G. LAqNV W, 0 0 0 0 1801.01S 0-0.- "tv, iha,1L*t^" k"*XAY'�aVAk J�."iRAd .4—a* "t - - P-4 &-hc n*t.. t-t-rat ,. t 4kft. Bc. a 0 -0 o 0 ISTAM Of' iDJO 50 4 31. Qf 4iW*; as Arb.Tv ab&* ".t. -Ah6 -wh 'fcji, iMUWd-d p&tff P.OW066;Z C-4,. PV- shd. rat. be r.t-jp.%X2-4. e—.. &Awl f6j� jjj Ajo.� "Tpj- vita V&. d&&W4 'At 1.2-5/ 16 ---*oe .**" ..4 7-- D -ilor, JAHS� f f PT a W t Face -Mount Hangers - I -Joists, Glulam and SCL ` These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. Actual Jost Size in, , ,� Model No - ° Carved .Member Dimensions" -' (in.) Mini "Max �, .. Fasteners {m) Allowable Loads Cade Ref: - cs Web 1� Stiff -_ Regd ) v ' Face . s :. Jdlst DF/SP Species Header SPF/HF i :FSpeclesHgader =Uplift, (160) ;Floor (;100) Snow {115):� Roof- (125), j'Floor (100) I , Sno%V (1155 Roof IUS2.56/16 - 2% 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 i,555 1,555 Max. (16) 0.148 x 3 -'• 0 1,805 1,805 i,805 ' 555 1,555 1,555 21h x 16 MIU2.56/16 - 29A6 15346 21/z - (24) 0.162 x 31/z (2) 0.148 x 11/z 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 ✓ 2916 101/z 2 - (16) 0.162 x 31/2" (6) 0.148 x 11h" 970 1,945 2,205 2,375 1,675 1,895 2,045 HU316 / HUC316 ✓ 29/,e 14'/a 21/z - (20) 0.162 x 31/2 (8) 0.148 x 11/z 1,515 2,975 3,360 3,610 2,565 2,89513,110 IBC, ' MIU2.56/18 2s/sj 17�/+s `` '2'h - ; (26) 0.162 X 3'/�� - (2)°01A8 x 1'/z 230 3,7454,045 `4045 3;220 3,480I3,480I, LA 211z x18 HU316J, i1UC318 "• ✓� i 2slta - lA?la; 21h (20) 0.162i 3'%z_' (8) 0148 x 1"N' 1515 2;976: 3,360� 3,610_ 2)565 2,895! 3J16 21h x 20 MIU2.56/20 - 29/,e 19'/e 21/z - (28) 0.162 x 31h (2) 0.148 x 11/z 230 4,030 4,060 4,060 3,465 3,495 3,495 2lz x 22 to 26" MIU2 56l20' ✓ 29/,a 19°/,c 21/z - - (28) 0162 x 31h; (2j 0 48 x 11/z 230 4,030 4 060 4 O60,t ( 3,-065 3,495 3,495 29to x 6 to 26 29/,e" wide joists use the same hangers as 21/z" wide joists and have the same bads. MIU31219 ` f 3'Ja 9'h6; 21/z =" (16) 0162 x 3'h' (2) 0:148 x.11/z �= 230 , 2;305 2 615' 2 820 1,980 2,245 2,425' 3x91h HU210-2 LHUC210.2 ✓ ' 3'� 81�5e 2'h" Max: (18} 0.162 x3'h" (10}0.1480 • ..,r 5 2,680 3,020: 3,250 L2 305 2,605 `.2,800' IBC, MIU3.12/11 - i 31Ja 11'A 21/z - (20) 0.162 x 31/2 (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,695 j 2,695 FL, 3 x 11 �/s HU212 2 / HUC212 2 "- • "✓' 3'/a 10 n� L'Jz Max. (22) 0.162 x 3'/z (10) 0.148 x 3"" ':', 95 3,275' 3,695 3;970 2,820 3,180 -3;425 J..A_ ., HU3 25/12,iHUC3.25112 3'/a 113 21Jz =, (24)�0162r>4 3'h (12);0'148 x 3.` , a " 3;570 4 030 4,335.} 3T37$" 3,47013,735 „HUG3.25116 HU3 25116 / ' a 13'14s 21Jz Mm (20� 0162 x 3'% {8} 0148 x 3 1,515 2 975` 3 360 3,610"-(2,560 2,890 3d05` - , �, Max. 26.0162 x'3'I 12 0:148 x 3 " , 4 365' 4 695 j 3 3303,755 14,040,1 31h glulam' HUCQ210=2 SDS • 3'/a 9' ' ` 3 -.; (12) `'/a" x 2'/z" 5DS (6)1la z 2'Jz"SDS; L, > 5 {,5t, $.3I , �+7 1n 41 #i(0 3,711 a;710 FL �HGUS3.25710 • 3'/a _ 8a/s'� � 4 ° " `- :(46)°0162 x 1/2 " .(16) 0162 x 3Yz ° 4,095° 9;100, 9;100 9.100 7 825 7,825;, 7,825' IBC, -_HGUS3.25%12: ,' 3'/a ; _ 1058 A , '= , ; {56) 0.162 x,3'J " (20)-0.16Zx 31/z " 5,040, 9,400 9,40Q'(9,900 � 8 085 8,085 8,085 FL LGU3.25=SDS' •.:' 3'/a 8to30 .41h -b (i6)''Ja' x2112'SDS (12)'/q°,z2'/z„SD5' S,555 6720 73�3`s3.v7;,i4840 5,265 HHUS46 • - 3% 51/a 3 - (14) 0.162 x 31/2 (6) 0.162 x 31h 1,320 2,785 3,155 3,405 2,395 2,715 2,930 31/z x 5Ya HGUS46 • • - 3% 47A6 . 4 - (20) 0.162 x 31/2 (8) 0.162 x 31h 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS48'- ' , `� I; '! ,3146 %615/ier 2 _-" . (6) 0:162 x,`3'Jz p (6) 0.162 x 31/z ;`�� ..�,32i1 7,595. 7 815 1960 j 1365" `1,555 `'if 680,1 3'/z x 7'/a HHUS48 " • • = 3$/a 71/a ., 3 - •(22) 0.162�x 31Iz` _ ' (8) 6162'x 31h '= 4,210, 4,770 5,140 3 615 4,095.14,415 HGUS48, h" -_ 3$% 7'146 4 -„ (36)-0162 x 31h' � ,(12) 0162 x 3'h � 3,235 7,460 7;460 7,460,} fi 415 6,415 i;6,415` IUS3.56/9.5 - 35/a 9'/z 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 11,250 MIU3.56/9 • - 39A6 813/,e 21/z - (16) 0,162 x 31h (2) 0.148 x 11/z 210 2,305 2,615 2,820 1,980 2,245 12,425 U410 ✓ 39AB 83/a 2 - (14) 0.162 x 31/z (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 - 391ia 8t5A6 2 - (8) 0.162 x 31/2 (8) 0.162 x 31h 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 • - 3% 9 3 - (30) 0.162 x 31/z (10) 0.162 x 31/z 3,565 5,635 6,380 6,445 4,845 5,486 5,545 3 z x z HU410/HUC410 ✓ N. 85Ja 21h - (36) 0.162 x 31h (12) 0.162 x 31/z 3,235 7,460 7,460 7,460 6,415 6,415 � 6,415 HUCQ410-SDS - 3% 9 3 - (12)1/4" x 21/2" SDS (6)1/4" x 21/z" SDS 2.2t65 4,500 4:500 4,500 3,240 3,240 3,240 HGUS410 • • - 35/a 9'Jia 4 - (46) 0.162 x 31/2 (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 7,825 7,825 17,825 IBC, LGU3.63-SDS - 3% 8 to 30 41h - (16)1/4" x 21/2" SDS (12)1/a' x 21/2" SDS 5,555 6,720 6,720 6,720 4,840 4,84014,840 LA MGU3.63-SDS • • - 3% 91/a to 30 41/z - (24)1/a" x 21h" SDS (16)1/4" x 21/z" SDS 7,260 9,450 9,450 9,450 6,805 6,805 j 6,805 IUS3.56I1 ,88 . '• /aa 1T?la; 2 - '.(12)t148x3"11,420 ,1,,615 1,745�1220 1,3901,485 MIU3:56l17 _ 39/ie 1l' % 2'h = (20,) 0.162 X 3?Iz . (2) 4148 x 1 ih 210. ,2 880 3>135'� 3135-'2,475 :2,695„ 2,665`, U414 •' • ✓ - '39fia 10;w 2 - (16) 0162 x31h'. {6} 0148 x 3 : 1 9770 . 2,305:'2 615'� 2 8261'1,980� 2,245: 2,425' 'HHUS410 - 35h 9 ,'- 3 ; =; (30j 0.162 x 31/ (1010,162 x 3116 5651, '5,635 6;380 i (z 4 }5 4 $45 15,486 3 5,545; �HUS412'3-A', " `10"h 2 -, ,(10} 01 fit°X.3'fi : ` {10) 0:162 x 31Jz 4 " 2 660 3,025 j,3,265.2;275 2,590, 2,795 3'h x 11 �/s• HU412 Jli11C412 ` Tit •a ' 394a 10§is " 21/z Un, Max. ` (16) Q 162 x 3'h (22) 0.162 X 31h , (6) 0.148 x 3' '} "(i0} 0148 x 3 = 1135' .:, r 95 2,880 3;275 2,685 3;695 2 890 3 970: t"Q50 2,820 2,315 2,490 3,186 i 3,425' HUCQ412-SDS •' • 39fi6 iT; , - (14)'A x 2'h ,SDS ,(6)1Ja'" z 2'/z" SDS 2 265. 5 010 ,0,15 ' 5' '3,630 ';63C 3;,330' .. HGUS412 -.... • • = :35faw 10%1 4 --- , (56)0162°x3✓x ,(20jO:jCiLz3'h '> 5,040 9,4k,D0 ,9�400 9400T 8085'8085':8�085;. TGU3.63 SDS °{ •' • - 3% : 8 to 30" 41Jz =` :(16)'/4' :X 21Jz"SOS (12)1Jne'x 21✓2'.SDSi §,555 6', 20 6;720, 6;720 4,840 4,840` 4,840 MGU3:63 SDS - 35A 91Ja to 30 - 4'/z =." (24) 1!a" x 2'h"SDS (16),Ya,' x2'h"_SDS; 7,260 9i450, - 9,450 6 9 450, 6 805 ; 6,805 6,805' HGU3.63 SDS � •. �35/s 11 #0 20. 41Jz. ' (36)1Ja x 21 SDS (24)?/a" 2'h" SDS 1, k6G It f� 1 i 6 11 s,1{ O1 1'! 13,4' c:,-075 46 See footnotes on p.150. Simpson Strong-Tie'5 Wood Construction Connectors Adjustable Truss Hangers 2v�dEEO This product is preferable to similar connectors because of (a), easier installation, (b) higher loads, (c) lower installed 9> • . 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 y Finish: Galvanized. Some products available in ZMAXe coating. See Corrosion Information, pp.13-15. v Installation- tv CUse all specified fasteners; see General Notes. C The following installation methods may be used: U rn • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. k- Install lop' and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For -�-----theTHA20, aals•tised-forjoist-attachment must be-dhvenat an ----- a angle so that they penetrate through'the corner of the joist and. into the header. For all other top -flange installations, straighten 'the double -shear :nailing tabs and install the nails straight into the joist. . • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not -all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header.. • Face -Mount (Max.) Installation = Install face. nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed. into the face and top of the header. The lowest four face holes must be filled. Nails'used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. Uplift Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges tumed in for As" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 13/4' for THAC422 for 122-2 126-2 THAC422 Face nails Top nails per table per table 13/i typical 21h' for THA422-2 and THA426-2 THA418 Double 4x2— Use , full table value Single 4x2—� See �C ,nailer table Straighten the double shear nailing tabs and install , nails straight into the joist Typical TWA 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 m Double -Shear Double- Nailing Dome Double -Shear Shear Nailing Side View Side View; Nailing Do not (Available on Top View bend tab some models) 'I�i' Tie OM 2 face nails (total) 4 top nails (total) 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 IyNIUaI I n�v Top Flange Installation er to tnote 5 p.187 86 Simpson.. ... Construction Connectors THA/THAC Adjustable Truss Hangers (cont.) ID These products are available with additional corrosion protection.' For more information, see p.15, 0 °' Fasteners (inJ 1'/z - (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1,750 1,750 1,750 450 1,330 1,330 1,330 THA29 18 15/a 9"tie 5Ye 27/e - (4)0.148x3 (6)0.148x3 (4)0.148x3 1 525 12:61012.6101 2,610 1 450 11,9351'1,9851 1,985 THA218 18 1 % 173/e 51h '1 2 - (4) 0.148 x 3 (2)0.148x3 (4) 0.148 x 1'/z 11,460 ,460 1 1,460 - 1; 10 11,110 1110 IBC, THA218-2' 1 6 :3y/a:17"/is 8 .; " 2 - (4�i1162x3'h'(2}`0.162X''3'Iz" a (6)0:148x3 --.. 1.9G3 1 0-9: ` 1 q95 E,49� 4,515 1F515. FL, THA222-2 16 31/a 223/1e 8 2 - (4) 0.162 x 31/z (2) 0.162 x 31/z (6) 0.148 x 3 - 1,960 1:995 1,995 - 1490 1,515 1;515 LA THA413 .-�18 35/a_ 134Ss,4'Jz; 2 a� .- (40.148x3°:(2)0148g3 (4)0,148x3 1.530 1 �1 30 ),i6o 1;165 lJ65-.' THA418 16 35/a 171/z 71A 2 - (4) 0.162 x 3'/z (2) 0.162 x 31/2 (6) 0.148 x 3 - 1,960 1 r95 1,995 - 1:490 1,515 1:515 THA422 . - Ili' .35Je 22 '`77Ja 2 : - {4) A;162 x,3'h (2) 0:162 X3'h (6)0148 x 3 - ° 9 9& 0 1.99 1.,�1g 9 1;51 1 51 i. .. THA426 14 3-1/e 26 177/a 2 - (4) 0.162 x 3'h (4) 0.162 x 31/z (6) 0.162 x 3'h - 2,435 1435 2,435 - 12,095 2,095 2,095 THA422 2" 14- 7'/a 22'fs 9'/a `' 2 - , {4) 0162 x 3'h .;(4} 01627t 3'h (6)0.162 x 3'h F, 3;330 3 330 ', 3,330 - - 2,865' 2,865 2,865 . _ FL 2G'/el93/a 2 (4)0.162x3'/z(4)0.162x3'/z I(6)0.162x3Yz 3,3307Y 12,865THA426-2.4 __. 12,865 2,865 THA29 18 1 % 191Ye 51A.1 1911Ae I- THA213;"`'18 .1e/a 13�'ic 5'/s;- THA218 18 15/e 17�A, 5'/z - 17:5e - THA222-2 16 131/a I223/16I 8 I - 14'/e I - THAd1'A I IRJ iA44. `4115 THA418 16 3% 17'/z 77Ja - 141/s 1- THA422 14, THA426 14 35/a - TH . 422-2 ;14 TI4^ t26A693/4 ,- THA42672 14 71/4 - 18 - (16) 0.148 x 3 1 (4) 0.148 x 3 1 525 1 2,265 1 2,265 1 2,265 1 450 11950 11950 1 1950 (18) 0.148 x 3. (4) 0.148 x 3 1 855 12,450 12,4501 2,450 1 735 12105 12105 1 2105 �2}0.16 x3�h (6)0.162x317i .),855 3, 1s' 1t; 3 1i1 ' 1 595 , ' "2,84 8 IBC, FL, 22) 0.162 x 3'/z (6) 0.162 x 3'/z 1,855 3;310 3,3101 1 3,310 11,595 2R4512,8451 2,845 LA 0.162 x 31h1(6) 0.162 x 31/zl 1,855 13,31013,3101 3,310 11595 12:84512,845 I 2,845 0.162 x 3'/z1(6) 0.162 x 3'h(1,855 1 4,415 1 4,480 1 4,480 1 1,595 1 3,795 1 3,855 1 3,855 0.162 x 3'/zl(6) 0.162 x 3'hl 1,855 15,520 15,520 I 5,520 11,595 141745 14,745 I 4,745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Min, top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated loads for the THA29 with 1'h" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h° nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table.value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Ooist) member. Based on the installation condition, nails will be installed either straight with straighted 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. FL I LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers �18ERE0 rG� This product is preferable to similar connectors because 'v of a) easier installation, b) higher loads, c) lower installed cost, or combination of these features. 