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Home My WebLink AboutTrussREFER TO PACK FOR CCNNECITON. 14 1' r-r TYPICAL 7' SETBA CORNERSET LABEL AND SPACING M j&ka;t. Aod-j rs&,,, F-(, C-L c— AIL-© o 0 1, a 6— MGM MULTI -PLY GIRDER CUNNECTMK ALL PLIES SHALL BE FASTEND TCGETHER (BOLTS, NAILS, MID IIR SCREWS) PRIER TD INSTALATIN AND BEFORE ANY LOADS ARE APPLIED. PER THE SUPPLIED ENGINEERING SHEETS Nam ID NOT CUR CR ALTER TRUSSES WITHOUT CONSENT 13e THIS OFFICE BACK CHARGES VILL NOT BE ACCEPTED VITMUT PRIDR WRITTEN APPROVAL BY OUR SERVICE DEPARTMENT AT CARPENTER C➢NTRAC M 13F AMERICA, INC. 877-293-9487 NOTFi ALL BEARING WALLS MUST BE ADEQUATELY DESIGNED TG CARRY THE LDADS IMPOSED BY THE TRUSS OR TRUSSES, AND MUST BE IIBLACE AND IN SERVICE BU13RE THE TRUSSES ARE SET IN ORDER TO AVOID REPAIRS. Labeled End Mark Total Truss Quantity = 73 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. General Notes 1) *p fAt dom lm. US top dad p*p a m to bs kaMW ¢am ida up. 2) =— to be Sngam MW Itdtea t4ltaaa 3) Mb� 9g b 2, O.C. tad® tr a y 4) ft Tntm Hda habUtb BMI-81 mmlrtlatdo8m , a-. X-hecbg Il mW be pWW d a madman Wooing I5 O.C. ttaam the ym, to be rgettd d a mmfmtn d 20' bebtto —h %bm� tlrw#rout 8n Arucbm Plem CIS to -tlM, for arty odmBmd haft ROOF LOADING SCHEDULE TCLL = 20 PSF BCU- 0 PSF BCDL 10 PSF TOTAL = 37 PSF DURATION 1.25 % WIND SPD/TYPE- 160 ENCLOSED BLDG EXPOSURE = C USAGE ce RESIDENTIAL CAT II WIND IMPORTANCE FACTOR ee 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Tmss member desiggnn & eonnccmr plates am dcsi6ncd for ASCE7-1E and maximum finees from both components and claddings and main wind tome resisting systems. • These m"s have beev cored W ca- an additional 109 psfn—o anent twnom chord live load. FLOOR LOADING SCHEDU TCLL = PSF TCDL = PSF BCDL = PSF TOTAL PSF ROOF DESIGNED FOR SHINGLE AIL REACTIONS AND UPLIFTS ARE SHOWN ON ENGINEERING WALL KEY 8'-8- ® 0 OESCFBPn0N INTr. GATE Iw oa ttn a IM1M @e0t1 M X-RW tad Vp Eu A olwm M � VA 1�1� V eIRM RE Rat nA W+C MI AAV1! Men Im mn111 M Ip Van MMEV ■ MWA4 A6 C Ia1 ACIDMep OHO .wl UleM m Ill Or eIlalD M EMMAMUMM x tia ateO M IM1C0 IiV. alRet {Ate. LOAD# DESCRIPHON INIr. DATE Im tor, uaf Aa1 fnvn Irm MAR N6a.T W 7"=M Y.e RV =t ® aVII IIAe/m CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N W. WINTER HAVEN FLDRIDA 33880 PHONE-(800) 959-8806 FAXt C663) 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECTCREEIME/3FH MODEL 1672/ARIA/4EAB CCA PROJ/MODEL ALT 7A5/ 320/167EC/ ALT DESC OTC 9812 POTOMAC DR LOT 124 BLOCK If DESIGNER PAGE RFS q 1 DATE 3 29 17 LAN SCALE 1A4 "=1' Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE CR. FA5/320 CREEKS IDE Lot: �12� Block: E=_- -_�. Unit: Address: JobNumber:N333978 i Revision Date: - New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER MAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 RJ01— v V ALPINE March 1.3,20.19 AN rTW COMPANY Mr.. Bob Michaelis G.ar06ht6r`Cdritr6ct6r"s of Am6ribk Inc'.. 3900 Avenue G,. Northwest* Winter He(Veh,.:FL 33880-5201 Re: Alternative lihstAllations.for 6sing"le ply' carried truss with a width Jess tha.r.) the -hanger width, and wood. .blotking to: achieve fiAl design load: value - for face-rriduhtod.'hgnger,.atta6ht6nt Wa, one ply .supporting girder (Reference d6t'611 WA37-02).. Pear Bob, Fora single ply carried truss with awidth less than'the'har�gee. Width -you can irlstalfaa. prefabricated jack scab .truss: -for woo.d.filler �16ckihgi. The chord : sh-res-:-c ...h ord.,grqcles, and 41pinetdhnd�btbr pwo,(s) to. . . . carried be th6. same as the sIin6.16� ply' Jed truss. The prefabricate d scab -truss (*):will have a..minimum .Ien*gih of 48" a 'minim carried and will have a.. u.m.pitch-pf-51-12, The single ply car led Iruss shall have. a reaction of 3,.500# or les$. Attach orefEibricateid.jack:'scab:tr.uss. m ws'.'of 0A28'x3.W'GUn Nails at,2' _..__ : O C,,.per:.row,;staggered 1" (See Figure 1 below) Please refer to the Simpson Sfrong="fie og.G-C 2019.. pqg!q 216 Figure for more information, FjgUre 1 Fora single` pl" :, M " : that i requires wood blockin� to,*adhi " e �fU I design load VAIub for face -mounted er re res ev. hangers jy .gArq -attach one wood.. block to 'the back.. face the �jqgjp:�p -girderr with the, same size and grade. -'e. single. ply girdOr. The -wood block [&both to 44�. Wdli thAC he wood de..;�i8"the'botto-m.-6.hb�d.of'th t blocking .extends toeach adj6'd6ntpanel oQihts;(w-bbs-.and bott tndbot omch6rdinter§ec.0ons):.-Altachwopd block with 'two; . rows. ofb rx3.Q Gun Nails at610 b per row,. staggefed, 3. 0" applied to the 6760'Forum Wive Suite. 905, Orlando; Ft.32829 = {800) 52.1-9790-.(863):-4_2278685 -www.alpineitm,com iu ALPINE .dm'". single plygirder%c% withan-additional (2Q) 0. 1-2-8N3-' , 0 �'Gun Nails at. -:each- panel ppirid appfiedtothe, woodblo&-fabe (S6e Fig'062 bbI : oW )..P . Iea's6i rb'feftlo th'd.'S . irbo.�bb . Strong . Tie Catalog C 1 G, 2019., page 216,- floPre.-Vor thor& irif6ftnatibri. OOUi&i:' . .. ..... ... .... . .. .. ... ......... Theapplit:atiohofpr&.fabridatedj'ack'sc'abttu.§sfbrWijodfill'e't:blobki'ng':otwqqdbl'oc'in Iqachieve full. design load. 'value for face;-m.ounted hangpi-q Must be -approved by the -hardware manufaci Urer., All edge -and end: disiarices, and spacing for all nail 6bnnedfibrig' Must be suffi'i6nt td OreV6ht-.8pIittihg of 0 "wood. If I can.be. of any further.assistance,-o.r if you have any:qpestio.ns, please -give me a call. Vilflatp H KH' kP.E.'. Chief Engineer Alpine -an I"M Com'pOny Engin.eering.QOPEkrtm.erit Odando,FL 6750 Forum DflV-e. Su- 1t6'306*,;O'fla'n'd6,.FL.32821 - (80Q)-521-9790 - (863) 422- - 8685 VIW..W . . aip,:ine;*-m.rh ALPINE AN"COMPANY Ap ril 26-:2019' Mr. Bob Michaelis Car-P enter Contractors ofAtnerica, Inc". 3900 Avenue 0; Northwest Wintet Haven, FL 33880-620 1 DearBob,. .R6' Stronobaick bridgiing',ion roof trusses. I understand -there is §oM6 concern over our recommendations f6r.strbridback bridging on rooftru` sses, 'Sirongback bridging for roof trusses is not.a.-requirement of:ANS.kTPI 2014 n of1he or is r: a re u. q irement Building Component SafetyInformation .(BC.SI But stroogback bridgih ro6f trusses is recommended,. by,,Carpenter Contractors .of. America '.:strorig0a6k.bridging serves..,thej functions:.,wina, two. - One, bridging aligns the bottom #pr.os -after they; are. set so.. they are uniform alon g_ the ceiling -wi - efli n'g`sprviqea i i y. lineand helos' ith c' bilk' Twoibridging reduces relative deflection .6fadizidebt-ttUss6s:, .. .. ......Strongback b(dging..d...oes: tiot-:0r6Vent or r6duc6-overall individual deflection, espedially any r66ftrUss...d... .g.. . , fleqtjn.n-pre. In 1W inch: .... Si s. temporary.or pe �rnan rong0ack- bridging in roof trusses does 'not serve rve a bracing � and is not .intended to . dj,§t6ui6- oi�.shtite'design jo . ads. - beNveen Trusses. Consequently, -n.p design . load's have` been , n accounted for with thisAetail and continuous str6hgback'bridgiho -s�hdUld'not :bb:attaic'hed between- cotrinion And irder 'trusses-.. The use -of strongback brioging% sh6fl notwith other- design considerations as specified i*-the EMgihebr`0f Record cirthe. Building: Designer. The outer ends othe stro ba Mg. ck bridging shall be -attgched.to a: wall or anqtherzecure end..restraint; of aPspecified:by the Engineer of Record or.thd Bu'i1ding.D6§jjh&r.. Sfr6figback- bridging shall. be ti. minimum of M norbiriai lumber. oriented with . th The d'eoth-vofticaf: .. Attach immon nails nails at;. each int with f6d :common. drsbctir.)g memb&. When -extending the k bridging :strongbatk bridging overlap by at. a.minimpm pf two trusses. The.-Jocation� of. fbe�--.-�frong6ac - Maybq. specified:t y`ffie Tru§s Manicifabtut.6r,. Engineer , of, Record, or Building Designer: Please* refer to BCSI "Strangbacking'Provisions" or -to Alpine-:MOR-18kh.1014 detail for more. information. The graphic shown (Figure.l) is n ilu 'raii'vepUrpose-on1g. M 6750 Form Drive:Suite 305, 006ndo, FL32821.- (800)52147K (863) 422"8685 *ww'..a10in6itO.Pom� It ALPINE I -, v i.f, U L- t.: !I L L. lj V . I :. ') it alit .T, s lot Figure-J, If bean be of any futihi§tassistance' or-Nyou -have :any questions; please; give. .me a c..all. Williahi, H..,Knck- KE''. Phief'.E.ng'knper Alpine an jTW. .Company Epginq6rin *136p6rtmie'fit . .. 9 Qelan.dq, FL V82.1. 676.0. - Forum Drive Suite..366, Grlandd, FL 3282 - T-i (800). 521 - -9.790 - (863)-4224685 Www.., dpiriai .,CorT i BR6GING TOGETHER o. each Individu k truss component, 'Bridging-,' A. truss, -strongbac brdqInq servesto reduce ' ATTAbHMENT ALTILWATIVtS — ' AN nW4MMW w4b or Prorq THe enhancecl by. the. ----- by Alpine, - |Foruddftlonu( -- '�---= __,_.___ . | ~~'~`� ^'^~'~~~~ . ° ' 6 ^ o o a .0; AU4 cm 47 in rt PR ®rl H OX . . ...... . .... .... Q13'. J. h 411:' • OTIMA V u I., `7-7Vr MW I --RX B 21 VulN. 'Of .21 'k px P, 6, -,M�Ovl-4 Fill 'I'W- 14001-d N 38M I !pnV0SNW-- �40. QN, . S' -E);-NI8-0:,Jq,` 030N.- kq-00*381 Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member. This design Is valid onlyy for single ply trusses with 2x4 or 2x6 broken members, No More than one break per chord panel i, and no more than two breaks per truss are allowed. Contact the truss manufacturer for any repairs that do not comply with this detail 1 (B) = Damaged area, 12' max length of damaged section (L) = Minimum r1alLing distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member.- Applyy one scab per face, Minimum side member lengths) _ (2)(L) + (B) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o,c., rows staggered, Nall Into 2x6 members using three (3) rows at 4' oz., rows staggered, Nail using 10d box or gun nails (0.12810', min) Into each side member. The maximum permitted lumber grade for -use with this detail Is limited to Visual grade 41 and MSR grade 165Of. This repair detail may be used for broken connector plate at mid -panel splices. This repair de -tall may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tie -In loads, S. L L 4' o c �Typlcai + o + o + o + o O. + O + O + O + St, agger Member-; Repair Detall Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force. Member Size L SPF-C HF DF-L SYP Web Only ' 2x4 12' 620# 635# 730# B004 Web Only ' 2x4 18' 975# 1055# 1295# 1415# Web or Chord 2x4 24 975# 1055# 1495# 1745# Web or C4 ord 2x6 1465# 1585# 2245#1 2620# Web or Chord 2x4 30' 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord .2x4 36, 24704 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4245# 4745# Web or Chord 2x4 42' 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# • NIn6+un L Oktanet 8 L Ae L � llnlmun B \J`AC\ L IDlsiance 1/ 1 L L - Back Face 10d Box (0.128' x 3', min) Nallsl o = Front Face 2x4 Member - Double Row Staggered 2x6 Member - Triple Row Staggered Nail Spacing Detail L ,a.vARwNae■ Ilene AND ril 1. ALL Nntfs oN Tl1u nRAVINpI UNWIIRTANTWw MUSH TNIS TRA1►➢16 TO ALL CCNTRM711 S INfJ_OM IM INSTALLERS, REF MEMBER REPAIR DATE 10/01/14 Trusses evIre swtrenr cart h Pabrleotlnp, handlhp, ship piu Installer and bradna. Refer to and follow the latest v&U m of NCSI 0,Adeq Component Safety 1n?oraotlarny IN and SICA1 roe sale<y proetkes prior -to performing ih►se functlona Installers ■1w.O provble .tenparory hraeNp per 7CS1, palest noted otherwlas, too chord sholl have properly attached structural sheaThho and botton ellerd DRWG REPCHRD1014 „s S�P� shall have a properly oiiaeFfed BCS celU+o. Loeatlons shorn for permanent lateral restraint or vrbs � shell hove lamch9 lnealled per I se 313. 117 or 330. os apppeahlh App1Y Plates to each Face 'the Jolni Dr}ats,wllessIatead oiMrvl Q L.�L.l. � of truss and posNkn os shorn aboveand on Refah tO draflnps 1{aM2 for ttandard plate pefitlanr. AN r1Wl7DMPANY Alphe, a dNislon of ITV Ir Adlno Components Oro 1ne, shop net be respanslhle for o devla}ten Iron tNs droelnp, any failure }o build the truss h can�ornancr with ANSI/TPI 1, or for I,ancL shlPDha, ' hstallatbn 6 •trodlp of trusses. A seal'on tYAs droaft or, 44over poppee Itaihp this drew4q, lndmits accePtnifce of prof sslomal -rill rim rraponaR,Ait solaI for the deslr shorn Tr+ nAUbllty and use of iNs drawft for any structure Is tha rsspafu>hAFty W tix Imu" Drslpmer per ANSMPI 1 Src 1. , I SPACING 24,0' MAX 13389 WOW Me Eadh CRY.110 83O45 For man Infornoilon see this Job's peneral notes page and ihtst Web slt►sl ALPINE sys,al ItW,ean1 TPL wew,tpvat,oral =Ck vww,sbclndustryarp, IM wwYlccsafe,arg v Liurftber size and Orade-Minumm Requirements. . 44a p1d, gr, EF jw $2 D�p r be ar A.: :CQr*Xer -�fi -S02 , FA Purfilng r r..' 4.fe Wbeii%r * VF.n Mdtarlp I COUAR BEFVERY 7KRA BOAR FAIR10F RAFTERS L 01 vg kcING ING r. V-01. A 101 1 -0148M bf. I TRUSS . 4 TRtfB.q-, UNDER VALLEY -FRAMING VALLEY RAFTER.OR RIDGE 1p0Ieb,41-W*1dr.30 psf (M)gad-26 pSf (.TD) Ma(x, 4 tho-vailays br-sloopers each Towstahtod ff.dm work(..n . g' lri� t . d : WE W. Hd§ , nl&&d-�c itiiatcrlppije locations are 0 nOr. 16' ` ,011i ROQU. lrem ent.