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Home My WebLink AboutEngineering Package TrussENGINEERING PACKAGE Builder: (D.R.HORTON / BREVARD >- Project: [7:A:5:/:3:2:0; cREExsIDE ModE&uilding: 4EHJH Lot Alt: '01 H Lu T Lot: 1 101 OL Block. _ �dreo Universal Pji nce e sal ng►n8Wn9 en Scices CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 � Match 13,2019 Mt. Bob. Michaelis Garp6ftt6r-C6.ritrg[ct4s of Am6ftk-inc. 3EI0P Avenue G, Norfl-iwp4 Wititer HaVen, 5L 33880-6201 Re: Ajtpmative installabofis for a single pfj c-dniled truss with a width Jess than the hanger Width 'and Vood• blockingj:o-gqNevo full design load vaf6e'-fc;r face. upted.banger-Attachment on *a* orid ply supporting girder (Ref0fdribd detail WA3.7,02). 'Oear-Bob, .Fot a single ply carried truss with' a width le§s than th6 hangef width you can install a prefabricated abdcat d jack. scab truss. Mjpr wood'filler blocking. The chprd sizes, chord grades, and -Aloine.-connector plat6(s) to - . : �. Cy. �v tb_'thei sAM6 as the single -ply carried tru��. The prefabricated jack scab trus:s Ht ha% a. minlinum )effgth of 48° and ill have minimum pitchof 5112. The single. ply carried buss shall have reaction reaction of 5,0 3,0#or'lei-,s-Aftach'p'refabdcated'.jgck..bcab,tr.ussvift�tw'Q*(2)'rowsofO.l28'x3.(?GLin ftlsatZ' QX. per r6*,-stagger&d I" (See FigUri I Mow). PlbAse-referto-the Siffipsqn -Strong-Tie Catalog GC i6i9;.'page riggrg:$ for more information, Pvuie-'I Fora single- ply.gffder:thsit requirds Wood b16ckh§ W adhfevefiill des5gh load Value far faqL-rpounte hangers:attachone wood. block (") to the back face of the single -ply girder With the same size and qrade�.6§ the bottom-. c6aQ*f th'esindjoPly gird& The: wood. block f664th to b6 such thal'the7wood blocking. -extends to each. adjadentpaW 'points (webs �iftd bott6m .chord intersections).. Attach wood block With rows of 6124" x3.0" (juri Nails at 6." O.C. per row, staggered 3.0" applied to the 67ZO Forun) Drive 9qite 165, Orlando, �L 32821 www.alpineitwxom ALPI \Ery u�mvm:v�xr. single ply girder face, with an additional (20) Q.1�W$ -x3.0" Gun Nails at.each• panel'.point applied'tobe wood block face ($ee Figure 2 beW0.W). "PIe0se refer to the SiMpson Strohg-Tie Cataibg C-C-2049, page 216,' Figure 1 for more: inforination. l igure2 The application of -.prefabricated jack scab friiss for wood filler blocking br wood blocking to. achieve M. c esign load value for face=mounted hangers must be approved by fhe hardware manufacturer. All edge -and end distanaes, Arid spacing for all riail connections must be sufficient to preventsplitting of 'wood.. If. I can be_•of any further assistance or N you have any questjons; please give me a call. at«n�mm�n�hW Williarh H, M*—P.E�. Chief Engineer Alpine an ITW Company Engineering Pepit Odando,'Fl- .No;•70BB1 - STATE C$F- 6750' FotUrrr Drive Sdite'306; •Oiiarido,. FL 32821 (863) 422-8685 wwW.aipineitw.cpm ALPINE MMMIAM April 26-,201 9 Mr. Bqb Michde;lis Cakrpenter Contrac:Ws. ofAmerica, Inc. 300D Avenue �% I`4qrfhW9§J: Witita'r Hav6n, FL 33886-6201 Dear Bob, Rei; Strongba& bridging' 60 ibbftrusse_s. I -understand there i's so Mid corid6rn over oCjr'fecdrnMenddti6hs f6t.str6ngback bridging on -roof trusses. -Str1c?ng0ack bridging for roof trusses is qpt.a requirement of-ANSI-TPI 2014 nor is it a requirement of -the BUildih,g Component Safety lnfbhnafiorT- (BbS(), But strong6ack bridging on roof 1rdittes is recommended by CarpehW Cohtractdrs ofAmerica. St6hgb46k W#Mg.serves the following two functidtisr One; bridging align.s the bottom -chords qfter they am set -so they are uniform along the• ceiling line and h6lps.wfth ceiling suvici abliiiy TWO; 'brcrgtng reduces relative deflection.of adjacent -tMsses. Skopgback bddging'.does- dot.-preventof reduce?ovefall indiVidual deflection, especially any. roof trusses. IR 114"I... _ ... . inch. h ............... .. .strpn,gbpqX- bridging In roof trusses dbes 'not 'serve asteMpbrary-br pdn-natidn't'bracing .and is not Auto. oi� share de ti o sign loads Mv.6 ,intended to did sigfrf loadi -befyv.eeh C:oiibeque.n �, go de -been accounted forWfth this detail. aiid d'ontinijbLfs7!§trohgback.bHdgirig should not be.attached betwderi cbfnnion and girder 'trussez. The use -of strongback bridging shall not'infeffere with other design considerations As sl1eciffed.hjrttfoEngihaerof Record drthe Building Designer.. The outer ends of1he stroifaback- bridoing..shall be-attAPhed. to a wall -or anofher-secure end restraint, t, or as specified: by 1h6 Erigifieer of Redofd br.the, BUHdlnq.Desjgher. Strongback Wging'9fiall. be -a- minimUm Pf M norhinaf IUWbO.r otiented -With the depth vertical. Attach with (8�: Vd -joqrnmoD Dkils (0.1621x3_51 nails at each intersecting 'rh6mbeir. When extending the .stron um o trusses. 0 of. .4lSack bridging overlap. 6y. at a minim f two , sses. The 1' cati6n She: sfrongback bridging maybe specified by the Truss MahuMctUr6r,. Engineer bif, RL-dord, or Bulidih ' ffl 9 De§idb6r. Please refer to BCS1 'Strolngbacking'Prqvisions" O.r to. fi3pinp, 9TR81418R1014 detail for more. information. The graph46 'shown (FIdure. 1) is for generic Illustrative pirpose only,. 6750ForuMDdve.Sulte305;Orldndo,FL32824,-(800)521-0790-(863)422-8685 w-w'w*..R1PIOeItw.CoM' ALPINE (k. T..'s its- sr4 le) Figure -A 1f 1-can. be of any further assistance' of if you hamany questions, please give me a. call. 'Sinc rely.,- 4 "I'M H % 'N V N 70861 Wilriam.R.Knek E CifiefE.ngf9per Alpine an nV. C�Qmpany Ei�gineenng"De-paftfridfit Orlshdo,- FL 31824 15760 Forum Drive Suite 30 ; Orlafido,'FL 3282'1 (80.0) 5ZI-9790 - (893).422-8685 in "Olpffid'",96m STRNGBACK 13RIDGiNG 'RECENMENDATIONS ow -AIL scab -on blocks shall be a minimum Ex4 6TT ."T"'""AK j's-tress @rqde'd lumber! BRIJIGING TOGETHER stmongback bridging and bracingslhbAt- 'be• a mInlinum 2x6 'stress' gradq'PI 4,BDX/GUN P--T.he purpose of strondback IiIrIdgIhg Is -to- ATTACH SCAB WITH'SOCI '28!x=!). IN'ROW At. Clevelo, ad sharing bol�wevA Indlwld6al trusses,:trusses,:(0,1 -an Increwil? In the NAILS.2 . 41 Pi6 NOTE IN LlrU'91F SPLICING AS MEMBERS resqL-trIngoln :oVeral.l. stl-�-Pnes's Q the floor system. :23?6 f t -tlbhL ..sftwh stll'qri&aq� 6m�ig!nfjl post cid. (is F In AP.'l L STR13WACK- BRIDGINq K•AT'L ST 13NE TRUSS SPACING detolls, Is recommended alt 10' ':V -0-c. (max.) S.TR13NGBACK- BRIDGING` SPLICE 'DETAIL bo-Dig *gfms 'a6d,lbi%cicIhql. are, some -times '113rarjr-ig" I 'are thd attai;:hr�vht MelthQds OAS and NDTEi Details mistakenly used'in-tL-rchangeabLy. Is -VLn • ATTACH STRONGBACK D WO W/ -(3) 10d -CqHMDM Important -structural eeguirem'ent-of any floor 'to*. -(OA4Bfx3')- NA 0) '10d. OXIGUN 28,IxW)l NAILS or roof system. Ili -Pet-' the Truss -brqY?Ing (TDD) R dt4 "the: bracing r044ule-*ments .for -each- IridIVIdUPLI, ttnu!�s component. '. Rrldglnq;.' particuLai4ty- `s-tron'gIoII,0-C: brIdgIn*9': :a• recommendatIdn- fo)� bL trugg system to help We i r -t& aiding In �;jicir:�:-uot� addlitiorf. dls'trllb.U-tl.on 6.f polt)-t' lbdc$-I'pe�.WiencAjacent '+russ,�trongkIackbrjdgfng serves- -to reduce _ . S RON 'bounce' ort-esjdUat vIbedtibri.'r.eeUl-ttng from Iw\,!Md polh��ci asfootsteps. 10, ia-w systems The performance 6f all fjoor systems -96re 20' enhanced by the lhitollatltgl O"f ighack P) 10d CDMMDH,(UA4Brx3l*Dl) C8 �ff N MDX/GuH (a;jPqlr,3.q.l) NAILS. AT 2 6 (WNIKJM)GRA K bridging and-tilelgFor.e. -I!g',stry ong�recommended I& •AND.BOTTL$or Lsx. R S RATNrn"AT EACH END. SCAlIv.13t4 =CK* ATTAC ST813NOBACK TO ])LnbK V/. (3) For addl+lonM InfdF-matldh r;egqrdlfig f;trdYYQback loci COMMON CO.148W.D?) NAILS B13X/GUN (0-129'X3,0') bridging, ref6r tp OOSI OvIWIng Component .DR-?Qldd NAIL.V, Q. Safety Informailon). j STRONGBACK BRIDGING' ATTACHMENT ALTERNATIYU .2,04 "M At}. MUW= 116FAM.U. liyl !eMA . -4 11 Nye la e.+1bn'oF LCfIj4- . . . NC5.70.861 LL. Te:.DL a PSF ',PSF al .3rt.u. 1 OiWd apiy di 41) Fix-TAted ciffwriul P Md ateadwd Xt p , 'V fh I - Y 21 Rih 32, mk " 4 ..#. S. .&Pthils We. . , . Ah. W..'Wou, rat . Pw , , k I.: * �- -.1— C 2DL ..LL ps� 01 TATS F - . Xtffl iLD. Wi&d Du. 1-1.19W.Moa3.ul V 1 1J tat FIi1 3k : 1A4{ E f '1 Rht�:ttJ:C:iTaf ArF -'Al-.. 1iK�13F'I�tC1�1ME p,p . f +-L.. .�H.J4PF••s¢Y4 ,I:� '� '��' I3L� t2G.A��1J..•GFP L�4� l`•Fi�J� "�. SM. ':Ta•up r. a 9J 0. iff u rxu �r, AL.. ae opA4P�tT�1( N 1 R,.I 4lik�Et C�krC I�Q. .;_. t: �r: 3�rl dingt► �r�i%rit•`4Vhs: -ANDM AEEQ:' 11 �..: .a Zip" .�Vgis'�m'hd� �.2�s�!"��1Z , �;1�Rt-� .F,}� 7 F��•, fi, H . H I. IV' :. �� s� P--��''�''��r.�,'�'t� �.�r�,'+:.i.: ... ".:.:.::;.W� �'- V'.!Q}L�'��.� gf�;Ei't�:tuj�R;1•`:_' '�, ;.• t ^i •'y �, •• � •-x,•��w+.5awata'o:a...,:,=Y.:x�ro�.;..:.r��:.+:,.:.—n•=ti-6,:—?. "4r:+•'+. ..{_. .:+. • '�� :� : ar�1�,;��..t('I 1♦ �T•:yy�F'��, ��Mmd'•��/.!�y, ' �.�'��'.':(t'��}'�f",�]j�.y?�ryy'-.�"�•',� •' '�• .t ;%.�1.�1• •. ,. bdy go - - ' ' h •I •' - : •Y� Y(�1 Y+�Kt'/,�.•,,,.14•++4i?=1' '•'��' '• f��1}! { • .:f•'r''�'��'� ��' u ' • jam. TS � I , I' _ . r a • _ ' i ,�,•si.. .,�;- ' .. .. r ... .. ' •• �•I' , .: y .•� N� �,tW: gyp• tied s UkN : `�one., Cracked or Broken This drawln0 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 and no mo a than two breaks per truss are allowed, Contact tihe truss manufacturer for any repairs that do not comply with this detall, (E) - Ilamaged area, 12' max length of damaged section U er Minimum nailing distance. on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member, Apply one scab per face, Minimum side member lengths) = C2)<L) + (B) Scab member, length (S> must be within the broken panel. Nail Into 2x4 members using two (2) rows at 4' o,c„ rows Staggered, Nall Into 2x6 members using three C8) rows at 4 ac„ rows siaggereol, -Nall-uslno_jOd__jqox-or gun naps (1128'0', min) Into enph side member, The maximum permitted lumber grade, for -use with this detail Is limited to Visual grade #1 and MSR grade 1650f, This repair detail may be used for broken connector plate at mid -panel spliees, This repair detail may not be used for damaged chord or web sections occurring within the connector plate area, Broken chord may not support any tie^in fonds, Member- Repair Detail Load Duration = 0% Member forces may be Increased Memioer' Size L Web Only 2x4 12 Web Only ' 2x4 18' Web or, CYlord 2x4 24' Web or Chard 2x6 Web or Chord 2x4 30' Web or Chord 2x6 Veb-or C�or-d 2X-4 36, Web or Chord 8X6 Web or Chord 2x4 r Web or Chord 2x6 2 Web or Chord 2x4 Vie• Web or Cord 2x6 • for Duration of Load Maximum Member Axial Force . SPF-C HF DF-L SYP 620# 635# 730# 800# 975# 1055# 1295# 141511 975# 1055# 1495# 1745# 1465# 1585# 2245# 2620# 1910# 19600 2315# 2555# 2230# 2365# 3125# 3575# 2-4.7041_ 2530# 2930# 3210# 3535# 3635# 4295# 4745# 29754 3045# 3505# 3835# 4395# 4500# 5225# 5725# 3460# 3540# 4070# 4445# 5165# 5290# 6095# 6660# Mnh.un ' \ L ]Ilstnnc• L—' L �Typlcai }' + 0 + o + 0 + o 0 + 0 + o + o + po Stagger = Back Face lMMOd bbBox (0,128, x 31, min) Nails, o = Front Face 2x6 Mermnber - Trubee Row Staggered Nall Spacing Detail . niWP4trANin fLIUaSH T1RS INAIWK' N`% Col7RAOTIIN iFIEIRM lit WTALLEM �fuls.s ►9urhf'e rw .nd ear• h / trlentln0. hr7r ! sNypp vp IndoRvv��ob and tr.r�nw �R1Nrr to and tovac k•c N'li" A'VA 14 4h.a,furi l.n. I atM1,K ,Mn4 P_VW i' peniyn ersielnC Poe ]r+SLY llnlrss noted vlMrrgU np thord pphall Mv1 preprrlY .ttnelnd atMCI'A'1� rWd�W nap bottvn vt�ord dhnll how• a Proprrly n ch•d rlyWc. Uncnllond shown for perMnnrnt lr •r�l rld ht Qf rr d . shill hnVd 6rnehp hstall•d p•r 7Fs1 •• )7, ! 7l0. nr a pllenvli, d Y P ni•s ton PIn M tru=s Ind porifkAr�ar at,orn anw• aen m p.'I Ortal4 Nnl•+i Mt• otMrvise, PORrhr a A'or p• son�T Io„ sf/nderd Pair p•d r,r rind Iph•, n tMblrn of ITV luldn eonpo—, Ornuv inn shall I�of 6 penrN+l• Io dew ntlon Iron AN TI1H COMYAMf ihs drnrhy Y frlWrt to bvRrPihr iru•r U rrn ornone. roll eRsi'/fdi 1, far P, + PAW, i M Ila bn i• v 0I rueas, A il•v1'on p• •eV r 141M0 iNs drn k* Meats nenPWlKw of pro►•s•Idnd ,lMo e�rnl•IY �or d•rlyen,� Mrn. T1r Wwreb •rr! w. o/ iNr ddrnrh0 ew any r rn o1 iFx D�IkMv p•diQnlr = dRi1//rf 1 lres. , E/ 89 WaMon9O015 for non UlcrPotkn srr 1 ,10, ynrral noi•d Y. I tied ih•+• r•b slur, Y ALP. wrnN MItY,ernl TPU vn•t 4+•torvl rieJr rwabcPn�uctryaral ICG rvrJudoh,Iry Hlninun D I L Llrto,xe ACING 24,0' MEMBER REPAIR 5 lo/Ol/14 G REPCHRD1014 P)rfdg BOARD (W) AN IOU .&Ik'4 d Le ilaw.,1xv Di vw-,U TPOW. TljaS$. TRUi4- UNDER VALLEY -FRAMING V%1Rl'FL R:Y RAFT9R-.QR RIDGE work QFd' -4. -G'Th 'lMd.-Ii aid -'c- -that vriP�(- l.auti.p. ar. yGrirdliStWom lq%ys.. Mftdr't&.%Wv.2*6 sleepers. T $I d S�t to s 3 -100 W9011S.O.Ch SlaqPgr A tru$l i.qjjjrQ:Bojjrd..w.T...f45Jdck Asedtog-raills -KTldjQ-.Jld,2frd folf.Ultr 4 l6d.W,;.-.014)I5 'pul-Oti To (TV& mr 0 s 9 USEDI 4 lOdlole-nulls. NOTE -.i . ri VO3o" 7?I 41h, ef rife .km F 41. TC Ll 1, IV . 46 54 ZO 7 7 Rt MTE: DRI f JYL 0 .0 0 0 0, 0 Fwl-;W'2W _io. de BC- 11, 0 -0 61 of !Fvft9.b&L kl3.OVE Face -Mount Hangers - I -Joists, Glularn and SCL I In 11 N I ANES-IM-P-S-0-ml stlllklml_i� lb These products we axafflablewith edc[Alonal corrosion protection. For more Information, see p. 15. Codes: See p. 12 for Code Reference Key Chad. ns a % Sit.N V'o . al Cade Bet, VF[HF per k -ter W �Sn Roof 1.1h o.(14) IUSZ56116 21A 16 2 0.143 x a - 741 1,650, 1.%05 1 8n; 1.42511,555. 15 Max. (16) 0.148 x 3 - -,o 1.,;95 1 1,605 ! 1:605 15551 -,.=55 2'Axl6 U111.12.56/16 1294a I 15'A. 21A - (24) 0.162 x 31A (2) 0.148 x 1 'A 230 3.45513,92014.045 2,970 F337W3.480 .U314 97n 1.94512.205:2,375 1.6751 l.B9,9 J2.045 ✓ 20A. I 10"A 2 - 06) 0.162 X 3W (6) 0.148 x I T HU316 / HUG316 I v 121.4 1 14Y. 21h - (20) 0.1162 X Sli (8) 0.148 X 111- 1.515 2,97513,360'1610 2.555 2,895 3,110 IBC, I M' 2-5 -t l� i .- - P� Z;22'N3 AN3'b FL LA MIUZ56/20 141 w= 06 1 21A x 20 2% 1 t28)O.l62x3l/2. (2) 0.148 x 11/2 7-30 4,03014,060 4,060 3.46513,495 3,495 n. .3 ZA 3,495 2%G X 91/4 to 26 2lis"wilde joists use The same hangars as 211V We joists and have the same loads. 44hlk 'lin W 2 16c, 3xll'A MIU3.12111 Itt I I 31A 1 11 Y, Ui (20) 0.1620111 (2) 0.148 x 11/, 230 2,88013.135.3.135 2,475 2,69512,695 FL• HU212,2 HUC212-2 3% 1 10W. 2% Max. (22) 0.162 x Slb- (10) O.148x3 1., �5 3,27513.695,3.970 2,820 3.180:3.425 LA IAIT�' St" t 4 -1211 AN LiAI.b§ 4 S7 'Aw FL 1. 61 TS I �o I i D i-ilp 62. :'7"8 7;8. IBC. :.,z 3131A, A itzbof kixstt - --�'xqx 045 85 FL -n . 311 x 5--4. 3 - (14) 0.162x3'A (6)0.162x311 1.320 2,T85 3.155 3.405 2-395 2.71512,930 A i 4M. 4 - (20) 0.162 x 3Y. (8) 0.162 x 31h 2,155 4,360 4,885 5,230 3,750 4,200 4.500 la;hs Jt555 vso "tt. & IUS3.56/9.5 3%1 91h 2 - (10)0.1480 - 70 1,1815 1,345 11,455 1.020 1.160 1,250 MIU3.56/9 3%; 1 8% 21h, - (16) 0.162x 31/a (2) 0.148 x 111 210 2,30512615 2820 1,930 2,245 2.425 U41 0 . . . ✓ 311161 8% 2 (14) 0.162x 3% (6) 0.148 x 3 970 2.01512,285 2.465 1,73511,955 Z120 HUS410 3% 8,1% 2 (8) 0.162 x 311 (8) 0.162 x 3 1A 2,990 2,12512.420 2,61511.82012.0-10 2,240 i 3t� x 91h -HHUS410 3% 9 3 (30) 0.162xSYz (10) 0.162. x 3 % 3.565 5,63516,380 6.445 4.845 5,486 5t:545 HU410/tiUC410 ✓ 3%;1 85A ZIA k26) 0.162 x 3Y2 02) 0162x3lh 3,235 7,460 17,460 17,46.0 6,415 5.415 6"4litl -HUC0410-SDS 31.1,6 9 3 (121 Y.' x 21W SOS (6) Ye x 2W SOS 2,2G--- 4,50014,500 1,:.Soo 3,2,10 L3..Z'lo 3'Z"'O HGUS410 3% 9Y.G 4 (46) 0.162 x 31: 06)0.162x3lh 4.0 9 10019,10019,100 7 7'825 i.B25 �,825 IBC, 3% 41A (16) Wx 2le SOS (12) '/-x 2W"SDS 5,555 5,720 6,72016.720 4,840 48 4 4,840 - 4.8401 Fl, ILA LGL'3.63-SDS 8to30 hl,GU3.63-SDS 3%19'/4t03O,43,i (24) YV x 2'At SOS (16) 1/4" x 21W SOS 7.260 9.450 9,45019.450 - 6.805 U.2 0 6.605 6.805 i'VO5 ...... .7Y= Ml tM t :. AV* I; .31190 2,695 T; -6: 1 4b 0' r M A Z rrl �;�86 �..245. - 2.425 t4 A.: 6 bli.64 M 100-104 .. ....... . P qlmj0L" :Q.192 ��j&J.JJM '0112-WAl- 400"'2,35,2;490. M� V MID 21**;� 8,425 ilw'6� _519 _7 085 B'Oas UVS S .'�h6 481I so v x7 _j 1... �;qjq A -7 146 See footnotes on p. 150. THA/THAC Adjustable Truss Hangers E �v This product Is preferable to sirtr7ar connectors because of (a) easier Installation, (b) higher toads, (c) tower tnstafie d 7> cost, or a combination of these features. 4....... -- -- j The THA series have extra long straps that can be field -formed to give height adjustabil'rty and top -flange hanger convenience. THA I hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the I straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAXD coating. OSee Corrosion Information, pp.13-15, U Installation: d _ • Use all specified fasteners; see General Notes. C The following installation methods may be used: U N • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. F— Install top and face nails according to the table. Top rails shall not be within r!i from the edge of -the top -flange members. For the THA29, nails used for joist attachment must be driven at an 4. angle so that they penetrate through the comer of the joist and into the header. For all other lop -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist • Face -Mount (Min.) Installation — Instal 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 rh° 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, TFIA218 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 tie comer of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3%' (exceptTHA413) and larger, with no load reduction — orderTHAC hanger. Codes: See p.12 for Code Reference Key Chart 186 f•"'t� Z tppid 4 ,T 12le for 2Yt rorTHM12Z THA426-2 2 THAC422 , and a - .. 2W fna � TH4422-2 !' 'r THA418 TMC422 Face nails Top nails portable portable Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over Wth tabuated face nails installed info top and face of heady Double i DoubleShear Dome Double —Shear I Shear :E Nailing _-- Side Vievr, t Nailing Side View r. Nailingr Do not l k .„_ ..a (Available on Top View 1 = bend tab 0" some models) Double 4x2— Uselull table value Single Si nailer SIMPSON ...€,fi. a'ce' Y Yam{ �THA29 2 face nails tintan double shearnailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation rypauaa a rv{ca Top Flange Installation er to tnoa 5 p.187 Simpson Strong -Tie' Wood Construction Connectors �Sv�I.�MPSON Adjustable Truss -Hangers (cont.) I* These products are salable v.%th additional corrosxm protection. For more )nfarnatbn, see p.15. N I 0 - - - -_ �Dimensioris.' f4)° ,.. ,. ;Milt;, :t7in= Rk 'rFasfesers ' - • ,e ..u.s.,M1`e,;.r. (ulj:r `_' _ _ w,.