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HomeMy WebLinkAboutTruss4 _4• 16 21'-4• lid 39'-8' Total Truss Quantity = 57 Reviewed 4or Code Compliance 21 Universal Engineering Sciences A CAT This IS A TRUSS PLACDOff pun Y AND D T6 Am IN THE DMAR IT Tt66SES. F7tTRUSSED /'Labeled End Marie R CSTA MTLA LMTla=D JM ES7E ES IXI RAN ME LnOCAC1aN TR1fSS ESfA DISOHID PARR AYIIaNt EN LA MSTALACIaII ME TR165ES L.OS NHl1.O5 Y Aitp1II7ECTUtAS DEta DILEMMA BE MDEMA S PERAN ESTE e6CUENI ILL yf r asap! aarELlIDa m IGf aR OR &7M T== V111Wf m6CIR ai' THS oRTGE tAQ �r / Au eL= slwL C rmm loa:llefe mTL MALL UO m mLvs et1am'ii Mb MI lWi NE MRim 1'UI M aaA¢s VLL IOf Z ALffiIrD )Ey AT CMSMER CaRRACimi 6' AlFlmi� MG E AaaNiT1.T eT900 TO GIIef! TIE Iaem M �11 SUPFUTO M 09 S.EmM TMfdRSC ME W2i IOTA OC VfiA IdiUSS IaDLS IAS DG SQM RT JX TEWtCOMLAMS AWOL SIC In ALTE1[ 1.a5 lOtS4S Sal O. aeanrtamno ¢ rAA rDaAS u2 aAnU6 /< a arnl mt ®MOOS A1[OA1aYEIRC Y Aa2MRAY GIB ANIUeta'3 aI releMQm rISVIA rat emafa WW LLEVAR AS Pm lA IY1L2 a 1B6S:. T Efil A1RQ = u n¢rwAoal r AInQ = Arllme aMtnm aleaL Iv uS Laos s aeLimeA sleaesreAaAc W"ll ¢ mlvAx oI wvnu ramenvs o Ama ac a¢ gas muzas a e v�AwsrnrAR"�°iAs� I F General Notes 1) M pmW dod W=M Got I and floc yrdae Ma the tap d-4 pob/ p-*M w— to be lmtdled 7em dde W. 2) M hugs to be %*= RW6 udea eUmws noted. 8) M bm VackV is 2V O.C. adm atllen6e noted. 4) P& TIm Ptde ic631h OMI-81 Ieanar i b. pe am X-bm ig ahaM he 0= d a amiff— apou- 15' m amm the Wm• to be mpeded at a mm'sam d 20' bebAen arh X-bmw 6eayout ft etnc m Aeme mfw to OC3-M fa aq adgba bra detain. ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 X WIND SPD/TYPE- 160 ENCLOSED BLDG EXPOSURE = C USAGE=RESIDENTIAL CAT H NAND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON-- 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Tmss memberdeg & mumctorplales are deli�ed for ASCE 7-16 and maw® fmcesfrom both compooems aad claddings and mainwi�force reskling sy =, •Mb wlL Lave been reviewed mCarly M additional 10# psf ro—Calembouom cbosd live FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCDL = PSF TOTAL - PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLIFTS ARE SHOWN ON ENGINEERING WALL KEY O8'-8- 0 DESCRIPTION tNtr. DATE t� ea¢ ecv a ewI sn� w an sAual eLv vw Iert vwu w M. a m Tsai" en mr Tel. M my row Ref 7n w In Ielf f/aM AO IL! Rat N/CI R1 lfl eer eerwle err anmRe coin snr�t R grain am Ixtaea env aw�En Iwo as S Is= WCARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. V. WINTER HAVEN FLORIDA 33880 PHONE' (800) 959-8806 FAX- C863) 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECT CREEESIDE MODEL 1828/CALL/4EBB CCA PROJ/MODEL/ALT 7A5/ 320/182EC,E ALT DESC OTC LOT 14 BLOCK DESIGNER PAGE RFS TE 3 30 17 1 LL'k334496R 1A4 "=1' P - a Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE lcR HORTON /STATEWIDE 7A5/320 CREEKSIDE Lot: 14 Block: Unit: Address:__ .............. F:.i_< < JobNumber: N334496 i-f .................................................................................................................................. z7:. ram` ,r