7� b.' The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through two points or) each joist r1ail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a -lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: Use all specked fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Nof-designedTor weTdeci-or nai 6r aj3 RR a'tioris ' 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 U Z Z Z a 0 0 U W' H Z Z O H Z O d s 0 s N U U 1°for 2x's 1Y,e°for4x's� g e W_/ LUS28 H H US210-2 P MUS28 HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) V 19 Model No: ; Miri:` _ Heel ° Height Ga.• Oimensions-(n) Fasteners,- ; W ' H g Carrying Member Carved Member Single 2z Sizes ' LUS24 25/a r 18;,. :'. 1 �5a 3'/a 13/a (4)-p 148 z3 (2) 0148 LU526' �:` 41 1 116 ) 3/a , j �1- a , {4) 148 x3 (4) MUS26 4111A6 18 1 9/16 53A6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 46/i6 16 15/a 53/a 3 (14) 0.162 x 31/i (6) 0.162 x 31/2 HGUS26-- �" Aeiie 12:'' -.14/e 531e �',5, , r(2D O.162x31/2' "'(8)0,%2,x31h2;( LUS28-r ; ,4-M6`" ` 18, 1SA6 65A l?la -(6)D148X3 (4)0:1,48x3,'; MUS28 6-516 18 1 GA6 61IA6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 1 5/8 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 HGUS28 6 9A 6 12 1 % 71/a 5 1 (36) 0.162 x 31/2 (12) 0.162 x 31/2 LUS21 Q ,- 4i/a T .. 18 = � 1916 7i3/6 1;3 (8) 0.148 x 3'• 7HUS21d ` 83Is ` . _..,16• ' 16/a (' 9 „ .; 3'� (W) 0.162 x 31/2 (10) 0.162 x 31/2' HGUS210� ; 89A6 12 O 1. See table below for allowable loads. V ig-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 ,,'Many with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. �, . DF.Allowatileloads SP Allowable Loads SPF/HF Allowable Loads _ . 1 Code `. Model' No: ; uollftl , Floor' -- (100) Snow (115) , ; Roof > (125) Wmd . (160) ; Upirftt (160} Floor, (100) _Snow (115 1Roof 125) L Wind,,Uplifts (t� 160) ; ,(160) _ Floor ` (100) - Snow (115j Roof ' Wind' (125) (160) Ref • = Single 2z Sizes IUS24" ; � �" 870. 765 : 820 1,045 , 435 , . "`725 ° 825 890' ,. 1,120 '... 560 , 495 ;�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 -030 1,295 1,480` -1,560,r: ,.1«5 0 r "=; -'.1405' `:1,$60 - -=t,560 `1,AQ " I 955 ,, 1,090 1J80 ,,,35J ` LA HUS26 1,320 2,735 3,095 3,235 3.235 1,320 2,960 31280 3,280 3,280 1,150 2,350! 2,660 2,780 2,780 HGUS26 x r5 r. 4,340- , 4,850,� ""5,170; '. -5,390 , 875 - `4,690 ; 5 20„ 5;39D, ' S 390 780 . 3,225` ""3,61'0 , ,-3;8 , ' _ ,985° # IBC, FL LUS28 1,165 1,100 1,260 1,350 1725 1165 1195 1,360 1465 1,710 865 810 11 925 1,000 1,270 MUS28 1;33 - 1,730' 1975 , 212�; = �' 132;� , '1875;� '2135 2;255 2 = a 1,5t ` ' 1,2 70 Ij' 55 1,575 .E "'I LA HUS28 � 76c 4,095 4,095 4,'' � u95 na 4:095 1,760 4,095 4,095 4,095 4, 095 1,48D 3,520� 3,520 3,520 3,520 HGUS28 1,650 ?275, 7,275`'' ,7,275 ;s 7.,275 -,165 r,2r5 .'A7 7 7,275 7275 3;325 3,6,70j 3;820, -3,9T5 4;25'0 IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, 233 5,450 5,795 5,830, 8?` , , L 2 ,2,45.`artiaHUS210 LA HGUS210 2,090 9,100 9,100 9,100 9,100 2,090 9,i00 1 9100 9,10" 9,100 1 1,54.5 6,340 6,730 6,730 6,730 1 130; FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45° • For skew onl)4 maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are:. HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load 94 Acute 'side speclly angle Top View HHUS Hanger Skewed Right Qoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). LUS/M US/H US/H H US/HG US ......................... _............. _.._....... _._... _........ --"---... __........ _............................................................. :._.................. _...................... _......................................................................................... ................... __........ _................ _..... _........ .................................................................... � These products are available with For stainless Many of these products are approved for installation Is additional corrosion protection_ steel fasteners, t with Strong_Drive®SD Connector screws. SSA ci z z a. 2 0 O O 0 cc F z O CO EL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. j 3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/fPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 1'h" nails in th i header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. _ I 19 Simpson Strong-TieO Wood Construction Connectors Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/2" max. to allow for greater construction tolerances (maximum.gap for standard allowable loads is %" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for. more information. Material: 16 gauge N Finish: Galvanized i 0 Installation: V C• Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling U round and. triangle holes for maximum values N * .See alternate installation for applications using the HTU26 on a 2x4 carrying member or 1= HTU28 or HTU210 on a 2x6 carrying member 13 for additional uplift capacity d EL HTU may be skewed up to 671/2'. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter .L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table t Many of these products are approved for installation with Strong -Drive SD" Connector screws. See pp. 335-337 for more information. • HTU26 - %- max. gap between end c truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2' maximum gap, " use Alternate Allowable Loads.) Standard Allowable Loads (1/a" Maximum Hanger Gap) ,ei {Heel Height W. H. 2x Sizes Typical HTU26 Minimum Nailing Installation . Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) a ruueo.pNax:f,, ":°t", ci2:'a " 1 0'/16 1,,sV2 ',t4U)•U.104�X,572 tpteU)u.i4(5kILr2 1,000. 4,U4u %DOu-4;Uly i e,s�a; c,aaun"l 4? 0'1+04?' I'0,19u" IBC, HTU28 (Min.)" 37/a 15/a 71/6 31/2 (26) 0.162 x 3'/2 (14) 0.148 x 11h 1,235 3,820 .3,895 3,895 3,895 1,060' 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 15/a 71Aa 31/z (26) 0.162 x 31/2 (26) 0.148 x 11/z 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA HTU210 (IUliti.)' 3'7/a 15/a' 91Aa' s31/2, .(32) 0.162 X 3?h �„(14,),0.148 x 11/2 1,330 ,3ti0 1,� ',3pfi , °)d,3 J3 '" 1,145 ° .3;225. .3,?"_ �;225 '� 225 HTU210:(MaX) _ ., 91A . ,15/a 91fis .:3"h� (340. W6 31h,_(34;0A48,,x1'1h '3,315 4,705" 5-310 5 a,3t}` ;51995� 2,850; 4,045 e4.n0" 5,155:` Double 2x Sizes -Ht,b262"(Min:} " 37%a" - 35Aa '87Aa 31/2' (20),0.162 R 31/2 (4) 0.148 X 3 ` ""1;515 2;940`"; HTU262 (MaX)` . 51h ` 35/is 5?Ae 31h "(20)'0.162X 31/z , (20) 0148 x 3 2,175, =2,940 ` S, s 13 '3,58,0 4,48' 2,530.-, 2 8pz ' ,u 080',, .3,855 HTU28-2 (Min.) 37/a 35A. 71As 31/z (26) 0.162 x 31/z (14) 0.148 x 3 1,530 3,820 4,310 -4,310 4,310 1,315 2,865 3,235 3,235 3,235 IFL, HTU28-2 (Max.) 71/4 3-5ia 71Aa 31/2 (26) 0.162 x 31/z 1 (26) 0.148 X 3 3,485 3,820 4,315 4,G55 5:$25 2,995 3,285 u, 1+ `:'; 4„ rJ5 5,+v'i0 i, LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uprrft bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other -bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may remit 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 1112.° nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 96 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. HTUI ...................... _............ __.._._................................................................................... ....._.... ................... _.................................................. _.._.................................. ....... _.......... _.......... _............... _...... _.__... _.... _............ __........ _... _.......................... ...................................... _............ .. i -... Face -Mount Truss Hanger (cont.) 6 Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation'Table for 2x4 and 2x6 Carrying Member HTU26 (Min.) 31/a 1 (2) 2x4 (10) 0.162 x 3'/z (14) 0.148 x 1 % 925 1 1,470 1 4,660 1,790 1 1,875 1 795 1 1,265 1 1;430 1 1,540 1,615 HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 31/z 1 (20) 0.148 x 11/z -1,240 1,470 4,660 1,790 2,220 1065 1,265 1 1,430 1,540 1,910 IBC, HT U28 (Max.)" °71J4 1�.{2}2x6, (20),0:162X3?h (26)_0z148x1Yz' 1,970.���2,940 33 a...�;x30� 3;�05..-1,695 2,53�0 � 28u5`%-3,030� S,360,FL,LA 2;375. 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads C/2" Maximum Hanger Gap) Dimensions pn) Fasteners (m.) DF/SP Allowable Laads SPF/NF AIIo"viable Loads Model Mn�l - Cade No Helght £ W H g Carrying<< Carded MI WO foot .Snow .Roof Wind. Uplift, .Floor Snow koof Wmd Ref. Member Member, (160) . "(100) "(1a5) `" (125) (16D). (160) (100) (115) (125) (160) Single 2x Sizes HTU28 (Min.) 37/a 15/a 711A6 31/z (26) 0.162 x 31/z. (14) 0.148 x 11h 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/a 71'A6 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.)"' ' 3�1a 1$/e 9156. 31/z (32) 0.162 x 311z` (14) 0;1,48'x 11h 1,250, 3,&00 3,600' 3,600 3 600+; 1 075', .2,70Q 2,700. 2,700 2,700s HT11210 (Max) ` 01/4 15/e ` 9'tie 31h '(32} 0162 x=37/z= (32) 0.148 x 1'h, , 3,255 ' �4,705 j.,5xb 5,020 , .5,02d` 2 800 a" 530 f3;765, 3,765 .3,765 Double 2x Sizes HTU28-2 (Min.) 37A 13-51e 17% 131/z I (26) 0.162 x 31/z I (14) 0.148 x 3 11,490 3,820 13,980 13,980 3,980 11,280 12,865 12,985 12,985 12,985 I IBL , HTU28-2 (Max.) 71/4 3�'6 71A. 31/z 1 (26) 0.162 x 31/z 1 (26) 0.148 x 3 13,035 3,820 4,315 4,655 -0,520 2,610 1 2,865 3,235 3,430 1 4,140 1 LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between Ma" and 1/z", 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 11/z" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W. dimension is less than 25/16" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and 11<` x ZW: Then 2 screws (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or ENIP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation. - Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4' x 13/4" — Model TTN2-25134H) are not provided With the hangers. • Drill the 3/16"-diameter hole to the specified embedment depth plus 1/2". - • Alternatively, drill the 3/16"-diameter hole to the specified embedment depth and blow it clean using compressed air. . Caution: Oversized -diameter holes in the base material z will reduce or eliminate the mechanical interlock of the > threads with the. base material and will reduce the anchor's z a load capacity. cc)• Titen Installation Tool Kits are available. They include a F 3/16' drill -bit and hex -head driver bit (Model TTNT01-RC); Z a 3/16" x 41/2" drill bit is also available (Model MDB18412). 0 . A minimum edge distance of 11/2" and minimum end distance 0 U) of 37/8" is required as shown in Figure 1 for full uplift load. 1;1,1here no uplift load is required, a minimum end distance of 11/2' is permitted. 0 o m Codes: See p.12 for Code Reference Key Chart 0 N U U HUC410 �!;' . M., , " HU214 Figure 1 HUC41 0, Installed on Masonry Block End Wall Figure 2. — HUC410 Installed on Masonry Block End Wall 23 HU/HUC/HSUR/L ................. . . .............................. . ............. . .... . . . .. . ................ . ....... ........................................................ . ............ .............. . .... . .. . . . . .... . ....................... ............ . - ....................... . .................... ... .............. .... .......... .... ....................... Medium -Duty Face -Mount Hangers (cont.) ED These products are available With additional corrosion protection. For more information, see p. 15. F,z HU26 HU26X (4) 114 x 23/4 1 (4) 114 x 13/4 (2) 0,148 x 11/2 335 1,000 335 1,545 5 H 628X` X 4*, (4):O'A4&x V/2 ��,Z 5 4 76 0 2,400 HU24-2 HUC24-2 (4) 1/4 x 2 3/4 (4) 1/4 x 13/4 (2) 0.148 X 3 380 1,000 380 1,545 26 2 zkUC26'2 _ qY 0, W , 2 02&2 4,x �r4�, 2 4� 1/4" 3,950 HU26-3 (Min.) HUC26-3 (Min.) (8) 1/4 X 23/4 (8) '14 X 13/4 (4) 0.148 x 3 760 2,000 1 760 3,200 HU26 -3 (Max.) HUC26-3 (Max.) (12) 114 x 2 3/4 (12) 1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU210 HU21OX (8) 1/4 x 2 3/4 (8) 1/4 x 1 Y4 (4) 0.148 x 11/2 545 2,000 1 760 2,415 '-2'�M n .10 i HUC21P72 (Min.)' .(14) Mx 2 � �W, 1,135" J 4, 920 HW 2 (Max �HUC210 - ;,(10)�0.148,X3, 1866 4 5 HU210.3 (Min.) HUC210-3 (Min.) (14) 114 x 2 3/4 (1. 4) 1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)1/ 4 x 2 3/4 (18) 1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 Huiv)( 1/4 2 3/ x (iO),1/4)c,1 4 1-135 2,500 113 ',2,6 HU212-2 (Min.) 'HUC212-2 (Min.) (16) 1/4 x 2 3/4 (16) 1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (2 2) 1/4 x 2 3/4 (2 2) 1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 H.UQ,U_3 (M`n).,- j I -y4:x 4 148 x3 F7H6212-3'(Ma.) C -'3 HU 212 "'(2,2') 1/4 x 23/4 i j22)"A�X4'Y4 1'6); O.,i -4 8'x 3 1.800 5;085 1,800 HU214 HU214X (12) 114 x 2V4 1 (12) 1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,1352,665 HU214-3 (Min.) HUC214-3 (Min.) (18) 114 x 2 3/4 (18) 1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (2 4) 1/4 Y 2 3/4 (24) 1/4 x 11/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 ,HU216: HU216X -,(18 !�4,x21/4 8) '1�4 X, ',1,3/ �(�)30.71 e 1515 2,920,:- "s 1,515 2,920 HU216-2 (Min.) HUG216-2 (Min.) (20) 1/4.x 23/4 .(20)1/,xl:1/4 (8) 0.148 x 3 1,515 .4,920 1,515 4,920 HU216-2 (Max.) -HUC216-2 (Max.) (2 6) 114 x 2 3/4 (2 6) 1/4 x 13/4 (12)0.148x3 2,015 5,085 2,015 5,085 673 HUC216- 1 3/f, @)0.14 ��4020" 1515' ] , A ,6' HU21 3 C216 3(Max) X I 2,048x -3 2,0 5 5,085, �2,01 5 HU7 (Min.) 1Hr (Not available) (12) 114 x 2 3/4 (12) 114 x 1 -114 (4) 0.148 x 11/2 545 2,980 760 2,980 U7 (Max.) (Not available) (16) 114 x 2 3/4 (16) 1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU11 (Min.) (Not available) (2 2) 114 x 2 3/4 (2 2) 1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (3 0) 1/4 x 2 3/4 (3 0) 1/4 x 13/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 OUU (Min.) .(Not available) 23/ 1/4 /4, i4 j 1 5 8 85 HU.14(Max.,), '(Not available) (36) 1/ '2Y '�36j 1�, x 48 ii� 2 "16i5�` 4.245 f f STAGGER JOINTS;- TYP. i RAISED HEEL ROOF TRUSSES ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRU55ES 5/SKI 5EE PLAN -SEE PLAN SOFFIT/FASCIA- SEE ARCH. =- z W Q W N N" RIBBON BOARD- SEE SCHEDULE z FOR SPACING a w 0 RIBBON BOARD- 5EE FASTENING TO w n N N SCHEDULE FOR.51FACING t TRU55ES FASTENING TO TRUSSES ' WALL 6HEATHING-5EE PLAN MIN. 15/32' GDX PLYWOOD OR 1/16' 055 WITH 8d GUN NAILS Y UPLIFT/SHEAR ANCHOR. MASONRY WALL- i (0.131' X 2 1/2') 9 6' O.G. TO UPLIFT/SHEAR GYP. CEILING- EACH TRU55 - SEE ' B/SKI SEE PLAN RIBBON BOARDS ANCHOR EACH SEE PLAN e SCHEDULE PLAN DO NOT FASTEN RIBBON BOARD TRUSS- SEE PLAN NOTE: ADVL FRAMING NOT INTO END GRAIN OF ROOF TRUSS MASONRY WALL - SHOWN FOR CLARITY BOTTOM CHORD SEE PLAN RAISED HEEL TRU55 BEARING= A RAISED HEEL TRUSS BEARINGS B 9GALE: Nis SKI 1 SCALE NTS SKI RIBBON SCHEDULE; DESIGN CRITERIA RIBS N MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (Vasd=128 MPH) (2) 12d GUN (0.131' X 31) EXP. B, 2M4 SPF"2 24` TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS vult=180 MPH (Vasd=l39 MPH) (2) 12d GUN (0.131' X 3') EXP. G, 2X4 SPF$2 16, TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS O B— U m �UzLL Z 520 O w La U�QQ �¢o= W LL p Zo�W. w Z Q3 U u W ❑ ❑ SHEETTIRE: oB�� roR RIJSFO N�iRooBrRuuBs SHEET INFORMATION: ica No, ddllld 1E15 .: II.OB.Id - BY: RBnnvBn BY: nl SK.1 LIF I January -lG,,2'G2d` Carpenter;Con:tractors ofArnerica, Inc:. 34a0 Avenue G NW Winter I4aver FL 3�,B86.=-62Ql Dear:IMatt It has come.to my attention ihat.some questions were raised concerning a%8" diaixieter holes dr`.zlled thru the: chords (wide face] of vs42 gable end trusses to.-' J* o' for` threaded rods used for "tie°.downs " If tIese.gable ends are over continuous support: i oIes arc: dru e abouttrvhe centerI of the ?i face no close than 4' p C without'damaging-any con:nector'plates or vertzGalwebs; then; no repair is required The truss only supports2 feet: of floor loads and no aciclitiional load:.; I Ifyou have anyquestinns, please give me a;rall I Sincerely, 4 TN3 L14CtEmett has been ele*cdcr r sign" end steed using a Digft Sights. printed cvies w-" miorldsiteAbe ver9 edusingtit$odnd etreacY o1. • _..eu%W�YW. COA #0 278 03/05/2021 Rg ANITNCO FPO. Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone:(800)755-6001 www.al'pineitw.com Customer: Carpenter Contractors of America Job Number.- N333986 Job Description: 7A5/320,167ED ,RH01 /'1672/ARIA14EAB ELEV.D Address: Design Code: " FBC 7th Ed. 2020 Res JntelliVlEW Version: 20.02.00A JRef #: lX3G89750036 fnd Standard. ASCE 7-16 Wind Speed (mph): 160 Design Loading (pso: 37.00 Building Type: Closed This package contains general notes pages, 27 truss drawing(s) and 4 deta l(s). 1 064.21.1100.24965 Al 3 064.21:1100.25122 A2 5 064.21.1100;25091 A4 7 064.21 . 1100.25465 A6 9 064.21.1100.25605 A10G. 11 064.21.1100.25372 A9 13 064.21.1100.25528 B1 15 064.21,1100.24793 C1GE 17 064.21.1100.25496 MV01 19 064.21.1100.25575, ENA 21 064.21.1100.25434 WS 23 064.21.1100:25309 CJ5 25 064.21.1100;25246 CJ3 27 064.21.11.00.19840 HJ7 29 GBLLETIN0118 31 VALTN160118 tterrr .. t7ravu rag Nuttier Tess 71 .< 2 064.21'.110014810 A1A 4 064.21.1100.25059 A3 6 064.21.1100.25075 A5 8 06421.1100.24746 A7 10 064.21.1100.25402 A8 12 064.21,1100.25404 A11G 14 06421.1100.25482 B2GE 16 064.21.1100,25574 V4 18 064:21.1100.25341 MV02 20 064.21.11OU4935 EJ7 22 06421.1100.25325 CJ5A 24 064.21 A 100.25622 CJ3A 26 064.21.11,00.25277 CJ1 28 A16015ENC160118 30 VAL180160118 0 Florida Certificate of Product Approval #FL1999 Printed 3/5/2021 11:55',03 AM A General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.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.sbcindustry.com. Page 3 of 3 ' SEQN: 49802 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3G89750036 T18 / FROM: RWM Qty: 8 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.24965 Truss Label: Al SSB / YK 03/05/2021 I 6''11"1 �- 26"9 38''7 19 6'117 26T8 W7'41" 1 257 667 8" F � 0 1 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"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. =5X5 E 38'8" 9,4„ 19'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 9-4" 28'8" Defl/CSI Criteria PP Deflection in loc Udefi U# VERT(LL): 0.208 K 999 360 VERT(CL): 0.361 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.131 J Creep Factor: 2.0 Max TC CSI: 0.531 Max BC CSI: 0.793 Max Web CSI: 0.428 VIEW Ver: 20.02.00A.1020.20 _erg: yv.- H. Wind o Wind loads based on MWFRS with additional C&C 2 O. 7Q8 member design. = o • Wind loading based on both gable and hip roof types. ; 0 L • r'•rr r..rrr •w� �,� COA �QNA 03/05/2021 10, 1' '8"� i 38 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1660 !- /- /936 /301 /432 H 1660 /- /- /936 /301 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1446 - 3039 E - F 1102 -1959 C - D 1324 - 2761 F - G 1324 - 2761 D - E 1102 -1959 G - H 1446 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1166 K - J 2199 - 829 L - K 2199 - 848 J- H 2656 -1147 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 K - F 512 - 724 D - K 512 - 724 F - J 520 -130 E - K 1316 - 593 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. Apply 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. Alpine, a division of ITW Buildinq Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the ANRWcOW- truss in conformance with ANSI/TPI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing'indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitability and use of this drawing for any sQructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinsl.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.orq Orlando FL, 32821 SEQN: 49803 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JR&AX31389750036 T23 / FROM: PFH Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.24810 Truss Label: AlA SSB / DF 03/05/2021 T l:m 211"12 1.9' 2 7'10"14 12'1"12 iT10"4 7'10_14 4'2"14 5'8'8 h,i T11 "5 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W9 2x4 SP #2 N; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. =5X5 F 264 3072 38'8' 5'4T+ 790"14 4'0'it i 5'10'4 1'7'10 5'8" 4'0'11 12' 1T10"4 W5 14 1 26'8" + 30.8"11 21' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.201 E 999 360 VERT(CL): 0.375 E 999 240 HORZ(LL): 0.100 L - - HORZ(TL): 0.186 L Creep Factor: 2.0 Max TC CSI: 0.739 Max BC CSI: 0.793 Max Web CSI: 0.865 VIEW Ver: 20.02.00A.1020.20 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1518 /- /- /936 /301 /432 J 1518 /- /- /936 /301 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.1 J Brg Width = 8.0 Min Req = 2.1 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1366 - 2665 F - G 1495 - 2370 C - D 1312 - 2278 G - H 1355 - 2399 D - E 1328 - 2355 H - 1 1311 - 2276 E - F 1493 - 2326 I - J 1366 - 2665 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - U 2299 -1067 M - L 2298 -1049 U - T 2297 -1068 L - J 2300 -1048 R - N 1841 - 595 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - T 315 - 446 F - N 1047 - 722 T - R 2100 - 905 N - M 2114 - 888 E - R 387 - 251 M - 1 319 - 451 R - F 1050 - 747 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attacheU rigqid ceiling Locations shown for ppermanent lateral restraint of webs shall have bracing installed per BCSI sections 53, B7 or B10, as applicable. Apply plates to each face. o truss and position as shown above and on the Joint 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 BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the O truss in conformance with ANSVTPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en meering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building�esigner per ANSI/T 11 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com: TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49804 / SPEC Ply: 1 Job Number. N333986 Cust: R 8975 JRef: 1X3G89750036 717 ! FROM: RWM Qty: 2 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.25122 Truss Label: A2 SSB / OF 03/05/2021 6'1 "7 617 12'8"15 19, 6'7"8 631 �1 10 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"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. 26111 + 326"9 + 38,8" 6'11"1 6'7"8 6'1"7 5X5 E 38'8" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 18'8" 28'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.208 K 999 360 VERT(CL): 0.361 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.131 J Creep Factor: 2.0 Max TC CSI: 0.531 Max BC CSI: 0.793 Max Web CSI: 0.427 VIEW Ver: 20.02.00A.1020.20 .� °• i 0. 708 1 r ,�t SAT 0 :! q, yy e COA-ff .