�� s..a.. •#1�15�,�-�` .':t .6A1Iq!ua�ju{pe�lis' t :- •:: ',.SP.FIHF. '.. _ Atlowa6le't3iads Mgge1'.( : : C iuR• Hiiaa'e ange 1.3 ':,';:�aiinlMeilib'e�y;; .:` ::^'•-CariedT' x�ti�tif `ECdi . Tjoty� DO�l.. ^1t 14d - Upl0ift 84or Spovu .Rop17.. 2-Wind Code Ref. ,�".xJ.�"r�-:f.��a �, :: - :x, ` a�::- r;: 0 �s • F%:, tVlem6e) r ' TA •x.' 't�ce:,,• r - • 46 1 T 40]: 11 ''�'�: ,:~;;,�,. �' �' �>257j6➢ (1pD)` ()151. .. t. , (125l160) - _ �:Y`y?"' 4 Wv!4M�e.' Mqv �.��.:. - �+.�'..y.., z,,.3:T3 ` °r�1�t„k 4 �vr�r_''��'rM."'---• ��i.[•;- Y` �-yT9.,p"��mB, Y _ - ��4�" •,Ja":w �-. n5�{#� i'� •`� yr+3 ` ..d�..7v�'' =R:;�;:`�•'�-rti`�. S:.. �!r_t �-€sue-NS,.`.Si�- h a �� '^�.]y, #Xa• - 'E`� 11i t210148 x 3 (6) 014B x 3 (4) 0.148 x 3 525 t750 1.75U 1,75p 454 ! 1.330 1,330 1,3 �) i THA29 18 1% 91Yie 5% 525 - 2,610 I (4) 0148 x 3 (6) 0.14B x 3 (4) 0.146 x 3 - 2,610 2.510 1 450 1 1.955 1,131,5 1� r95 .'FH8213;.' +18: _'l5ie'.',)„3,�is naYz js','� • '° _r k_ �(4f 0:17SB-z 3<, �l2}D 149�x�': (4).0:14�z�Yz'-- =�`46pnico�; ",i�UAy`_-. ' ' '1;79tr 1r71t1' ..1,1.1.9 . THA218 18 1:/s 17%ie 51.h ( 2 - (4) 0.148 x 3 1 (2) 0.148 x 3 (4) 0.146 x TV - 1.46m 1.460 1.466 - 1 t110 vno 1? 1m IBC, Tt A2i8�2 96c . i5 .71Ss :«ff::: _ 2`:' c'-`• dj9^i& 'X 3'h {21 a 1G x a1?: ;:(G1.: _..... ` f °n: -i 51is: 'i: 15.. FL. LAA. THA222-2 16 1 3% 221A, 8 2 - (4) 0.162 x 3h (2) 0.162 x 31i (6) 0.148 x 3 1 1.:111w I 1,995 5.995 I - 1 ' aQ 1,F,15 i 1.;15 riii�4i�. .>�2T..'1;;35,/a'_••13.' '4(h.�:f_,; t1-�`-,`(41i�C$>�':�`(2! � 3r•idl'iT9t8'a~3 �=�_'�' � '1;f38. 1'�6? :?,1;6., ( THA4'8 16 336 171%l 71/5 1 Z 1 -• 1(4)D.162x31h (2)0.152x3h (6)6.1480 - 1,960 1,595 1,995 - 1.490 1,515 1515 1 •T t �..�:.. M1 � .v.:•r7 .. .. ;c' .�:, :,},�,` y-y ,+Y tcyj°.--- ' • - "•,Q9J 1�$t�.1: ' 1 �'•5.:. THA426 14 A 26 ; 7T/a 1 2 - 1(4) 0.162 x 3h (4) 0.162 x 31A (07 0.162 x 3'/e - 2,435 2,435 2,435 - 2,095 2.095 2.095 1); Sri' •.'-'2k: :,--:�(4)'UH62X�'fz:m0162 . .: THA426-21 141 71/4 2611. 9Y, 1 2 - (4) 0.162 x 3h (4) 0.162 x 3h (6) 0.1620 314 - 3,33013,3330 3,330 - 12,665 2.865 2.865 �;.�,..'� �" `'". � ;: e4�.Lr�s:�.esrllu Ye:� �j.�:s`.:"d�3t r4�ro R2� A �,2-,�aa.-�� -r +..�_�iv �: -__ h'..�,�. � •`Z:. -�-'`-,�"�.-�,ct yi .� .�, _ 8� �� yave}11:�sY4;�.'^`-�15^.' � „•+: •'w�Y`1 �x'6�"br:a'. ...�?'.+,`: .y _cr,•.�-s-`-?S`Er-'• ��'��.��r+air '::?o.....>:6T,:L ok-. -ci, ��-�'¢r�'--vr ^- r?. Sr T�:na.�9�c•ri-'r.. �' 450 1960 19901 19vtt THA29 18 1 % 911,is 51h - 91%. - (16) 0.148 x 3 (4) 0.148 x 3 525 2,265 2,265 2.265 I 1. p.iA$33'. it4}�7�'1E•x3� - .�, ~�,. x6 •_: ,_ THA218 j18 15A 17%5bi - 17% - (18)0.148x3 (4)0.148x3 955 2,450 2,i50i Z450 =i05 'LZ65Ttf8�SaIEC, t73,55210S FL THA222-211fi 31h 221i. 6 1 - 14Yis - .,UD.162x3h(6)0.162x31h 1,855 3,31U 3,310 3.31q 777:T-777- ",855; 28 5 lA `•.,%7f1'?%?�'f35s'kYx' 133a.+v r;()41AiL48;x'(JOrtBx;?.'E[q -.GTiQ• ti.05 THA418 16 3% 171A 714 1 14%. ' - (22) 0.162x 3Yi (6) 0.162 x 31A 1.855 3,310 3,3101 3.310 1595 12,845 2.845 2.945 2210�627f3'1(4 �7bVC e iaYa? k3� :1r9^i! 3»7 845 2,845 -' . THA426 14 1 3% 1 26 1 7% 1 - 16Y. - (30) 0.162 x 31h (6) 0.1620 1,855 4.415 4,480 4,480 1,595 3,795 3.855 3,855 ) }(3610.162x31re (B)stl:tfi2x3'fz h4ONN@ I'4��¢_�5 7ff" 1595 )-0L445. 'k;745 ' 4.745 FL THA426-2 14 7% 263115 9','e - 18 ! - (fit 0.162x31i 1,655 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1 1. Uplift loads have been increased for earthquake or wind loading with no further Increase allawed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers 10 the minimum length of strap that must be field formed over the hsadar. The tabulated loads for the TH429 wi.h 1 W min. top flange are based on a single 2x cary4ng member, all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 42 truss carrying members ivth double top chords, use the specified fasteners for full tabulated values. For single 42 top chord or rmBar appl cations, rater 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 0.146, )c 1 Yi nails in the caring member and tabulated fasteners in the carded 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 mcdels, one strap may be &nstalled vertically according to the tace-mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nafing requ rements (see drawing an p.166) and achieve full tabulated topflange installation loads. 6. Refer to Installation instructions regarding fastener installation into carried 0olst) member. Based or. the installation condition, nails Will be installed either straight with sta ighted double -shear naTng labs or slanted. 7. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. 187 J Simpson Strong -Tie° Mood Construction Connectors SIMPSON . 1'iPr Face -Mount Joist Hangers Gi* V This product is preferable to similar connectors because W of a) easlerinstallation, b) hlgher loads, c) lower installed cast, or a combination of these features. The double-stnar hanger senes, ranging ran the tight-c2rjaci LUS hangers to the highest -:opacity tfGUS hangers, feature. irinovaii -a double -shear naIG^g brat distroutes the load ihrough taro points on each Igtst hall 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 attemative and easier installation than the HUS or THA hangers, while providing greater load capacdy and bearing than the LUS, Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMA-V coating. See Corrosion informzation, pp.13-15. Installation: • Use al specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed forwelded or nal1er applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tire representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top Mew i Double -Shear Nailing Side View, "`',• :� Do not bend tab Dome DoubleShew i h Nailing Side View j (Avaiable on ".S r some models) I r 1' lor2 tlii for4xs r' G�W_/ B W LUS28 HHUS210-2 MUS28 xc t� err HUS210 (HUS26, HUS28, and HHUS similao HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Desioner) 193 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) l� 1. See table balcm for dlowebls loads. `' :.;.'� .i� 3 _ `"-Dimensions m • ` � ;.;�'a`stepeis: •e` - Nil _ D?RY)n9 '' '( aJtie�r ::' •" '_'Height? L;M(.a Single 2x Sizes {US24':.a."; °L11S26_., • `/n'. r : "-::4'ys.'; 1ff� ,:, r•,• '7 i6' : ;11sw. =:3Y.._-� + s1::.1?4!: y;; :1e2O.19Ex3'a �c-(d)°0:1..'a'�t' =(2!'0148•x3=Y .- i�}.Qi4$-w3•.• . MUS26 14% 1 13 14is 53Ss 1 2 (6) 0.148 x 3 (6) 0.148 Y• 3 HUS26 45is 16 1% 5Yb 3 114) 0.162. x 3Y, (6)0.162x3Yx .i1dD576;:1. ;•a��: _`I:':��'�":��a'-•s.' :;sa• •.i201�;;16�z.�:: �:�s�ti,i�z:x-�i�` • LIB: ' ;.. . r:43ru,7`.:s'?.11j; � : j `<'m.. -'G5:•.•: ''•.335' =%.(6�(1fi45'3�3`::: �-(4} A;1d8 jt3•'...: MUS28 6Tv 18 191s 61M. 2 (8) 0,146 x 3 (8) 0.148 x 3 HUS28 6rfi 16 1sh 7 3 (22)0162x3n (8)0.162x31y HGUS28 6%; 12 1 11/6 7'se 5 (36) 0.162 x 314 (12) 0.162 x 3)1 AN %_ 79 .:1�%is',? B a `,;f3 • (B) :1A9x3- =(0.j0:1483 3.', Ijl!$2ltl:'=fl35,`.':::75;';lin t;.3 ;.:13i])0.1S31r.:,(30)0j)i2)<3, :136Uwba:':'`$�Ss+;',E"'JZ-:y.t6S"ti$ o-: =•5`',($)a1r2'kOfkC:I76)07G2x3'la' SIMPSON There products are available with addlional corrosion protecdon. For more information, see p,15. For stainless -steel fasteners, see p.21. Many of these products are approved for installation with Strong -Driven SD Connector screws. See pp. 335.°.S7 for more information. tvad"_�: - W ; - ' SR. AtlolimbtirLs, ;=_:: - - _ _ SP.F!#!�'QtloWahle L 9ad5" Code 1Nntlel �:.=:•';.'•::,_�a_fikily� ;.t' �1Rfird=; _ _ �P(ift1; Flogi : Snovt_...Tigot' ; ` ri ' :Oplrft '"'floor: "Snow: .floof. win . ffaf. (:t45F'„,i5j�-,:i�::i�tfin}:.i:�tso� `.(t�1:::f11�. �(12�I::;:I�S_d)�-:: (160i� :�.1)4�:: t12S1:'.'t??bj',�•(t6u� . Single 2x Sizes 3:;tA9�'.'.'1;�:2]:, LU526 1,165 865 990 1,070 1,355 1,185 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL 'MU52G:r0;.�:25. �y4 _gA3;f) yi°SG=_'' LA HU526 1,320 2,735 3,D£5 3 5 3,�5 1 �20 "e,960 3 280 3,280 3,280 1,150 2,350 2,660 ^-.700 ! '_, o JiGUS26� ,: )Gj�r . Q • SqX }D^ r539D RS: 65E1; ;f]0 :3:87U:+''3;985'- I8C,FL W328 1.161,100 1.260 1,350 1,725 1,165 1,195 1,360 zug�t i,730 865 810 925 1,000 : 17 n.' ': 1:�tD' j','1;455._: ;: 9 15* •'').a 55; IBC. Ft. W HU528 1,760 4,095 4,095 4,0Q5 4,095 1,760 4,095 4,095 4,095 4.095 1 AS0 3.520 3,520 3,520 ?520 . .... 1:o" Q,f 'F2r5,'•. 7 7`' .`7:00;.�71; �r3::7325�:.� r : ii;S2U IBC, FL WS21 1,1651,336 1.530 1,640 2,0901,1651,450 1,655 1.775 2,270 865 985 1,12D is IBC, FL, LiS2:8c.:xan 'r'�`:. 0• t2,��,'�'."fin ` W I-13C. HGUS210 2.090 9.1U0 U.100 9,t0U 9.i0U 2090 9700 9,i00 9,100 0.100 1545 6.340 6.730 6.730 6,730 F1. i� (� 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • UpM loads for sloped/skswed 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 451. 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 bad 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 194 Acute 'side bpecoy angle Top View HHUS Hanger Skewed Right Qofst must be bevel cut) All joist nails installed on the outside angle (non -acute side), z a O 0 F 0 i 0 w Simpson �+ �o �+- �,yodCo/uctio per+ ors tom+ � These products are avarlable w4th For stainless Many of these products are approved for installation ID addttlonal corrosion protection. steel fasteners, with Strong-Ddv& SD Connector screws. For more Information, see p.15v see P. 21. See pp. 335-437 for more information. 3 r }, HTta - - ,•6fineriston{I I', ; :�. - -a _ ; (asteneis m.AOWvaf1[ed •�`:' r .�--� _ art - _ x.�.�.�_ �_dad;t.',: ; _ ` SPE(HF'Aitawahle Loads ` ' Code de(+ �JloL 3fbrght `�i •yd• ;- 8` `'Care, e p { �4�ibb>rE:t:7emFieer;:: : uiN:Oni!"lfr'r'Dp7ift 'FUobi' Of nod;:{j75), i?5j`' bl Slso); NEED. .Sduw 11D01 j115J •(125): �ooi: Wind {till) Nei.. Double 2x Sizes ;L-t1524-2••`• .,y:�R= -i3-.��'(a': �J�_NZ��c;,'.r�l,':..:809��'9 •r,980?'�i2�T�_.�-3 ::7 1:.&45. I L,•US fit :? :4 is` �H ' :.:' h'' ''l4)'D1B2' 3hh,''7yI' 1031Ft` ':i2`h-f'W','.910 885: {,905�3:090 1°70 i HHUS26-2 43Ss 14 3zrs 5% 3 (14) 0.162 x31i (6) 0.162x3'h 1.320: 2,830 3,190 3.415 4,250 f 1.135 Z435 2,745 .2,93513,655 j HGUS2-o-2 4% 12 1 3% 51fa 4 (20) 0.162 x 31i (8) 0.162 X 3'h 2,155 ' 4.340 4,850 5,170 5,575 1.855 3.730 4,170 4.445 4,795 !I ;fUSPflE:,',' ;4�e•:..T&;.;3;: ;:,7` ::2:;;Z6)'06�•x8h: •'(4)0.162K9*h6:.: $x115(29(}.'{I x30 •910 7,130; 1',280 •14365 1,743 IBC,FLi t7ri; *i (Z2 O'362� 'Ix Off, Z7S3 ,fir„ ,ZfiS' �• $j S . 1;516. 3 670 .L,1$5 :4;435 '045 LA i IGtJ�B=7,•:;.,:63$b::.:'l2; 3giss '79Ss'- Q'%,'ij36ZA�6T3r`3'�12Z;1E2Y3;$35rF460 ,48., '34Ef1_,y }Sit,7✓U'6,415`•'8;4a5,�1,930 LUS210-2 6'i s :8 3'h 9 2 (8) O,1fi2 X 3'h (30)0.162x3% (6) 0,162 X 3 h 1 �45 (1,830 2,075 2,245 2,830 1 �'$5 1,575 1.7E5 t HHUS210.2 81i 14 3N. 815 3 (10)0.162x3% 3,550i5.705 6,435 6,46^ 5,485 3.33514.905 5.340 OM HGUS210-2 8616 12 34Ss 91Ss 4 (46) 0.162 X 3'h (16) 0,162 z 3 Yz 4,095 9,100 9,100 9,100 9,100 3.520 7,460 7,825 7,825 Triple 2x Sizes jfGli526t.'4; s: "�Z_;7}!sbc:"5 'Y}r iZU��iti?X:i,?2X'Y?:�L`r�ri34•..}�85Q''"1$0 5�5i �55 8:730 ?L179:'?1,45.4.795IBC,FL tfiiVl�§6`? 3i 11'_'G�1fs:Ss}?'{36jfl:1fi2. 1i21,{ii63jfit335:� 45(ij*:764: jd 2;%30 6'415. 6;4�5 fi:415, 6415 LA i HHUS210-3 B3A 14 49A. 8rh 3 ((30) 0:162 x 3'h 1(IU) 0162 x 3% 3,405 1,5.630 6.375 6,485 6,4B5 2,930 4,840 5,485 5,575 5.575 FL r HGU5210-3 8'As 12 415/rs 9% 4 (46)0.162X3'h 06)0.1620%. 4,095 19.100 9.100 9.100 9300 j 3,520 7,825 7.825 7,825 7,825 iG179 1� 3'i :•10§5.• ^li^ :.."s l�h. ,-b ' 1557:#?Plx3'ht 120 tY 62xvi'z; `^. :t fs � '1`'#4m_:§ 1x5' 3 "= 1;��0 ?TAD' ic780 :73)1 7, 5J (BCLA rN611$21A ; '•r fi2sj j2'/q _?1=..(66),IiT62x3�'j j22j 1111i7 x41F4 Q9 I141 O1?�:la 9;9D0 .819U 8190.:$,190: 8,19Q r .� �...... ._._ -1 Quadruple Zx Sinus � `;(El}br7fi2)F3 4' `yAa"? 4d, 4@3i'51;955' :3730. 41751:.4d.45: 95 IBC, FL, HGUS28-4 7Ya 12 6%T 7% 4 (36) 0.162'x 3h (12) 0.162 x 3Yz 3,235 7,460 7,460 7,460 7,460 J 2,780 16.415 ; 6,415 6,415 6.415 LA HHUS210-4 BIA 14 61A 81A 3 (30)0.16Zx3'h (10)0.162014 3,405 5.630 6,375 6.485 6,485 2,930 4,840 5,485 5,57515.575 FL I 46S7jQr�" ,>3s` 1P'i3i.'hc ?I `. '(JG7.Q,j'fi27t3*h(4oj°0}fi2ic'lz9°i)Q �Ja1' :?71i➢' .:1DD3;529 :T87 :7,825_.7825:,7,825 i IiG13S1;-;'_ <,jG�,i;' '2s, 35s 3i)6f : fLl J,0:1ii2x'd''((?�Q:1;ti2iZy ,, r�� r88 ':r86�:77Si1 7.7?;0' I13C FLi. HGUSi4:4°;';'.f2}% :.1;6?Ss; 125ks•q, j'�6):OH2aS_Ys'-1422)D_:{62x31�i`u69�=;�5;A,12.Qt,1 :Jb125i,900'87P: S,7?0 $,710,:8110 LA 4x Sizes i , 1546;°:::T;;d3e_';i8`• 38?s:: 1:^:'x r4j�116P:X3' :yQ).d fii2Sr:3'`> 63 (117{,r 2fi 1 BC FL l)`gti•:, 47�s-,..fi2-`.3va;',:`>:�4_r�.I21.Qrlf$3't.?�)()1bfX.3''1•T_''Y4�SU" �7''.'.52raF5< 1��56 3;730 `4;17U' 4;445• $:795' JfflliuQt-.; _43Se; t13a/4.�a3`�:..i '.4jk]1FfL%°/z' (G}Q15lSY=14a1t' 83E);`.'9¢.3I15..�]i135i 2-035..2745 2,935•'3�5: WS48 43A 18 39As 631. 2 (5) 0.162 x 3'!z r (4) 0.162 x 3'/x 1.06D 1,315 1.490 j 1.610 2.0301910 1,130 1.280 1,385 1,745 IBC, R,j HUS48 61A 14 13Y. 7 1 2 1 (6)0.162x3'/z j (6)0.162x315 1,32i 1.580 1.790 1.930 2415 1135 1,360 1.540 1,660 2.075 LA HHUS48 6% 14 35A 7Ye 1 3 (22)0.162X3'h1 (8)0.162x3!'x 1,760 4,265 4,810 5,155 15,95011Sir 13,670 4,135 4,43515,145 i HGUS48 6% 12 3% 7Ai 4 (36)0.162x314)(12)0,162x3Yx 3,235 7.460 7,460 7,450 7,460 2.778016.415 6.415 6,415 6,415 t r1USgt(1 ,:.-fi11.�; 1B. $cos? Yi: $...` r2: 6A;1 9 (7. .GAY'riW`DaG2x=3ali:;yx?ii 8 ;¢295 1Y6➢ a235S:a7$5.7:930' 2;435, ti♦fiF1S`41U'4 ;39j-} ?fi x3ifii ll�jA� 62ij ?fi ? � T� M ' ;6 35: }n #4";t � i65j 4i905 5 595 :a,$ 5 575 ' 1 �iW9410t : : i3'!s' `' Sr4 9 Ss;::-4`: d4� 0.j62k_3.'F�g6j' ;16^i 3?k•. #r09. `� IDP .1 jElD. _ =5,52A' T825: `7g25. 7,825 7.825 IBC. FL.1 LA HGUS412 10'/s 12� 35/a lOYs 4 (56) 0.162 x 3 h j I20 0.162 x_3 h ' ) ' 5,695 9.0$S 9,045 9,015 9.G45 o-• =, 0u 7,-60 7,78E 7.780 7 78r, ) HGU5414 11Yrs 1 12 3% 123is 4 (56)0.162X3Yzt(22)0.162x314 5,695110,12510,12510,125101251g80018,190 8.190 8.190 6.190 Double 4x Sizes _HG1�5T37L1f} :87rro:. 42 :9or his :cal jQ6)Uti62�y3 :'.�16Q0)T62k9h•, 430*914$ ,r�i9.' 9 �5t' sb9�g2(950:.782A 820 -v20 7,821) i iF GU53712 •r'1Qr6.': ' 72 =. -7vlt'.Q.Ijaqt-� 6?fe' (2Ui 0.15$xfi:` (1;1S2R9?i .'A3$ .'3'32 090: ! 50p',. 01a-., 3;300 H1$� •4;$70 T395'95.995 9;U30 :U30. 91b30 7,995, 9;030 FL6Cf.D.152x;y'f2P) 1. Up411 roads nave been increased for earthcuaKe or wind loadhg with no further increase allowed. Reduce where other bads govem, 2. V'And (160) is a download rating, 3. Minimum heel height shown is requved to achieve h:U table loans, For less than minimum heel height, see technical bulletin T-C-FEDHEB_ a, strongtie.com. 4. Truss chord cross -grain left on may limit allowable loads in accordance w itlt ANSVTPI 1-2014. Simpson Strong-Tra' Connector Sslector'software Includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. b. bads shown are based on a two-ply 2x carrying mamuer rr&timum for nailed hangers. Wit. 3x carrying members, use 0.162' x 2TY nails in the haadp, and 0.162' x 3'.i' in the joist, with no load reduction. Vacant single 2x carrying members, use 0.148' x 11e nails in the header and 0,14B' 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. aFlo's 195 196 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns i designed spedficaly for shallow heel heights, so that j full allowable loads (with minimum nailing) apply to heel heights as low as 3r/e". Minimum and maximum ! nailing options provide solutions for varying heel ; heights and end conditions. Alternate allowable loads are provided for gaps between the end ofthe truss and the carrying member i up to'h° max. to allow for greater co, sbtiction tolerances (ma)dmum gap for standard allowable loads f is Ys' per ASTMI D1761 and D7147). See technical 4 bulletin T-C-HANGERGAP at strongtie.eom for more information. Material: 16 gauge ! Finish: Galvanized i Installation: • Use all specified fasteners: see Genera( Notes • Can be installed filling round holes only, or filling round and triangle holes for maxmum values i • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: • HTU may be skewed up to 671/z•. See Hanger Optlons on pp. 98-9g for allowable loads. • See engineering letter L-GHTUSD at strongtie.com Min. heel height portable Typical HTU26 Minimum Nailing Installation HTU26 '-Ye max gap between end of buss and carrying member HTU Installation for Standard Allowable Loads for installation with Strang-Drivee SD fasteners, (for y2' maximum gap, i Codes: See p,12 for Code Reference Key Chart use Akemate Allowable Loads.) .-,-r Many of these products are approved for Installation with Stiong•DrivO SD Connector screws, See pp. 335-337 for more information. Standard Allowable Loads (1/ace Maximum Hanaer Gar)) SIMPSOM Alternate Installation - KM28 installed on 2x6 Carrying Member VM210 simrflat' 4 e - .Mini` Dimeiisio"ns(pi aFaseiiershj';± .K� WtIFlSJlOmva6le�Fp'ads ;' SRFFllifowahla:imads. <Cairibd°;Up(!(E;:,FTooa•iSnoN S:Rpn(:!-Wfnr!~;DPGft• .�}obF'':Sn6w' Ropf'�.N(Ind,'Re1. (16� . (,Dint : �15)"1:r(125j ' (1BG) . . Single 2xSizes 'Hlil26. :. '' i)i:='1;`5f+�s,i3ii, }2gj�9&2iax1F':.i11).�,T48.xa1x •Fk its 2 555 n 4.630"t:680 SfE3, `;11EPU )k :1,D75;.[:`f85R _UT5 ;2;L15° HTl12fi(Ma>c)r:c:''SYi:' 1%' 5xFs; 8'J2; ;(20[016Zk3Tx; .��0_A;1'Sz;r7z•rs i„ °',r K. ],335 i2530 Ica: 'a3'::3;450' I6C, HTU28(Min.) 3zh ( 14 = 7'As ( 314 (26) 0.162 x 31k (1410,148014 1.235 3,820 3,895 3,895 ; 3,895 1.060 ; Z865 12,920 2,920 Z920 FL. HTU28 (Max..) 71/e lr/s 7% 33'2 (25) 0.162 %314 (26) 0.148 x 1 1rz Z020 3.820 4.315 4.655 : 5,435 1,735 : 3,285 3,710 4 005 14,675 IA Ail- :=(32)©{62a3 jA)Od48 1341 r ,"?sue ' :.1,145 '3. L5 27a'. t:2' 225 ARP ..._� . -0 fiR12a41:lMaxj�',-9ji j;1 ';97xe'T3i2:-`($2L 1;62z9''• �3c)7),�tj$%i z' :1931 '.i 7. _ rt' ? alFs;`5 {2$50:::4;G45.a aon5` ':937 t,155 - Double 2x Sizes 'tfT11`2S,•T�EiAina':�-,37,'a�.'3�ie:;SxFst315:"�2G):0�52•%3�2} ={1�.Q.1?i$_x'9,��'"Site'.,�9A�:.'.�^.�32�.z7'-?�'Er1': 1.3GSr•:j,2SOf2,09D E;255..2,'4E5'. !: _26=2 i57e HTU28-2(Min.) 37A 35;s % 314 (20)0.162x314 (14)0,1480 1,53D 3,820 4,310 3.82D 315 4.3104,310 1.315 2.86513,235 3,735 3,235 IBC, �p HTU26-2 (Max.} 7'/a 3` x 7Aa 3?. (26) 0.162 x3'h (26) 0.148 x 3 3,485 4.655 5.L25 8 Z995 3,285 3;71t.. .Y 1U.i�.53g .41610 4:0 .5 ill -mia.1.3,61g ITU21D-2(Mipj•, �35; i3y4s: 9Y%..> ".`:432f;0f62;z,3 :i:(1st)D;1i18x'�'a '- .': i lNl &1 ,�¢81 1'HTU210-2�n�t1Y;},B✓6•:,,'3?4s.:9}1'a' �:1�"1(3�'I-U�6'2.z•$'n, >j62j4):#ti,8`.Y�iY'.•� :Q=-;,�78a�1"��+;5,'P,;,';�'."J'6';$�7::3;535-i'4iG4$a�¢:�e5.�.939: •5.