Revision Date: New Load #: R101 Reviewed for Code CARPENTER CONTRACTORS OF AMERICA, INC Compliance Universal Engineering 3900 AVENUE G. N.W. Sciences WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINE March 13,2019 AN rrWmmmift W. Bob. Michaelis Carp6rit6r.'COritractor"S'. of America,: Inc.. -$900 Avenue G., N , 6fthwast. Wilteit H6VOn,.:FL 33880-6201 Re: �klte�rnatiVb. Installations. for 6 single ply carried truss with awidth .less tha.n the hanger width, ,and' wood. blooki'g Iq pchievO flill de d fAcce�-ri!6uhtEid,hgnger'.attac rhent.,6'-a-orj�i, ply n attachment n sign loa 'Value for ... supporting girder. (Reference d6fail WMM2).. qeclr.Bob,: For a single ply carried truss with -awidth less than the hanger. width -you. can.ihstqll.:a prefabricated jack scab .truss: for woocffiller block.iogi:. The, ch.ord. sizes-,.--cbqrd..graclas, and -A1pin-ECtdhnect6r.pWt6(s) . to be the. same as t4b mqie: pl,y­ cam'e-'d truss. The Prefabricated jack: scab truss, (*);will have a.minimum length. il.ha. - a. . mjpgn�qrn pitd.h-of:5/12.. The single ply carq Jrq§sshall hall have reaction Of ...9 ve : e_, 3,.500# or less. Attach pref9bHcat6dJa6k:tcab:truss. with. -two. (2) rows: of 0.1 . 28"x3ff ."G(in Nails at,2" O.C. per- row, . staggered 1 ":(Sim : . Figure.. .IJNe l"PI6as6..eef6rt6the Sihpsonstrongjie.Catalog C-C 201,9,.Pa 216�Figqre-Figure:. mprpifformatibm HgUre-1 Fora tingfep'I" ,.ifderthat requires wood blocking to,adhieve.IUll design oad Valud forfaca-mounted hangerse wood bloc : :attach on k to 'the back face of the single ply girder with the. same size.. and dfade..;4s'thei bottom.- cfibrd. of the single -ply girder. The -wood block length to, be such thatAhe**W6cid blocking --extends to each adj#6nt'pafiOI Ooints'(W615s-.afid bottomchordintersectiloqs),�- Attach wood block ('")'with . 1*wo.. 2) -rows of 0 .12 x30' Gun� Nails dt. 0'. 0., d. per row,. staggered 3.0- applied to the 6780 Forum Drive Suite - 305, brlando.- FL:31.282.1 - (0q0) 6.21=970.0 '-.(86.3_.42278685 vwmalpineitmoom a ALPINE * ANawcomp4 w single ply -girder face; with -an additional (20) 0128N310! .Gun % .Nails *.each* panQ1 ppint applied 'to* he, Wbodblobkfaoe ($6e Figuee�2 belb*)..PleOs6 refer to thdSimpson Strong -Tie :C*4100 C-C." 20.19i -page 216, Fio.UrO.1 for more irftftnatioin. FigyrelZ' ..... .. ... ......... ... .. . ........ .. The -application of- pr6f6brii icted J'a bk'sc6b tfu­ss f6r-Wbod filldrblocking:of wood blocking to; ach.jQv.e. fbil. design load'ya(!ue for fqce-m.ounte'd bangers. Most be approved Oy the hardware manufac . turer.. Ali 6cid'e" -and end: distances, and tpadibd for . all nail connections 'must; 4e suOic'i6nttb'oeeVEiht-.tplittihg of "Wood., If I can.be of any further assistance: or if you have any rnh. :questions. please.givee a -call. ... *j.: . ...oA.A. A;- k` • STATE* b William H. krickl.". % k Ghief Engineer- N IV .Alpine- an, ITIN.- C.-Om' ny NAU Enqineering.Npqf inerit Wandoi FL 6750 F6r-u'm'l - DfiV6.- Suite-:306 . :Oflani- d6, R .