$,10NAL 03/05/2021 10, �1 � 38'8' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1660 /- /- /936 /292 /427 H 1660 /- /- /936 /292 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1415 - 3039 E - F 1069 -1960 C - D 1292 - 2761 F - G 1292 - 2761 D - E 1070 -1960 G - H 1415 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1142 K - J 2199 - 804 L - K 2199 - 824 J - H 2656 -1121 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 E - K 1314 - 596 D-K 517 -723 F -J 520 -131 K - F 518 - 723 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicat) e. Apply lates 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 Buildin4Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the A—COW truss in conformance with ANSIt fPI 1, or for handling, shipping,, installation and bracingqof trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -For the design shown. The suitability and use of this drawing for any sgr'ucture 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 insl.or ; SBCA: sbcindust .com; ICC: 1ccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49805 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3G89750036 T16 / FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIAI4EAB ELEV.D DrwNo: 064.21.1100.25059 Truss Label: A3 SSB / DF 03/05/2021 71014 17' 21'8" 30'9"2 38'8" 7'10"14 + 9'1"2 f 4'8" } 9,1"2 7'10"14 =5X5 =5X5 D E T2 12 T4 6 � 5X5 C 5 (a) (a) F u) ih m W W1 B G A H 8'8" 4X6(A2) =azF B2 =6X6 B3 =6X6=4X6(A2) �1 10 10, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; B2,B3 2x4 SP 2400f-2.OE; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 38'8" 9 4„ 9,4" 19'4" 28'8" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.183 J 999 360 VERT(CL): 0.309 J 999 240 HORZ(LL): 0.068 1 - - HORZ(TL): 0.116 1 Creep Factor: 2.0 Max TC CSI: 0.759 Max BC CSI: 0.739 Max Web CSI: 0.592 03/05/2021 Ver: 20.02.00A.1020.20 10, 1' 38'8"� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1716 A A /940 /309 /385 G 1716 /- /- /940 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Reg = 2.0 G Brg Width = 8.0 Min Req = 2.0 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1592 - 3121 E - F 1617 - 2927 C - D 1617 - 2927 F - G 1593 - 3121 D - E 1280 - 2045 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2718 -1300 J - 1 1979 - 765 K - J 1979 - 785 I - G 2718 -1280 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 501 - 443 E - 1 837 - 441 K - D 837 - 441 1 - F 501 - 443 —WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling.Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Appplates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Build incL Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the A-COWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracinq of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional enc Lmeenng responsibilittyv solely or the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49806 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3G89750036 T15 / FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.25091 Truss Label: A4 SSB / DF 03/05/2021 7'1014 15, i 23'B" 30'9"2 38,8" T10"14 r 7'1"2 r 8'8" + 7'1"2 7'10"14 'l ,5X5 =5X5 D T3 E 12 6 0 C 5 5X5 F o 'A W ao W1 B G A H _ 6'8" 4X6(A2) =6X6 82 =6X6 83 =6X6=4X6(A2) 38'8" 9'4" 9'4" 10, 1' 19'4" 28'8" r 38,8„ Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.194 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.333 J 999 240 B 1694 /- /- /938 /319 /344 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - G 1694 /- /- /938 /319 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.116 I - Wind reactions based on MWFRS Mean Height: 15.00 ft B Br Width = 8.0 Min Re = 2.0 NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 9 q Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 G Brg Width = 8.0 Min Req = 2.0 BCDL: 5.0 psf Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Sid: 2014 Max BC CSI: 0.744 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.496 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1729 -3051 E - F 1748 -2859 C - D 1748 - 2859 F - G 1729 - 3051 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 1464 -2203 Bot chord: 2x4 SP #1; B2,B3 2x4 SP 2400f-2.OE; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom chord B - K 2649 -1413 J - 1 2086 -1029 live load in areas with 42"-high x 24"-wide clearance. K - J 2086 -1048 I - G 2649 -1393 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. Wind loading based on both gable and hip roof types. C - K 405 -360 E - 1 712 -314 K - D 712 - 314 I - F 405 -360 ���{t{lilti{Ilit!!tJl1q�/f i ti • �. 108 1 i ■ 3 • • ■ ■ • Q p r ip V ii� © (( � NAA COA 03/05/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety to these functions. practices prior performing Installers shall provide temporary _ bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint ofvwebs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. 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$cLComponents Group Inc. shali not. be respponsible for any deviation from this drawing, any failure to build the pN� CO -AN truss in conformance with ANSI/TPI 1, for handling, or shipping,. rnstallatlon and bracingp of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawingg indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitability and use of this drawing for any sfructure 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: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49807 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3G89750036 T14 / FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.25075 Truss Label: A5 SSB / DF 03/05/2021 4 13' 19'4" 25'8" 31'10"12 38'6" i + 6'2"12 6'4" 6'4" 6'2"12 6'9"4 e5X5 1112X4 =5X5 D E F 12 6 � �2X4 W C � o r' a>////42X io W3 i� B H t__0 A I8'8" �__I_l 4X6(A2) = 6X6 = 5X8 = 6X6 = 4X6(A2) 38'8" 10' 9'4" 9'4" 10, +1'� + T 10' 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.382 E 999 240 B 1665 J- /- /931 /699 /303 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J - - H 1665 /- /- /931 /699 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.130 J Wind reactions based on MWFRS Mean Height: 15.00 ft BuildingB Br Width = 8.0 Min Re NCBCLL: 10.00 Code: Creep Factor: 2.0 9 q = 2.0 TCDL: 4.2 psf Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.535 H Brg Width = 8.0 Min Req = 2.0 BCDL: 5.0 psf Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.797 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.565 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1934 -3031 E - F 1860 -2498 C - D 1844 - 2775 F - G 1844 - 2775 Top chord: 2x4 SP #2 N; D - E 1860 -2498 G - H 1934 -3031 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom chord B - L 2643 -1613 K - J 2172 -1247 live load in areas with 42"-high x 24"-wide clearance. L - K 2172 -1267 J - H 2643 -1594 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. Wind loading based on both gable and hip roof types. C - L 385 -333 K - F 470 -357 L - D 573 -188 F - J 573 -188 +t'11ttIffAUrht ter D - K -357 J - G 385 333 E K 536 536 • s �y - - 353 ' 41 •. .b • mar '. z 0.708 1 �• m � r �Ae° S T11 © • COA iifS1 oto�`NV 03/05/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI SBCA) fo'r and safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have bottom properly attached structural sheathing and chord shall have a properly attache. rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. App�y Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard Refer to General Notes for plate positions. job's page additional information. ALPINE Alpine, a division of ITW Buildingq�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWANV truss in conformance with ANSI/TPI 1, for handling, or shipping,, mstallatton and bracing of trusses. A seal on this drawin or cover pa a 675o 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 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: 49808 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3G89750036 T12 / FROM: RWM Qly: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.25465 Truss Label: A6 SSB / WHK 03/05/2021 5'9"4 11' 19, 27'8" 32'10"12 38'8" 5'9"4 5'2"12 8' 8'8" 5'2"12 5'9"4 :5X5 = 5X5 = 5X5 D E T3 F T 12 T 6 � �2X4 W 2X4 b C (a) (a) G n W3 m B t H A Tj 118 8„ 4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6(A2) 38'8" �1'T 10' 9'4" 9'4" 10, 1' 10' 19'4" + 28,8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.203 E 999 360 Loc R+ / R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.378 E 999 240 B 1518 /- /- /918 l701 /263 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 J - - H 1518 /- /- /918 /701 /- EXP: C Kzt: NA HORZ( TL) : 0.120 J Des Ld: 37.00 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.832 H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.731 Bearings B & H are rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.575 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2112 -2720 E - F 2286 -2573 C - D 1978 - 2450 F - G 1982 - 2452 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 2329 -2603 G - H 2108 -2718 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2374 -1780 K - J 2081 -1495 be equally spaced. Attach with (2) 8d Box or Gun L - K 2074 -1505 J - H 2371 -1756 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 462 -70 K - F 591 -598 for (2) CLR'S where shown. Scab reinforcement to be D - K 635 -662 F - J 461 -62 same size, species, grade, and 80% length of web E - K 734 -496 member. Attach with 0.128x3" gun nails @ 6" oc.ftitltrtPluylrt1� Wind y Wind loads based on MWFRS with additional C&C ••.••w••w•c@�• ���` member design.,, ••'`,CjF SAC`' •• Wind loading based on both gable and hip roof types. • ; ' o. 7D8 1 SAT O :•�� • r' COA(i7QA* 03/05/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) toy safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicab)e. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the AN MN COMPANY truss in ANSUTPI 1, for handling, installation bracing trusses. A this drawing conformance with or and of seal on shipping,g listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability Building -Designer Sec.2. or cover page 6750 Forum Drive and use of This Suite 305 drawing for any sgructure is the responsibility of the per ANSI/TPI 1 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49809 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 J Ref: 1 X3G89750036 T9 / FROM: RWM Qty. 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.24746 Truss Label: A7 SSB / WHK 03/05/2021 9' 17' 21'8" 29'81, 38'8" 9. 8' 4,8„ 8, 9' ,6X6 =5X5 =4X4 6X6 C T2 D E T3 F ,2 6 T W b (a) (a) W5 VI B G A 4_3 H 4X6(A2) =6X6 =5X5 =6X6=4X6(A2) 1 38'8" �1. 10' 9'4" 9'4" 10, 10' 19A 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 J 999 240 B 1518 /- A /900 /703 /222 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1518 A A /900 /703 A EXP: C Kzt: NA HORZ(TL): 0.140 1 Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.906 g q = Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.794 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 It Rep Fac: Yes Max Web CSI: 0.280 Members not Listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2172 - 2622 E - F 2160 - 2395 C - D 2160 - 2395 F - G 2172 - 2621 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2774 -3079 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2256 -1787 J - 1 3036 - 2492 be equally spaced. Attach with (2) 8d Box or Gun K - J 3034 -2506 1 - G 2256 -1766 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 687 -389 E - I 869 -765 for (2) CLR'S where shown. Scab reinforcement to be K - D 866 -763 I - F 688 - 391 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc.AANe��putrturAitrlr y f�r /lj�rrr� Wind �• �sl�` Wind loads based on MWFRS with additional C&C ` `o°s•'""°° •°. �. r''r,, member design.5.��®��^ S46�o �: Wind loading based on both gable and hip roof types. a •' • a Cs. TQB 1 • • • s r ��11 qq IT 0 e ( • • A t aql� cool6WNALl(%.'