£l5 i. i re maximum hanger gap is measurea between me Joist (or truss) end and the carrying member. 2, Minimum heel heights remrlred for U table loads are based on a minimum 2:12 pitch. 3. Uplfft loads have been increased for earthquake or wind loading with no further increase allowed Reduce,*'here other (cads govern, 4. Wind (160) is a download rating. S. For hanger gaps between 'A' and 'A", use the Alternate Allowable loads. 6. Truss chord cross -grain tension may limit allowable loads In accordance with ANSViPI 1-2014. Stepson Strong 11ee Connector Selector' software includes the evaluation of a oss-gram tension in Its hanger allowable loads. For additional informal on, contact Simpson Strong-Tle. 7. Loads shown are based on a minimum two -ph/ 2x cenying member. For single 2x carrying members. use 0,148" x,1'F' nails in tia header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table load. S. Fasteners: Nail dimensions in the fable are listed diameter by lerKA. See pp, 21-22 for fastener information. z F Z 0 f N Simpson Strong -Tie' Wood Construction Connectors Face -Mount Truss Hanger (cont.) MIManyof these products aapproved for tristandon with Strang-Ddve' re SD Connector screws. See pp. 335-337 for more Information. Alternate Installation Table for 2x4 and 2x6 Canning Member SIMPSON!; ., Nim_ '-` fas eneis�iii • : , m DE!Sf? Ifo ife� tiedys ' ' «. , SPFIt(Fkllavtatiiexit - Y:Vdirid .Code ;,Mgt)el : r (1EeR: I : • •fld: - -' '; Hejgh�, - .1?Y!J!s}:' ;. ; :.::-:. ' - •=(:ar�rin@g;• "Ca" fi:[1"' _' s. _... _'U,�iif�-^.;'s,�1906r : i .•. .....00f :-SntlW;::on. r1;Wan`�". U'(ft Fluor•.`Stiow::.:1.. : F(.ef. .°a_- .119enibek a Meip6�t: embF[:_. _ '(10) hu :1 <'?►r' • (i1607J140)' HTU26 (tAln.) 3r/e (2) 2x4 0.162x 3Yz (14) 0,14B x t ah 925 1,470„ 1560 i,790 1,675 -,95 11,265 1.430 ! 1,5•tri 1;_ 15 + HTU26 (Max.) 5:4 (2) 2x4 (1D) 0.162 x 3',h 120) 0.148 x 1 N 1.24 1,470 1,68D 1,790 2,220 iti05 1,265 1,430 1,540 ?iD IBC. I, 711172ET?xis"7'h�'`;^�e:;j7�Gj,y62a�Yz'(?�0148aC7'(:;'s75:'•;�44�.A,�+:Sv''�':r: �Ei�='�9 ,1'4�Q5 L`530`'•,:e955;.:a00:• 33b0;:FL.LA! - -H T112iq`{fJta��; ti9�a:,, .(2; ti;G.' 3 • - -6 .,.,ip. _�'•Oj48:tic 1� '. 1--01i1] 2x3 je. 1? p�' Yfi M3 �5 90�5-:.?t3�§ :+:=c,53U ,?i8S5 '3:tlti0;. ;3,36a ��-1.. : .' ea .�.1•Yi:a 11��. , _ -.� 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the altemattve installation la 14'. 3. Wind (160) is a download rating. 4. Fasteners Net dimensions in the table are fisted diameter by length. See pp. 21 22 for fastener information. Alternative Allowable Loads (1/2 r Maximum Hanger Gap) .•.,.f�='':�IItL�...,:fi�meia�ons(n:)_ aiFa�fetlats;[4' .:..•. c<i,..i,i��°.�,..-�°��S'G;r•i�; _ •r -:judef;-- ;jel. ''N?!9HE 'xe '' ', .+ a+ i, _-::i-v_ ((glllinber%•i )*_ :4:.>-s. "till F1( tol t.5n w; - r; .', ooi'•'lAririd: _ir'. x -� =- :: ..:_:.: . • . ift'.'fl6o_r• :$ddtro ,::lionf..,llfNd. UPI: Ref. . s.,., ,:':" .,±• _ ..Rile tier:: ?,j1fi0 :(iUO:•.,.{j:7s`w"(.ti0j, j16U).' r!llm_(i,5j.5 _�iui; .1160),• : Single 2x Sizes �Sw�'_*rt_'�2oj1;62x3Fz%�1 )51.1?(8:$_1''Lz:.m" c:._ ?�� "'��'�3�r` _ 9�•.•�1a. Fy.(i :•T,513. t:5i0 j 1,5'•V.. ; NDj�16 1c33� . (L4)O J z 1Z5`jfl(i`F43�UQ' k., _ . 1 ha . 1 °� �3,955,: 1;9 si 1;955. ! i :i1I1126(A7aa). r `.5'/z' �5%`;5�q"33?•'2D)'f1162a3'i�4(2p}.4jq$?tiYz;�°?�9413;`�9fl;:ti9s: ,314 _z�a$¢' 1.04� •i:8.54:'2;0°D 2,36`.c2it5 HTU28(Min.) 3J/e' 1% 7M. (26)0.162x3rfi (14)0.148x1 1,110 3.770 3.770 3.770 3,770 955 2,825 Z825 2.825 2.825 FL, I LA i HTU28 (Max) Nk 154 71is 3 iz (26) 0.162x 3'h (26) 0.148 x 114 11920 3,620 4,315 4.655 5.015 1,695 2,865 3.735 3.490 13,765 i rj7r j. 111;(n4iri:� `3r<%;• 4e-{:`9�r, '/x;. :(3izj•4}:1621C {h,'.:(l'4):Di1 .x 'TzF Y;7a'/5,317 ,GIjU. _.a;l DUB "3 (..; �36u1 ' t �i':; :70U'"2,700, .Rt700 Y. }titi2tp'(rtda��" °.9Y�# .•1`�'s�'�*%e_:�.'��-(3�A-f6,?.�t3?�::.r32j.'[isi$B;X+4f/zt�-�`vTj705, .S;D.,26;]ka,I>,�U�d 2.30E:33,330.'�3:r6ra� 3,7,.:, •�: Double 2x Sizes (i3111fi-�1:{iu11n, °��/e i :33Se' :5�ho':tr'. ;(20J:0°i82ic'3�1'>•.(14�O.1s8'1C?31,_�a9_?:>:51?(4;DQ 1;9051265" ?205:.?�DS.2205 r ifT112E3(A9AtGG�:t'Ta1ji;;3Sz 5?Go':314D191&?aC}1'i•:20}lL1Ali:x9°;z3i''1�.40 __,• ?yt7,3vg050� 1.61a,ZP�2D6 22�5 120':2,205 HTU28-2 (Min.) 31/s l 3F. 71ie 1 3% j(26)(1.1620161 (14) 0.148 x 3 1,490 3,82D 3,980 3,980 , 3,980 1.280 2,865 2 985 2,985 2 9B5 IBC, FL, HTU28-2 (Max.) 7'/a 3sSa 715e 3'k ((26j 0.162 x 3'/s (26} 0.14E x 3 3,035 f 3,820 4 31S 4,655 0 520 2.610 r 2,BE5 ? �."•5 13, 0 4.1i(i LA 2-i►3n1•; �%'. �'f;s• t93��'�3;1�'(��;Dit62�t9�Z){i�);0:1?(nx,'�_° �'4�35-.: ��'�,,_ r��.__- . 1`31U':3 90.i 3;180':3;19b.:3.190' HiU210-2 itlex,)Yr• 3 a 5"4 3 O;ifi2,x3.'fi : ii`O.1'.4� �� 'i;B55 iR:.t5l11;$1T�6 91F .3315. '353f):,3984 A.300: ;4;655 1. The ma durum hanger gap is measurad between the joist (or truss) and and the carrying member. 2. Minimum heel heights required for tug table loads are based on a minimum 2:12 pitch. S. Uplift loads have been Increased for earthquake or wind loading with no further increase allowed. Reckme %%hee other loads govern. 4. Wind (160j is a download rating. 5. For hanger gaps between D. and fi', use the Alternate Allowable Loads. 6. Tnis chord cross -gran tension may Emit allowable loads In accordance with ANSVTPI 1.2014. Simpson Strong M& Connector Selsctor' software Includes the evaluation of cross -grain tension in its hanger alowabie Icads. For additional infomsion, contact Simpson Strong -Tie. 7. toads shown are based on a minimum two-ply 2x canying member. For single 2x carrying members, use 0.148' x 1 %z' nails in the header and reduce the allowable download to 0.70 of the table value. The agrntiable uplift is 100% of the table load. 8. Fasteners: Nall cmensions in the table are listed diameter by length. See pp. 21-22 for fastener Information. 0) 0 i+ V CO C C O U 197 ti i 8 Simpson Sarong -Tie' 6'Vocd Constriction Connectors HU/HUCIHSU■ Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonrylconcrete 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 timed in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 235e' or greater, at 1 OD% of the table load. Specify HUC, • HU is available with one flange concealed when the W dimension Is less than 21W at 100% of the table load. Specify as an W version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with t/e` x 1 V4 TWO 2 sinews (Model TT N2-25134H) for concrete and ? x 2W Titen 2 scra_: s tt-AadelTTN2-25u4H) fcrGFiIOU. Follow all installation instructions and use the loads from the sawn lumber or Et` P seca ns: Material;14 gauge Finish: Galvanized; ZMW and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titan screws for GFCMU 0/4' x 25/_' — Model TIN2-25234H) and for concrete V14" x 1 W — Model TfN2-25134H) are not provided with the hangers. • Drill the Yie -diameter hole to the specified embedment depth plus W. • Afternaatively, drill the Via -diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversl7ed-dameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchors load capacity. • Titen Installation Tool Kits are available. They include a Vrs" drill bit and hex -head driver bit (Model TTNT01-RC)-, a Y-.c" x 4W drill bit is also available (Model MD1318412). • A minimum edge distance of 1 V? and minimum end distance of 37A' is required as shown in Fq re 1 fcr full uplift load. • Wltvre nu upl ft load is roquired, a friniinunl end dislarr s of 1 z° is teem itted- Codes: See p.12 for Code Reference Key Chart HUC410 REM SIMPSON HU214 Figure 1 — HUG410 Installed on Masonry Block End Wail Figure 2 — HUC410 Installed on Masonry Block End Wall 237 Ti* eonn - 'ors Simps oh Stron - e" Woo'd �onsiruction ec, HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) a These products are wallablawf1h, additional corrosion protection. For -:nora information, seep. 15. as ners-, A 9 7' ode FC a Ref.'- dal'td, HU26 HU26X (4) 1,, x 2:K (4) Ax. 13/4 0.148 x 11& 335 1.000 335 1,545 lIU24-2 HUG24-2 (4) %x 2:Y4 (4) Y� x I:Y4 (2) 0.148 x 3 3BO 1,000 380 1 1,545 = YA� 6) A HU26-3 (Min.) HUC26-3 Cylri) (8)%x2?4 (8) V, X I N (4) 0.148 x 3 760 2.000 7E0 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12) V, x 2% (12) V4 x I N 0.148 x 3 1,135 3.000 I 1.135 3.950 IT LU2 1! HU21OX (a) 1% x 2% (B)VW-i (4) 0.148 x I 'k 545 2-000 2,415 -f-'INA 0 1 f 6 HU210-3 (Min.) HUC210-3 [W4 (14) % x 2% (14) 1/. x 11,1, (6) 0.148 x 3 1.135 1 3,500 1.135 _F_ 4.920 H1.12104(MBY-) HUC2 10-3 (May) (I E� x 2% (1 a I 'A x 1 % r,[IlO.1480 1,800 4.500 1.800 5.085 '-HU2 HU212-2 (Mina IIUC212-2 (Min.) (16) Y4 x 244 ;16)Yx13; I (6) 0.148 x 3 1,135 4,000 1 1.135 4.920 HU212-2 (Max.) KUC212-2 qvilax.) P Y4 X 2:V4 (24 1/4 x 11/4 (10) 0.148 x 3 1.350 5,085 1,350 5.085 �. �:. . . 13. I. - l-'. * U, khb* V HU214 I HU214X (l2) x 2:144 (12)1/401% (6)0.148 x 1 Yi 2.665 1.135 M 2,665 ...1.135 ^ 8 HU214-3 (Min.) HUC214-3 (lAin.1 (18) 1/. x 2:144 (18) '/4 X 144 0.148 x 3 1,515 1 4,500 1 1,515 5.085 HU214-3 HUC214-3 IMax.) (24) Y4 x 2:144 (24) Y4 x 194 (12) 0.148 x 3 2,015 5,085 2,015 5,085 Pon HU216-2(10in.) Huc216-2(krn,) Cza.)I,,,x23/, (20)Y4xlV4 (8)0.148X3 1 1,515 1 4.920 1.bIb HI.1215-2(Max.) HUC216-2(MM) (2G)1Ax1Y, I (12)0.148X3 1 2,015 1 5.085 Z015 5,085 HU7 (Min.) (tiotavallable) I Cqyx2y. I (12)11wI/, 1, (4) 0.148 x 1 Ih 545 2,980 760 I 2.980 H U7 (Max.) (Hj ayw1able) (16) x 2 V. (16) V. x 1 (8) 0.148 x 114 1,085 3,485 1,085 3.485 I-.F- Vg, 04A HUII 0411n.) (Not available) 'k22)14 x 21C (2 2) 1/4 x 1 3K (6) 0.148 x 1,A 1.135 1 3,230 1,135 3,230 Hull (Max.) (r4ol wallab(e) (311) '14 X 2144 (30)14 x 1% (10) 0.14B x I 'A 1,445 3,735 1,445 3.735 4- , pt�� Smc"245 4 ,. 238 r STAGGER JOINTS - TYP. RAISED HEEL ROOF M55E5 ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRISSE6 -SEE PLA N B/5.'CI SEE PLAN SOFFIT/FASCIA- SEE ARCH. wl RIBBON BOARD-:.. . .gi SEE SCHEDULE RIBBON BOARD- SEE FOR SPACING ( FASTENNG TO w m TRJSSES N SCHEDULE FOR SPACING ( FASTENING TO T@1SSE5 WALL 6NEA7HWG-SEE PLAN MIN. I5/32' COX PLYUIOOD OR Tllb' OSB WITH ad GUN NAILSCEILI:G- SONRY WALL- (0J3I' X 2 I/J') 0 &' OL. TOJ RIBBON BoARD6 UPLIFT/514EAR SEE PLAN i ANCHOR EACH UPLIFT/SHEAR ANCHOR B/SK -4 SEE PLAN TRJ65- SEE FLAN SONEDULE EACH TIdJS5 - SEE PLAN _ __ DO NOT FASTEN RIBBON BOARD MASONRT.WALL- _ rNOTE ADD L FRAMING NOT INTO END GRAIN OF ROOF TRUSS SEE PLAN I SHOWN FOR CLARITY BOTTOM CHORD �-� RAISED HEEL TRU55 BEARING/ 6� RAISED HEEL TRESS BEARING/ A 1 eamffs SKI xue, xra SKI RIBBON SCHEDULE PE61GN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Yul(•I65 MPH (2) 12d GUN (0,131' X 3'1 (Yaed•128 MPH) 2X4 6PF'2 24' To EACH TRU55, (4) EXP. B, NAILS AT JOINTS ENCLOSED_ -.---. •. .. ...__._... ___ wit-100 MPH (2)12d GUN (OJ31' X 3'1 (Ya5d-1313 MIN) 2X4 SFFn IS, To EACH TRUSS, (4) EXP. C. NAILS AT JOINTS ENCLOSED 22 M U xq9 ?QQ99� ;ssa iy F� 0 0 anm SK.1 r Piggyback Detail - ASCE 7-101 180 mph, 30' Mean Hgt, Partially Enclosed, Exp, C, Kzt=1,00 180 mph Wind, 30.00 ft Mean Hgt, ASCE 7-10, Part. Enclosed Bldg, located anywhere In roof, Exp Co Wind DL= 5.0 psF (min), Kzt=1.0. Or 160 mph wind, 30,00 ft Mean Hgt, ASCE 7-10, Part, Enclosed Bldg. located anywhere In roof, Exp D, wind DL= 5.0 psF (min), Kzt=L.C. Notes Top chords of trusses supporting plggyback cap trusses must be adequately braced by sheathing or purons. The building Englneer of Record shall provide diagonal bracing or any other suitable anchorage to permanently restrain purilns, and lateral bracing for out of plane loads over gable ends. Maximum truss spacing Is 24' o.c. detall Is not applicable If cap supports additional loads such as cupola, steeple, chimney or drag strut loads, ON Refer to Enalneer's sealed truss design drawing far pIggyback and base truss specifications. Piggyback cap truss slant nalled to all top chord purlin ++ Flat top chord purllns required at both ends and at a maximum bracing with (2) 16d box malls (0.1351x3.51) and secure top of 24' Intervals unless otherwise noted on base truss design chord with 2x4 #3 grade scab Q side only at each end) drawing. Attach purlin bracing to the flat top chord using a attached with 2 rows of 10d box nails (0.1281x3') at 4' a.c. minimum of (2) 16d box malls (0435'x3,5'), Flat Top Chord <= 36' Up to 12 31 ♦Otc— See Note ++ Top Chord Scab (Typical Each End) a In addition, provide connection with one of the following methods, Trulox 28PB Wave Plaavback Plate Use 3X8 Trulax plates for 2x4 chard member, and One 28PB wave pl gyback plate to each face 3X10 Trulox plates for 2x6 and larger chord pp, gg o, Att I, eeth to I back at ti oP members, Attch to each Face fl 8' o,c with (4) fabrlca ion. €tach to supppor mg truss w� YL 0,120'x1.375' nails Into cap bottom chord and (4) (4)p0,120'x1.375' malls per Face per ply. In ba3e truss top chard, Trulox plates may be to hyIoaack fa plates may be staggered 4 o.r— Front staggered 4' o,c, front to back faces, APA Rated Gusset 2x4 Vertical Scabs 8'x8'x7/16' (min) APA rated sheathing gussets 2x4 SPF H2, full chord depth scabs (each Face). (each face), Attach a 8' o.C. with (8) gussets Attach a a' o.c. with (6) 10d box nails (0.126'x3'), Cgd 3'x2') malls per gusset, (4) n cap bottom per scab, (3) In cap bottom chard and (3) In chord and (4) In base truss top chord Gussets base truss top chord Scabs may be staggered may be staggered 4' o.c. front to back faces. 4' o.c, front to back faces. VAfd7M— LEAD Ale! FULL" ALL NOTES CH MOM ..ePnRrAxr FLwm THIS wAvwe TO ALL fa1nlAm= BID. O TFE INSTALLERS. Liu u u �.rr� Alpin., a dvlskn .F ITV &ailtl�o Conpon.nt. fvrouu lac, .poll not br nspmuibl. For an drvlat,on f AN ITW06MP4NY this dre.irq, an folLre to bind the trusd 41 mnFarnnncr with ANSL/TPt 1. or for hnndlnp, rhppnp. HstollatWn 1. braphq of tnmws. .r.A —L .n Wr d-*q a ar.r Qds.shv thl..Fa.ha, Id-i" acc.ptonc. of Proftss4nl Far an- y s�rvc�tw� IG the nNYWonsWkY of th. Hulldne YANSVTPI I S_ ��a 13380 L.Wfr.nl Dd. For norr Information su this ,ph's y.n.ral n.t.s pne. d these wb sltas- E.M1h City. M083096 ALP[NO wrnlph.la.c.,u TPL .w.tphct.oral SBCA, .rr.d, dUstnyarel ICC .wlcrs.f.arw SPACING 24.0' F PIGGYBACK TE 10/01/14 WG PB180101014 �, i 'A 41 .-a co _V. 4. C" Ud f :g fn L CL+.- r. C. "F CL IA 7Z-V - a d -a iR z14 . az in -Cb L 0 CD-U -4- ►TA u - - u C, I.. "rzl -to x og ti, Iff d 41 �4 4� x -C >" -.5.07% U:o iL II. a Efu d-P, -1� ca %D-U. u Z 0 ai. 4- _:m iL tN u F_ r rt. c 0 ix cs. U, cu lb col .-0 U - 'a 't 'i mID k 0 13: d iv n 0- :CDd4. CL&:.. tU 0 S_ 3.N :I- .O,d tb a IM—E ar-P O. 0 _u L..!L P:d: CL IA .0 M.O. 1: -a 7E Q Y .0 C3 -P - d-�k -jt3 L:�4'b ut— pq 0 CL u Co d'!L a -a .d 4d: r-:y Ufa N. X4 in a CL cr cs w 0-1-d-L L. 0 -0.1- 41 PZ d Wf_3 U-1- u + + 4p: CL- Aft 7m. -d In IA a -m' 0 JR.O. L Wr 2 (U 01 X U A� 50 — - �r U �.- - ` L. ts _Q In UwL"�p CL� 0. 0 Ic "d V.F. E, ' CS . -fj+�J: -b w-A v a U 0 jL u u.m. -d' UP 4- rL -tjo- h I.,. I.U. 4:Z�r '.Ij criX, 0 0) 0 ts d ts— Pi CD (U Gi.— u S_ u t2. -Cu*4t: 0 CS 'cic' ' C5 . 20, O:s cs cr L w, 0 4i 'a m �6' 6J.1i CL AD.g; 0 as in ,a- c3 cs Fq .'r :L-Re EC) .n d• L.-Ic E: 3 �551"--F—T —1 .13 0 cr L"MOPT-00 Oj [a o C 'u d' EX: -C d4.. O' CUW .14 o ij to .T9 !IM ,Ra ;o a a .0 CD, x L.�D COG. 0 0 ;P X, Ot . a -P L. c;- .0 ,;E n' 0; ck.� 6 H -u A: CL L .01 u C4 :z d Co- 10 E3 ss, � igh lz 4 * .0 O Al 0. <' J z 0 a0aim.Lt. [.dn n p.A:!oq. x �Ow) . .. ...... .... .... *'itRlqA Yff PH, ?sqcp .P.A'.H. o- a-PlbPAr' fo'AOW.aL 51s uo P'*. 'af;P,*4,5 S: (a).wi .O.H. PAR IT pulm -a ti pUIM Im fool, PLA - Vg!d j�..9*=.j.C[ pUlm P.0 ,q4o.q ouo V I "b .... . :P-uJP :Li'-w .0. N 7T V lQ. ........ .. ... rvil", P . ... ......... ......... I. 0 h 4 1 M . . :RAN Ait N;"G:,.; ..... CA.... f5d, Wgbt- ........ "In P. mph-; w ps.-O-4. ml T.- xbd Q. il). '4:5, e, in dci 'e h' JV of:t5mg., "OLt'd, . ......... 'Rr" -A: .5. . .. ....... ........ ... .. .......... ....... ....... ..... . ............ .1.1 1 , -for' - - : "0 . ... ..... ........ :K brm: ...... pog-; ir qr,. ..... po NO gp .. ..... ..... N . .... .. .... T� dil . .. . . . . . . . . . ... . . . . . . . . . . . -k I : 1 TER - Vl?TEPFT Ml0 E14 T :. - .. . Ji gal R J 4v '105 OMI.-A •Mia,-Af "'Al SPIN . ....... MEAN USFUN' M CT ORRHAR ;q A. " 1 JAI 5 n rAild fcf .11, m ",•gip S7 Ml A MULM, r a 1: b; r. t OJ 4 WGJ k 6-4409 HEAV .4'U" dOClitT rd he* beenWectoNcaRf signed Alpine; an ITW Company 05 and Se"dUS1,49aDOWS3�8 f�01ftd 6750 Forum Drive, Suite 821 copies wiftLt an ilr gina l sigrgt o try bfl Orlando, FL 32821 5-6001 Yededt ingi*?t8o ginO@4flG$ CY9t o1. ALPINE Phone:'..alpin5tw.co ,,�e+cus++s�►,,,, AN,TW COMPANY www.alpineitw.com IjJ{f' ^� CpOA 90 278 • j ' 10/29/202,J $ite"fr�o>•maiEditl Pa a 4:# Customer Car enter Contractors of America lJobNumber N362326 Job, Description: 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Address: Job a ineerin Criteria; Design Code: FBC 7th Ed. 2020 Res. tntelliVlEW Version: 20,02.00A JRef#: 1Xa289750038 Mind Standard. ASCE 7-16 Wind Speed (mph)::6:Design Loading fpsO: 37.00 BuildingType: - Closed This package contains general notes pages, 34 truss drawing(s) and 5 detail(s). item Drawr`ag Number ,.. :Truss , . 1 302.21,1202.46148 Al 3 302.21.1202.46164 A3. 5 302.21.1202.46087 A5 7 302.21.1202.46586 A7 9 302.21.1202.46945 A9G 11 302.21,1202.46368 B2G 13 302.21.1202.46837 L1 15 302.21.1202.46321 EGE 17 302.21.1202.46821 EJ3 19 302.21.1202.46305 CME 21 302.21.1202.46884 CJ1 L 23 302.21.1202.46399 EJ7 25 302.21.1202.46149 CJ5A 27 302.21.1202.46774 CJ52 29 302.21.1202.46680 CJ3A 31 302.21.1202.46633 CJ1 33 302.21.1202.46838 HJ3 35 A16015ENC101014 37 A16030ENC101014 39 GBLLETIN011:8 It@TiT (3F8V4tlr1 .NUrrlt 'r TfU$s 2 302.21.1202.46664 A2 4 30221.1202.46759 A4 6 302.21,1202,46555 A6 8 302,21.1202,46462 A8G 10 302.21,1202.46570 131 12 302.21.1202.46337 MEG 14 30121.1202.46883 L2G 16 302.21.1202.46103 EME 18 302.21.1202,46509 CJ5E 20 302.21 A 202.46414 CJ'1 E 22 302,21.1202.46930 MG1 24 302.21.1202,4661.8 EJ72 26 302.21.1202.46088 CJ5 28 302.21.1202.46179 CJ3 30 302.21.1202.46695 CJ32 32 302.21.1202.46742 HJ6E 34 302.21.1202A6398 HJ7 36 A16015ENG160118 38 A16030ENC160118 Florida Certificate of Product Approval #FL1999 Printed 10/29/2021 1 :11:12 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters 61, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.org. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2of3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.