$282.1 - (800)'-52179790 - (863) 4.22-8685 IY ALPINE MiffWCOWPANY April 26z,.:2019 Mr. Bob Michaelis Carpenter Contractors ofAfnerida, Ind. Avenue �: Q., K, 9 0' w r.th. . Ast Winter Hbv6n, FL 33860-6201: Dear. Bob,: .Rd'- Strlob'obabk bridging an roof.trusses. I understand -there is some. concern over our recommendations f6rstroribbackbridging on roof trusses, SfrangbAbk bridging for roof trusses is nota requirement of ANSljPl 2014 nor is it a requirement: ofthe .9 Building Component -Safety, t' ' strongback brid­ Ji,- gt,-"a6 'roof.- Jrus�ses 19 - Bu recommended by. r0phtefC&htr6btdf8 of. -Str6nigoap.k bridging ,serves._ the;J olI qWin functions:' - One, bridging aligns the bottom -chords -after -they are. set so. they .are uniform alopg the''ceilih' lineand he*.io'* s'.'%A Twoj bridging reduces r61ativd deflection .of. adjacent:tiUssds:, Str.o.ngba.ck. bridg'ing".doeiis: Hotior&Vent. or reduce overall indiVidual d6flectian, especially any t-'66f trusses, .... ... ... .. deflecting p more.. than 1"inch,..../.. . .... ...... . ... .... ­..... .. ..... ............ ... ....... . st Iging in roof,truss6s does not ser.v;e-6s.terhl�6r**a'r:y.'o*�. permanent n a-hdrit: bracing �an is not . rongback- bridging bracing . . .... 0 have' . . . -ititenided to . djkribUt:6. ot.shafb. design loads- -betweeh f(Usse.s. Consequently, - p deskh load'* ' .. . n .. g S been accounted forWith . this. detail and continuousWcOg. ­back'brid..giho should 'hot:b6.At.a'c'he.d. . between commonand trusses: The. use :of st(ppgbacK bridgingshall not.'interfere with other, design considerations as specifi6dbythe Engihee(Of R.6cotd Orthe BuildingDesigner. The outer ends afthe siroog .. bac . k-b(jdgipg:s shall I be. attached. to awa wall or anothersecure end. restraint* or ap.sppcified.by the 5rigihee'f of Rebotdbr*.thd BUilding.D6sighdr., Strongb6ck- bridging'�hall. be �a. minimum 2X6 borhiriW lumb6t. oriented %hiith the d' Oth. Ott; ' 9 e ical'.. Attach with c nails at. each intersecting m :common. nails member: When extending the - '.strong . back bridging overlap by at. a.minimum of. two trusses.. The ...location: of. the: strongback: bridging` sDecifiedby:-�he-Truss -Wricifactut6r.,. Efibi6e&'r6f,Redord,. or Building Designer. Please "ref6e.-to. - .. I - . . BCSI "Strangbacking ProvWqns." or to, Alpine:: STFk8R-l.8.k1-.014 detail for more. information. The. graphic shoWh -(Fiddr'e-. 1) is fargeneric.11WWAtiv-e purpose only. A * 22� 6 85 FL 328221- (800) 521 790.- (863).4 8 .6750 Forum*Drive:SVte 305, QrlMdo, 4 a a ALPINE. Figurej. If I. - Can . bd of any futihi§ir assistance' or if -.ypL!* have any questions; pl e4se:'giverne a c.411. If, !40.7086,1 'Arlifliz H Knck RE. s s STATE, Ol Chief'Engiheer Alpine an ITW.:.co.MOanv Engine6ring'Depaillment NAL. -Ofldnda; FLI28211 67-60 Forum Drive Suite.-30'6, Orlando; 'FL 32821 < (800). 521-9790 - (8153)422=9685' Www alpin ' e t .tw . ..CQM MA -STRON133ACK: :L5R-ID81NG BUTT " STRONGBACK BRIDGING TOGETHER ATTACH SCAB WITH' 10d ;BOVGUN ;4! .'