`V,r 03/05/2021 "WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly attached rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _ as applicab�Ie. Apply plates to each face of truss and the Join position as shown above and on drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Details, unless noted otherwise. Refer to 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 AN RW COMPANY truss in conformance with ANSI PI 1, or for handling, shipping,, bracin trusses. installation and of A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili(� solely or the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer ANSI/TP1 Sec per 1 .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: 498271 HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3G89750036 T25 / FROM: HMT Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064,21.1100.25605 Truss Label: A10G ! YK 03/05/2021 7' 17' 26'4" 31'8" 38 8" 7' 10, 9'4" 55 P %6X8 =8X10 =H1014 =6X6 12 C T2 D T3 E T4 F T6�111 T (a) Wa) Lo ( Lo ih I B G d A H 1 3: 8 ew' =4X6(A2) 81 1112X4 =5X5 1112X4 =6X8 1115X5J =5X5=3X6(A1) 1 26'4" 12'4" 1' 7'1"12 4'10"4 5' 5'8" 3'8" 60"8 7'38 1' T 12 + 12' f 17' 22'8" i~ 26.4„ r 31'4"8 + 38'8. Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.147 M 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.278 M 999 240 B 1751 /- /- /- /806 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - - J 4100 /- !- /- /1843 /- EXP: C Kzt: NA HORZ(TL 0.101 K Des 00 G 256 A/- /- /134 /- Mean Height: 10.51 lit) NCBCLL: 00.0.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 4.2 psf Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.785 BCDL: 5.0 psf B Brg Width = 8.0 Min Req = 2.1 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.979 J Brg Width = 8.0 Min Req = 5.7 G Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: No Max Web CSI: 0.870 Bearings B, J, & G are a rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings B, J, & G require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE, HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP SS; B - C 1493 -3260 C - D 1247 -3005 T4 2x6 SP #2 N; Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Webs: 2x4 SP #3; W6 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing B - N 2859 -1288 L - K 2810 -1334 (a) 1X4 #3SRB or better continuous lateral restraint to N - M 2884 -1292 K - J 791 -1817 be equally spaced. Attach with (2) 8d Box or Gun M - L 2810 -1334 J - 1 791 -1817 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs C - N 617 -100 E - J 1938 - 3930 for (2) CLR'S where shown. Scab reinforcement to be D - K 1588 -3143 E - 1 2067 -872 same size, species, grade, and 80% length of webdlnutrinrAttuylr� member. Attach with 0.128x3" nails @ 6" oc. /,�y� K - E 2681 -1062 I - F 372 487 gun `per �• f"'0i Loading T•,.•....o #1 hip supports 7-0-0 jacks with no webs. Wind Wind loads and reactions based on MWFRS. = a ®, 708 Wind loading based on both gable and hip roof types. a e s p^� r � •e � P11 O • �, COA i� 3(i 8/ONAL WDRUM695td11� (3/05/2021 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r to these functions. Installers safety practices prior performing shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have attached structural sheathing bottom have proper) and chord shall attached ri id ceilin Locations shown for permanent lateral restraint otiYwebs shall have bracing installed per BCSI sections App�y lates QDetails, a properly B3, B7 or 1310, as applicable. to each face of truss and position as shown above and on the Join unless noted otherwise. drawings 160A-Z for standard Refer to General for information. Refer to plate positions. jobs Notes page additional ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be res�lonsible for any deviation from this drawing, any failure to build the AN COWAN truss in ANSI/) for conformance with PI 1, or handling, shipping,, installs ion and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49810 / FROM: RWM 4_3 SPEC I Ply: 1 Qty: 1 7'10"14 7'10"14 Job Number: N333986 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D Truss Label: A8 13'10" 16'8 21'4" 5'11"2 2'10" 4'8" 5X5 D Cust:R8975 JRef:1X3G89750036 T11 / DrwNo: 064.21.1100.25402 SSB / WHK 03/05/2021 27'8" 32'6"2 38'8" 6'4" 4'10"2 6'1"14 5X5 =4X4 =5X5 E F G ,2 T 6 [�e;- ,5X5 C (a) W �2H4 m (a) (a) o °D W6 r• B I A keq J 4X6(A2) =6X8 =5X5 =5X8=4X6(A2) 38'8" 1' 10' 9'4" 9'4" 10' 1' h'r 10, -I- 19'4" -}- 28'8" -f- 38'8" -i Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.220 L 999 360 VERT(CL): 0.410 L 999 240 HORZ(LL): 0.068 K - - HORZ(TL): 0.127 K Creep Factor: 2.0 Max TC CSI: 0.881 Max BC CSI: 0.744 Max Web CSI: 0.994 03/05/202 t Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1515 /- /- /920 /695 1320 1 1518 /- /- /916 /697 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1852 - 2648 F - G 1655 -1995 C - D 1866 - 2456 G - H 1826 - 2444 D - E 1240 -1492 H - 1 1946 - 2706 E - F 2048 - 2513 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2290 -1492 L - K 2498 -1741 M - L 2446 -1670 K - 1 2358 -1608 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 409 - 357 F - K 610 - 632 M - D 1664 -1210 G - K 768 - 442 M - E 1241 -1466 `"'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI 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 n id ceiling Locations shown for permanent lateral restraint o webs shall have bracinn installed per BCSI sections 133, B7 or B10, _ as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the A-COMPAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingg of trusses. A seal on this drawing or cover paWe 6750 Forum Drive listing this drawing indicates acceptance of professional engqineering 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 .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49811 / FROM:RWM 4_3 SPEC I Ply: 1 Qty: 1 T10"14 T10"14 Job Number: N333986 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D Truss Label: A9 M'10" 18'8" 24,8„ 1'T 4'10" 6' 6X6 D 38,8" 10 9'4" 9'4" 10' 19'4" 28'8" Cust:R8975 JRef:1X3G89750036 T21 / DrwNo: 064.21.1100.25372 SSB / WHK 03/05/2021 29'8" 38,8„ 5' 9' Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.292 E 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.544 E 846 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.073 D - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.137 D Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft Creep Factor: 2.0 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.879 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.773 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.845 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 03/05/2021 10, i 1 38'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1514 /- /- /909 1694 /320 H 1516 /- /- /903 /698 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 H 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 1838 - 2648 E - F 2437 - 3069 C - D 1857 - 2481 F - G 1887 - 2379 D - E 3122 - 3805 G - H 1897 - 2600 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B -. L 2290 -1467 K - J 2821 - 2050 L - K 1836 -1131 J - H 2232 -1497 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 404 - 352 E - K 1795 -1982 L - D 598 - 307 F - J 697 - 665 D - K 2451 - 2042 J - G 727 - 446 **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, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary _ bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App y fates 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 s�andard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. $hall not. be responsible for any deviation from this drawing, any failure to build the A -COMPANY truss in conformance with ANSI 1, or for handling, shipping,, installation and bracinqq of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engmeering responsibilit solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building 17esigner 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:49828/ SPEC Ply: 1 Job Number: N333986 Cust:R8976 JRef:lX3G89750036 T4 / FROM: HMT Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.25404 Truss Label: A11G / YK 03/05/2021 T10"14 7'10"14 13'10" 20'8" 5' 11 "2 6' 10" 5X5 D 26' 318" 38'8" N 7' 12 6 ,5X5 =5X10(SRS) =4X10 5X5 C E F T4 G Tbo 0 B :�H =3X6(A1) 1112X4 =5X10 112X4 L 1114X4K =4X6=3X6(A1) __5X5 21' 7'11115 6'0"11 6'9"12 7' "5 14' 20'9"12 5' 3'10"4 i 1'45'4"8 8 24'" 26'" 31'4"8 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.031 G 999 3F0 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.059 G 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.013 O - - Des Ld: 37.00 EXP: C Kzt: NA (TL): 0.024 O - Building Code: NCBCLL: 10.00 Mean Height: 15.00 ItHORZ Creep Factor: 2.0 TCDL: 4.psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.753 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.884 Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Varies by Ld Case Max Web CSI: 0.669 Loc. from endwall: not in 4.50 It FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; T4 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 27.73 TC: From 28 plf at 27.73 to 28 plf at 31.67 TC: From 56 plf at 31.67 to 56 plf at 39.67 BC: From 20 plf at 0.00 to 20 plf at 27.73 BC: From 10 plf at 27.73 to 10 plf at 31.64 BC: From 20 plf at 31.64 to 20 plf at 38.67 TC: 177 lb Conc. Load at 27.73 TC: 161 lb Conc. Load at 29.60,31.60 TC: 214 lb Conc. Load at 31.64 BC: 126 lb Conc. Load at 27.73,29.60 BC: 489 lb Conc. Load at 31.64 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 03/05/2021 12'8" TY8 +1� 38'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 782 /- /- /- /376 /- M 1016 /- /- /- /452 /- K 1681 A A /- /807 P H 903 /- /- /- /436 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 2.3 H Brg Width = 8.0 Min Req = 1.5 Bearings B, M. K, & H are a rigid surface. Bearings B, M. K, & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 523 -1085 E - F 389 -158 C-D 271 -542 F-G 518 -1166 D - E 277 - 546 G - H 679 -1396 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - O 894 - 402 J - H 1184 - 553 O - N 890 -403 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - N 264 - 582 F - K 831 -1371 N - E 813 - 362 F - J 1757 - 797 E - M 513 - 875 J - G 439 - 244 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face 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 BuildincL Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the A truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec. 2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49812! COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3G89750036 T29 / FROM: RWM Qty: 3 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.25528 Truss Label: 81 SSB / WHK 03/05/2021 T10"14 i 13'10" 7'10"14 5'11"2 1' _ 7'11"5 7'11"5 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 It 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 21' 6'0"11 14' =4X4 D 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): 20'10"4 7'0"4 7' 21' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.034 J 999 360 VERT(CL): 0.062 J 999 240 HORZ(LL): 0.013 J - - HORZ(TL): 0.024 J - Creep Factor: 2.0 Max TC CSI: 0.664 Max BC CSI: 0.620 Max Web CSI: 0.557 VIEW Ver: 20.02.00A.1020.20 ,*" F 0. 