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: 674901 HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef: 1 Xa289750038 T6 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46148 Truss Label: Al / FV 10/29/2021 6'1"4 + 12'2"9 18'3"4 + 21'4"12 27'5"7 6'1"4 6'1"5 6'0"11 31 "8 t 6'0"11 _-5X5 =5X5 E F 39'8" 33'6"12 + 39'8" 6'1"5 6'1"4 910" 10' 10' 9.101, 9'10" 19,10" 29'10" 39'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: If EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 22.84 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #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)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.259 L 999 360 VERT(CL): 0.481 L 983 240 HORZ(LL): 0'097 K - - HORZ(TL): 0.179 K Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.663 Max Web CSI: 0.392 VIEW Ver: 20.02.00A.1020.20 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1546 /- /- /861 1785 /303 N 1546 /- /- 1861 1785 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1981 - 3037 F - G 1518 - 2011 C - D 1835 - 2773 G - H 1835 - 2773 D - E 1518 - 2011 H - 1 1982 - 3037 E -F 1525 -1892 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2726 -1720 L - K 2369 -1414 M - L 2369 -1433 K - 1 2726 -1702 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 453 - 75 L - F 521 - 323 D - L 555 - 703 L - G 556 - 703 E - L 521 - 323 G - K 453 - 76 "'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly ,iid ceilincl Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310, ile._ AppTy plates to each face. of truss and position as shown above and on. the Join Details, unless noted otherwise. Refer to a division of ITW BuildinlgComponents Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the conformance with ANSI/TPI 1, or for handling, shipping,. installapon.and bracing of trusses. A seal on this drawing or cover pa e `1is drawing indicates acceptance of professional enpineenng responsibility solely -for the design shown. The suitability and use of Phis I for any structure is the responsibility of the Building -Designer per ANSIrrPI 1 Sec.2. ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 3282' SEQN: 67491 / HIPS Ply: 1 Job Number: N362326 Cust: R8975 JRef:lXa289750038 T12 ! FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 ! 4EHB 12601 / HAYDEN EXPRESS Dnallo: 302.21.1202.46664 Truss Label: A2 / WHK 10/29/2021 6'14 12'2"9 17' 22'8" 27'S"7 6'14 6'1"5 4'9"7 5'8" 4'97 9'10" 9'10" Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 22.58 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1; Bot chord: 2x4 SP 2400f-2.OE; 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 0.1280" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. �5X5 =5X5 E F 39'8" 10, 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 10, 29'10" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.264 L 999 360 VERT(CL): 0.466 L 999 240 HORZ(LL): 0.091 K - - HORZ(TL): 0.160 K Creep Factor: 2.0 Max TC CSI: 0.680 Max BC CSI: 0.542 Max Web CSI: 0.323 VIEW Ver: 20.02.00A.1020.20 10/29/2021 L"12 39'8" 61"5 6'1"4 9'10.1 1� 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1645 /- /- /867 /786 /284 N 1645 /- /- /867 /786 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Brg Width = 8.0 Min Req = 1.5 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 2105 - 3292 F - G 1649 - 2207 C - D 1949 - 3025 G - H 1950 - 3025 D - E 1649 - 2207 H - 1 2105 - 3292 E - F 1674 - 2198 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2958 -1835 L - K 2568 -1513 M - L 2568 -1532 K - 1 2958 -1817 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 456 - 81 L - F 590 - 280 D - L 494 - 708 L - G 494 - 708 E - L 590 - 280 G - K 456 - 81 **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 �roper)y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates 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. Aline, a division of ITW Buildincc�LComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the a+mvcorwnuv tr ss in conformance with ANSI PI 1, or for handling, shipping,, Installs ion and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawingg indicates acceptance of professional engineering responsibility solely for the design shown. The suitabili and use of This Suite For drawing for any sTructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.305 For more information see these web sites: Alpine: al ineitw.com• TPI: t inst.or ; SBCA: sbcindustry.com; ]CC., iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67492 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa289750038 T11 / FROM: RAA Qty. 2 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 302.21.1202.46164 Truss Label: A3 / WHK 10129/2021 M m fD 4X6(B2) 7'8"6 + 15' + 19'10" 24'8" 78"6 7'3"10 410 4'10" =_5X5 1112X4 =5X5 D E T3 F 31'11"10 39'8" 7'3"10 III6X8 DL =8X8 �� 1116XB 39'8" 10, 10, 'f 9'1100: 19,10" 29'10" 91101. 39'8" 1 c2 t0 �18'8"12 =4X6(B2) 1� 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 L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.278 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.480 E 985 240 B 1692 /- /- /874 f789 /255 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.092 J - - M 1692 /- /- /874 1789 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ TL : 0.159 J ( ) Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 22.16 ft Building Code: Creep Factor: 2.0 B Br Width = 8.0 Min Re 1.5 9 q = Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.757 M Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.840 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.385 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 B - C 2277 -3391 E - F 2062 -2703 Lumber C - D 2224 - 3172 F - G 2225 - 3172 Top chord: 2x4 SP #1; T3 2x4 SP #2 N; D - E 2062 -2703 G - H 2277 -3391 Bot chord: 2x4 SP 2400f-2.OE; B2,B3 2x6 SP #2 N; Webs: 2x4 SP #2 N; W1,W4,W7 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom B - L 3045 -1981 K - J 2456 -1533 chord live load in areas with 42"-high x 24"-wide L - K 2456 -1552 J - H 3045 -1963 clearance. Wind Maximum Web Forces Per Ply (Ibs) Wind loads based on MWFRS with additional C&C Webs Tens.Comp. Webs Tens. Comp. member design. C - L 447 -349 K - F 411 -252 Wind loading based on both gable and hip roof types. L - D 639 -300 F - J 639 -300 D - K 411 - 252 J - G 447 - 349 ti�lfatetPiTaflteeaei E-K 389 -207 ' • It,7rf g'l'� • _• �f�j i 0 /� /g � or 0.708 1 0 I r �+ ® • o � 0 9 S AT 0 �» �3 COA AL shrA A719�16'� 10/29/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling, shipping, installinq_and bracing. _ Refer to and follow the latest edition of per tlC Ji. unless notea otnerwise, top cnora snail nave propery attacnea structural sneatning ana Dottom cnora snail nave a properly d ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310, cab�e. Apply plates to each faceof truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE Is 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW BuildinggComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the MMCOWAW conformance with ANSI 1, or for handling, shipping,, installa ion.and bracing of trusses: A seal on this drawin or cover pare 675o Forum Drive 1is drawing indicates acceptance of professional encllneering responsibility solely -for the design shown. The suitabilify and use of this Suite Fos for any structure is the responsibility of the Building DDesigner per ANSIIfPI 1 Sec.2. ,e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67493 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa289750038 T10 / FROM: RAA Qly: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 302.21.1202.46759 Truss Label: A4 / WHK 10129/2021 T7'4 13' 26'8" 23"11 73946"03 6105711 ''"455 10 " -- J :5X5 1112X4 T2 =5F5 D E 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 " 9.10" 9'10" III6X8 =8X8 yJ 1116X8=4X6(B2) 10, 19,10" 39'8" 10, 29' 10" 91101, "8 - 39 39 Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.292 E 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1657 /- /- /875 /790 /225 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.512 E 925 240 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.089 J - - M 1657 /- /- /875 f790 /- EXP: C Kzt: NA HORZ(TL): 0.156 J Wind reactions based on MWFRS Building Code: Mean Height: 21.75 ft Creep Factor: 2.0 B Br Width = 8.0 Min Re = 1.5 9 q TCDL: 4.2 psf p FBC 7th Ed2020 Res. Max TC CSI: 0689 M Erg Width = 8.0 Min Req = 1.5 BCDL: 5.0 psf . TPI Std: 2014 . Max BC CSI: 0.778 Bearings B & H are a rigid surface. MWFRS Parallel Dist: h/2 to h Bearings B & H require a seat plate. C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.748 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft all: :20(0) 1 FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) Gend Plate Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber B - C 2451 - 3301 E - F 2514 - 2994 C - D 2372 - 3073 F - G 2372 - 3073 Top chord: 2x4 SP #1; T2 2x4 SP #2 N; D - E 2514 -2994 G - H 2451 - 3301 Bot chord: 2x4 SP 2400f-2.OE; B2,B3 2x6 SP #2 N; 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 B - L 2960 - 2140 K - J 2537 -1811 chord live load in areas with 42"-high x 24"-wide L - K 2537 -1830 J - H 2960 - 2122 clearance. Wind Maximum Web Forces Per Ply (Ibs) Wind loads based on MWFRS with additional C&C Webs Tens.Comp. Webs Tens. Comp. member design. L - D 504 -171 K - F 590 -511 Wind loading based on both gable and hip roof types. D - K 590 - 511 F - J 504 -171 E - K 645 -388 `p ®im®®e0ao o * lot 6 's it d 0 7.0 p 1 i lP Q � ® 6 s � @o T w O P �W h �a_o ®fie®a0®aH NaP INWH{ 10/29/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH'THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r 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 ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, Apply face Join Details, Refer to as applicable. plates to each of truss and position as shown above and on the unless noted otherwise. drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildinQComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professional enppr�neenng responsibilitty� solely -for the design shown. The suitability and use of this drawing for is Building-Des!gner ANSI/TP1 1 Sec.2. AN 1W COMPANY 6750 Forum Drive Suite 305 any structure the responsibility of the per For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67494 / HIPS Ply: 1 Job Number: N362326 Cust: R8975 JRef:1Xa289750038 T9 / FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46087 Truss Label: A5 / WHK 10/29/2021 7'4"4 11' 16'11"4 228"12 28'8"4 37 12 32'3"12 39'8" 4 3'T'121 + 5'11"4 5'9"8 5'1} 7'4"4 =5X5 =5X5 =4X4 =5X5 D E F G T5 u�2C4 ai2F4 (a) W (a) o W6 n A B I J 18'8"12 4X6(62) -RX10 B2 =8X8 63 -8X10-4X6rB21 39'8" 10, 10, 9'10.. 9'10" 19,10" 2910" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.307 L 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.569 L 831 240 B 1546 /- /- /872 R91 /196 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.094 K - - N 1546 /- /- /872 /791 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ TL 0.173 K ( )� Wind reactions based on MWFRS NCBCLL: 00 Mean Height: 21.33 ft BuildingCode: Creep Factor: 2.0 p B Brg Width = 8.0 Min Req = 1.8 0. Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.890 N 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: 0.825 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.314 Members not listed have forces less than 375# Loc. from endwall: not in 9.0o ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 B - C 2614 -3016 F - G 2270 - 2353 Lumber C - D 2542 - 2800 G - H 2542 - 2800 Top chord: 2x4 SP #2 N; D - E 2271 -2354 H - I 2615 - 3016 Bot chord: 2x4 SP #1; B2,133 2x6 SP #2 N; E - F 2947 -3107 Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint Chords Tens.Comp. Chords Tens. Comp. to be equally spaced. Attach with (2) 8d Box or Gun B - M 2698 -2287 L - K 3032 -2643 nails(0.113"x2.5",min.). Restraint material to be M - L 3030 -2659 K - 1 2698 -2268 supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR Maximum Web Forces Per Ply (Ibs) restraint. substitute (1) scab for (1) CLR and (2) Webs Tens.Comp. Webs Tens. Comp. scabs for (2) CLR'S where shown. Scab M - D 823 -601 F - K 956 -817 reinforcement to be same size, species, grade, and 0.128x3" �titi6fttilrtttihl�rp M - E 951 - 814 G - K 825 604 80% length of web member. Attach with gun nails @ 6" oc. r, ��fr�. Wind Wind loads based on MWFRS with additional C&C�'��,��.`+ i Qeoeaeo.oa.g member design. y ( ad y Wind loading based on both gable and hip roof types.}a7,8 ; a o ► 0 ®Z, �q/� Q�,.ra oaf°♦ ��``� COA #Off i, ,1 Nth � 10/29/2021 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the 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 Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the AN mvcoAwANr truss in conformance with ANSI Q PI 1, or for handling, shipping,. installation and bracin4 cf trusses. A seal on this drawingor cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili_$ solely -for the design shown. The suitabili and use of this Suite 305 drawing for any sQructure 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: 674951 SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa289750038 T20 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46555 Truss Label: A6 / WHK 10129/2021 � 1'10' 7'1"1 10'10" 19'10" 24'8" 30'B" 32' 5 39'8" 7'1"1 3'8"15 i 7'2" � 4'10" r 6, 1,7�7'4„11 =5X5 1112X4 D =6X6 r -5X5 =5X5 i 39'8" 1' 9'10" + 10, 9'10" r i 10, 1' 9'10" 19,10" 29'8" 39'8„ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DefI1CSl Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.384 F 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.712 F 664 240 B 1546 /- /- /855 /788 /193 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.104 L - - 0 1546 /- /- /859 /791 /- Des Ld: 37.00 EXP: C Kzt: NA () HORZ TL : 0.193 L - Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 21.30 ft Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.896 0 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: 0.836 Bearings B & J are rigid surface. Bearings B & li require seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.917 Members not listed havea forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(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 2618 -3005 F - G 3611 -3760 C - D 2523 - 2780 G - H 2615 - 2776 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 2200 -2352 H - 1 2614 -2789 Bot chord: 2x4 SP #1; E - F 3612 - 3761 I - J 2684 - 2992 Webs: 2x4 SP #3; W4 2x4 SP #2 N; Wind Maximum Bot Chord Forces Per Ply (Ibs) Wind loads based on MWFRS with additional C&C Chords Tens.Comp. Chords Tens. Comp. member design. B - N 2688 -2277 M - L 3452 -3105 Wind loading based on both gable and hip roof types. N - M 3197 - 2820 L - J 2675 - 2328 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. N - D 1865 -1705 M - G 400 - 308 N - E 1923 -1815 G - L 1049 - 654 t}$1416tP118}plt/i0�r E - M 645 - 713 L - H 867 - 679 p�>o F - M 561 -352 ■° s �o. 7.,0%81 f 4 m �o r lei t 4" �ry i o + y P 7 COAL (( 0 N A `tat 1t4111 10/29/2021 "`WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for 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 bracingg installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face of truss and position as shown above and on the 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 BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANm COWAW truss in conformance with ANSIII PI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of This Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/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: 67496 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa289750038 T8 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46586 Truss Label: A7 / WHK 10129/2021 7'12 9' 16'8" 23' 3U8" 32'6"14 39'8" 7'1"2 1'10'14 7'8. 6'4" 7'8" 1'10'14 7-1 "2 �I SO 16.3 .5X5 =04 =5X5 =5X5 12 ?X4 D E T2 F T3 G „9Y4 9'10" 9' 10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.91 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T3 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 39'8" 10, 10, 910 } 11 19,10" 29'10" i 39'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.367 L 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /864 /827 /166 Lu: NA Cs: NA VERT(CL): 0.681 L 694 240 Snow Duration: NA HORZ(LL): 0.110 K - - N 1546 /- /- /864 /827 /- HORZ(TL): 0.203 K Creep Factor: 2.0 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.898 N Brg Width = 8.0 Min Req = 1.8 TPI Std: 2014 Max BC CSI: 0.869 Bearings B & I are a rigid surface. Rep Fac: Yes Max Web CSI: 0.320 Bearings B & I require a seat plate. FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 B - C 2761 - 2998 F - G 2686 - 2758 WAVE C - D 2709 - 2811 G - H 2710 - 2812 D - E 2685 - 2757 H -1 2762 - 2998 E - F 3607 - 3700 1� `�7M4dBVOaoO,B fj, % a o o.708 i a e B 0 B 0 � 8 0 .B j� f �` P `% PCOA 10/29/2021 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2681 - 2420 L - K 3612 - 3366 M - L 3615 - 3388 K - 1 2681 - 2402 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - M 776 - 568 F - K 1200 - 989 M - E 1205 - 992 K - G 773 - 564 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attacheU rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabge. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. 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 ANrrWCOWAW truss in conformance with ANSI�I PI 1, or for handling, shipping,, installation and bracinctof trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enpsneering responsibility solely -for the design shown. The suitabili y and use of this Suite Fos drawing for any sgructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821 SEQN: 674991 HIPS Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1Xa289750038 T14 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 302.21.1202.46462 Truss Label: A8G / WHK 10/29/2021 2 Complete Trusses Required ' 13'S"14 19 7'10" 26'22 f 7' + 6'' 6'4"2 6'4"2 12 =6X6 =4X4 =8X8 =4X4 5 E__1 C D T2 E F T3 T 32'8" + 39'8" 6'5"14 7' =6X6 G 1112X4 =8X8 =3X8 =8X8 1112X4 1' ::1 '10"4 6'5"14 6'5"14 6'5"14 6'10"4 1 13'4"2 '1 19'10" 26'3"14 6'5"14 1 6'10"4 32'9"12 39'8" 1� T 1 , 8'8"12 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): 0.434 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.813 E 581 240 B 3115 A /- /- /1614 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.071 C - - 0 3115 A /- /- /1614 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ TL : 0.133 C ( ) Wind reactions based on MWFRS Noffit: 0 0 Mean Height: 20.50 ft BuildingCode: Creep Factor: 2.0 p B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 . TCDL: 4.2 psf BCDL: 5.