(0.1?q!x3-v). NAILS'IN-,iz ROWS'AT ;SCAB' .61 D.C. NOTEi IN LIEU. OF; SPLICING AS, SHOWN, tAP`STRONGBACK-'MDGING MEMBERS- Flik:AT'LEAST ONE TRU=;.SPACING STRUNGIMCK, - BRIDGIN15 SPLICE DETAIL STIR AN rrW4MMWW Pk+atWatlM L.hMtkq an.,vi'M .Wit ift 13713JjlVii&ALMa SO4 200 Is --4.1— PAZ Maryland HalghfG, MO 03043 RECDMMENDATIDN.S Is All scab -.on blocks shall..be:: a.minimum. 24X4� 'stress grACIeci ,umber;' to -.-AIL -_%tr-.onqboLck br-lolgi*ng .and bracing shahbe:::a is minimum 2x*6 '.stress' grq,6.1e....61*..I,.u':bL-;P�-.,f m Imi-The purpose sirondbackb1' rIog1hg..1s; -o develop load sharing �etwepn1nckidLb( t sses., resulting Ir' 'dn overall .Increase In• the s ilffness .:of the: floor. system; -2x6' strongback bridging; In cletalls, Is recommended at 10, =V, o.c. Kmovx:> hg -.korms: 'Io�HW* [rid' and �: I are- sometimes mistakenly:•usecl:*- 'Interchangeably. `TncLdIhg` Is. an Impqrtpm"t -structural reo P!rqmen of :any floor or roof 'system. Refei_' to tkiei: Truss. Design 11rq*Ing (TDD) Tbw brating rL,.quIr-'6Ments -f bli- each Inilc1IVIcIC4QL L truss component, 'Br1'c(qIing­! particutclHy, "strongbcL.Ck.";1,6.rl..Og!t)g.' rec6mmehdatidh f or I OL :truss system -to. help c(ontr - i p .,1vibratlor). In: addition' tb-:q.IdIhq.. In the: distr.bution of point tbaols J30tW66h CILCIJO.Cent -truss., -st.rorigioack bridging. servesto reduce A a "'M MIMI bounce. Or reslaucki vlbroltjbn:.resultlng: from of. .g p n4 loads; :50ch as footsteps. The. Oerformance of. all 'floor :systems enhanced by. 'the. In tailiat1oh of strongback bridging and --tihetAe'fore:ls. strongly recommended by Alpine. For a611cil-Uonal f In d1.*,r4at-Ibh t`ebqfdIh.g. strongbQ.c* bridging, refer -b. .%si, (Building Component Safety Information). ri 2011 J.X LL: PSF REF Nb. 70861. TPSIF DATE ATE DRWC- 1I C2DL PV- PSIF ETA E F. AD. PSF N: PON-% �SNUN W*9 .1 ov 31. 3H. IFZZN ... 7, Ml OILON5, .0 9 '35 o-Tu aw. 3nmrd.,Okr - .'CINV S TV VUNPI'l, E`JW prm.-, --pyri PlYci 8$-d- lFiM- -ano ip-49"MA Mp A-0 DOG' NY-H pl-pn:0q.N.po.-- �0. sl-3114 a. ION. . .... . ... . .... .. Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member, This design Is valid only for single ply trusses with 2x4 or 2x6 broken Members, No More than one break per chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply with this detall, ` (B) = Damaged area, 12' max length of damaged section (L) = Minimum malting distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and r specles as damaged member, Applyy one scab per face. Minimum side member tength(s) _ (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, Nall using 10d box or gun nails (0,12810', min) Into each side member, The maximum permitted lumber, grade for -use with this detail Is limited to Visual grade 01 and MSR grade 1650f. This repair detall May be used for broken connector plate at mid -panel splices, This repalr'detail may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tie-in loads, Nail Spacing Detail sorINPIRTANTw FURMSN THIS �DRA& T11 ILL CAI WUH 1A9L!i_Pg�0_N1F_ AN RW OOMPANY 13389 LakeBonf ollva EaAh city, MO 63045 Member: Repair Detall Load Duration = 07 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# 600# Web Only ! 