-Niotes U6,tifiiFiioJr,1aji 4 10d'tcIi-491&- de direaitty C. tdf1`dj& ciloole.,tdfofibi '416d'toe,,nallt teafbing (*4) sheatEtlOg Mf%&1ta.Two.2X6 slcepen;.' 4 2 Sd tae-Wa I rs 5. 51dep6i W-truti, 4'2:6d taldiftils 31114 td&.rAUs,ea.ch slaeperjk tnjg .6. iti� Mdge:bohrd.-rpof bldck 416dtoe-niills 'RF-C LID.F.OR PITCH .7. Wtr.Wis- 43.6d.t6a*411s z. 4rufflri to. (Typj. .5. Trizfm.:6166ifie .10. , -rruss-td:krjppti. ...n. 'Trun to dtf�.!Wp_ ;.ARE USED) .13. (;bllkrheahl tb-Taltdt 4 16dt0--nalls. N0TE-,:1Q:(0AGeA.41C-oMM0N NAIL§ 'dqd:lu9iI;ar,1$j.:4ox or dozi�inpn -nails. of 6"t.enii Hill( a OUL W1 a bf �rlj�b(e,�a4:Mc� _,Nfirrc4w idol f All I.mils: Etfeels.aiQ, p jfs;j6nj as.t qfrqperlqumtierQf-npjIS are cl o.rIdg6..vpw*d rafter Ifs(eepers,are.nottloq : 4n �a�ll -Inttail,b(oIekinq y height:14- -4p,all' 'Fla Nor; .Maximum "n,rgbf height; 3,04pet 9 uNl0Ai;tjbtsd*6the 'Ise. m -of AXE -7-10, 1:Bp rnp�h; CU610k4, 'ExP Ch do"_v lom T -.36 40 54 Rtp Nittv VAA-�w;(; r.uRIPMt To. c' ". -w..u. itit V 04*0t,Y, M1ZO 7 7 DAM j0/PjJ14 -ow604,FWN kQr,"= per: & uee:.r.rigcea; other. ;% .-c ow,HC bL 0 .0 ri 0 DRWG V-ACNV-1801015 pw '8T pez- AT L t bvr,. i pLatR Qr BT L1, 0 .0 0 0 T &pdmy+jr C10. pe_ shu. pat. IM r.e:kq-jotR ew..' de 66 AN TrW u' i L u.a is /T I -"A*o""Vii-m.I c= "ohr17tppkaovs a Face -Mount Hangers - I -Joists, Clulam and SCL I F ........................................................................................................................................................................................................................................................................................................................................................................................................................ These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. ka I7 • JURM Size (m j lvjuuu1 - No 21/z x 16 IUS2.56/16 MIU2.56/16 U314 HU316/HUC316 2Yzx18, MIU2.56/t --- .HU3161H,UC316 , 21h x 20 MIU2.56/20 21hx 22,MIU2 to 26. 56/20 29/16 x 91/4 to 26 ,rigid" ', . T164 . Dimensions ( n }"r Min./ Pax Fasteners in, ) Allowable Loads Catle 'Ref., Web - o Stiff Regd.�° - W H, B `.Face - Joist DF/SP . $pe'cies;Head'er�°Species SPF/HF Header �Uplift 60), Floor jiOQj .Snows (115):'I Roof (125), - Floor (100) Snow. j (115) Roof"y (125), • - 25/e 16 2 Min. (14) 0.148 x 3 - '0 1,660 1,805 1,805 1,425 1,555 1,555 Max. (16) 0.148 x 3 - 70 1,8115 1,805 1,805 11,555, 1,555 1,555 • - 29/rs 15'/s 21/z - (24) 0.162 x 31/z (2) 0.148 x 11/z 230 3,455 3,920 4,045 2,970 3,370 3,480 • ✓ 29/16 101h 2 - (16) 0.162 x 31/z" (6) 0.148 x 11h" 970 11,945 2,205 12,375 11,675 1,895 2,045 • ✓ 29tis 141/a 21h - (20) 0.162 x 31/z (8) 0.148 x 11h 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, FL, 17Is. ' 1 2/z ;- (26);0162 x31h (2) 0.148 x11h 230 3.Z45� 4,045 4,045 3,220 3,480 3,480' LA ✓ -2 4s, i4?la' ° 2'/z -:- - (20} 0' i62 x 31%z'1: {8) OJ48 x i 1h=-' ` ;1515: 2;975 3;360 3,610' 2 515,'2,895. 3,110 • - 29tis 19346 21h - (28) 0.162 x 3Yz (2) 0.148 x 11/z 230 4,030 4,060 4,060 3,465 3,495 3,495 • ✓ " 29tis 77777 19'11s- 21/z, °= ' `(28) 0162 x 31/2, ° "(2) 0.148 x 11h '' . 230 4,030 4,060 4 060' 3,465 3;495 i 3,495. 29A6" wide joists use the same hangers as 21/z" wide joists and have the same bads. HU210 2J HUG210-2," •- ✓ 3%,I 8"hs< 21h; MBX. {18j 0.162-X 3Y2: (10) 01148 X 3 `, t...,- 2,680 3,U20, 3,LbO. ="L 30b 1605 "L,800 IBC, ' MIU3.12/11 - 31/a 11'Ae 21/z - (20) 0.162 x 3Yz (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 5 2,69,695 2 FL, 3 x 11/a HU212-2 / HUG212-2 • ✓ 31/e '109/is 21/z Max. (22) 0.162 x 31/i " (10) 0.148 x 3` 1,795 3,275 3,695 3,970 2,820 3,180 3,425 LA :r.' 'H11R,)Rfl9iHIIr.Q�r.7�.-.: ,.' i�i .. ii2/, 3r�;,�`: r�dinia�Ya� ` ngin1eRY-4 ,-aF IRM 4.n�nla�.. 1.4 z; 1Anlz! .r; HUC3.25G16 ... ' J4 �'.716 � � Max. 1 (26) i3 I62 x 3 /z (f 2) O':148 x 3. '� 1 . ,r 3,870 4,365 4,695`13 33013,755' 4,040] 31%glulatrt= HUCO2104SDS • 3Ya 9 3 - .(12)1l4"x21h"SDS (6)1/a'y 2'%z"SDS'; �,N 1,315 {°31'i 4.a1a ;3;600 3;�1(3 3,71!;) FL HGUS3.25110: 3%a _ 85/a , , 4 , - - (46) 4162 x 3Yzr (16) O.j62 x 3'h. 4,095 9,100 .9,1Q0 9,100 7;825 °7;825 7,825 IBC, urii" I ti. viu, onvn;is;�iA . An A HHUS46 I I - 35/a 51/a 3 1 - 1 (14) 0.162 x 31/z (6) 0.162 x 31/z 1,320 2,785 3,155 13,405 12,395 12,715 12,930 3Yz x 5Ya HGUS46 • - 35/a 47/is 4 - (20) 0.162 x 31/2 (8) 0.162 x 31/z 2,155 4,360 4,885 5,230 3.750 4,200 4,500 HUS48 °`:._ _ - 3s/is{: 611iG 2' .;= (6)0.162x3'/z (6}0;162�x3Yz _ 1,320 1;595 1,815i1,960 1365(1;555I1;680 3Yzx.71/4�" HHUS48°." • ! - -.�3% 71/e 3 - -(22)0.162x31/2, (8)0162x31/2 ,7,#0 4,210 4,77.0 5JW136151,4,095 4,415= HGUS48 o - ' 3,5(a ,7 s,' °4, - ,,(36),0.162,X 31h (12} 0�76 Mx 3'h .' 3 235" 7,"A$0.'7,46Q-i"7,460 )' ,.415' 6,415 6,4151 IUS3.56/9.5 - 3% 91/z 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 1,250 MIU3.56/9 - 39/+s 8'Y1s 21/z - (16) 0.162 x 31h (2) 0.148 x 11/z 210 2,305 2,615 2,820 11,980 2,245 2,425 U410 ✓ 39tis 8a/a 2 - (14) 0.162 x 31/z (6) 0.148 x 3 970 2,015 2,285 2,465 11,735 11,965 2,120 HUS410 - 39tis 811/% 2 - (8) 0.162 x 31/z (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 12,070 2,240 HHUS410 - 35/e 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/z 3,565 5,635 6,380 6,445 4,845 15,486 5,545 31h x 91/z HU410/HUC410 ✓ 39tis 8% 21/z - (36) 0.162 x 31/z (12) 0.162 x 31/z 3,235 7,460 7,460 7,460 6,415 6,415 6.415 HUC0410-SDS - 39/16 9 3 - (12)1/4" x 2Yz" SDS (6)1/4" x 2Yz" SDS 2,2635 4,500 4,500 4,500 3,240 3,24.0 3.240 HGUS410 - 35/a 9'/As 4 - (46) 0.162 x 31h (16) 0.162 x 3Yz 4,095 9,100 9,100 9,100 7,825 17,825 7,825 IBC, LGU3.63-SDS - 3% 8 to 30 41h - (16)1/4" x 21/z" SDS (12)1/4" x 21/z" SDS 5,555 6,720 6,720 16,720 4,840 4,840 4,840 LA MGU3.63-SDS - 35/a 9'/4 to 30 41h - (24) 1.14" x 21h" SDS (16)114" x 21/z" SDS 7,260 19,450 9,450 19,450 16,805 6,805 16,805 IUS3:56/1j$$ -� o `- 3% 117/s' 2 == '(12)4148x3;``- - 7r 1,920°-1,615� 1,745Tg1220 1,390 ° 1,485- MIU3.56111 � ''- 3% - .11'/a'' 2?h, =- j20};O §2x 3Y (2} 07,48 z 1 Yz 210.E 2;880 .3,135 3135 Z-475 2,695 2,695- 'U414 - • • .• ✓ r 39As 10 `. 2 " '= (16).0762 X 3Yz (6) 0.14$ x 3 "'" . 9`0 2,305 2 615° 2 820 41;980 2,245 2,425` HHUS410 - 35/s 9 ,_' , 3 - . (30} 0.162 x 3'h (10) 6Atit X 31/z ,w,5F35" 5 635 6,380165,445 4 $45 5,486 5,5 45 HUS412 • • =° ' 39A6 10'%z 2 "�- (10) 0162 x 31h (10) 0.162 x 31/z 3'a35, 2,660 3,025 3 265 2;27512,590 -2,795 31hx 1f'/a WU412/HUC412 ° ° , :-„ • • A:39/ra 105/s3 21Iz.; Mm. (16)°0162'x 3'h < (6).a.148 x-3:. 1135 2,380 2,6B5 2,890 �2,050 2,315, 2,490= fvjax: (22) 0162 x,3'lz (10) 014$°x3 5, 3;275, 3,695', 3;970 2820`-3,180 .3,425 HUC04121SDS . - •. • - 39tis '_ "11 ; - (14)1/4"' x 21/2" SDS .(6) Ya' x21h" SDS,: 2 2f�S SjU45 5,045 5,045' 3 6 3Ei"i 3,630 3 6,36. HGUS412_' - 35A 107ks 4 ; -= -`(56),0.762 x 3'h' ,(20)°0162z 3Yz j 5,040 9,400 9,400 � 9,400 i 8 085 8,085 8,085 LGU3.63 SDS , ; ' • " ,= 35% 8 to 3D 41h, ,- {16)1/4'' X 2?%z" 5DS (12)1/a"- 21h" SDS; 5,555 6,720 6,ZX 6,72014,840 i 4,840 4,840` . a `_ . 3A 9Y4f030z ' 4= z d"SIDS, , ,509A509,50� 6805MGU3.63=S 68051_6,805/2z �.. :. HGU3:63=SDS _ • • .'. _ .. °{:36/s l ii.to3'Q 91/z �- 136iJ,/vx2ih" 5DS f241 1/a X2 --°SDS Sd. Bt t iS t1 J.1fs(i�1 1Gtl) f t.53< XA _47tii 46 See footnotes on p.150. THA/THAC Adjustable Truss Hangers �G��EERFO W a o� E This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For the THA29, nails used for joist attachment -must be driven at an angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35/e" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 13/4' for THAC422 for 122-2 126-2 THAC422 typical for THA422-2 THA426-2 THA418 Double 4x2— 2face nails Use full table value (total) Single 4x2 4 top nails See (to Face nails Top nails nailer table per table per table �F Straighten the double shear nailing tabs Straighten the double and install nails straight shear nailing tabs and install nails straight into the joist T Typical THA422 Top Flange Installation Typical THA Top Flange on a 4x2 Floor Truss Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps maybe installed straight or wrapped over with tabulated face nails installed into top and face of headE ® Double -Shear i Double- Nailing Dome Double Shear Shear Side View; Nailing Side View Nailing Do not (Available on Top View bend tab C some models) THA44 Face -Mount (Min.) Installation lyplual I rlmeu Top Flange Installation or to tnote 5 p.187 86 • Simpson.. ... Construction Connectors THA/THAC Adjustable Truss Hangers (cont.) IS These products are available with additional corrosion protection. For more information, see p.15. f ,01 IA SIMPSON 11/z — (2) 0.148 x 3 (6) 0.148 x 3 1 (4) 0.148 x 3 525 11,750 1,750 1 1,75), 450 11,330 11,330 1,330 THA29 18 15/a 911ti6 51/e 27/is — (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2:610 2,610 2,610 450 1,985 1,985 1,985 THA213`: 18 15/a 13fis 5Iz 1 do 1 60 j, THA218 18 1 % 17-316 51/z 2 — (4) 0148 x 3 (2) 0148 x 3 (4) 0.148 x 11/2 — 11460 :0 1,460 — 1,110 i 110 1 110 THA2182 6 311a'171hs 8 ' 2 (4)0.162x"311ia(2}Oc162X31h '(fi)Q148x3 1.9ty S 93'. 191 ,.9G T ig1z '. FL, A THA222r2 16 31/a 223/1s 8 2 I — (4) 0.162 x 31/z (2) 0.162 x 31/z 1 (6) 0.148 x 3 1 11,960 11,9935 1,995 1:490 11,515 1515 THA418 116 1 35/a 1171/z 1 77/a 1 2 1 — (4) 0.162 x 31/zl (2) 0.162 x 31/z 1 (6)0.148x3 I — 11,96 11:9951 1,995 1 — 11:490.1 1,515 1 1;515 THA426 114 1 35/a 126 1 77/a 1 2 1 — 1(4) 0.162 x 31/2I (4) 0.162 x 31/z 1(6) 0.162 x 31h1 — 12,43512,435 I 2,435 1 — 12,095 12,095 1 2,095 FL I THA426-2 114 171/4 I261/sl 93/4 I 2 I — I(4) 0.162 x 31/z1 (4) 0.162 x 31/z I(6) 0.162 x 31/z1 — 13,330 13,3301 3,330 • I — 12,865 1 2,865 1 2,865 THA29 118 115/a 1911/61 51/a 1 — 1 911tis 1 — 1 (16) 0.148 x 3 1 (4) 0.148.x 3 1 525 12,265 12,265 1 2,265 1 450 11950 11950 1 1950 THA218 18 1 % 1173A61 51/z 1 117'6 1. (18) 0.148 x 3 1 (4) 0.148 x 3 1 855 12,45012,450 1 2,450 1 735 12105 1 2105 1 2105 THA218 2-16]31/a 171ttis 8 41hs (22) 0,142=x'31/2 (, 0.162 x 31/z 1855 � �1 � w10 IBC, _ FL, THA222-2 16 31/a 223/s 8 1 1 141tis 1 1(22) 0.162 x 31/z (6) 0.162 x 31/z 1,855 3;310 3.310 1 .3,3.4 11,595 2:8452,u45 2,845 LA THA418 116 1 3% 1171/z 1 77/a I - 1141/e I — 1(22) 0,162 x 31/zl(6) 0.162 x 31/2I 1,85513:31013:3101 3,310 115935 12,84512,8451 2,845 THA426 114 135/a 126 1 77/a I — 1161/s 1 — 1(30) 0.162 x 31/z1(6) 0.162 x 31/z1 1,855 1 4,415 14,480 1 4,480 11,595 1 3,795 1 3,855 1 3,855 71/4 261/s 93/a — 18 — (38) 0.162 x 31/2 (6) 0.162 x 31/z 1,855 5,520 5,520 5,520 THA�26-2 14 1,595 4,745 4,745 4,745 1. Uplft loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying'member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nail in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried foist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. FL I Simpson Strong -Tie® Wood Construction Connectors Face -Mount Joist Hangers 2G`��ERFp10. This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. T he double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nail;ng that distributes the load through two points on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded'or hailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1' for 2x's 1''A for 4x's m:pRm t O; H G q- m c-w a LUS28 HHUS210-2 PM 11/g° n'p. �. 0 e. HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 Simpson Strong-TieO Wood Construction Connectors v Face -Mount Joist Hangers (cont.) Model ° Min. Heigi Dimensions (in.), Fasteners . g CHeel: -CarardedNo. lyemin 66rW �, . Member �'• Single 2x Sizes 'LIJS24 25/e ,� 8' 1 s/e 31/8 1 a -(4) 0148 0 ; : r (2) 048""i 3" HUS26 4Y.:: ' l sfie `43/a fl/ (4) i0148 x 3: ,. (4),0.148 x 3 MUS26 411/15 18 1 % 53A6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45/ie 16 15/e 5% 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HGUS26� , 40M5' " 12 � -=15/3 : 53/8 6, (20)-0.162 x 312, " (8) Or162'z 31h LUKT' 4�+6 '.",AS 11Y16 �.651a "�°-I'/a �',(6}0148x:3 �h.�4(4)0,148x3 '. MUS28 65A6 18 19AG 6'3A6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 "15/8 7 3 (22) 0.162 x 31h I (8) 0.162 x 31/2 HGUS28 6"A6 12 1 % 71/e 5 (36) 0.162 x 31/2 i (12) 0.162 x 31h ;LUS210,, 4"1/a,` "18" ", 19/5 "TY16 I "i�la' ' (8)'0,148•x3-'",( HUS210 `, ` 83/s '_ 16 15/s . 9 3 (30) 0:162 x 3l2 (10) 0.162 x 31/2 HGUS210 8V6'= 12: "' 15/e 9�7e., '•(46)-0162x3'/z";(16)0:162x312� 1. See table below for allowable bads. Single 2x Sizes " These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p.21. Many of these products are approved for installation 1 with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. a LUS26 1,165 865 1 990 1,070 1 1,355 1 1,165 935 1 1,070 1,150 1 1,475 865 1 635 725 1 785 1,000 IBC, FL, MUS26' 93'01i. :1,295", 1,480 " 1,560. 1',560 T, 980' `'�1,405" .,1,560 1,560 1560 810" 968, 1090. 1,180 5 LA HUS26 1,320 2,735 3,095 3,235 3,2335 1,320 2,960 31280 37280 3,280 1,150 2,350 2,660 2,780 2,780 HGUS26 875` ,:4,340` , = 4;850. ° 5,170,-,' "5,390 " < b75"".. ' 4,690` ,22d 5;390 5390 "` ?