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.542 0 Br Width = 8.0 Min Re 1.8 q Load Duration: 1.25 psf MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.411 Bearings B & H are a rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Re Fac: No p Max Web CSI: 0.743 Members not listed have forces less than 375# Loc. from endwall: NA FT/RT:20(0)/l0(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 B - C 1762 - 3442 E - F 2781 - 5458 Lumber C - D 2492 - 4892 F - G 2493 - 4893 Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; D - E 2781 - 5458 G - H 1763 - 3443 Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Nailnote Chords Tens.Comp. Chords Tens. Comp. Nail Schedule:0.128"x3" nails B - N 3147 -1600 L - K 4957 -2539 Top Chord: 1 Row @12.00" o.c. N - M 3136 -1600 K - J 3137 -1601 Bot Chord: 1 Row @12.00" o.c. M - L 4956 -2539 J - H 3148 -1601 Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Loading #1 hip supports 7-0-0 jacks with no webs. C - M 1951 - 991 L - F - 267 Wind t8laesatolrr�=+p� Jt»!fl 488 M - D 488 - 672 F - K 488 - 672 D - L 554 -267 K - G 1951 -991 Wind loads and reactions based on MWFRS. f Wind loading based on both gable and hip roof types. ® �0+°4� •Oa°O+t� �'�� s s t p s e o � r 4 a �* S T r 66 9 �I COA AIL >hen I D/29/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached r! id ce!lin Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, as applicaRe. A . 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 BuildinggComponents Group Inc. shall not.be responsible for any deviation from this drawing, any, ny failure to build the ANMCOWAW truss in conformance with ANSI PI 1, or for handling, shipping,, installatlon and bracinctgof trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawingg indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitability and use of )his Suite Fos drawing for any sffucture 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; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67500 / SPEC Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1Xa289750038 T38 / FROM: HMT Qly: 1 7A5/320 ,4EHJH .01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46945 Truss Label: A9G / WHK 10/29/2021 2 Complete Trusses Required 7' 1 "4 10' 10" 19' 10"4 24'8" r 7'1"4 'i' 3'8"12 3'10" 'i' 5'2"4 '( 4 =5X5 D ,2 5 F,7-- kk2X4 =8X8 1112X4 =8X8 T C E F T3 G o rn -4X6(A1) (a) BB A 1 69 N M B3 =8X10 =H1014 39'8" 10' 10' 7'e" 10' 20' 27'8" 32'8" 39'8" 8' T T4 -8H8 T W ro N 4X8(B1) ff ::::��* 111 _+18'8"12 1112X4 5'112 + 6'10"4 1 32'9"12 39'8" 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 L/defl L1# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.426 F 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.789 F 598 240 B 2756 /- /- /- /1633 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.092 D - - 0 3785 /- /- /- /2265 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ 0.170 D - - (TL )� Wind reactions based on MWFRS Noffit: 0 0 Mean Height: 21.30 ft Building Code: CreepFactor: 2.0 B Brg Width = 8.0 Min Req = 1.6 Soffit: 0.00 . TCDL: 4.2 psf BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.730 0 Brg Width = 8.0 Min Req = 2.2 Load Duration: 1.25 P MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.479 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.791 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, HS VIEW Ver: 20.02.00A.1020.20 Lumber Wind B - C 1792 -2983 F - G 3944 -6563 C - D 1688 - 2876 G - H 3368 - 5683 Top chord: 2x4 SP #2 N; T3,T4 2x6 SP SS; Wind loads and reactions based on MWFRS. D - E 1476 -2504 H - 1 2532 -4224 Bot chord: 2x6 SP SS; B3 2x8 SP 2400f-2.0E; Wind loading based on both gable and hip roof types. E - F 3951 - 6570 Webs: 2x4 SP #3; W8 2x4 SP #2 N; Bracing Additional Notes Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SR6 or better continuous lateral restraint WIND LOAD CASE MODIFIED! Chords Tens.Comp. Chords Tens. Comp. to be equally spaced. Attach with (2) 8d Box or Gun B - N 2713 -1619 L - K 3865 - 2314 nails(0.113"x2.5",min.). Restraint material to be N - M 6151 - 3100 K - 1 3869 - 2310 supplied and attached at both ends to a suitable M - L 6323 - 3909 support by erection contractor. Nailnote Maximum Web Forces Per Ply (Ibs) Nail Schedule:0.128"x3" nails Webs Tens.Comp. Webs Tens. Comp. Top Chord: 1 Row @12.00" o.c. N - D 1975 -1124 G - L 797 - 897 Bot Chord: 1 Row @12.00" o.c.ittsttrtua,t/+fPttjt N - E 2091 - 3404 L - H 2117 -1255 Webs : 1 Row @ 4" o.c. Use a ual s acin between rows and sta er nails �o t�+ova, E - M 1625 - 973 in each row to avoid splitting. gg ., l�....�.... a4 �" re�� Special Loads 0�``®q�y��E �r 9 ------ (Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 22.60 a ; TC: From 28 plf at 22.60 to 28 plf at 32.67 _$ s ® Z0$ TC: From 55 plf at 32.67 to 55 plf at 40.67 m ; BC: From 20 plf at 0.00 to 20 plf at 22.60 m BC: From 10 plf at 22.60 to 10 plf at 32.64 BC: From 20 plf at 32.64 to 20 plf at 39.67 a' v e• TC: 177 lb Conc. Load at 22.60,24.60,26.60 TC: 169 lb Conc. Load at 28.60,30.60 r' ®@ a me•4• TC: 380 lb Conc. Load at 32.60 a` °•:,o..� P,.b BC: 1445 lb Conc. Load at 21.14 V BC: 129 lb Conc. Load at 22.60,24.60,26.60 81 BC: 127 lb Conc. Load at 28.60,30.60 COA #�l t Junsalfos+��° BC: 491 lb Conc. Load at 32.64 10/29/2021 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices Prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. 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 BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANrtwcouANr truss in conformance with ANSI 1, or for handling, shipping,, installs ion and bracin of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enppmeering responsibili solely -for the design shown. The suitabili y and use of This Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/Wl 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67475 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:lXa289750038 T2 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46570 Truss Label: B1 / WHK 10/29/2021 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 " 9' I 12'8" 9' 3,8" 9'1"12 9'1"12 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.91 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. =5C8 T2 5XD5 21' 3'4"8 12'6"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 2V 8'4" 8'2"4 20'8"8 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.036 G 999 360 VERT(CL): 0.066 G 999 240 HORZ(LL): -0.015 H - - HORZ(TL): 0.026 E Creep Factor: 2.0 Max TC CSI: 0.822 Max BC CSI: 0.757 Max Web CSI: 0.949 Ve r: 20.02.00A.1020.20 t 0. 10/29/2021 �3"8 '2' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Lac R+ /R- /Rh /Rw /U /RL B 850 /- /- /475 /536 /137 F 778 A /- /396 /486 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 1163 -1274 D-E 1136 -1241 C - D 1178 -1073 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1088 - 958 H - G 1093 - 956 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G - E 825 - 717 E - F 708 - 706 **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 (Buildin( Component Safety Information, by TPI an 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 properl attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or B10 as applicab a. Apply ?fates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses: A seal on this drawing or cover page listing this drawing indicates acceptance of professional engineering responsibilit�yy solely- or the design shown. The suitability and use Nis drawing for any sgr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ALPINE MN COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67478 / HIPS I Ply: 1 Job Number: N362326 Cust: R 8975 JRef:lXa289750038 T5 / FROM: RAA city: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46368 Truss Label: B2G / WHK 10/29/2021 7' 14'8" T 7'8" 1, 6'10"4 6'10"4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.50 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x6 SP SS; Bot chord: 2x4 SP 2400f-2.OE; B2 2x4 SP #1; Webs: 2x4 SP #3; W2,W4 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading #1 hip supports 7-0-0 jacks with no webs. Left side jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. End jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. Right side jacks have 6-4-0 setback with 0-0-0 cant and 0-0-0 overhang. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. _6C6 T2 =6XD6 21' T11"8 14'9"12 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 6 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.136 H 999 360 VERT(CL): 0.253 H 989 240 HORZ(LL): 0.043 E - - HORZ(TL): 0.081 E Creep Factor: 2.0 Max TC CSI: 0.786 Max BC CSI: 0.945 Max Web CSI: 0.696 VIEW Ver: 20.02.00A.1020.20 F a s • m L� AST 0 s, +�A �sg® F9 • gj COA 10/29/2021 21' 6'4" 5'10"12 20'8"B � 3"8 '2Y' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1605 !- /- !- /997 /- F 1559 !- /- /- /953 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1967 - 3258 D - E 1904 - 3157 C - D 1711 - 2847 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 2932 -1748 H - G 2901 -1743 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. H - C 650 -106 G - E 2741 -1621 D-G 518 -37 E-F 968 -1535 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinp installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the pHRW[OMPpNY truss in conformance with ANSI/TPI 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 en sneering responsibilitty� solely -for the design shown. The suitability and use Nis Suite 305 drawing for any structure is the responsibility of the BuildingVesigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67479 / HIPM Ply: 1 Job Number: N362326 Cust: R 8975 JRat:1Xa289750038 T39 / FROM: RAA city: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46337 Truss Label: MEG / WHK 10/29/2021 fi D (V 12 4 r-- 5'9"8 11'8"l 5 5'9"8 5'11 "7 e 5X8 C 1112XD4 17'8"6 17'i11"14 5'11"7 3'8 =4X1E 111'LX4 = bX14 = 3X6 1113X6 17'11"14 1 5'11 "4 59"11 5'11 "7 5'11'A '+ 11,8„15 i 17,8"6 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Rt Bearing Leg: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 5.79 TC: From 27 plf at 5.79 to 27 plf at 17.99 BC: From 20 plf at 0.00 to 20 plf at 5.82 BC: From 10 plf at 5.82 to 10 plf at 17.70 TC: 141 lb Conc. Load at 5.85, 7.85, 9.85,11.85 13.85,15.85 TC: 247 lb Conc. Load at 17.71 BC: 221 lb Conc. Load at 5.82 BC: 106 lb Conc. Load at 7.85, 9.85,11.85,13.85 15.85 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. :)w Criteria (Pg,Pt in PSF) DefI/CSI Criteria NA Ct: NA CAT: NA PP Deflection in loc L/defl U# NA Ce: NA VERT(LL): 0.142 D 999 360 NA Cs: NA VERT(CL): 0.262 D 813 240 )w Duration: NA HORZ(LL): 0.024 C - - HORZ(TL): 0.044 C Iding Code: Creep Factor: 2.0 7th Ed. 2020 Res. Max TC CSI: 0.877 Std: 2014 Max BC CSI: 0.796 3 Fac: Varies by Ld Case Max Web CSI: 0.824 RT:20(0)/10(0) to Type(s): VIEW Ver: 20.02.00A.1020.20 /P Cater'._ �• "'P1'P •o i9 0 � e r o • • $� AT 0 r° � d COA f 8'ONA�. 10/29/2021 TT in F 1 N94„ T ' 8 17'11"14 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL J 1248 /- /- 1- /541 A F 1537 /- /- /- /686 A Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.7 F Brg Width = 1.6 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1184 - 2876 D - E 1282 - 2958 C - D 1282 - 2958 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - 1 2687 -1092 1 - H 2711 -1083 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - H 551 - 622 E - F 1458 - 2167 H - E 2848 -1195 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. Apply Oates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the nNmvcoMvury truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawm or cover pa a 675o Forum Drive listing this drawing indicates acceptance pf professional en4�neenng responsibilittyv solely -for the design shown. The suitability and use of ihis drawing for any sgr'ucture is the responsibility of the Buildings esigner 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: 67476 ! COMN Ply: 1 Job Number: N362326 Cust: R 8975 JRef: 1 Xa289750038 T24 / FROM: MRS Qty: 2 7A5/320 ,4EHJH ,01H ,RL01 14EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46837 Truss Label: L1 / WHK 10/29/2021 5' 10, _ I r" 5' T 5' 12 =4C4 4 r—� M IN6 1�8,p,1 10, 1' 5' 5' 5' 10, 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): 0.016 F 999 360 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.028 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 F - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.009 F Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.396 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.306 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.079 Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): IVIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 429 /- A /273 /206 /79 D 429 /- /- /187 /206 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1066 - 641 C - D 1066 - 641 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 578 - 825 F - D 578 - 825 10/29/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing. and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilmp Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. AppTy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building�Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,, not. and bracin44 of trusses; A seal on this drawing or cover page listing this drawing, indicates acceptance of professional en�neenng responsibilitx solely for the design shown. The suitability and use Nis SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67480 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa289750038 T36 / FROM: MRS Qty.. 1 ,7A5/320 ,4EHJH ,01 H ,RL01 /4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46883 Truss Label: L2G / WHK 10/29/2021 M 5 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacinq: 24.0 " 3' 7' 10, 3' 4' 3' 12 4 F77- =4C4 =4XX4 B E 4Li HF g'a" H G 2X4(A1) 1112X4 1112X4-2X4(A1) 1 3'1"12 3'1"12 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 3.00 TC: From 27 plf at 3.00 to 27 plf at 7.00 TC: From 55 plf at 7.00 to 55 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 98 lb Conc. Load at 3.03, 6.97 TC: 63 lb Conc. Load at 5.00 BC: 119 lb Conc. Load at 3.03, 6.97 BC: 50 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 10, 318118 3'1"12 1 610"4 10, Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.037 G 999 360 Loc R+ / R- / Rh / Rw / U / RL B 628 /- /- /- /276 !- Lu: NA Cs: NA VERT(CL): 0.074 G 999 240 Snow Duration: NA HORZ(LL): 0.011 G - - E 628 /- /- /- /276 /- HORZ(TL): 0.020 G Creep Factor: 2.0 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.337 E Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.502 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Rep Fac: Varies by Ld Case Max Web CSI: 0.070 Members not listed have forces less than 375# FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 B-C 506 -1313 D-E 506 -1313 WAVE C - D 461 -1249 �q.. • _11111 I �4`4 0. 7►N 1 r o Ai 0 ,o •°�ty`�° COA` QQ��QNAL�,� 10/29/2021 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1226 -466 G - E 1226 -466 H - G 1249 - 461 "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 (Buildint 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 properl attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/1 PI 1, or for handling, shipping,, mstallation.and bracincl of trusses. A seal on this drawin or cover page listing this drawin indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. LA611141 EMN6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67477 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa289750038 T17 I FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46321 Truss Label: EGE / WHK 10129/2021 1'812 1'1 "8 1'8"12 "12 12 4 1112X4CD B TT T A Fl EF 8,8„ G 4X4(B1) 1112X4 812 � 1'2"12 1 + 1 8 12 112 "8 1'8"12 1'1 Loading Criteria (pst) 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 L/defl L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.000 F Des Ld: 37.00 C Kzt: NA HORZ(TL): 0.000 F Building g Code: NCBCLL: 10.00 Mea Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.177 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.061 Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. �tjtiSt6tttlddPdld/P Y s° 9 0. 708 1 ° 0 a e � 00°a 5 a 0 AL COA ' ill"10%1�9 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 131 /- /- /113 /86 /49 B 42 A /- /24 /4 /- G 49 /- /- /30 /33 /- Wind reactions based on MWFRS B Brg Width = 1.5 Min Req = 1.5 B Brg Width = 14.5 Min Req = 1.5 G Brg Width = 7.5 Min Req = 1.5 Bearings B, B, & F are a rigid surface. Bearings B, B, & F require a seat plate. Members not listed have forces less than 375# —WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. 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 AN 1W COMPANY truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawn or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engiineenng responsibilitty�r solely -for the design shown. The suitabili y and use of this Suite 305 drawing for any sgructure is the responsibility of the Building -Designer per ANSIrr 11 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67459! EJAC Ply: 1 Job Number: N362326 Cust: R8975 JRef:1Xa289750038 T7 / FROM: RAA Qly: 7 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46103 Truss Label: EJ6E / WHK 10/29/2021 9 12 10'9"11 4 M � lf) � N � B N 6 11 81811 � C7 D 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 " 4X4(B1) 519"8 �— 1' 5'9"8 Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA Risk Category: 11 Snow Duration: NA HORZ(LL): 0.007 D EXP: C Kzt: NA HORZ(TL): 0.012 D Building Code: Mean Height: 15.00 ft Creep Factor: 2.0 BCDL: 4.psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.805 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.356 C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Loc. from endwall: not in 4.50 it FT/RT:20(0)/l0(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAX/F 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. • °rPP 00 .o s o. 708 I a � ® c ®� RT 0 .