2x4 18, 975# 10554 1295# 1415# Web or Chord 2x4 24 975# 10551t 1495# 1745# Web or Cord 2x6 1465# 1585# 2245# 2620# Web or Chhord 2x4 30 1910# 19600 2315# 25550 Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 r 2975# 3045# 3505# 3835# Web or Chord 2x6 439541 4500# 5225# 5725# Web or Chord 2x4 48 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# INSTALLERS, ,elna Refer to ,he, a dNialon of ITV aultdln Conpanents Crouupp Inc, shall net be rrsponslblf fore devlatlon Iron drawing, any falure is 191U the truss a confornancr with ANSI/TPI I, or for handdp, ahIPPIV, Awtlan o •I�rodns o/ trusses. �sal•nn iNs drawYfy ar qoy� Usrip iNs draThe Lw/cntes and use e o of driving Emn regnroaH' s Miy far i e of vw keno Oesspni hpa�ANS fL 13rcds drawMO ten were Infarnailon see this Job-i oeneral notes oeor 111d ihefe web !It►sl Nlnlnun 8 L L Hlsionee HIn1m- L nbaa�e. 8 SPACING 24,0' REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 r VALL VUN3;,RVALLEY-FRAMlNG RA OR MIDGE RLt . ad 21) plf (-TDJ Mix. tttijfrom-tha-yiliays'or-sloopers nt. Retin 4 lQla-149ft- 4.xGd,tQ6-p0F '416duemaIR (*7*) & l6d.fate-nalls 526dioc-Tsulfs 426dt06-1fallis 4'16d tdti-malls 3aad tdOmills.ea.ch slaeper.Ptruss A 16d toe-tigus 4 JGd-tOit%A4As A16.0-wa-n;1I Is. 41600c-011$ 4'14d--tcVrr;i)li 4-14.4.toe7b4lb 4 l6duL-nalls. NAILS A" w�u+ura••' id nta'rvtLnw Mt ;9.d'.30 40 54 P,%P M-M* MW --uiiTR.Lm TC DL- It 2-0 7 7 DAT9 10/9lJJA fW.. 4hp-- tltlt C&V-r*nl hnkr 0 0 0 DRW.,G V� gtW1801015 mg 614 bga4d 1:1BC Fiid ktW;tJt xh�ik riwoent tLurat'rLms afiatL hart 4e. e jp, 'ATe , 64." T, Qrj BC- LL 0 .0 0 0 54 e.anc&%� R-As Ochn b&A, ON. on. uwi-d *kr *J. 26 - G�q). be • F.,CikFQwnwwbLm. tor.. r. Wt�3Q 5b 4 -Z" IL Or Pbcl� W-r •%*, '�Ol Tb L mnw ' bye do ;R ABOVE &"owe Face -Mount Hangers - I -Joists, Glulam and SCL _............... _._........ _..................................................... _..................... _.._............ ....... _................................................. .............. _....... ..... ..................... __..... __._............... .............. _... _........ _._._...._.....__........... _..__...... _........ _....... ..... _........ _................ _....... These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. -Actual Joist ' Model - Size INo: (in:) (160) ,(100) (115} _ (125):.(100) , ' 1115)'; (125} Min. (14) 0.148 x 3 - 70 1,660 1,805 11805 1,425 1,555 11555 IUS2.56/16 - 2s/e 16 2 Max. (16) 0.148 x 3 - 70 1,805 1,305 1,805 1,555 1;555 11555 21/2 x 16 MIU2.56/16 - 2ati6 157A6 21/2 - (24) 0.162 x 31/2 (2) 0.148 x 11/2 230 3,455 3,920 4,045 2,970 3,370 3,480 U314 ✓ 29/161 101/2 2 - (16) 0.162 x 31/2" (6) 0.148 x 11/2" 970 1,945 2,205 2,375 1,675 1,895 2,045 HU316 / HUG316 ✓ 29/1s 14% 21/2 - (20) 0.162 x 31/2 (8) 0.148 x 1112 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, ' MIU2.56/18 - 29r, 177Ae 21h � - , (26),0162 x 3?h, , (2) 0.148 x 1 "h 23p 3 745 4,045 4z045 3 220 3;980 3 480 LA 2112 x 18 HU316 / HUC316 . ✓ 2gi6 � 14Ya�' - 21h' '= (20) b.162 xid1/z "' (8)0.118 X 11h" 1515 ,'2;975 3,360;, 3,810 2 65 2;89513110? 