£30 ;, 3,225 " 3,61t) "" °3,870. 3,985 IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1,165 1,195 1,360 1,465 1,730 865 810 925 1,000 1,270 MU528' 1,32 1,730, . 1,97 , 2,125 ;: _,2 255 ` ' . ,1875 2j135 -2,255. 2,25 z 5 ". 1 (50 ; 1,270 • 1,455 " 1;57 1 551 LA HUS28 1,760 4,095 4,095 4,095 11 4,095 1,760 4,095 4;095 4 095 4,0no 1,480 3,520 3,520 3,520 3,520 HGUS2$ _ 1,650= 7 7 : 7,275 7,275 " 7;275 s 1 6a a" > ,2to. 1. �275 ;275 7,275 1,325 3.6710 3,820- 3,915,. .4,250". IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS210 , "5y 5,4a0' 9` 5 795' S,830 ": 5,f330 2,635 " ;' S a95 " a,78G , a 3^� L z 0 " 2.220 2,330 2 r" " HGUS210 2,090 9,100 9,100 i 00 9,100 2,090 9100 9100 9,100 9;100 1,545 6,34 61730 6,730 6,730 IBC, FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load " • For sloped only or sloped and skewed hangers, the maximum allowable download of 1 is 0.65 of the table load •. Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. "" cute • The joist must be bevel cut to allow for double shear nailing side HGUS - Skewed Seat HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift Specify angle W < 2" Square cut 0.62 of table load 0.46 of table load Top View HHUS Hanger W < 2" Bevel cut 0.72 of table load 0.46 of table load Skewed Right 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load Qoist must be bevel cut) All joist nails installed the 2" < W < 6" Square cut 0.46 of table load 0.41 of table load outside angle (non -acute side). W > 6" Bevel cut 0.85 of table load 0.41 of table load 94 Simpson Strong -Tie° Wood Construction Connectors SIMPSON • 0 a a 0 0 U r 0 z 0 cc m z 0 91 a 7E m 0 0 0 U 0 s5 • 4,. sss ri SS= {A wa 7 These products are available with For stainless Many of these products are approved for installation additional corrosion protection. ED steel fasteners, ! with Strong -Drive® SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. Dimensions {in) Fasteners (tn.) DF/SP Allowable Loads . SPF/HF Allowable Loads Model Code Heeh No Height;, W"� H B caCrymg Carried Up11ft Floor' °Sn6w Roaf INird Uplift ;Floor :Snow- Roof v±iindtMember (160) "(100) (ii5) (�125) (160) (160) , (100) •(:1,15j (125) ,(160)" Double 2x Sizes HHUS26-2 4-'A6 14 3-A6 I 53/e 1 3 1 (14) 0.162 x 31/z 1 (6) 0.162 x 31/z 1,320 2,830 3,190 1 3,415 1 4,250 11,135 1 2,435 2,745 12,935 3,655 HGUS26-2 0% 12 35ii6 I 57/is 1 4 1 (20) 0.162 x 3Yz (8) 0.162 x 31/z 2,155 4,340 4,850 15,170 15,575 11,855 13,730 14,170 14,445 4,795 71/4 ;435 l,14t IBC, FL, 4;435 5,145 1 LA I1l9UJ2b-3 ;) 4;49e°° I'2 49AZ bV2 - A. 1 (ZU)U]bZX6'/2 (6)9;1bZX392" 2";10b. 4„64U 4,bN 1 0,1JU I o,010 1,=J d,tju:,l 4,111U 4,443 4,1y5, IBC, FL, VIA6 ` 12 4,15A6 7114 4' (36) 0.162 x 3112' ,(12) Q162x 31h 3,2',35 7,460 7,460 7,460 7,460 2,780 .6,415 6,A:15 6,415 6;415 LA HHUS210-3 83/s 14 411A6 87/8 3 (90) 0.162.x 31/2 (10)(3.16201h 3,405 5,630 6,375 6,485 1 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 813/i6 12 415/i6 91/4 4 (46) 0.162 x 31/2 (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS212-3 , 105/a : 12" 41.A 1031a ~`4"' (5B)'0162 x 31%z 2(20) 0;162 x 311z _,095, 9,04` - P 145 045" W04 ?;900, r,780 'T 80 7,780 ,78t0,. IBC, FL, LA HGUS214, 3) 125/s _� 12 : '415hc 123/a „4 (6f) 0:62 x 3'/i '(22) Q 162�x 34h 5,695 10,125';10,i25 10;1�5 10,125 4,900 '; 8,190; -8;190. 8,190 $,190 Quadruple 2x Sizes HGUS26-4 51h ' , 12 . 6`A,, 57/is `4 '(261o.l62x31/z 8):Oi162X31V2 .2155 4,340} 4,850 :5,170 '5575 '1,855 :8,730. 4,170 4,445 4;795 IBC, FL, HGUS28-4 71/4 12 61/16 73A6 4 (36) 0.162 x 31/2 (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 1 7,460 2,780 6,415 1 6,415 6,415 1 6,415 1 LA HHUS210-4 8% 14 6'/s 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 16,485 2,930 4,840 5.485 5,575 5,575 FL OGUS210-4, 91/a 12 63iifi 93Aa 4 (46) 0.162 x 31/z' {16)"fl.162 z 31h .4;095, 9,100 9,100 .9,T00 -9,100` 3,520 7,825 7825 7,825, 7,825 '-HGUS212 4 105/e < 12 6s e 1051s 4 (56)'0162 x 31/z ' (20) 0,162x 31h T,69 _0 ' 0, 4a""- ,045. 9;045 4,q ti ; % 0 :�,f�sir r,78(} 7�7?6 IBC FL, LA 4x Sizes 1 LUS46 , 4% 1 18 1 $% 1'43/4' '`2 (4) 0.162 x 3%, 1" (4) 0.162 X 31/211,0£.01 1,030 ] f,170.11,265'1 1 5951 310 •1 885 11;0051 1„090 1 1;370' 1 IBC, FL LUS48 43/8 18 1 39A6 63/4 2 1 (6) 0.162 x 31h (4) 0.162 x 31h 1 1,060 1,315 11,490 1,61012,0301 910 1,130 1,280 1,385 1,745 1 IBC, FL, HUS48 61/6 14 3% 7 2 (6) 0.162 x 31h (6) 0.162 x 31/2 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 61/2 14 3% 71/s 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 1 760 4,265 4,810 5,155 1 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 67/6 12 3% 71/16 4 (36) 0.162 x 31/z (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 ;LUS410 �.'.':1 6'14 i 18' 3�6: '83<a "2' �(8)0.1�2 31h; (6),0:162;x3'1/z �;4 u' 1,830j1.;2,075 2,245, 2;830 1= 4.;, 1,575 it785 1;93Q 2,435_ HGUS410- `' - 87/6 .> 12. 3578 91hs , �4 (46) 0:162x'31/2 `(16) 0.162�x 31h 4,095 ,, loll" � 9;100 °9,100 9,100 3,520 �; 7,825 7825 7,825 7825�, IBC FL, LA HGUS412 1034. 12 35/s 107/6 4 1 (56) 0.162 x 31/2 (20) 0.162 x 31/2 5,695 19,045 9,045 9,045 9,045 4,900 7,780 7,780 7,780 7,780 HGUS414 117/�6 12 35/a 121A� 4 1 (66) 0.162 x 3/h (22) 0.162 x 31/z 15,695 110,125 10,125 10,125 10,125 4,900 18,190 1 8,190 8,190 1 8,190 Double 4x Sizes HGUS7.37/101 8% ; 12"d 7% 1 8'/�6 "4. (46)0:1"62_X'Ui (16)10:162x31h 131,4301 9,095,1,.g;095 9,095- 9;095 1 2,950': 7,820 7,820 17,820 17,820 FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2014. Simpson Strong Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162" x 31/2" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. SIMPSON t HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/s". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the tniss and the carrying member up to'/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is %" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling round and triangle holes for maximum values • 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 671/2'. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table Many of these products are approved for installation with Strong-Drivee SD Connector screws. See pp. 335-337 for more information. HTU26 Typical HTU26 Minimum Nailing Installation a o oA'� ga Ito o dt( max. gap between end'of'•' truss and carrying member HTU Installation for Standard Allowable Loads (for'h" maximum gap, use Altemate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) ;_. ;. ,t J=: 'rl ,, 1-.. I U . 'f 072 j4U1.U.1ve A X12_ 5. Ji#ois7 , u a z a. .. 1,aoa -c,yffu ? a wry you 't;u,iu - i,��, c,0au; c,aslal „0,90' r: IBC, HTU28 (Min.) 37/s 15/a 71As 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 1 % 71/s 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 2,020 i 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA HTU210 (Mini i ' 37/s , 15/s 9{/s•. Th" (32)"0.1K x 3% ° (14),U.148 x 1 /2 ,,1,330' 300 A 3s0 -4,3t3o 4,300 ' 1,145, 3 22v� 3,Tt5' 3,225'_ 3 22 ,HTU210 jMax;) #. 91Ia 15/9 " 91fis 31h (32) 0.162x 3'A (32) 0.148 x V/2 '-,3,315 4,705 �,310 € ' G � : 5,995 2,850 4,045 = 'r565- 4,93rJ . 5;155 Double 2x Sizes HTll2 4(Min;) ; 37Is D 35/ia :;5.hs,. , 31/2 ';(20) 062 x 31/2 , {14} 0.148 x 3 ],515';, a 2;940. i, i ti , s s 3,910 ; 1,305' 1,850 , 2 090; '2 255 ; ,2,465;' HTU26-2 (Iv1aX } 5t12 ' A,; 5?Is9„`3'h (20) 0,162,x 31/2 (20).0.140�x 3 2;175 '2,940 "3 32 ,1, ?« $(' .4,4$ 1",870 , 2,530°' 2t355 ; .080 3,855, HTU28-2 (Min.) 37/8 35Ae 71/16 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IBC, HTU28-2 (Max.) 7 /4 3-A6 7 As 3 h (25) 0.162 x 31/2 (26) 0.148 x 3 3,485 3,820 4,315 4,655 825 2,995 3,285 3,71101 - Q6,5 i , '10 LA 010-2 (Min.). 37% 3 6,, 914s 31/2 (32) 0.162x 31/2 �"� (14) 0.148 x 3, 1,755, 74,705 = 4,81 4.815• 4;81S , ° 1,510: 3;530.1 3,610 -3t610 f'"3,610:- 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 'A" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie° Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. 96 r 6 z z a< ii 0 U H 0 z 0 Cl) 0 a I CO rn 0 N O 0 N U HTU Face -Mount Truss Hanger (cont.) ' Many of these products are approved for installation with Strong-Drivee SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member NoHeigtit ;Carryings Carrying Carded Upirfi Floor :Snow Roof Wind;,,Uplift .'Floor Snow, "Roof ' Wind Ref. y.., „ .{in) Member. .", re _, Memperl; Member (ifi0} (100} ' (115} .(125) .. (160) d160) (100) - (115) , `{125) (160) HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31/2 (14) 0.148 x 11/2 925 1,470 1,660 1,, 90 1,875 795 1,265 1,430 11540 1,615 HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 31/z (20) 0.148 x 11/2 1,240 1,470 1060 1,790 2,220 1065 1,265 1,430 1,540 1,910 113C, un 19u mnzv V.' ; 41i ii t,)nx n 1F,) Y q1x,6kti n ea'v 1 v 1 47'1)�. ' 9 4en 1, ff `r4.-nn 9 rzn -' 9 srrr � ,7pr1- z qsa° FL, LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Dimensions (m) ' Fasteners {in.} DF/SP Allowable Loads SPHHF Allowable Loads Model -Mn:Code: . HeeV NoHeight W H g Carrying carried ljplift Floor Snow "Root Wind�� Uplift Floor SnowRoof Wind Ref. Memhec Member (160}.. " (100) (f15) (125) (160).: (160) ;(100) (1y5)- (125), ;(160) Single 2x Sizes HTU28 (Min.) 37/a 15/a 7'tia 31/2 (26) 0.162 x 31/2(14) 0.148 x 11h 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 IBC, FL, HTU28 (Max.) 71/4 15/a 711ie 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 1,920 3,820 4,315 41655 5,015 1,695 2,865 3,235 3,490 3,765 LA HTU210 (Min.) 371a �ta/a ; 9Ye-31h '(32) 0.162-x<31/z (14) 0:1485 11h :1,250` 3,600 3,600 3;600 3,600� 1,075 2,7002,�00 2,700 2,700 HT11210 (Max.) . �`= 91/4 1$/a ,9% , 31h "(32) 0.162 x 31/2 (32) D:148 ic1:1h. '3i255 „4,705 _5,020 ;5,Q20 5,020 2,800, ,3,530 3,765 3,765 3,765 ' Double 2x Sizes HTU26:r2 (Min) "3Ja.'" 3 a `57tia 31/s: (20) 0162 x'311z. , (14) 0,148,x 3 ., 1,515 _2 940 3 32i' 3,500 3;500 ' 1,305 2,205 2;205 2,205 2,205 !. HTU26,-2 Max.) ( 1 . " 5 h 3 a - 57J�6 ' 1 3 h t (20) 0.162 x 3I2 (20) 0.148z 3 ' 1,910 2 940 . 3,0 3,500 3,500; _ 1,645 2,205 ° 2,205 2,205 2 205 HTU28-2 (Min.) 37/a 31ye 711ia 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, HTU28-2 (Max.) 71/4 3-A6 74A6 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 13,235 3,490 4140 FL, LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between Ma" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/15" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/1e" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with'/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and '/4° x 2W' Titen 2 scraois (f,4odel TT1\12-252341-1) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or RNP sections. Material: 14 gauge Finish: Galvanized; ZMAXII and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU ('/4" x 23/4" — Model 7TN2-25234H) and for concrete ('/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/e"-diameter hole to the specified embedment depth plus'/2". • Alternatively, drill the 3/ie"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kts are available. They include a 3/1a" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/,s" x 4'/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 1'/2" and minimum end distance of 37/3" is required as shown. in Figure 1 for full uplift load. • %Nhere no uplift load is required, a minimum end distance of 11/2" is oermitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 37i di, HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 Simpson Strong-TieO Wood Construction Connectors r "Ok HU/HUC/HSUR/L ............... __... ._..... _..------------.._...... ---._........... _.... _...... _..... ... _..... _ .__...._.__....._..........._..----- _ Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. t�= a U yr's able, �Na HU26 HU26X (4)1/4 x 23/4 (4)114 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 HU2$ HU28X ` {6)1Ia!x 23/4, , - .'; (6) 148 760 A- _'2 400 HU24-2 HUC24-2 (4)1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26-2 (Min:) . HUG26 2 (871/a`X 23/a (8} 1/4'x 131a (4) 0148 x.3 760 2,000 HU26= ', (Max) , , HUC26 2 (12)1l4 x 23/4 {12)1/4 x j 3/a y .(6) 0.14$ x 3 , 1,135 , , 3 D00 = 1,135 , 3;95Q HU26-3 (Min.) HUC26-3 (Min.) (8) 1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/4 x 23/4 (12) 114 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 nucacitwlax.l r+uoGortimax� ;=r AlwJ(AEG%4; tI`!)74x:17a- to�.u.i+o-a:u m'..1�� - Q,Wu�. yior HU210 HU21 OX (8)1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 11/2 545 2,000 1 760 1 2,415 HU21I., a (18} Jx 23/40,Z(Max) �` (18) Ya x 1314 , ;{10) 0148 X 3 1800 4300 , l;f UO 5 08b - ` HU210-3 (Min.) HUC210-3 (Min.) (14)1%a x 23/4 (14)1/4 x 13/4 RAW x 3 1,135 3,500 1,135 4,926 H0210-3 (Max.) HUC210-3 (Max.) (18)1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212` HU212X (10)?Ja x 23/4 ' ; n' (10)114 x 13/a :.{6) 0.148 x 11h 1135 2 500 `. 