® A"109 e � 10/29/2021 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw / U / RL B 283 /- /- /210 /119 /117 D 106 /- /- /58 /- /- C 141 /- /- /85 /126 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have ropey attached structural sheathing and bottom chord shall have a properly attached r'inid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents 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,, installapon,and bracingof trusses. A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional engineering responsibili��r solelyor the design shown. The suitability and use of Phis drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ALPINE ANRW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67460 / EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:lXa289750038 T42 / FROM: MRS Qty: 3 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46821 Truss Label: EJ3 / WHK 10/29/2021 12 4 C Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 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. 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 U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.135 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 '� •�r E4 �@ o.7.08 9 s 5 fy+®®to 461 i WNAL 10/29/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10, iless noted otherwise. Refer to 9'8" 7 ti 8'8" ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /149 /85 /67 D 50 /- /- /27 /- /- C 63 /- /- /36 /54 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the conformance with ANSIl1 PI 1, or for handling, shipping,, installation. and bracin4 of trusses. A seal on this drawin or cover page us drawing indicates acceptance of professional an�neenng responsibility solely -for the design shown. The suitability and use of This for any structure is the responsibility of the Building esigner per ANSI/TPPI 1 Sec.2. ALPINE AWC: ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67461 ! JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa289750038 T37 I FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46509 Truss Label: CJ5E / WHK 10/2912021 12 C 4 10'6"5 cM B N N 11 '4 81811 D 1 4'11"4 4' 11 "4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc, from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 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. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 D HORZ(TL): 0.007 D Creep Factor: 2.0 Max TC CSI: 0.560 Max BC CSI: 0.250 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 252 /- /- /191 /108 /102 D 90 /- /- /49 /- /- C 119 1- /- /71 /107 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI an c7 SBCA) for satPety practices pnor to performing these functions. Installers shall provide temporary. per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly tl ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, icab�e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW BuildincLComponents Group Inc. shall not be respponsibl8 for any deviation from this drawing, any failure to build the conformance with ANSI 1, or for handling, shipping,, installation.an�bracinq of trusses. A seal on this drawing or cover page its drawing indicates acceptance of professional enOrneenng responsibility solely -for the design shown. The suitability and use of this I for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL,32821 SEQN: 67462 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa289750038 T32 / FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 302.21.1202.46305 Truss Label: CJ3E / WHK 10/29/2021 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 4 F_� 4X4(B1) 1, 211"4 2' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): 16, r c� in 1 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.290 Max BC CSI: 0.078 Max Web CSI: 0.000 VIEW Ver: 20:02.00A.1020.20 nor �ParwareP®ra i w'�a sin+ •` .� 0.7108 1 O ®O *p y 4 ®®�•®h•&IYYPPaPP �4 z%pr1 1 COA X'P, NOA, �ftam 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 183 !- /- /147 /82 /66 D 52 /- /- /27 /- /- C 64 !- /- /35 /61 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices Prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Flefer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ANMCOMFAW truss in conformance with ANSI 4PI 1, or for handling, shipping,. installation. and bracing of trusses. A seal on this drawing or cover pa 4e 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibilittyy solely -for the design shown. The suitability and use of This drawing for any sQructure is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com• TPI: t inst.or ; SBCA: sbcindust .com• ICC: iccsafe.or • AWC: awc.org Orlando FL, 32821 SEQN: 67463 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa289750038 T33 / FROM: RAA Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46414 Truss Label: CAE / WHK 10/29/2021 Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " 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. 12 4 C _F T /4� 9'2"9 HORZ(TL): 0.000 C Creep Factor: 2.0 Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.186 TPI Std: 2014 Max BC CSI: 0.025 Rep Fac: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): IVIEW Ver: 20.02.00A.1020.20 WAVP ti• • .,yPPP } o s W 0. 708 1 0 e 6 s M 11ts1�}}}}} 10/29/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in_fabr catinp, handling, shipping, installing_and bracing.. Refer to and follow the latest i aueuinu n u cennn as apicab e. App drawins 160A-Z fo Alpinea division of truss conformanc listing this drawing, drawing for any sru page ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 139 /- !- /129 /95 /32 D 14 /- /- /11 /3 /- C - /-11 /- /28 /30 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# of BCSI deviation from this drawing, any failure to build the of trusses. A seal on this drawin or cover page or the design shown. The suitability and use of this 1-41611141 ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.000 D SEQN: 67464 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef: 1 Xa289750038 T40 / FROM: MRS City: 4 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46884 Truss Label: CAL / WHK 10/29/2021 12 4 C B T A D 2X4(A1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min, toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 1r 11"4 i 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.198 Max BC CSI: 0.025 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 �'_ �T o�p+�soe°,, � N''be• p b 0 ,map �T d ®tom 00 dj� '�✓ °• i ®S�®ADO Mil •� O •�s° ��'� COA 10/29/2021 4m :. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 141 /- /- /134 /102 /31 D 10 /-1 /- /16 /11 A C - /-15 /- /29 /27 /- 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 sses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nponent Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary :ing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly ched rigqid ceiling Locations shown for ermanent laterel restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, 1pplicab�le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. refer to wings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. rip, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the sin conformance with ANSI/ PI 1, or for handling, shipping, • Installation and bracin44 of trusses. A seal on this drawing or cover page 1g this drawing indicates acceptance of professional encLlneering responsibility solely for the design shown. The suitability and use of this ving for any sgructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. more information see these web sites: Alpine: alpineitw.com: TPI: toinst.ora: SBCA- shrinrlimfry rnm, AMU ....... ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67482! MONO Ply: 2 Job Number: N362326 Cust: R8975 J Ref: 1 Xa289750038 T23 FROM: RAA Qly: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 302.21.1202.46930 Truss Label: MG1 / WHK 10/29/2021 2 Complete Trusses Required 3'2"8 3'2"8 7' 3'9"8 1112XC 12 5 F_- 4BX4 r rN f`) 4X4AA1) T 18Li '8"12 LA E D 1114X6 1114X8 7' 12 + 3'11'A 3'0"12 7' Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 20.70 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 4.25" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at 0.00 to 55 pif at 7.00 BC: From 10 plf at 0.00 to 10 plf at 7.00 BC: 161 lb Conc. Load at 1.09 BC: 1559 lb Conc. Load at 3.00 BC: 778 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes 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): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.021 E 999 360 VERT(CL): 0.038 E 999 240 HORZ(LL): 0.005 D - - HORZ(TL): 0.009 D Creep Factor: 2.0 Max TC CSI: 0.244 Max BC CSI: 0.667 Max Web CSI: 0.439 VIEW Ver: 20.02.00A.1020.20 COA iTfid 10/29/2021 -.rrttpf ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 1508 /- /- /- /956 /- D 1445 !- /- /- /945 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 D Brg Width = - Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 931 -1442 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - E 1311 - 843 E - D 1252 - 808 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. E - B 948 - 568 B - D 858 -1330 "WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall 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. 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 BuildingComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the A� COm W truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional encLlneering responsibilittyy solely -for the design shown. The suitability and use of This Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821 SEON: 67434 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa289750038 T18 ! FROM: RAA Oty: 22 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46399 Truss Label: EJ7 / WHK 10/29/2021 C 21' 10" 3 12 5 in M B 6-3 A 18'8"12 D Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; 7' i� 7' I Criteria Std: ASCE 7-16 �d: 160 mph )sure: Closed Category: 11 C Kzt: NA i Height: 20.50 ft L: 4.2 psf L: 5.0 psf 7RS Parallel Dist: 0 to h/2 Dist a: 3.00 ft from endwall: not in 4.50 ft GCpi: 0.18 Duration: 1.60 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 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.016 D HORZ(TL): 0.021 D Creep Factor: 2.0 Max TC CSI: 0.794 Max BC CSI: 0.537 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 o 049 pp�� sgp (n'�qy � v ' c v � a i s 1 6 �l COA r �� 14A , 10/29/2021 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 327 /- !- /224 /164 /210 D 129 I- l- 170 1- l- C 177 /- /- /99 /208 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an 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. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Pefer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$gComponents Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the ANmvcoNUANv truss in conformance with ANSI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing Indicates acceptance of professional engineering responsibilitty�r solelyor the design shown. The suitability and use of Phis Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindust .com• ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67443 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa289750038 T22 / FROM: RAA City: 3 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46618 Truss Label: EJ72 / WHK 10129/2021 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 V110"3 12 5 F::�- M tr) co M T _P B 18'8"12 A p -AV AYMA\ -- /"k- .1 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.29 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 It 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' T Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.012 D HORZ(TL): 0.016 D Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.527 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 r COA� NA 0"Mmentoll��y� 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 395 /- !- /297 /219 /231 D 127 /- /- /67 /- /- C 169 /- /- /90 /199 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat'plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Buildin( Component Safety Information, by TPI and SBCA) fo'r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a proper[ attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCS] sections B3, B7 or B10, as appllcab�e. Apply plates to each face of truss and position as shown above and on the Joinf9Detalls, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/I PI 1, or for handling, shipping,, installatlon.and bracingof trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professional enprneering responsibili(� solelyor the design shown. The suitabili y and use of This drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. AWC: AL NE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 For more SEQN: 67444 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa289750038 T4 / FROM: HMT Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 14EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46149 Truss Label: CJ5A / WHK 10/29/2021 19 1113X8(E3) D 4X4(E3) 5" Loading Criteria (pst) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld. 37.00 Mean Height: 20.41 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Lt Slider: 2x4 SP #3; block length = 2.000' Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 3' 10"4 4'3"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 21'0"2 zo N 18'8"12 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.033 B HORZ(TL): 0.038 B Creep Factor: 2.0 Max TC CSI: 0.598 Max BC CSI: 0.195 Max Web CSI: 0.176 VIEW Ver: 20.02.00A.1020.20 �� 1$per i .4®gwaaa000�q•o'r��s 0 b® n a ® a % 10/29/2021 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL A 161 /- /- /95 /60 /114 D 80 /- /- /44 /- A C 113 /- /- /65 /138 A Wind reactions based on MWFRS A Brg Width = - Min Req = - D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Members not listed have forces less than 375# "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attache. r! id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face of truss and position as shown above and on the Jomt9Details, unless noted otherwise. f�efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the A"vwcoWv truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional encLmeering responsibilittyv solely -for the design shown. The suitabilirY and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inp st.org;SBCA_sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67445/ JACK Ply: 1 Job Number: N362326 Cust: R8975 JRef:1Xa289750038 T26 FROM: RAA Qty: 8 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46088 Truss Label: CJS KID / YK 10/29/2021 C 12 20'11"14 5 o, N CV B 6 -3A 18'8"12 D �1min 4114 4' 11 "4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.07 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: not in 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)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.006 D HORZ(TL): 0.007 D Creep Factor: 2.0 Max TC CSI: 0.624 Max BC CSI: 0.258 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 10/29/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING - quire extreme care in_fabricatinq, handling, shippinq, installinq_and bracinq. _ Refer to an Alpine, a division of truss in conformanc listing this drawing drawing for any stru ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 252 /- /- /180 /128 /152 C 121 /- /- /67 /143 /- D 91 !- /- /49/- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# of deviation from this drawing, any, failure to build the of trusses. A seal on this drawing, any or cover pa e Dr the design shown. The suitability and use ofq !s ALPINE ANMCOWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67446! JACK Ply: 1 Job Number: N362326 Cust: R8975 JRef:1Xa289750038 T30 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46774 Truss Label: CJ52 / WHK 10/29/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 20'11"14 v T SP 00 N CV B 18'8"12 A D 4X4(B1) 2' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.86 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 4' 11 "4 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 D HORZ(TL): 0.005 D Creep Factor: 2.0 Max TC CSI: 0.572 Max BC CSI: 0.248 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 325 /- /- /259 /186 /173 C 109 /- /- /53 /131 /- D 90 /- /- /47 A /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 10/29/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, byY TPI an dd SBCA) r sa shipping, practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted dtherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly lid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 'le._ Apply plates to each face. of truss and position as shown above and on. the Joint9Details, unless noted otherwise. Defer to a division of ITW Building Components Group Inc. shall notbe responsible for any deviation from this drawing, anyfailure to build the i conformance with ANSI/l PI 1, or for handling, shipping,, nstallation and bracing of trusses. A seal on this drawing or cover page 1is drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This I for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ALPINE ANMCOMGAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67447 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa289750038 727 I FROM: RAA Qty: 8 ,7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46179 Truss Label: CJ3 / WHK 10/29/2021 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 " T 6-3 12 C 1, T 2' 11 "4 2' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.65 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA • Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): T Defi/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.291 Max BC CSI: 0.080 Max Web CSI: 0.000 10/29/2021 Ver: 20.02.00A.1020.20 20' 1 "14 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh ! Rw / U / RL B 182 /- /- /139 /96 /98 C 66 /- /- /34 181 /- D 53 /- /- /28 !