7Q8 1 • l� COa,c,/ QNA�,rV�� 1rs9a0 011 03/05/2021 26'4" 5'5"12 ro T 3 GK 5'4" 5'4" 26'4" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 845 /- /- /554 /191 /280 H 1051 /- /- /542 /186 /- K 185 /- /- /121 /59 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 H Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.5 Bearings B, H, & K are a rigid surface. Bearings B, H, & K require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 693 -1221 D - E 520 - 694 C - D 539 - 679 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B -J 1015 -550 J - 1 1011 -551 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - 1 448 - 579 E - H 625 - 903 1 - E 586 -174 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI 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 ceilin Locations shown for permanent lateral restraint off webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face otruss 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 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 bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engiineering responsibility solely or the design shown. The suitabiliffy and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/51 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49813 / GABL Ply: 1 Job Number: N333986 Cust: R 8975 J Ref: 1 X3G89750036 T27 / FROM: RWM Qty: 1 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.25482 Truss Label: B2GE SSB / WHK 03/05/2021 6'1"7 13'10" 27'8" 6'17 T8"9 1310" 11--I i- 310" — }— 2714 —! i— 2 2 0 14 4 H re. 20'8" 1' 6'1"14 7'10"2 13'8" 6'194 14' 27'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.021 O 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.040 O 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.011 M - - EXP: C Kzt: NA HORZ TL 0.020 M Des Ld: 37.00 ( ) Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 'i Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.146 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.220 Spacing: 24.0 " C&C Dist a: 3.00 It Rep Fac: Yes Max Web CSI: 0.147 Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE VIEW Ver. 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads based on MWFRS with additional C&C member design.��grHtlliplrrl}rrr, Wind loading based on both gable and hip roof types. wITA / Additional Notes �1^e��+c+++.•o ��i�� See DWGS A16015ENC160118 & GBLLETIN0118 for ? � 0°Q (jG �•'41 0, gable wind bracing and other requirements. a + ••. s ®. TQ8 1 Ai 0 .+ + �• wiV r, + COA 'WNAILwbN� trsen 03/05/2021 4'8" i 1'8" -1 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 209 /- /- /104 /69 /290 B* 79 /- /- /43 /17 A Z 256 A A /213 /99 /- AA 57 A A /53 /26 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 B Brg Width = 248 Min Req = - Z Brg Width = 8.0 Min Req = 1.5 AA Brg Width = 16.0 Min Req = 1.5 Bearings B, B, Z. & Z are a rigid surface. Bearings B, B, Z. & Z require a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face o 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 Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional eng�ineering responsibilitty� solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49814 / GABL Ply: 1 Job Number: N333986 Cust: R 8975 J Ref: 1 X3G89750036 728 / FROM: RWM Qty: 1 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.24793 Truss Label: C1GE SSB / DF 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SPacino: 24.0 " T M fn N T 4F3 4'2" 4-2" [--- 2' —" (TYP) �-- 27' 4X4 D 8'4" 47' ,2 T 6 C E 0 B F G N 8 8" J H 2X4(A1)=2X4(A1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 8'4" 8'4" 8'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.003 1 999 360 VERT(CL): 0.005 1 '999 240 HORZ(LL): 0.001 H - - HORZ(TL): 0.003 H Creep Factor: 2.0 Max TC CSI: 0.160 Max BC CSI: 0.089 Max Web CSI: 0.092 VIEW Ver: 20.02.00A.1020.20 03/05/2021 ♦Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 185 /- /- /135 /87 /59 F* 185 /- /- /135 /87 A Wind reactions based on MWFRS B Brg Width = 24.0 Min Req = - F Brg Width = 24.0 Min Req = - Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the AN-CG-V truss in conformance with ANSI Q PI 1, or for handling, shipping,. installation and bracing4 of trusses. A seal on this drawingor cover page listing this drawing indicates acceptance of professional encLmeenng responsibility solely for the design shown. The suitabili and use of this 6750 Forum Drive drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49815 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3G89750036 T7 FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.25574 Truss Label: V4 / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacina: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.59 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 1'11"8 1 3'11" 1'11 "8 1'11 "8 12 6 =4X4 B A 4X4(D1)=4X4(D1) C 14'11"3 D Glib 3'11" :)w Criteria (Pg,Pfin PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.004 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.098 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 � � S o. 708 1 SAT 0 t � cOA fti'a_ ANAL 03/05/2021 ♦ Maximum Reactions (lbs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D` 75 /- /- /32 /6 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an � SBCA) r safety practices pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Iates 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 Buildin4cLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN" COMPM 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 675o Forum Drive listing this drawing indicates acceptance of professional en meering responsibilityy solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsate.org_AWC: awc.org Odando FL, 32821 SEON: 498251 VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRet:1X3G89750o3s 75 ! FROM: RWM Oty: 1 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.25496 Truss Label: MV01 SSB / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 1112X4 B 12 6 F:7- T N 4X4(D1) A 9'11"13 CD 1113X6 i 4'1"11 -I Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 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. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 4' 1 "11 4'1"11 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes 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): 0.003 C HORZ(TL): 0.006 C Creep Factor: 2.0 Max TC CSI: 0.354 Max BC CSI: 0.260 Max Web CSI: 0.151 Ver: 20.02.00A.1020.20 •a i Y • • • D • a as 0 \ VII �N C 0 A s_ 03/05/2021 ♦ Maximum Reactions (Ibs), or `=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL D' 75 /- !- /50 /27 /22 Wind reactions based on MWFRS D Brg Width = 49.7 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) for safety practices pprior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached r! id ceilin Locations shown for ermanent lateral restraint of webs shall have bracinq 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 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 responsible for any deviation from this drawing, any failure to build the MN CO..W 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 responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the BuildingUesigner per ANSI/T�l 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49816 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef: 1X3G89750036 T6 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.25341 Truss Label: MV02 SSB / WHK 03/05/2021 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.00 it Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 12 6 1112X4B 4X4(D1) I A N LJ 10'11"13 FI-771-1 CD 1112X4 i--- 2' 1 "11 D ! 2'1"11 ( 2'1"11 1 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 C HORZ(TL): 0.001 C Creep Factor: 2.0 Max TC CSI: 0.057 Max BC CSI: 0.054 Max Web CSI: 0.041 VIEW Ver: 20.02.00A.1020.20 ter.-� H �•rrf•, 4 o. 708 1 ;k ,• •. 4 03/05/2021 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL D* 75 /- /- /45 /10 113 Wind reactions based on MWFRS D Brg Width = 25.7 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) ion 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 attachetl ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y Oates to each face opt truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the A truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracinqq� of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/T 11 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: 49817 / EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3G69750036 T3 / FROM: RWM Qty: 2 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.25575 Truss Label: EJ7A I / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T3 2'4N 7' 7' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA )ding Code: C 7th Ed. 2020 Res. I Std: 2014 p Fac: Yes rRT:20(0)/10(0) to Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.012 D HORZ(TL): 0.021 D Creep Factor: 2.0 Max TC CSI: 0.918 Max BC CSI: 0.504 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 �`�" A 14 LJ • ��rrt� \ i • a :• 0.708 1 r r r • • • • •.• �� nl •• CCA 91 ry ua"RNm&10011 03/05/2021 C 12'2"11 c+� _o v 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 425 /- /- /360 /168 1237 D 125 /- /- /67 /- /- C 161 /- 1- /112 /160 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingg 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 ermanent lateral restraint of webs shall have bracingg 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 Joins 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 AN NW COMPANY truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this 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: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49818 / EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3G89750036 T8 / FROM: RWM Qly: 14 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.24935 Truss Label: EJ7 SSB / WHK 03/05/2021 Loading Criteria (psf) TCLL:' 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12'2"11 12 6 M O N CO M V' B AB.B.. D �1 7 7' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. )w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA tw 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): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 Ve r: 20.02.0 OA.1020.20 • COA b.8/0NAL 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /249 /108 /208 D 125 /- /- /73 /- /- C 174 /- /- /128 /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, 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 �roperlV attached structural sheathing and bottom chord shall have a properly attached rigpid 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 of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building� Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMVCC.m truss in conformance with ANSIlI PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawinq or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enQsneering responsibility solely_forthe design shown. The suitability and use of this drawing for any sQr'ucture is the responsibility of the Building Designer per ANSI/TPI 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: 49819 / EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3G89750036 T1 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.25434 Truss Label: EJ7S / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7' 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): B Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.016 C HORZ(TL): 0.030 C - Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.513 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 R e° • • s Q. $ U8 1 s � m 7 © e COA ON X. 03/05/2021 12'2"11 M O co 8,8„ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 /- /- /179 /71 /186 C 126 /- /- /76 A /- B 177 /- /- /132 /171 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! *'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have 