21/2 x 20 MIU2.56/20 - 29/16197/6 21/2 - (28) 0.162 x 31h (2) 0.148 x 11/2 230 4,030 4,060 4,060 3,465 3,495 3,495 21h x 22 MIU2.56/20 ✓ - 29/+6 196' 21h - (28) 0162 x 31/z° (2) 0148 x 11h 230 4 030 4 060 4 O60 3,46513,495 3,495_ to 26 21/16 x 91/4 to 26 29A6" wide joists use the same hangers as 21h" wide joists and have the same bads. MIU3.12/9 , `� 31A ( 911., 21/2 - (16) 0162 x31h. (2)0.1418x l lh - 230 2;305 2 615 2 820 �11986,'2,245 2,425 3 x 91/x HU210-2 / HUC210-2� • ✓ _ 31/ 81:46' 2'1h; Mai(: (18) 0162 x 3'/z (10) D 148 x 3 � .,r,.5 -2,680 3;020 3 250 IM5 '2,605 `2,8010= IBC, MIU3.12/11 - 31/s 111A 21h - (20) 0.162 x 31/2 (2) 0.148 x 11/2 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 3 x 117/a = HU212-2 / HUC212-2 • ✓ 'T/a 1- -'109,1m 21/2 Max. (22) 0.162 xal/v ---(10)0.148 X"S'- 1,795 3,275 3;695 3,970 2,820 3,180 3,42s =LA HU3.251121HUC3.25/12' • 3?/a 113/d 21/2, -: (24).0.162x3'lex �;, (12),0148x3' `", ,a�5 3570 4030`_,4335'3075 3,470,°3,735 HU3.25116 / ' • � Min: (20) 0162 x 3'/s � (8) o8 x 3 ` r ' 1 515 2,975 3 360.� 3,610 2,560 2,890 3,105' HUC3 25116 31(a 13131s 21h _ 1 4 � 4 .... • , Max, (26) 0162 x 3 h: _ (12) 0:148 x 3.:. .4�5 3a870 4 365, 695 3,330, 3,755 31A glulem` "HUCQ210 2 SDS 3?/a 9. ' 3� = (12)1/4' x 21/i' SDS ,(6)1/a" x 21/2' SDS: 33 5. 4. 10 , 1�,14 i1a"I3„i t1U 3,1'1q a,710; FL HGUS125/10 a - • ° ` 31/4 - 8'A %. �4 ° .- �'(46) 0- x 31%?�', {16) 0:462 X 3"/z -�: 4,095 9,100. 9,100 9,100' 7•,°825 � 7,825 �7,825j IBC, HGUS3:25/12 3174 105/a� 4..' - (56),Q 162 x31/2 , (20) 0.1,62 x Th- 5;040` 9,?100 9,400', 9,400 8,085 8,085 8,085: FL SS .3' to 41- /D "/DS5 6,72L6U3.25 0 31i , 0 r,YfiS,LzS" HHUS46 - 35/a 51A 3 - (14) 0.162 x 31/2 (6) 0.162 x 31h 1,320 2,785 3,155 3,405 12,395 2,715 2,930 31/2 x 51/a HGUS46 • • - 35/a 0a 4 - (20) 0.162 x 31/z (8) 0.162 x 31h 2,155 4,360 4,885 5,230 3,750 4,200 � 4,500 .HUS48 ; < ,; ' • '; - ` A - 615/te:' 2� � (6)�0,162.x31h ' (6),0162 x 31/2 .,� 1,320 11,595 1815` 1;9601 ",365', 11,55511,680i „31h x 714 _ HHUS48-'-' ' ° •'' - ' 35/a- "' 71/q:_ 3 - (22) 0.162 x`31/2° , (8) 0162 x 3'Iz . _ ,tS41 A,216 4,770' 5,1.40 `3�615 4,095j,4,415' C q5A 71ti " l� R `f12)"rx 1A �3 4A -, F A fHGUS4$ $ 415l ; IUS3.56/9.5 MIU3.56/9 U410 HUS410 HHUS410' 31/2 x 9Y2 HU410/HUC410 HUC0410-SDS HGUS410 LGU3.63-SDS MGU3.63-SDS IUS3.56/11.88` MIU3.56/11 U414 HHUS410, HUS412: • - 3% 1 91/2 2 1 - I (10)0.148x3 - 70 1,185 11,345 11,455 1,020 11,160 11,250 • - 39/+s j 873A6 21h - (16) 0.162 x 31/2 (2) 0.148 x 11/2 210 2,305 2,615 2,820 1,980 2,245 2,425 • • ✓ 39/161 83/s 2 - (14) 0.162 x 31/2 (6) 0.148 x 3 970 2,015 2,2851 2,465 1,735 1,965 2,120 • - 3-A4 11 81-516 2 - (8) 0.162 x 31/2 (8) 0.162 x 31/2 2.990 2,125 2,420 2,615 1,820 2,07012,240 • • - 35/a I 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,565 5,635 6,380 6,44,5, 4,845 5,486 15,54E • ✓ 39A6 j 8% 21/2 - (36) 0.162 x 31h (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 6,415 6,415 6,415 • - 39AG 9 3 - (12)1/4" x 21/2" SDS (6)1/4" x 21/2" SDS 2,265 4,500 4:500 4:500 3,240 3,240 3,240 • • - 35/e 91/A6 4 - (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IFL, • 8 to 30 41/2 - (16)1/4' x 21/2" SDS (12)1/4" x 21/2" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA • *-3 91/4 to 30 41h - (24)114" x 21/2" SDS (16)1/4" x 21/2" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 1171` 2' =. 