- /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an � SBCA) fo'r satPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached riclid ceiling Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. F efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN CC -AN truss in conformance with ANSI 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 engmeering responsibilitty�r solely for the design shown. The suitability and use of This Suite For drawing for any structure Is the responsibility of the Building -Designer per ANSIffPI 1 Sec.2.305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67448 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:lXa289750038 T13 / FROM: RAA Qty: 1 7A5/320 ,4EHJH ,01 H ,RL01 14EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46680 Truss Label: CJ3A / WHK 10/29/2021 12 5 B 20T'14 A °O 18'8"12 C 4X4(B1) 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: 19.86 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SIP #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 211 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI 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): -0.002 C HORZ(TL): 0.002 C Creep Factor: 2.0 Max TC CSI: 0.343 Max BC CSI: 0.112 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 o.,08 i s ® 4 4 • ��S�m•�4®YitpM��•• Cq 'V \ 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 115 /- /- /69 /44 /76 B 74 /- 1- /42 188 /- C 54 /- !- /30/- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 B Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for 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 appllcab�e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. F�efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWAW 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 en ineering responsibilittyy solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites_ Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 67449 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa289750038 T31 / FROM: RAA Qty: 1 ,�7A,51320,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46695 Truss Label: CJ32 / WHK 10/2912021 Ca] 12 T 20' 1 "14 5 B °O oD N � 18'8"12 A D 4X4(B 1) Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacinq: 24.0 " 21 2' 11 "4 2' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.44 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min, toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 D HORZ(TL): 0.003 D Creep Factor: 2.0 Max TC CSI: 0.781 Max BC CSI: 0.129 Max Web CSI: 0.000 EW Ver: 20.02.00A.1020.20 g ta.708 1 m 0 �. a+b�irsn�.nePa�� '+• COA f ZSS as �1 > ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 268 /- /- /233 /165 /118 C 44 /- /- /27 /61 /- D 51 /- /- /27/- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 10/29/2021 —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 sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have roper attached structural sheathing and bottom chord shall have a properly attacheU ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicabgle. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation. and bracinclof trusses. A seal on this drawin or cover paWe listing this drawing indicates acceptance of professional engqineering responsibilittyv solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Buildmg-Desig ier per ANSIITPI 1 Sec.2. ALPINE NE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 674501 JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa289750038 T28 / FROM: RAA Qty: 10 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS Dnallo: 302.21.1202.46633 Truss Label: CJ1 / WHK 10/29/2021 12 5 C T 6"3 i 11 "4 -® 11"4 �1 11 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacinq: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.23 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It 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. 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 IRT:20(0)/10(0) to Type(s): T 19'3"14 0 1 18'8"12 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.168 Max BC CSI: 0.022 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 135 /- /- /123 /90 /44 C - /-11 /- /29 /31 A D 14 /- /- /10 /3 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 10/29/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bragin installed per BCSI sections 83, B7 or B10, as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, mstallatlon and bracingof trusses. A seal on this drawing or cover pa e listing this drawingg indicates acceptance of professional engineering responsibilitt%� solelyor the design shown. The suitability and use of this drawing for any sfructure is the responsibility of the Building -Designer per ANSIrr I 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; [CC: iccsafe.org; AWC: awc.org ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67467 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa289750038 T1 / FROM: RAA Qly: 1 7A5/320 ,4EHJH ,01 H ,RL01 14EHB / 2601 / HAYDEN EXPRESS Dnallo: 302.21.1202.46742 Truss Label: HJ6E / WHK 10/29/2021 12 C 2.83 10'97 N N CD B N AV —,,— 14 8,8„ D 2X4(A1) 8'2"5 VY 8'2"5 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 D Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.031 D Building Code: NCBCLL: 0.00 Mean Height: 0.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.865 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.594 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: No Max Web CSI: 0.000 Loc. from endwall: NA FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): IVIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 5-9-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (3) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 250 /- A /- /127 /- D 115 /- /- /32 /- /- C 273 /- /- /- /211 /- Wind reactions based on MWFRS B Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ° a z s . m � �C3 ` T% ,Ar COA ONAL o 10/29/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT*` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS a require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. fper BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly rigid id ceilin Locations shown for permanent lateral restraint o�webs shall have braciin installed per BCSI sections B3, B7 or B10 icab�ie. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the conformance with ANSI/ PI 1, or for handling, shipping,, not, and bracin44 of trusses. A seal on this drawin or cover page i!s drawing indicates acceptance of professional en�neenng responsibility solely'for the design shown. The suitability and use of this I for any structure is the responsibility of the Building esigner per ANSI/T 11 Sec.2. ALPINE M" CCWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67468 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1Xa289750038 T43 / FROM: MRS Qty: 2 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Dnallo: 302.21.1202.46838 Truss Label: HJ3 / WHK 10/29/2021 12 2.83 [:::� C T 918"4 N B - I M � n 81811 E D VY Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -1.41 to 54 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 4.18 BC: From 2 plf at 0.00 to 2 plf at 4.18 TC: -2 lb Conc. Load at 1.37 BC: 19 lb Conc. Load at 1.37 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4'2"3 4'2"3 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case 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): 0.001 D HORZ(TL): 0.004 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.144 Max Web CSI: 0.000 10/29/2021 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E 142 /- /- /- /86 !- D 69 /- /- /- /6 1- C 36 /- /- /- /8 /- Wind reactions based on MWFRS E Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E 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 require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building nent Safety Information, by TPI and SBCA) for safety practices pnor to performing these functions. Installers shall provide temporary. per BCSI.. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly tl ri4pld ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, cable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Pefer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the conformance with ANSI>l PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pacle 1is drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of This I for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. AL NE AN OW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 0 SEQN: 67452 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef :1Xa289750038 T19 ! FROM: RAA Qty: 5 7A5/320 ,4EHJH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 302.21.1202.46398 Truss Label: HJ7 / WHK 10/29/2021 57'8 9110,11 f 57'8 4'2"9 0 21'10"2 12 3.54 4X4 C U) 90 ih M B pLi 18'8"12 G F F 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 " Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; 5'5"12 3'6"3 10"2 65"12 811"15 9110" I Criteria Snow Criteria (Pg,Pf in PSF) Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA !d: 160 mph Pf: NA Ce: NA )sure: Closed Lu: NA Cs: NA Category: II Snow Duration: NA C Kzt: NA i Height: 0.00 ft Building Code: L: 4.2 psf L: 5.0 psf FBC 7th Ed. 2020 Res. :RS Parallel Dist: 0 to h/2 TPI Std: 2014 Dist a: 3.00 ft Rep Fac: No from endwall: NA FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Duration:1.60 WAVE Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide hanger or special connection at bottom chord. Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.044 G 999 360 VERT(CL): 0.082 G 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.014 C Creep Factor: 2.0 Max TC CSI: 0.512 Max BC CSI: 0.699 Max Web CSI: 0.268 Ver: 20.02.00A.1020.20 vw n7j ryrf t$a' ��MaaamoacQQ� s i 0 ",� p, o COA`�t ANAL rTTVV��YYYjhFFF` 10/29/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 324 /- /- /- /205 /- E 363 /- /- /- /142 /- D 211 /- /- /- /206 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 439 - 713 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - G 664 - 404 G - F 654 - 406 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 458 -737 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "•IMPORTANT`" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. 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 Buildinc�Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCOMPAW truss in conformance with ANSI 1, or for handling, shipping,, installation. and bracinctof trusses,. A seal on this drawrn or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enpmeenng responsibilittyy solely -for the design shown. The suitabili y and use of )his Suite 305 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 ine!tw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 Gable Stud Reinf orcement Detail ASCE 7-10i 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orl 120 moh Wind $Deed, 15' Mean Heloht, Partially Enclosed, Exoosure D, Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (ll 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'LBrace w (2) 2x6 'L' Brace *31 Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B p [ #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 I #3 3' 8' 5' 9' 6' 2' 7' 6' 7' 11' 9' 1' 9' 6' 12' 0' 12, 6' 14' 0' 14' 0' U I J Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12, 6' 14' 0' 14' 0' O I-1 Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' a% #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 1 12' 9' 14' 0' 14' 0' 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' ill 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' 1 10' 7' 11, 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' U 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' f l f Standard 4' 2' 6' 1' 6' 5' 8' 1' B' 8' 10' 5' 10, 10, 12, 8' 13' 7' 14' 0' 14' 0' O #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' QJ I D fr L Stud 4' 4' 6' 5' 6' 10, 8' 6' 9' 1' 10, 6' 10, ill 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' 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 r Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O H 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 1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12, 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10, 2' 11' 7' 1 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14, 0' 14' 0' D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' .� Standard 4' 7' 6' 6' 6' 11' 8' 8' 1 9' 3' 1 11, 6' 1 12' 0' 13' 7' 14' 0' 14' 0' 14' V Aymm About) able Truss Diagonal brace options vertical length may be T doubled when diagonal 18, )K brace Is used, Connect L I diagonal brace for 600# 'L' tl at each end. Max web Brace total length Is 14'. ilEilE 2x6 DF-L #2 or better diagonal T_ tl Vertical length shown In table above. 45' bracel single or double cut (as shown) at 8, L 1 upper end, 11 U g chart f'k Connect diagonal at midpoint of vertical web. Refer to wwVARNIN(iww READ AND fn.LnV ALL NUTES ON THIS DRAWDm -DitICI2TANTww FURNISH THIS DRAWING To ALL CONTRACT13RS INCLUDING THE INSTALLERSE, Trusses require extreme care In fabricating, handling, shipping, Installing and bracing• Ref " ty follow the latest edition of BCSI (BulltOng Component Safety Information, by TPI and SHCA) fa sn practices prior to performing these functions. Installers shall provide temporary bradng pe B noted otherwise, top chord shall have properly attached structural sheathing and bo b shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f e ePINUnless shall have bracing Installed per BCSI sections B3, B7 or B10, as appllcnble. Apply plates to ea of truss and position as shown above and on the Joint Details, unless noted otherwise, Refer to drawings 160A-Z for standard plate positions. AN ITW COMPANY 115141 Earth\ City\ Expressway 1\Suite\242 \\Earth\City,\MO\63045 Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviat6 this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlpl Installation B bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility solely for the design sham The sWtobIJty and use of this drow6g for any structure is the responsibility of the "ding Designer per ANSI/TPI 1 SecZ For more Information see this Job's general notes page and these web sites, ALPINE, www.alpineitmconl TPB w"Apinst.orgi SBCA, www.sbclndustry.orgl ICC, wwwJccsafe.org FA o s In nww .�� L _... •�t�/29/2021 Bracing Group Species and Grades, Group At S ruce-Pine-Fir Hem -Fir #I / #2 iStandard 1 1 Stud #3 Stud #3 Stnndnrd Dou ins Fir -Larch Southern Plnewww #3 1 #3 Stud I Stud Standard I Stand - Group BI Hem -Fir #1 & Btr #1 Do u Ins FIr-Larch Southern Plnewww #i #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board), wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these rades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nalls, )K For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. )K)KFor (2) 'L' bracesi space nails at 3' o.c. In IS' end zones and 6' o.c. between zones, 'L' bracing must be a minimum of 807 of web member length. II Gable Vertical Plate Sizes II Vertical Length No Splice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than 11' 6' 4X4 + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. TOT. LD. 60 PSF SPACING 24,0' REF ASCE7-10-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 Gable Stud Reinforcement Detail ASCE 7-16i 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, EXOOSure D, Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species I Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace x (2) 2x4 'L' Brace )Kw (1) 2x6 'L' Brace x (2) 2x6 'L' Brace x 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' e' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' 0) - S P #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' UStud HF 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Q Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' ill 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' Qj #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' e' 12' 4' 1 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, 11' 11' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 6' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U_ #1 / #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P r[- #3 1 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' U u P Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' QJ O I� Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10, 12, 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13, 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 6' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' 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 I r Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' G' 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' V 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10, 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10, 2' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' 011.--1 #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11 7' 12' V 14' V 14' 0' 14' 0' 14' 0' 7- D F L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used, Connect diagonal brace for 600# at each end. Max web total length Is 14'. Vertical length shown In table above. Connect dlagonnl at mldoolnt of vertical AN ITW CO 11 5141 Earthl City% Expressway \ \ Suite\ 242 \ \ Earth\ City.