1,135 HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)1/4 x 1314 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1J4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212-3 (Mm) _ '. HUC219_13 (16)1/4 x 23/4 ,, (16)1/a x 131a (6) 0:148 x-3 "�1'135 ; " ' 4,000" . 1;135 ,. ' "4,,920 HU212 3 (MaX) NUC212�3 (Nlax)" " (22)114x 23Ja �' (22 1,800 . ° :, 5085., 1,800 5 085- HU214 H0214X . (12)1/4 x 2 3/4. (12)1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU214=2 (Min.) HUG214 2 {Min) . (1$)1la x 23/a" (18)1Id X"131a (8) 0.148 x,3 ",11515 ' 4,500 1,515- , ' ' ;5,085. HU2142 (Max.) HUC214'y2,(MaX.} (24} 1T X 23I4? (24)1/4;x 13Ja r 1 (12) 0198 x 3 `2 015 5 085 f ; 2;Q15_5 085 HU214-3 (Min.) HUG214-3 (Min.) (1$) 1/4 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUG214-3 (Max.) (2 4) 114 x 23/4 (2 4) 1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216'' HU216X'; {18} ;1I X 23/a {18) ?/a x46 1 1 20'5/ 15 2 920 HU216-2 (Min.) HUG216-2 (Min.) (20)1/4 x 23/4 (20)1/4 x 13/a (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (2 6) 1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216'3(Min)"" HUC216,=3(Mm}'' (20)11dx231a .;` (20)1I4x","13/41 (8)014813 1515 4920; j;515 4920 ''. HU216 3 (Max.) HUC2163 (Max) (26)1/a x 23fa ` (26) ?/4 x 131< (12} 0.148 x 3 2 015 "` . 5,085 - 2,015 5 085 HU7 (Min.) (Not available) (12)114 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/a x 13/4 (8) 0.148 x 1112 1,085 3,485 1,085 3,485 H69-(Min )' (Not available} e ,''; (18?1/< x 23/a {18)1/a X 131a : '(6) 0,148 X 11h 135 3,230 1,135 ' 3 230 , HU9°(Max) (Not available) , , ,; {24} 1f x 23/a ; T (2A} 14 x'13/a (10) 0.14&x 11h ° 1445 3 735. 1 4Q5 3A735 ; HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 13/4 (10) 0.148 x 1 % 1,445 3,735 1,445 .3,735 •38 STAGGER JOINTS - TYP. PA15ED HEEL ROOF TRU55E5 ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRUSSES B/SKI --II-I -5EE PLAN -SEE PLAN SOFFIUFASCIA- SEE ARCH.421 =` z � W Q W aN O S a RIBBON BOARD- Q Q 3 �� SEE SCHEDULE U z LL z FOR SPACING 1 Z z w RIBBON BOARD- SEE FASTENING TO w N �j > > < a N SCHEDULE FOR SPACING ! TRU55E6 = w F.-8 x FASTENING TO TPU55ES WALL SHEATHING-5EE PLAN =_ Z In W ? MIN. 15/32' CDX PLYWOOD OR j 3 1/16' 05B WITH ad GUN NAILS C U UPLIFT/SHEAR ANCHORMASONRY WALL - (0.131' X 2 1/2') 9 6' O.C. TO RIBBON BOARDS UPLIFT/SHEAR GYP. CEILING- SEE PLAN EACH TRUSS - SEE 5/SKI SEE PLAN ANCHOR EACH SCHEDULE PLAN DO NOT FASTEN RIBBON BOARD TRUSS- SEE PLAN NOTE: ADD'L FRAMING NOT INTO END GRAIN OF ROOF TRUSS MASONRY WALL - SHOWN FOR CLARITY BOTTOM CHORD SEE PLAN _ LL•aREVISION' RAISED HEEL TRUSS BEARING ' A RAISED HEEL TRUSS BEARING B ° SCALE: NTS SKI SCALE: NTS SKI RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vint=165 MPH (2) 12d GUN (0.131' X 3') lYas P. 2X4 SFF02 24' TO EACH TRJ55, (4) EXP. B, NAILS AT JOINTS ENCLOSED VUIL=180 MPH (2) 12d GUN (0.131' X 3') lVasXP. 2X4 5PI'02 IV TO EACH TRUSS, (4) G, E EXP. ENCLOSED NAILS AT JOINTS I SHEETTTTIE: RIBBON 0—FOR RUBE. RFEB ROOF IRUAFS SHEET INFORMATION: JOB NO: pABF ISSYED: 11.08.1E RFNEwFOBY: BN SK.I ALP , lz MY AK.fNVC6,Y,PM' ' January 110) 2920' America, ".1, catpen Ontr actor.� of - merica, Inc:. 3910Avenue" 6 ,0,AVen;Nw Winter 'R Haven, FL 3 8*,'8 00, , 62. 01 Dear ',Matt: I f", h a a .,o my'attentfon-thatsome questions were raised concerning ,S�/8,!'diameter' " holes ,.,," iIl67d'fh"fu,the: :chords'(wide l face) 'y ;i ofs gable,endtrusses to allow for ese,gab I le,ends,are,,.over-continuous support`: ' w 6fi6 fully hill sheathedare. d.tillj6d.,;ib6iit,,th:&,,centerl'itlo,,p thewidt' , face rib.c' 'el my aging,,dify, bbi! t6f 0 r� 0-108 .... lb—,4 Mott, ainal ii C PlAt ��',verdc webs then no:repairiisrequ, required only 8upports,Oet'affloor 'Ibadsand'nadddibonad load:, If YOU hai-ve,apy give -me-axall. I ,AT.,,E,, OF 6780 Fbrupi.Drive, suite 305, Orlando, FL 3-2�?I�:- (4 ), 2 -97 -(, (8.63) - do QQ 99 -�, �05 ,8685 422' wyM.,al i i pinelttw..qqM.- 3e Q P� 9 No. 66 '# N MATE OF ; F ALPINE ANITWCOMPANY COA #0 278 03/10/2021 7hsdoaanwthssbww e'ecVcWc*0anW ewd walwd U" d pigibq sign mn' f ntad coplesvAthrnd�x7'm1�nd�gnatiawrt be w°iflwd �fngt�w ori�n vwwon. Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www.alpineitw:com S�te:lraformai`rQn 3 � � Pa s i Customer Carpenter Contractors of America Job Number: N333978 Job Description: 7A5/320 ,167EC ,RJO1 / 1672/ARIA/4EAB ELEV.0 Address: JlatiE` ineerin Design Code: FBC 7th Ed. 2020 Res lntelliV/EW Version. 20.02.00A JRef#: lX3L89750074 Wind Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (psi): 37.00 Building Type: Closed This package contains general notes pages, 22 truss drawing(s) and 4 detail(s): 1 069.21.1302.25093 Al 3 069.21.1302.25249 A2 5 069.21.1302.25202 A4 7 069.21.1302.25297 A6 9 069.21.1302.25186 A8G 11 069.21.1302. 24999 131. 13 069:21.1302.24593 C1 GE 15 069.21.1302.24655 MV2 17 069.21.1302.25061 ER 19 069.21.1302.24905 CJ5 21 069.21.1302.24718 CJ1 23 A16015ENC160118 25 VAL180160118 2 069.21.1`302.24906 A1A 4 069.21.1302.25155 A3 6 06921.1302.25171 A5 8 069.21.1302.24859' A7 10 069.21.1302.24812 A9G 12 069.21.1302.24640 132GE 14 069.21.1302.25250' MV1 16 069 21.1302,24452 V1 18 069.21.1302.24765 EJ7A 20 069.21.1302.24858 CJ3 22 069.21.1302.21734 HJ7 24 GBLLETIN0118 26 VALTN160118 Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 1:54 29 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or 1310, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es. ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.or4. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.orq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 496491 COMN Ply: 1 Job Number: N333978 I Cust: R 8975 JRef:1X3L89750074 T18 / FROM: RWM Qty: 8 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1302.25093 Truss Label: Al SSB / YK 03/10/2021 6'1"7 i 12'815 19'4' 6'1"7 6'7"8 67"1 i 1100' ' Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. =5X5 E 38'8" 9,4" 19'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 03/10/2021 25'11"1 32'6"9 38'8" 6'T'1 6'7"S 6'1'7 9,4„ 28'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.208 K 999 360 VERT(CL): 0.361 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.131 J Creep Factor: 2.0 Max TC CSI: 0.531 Max BC CSI: 0.793 Max Web CSI: 0.428 VIEW Ver: 20.02.00A.1020.20 10, 1' 38'8"� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1660 /- /- /936 /301 /432 H 1660 /- /- /936 /301 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1446 - 3039 E - F 1102 -1959 C - D 1324 - 2761 F - G 1324 - 2761 D - E 1102 -1959 G - H 1446 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1166 K - J 2199 - 829 L - K 2199 - 848 J - H 2656 -1147 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 K - F 512 - 724 D - K 512 - 724 F - J 520 -130 E - K 1316 - 593 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properPy attached structural sheathing and bottom chord shali have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face, of truss and position as shown above and on the Joinl9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANRWCOMPANY truss in conformance with ANSIf� PI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engsneering responsibility solely for the design shown. The suitability and use of This drawing for any s9r'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustrv.com: ICC: !ccsafe.ora: AWC: awc.ora - Orlando FL, 32821 SEQN: 49650! COMN Ply: 1 Job Number: N333978 TD-N, R8975 JRef:1X3L89750074 T23 / FROM: PFH Qty: 1 ,7A5/320 ,167EC ,RJ01 ! 1672/ARlk4EAB ELEV.0 o: 069.21.1302.24906 Truss Label: A1A / DF 03110/2021 2112 92 7'10"14 12'1"12 17'1111 19' ' 26'6"4 i 30'9"2 38'8" T10'14 42'14 5'e'842'14 + T1094 —5F5 T 1 � E � T2 '�4X4 g4X4 T3 12 D H 6 17 w9 g5X5 ' 56r5 c R N B A + K 8'8" =4X6(A2) U =5x14 =5X8 cP =6X8 =5x14 L-4X6(A2) 38'8" F7'_T 711"5 4'0"11 5'10"4 17"10 5'8" 4'0"11 Tit"5 +1� T11"5 12' 1T10"4 19'S 14 2fi'8" r 30'8"11 388" 21' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W9 2x4 SP #2 N; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L!# VERT(LL): 0.201 E 999 360 VERT(CL): 0.375 E 999 240 HORZ(LL): 0.100 L - - HORZ(TL): 0.186 L Creep Factor: 2.0 Max TC CSI: 0.739 Max BC CSI: 0.793 Max Web CSI: 0.865 VIEW Ver: 20.02.00A.1020.20 ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1518 /- /- /936 /301 /432 J 1518 /- /- /936 /301 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.1 J Brg Width = 8.0 Min Req = 2.1 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1366 - 2665 F - G 1495 - 2370 C - D 1312 - 2278 G - H 1355 - 2399 D - E 1328 - 2355 H - I 1311 - 2276 E - F 1493 - 2326 I - J 1366 - 2665 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - U 2299 -1067 M - L 2298 -1049 U - T 2297 -1068 L - J 2300 -1048 R - N 1841 - 595 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - T 315 - 446 F - N 1047 - 722 T - R 2100 - 905 N - M 2114 - 888 E - R 387 - 251 M -1 319 - 451 R - F 1050 - 747 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached r! id ceilin Locations shown for ermanent lateral restraint olYwebs shall have bracin installed per BCSI sections B3, B7 or B10, as applicaboe. Applgy plates to each face oTtruss 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 ANMCOWAW truss in conformance with ANSIITPI-1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawingp indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any sFructure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49651 / SPEC Ply: 1 Job Number: N333978 Cust: R8975 JRef:1X3L89750074 T17 / FROM: RWM Qty: 2 , A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1302.25249 Truss Label: A2 �SSB / DF 03/10/2021 6'1"7 12'8"15 6'1"7 6'7"8 6'3"1 10, 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 25'11"138'8" 6'1 V1 6'7"8 617 5X5 E 38'8" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 18,8" 28'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.208 K 999 360 VERT(CL): 0.361 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.131 J Creep Factor: 2.0 Max TC CSI: 0.531 Max BC CSI: 0.793 Max Web CSI: 0.427 Ver: 20.02.00A.1020.20 4 R ° Savo+ En 10, 1' 38'8"�� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1660 /- /- /936 /292 /427 H 1660 /- A /936 /292 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1415 - 3039 E - F 1069 -1960 C - D 1292 - 2761 F - G 1292 - 2761 D - E 1070 -1960 G - H 1415 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1142 K J 2199 - 804 L - K 2199 - 824 J- H 2656 -1121 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 E - K 1314 - 596 D-K 517 -723 F-J 520 -131 K - F 518 - 723 STATE F #gym 0 0®6 COA # 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating 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 roperlr attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face oT 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 BuildinIc�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the MN COWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation. and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibilittvy solely or the design shown. The suitability and use of This drawing for any structure 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.or Orlando FL, 32821 SEQN: 49652 / HIPS Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3L89750074 T16 / FROM: RWM Qty: 2 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1302.25155 Truss Label: A3 SSB / OF 03/10/2021 T1014 1T 21'8" 30'9"2 T10"14 T 9'1"2 i' 4'S" 9'1"2 r� b co 1' 10' i 10, '} Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; B2,B3 2x4 SP 2400f-2.0E; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. =5X5 =5X5 D E 38'8" 9,4„ 19'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT;20(0)/l 0(0) Plate Type(s): r ri 38'8" 7'10"14 94 28'8" 10 11 38'8" Deft/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.183 J 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.309 J 999 240 B 1716 /- !- /940 /309 /385 HORZ(LL): 0.068 1 - - G 1716 /- !- /940 1309 /- HORZ(TL): 0.116 1 Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 Max TC CSI: 0.759 G Brg Width = 8.0 Min Req = 2.0 Max BC CSI: 0.739 Bearings B & G are a rigid surface. Max Web CSI: 0.592 Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 B - C 1592 - 3121 E - F 1617 - 2927 C - D 1617 - 2927 F - G 1593 - 3121 D - E 1280 - 2045 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2718 -1300 J - 1 1979 - 765 K - J 1979 - 785 I - G 2718 -1280 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 501 - 443 E - 1 837 - 441 K - D 837 - 441 I - F 501 - 443 a n pf ��.