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 Oates to each face. otruss 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)clL Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityt� 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 ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49820 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef: 1X3G89750036 T32 / FROM: RDP Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.25325 Truss Label: CJ5A SSB / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 4' 11 "4 2'4" 4'11"4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.006 D HORZ(TL): 0.008 D Creep Factor: 2.0 Max TC CSI: 0.736 Max BC CSI: 0.220 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 .1.. j S JTOV'°. coA i4tONAI.. V ',,/ 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 358 /- /- /322 /155 /181 D 85 /- /- /46 /- /- C 102 /- /- /66 /104 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# —WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinQ 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. �LPPII 1 VN Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the Aw COWA"r truss in conformance with ANSI 1, or for handling, shipping,, installation and bracinqq� of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en ineering responsibili��r solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 498211 JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3G89750036 T2 FROM: RDP Qty: 5 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.25309 Truss Label: CJ5 KD / YK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 11'2"5 12 6 M CV M CM B T A 8'8" D 11 4'11"4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.1 a Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA . Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 /- /- /51 /- P C 118 !- /- /85 /116 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the A truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitabilify and use of this drawing for any structure is the responsibility of the Building_Designerper ANSI/T 1 Sec 2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 498221 JACK Ply: 1 Job Number: N333986 Cust: R 6975 JRef:1X3G89750036 T20 / FROM: RDP City: 1 7A51320 ,167ED ,RH01 11672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.25622 Truss Label: CJ3A SSB / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " P 2'4" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE C 2'11 "4 2'11 "4 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 D HORZ(TL): 0.004 D Creep Factor: 2.0 Max TC CSI: 0.773 Max BC CSI: 0.244 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 %� s s s i®v A%, •a• 2.v, COA �1 0NAL �1,.0 �QINMOi11 OA-19�"" 03/05/2021 10'2"5 c� ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 308 /- /- /304 /153 /128 D 45 /- /- /34 /13 /- C 34 /- /- /44 /42 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Appplates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be resRonsible for any deviation from this drawing, any failure to build the ANnWC0WANY truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingor cover pate 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitabilifand use of this drawing for any structure is the responsibility of the Building -Designer per ANSIrTA 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: 49823 / JACK Ply: 1 Job Number: N333986 Cusl: R 8975 JRef:1X3G89750036 T22 I FROM: RWM Qty: 5 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.25246 Truss Label: CJ3 SSB / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12 T 10'2"5 6 cY) �F) Y_ B T_ cY) N $1�%Qn A D �— 1' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 2' 11'A 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 o ���•��re..o..� `Pr'�r�. a o. 708 1 ,Q AT O 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 /71 /99 D 50 /- /- /27 /- P C 63 /- /- /44 /64 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attache. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to 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 —co.— truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the BuildingUesigner per ANSI/TP! 1 Sec.2. For more information see these web sites: Alpine: alpineilw.com; TPI: 1pinst.org; SBCA: sbcinduslry.com; [CC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEON: 49624 / JACK Ply: 1 Job Number: N333986 Cust R 8975 JRef:1X3G89750036 T24 / FROM: RWM pry: 6 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.25277 Truss Label: CJ1 SSB / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 6 F:7- C V Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 2X4(A1) 1, 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): _F T A—, 9'2"5 M O� c 'VQp 8 M " 1 Defl/CSI Criteria PP Deflection in too L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 � 4-�� GE \ �. �• 1 1/ O X 'o COA #N a�pNAl. 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- 1145 176 /45 D 11 /-2 /- /14 /10 /- C - /-15 /- /29 /33 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face, 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, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation. and bracing of trusses. A seal on this drawing or cover page listing this drawingc1 indicates acceptance of professional enccLLsneering responsibilit(y� solely -for the design shown. The suitability and use of This drawing for any sCructure is the responsibility of the BuildinglJesigner per ANSI/TPI 1 Sec.2. ALPINE ANR COMCAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49826 / HIP_ Ply: 1 Job Number: N333986 Cust: R8975 JRef:1X3G89750036 T19 11 FROM: HMT Qty: 3 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 064.21.1100.19840 Truss Label: HJ7 KID / WHK 03/05/2021 5'3"5 5'3"5 9'10"1 4'6"l 1 IN 12'2"3 12 4.24 a 2X4 C v m ^ ih v B a a A 8'8" FE 2X4(A1) = 4X4 Loading Criteria (psi) 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 " V5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0. 1 62"x3.5") nails at top chord (3) 16d common (0. 1 62"x3.5") nails at bottom chord 9'2"2 9'22 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): 0.040 F 999 360 VERT(CL): 0.076 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 VIEW Ver: 20.02.00A.1020.20 \ ` s.err°•o/f//¢ asE / •,,• � e. r 4. o. Z08 1 e SAT O A ••°rrru rr•••• 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- A /- /154 /- E 364 /- /0 /- /84 /0 D 214 A /- 1- /177 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, 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 Mid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. App y 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 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 ANR CQWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses: A seal on this drawing or cover page 6750 Forum Drive listing this drawin indicates acceptance of professional engineering responsibilit(y� solely -for the design shown. The suitability and use of this Suite 305 drawing for any soructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineilw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 Gable Stud Reinf orcement Detail ASCE 7-16: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 ❑ri 120 moh Wind Soeed. 15' Mean Heinht. Partially Fnrinserl. Fxnnsure n_ Kam+ = 1.nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) 1x4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace All (1) 2x6 'L' Brace w (2) 2x6 'L' Brace Wl Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' - S I F #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Hr Stud 3' 8' 5' 9' 6' 1' 7' B' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' p r Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' V 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' e' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J S P #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' (u r D r L Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, ill 11' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 1 14' 0' 14' 0' U u C 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 r Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10' 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14, 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, ill 13' 4' 14' 0' 14' 0' 14' 0' Cjj 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' U i II— 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 l 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' 1 14' 0' 14' 0' 14' 0' 113 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' .--I D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' y, About) tL able Truss Diagonal brace option, vertical length may be doubled when diagonal 18' brace Is used. Connect L diagonal brace for 600# at each end, Max web 'L' Brace End total length Is 14'. Zones, typ, 2x6 DF-L #2 or better diagonal r Vertical length shown brace( single 11 8, In table above. or double cut 451* (as shown) at L upper end. Connect diagonal at y7 midpoint of vertical web. 41 Refer to chart $k wwVARNING1— READ AND FOLLOW All NOTES ON THIS DRAVDQ ww01P0RTANTww FURNISH THIS DRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS C Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refe tt follow the (&test edition of BCSI (Building Component Safety Information, by TPI and SBCA) fa sr practices prior to performing these functions. Installers shall provide temporary bracing pe B Unless no otherwise, top chord shall have properly attached structural sheathing and be , shall have a properly attached rigid ceiling. Locatlons shorn for permanent lateral restraint f shall have brodng Installed per BCSI sections 113, B7 or BIO, as applicable. Apply plates to eat of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions ePI41-NE Alpine, n divIston of ITV Building Components Group Inc shall not be responsible for any devlat0 this drawing, any failure to buRd the truss In conformance with ANSI/TPI 1, or for handung, ship; AN ITW COMPANY Installation & bracing of trusses. A seal on this drawing or cover page Usting this drawing, Indicates acceptance of professional 1 \ 514% Earth\ City\ Expressway engineering responsh,Rlty solely for the design shown. The sdtnblUty and use of this drawing 11 Suite\242 for any structure Is the responsibility of the Building Designer per ANSI/TP. 1 Sec2. \\Earth\CityA MO\63045 -.-...For more Information see this Job's general notes page and these web sltes_ Bracing Group Species and Grades, Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Standard #2 Stud #3 Stud1 #3 listnndard Dou las Fir -Larch Southern Pinewww #3 #3 Stud Stud Standard Stnndard Group Bi Hem -Fir #1 & Btr #1 Douglas Fir -Larch Southern Pinewww #1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). .For Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these grades, Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 p(f 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. W 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 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of SOX of web member length. Gable Vertical Plate Sizes Vertical Len th No Splice Less than 4' 0' 2X3 Greater than 4' 0', but 3X4 flffl ill% less than 11' 6' Greater than 11' 6' 4X4 / a + Refer to common truss design far .o. peak, splice, and heel plates. 