\ MO\ 63045 ziymm About 18' L 'L' Brace End Zones, typ. 2x6 DF-L #2 or better diagonal T brace) single 6, or double cut (as shown) at upper end, V1�1 NUl N111111 Refer to chart jk "WARNM" READ AND FOLLOW ALL NUTES ON TNIS DRAVM -IMPORTANT" FURNISH THIS DRAVING TO ALL COMACT13RS INCLUDING THE INSTAL-4 Trusses require extreme care In Fabricating, handling, shipping, installing and bracing. Ref " t� aow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fo s, actices prior to performing these functions. Installers shall provide temporary bracing pe <. B less noted otherwise, top chord shall have properly attached structural sheathing and bo all have a properly attached rigid ceiling. Locations shown for permanent lateral restraint i .all have bracing Installed per SCSI sections B3, B7 or B10, as applicable. Apply plates to eal truss and position as shown above and an the Joint Details, unless noted otherwise. , fer to drawings 16DA-Z for standard plate positions. Atpine, o division of ITV Building Components Group Inc shall not be responsible for any devlati Is drawing, any Fnllure to build the truss In conformance with ANSI/TPI 1, or for handling, ships "tallation & bracing of trusses. A seal on this drawing or cover page Listing this droWng, indicates acceptance of professional gineering responsibility solely for the design sham The sultnbKlty and use of this drowFg r any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. For more Information see this Job's general notes page and these web sites,w ALPINE, ww.alpineitw.comi TPI, www.tpinst.orgi SBCA, www,sbcindustry.orgi ICC, www.lccsafe.org Bracing Group Species and Grades: Group At S ruce-Pine-Fir Hem -Fir #1 / #2 Standnrd #2 Stud #3 Stud p3 Standnrd Douglas Fir -Larch Southern Plnewww #3 #3 Stud Stud Standnrd Standard Group B: Hem -Fir #1 & Btr #1 Dou as Fir -Larch Southern Plnewww #1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). wwFor lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240, Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang, Attach 'L' braces with 10d (0.128'x3,0' min) nails. )K For (1) 'L' brace, space nails at 2' o.c. In IS' end zones and 4' o.c, between zones. W)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 807 of web member length. Gable Vertical Plate Sizes Itti JI/ph t a, Vertical Lencith No Splice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than 116' 4X4 Refer to common truss design for peak, splice, and heel plates. 0 wy�' Refer to the Building Designer for conditions abl ve ti` lei th, not addressed by this detail. REF ASCE7-16-CAB16015 4 DATE 01/26/2018 r e�( DRWG A16015ENC160118 C °"`L°tip MAX, TOT. LD. 60 PSE aativo 16�29/202 MAX, SPACING 24,0' Gable Stud Reinforcement Detail ASCE 7-101 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Ors 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 120 mph Wind Speed, 30' Mean Helaht, Partially Enclosed, Exposure D, Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace x (2) 2x6 'L, Brace wo Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 8' 6' 3' 6' 6' 7' S' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' U S P F #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' 11' 11' 13' 7' 14' 0' Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' p Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13, 1' 14' 0' Q% #1 3' 10, 6' 4' 6' 7' 7' 6' 7' 9' 8' 11' 9' 3' 11' 9' 12' 2' 13' 11' 14' 0' J 11 S P #2 3' 8' 6' 1' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12, 0' 13' 9' 14' 0' #3 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13' 8' 14' 0' (u I D P L Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10' 10' 13' 8' 14' 0' d Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' 8' 11' 9' 7' 12' 2' 13' 0' U #1 / #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13, 9' 14' 0' 14' 0' -P _ S P P #3 4' 0' 6' 7' 7' 5' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1' 1 13' 7' 14' 0' 14' 0' U LJ P Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' O I� Standard 4' 0' 5' 8' 6' 0' 7' 6' 8' 0' 9' 11' 10' 4' 11' 10' 12, 8' 14' 0' 14' 0' #1 4' 5' 7' 3' 7' 6' 6' 7' 8' 11' 10' 2' 10' 7' 13' 5' 13' 11' 14' 0' 14' 0' S P #2 4' 2' 7' 2' 7' 5' 6' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13, 9' 14' 0' 14' 0' QJ D-i D P L #3 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13, 3' 14' 0' 14' 0' Stud 4' V 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10' 2' 11' 0' ill 9' 14' 0' 14' 0' #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 10, 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, ill 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' <`J U H Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' O I r I I Standard 4' 5' 6' 6' 6' 11' 8' 8' 9' 3' 10, 11' 11' 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 8' 0' 8' 3' 9' 5' 9' 9' 11' 2' 11' 8' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 8' 7' 11' 8' 2' 9' 4' 1 9' 8' 1 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' r1 D rr L #3 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Stud 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' 1' 6' 5' 8' 1' 8' 7' 10' 11' 11' 5' 12' 8' 13' 7' 14' 0' 14' 0' Bracing Group Species and Grades, Group Al S ruce-Pine-Flr Hem -Fir #1 / #2 iStandard #2 1 Stud #3 Stud 1 #3 Standard Dou las Fir -Larch Southern Pine... #3 #3 Stud Stud Standard Standard Group B: Hem -Fir #1 & Btr #1 Douglas Fir -Larch Southern Pine... #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). x.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 135 plf over continuous bearing (5 psf TC Dead Load), Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. aymm About Attach 'L' braces with 10d (0.128'x3,0' min) nulls. able Truss l � jIE For <1) 'L' brace- space nulls at 2' o.c. In 18' end zones and 4' o.c. between zones. Diagonal brace option, vertical length may be ')K)KFor (2) 'L' bracesi space nails at 3' c,c. In 18' end zones and 6' o.c. between zones, doubled when diagonal brace Is used, Connect 18' L )K I 'L' bracing must be a minimum of 807 of web member length, diagonal brace for 690# at each end. Max web , Brace Gable Vertical Plate Sizes total length Is 14'. I )K)K Vertical Len th No Splice 2x6 DF-L #2 or Less than 4' 0' 2X4 Vertical length shown In table above, 41 better diagonal braces single or double cut (as shown) at upper end. 8 L 1 1 i #ill8 9 Itd41/ : - yJ rf,+,. °OA ® + Greater than 4' 0', but 4X4 less than 12' 0' + Refer to common truss design for peak, splice, and heel plates, 11 Connect diagonal at midpoint of vertical web. Refer to t g•� o• S�" `V d° o - chart 13boveafor ax 0.131. ve tlK ler th, Refer to the Building Designer for condltlons not addressed by this detail. —VARrmma READ AND FDLLDV ALL MMS nN THIS DRAWING So v110PORTANT.. FUZWSN THIS DRAWI[M TO ALL CDNTRACTRS DCLUDM THMSTALLERga Trusses requirencare 4(pllapItilband bSert� follow the laesteditionofBCSIBuilding ComonentSfetynformon, y TPI and BCA)fos 0. s REF ASCE7-10-GAB16030 DATE 10/01/14 P' AN ITW COMPANY 11 Sute\ 242V City\ Expressway practices prior to performing these functions. Installers shall provide temporary bracing pe BCSI. • unless noted otherwise, top chord shall have properly attached structural sheathing and bo m cho shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f sw shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plot es to ea€ of twss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatlo r this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professbnnl engineering stru� is � responsibility of tisolely for the de Budding Designer per ANshown. The suttab" SI/TPI I Sect. use of this drowHg G Y`l- :. @i 1 4J °s eg (,. ♦®•^AILarw�eawa�•,c _Q1� ,w\ V ON nt t�'o / �M 1 Y /'�L *t �t11* ��'b/2912021 MAX, TOT, LD, 60 PSF DRWG A16030ENC101014 MAX, SPACING 24,0° 1\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites. ALPINEI wwwalpineitw.conl TPIi www,tpinst.org) SBCA, www.sbcindustry.orgl ICG e,org www,lccsaf Gable Stud Reinforcement Detail ASCE 7-161 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or 140 MPH Wind Speed, 30' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00 Orl 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 120 mph Wind Speed, 30' Mean Heiqht, Partially Enclosed, Exposure D, Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace x (2) 2x4 'L' Brace x■ (1) 2x6 'L' Brace x (2) 2x6 'L' Brace No Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B [- #1 / #2 3' 8' 6' 3' 6' 6' 7' S' 7' B' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' r #3 3' 6' S' S' S' 9' 7' 2' 7' 7' 8' 6' 9' 1' 11' 3' 11' 11' 13, 7' 14' 0' lJ Stud 3' 6' 5' 4' S' 8' 7' 2' 7' 7' B' B' 9' 1' 11' 2' 11' 11' 13, 7' 14' 0' p Standard 3' 6' 4' 7' 4' 11' 1 6' 2' 6' 7' 1 8' 4' e' 11' 9' 8' 1 10' 4' 13' 1' 14' 0' 01 #1 3' 10' 6' 4' 6' 7' 7' 6' 7' 9' 8' 11' 9' 3' 11' 9' 12, 2' 13, 11' 14' 0' J S P #2 3' 8' 6' 1' 6' 6' 7' 5' 7' B' 8' 9' 9' 2' 11' 7' 12' 0' 13, 9' 14' 0' #3 3' 7' 4' 10' 5' 2' 6' 5' 6' ill 8' 9' 9' 1' 10, 1' 10, 10, 13, 8' 14' 0' (j D P L Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 6' 9' 9' 1' 10, 1' 10, 10' 13' 8' 14' 0' d Standard 3' 3' 4' 3' 4' 7' 5' 6' 6' 1' 7' 9' 8' 3' 8' 11' 9' 7' 12' 2' 13' 0' U #1 / #2 4' 2' 7' 2' 1 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 1 13' 3' 13' 9' 14' 0' 14' 0' - _ S P P #3 4' 0' G' 7' 7' 5' 8' 4' 8' 8' 1 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' U u r Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 6' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' �l f Standard 4' 0' 5' 8' 6' 0' 7' 6' 8' 0' 9' 11' 10' 4' 11' 10' 12, 8' 14' 0' 14' 0' QJ O #1 4' 5' 7' 3' 7' 6' 8' 7' 8' 11' 10' 2' 10' 7' 13' 5' 13' 11' 14' 0' 14' 0' S P #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' U- (1) D P L Stud 4' 1' 5' 11' 6' 4' 1 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10, 2' 11' 0' ill 9' 14' 0' 14' 0' #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 10, 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' d S P F #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' U O u P I� Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' 6' 6' 11' B' 8' 9' 3' 10, ill 11' 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 8' 0' 8' 3' 9' 5' 9' 9' 11' 2' 11' 8' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' D F L Stud 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' ri Standard 4' 5' 6' 1' 6' 5' 8' V 8' 7' 10' 11' 11' 5' 12' 8' 13' 7' 14' 0' 14' 0' Diagonal brace option' vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 690# at each end. Max web total length Is 14'. Vertical length shown In table above. Connect diagonal at midoolnt of vertical AN ITW CO 11 514\ Eanh\ City\ Expressway \ \ Suite\ 242 \ \ Eanh\ City,\ MO\ 63045 aymm About4 181 L 'L' Brace End Zones, typ. 2x6 DF-L #2 or better diagonal bracer single or double cut nT� (as shown) at upper end, Vl�l \11\ \U'\ Refer to chart 11 waVARNWI,Ia READ AND F ILLOV ALL NOTES ON THIS DRAVM 111 oDFURTANT" FURNISH THIS DRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERSS Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Ref follow the latest edition of BCSI (BuRding Component Safety Informatian, by TPI and SBCA) fo - e practices prlor to performing these functions, Installers shall provide temporary bracing pe: Unless noted otherwise, top chord shall have properly attached structural sheathing and bo shall have a properly attached rigid telling. Locations shown for permanent lateral restraint shall have bracing Installed per BCSI sections 23, B7 or B10, as applicable. Apply plates to end of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc, shalt not be responsible for any deviai this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shll 'nstallation & bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professlona engineering responsibility solely for the design shown. The sultab0lty and use of this drawing For my structure is the responsibility of the Building Designer per ANSI/TPI 1 See2. For more Information see this Job's general notes page and these web sites' ALPINE, www.atpineltw.com) TPI' www,tpinst.orgl SBCA' www,sbcindustry.orgl ICG wwwlccsafe.orl BCSI. th, Bracing Group Species and Grades, Group At S ruce-Pine-Fir Hero -Fir #1 / #2 Standard #2 1 Stud #3 Stud #3 Standard Dou las Flr-Larch Southern Plnewww #3 #3 Stud Stud Stnndnrd Stnndnrd Group B: Hen -Fir #1 & Btr #1 Douglas Fir -Larch Southern Pinewww #I #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these qLades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 135 plf over continuous bearing (5 psf TC Dead Load), Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with IOd (0.128'x3.0' min) malls. )K For (1) 'L' brace' space nails at 2' o,c, In IS' end zones and 4' o.c. between zones. )K)(For (2) 'L' braces' space nails at 3' o,c. In 18' end zones and 6' o.c. between zones, 'L' bracing must be a minimum of 80% of web member length, Gable Vertical Plate Sizes + Refer to common truss design for peak, splice, and heel plates, Refer to the Building Designer for conditions not addressed by this detail. Verticnl Len th No Splice Less than 4' 0' 2X4 Greater than 4' 0', but 4X4 Less than 12' 0' 4� . wf.wwp -�.\` IMAX. TOT, LD, 60 PSF MAX, SPACING 24,0' F ASCE7-16—GAB16030 TE 01/26/2018 WG A16030ENC160118 'T Relnfol Menlo Go Tr Gable Detail Fnr I Pt -in VPrtir-nlq Gable Truss Plate Sizes pproprlate Alpine gable detall for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a .te that covers the total area of lapped plates to span the web. ,, 2X4 2X4 2X8 vroviae connections for uputt speciriea on the engineerea truss aesign. Attach each 'T' reinforcing member with End Driven Nallsi 10d Common (0.148'x 3.',min) Notts at 4' o.c. plus (4) nails In the top and bottom chords. Toenalled Nnils- 10d Common (0,148'x3',min) Toenails at 4' o,c. plus (4) toenails In the top and bottom chords. This detall to be used with the appropriate Alpine gable 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 Detall Drawings A11515ENC100118, A12015ENC100118, A14015ENCI00118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 FP611ffly&60 511530ENC100118, S12030ENC100118, S14030ENC 30 1001�,,w4 S18030ENC100118, S20030ENC100118, S20030E[ Q01 Q�QP .b10 e1N See appropriate Alpine gable detail for 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe -nail - Or - End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length is 14' from top to bottom chord, 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Web Length Increase w/ 'T° Brace Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c, SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf. Mbr, Size 'T' Increase 2x4 30 2x6 20 "WARIUNG!" READ AND FOLLOV ALL NDTES w THIS BRAVDRa g o I U. r Ulu V REF LET -IN VERT "DPORTANT" FURNISH THIS BRAVING TO ALL CWTRACTIHRS INCLUDING THE MSTALLERs a followsses the lnteuire st edition mofcHCSIICBuOding ConponentllSnfetypInfornatolnnby TPland bra nntl�S CA)efo s tp DATE 01/02/2018 practices prior to performing these functions, Installers shall provide temporary bradng pe BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bo n cho�l DRWG GBLLETIN0118 shall have n properly attached rigltl ceiling. Locations shown for permanent lateral restraint f sw P'1i v' • shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to eaoS ®a t,� of truss and position as shown above and on the Joint Details, unless noted otherwise. r ew („`V ,Al Af PIN ' Refer to drawings 160A-Z for standard plate positions. eat 1 e � Alpine, a division of ITV Building Components Group Inc. shall not he responsible for any devintlo r ®w®a 1 e0o this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin _�9� trww+�awwa `("� MAX. TUT. LD, 60 PSF AN ITW COMPANY Installation & bracing of trusses. )n��'�r•1_v A seal an this drawing or cover page listing this drawing, Indkntes acceptance of professional ru 1 \\5141 Earth% City% Expressway engineering responseioty sorely for the design show.. The suitability and use of this dra■rig 4 DUR. FAC. ANY IIsuite',242 for any structure Is the responsibility of the Building Designer per ANSI/rPI 1 Sec2. 1 /29/2021 %\Earth\ City,\ MO% 63045 For more Information see this Job's general notes page and these web sites, MAX. SPACING 24,0° ALPINE, www.alpineitw,comi TPIo www.tpinst.orgi SBCAi www.sbcindustry.orgi ICC. wwwjccs&fe.org I VALLEY FRAMING & BRACING DETAIL I R BC Lumber Size and Grade Minumum Requirements TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE fipples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. .e the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gered between rows. TYp) inrrection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 8 16d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 4 16d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 3 16d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails CRIPPLE, BRACING &BLOCKING NOTES 13. Collar beam to rafter 4 16d toe -nails -r NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 6'-0" to 10'-0" Tong nailed w/ 2 -10d (0A48"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cri?ple with 10d 50.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cripp es over 10'-0' long require 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 requrr( Nails are common wire nails unless noted otherwise ryi`i '.-•``GINS•• 0C� (A) (B) ("") n WAMM*Ia READ AND FM.UN AL.L MMS CH naS MAVD(o ` • TC LL 20 30 40 54 REF VALLEY FRAMING wwD%-wTWTa FUFMSN TALC DRAVDC To ALL Cm(IRACMRS BC1lmm PC DSTAL_%= . . Trusses rcquYe extreme care In fabricating, h—alter, shipping, tnstaliN and bracYg • Ref.E 4bar4 .�a to TC DL 10 20 7 7 DATE 10/O1/14 se follow the latest adtlon of BCSI (BLAaft Cct% rot Safety Infornatlon,`by TPI and SBW for cdfet)• proctices prior to perfuming thefunctions. lnstatlers shall provide temporary bracing per. BCSI S Untess noted otherwke, tap chord shall have properly attached structural sheathing and bol%T chatl STATE OF • a BC DL 0 0 0 0 DRWG VACNV1801015 we stall have a properly attached rigid cetkp. Locations sine for perranmt lateral rcstrnht �f • ��g stall have brnckg Installed per BCSI sections B3, B7 or B30, as oppllcWA,� Apply plates !o eacy fob d Q rrr�� of truss am position as dawn above and on the Joint DetaAs, unless noted otherwise. 'i j(wq/ o. •/♦_ P • BC LL 0 0 0 �9 NFE Refer to drowkgs 160A-Z Far standard plate htlons. o O • Alpine, a division of ITV wading Components Group Inc. shall not be responsible for any devintlon�'vj' • ••..Au ..••• • ��,♦`♦♦ TOT. LD.30 50 47 61. AN iTW COMPANY this drowing, any fall to build the truss in conformance with ANSI/M 1, or for handling, shipon ��'\ installation t brodng of trusses. SS�ONAL A seal on tlis dvwkp ar cover page Us*Q this dmwlnp, Indicates acceptance of professional ty�t solely for the shown The siltahirty and use of this dvekrp !� 13389 Lakefront Drive f0 ``'' I '''sa"b`ig' Wading De=p"r' Pee' "'(s`nPi IT-2 DUR. FAC. 1.25/1.15 Earth City, MO 63045 Far Wore krfomation see this Job's °metal rates page and these web sitm ALPM wwwalpineltw.coru TPI. ww..tpkvst.orgl SBC& wee. sbd dndustry.or-gr ICd www.kcsafearo lJ V SPACING SEE ABOVE 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: W-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