+sapoa Fri 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing er BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attache.yr! id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, _ as applicabgle. App�y Oates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingq�Components Group Inc. shall not be res ronsible for any deviation from this drawing, any failure to build the ANI COMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping,, installs ion and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering tesponsibilit� solely ,for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineihv.com; TPI: tpinst:orq; SBCA: sbcindustrv.com: ICC: iccsafe.orq: AWC: awc.oro Orlando FL, 32821 SEON: 49653 / HIPS Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3L89750074 T15 ! FROM: RWM Qty. 2 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1302.25202 Truss Label: A4 SSB / DF 03/10/2021 7'10"14 15' 23'8" 30'9"2 38'8" 7'1014 7'1 "2 8'8" 7'1 "2 7'10"14 5X5 5X5 D T3 E 12 6 ,5X5 5X5 C r 0 W ao W1 B A G 4_3 H8'8" -4X6(A2) -1-1 6X6 B2 -6X6 B3 =6X6=4X6(A2) 38'8" 10' 9'4" 9'4" 10, 10' 19W 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.194 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.333 J 999 240 B 1694 /- /- /938 /319 /344 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - G 1694 /- /- /938 /319 A EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.116 1 - Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.0 psf B Brg Width = 8.0 Min Req = 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 G Br Width = 8.0 Min Re = 2.0 g q — Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.744 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.496 Members not listed have forces less than 375# Loc. from endwadwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1729 -3051 E - F 1748 -2859 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; C - D 1748 - 2859 F - G 1729 - 3051 D - E 1464 -2203 Bot chord: 2x4 SP #1; 132,133 2x4 SP 2400f-2.0E; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom chord B - K 2649 -1413 J - 1 2086 -1029 live load in areas with 42"-high x 24"-wide clearance. K - J 2086 -1048 I - G 2649 -1393 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design, Webs Tens.Comp. Webs Tens. Comp. Wind loading based on both gable and hip roof types. C - K 405 -360 E - 1 712 -314 K - D 712 - 314 I - F 405 -360 'AS Ft E��b�Q 0 a �a o. 648 m � e F COA #0 NAL 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide BCSI (Building temporary _ bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App7gy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure truss in conformance ANSI/TPI 1, for handling, to build the - — ANT4cO-- with or shipping,, installation and bracin of trusses. A seal on this drawing listing this drawing indicates acceptance of professional en sneering responsibility solely or the design shown. The suitability drawing for any structure is the responsibility of the BuildingUesigner perANSIITPI 1 Sec.2. or cover page 6750 Forum Drive - and use of this Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: icosafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 496541 HIPS Ply: 1 Job Number: N333978 R8975 JRef:1X3LB9750074 T14 / FROM: RWM Qty: 2 7A5/320 ,167EC ,RJ01 / 1672/ARIAI4EAB ELEV.0 rD-No:069.21.1302.25171 Truss Label: A5 / OF 03/10/2021 6'9"4 13' 19'4" 25'8" 31'10"12 38'8" 6'94 6'2"12 6'4" 6'4" 6'2"12 6'9"4 =5X5 1112X4 =5X5 D E F 12 6 2X4 m W3 ZW 2012C B H A 4X6(A2) =6X6 =5X8 =6X6=4X6(A2) i_ � 38'8" 10' 9'4" 9'4" 10, 10' 19A 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin P6F) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.382 E 999 240 B 1665 /- /- /931 /699 /303 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J - - H 1665 /- /- /931 /699 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.130 J - - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 4.2 B Br Width = 8.0 Min Re 2.0 9 q = Soffit: 0.00 BCDL: psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.535 H Brg Width = 8.0 Min Req = 2.0 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.797 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.565 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1934 -3031 E - F 1860 -2498 C - D 1844 - 2775 F - G 1844 - 2775 Top chord: 2x4 SP #2 N; D - E 1860 - 2498 G - H 1934 - 3031 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom chord B - L 2643 -1613 K - J 2172 -1247 live load in areas with 42"-high x 24"-wide clearance. L - K 2172 -1267 J - H 2643 -1594 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) member design. Webs Tens.Comp. Webs Tens. Comp. Wind loading based on both gable and hip roof types. C - L 385 - 333 K - F 470 - 357 tumilpizt4w L - D 573 -188 F - J 573 -188 �* a3 ice' D - K - 357 J - G 385 333 E - K 536 536 - 353 efpCO ®&OECga� � B� e a No. 64 c a ATE OF �•° �� COA # 03/10/2021 '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition Component Safety Information, by TPI for of BCSI (Building and SBCA) safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, of truss and position as shown above and on the Joint -Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,.any failure to build the ANR COMPANY truss -in conformance ANSI PI 1, for handling, with or shipping,, installation and bracinclof trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the the Building -Designer Suite 305 responsibility of perANSVT�l 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: Iccsafe.of ; AWC: awc.org Orlando FL, 32821 SEQN: 49655 / HIPS Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X31-89750074 T12 / FROM: RWM Qty: 2 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1302.25297 Truss Label: A6 SSB / OF 03110/2021 59"4 11' 19, 27'8" 32'10"12 38'8" 5'9"4 12 8' 8'8" 5'2"12 5'9"4 .5X5 =5X5 =5X5 D E T3 F T 12 6 � • 2X4 W C 2X4 b (a) (a) C' u� n W3 ih io 1 B H A � 1 �8'8" L K J 4X6(A2) =5X5 =5X8 =5X5 =4X6(A2) 38'8" 10' 9'4" 9'4" 10, 10' 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.236 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.417 E 999 240 B 1627 A /_ /918 /701 /263 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.074 J - - H 1627 A /- /918 1701 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.131 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: psf B Brg Width = 8.0 Min Req = 1.9 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.832 5.0 H Br Width = 8.0 Min Re 1.9 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.731 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.575 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCp!: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2112 -2963 E - F 2286 -2820 C - D 1978 - 2697 F - G 1982 - 2700 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 2329 -2850 G - H 2108 -2960 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2588 -1780 K - J 2288 -1495 be equally spaced. Attach with (2) 8d Box or Gun L - K 2282 -1505 J - H 2585 -1756 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 462 -70 K - F 639 - 598 for (2) CLR'S where shown. Scab reinforcement to be D - K 682 -662 F - J 461 -62 same size, species, grade, and 80% length of web &p member. Attach with 0.128x3" gun nails @ 6" oc. + E - K 734 -495 Loading Truss passed check for 20 psf additional bottom chord oapy ova live load in areas with 42"-high x 24"-wide clearance. a a Wind s No. 8 o Wind loads based on MWFRS with additional C&C a member design. a c Wind loading based on both gable and hip roof types. e as ®$� 6 FDA+amfemr as a COA # AWL 03/10/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, b TPI SBCA) for and safety practices prior to performing these functions. Installers shall provide bracing per BCSI. Unless noted oytherwise, top chord shall have properattached structural sheathing and bottom chord shall temporary have a properly attache U rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildinlgComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure truss in conformance with ANSI/TPI 1,- or for handling, shipping,, installation and bracin trusses. A this drawin to build the ANMCOMPAW of seal on listing this drawing indicates acceptance of professional engineering responsibili(� solely -for the design shown. The suitabilify drawing for any structure is the responsibility of the Building Designer per ANSVTPI 1 Sec.2. or cover pa a 675o Forum Drive and use of Phis Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 49656 / HIPS Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3L89750074 T11 ! FROM: RWM Qty: 2 7A5/320 ,167EC ,RJ01 / 1672lARIAl4EAB ELEV.0 DnwNo: 069.21.1302.24859 Truss Label: A7 SSB / WHK 03/10/2021 9' 17' 21'8" 29'8" 9' 8' 4'8" 8, 9' 6X6 =5X5 =4X4 =6X6 C T2 D E T3 F 12 6 T o (a) W (a) m a W5 i7 to B G A a_•3 =4X6(A2) =6X6 =5X5 =6X6=4X6(A2) 38'8" �1' 10, 9'4" 9'4" 10, 1 10' 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria - Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection ink loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 J 999 240 B 1518 /- /- /900 /703 /222 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1518 /- /- /900 f703 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.140 I Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.906 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.794 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.280 Members not listed have forces less than 375#20(0)/10(0) Loc. from endwall: not in 9.00 ft FT/RT; Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1,60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2172 - 2622 E - F 2160 - 2395 C - D 2160 -2395 F - G 2172 -2621 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2774 -3079 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1 X4 #3SRB or better continuous lateral restraint to B - K 2256 -1787 J - 1 3036 - 2492 be equally spaced. Attach with (2) 8d Box or Gun K - J 3034 -2506 1 - G 2256 -1766 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 687 -389 E - I 869 -765 for (2) CLR'S where shown. Scab reinforcement to be K - D 866 -763 I - F 688 391 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. p Wind +� �r Wind loads based on MWFRS with additional C&C member design. A Wind loading based on both gable and hip roof types. 0 o. s a m -sA E OF cc A W OR a aute CIDA 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r to these functions. Installers safety practices prior performing shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y pplates to each face. of truss and position as shown above and on the Join f Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildinQcLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the A CCMPAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation bracin trusses. A this drawin and of seal on or cover pa a 6750 Forum Drive listing this drawin indicates acceptance of professional engineering responsibili�v solely -for the design shown. The suitabilify and use of this drawing for any sfructure is the responsibility of the Building Designer per ANSI/41 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 49669! SPEC Ply: 1 Job Number: N333978 Cust: R 6975 JRei:1X3L89750074 T3 ! FROM: RDP Oty: 1 7A5/320 ,167EC ,RJ01 / 1672lARIAl4EAB ELEV.0 DrwNo: 069.21.1302.25186 Truss Label: ABG SSB / DF 03/10/2021 7' 12'4" 21' 26'1"12 3138'8" 7' S'4" 8'8" 5'1"12 5'64 7' ,5X5 =4X4 =SS0712 =4X4 =5X5 12 C D T2 E F T3 G T 6� (a) W i+r B H v 1 T5 A I I 8,8., 81 =4X6(A2) =H0710 82 =8X8 1113X6L 4X4 =5X5=3X6(A1) 1 21' 5' 12'8" 8'8" 4'4" 4'10"4 4'9"12 8' 8' 16'8" 21' 25'104 308" 38'8" Loading Criteria (psi) 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 Lldefl L!# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.086 N 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.161 N 999 240 B 1674 /- /- /- /829 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.021 M - - L 2709 /- /- /- /1293 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.040 M - - K 504 /- /- /- /204 /- NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: psf H 386 /- /- P /177 /- .2 Soffit: 0.00 gCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.924 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.725 B Brg Width = 8.0 Min Req = 1.5 L Brg Width = 8.0 Min Req = 3.8 Re Fac: Varies b Ld Case Max Web CSI: 0.724 Spacing: 24.0 " C&C Dist a: 3.87 ft p y K Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) H Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, L, K. & H are a rigid surface. Wind Duration: 1.60 WAVE HS 18SS VIEW Ver: 20.02.00A.1020.20 Bearings B, L, K, & H require a seat plate. Lumber Wind Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; T2,T3 2x4 SP 2400f-2.OE; Wind loads and reactions based on MWFRS. Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; B1 2x4 SP 2400f-2.OE; Wind loading based on both gable and hip roof types. Chords Tens.Comp. Chords Tens. Comp. B2 2x6 SP SS; Webs: 2x4 SP #3; W4 2x4 SP #2 N; B - C 1495 -2998 D - E 399 -1036 C - D 1336 -2840 E - F 638 -335 Bracing (a) 1X4 #3SRB or better continuous lateral restraint to Maximum Bot Chord Forces Per Ply (Ibs) be equally spaced. Attach with (2) 8d Box or Gun Chords Tens.Comp. Chords Tens. Comp. nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by B - N 2612 -1278 L - K 463 959 erection contractor. N - M 2485 -1375 K - J 306 - 584 (a) or scab reinforcement may be used in lieu of CLR M - L 463 - 960 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 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. member. Attach with 0.128x3" gun nails @ 6" cc. S0 C - N 857 - 214 E - L 1325 - 2526 Special Loads p;S+m % N - D 462 0 E - K 437 -158 +� o, ( o + + Lumber Dur.Fac.