74 Xlt'*i �: Refer to the Building Designer for conditions bl vp lei th, not addressed by this detail. REF ASCE7-16-CAB16015 Z DATE 01/26/2018 T 4 •�DRWG A16015ENC160118 1 �o 0$�2021 MAX, TOT, LD, 60 PSF MAX, SPACING 24,0' 'T Reinfoi Memt Go. Tr Gabe Detail Fnr I Pt -in VPrtirnl Gable Truss Plate Sizes ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, ,b, and heel plates. vertical plates overlap, use a .te that covers the total area of lapped plates to span the web, e, 2*2X4 2X8 rrovtae connections ror upuri speuiriea on tine engineerea Truss aesgn. Attach each 'T' reinforcing member with End Driven Nails, 10d Common (0,148'x 3',min) Nails at 4' o.c, plus (4) nails In the top and bottom chords, Toenalled Nallsi 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 A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 N1[9Pyfffti,W� S11530ENC100118, S12030ENC100118, S14030ENNC 3N 334P1001 e�r�Q S18030ENC100118, S20030ENC100118, S20030E O1 i110 See appropriate Alpine gable detail for maxim eiR?4,r AdeY -e 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ "T° Brace Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c, SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase <From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf. Mbr, Size 'T' Increase 2x4 30 2x6 20 r AILPI AN ITW COMPANY 1\514\Earth\City\Expressway \ \ Suite\ 242 11 Earth\ City,\ MO\ 63045 wwDWOZTANTm SHwTHIS DRAVING 1D AND °n L CC°MTRALL �aciORS �unmG � INSTALLERS( a Trusses require extreme care in fabrlcating, handling, shipping, Installing and bracing. Refeegg`t�p n4 folio. the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fe sdFet)v practices prior to performing these functions. Installers shall provide temporary bracing pe�W�W ooBCSL • Unless noted otherwise, top chord shall have property attached structural sheathing and bo m cha shall have a properly attached rigid telling. Locations shown for permanent lateral restraint f s shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to eacYl of truss and position as shown above and an the Joint Detalls, unless noted otherwise, Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatlo r ReFer to draw ion 1f IT for standard plate positions. ar this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handUn9, ship6. Installation & bracing of trusses. A seal on this drawing or cover page Usting this drawing, Indicates acceptance of professbral engineering responsibility solely for the design sham. The sultablUty and use of this draw Lrg for my structure Is the responsibility of the Building Designer per ANSI/TPI 1 SecZ For more Information see this Job's general notes page and these web sites, ALPINE, wwcatpinelt%coml TPIi www.tpinst.orgl SBCA, ww..sbclndustry.orgl ICO wwwJccsafe.org u. ! uv + - a Z M /�T • -. r11 • • •• �0[ • � ` (11���✓ " ••••• �•. s•a /a ��5%202� 4fj�L,:l7F�7FV'L7,$� .N �ppHl MAX. MAX, TOT, LD, 60 PSF REF LET -IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 DUR, FAC, ANY MAX, SPACING 24,0' • Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, 'Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, )K)KAttach each valley to every supporting truss with, 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE 7-16 180 mph, 30' Mean Height, Part, Enc. Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph, 30' Mean Height, Part, Enc, Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2xG, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with, properly attached, rated sheathing applied prior to valley truss Installation. Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, *X)K Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord. ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. 2X4 4X4 3X4 12 Valle 12 Max, Spacing 2X4 X4 Pitched Cut Square Cut Stubbed Valley Optional Hip 8-0-0 max Bottom Chord Bottom Chord End Detail Joint Detail Valley r Vallev 4X4 H, 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, nl T on n Tt usses Partial Framing 24' o,c, Plan .-VARNING-9 READ AND FDLLDV ALL NIITES 13N THIS BRAVING[ y fjo. rtV0 ILL 30 30 40PSF REF VALLEY DETAIL ■wDIP13RTANT■. FLIRNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. r • Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing..Refer ,mod a TC DL 20 15 7 PSF DATE 01/26/2018 follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA, for 6 practices prior to performing these functions. Installers shall provide temporary bradng per I. Unless noted otherwise, top chord shall have properly attached structural sheathing and bott dhow A� BC DL 10 10 10 PSF DRWG VAL180160118 shall have a properly attached rigid ceiling. Locations shown For permanent lateral restraint o wgv}b�Aq • /"1 shall have bracing Installed per BCSI sections B3, B7 or BIG, as applicable. Apply plates to eachsaLd+ $ i w��g er of truss and position as shorn above and on the Joint Details, unless noted otherwise. ��, • l_.v BC ILL 0 0 0 PSF PI Refer to drawings 160A-Z for standard plate positions l `yfi Alpine, a division of ITV Building Components Group Inc shall not be responslble for any deviation m •••• ••• �`Y_ this drawing, any failure to build the truss In conformance with ANSI/TPI I, or for handling, shipping, •••N.•w•• Gi` 1V TOT, LD, 60 55 57PSF AN ITW COMPANY Installation & bracing of trusses. G7n�(� A seal on this drawing or cover page listing this drawing, YxBcates acceptance of professtonal /qa �+I0 ILL�„�,,,,NN��\ 115141 Earthl Cityl Expressway engineering responsibility solely for the design shorn The suitability and use of this drawingt�� W.5�05�2021 II suite1242 For any structure Is the responsibility of the Bulld!g Designer per ANSI/TPI I Sect. wit DUR,FAC, 1,25/1,33 1,15 1.15 11 Earth\CityA MOI 63045 For more Information see this Job's general notes page and these web sites, SPACING 24,0' ALPINE, wwwalpineltw,comr TPI, www.tpinstorgi SBCAo wvw.sbclndustry.orgl ICCi www.iccsafearg Valley Detail - ASCE 7-161 30' Mean Height, Enclosed, Exp. C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better. Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �O� Attach each valley to every supporting truss with: (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on supporting truss material at connection location: 170 mph for SP (G = 0.55, min,), 155 mph for DF-L (G = 0,50, min,), or 120 mph for HF & SPF (G = 0.42, min,), Maximum top chord pitch is 10/12 for supporting trusses below valley trusses. Bottom chord of valley trusses may be square or pitched cut as shown, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, Aw)K Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord. ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', All plates shown are Alpine Wave Plates, 4X4 2X4 3X4 12 Valle 12 Max, I— Spacing 2X4 X4 Pitched Cut Square Cut Stubbed Valley Optional Hip 8-0-0 Max — Bottom Chord Bottom Chord End Detail Joint Detail Valley Valle 4X4 Toe -nailed / y 12 C or m n T ^u ss e 12 Max. I— t 2 ' o,c. X3 12 ll Set 1X3 6-0-0 10 Max, ���` a 4 1X3 CMax Spacing) 2X4 1X3 5X4/SPL 1X30 Aaernfurprtr�,��J •••,•,•• ommon T usses Partial Framing 20-0-0 (++) sue••+°`GE �i••, 1 at 24° o,c, Plan , Supporting trusses at 24' o,c, maximum spacing, �, • I-DtPMTANT..�SH THIS READ AND M FOLInu �rr�ACTCRSS CN �wDDw THE msTALLmf o' LL 30 30 40PSF REF VALLEY DETAIL Trusses require extreme care In fabricating, handUng, shipping, InstattIng and bracing. ReffPf���g.2ia.n • TC DL 20 15 7 PSF DATE O1/26/2018 follow the :¢test edition of BCSI (Bulltling Component Safety Information, by TPI and SBCA, e • Practices prior to performing these functions. Installers shall provide temporary bracing HCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and b ton ch�d shall have a property attached rigid telling. Locations shown for permanent lateral restrain of bs w7 P'11 1J s BC DL 10 10 10 PSF DRWG VALTN160118 A> shall have bracing Installed per BCSI sections 23, B7 or B10, as applicable. Apply plates to eWp e•• i of truss and position as shown above and an the Joint Details, unless noted otherwise. • ;) PI Refer to drawings 160A-Z for standard plate positions, •••ggg,,, BC LL 0 0 0 PSF Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devint ••••••`w•••,�,•••••o� this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or far handUng, shippl Gi ♦ 1� TOT, LD, 60 55 57PSF AN ITW COMPANY Installation 6 bracing of trusses. A seal on this drawing or cover page Usting this drawing, 6wfls cateacceptance of professlon¢t Ii t SQ I 11514e%242 City\6cpressway erglneerlrg responsibility solely for the design shown. The suitability and use of this drawing /05/2021 DUR.FAC.1.25/1,33 1.15 1,15 \1Suile\242 for any structure Is thh e responsB�lUty of the "dingDesigner per ANSI/TPI 1 Sec2. G(9�i1�it3+ttt 1\ Earth\ CityA MO\63045 For more Information see this Job's general notes page and these web sites,SPACING 24,0' ALPINE, wwwat. 1pineltw,conl TPB www,tpinsorgt SBCA, ww%sbcindustry.orgi ICC, wwwlccsdfe.org IFE a , S I VALLEY FRAMING & BRACING DETAIL I R BC t/2 01 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"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height. 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp 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 41-0" 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 (te) 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 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 3 16d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES^J���V ' NO Coid(0.16lar mto5")C 416dtoe-nails NOTE: 16d (0.162"x3.5") COMMON NAZIS -2x4 continuous lateral restraint (CLR) min. is required for cripples V-0" to 10'-0" long nailed w/ 2 40d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge of cripple with 10d 10.128"x3.0") nails at 6" o.c. " r' 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 requlremen 4p Nails are common wire nails unless noted otherwise. H, so —VARl D43-s READ AM nXL1rV ALL HOM ON TWS DRAVRICl --aM WTa FlRNM Tim DRAVDIG M ALL CaRRActOn D4CIIDID4G THE DWALLOM ? 9. LL 20 30 40 54 REF VALLEY FRAMING Trusses regJ-e extreme core In fabricating, h—diing, shippky, Instaltkp and brocirg Rtfer to w fallo. the tatact edltlon of BCSI �dkV Cce%av t Safety Wormatiml, by TPI and SBCA) for mf • to these functiom 0 tZ DL 10 20 7 7 DATE 10/01/14 practices prior perfornMW Installers shall Provide temporary bracing Per D LWass noted other.ke, top lard shall have properly attached stmat rat sheathing and bottom STATE OF o stall have Locations a DL 0 0 0 0 DRWG VACNV180101$ f� a Properly attached rigid eelNp. shown for pernonent lateral restraint of .dim .0 J or D10, mapptkxbke. Apply Water to each f'C6 e • of have ixnct+O ins as per BCSI ued — the of Cruse and p�shtion as shown above and on Joint Iktals, unless noted othereke. 'S �'c� P• �'� C LL 0 0 0 0 I e•• Refer, to dm ps 16UA-2 it stoMard plate ttlons �i • �`i O R 10 AIWx, dMsbn of ITV Building Components Group Inc shoe not be responsfole for arty deviation iron ••••�„•..e•• �` QC AN trV1/COMPANY n this dra.tq, any fazure to build the truss In conformance with ANSI/TPI 1, or far ha,du,g, stippkig, ♦ V krstollatlon L bracing of trussts. TOT. LD.30 50 47 61 A." on ties dmwkrg or cover• papa Ustf,g this drawk,g, Mdeates aeceptonce of professtoral �ONAL DUR. FAC. 1.25/1.15 �{t+` solely far the sham Tt: fa °"1' "`t" . "a'g °°s'0'"r I S"z' �°�'° #all,Nttt 133BS Lakefront Owe Eadh City. MO 63045 r'�°"�'gt'' p"�"'�I�t For rare Wf atlm see this Job's general notes pg. and these web sites+ ALPM w..alpk.Atwx—i TP1, .w.Aplr torgl SBCA, .e..sbeindustryargi EM w JaccAftorg (o 20 f g SPACING SEE ABOVE I 0