=1.25 /Plate Dur.Fac.=1.25) • ® D - M 1257 -1872 K - F 356 - 665 TC: From 56 plf at -1.00 to 56 plf at 7.00 n M - E 2560 -1110 F - J 806 - 357 TC: From 28 plf at 7.00 to 28 plf at 21.00 ¢® TC: From 56 plf at 21.00 to 56 plf at 39.67 No. 648 a BC: From 20 plf at 0.00 to 20 at 7.03 plf e BC: From 10 plf at 7.03 to 10 plf at 19.06 e BC: From 20 plf at 19.06 to 20 plf at 38.67 • TC: 214 lb Conc. Load at 7.03 TC: 174 lb Conc. Load at 7.06, 9.06,11.06,13.06 O 15.06,17.06® TC: 177 lb Conc. Load at 19.06 ' o� BC: 489 lb Conc. Load at 7.03 agrremPnmay� BC: 125 lb Conc. Load at 9.06,11.06,13.06,15.06 17.06,19.06 ! COA #0 a* 03/10/2021 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition Component Safety Information, of BCSI (Building 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 properattached structural sheathing and bottom chord shall have a properly attacheU rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure truss in ANSI/ PI for to build the nr�rt COWAW conformance with 1, or handling, shipping,, installation and bracin44of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en ineering responsibility solely -for the design shown. The suitabilil9y and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orn Orlando FL, 32821 SEQN: 49670! HIPS Ply: 1 Job Number: N333978 Cust: R8975 JRef:1X31_39750074 T22 / FROM: RDP Qty: 1 7A5/320 ,167EC ,RJ01 / 1672/ARIAI4EAB ELEV.0 DrwNo: 069.21.1302.24812 Truss Label: A913 _ _ SSB / FV 03/10/2021 7' 17' 1 26'4" 31'8" 38'8" 7' 10, 9'4" 5'4" 7' =6X12 12 111 C8 T2 =8XD10 TE =6F6 T 6� T o (a) W o N�� (a) fh B A t7 G 1 4� H 4X6(A2) B1 1112X4 =5X5 1112X4 =6X8 1115X5J =5X5 =3X6(A1) 26'4" 12'4„ 7'1"12 4'10"4 5' 5'8" 38" 5'0"8 738 V" 7'1"12 12' 17' 22'8" 26'4" 31'4"8 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.147 M 999 360 Loc R+ / R- / Rh / Rw / U ! RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.277 M 999 240 B 1749 /- /- /- /804 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - - J 4106 A /- /- /1847 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 10.51 ft HORZ(TL): 0.101 K - - G 252 /- /- /- /131 NCBCLL: 0.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.788 B Brg Width = 8.0 Min Req = 2.1 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.975 J Brg Width = 8.0 Min Req = 5.7 G Brg Width = 8.0 Min Req = 1.5Bearings Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: No Max Web CSI: 0.866 B, J. & G are a rigid surface. Loc. from endwal!: NA FT/RT:20(0)/10(0) Bearings B, J, & G require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP SS; B - C 1490 -3257 C - D 1241 -2997 Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Webs: 2x4 SP #3; W6 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - N 2856 -1286 L - K 2796 -1324 be equally spaced. Attach with (2) 8d Box or Gun N - M 2881 -1290 K - J 786 -1809 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by M - L 2796 -1324 J - 1 786 -1809 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) scabs Webs Tens.Comp. Webs Tens. Comp. for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web tlili34:SdDiNj�p C - N 617 -100 E - J 1942 - 3935 D - K 1577 - 3128 E - I 2051 860 member. Attach with 0.128x3" gun nails @ 6" oc. a j S; j K- E 2670 -1054 1- F 365 - 477 Loading '�„s■■■■■®va A� #1 hip 7-0-0 supports jacks with no webs. boos E f s'•r® %,{r Wind ■ °¢ Wind loads and reactions based on MWFRS. No. 648 Wind loading based on both gable and hip roof types. a" a ■ WARNING! This truss is not symmetric, but its ■ exterior geometry makes erection error more probable. It is imperative that this truss be installed $T o i properly. k o COA #0 1UNAL 03/] 0/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition Component Safety Information, r of BCSI (Building by TPI and SBCA) 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 bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSI/�Pl. 1, or for handling, shipping,, installation antl bracin4of trusses. A seal on this drawing or cover pale listing this drawing indicates acceptance of professional en iineering responsibilitty�r solely -for the design shown. The suitability and use of this 6750 Forum Drive drawing for any structure is the responsibility of the Building -Designer ANSI/TPI 1 Sec.2. Suite 305 per For more information see these web sites: Alpine: al ine!tw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orcl Orlando FL, 32821 SEQN: 496571 SCIS Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3L89750074 T13 / FROM: RWM Qty: 3 7A5/320 ,167EC ,RJ01 / 1672/ARIAI4EAB ELEV.0 DrwNo: 069.21.1302.24999 Truss Label: Bt SSB / OF 03/10/2021 5-1"4 5'1"4 9,8" 4'6"12 =4X4 D 12 6 77- 2C 4 T2 (V � in 1114X4 E B T ,V3 �, A 1e,e„ H G FI 1, 12'8" 8 8' 48 12'8" 5'4" -i 54 18, Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): -0.015 C 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.026 C 999 240 B 605 /- /- /357 /330 /200 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.007 F - - G 466 /- /- /375 /42 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.013 H - 1 350 /- /- /267 /273 !- NCBCLL: 10.00 Mean Height: 15.00 ft Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.758 B Br Width = 8.0 Min Re 1.5 g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.512 G Brg Width = 8.0 Min Req = 1.5 I Brg Width = 8.0 Min Req = 1.5Bearings Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.631 B, G, & I are a rigid surface. Loc. from endwall: Any FT/RT:20(0)/10(0) Bearings B, G, & I require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2 2x4 SP 2400f-2.OE; B - C 1005 -812 D - E 460 -249 Bot chord: 2x4 SP #2 N; C - D 831 -582 Webs: 2x4 SP #3; Wind Maximum Bot Chord Forces Per Ply (Ibs) Wind loads based on MWFRS with additional C&C Chords Tens.Comp. member design. B - H 686 - 856 Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Additional Notes Webs Tens.Comp. Webs Tens. Comp. Shim all supports to solid bearing. C - H 547 -304 E - F 545 -305 D - G 296 - 427 ° No. 648 T'E OF S.m Ole COA #0 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices poor to pertorming 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 attache ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicabgle. Apply plates to each face of truss and position as shown above and on the JoInt9Detalls, unless noted otherwise:' Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, adivision-of ITW Buildingq� Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANf COMPANY 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 drawin indicates acceptance of Professional engpeering responsibility solely -for the design shown. The suitability and use of )his Suite Fos drawing for any sfructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw com• TPI• tpinst orq• SBCA: sbcindustrycom• ICC• iccsafe orq• AWC• awc orq Orlando FL, 32821 SEQN: 49658 / GABL Piy: 1 Job Number: N333978 Cust: R 8975 JRef:1X3L89750074 T2 / FROM: RWM Qty: 1 7A5/320 ,167EC .RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1302.24640 Truss Label: B2GE SSB / DF 03/10/2021 19'4„ 9,8„ 3,8„ / =4F4 (TYP) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00, EXP: C Kzt: NA Mean Height: 15:00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. =07,0 19'4" 19'4" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or*=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): -0.013 1 999 360 Loc R+ / R- / Rh / Rw / U / RL B 214 /- /- 1113 /88 1209 Lu: NA Cs: NA VERT(CL): 0.022 1 999 240 Snow Duration: NA HORZ(LL): 0.009 1 - - B* 61 /- /- /45 /17 /- HORZ(TL): 0.012 1 - - L 405 /- /- /319 /290 /- Building Code: Creep Factor: 2.0 R* 155 /- A /107 /69 A FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Max TC CSI: 0.343 Max BC CSI: 0.258 Max Web CSI: 0.080 M A113 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 B Brg Width = 140 Min Req = - L Brg Width = 8.0 Min Req = 1.5 R Brg Width = 24.0 Min Req = - Bearings B, B, L, & J are a rigid surface. Bearings B, B, L, & J require a seat plate. VIEW Ver: 20.02.00A.1020.20 Members not listed have forces less than 375# S Ft 4Z y o. ® o F I»we. COA # t 03/10/2021 **WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices nor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properV1 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, drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. as appiicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE truss listing Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANR CO-AW in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses; A seal on this drawin or cover pa a 675o Forum Drive this drawing indicates acceptance of professional enUeering responsibilitty�r solely -for the design shown. The suitabili>9y and use of This drawing for any structure is the responsibility of the Building Designer ANSVT_P] 1 Sec.2. Suite 305 per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821 SEQN: 49659 / GABL Ply: 1 Job Number: N333978 Cusl: R 8975 JRei:1X3L89750074 T1 / FROM: RWM Qty: 1 , A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1302.24593 Truss Label: C1GE SSB / DF 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Soacina: 24.0 " T fo rn N l 47 4-2" i-- 2' -' (TYP) �-- 2'2" 4X4 D 8-4" 4-2" 12 T 6 C E N O B F A G 8,8„ J H 2X4(A1) = 2X4(A1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS Al6015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 8'4" 8'4" 8-4" Snow Criteria (Pg;Pf in PSF) Pg: NA Ct:-NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.003 1 999 360 VERT(CL): 0.005 1 999 240 HORZ(LL): 0.001 H - - HORZ(TL): 0.003 H Creep Factor: 2.0 Max TC CSI: 0.160 Max BC CSI: 0.089 Max Web CSI: 0.092 03/10/2021 Ver: 20.02.00A.1020.20 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ♦Maximum Reactions (lbs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 185 /- /- /135 /87 /59 F* 185 /- /- /135 /87 /- Wind reactions based on MWFRS B Brg Width = 24.0 Min Req = - F Brg Width = 24.0 Min Req = - Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# 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 O PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.oru: SBCA: sbcindustrv.com: ICC: iccsafe.orc: AWC: awc.orn ALPINE AN M COMPANY 6750 forum Drive Suite 305 Orlando FL, 32821 SEQN:49660/ VAL Ply: 1 Job Number: N333978 Cust:R8975 JRef:1X3Las750074 T6 / FROM: RWM Qty: 1 , A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1302.25250 Truss Label: MV1 SSB / WHK 03/10/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 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: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See DWGS VALTN160118 and VAL180160118 for valley details. 1112X4 B IL 6 =4X4(D1) N A Ll 9'10"14 CD 1113X6 4'3"9 4'3"9 4'3"9 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): III COA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 C HORZ(TL): 0.007 C Creep Factor: 2.0 Max TC CSI: 0.310 Max BC CSI: 0.224 Max Web CSI: 0.139 03/10/2021 Ve r: 2 0.02.00A.1020.20 ♦Maximum Reactions (lbs), or*=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL D* 75 /- /- /50 /15 /16 Wind reactions based on MWFRS D Brg Width = 51.6 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as appllcaboe. App�ji plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinctComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANMCOWC W truss in conformance with ANSI 1, or for handling, shipping,, Installation and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en Ineering responsibility solely -for the design shown. The suitability and use of g !s drawing for any structure is the responsibility of the Building -Designer per ANSIITP1 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: 49661 / VAL Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1x3L89750074 T7 / FROM: RWM Qty: 1 7A51320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1302.24655 Truss Label: MV2 SSB / WHK 03/10/2021 12 6 F7- III2X4B 4X4(D1) T A N �— Ll 10'10"14 V7;7z7 CD 1112X4 I_ 2'3"9 "J 2'3"9 1 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): 0.000 C Des Ld: 37.00 EXP: C Kzt: NA ei Mean Hei Height: 15.00 ft HORZ(TL): 0.001 C - NCBCLL: 10.00 TCDL: psf Building Code: Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.071 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.065 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.047 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): , VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes See DWGS VALTN160118 and VAL180160118 for valley details. 03/10/2021 ♦ Maximum Reactions (lbs), or •=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /46 /11 /14 Wind reactions based on MWFRS D Brg Width = 27.6 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) 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 ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 83, B7 or B10, as applicabgle. Apply plates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN-COWMY truss in conformance with ANSI 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 engpineering responsibilit�yr solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSVFT l 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49662 / VAL Ply: 1 Job Number: N333978 Cust: R 8975 JRefAX3L89750074 T5 FROM: RWM Qty: 1 ,7A5/320 ,167EC ,RJ01 / 16721ARIA14EAB ELEV.0 DrwNo: 069.21.1302.24452 Truss Label: VI �SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 1'5"13 2'11"9 1'5"13 1'5"13 4X4(D1) 12 6 [�7- - 4X4 B4X4(D1) T A C N 13'1" D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: 11 EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #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 See DWGS VALTN160118 and VAL180160118 for valley details. i 2' 11 "9 2'11"9 ! E 2'11„9 i 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): M Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.002 999 360 VERT(CL): 0.003 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.001 - Creep Factor: 2.0 Max TC CSI: 0.040 Max BC CSI: 0.058 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 0 irf1AK01 {i - 03/10/2021 ♦Maximum Reactions (lbs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /30 /13 /5 Wind reactions based on MWFRS D Brg Width = 35.6 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r sa ety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, _ as applicable. Appy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the MN COWAW truss in conformance with ANSI/ PI 1, - or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitability and use offhis drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbdndusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49663 / EJAC Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3L89750074 T8 / FROM: RWM Qty: 20 , A5/320 ,167EC ,RJ01 / 16721ARIA14EAB ELEV.0 DrwNo: 069.21.1302.25061 Truss Label: EJ7 SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " L 12'2"11 12 6 M _O LO Ch M V' B 1 A 8-8" D 1 � 7- 7- Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II_ _ EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 it GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; 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. 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): 03/10/2021 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 331 /- /- /249 /108 /208 D 125 /- /- /73 /- !- C 174 /- /- /128 /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary _ bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicabgle. App�y plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be res onsible for any deviation from this drawing, any failure to build the ANR CGWV truss in conformance with ANSI/ PI 1, or for handling, shipping,. installapion and bracin4of trusses. A seal -on this drawn or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enprneering responsibility solely -for the design shown. The suitabilif'y and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/Twl 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: 496641 EJAC Ply: 1 Job Number: N333978 Cust: R 8975 JR&AX3L89750074 T4 / FROM: RWM Qty: 1 , A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1302.24765 Truss Label: EJ7A SSB / WHK 03/10/2021 I Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #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. B 7' 7' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.016 C HORZ(TL): 0.030 C Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.738 TPI Std: 2014 Max BC CSI: 0.513 Rep Fac: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20,02.00A.1020.20 WAX/P 12'2"11 M o_ M 8'8" ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 A /- /179 /33 /136 C 126 /- A /76 /- /- B 177 /- A /132 /116 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an � SBCA) fo'r safpety 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 ripid ceiling Locations shown for ermanent 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 BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the A"MCQWAW truss in conformance with ANSI/l PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49665 / JACK Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3L89750074 T21 FROM: RWM Qty: 6 .7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DnvNo: 069.21.1302.24905 Truss Label: CJ5 KD / YK 03/10/2021 T 4' 11 "4 1' T 4' 11 "4 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA Des Ld: 37.00 EXP: C Kzt: NA NCBCLL: 10.00 Mean Height: 15.00 ft Building Code: TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 4.50 it FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 1—— 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. C Defl/CSI Criteria PP Deflection in loc L/defl LJ# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D - Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ' s s%° I 0 v STATE OF c� g®0Ri-. COA # l 03/10/2021 11'2"5 co r— CM 8'8" ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- 1200 /88 /152 D 89 /- /- /51 /- /- C 118 /- /- /85 M I S /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for Permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, as applicab)e. 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 Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa e listing this drawing indicates acceptance of professional enUeering responsibilit solely -for the design shown. The suitabiliply and use of 4 is 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; ]CC: iccsafe.or ; AWC: awc.or ALPINE AN" COMPAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49666 / JACK Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3L89750074 T20 / FROM: RDP Qty: 6 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1302.24858 Truss Label: CJ3 SSB / WHK f 03/10/2021 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II 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. 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C c'M Defl/CSI Criteria PP Deflection in I= Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D - HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 EW Ver: 20.02.00A.1020.20 ► V� o®atanoadky4 10'2"5 0) M N 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 185 /- /- /156 /71 /99 D 50 /- /- /27 /- /- C 63 /- /- /44 /64 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating 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 ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _ as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE� drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the A-COMDAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingq� of trusses. _A seal on this drawing or cover page — 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely for the design shown. The su!tabil!Cy and use of this drawing for any structure is the responsibility of the Buildinguesigner per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: ai ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 496671 JACK Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3L89750074 T9 ! FROM: RDP Qty: 6 , A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1302.24718 Truss Label: CA SSB / WHK 03/10/2021 12 6 [7- C B M 43 A �- D 2X4(A1) 1 I e 11114 �ji A A II 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 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. I� 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): 03/10/2021 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D - Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 912115 • ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 /76 ME D 11 /-2 /- /14 /10 /- C - /-15 /- /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing perBCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl rigid cei!inp Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 16DA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the ANR COMPANY truss in conformance with ANSIf� PI 1, or for handling, shipping,, Installation and bracin4 of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en ineering responsibility solely -for the design shown. The suitabilifY and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/T�I 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or Orlando FL, 32821 SEQN: 49668 / HIP_ Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3L89750074 T19 / FROM: HMT Qty: 3 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 069.21.1302.21734 Truss Label: HJ7 KD / WHK 03/10/2021 T 4'3 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 SPacina: 24.0 " 5'3"5 5'3"5 9'10"1 4'6"11 0 127'3 12 4.24 2X4 C _c M -v B q 8'8" FE 2X4(A11 =4X4 1'5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Sot chord: 2x4 SP 2400f-2.0E; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0.162"x3.5") nails at top chord (3) 16d common (0.162"x3.5") nails at bottom chord 9'2"2 9'2"2 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 03/10/2021 ' 9'1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.040 F 999 360 VERT(CL): 0.076 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- A /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- /- /- /177 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to. and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r saty practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properir attached structural. sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for Permanent lateral restraint of webs shall have bracinc] 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. Ifefer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinTComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCO-V truss in conformance with ANSI 4PI 1, or for handling, shipping,, installation and bracingp of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibili((yy solely for the design shown. The suitabiliCy and use of This drawing for any structure is the responsibility of the Building -Designer per ANSVTT l 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.ora: SBCA: sbcindustry.com: ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821 Gable Stud Reinforcement Detail - ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 • Uri 140 Mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Uri 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 ❑ri t?0 mnh Wind SnPod iS' Me..., uel„l,+ o....+i..u., r-i-, r.- ._ 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace A (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L'rBrace w (2) 2x6 'L' Brace R Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B S #1 #2 0) U I r #3 3' 8' 5' 9' 6' 2' 7' 8' 7' illRc�)' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 6' 12' 0' 12' _ 14' 0' 14' 0' Q Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' ill 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9'8'12' 4' 12' 9' 14' 0' 14' 0' S P #2 3' 10, 6' 7' 6' 10, 7' 9' 8'1'9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #33' 9' 5' 3' 5' 7' 6' 11' 7' 5' 92 9' 7' 10' 11' 11' 8' 14' 0' 14' 0' Dr Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' U Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4'. 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' _ [- S P #1 / #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' ill 0' 13, ill 14' 0' 14' 0' 14' 0' _ r #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10110, 13' 9' 14' 0'; 14' 0' 14' 0' U I i P Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0'; 14' 0' 14' 0' QJ O HI Standard 4' 2' 6' 1' 6' 5' B' 1' 8' 8' 10' 5' 10, 10, 12, 8' 13' 71! 14' 0' 14' 0' \ #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' / S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10, 8' 6' 9' 1' 10, 6' 10' 11' 13' 4' 14' 0' 14' 0' 14' 0' QJ D P L Stud 4' 4' 6' S' 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' S #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10, 2' 10' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' d I P P #3 4' 7' 8' 2' 8' 5' 9' 8'1 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' LD U I_I [ Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O f l l Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 1 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' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' j4' 4' 0' 14' 0' 14' 0' � D F- L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 4' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' B' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace options vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end, Max web total length.is 141. Vertical length shown In table, above. Connect diagonal at midpoint of vertical AN ITW COI 115141 Earthl City1 Expressway 11 Suite%242 11 Earth% City,1 M0163045 About 18' L 'L' Brace End Zones, typ. 2x6 DF-L #2 or better diagonal r bracer single 8, or double cut (as shown) at upper end. Refer to chart k "VARNIM " READ AND FOLLOW ALL NOTES ON THIS DRAVDi(3 w IWMTANTww FURNISH THIS DRAVING TO ALL CRITRACTMS INCLUDING THE INSTALLER Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing. Ref At.. the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) f n •actices prior to performing these functions. Installers shall provide temporary bracing p B -less noted otherwise, top chord shall have properly attached structural sheathing and bo of all have a properly attached rigid ceiling. Locations shown for permanent lateral restrain f all have bracing Installed per SCSI sections B3, B7 or B10, as applicable. Apply plates to ea truss and position as shown above and on the Joint Details, unless noted otherwise. rfer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatl. is drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shlpl •tallation 4 bracing of trusses. A seal on this drawing or cover page listing this drawnng, Mcates acceptance of professional glneering responsibility solely for the design shown The suitability and use of this drawling r my structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.P. For more Information see this Job's general notes Dane and these web sites, Bracing Group Species and Grades, Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Standard #2 Stud #3 Stud1 1 #3 Standard Dou las Flr-Larch Southern Plnewww #3 #3 Stud Stud Standard 1 Standard Group BI Hem -Fir #1 & Btr #1 Dou Ins Fir -Larch Southern Plnewww #I #1 #2 #2 1x4 Braces shall be SR' (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 grades. Liable I russ lletaiL Notesi 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. )1()KFor (2) 'L' braces- space nails at 3' o.c. In IS' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes Vertical Len th No Slice Less than 4' 0' 2X3 Greater than 4' 01, but 3X4 Less than 11' 6' 9 Greater than Ill 6' 4X4 • ua .,. dot• Jr ra 1�f + Refer to common truss design for d ;;� peak, splice, and heel plates, rim a p Refer to the Building Designer for conditions tical#• leng not addressed by this detail. REF ASCE7-16-GAB16015 DATE 01/26/2018 ~jyATE OF d'� DRWG A16015ENC160118 lam_ %�O_bb� MAX, TOT. LD, 60 PSF SPACING 24,0' 'T' Reinforcing Member Gable Truss Gabe Detail For Let -in Verticals Gable Truss Plate Sizes ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, gib, and heel plates, vertical plates overtop, use a .te that covers the total area of lapped plates to span the web, ei 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Nnilsi 10d Common (0,148'x 3,',min) Nalls at 4' o,c, plus (4) nails In the top and bottom chords. Toenalled Nallsi 10d Common (0.148'x3',min) Toenails at 4' o,c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A200 D100118, S11515ENC100118, S12015ENC100118, S14015ENC100118 S18015ENC100118, S20015ENC100118, S20015END1 E 41* S11530ENC100118, S12030ENC100118, S140131 11518030ENC100118, S20030ENC100118, S20ft,.,��pp1� 1;See appropriate Alpine gable detail for mn>dced oub ON 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -pall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord, 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ °T' Brace 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) = 30% = 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 vVAI$IINCdo W-0 AND FI71OV ALL MMS a THIS DRAVBi(d �° _ ' REF LET -IN VERT WIMP RTANT" rURIIISH THIS BRAVING TO ALL CONTRACTORS BICLUDING TFE INSTALLER �p,,. e • Trusses require extreme care N fabricating, handling, shipping, InstalUrl and hrncing. Ref biro e DATE Ol/02/2018 follow the latest edition of BCSI (Building Component Safety Information, by TP! and SBCA) f a practices prior to performing these functions. Installers shall provide temporary bracing p CSL s 0 Unless noted otherwise, top chord shall have property attached structural sheathing and bo 0 040 ATE I�� DRWG GBLLETIN0118 shall have a properly attached rigid calling. Locations shown for permanent lateral restroln q� shall have bracing Installed per BCSI sections B3, B7 or BID, as applicable. Apply plates to en of truss and position as shorn above and on the Joint DetaDs, unless noted otherwise. - 4��M IAILPI ReFer to drawings 16DA-Z for standard plate positions. q Alpine, n division of ITV Building Components Group Inc shall not be responsible for any devlatl or grq,�geNytA ANrrWCOMPANY Installationge, bracing of trusses. a truss N conformance with ANSI/TPI 1, or for handling, shlppin ` MAX, TOT, LD, 60 PSF A seal on this drawing or cover page Usting this drawing, Indicates acceptance of professional \\514\Earth\City\Expressway engineering responsBiflity solely for the design shown The suit Wty and use of this drawing DUR, FAC, ANY \\Suite\242 far any structve hi the responsibility of the Balding Designer per ANSI/TPI 1 See2. \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites MAX, SPACING 24,0' ALPINE, www.alpineltw.comi TPD www.tpinst.orgi SBCAi www.sbcindustry.orgi ICd vdccsnfe.org Valley Detail - ASCE 7-161 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP 42N, SPF #1/#2, DF-L #2 or better, Dot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, 3"� Attach each valley to every supporting truss with, 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE 7-16 180 mph, 30' Mean Height, Part, Enc, Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph, 30' Mean Height, Part, Enc, Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 3X4 ��M 12 Max, 2X4 !W 8-0-0 max NJ 4X4 Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown In DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with, properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing.as specified on Engineer's sealed design, www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Pitched Cut Bottom Chord Valley 20-0-0 (++) Wj Supporting trusses at 24' o,c, maximum spacing, 2X4 Valle Spacing Square Cut Stubbed Valley Bottom Chord End Detail Valley "VARNDG— READ AND FoLLOV ALL MITES [IN THIS DRAVDIGI t .wIN MTANTaw FLALNISH T= DRAVING TO ALL CONTRACTORS ucLUDUIG THE INSTALLER& Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer follow the latest edition of SCSI CBuRding Component Safety Information, by TPI and SBCA) for fgj, &PNEpractices prior to performing these functions. Installers shall provide temporary bracing per �L Unless noted otherwise, top chord shall have properly attached structural sheathing and bo ��jj thls shall have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint Ashall have bradng Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to each !of truss and position as shorn above and an the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions, Alpine,adivision of ITV Building Components Group Inc shall not be responsible for any deviation drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handUng, shipping, AN ITW COMPANY Installation lL bracing of trusses. 115141 Earth, Ci \ Expressway e A seat on this drawing or cover page Ilsti ng His drahg, Indicates acceptance of professlonal b P Y or Mn ring structure i p the respolely liy of tide BuRtltrg Design=shown.MpeerYANSI� e I Sect. of this �w� \ 1 Suite\ 242 For any gr responsibility spon bi the re \ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sitesr ALPINE, wwwalpineltw.conr TPD wn.tpinst.orgi SBCA, www.sbclndustryargl ILO wwwJccsnfearg Wulf UE OF � ! 4 'PJ�}Lgg�OppPS� 4X4 ❑Ptionat Hip TJoint Detail t 24'ulo n Tr usses Partial Framing 2 ' o,c, Plan C LL 30 30 40PSF REF VALLEY DETAIL C DL 20 15 7 PSF DATE 01/26/2018 C DL 10 10 10 PSF DRWG VAL180160118 IBC LL 0 0 0 PSF TOT. LD, 60 155157PSF DUR,FAC,1.25/1,3311.1511.15 1 24,0' Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 Sr #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �� Attach each valley to every supporting truss with: (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00, Max, Wind Speed based on supporting truss material at connection location: 170 mph for SP (G = 0.55, min;), 155 mph for DF-L (G = 0,50, min,), or 120 mph for HF & SPF (G = 0.42, min,), Maximum top chord pitch is 10/12 for supporting trusses below valley trusses, Bottom chord of valley trusses may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 3X4 12 12 Max, I 2X4 X4 8-0-0 max 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014. Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purtin spacing as specified on Engineer's sealed design, www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Pitched Cut Bottom Chord Valley 2X4 Valle Spacing a 11 Square Cut Stubbed Valley Bottom Chord End Detail oe-nailed Valley 12 10 Max, 1 A' "VARNINGIM READ AND FOUMV ALL NIMS ON THIS 1NWWM WIPORTANTww FURNISH THIS DRAWING TD ALL CMTRACTGRS DICLUDDIG THE INST Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Re fallow the latest edition of BCSI (Building Component Safety Information, by TPI wnd SBCA) practices prior to performing these functions. Installers shall provide temporar bradng r B Unless noted otherwise, top chord shall have properly attached structural sheathing and shall have a properly attached rigid ceiling. Locations shown for permanent lateral rests o ,n shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to e I �I of truss and position as shown above and an the Joint Details, unless noted otherwise. E Refer to drawings 16OA-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any devlat this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship: AN ITW COMPANY Installation B bracing of trusses. A seal on this drawing or cover page llstkV this drawing, Indicates acceptance of professional 11514% Earth\ City\ Expressway engineering responsPopity solely for the design shown The suitability and use of this drawing 1\Suite\242 for any structure Is the responsibility of the Mclig Designer per ANSI/TPI 1 Sec2. \\ Earth\ Cily,1 MO\63045 -- For more Information_ see this Job's general notes page and these web sltesi 4X4 I — Optional Hip Joint Detail 24' w+...... V& - ,, ENPartial A mon Ti usses Framing �-16at 24' o,c, L Plan a TC LL 30 30 40PSF REF VALLEY DETAI TIC DL 20 15 7 PSF DATE 01/26/2018 O+C' BC DL 10 10 10 PSF DRWG VALTN160118 ' se BC LL 0 0 0 PSF 94 1 L TOT, LD, 60 5557PSF DUR.FAC.1,25/1.33 1.15 115 SPACING 24,0' y VALLEY FRAMING & BRACING DETAIL ad Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required T-O" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05,140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. ce the 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) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper 8, 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 Cri We to urlin 316d toe -nails PP lRv rtC4VIRCV Ir OLCCYCKS AKC UStUI 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples V-0" to 10'-0" long nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge of cripple with 10d f 0.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress graded lumber 6 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 require Nails are common wire nails unless noted otherwlse Fl•••r�`vLf YJ� eAlLWMSHwa M D Ataa 'M AL ALL TRACT (IN THIS DRAvnai � 4 TAMe ARKNN THIS BRAVING li ALL ALLmaTCrots TMSDOMMMMDRA Tdlt: ySra-� • _ IYV. / vo : c . TC LL 20 30 40 54 REF VALLEY FRAMING •w. Trusses require ext v care In fabrkatbq, handling, shlpphng, InstallUhr�p and bwchp Refei 1�n M the latest edition of BCSI (Budtdkp Component Safety IM'ornotlan,'by TPI and SBW f6i; tip. practices to these functions. Installers y 7f ; ° 3 TC DL 10 20 7 7 DATE 10/01/14 prior perfornft shall provide tenporory bracing pey BCSI. unless noted otherwise, tap chad shall have properly attached structural ehentNno arW bot an chow shall have a prOWAY attaOrod Mold cHlnp. Locations sham fort laterol • OF • STATE � BC DL 0 0 0 0 DRWG VACNV1801015 &L-MNfoliow IE restrnlit yf have brackV Installed per BCSI sections B3, B7 or BIO, m applkable. ApplQf truss and position as shown above and on the Joint Detals, wAess noted ather.lse. s Q ,Z .�O�•Refer LL 0 0 0 0 to dmwkVs 16GA-z for standard plate positions. . Alpine;a division of ITV Mali fg Components- mow Inc.D,a shall not be respanr for any devhtdonri' • . �/ .BC •••� O R, e• +� •�`PA�NY ••eY»e•••• �� this dra mkq, any falure to burld the truss ti corMornonce with ANSI/TPI 1, or far harxliq, .++bdno. Installation \ d TOT. LD.30 50 47 61 i bracing of trusses. A seal .n theroddrovft .r cover pagr llsfJnO this dmwkp. Indicates acceptance of profe..lval er�F,eer},o solely for the shown The use1 b"hp— fee }s h. "oF`� ` �A S�oNAL �� , DUR. FAC. 1.25/1.15 13369 Lakefront Drive Earth City, MO 63045 —y rv¢tvv r.:�eaty Burld•,g De-iw' ANS TK sew jor more Infra-natlon see tits Job's general notes ppnage marl these web sdtesr ALf .M..r wnalphneltw.con Tpb www.tphstarph Seca www,sbdndusiryargl ICD www.krsafearg 6 �� - SPACING SEE ABOVE