1121'(114Rx- 01T420 1.615 )1745 Y.220-t1.390 1.485'. • • • %3%6 ^ 1"6 21h 4iia • •' 3ei46j 11, �• - - 1,0N6 4` - • - 36A'1° 8,to30 41h'`- �� � � • = �-35A � 11 �to 30 41/z' See footnotes on p.150. THA/THAC 4 Adjustable -Truss Hangers- This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. CSee Corrosion Information, pp.13-15. v Installation: N ' Use all specified fasteners; see General Notes. C The following installation methods may be used: W Top -Flange Installation —. The straps must be field formed over the header — see table for minimum top -flange requirements. F= Install top and face nails according.to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For 4 — _ -tt THA29rnails used forjoist attachment-rnt;st-be-driaan-at an- - angle so that they penetrate through the corner of the joist and into -the header. For all other -top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. . Nails must have a minimum 1/2" edge distance. Straighten the. double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 3W (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart Double - Shear Nailing Top view -Shear Nailing QDouble Side view; Do not bend tab 13/a' for THAC422 for 122-2 126-2 THAC422 Face nails Top nails per table per table 1314' typical 2'h' for THA422-2 and THA426-2 THA418 ego Q`. O n 4 W^ 2� THA29 Double 4x2 — 2 face nails Use full table value (total) l v ' Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps maybe installed straight or wrapped over with tabulated face nails installed into top and face of heade Dome Double -Shear Nailing Side View (Available on some models) Single 4x2— See nailertable "~ 4 top nails (total) "4-'' Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation Iyplkoal I rV1G.V Top Flange Installation er to tnote 5 p.187 86 THA/THAC Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. 'Model No.. °- Fasteners ` (in. .. . ..,.�. 't THA29 18 1s/e 911A6 5'/a 11/z - (2)0.148x3 (6) 0.148 x 3 (4)0.148x3 1 525 1,750 1,7501 1,750 1 450 11,33011,3301 1,330 27/s - (4)(3,1480 (6)0.148X3 (4)0.148x3 1 525 2:6102,610 2,610 1 450 1-1,98511,985)l 1,985 THA218 18 15/e 117a/is 5% 1 2 1 1 (4)0.148x3 1 (2)0.148x3 (4) 0.148 x 1'/z1 11,46011,4601 1,460 1 11,110 11,110 V.10 IBC, THA218 2: '16 "31Ja 17115s , S , 2 - (4)°Q.162X3'h (2)0.162 x3'h (6)-0.148x3 i<vu 1,51 1, i1? FL, .- _.. LA THA222-2 16 1 31A 22Y%J 8 1 2 1 - (4) 0.162 x 31/z (2) 0.162 x 31/z (6)0.148x3 1,960 111995 1 1,995 1- 1,490 11,5151 1,515 THA418 116 1 35/a 1171/z 1 77/a I ' 2 1 - 1(4) 0.162 x 31/z1 (2) 0.162 x 31/z J (6)0.148x3 I - 11,96011;9951 1,995 1 - 11:4901 1,515 1 1;515 1 THA426 14 1 3% 1 26 1 77/a 1 2 1 - (4) 0.162 x 3'/z (4) 0.162 x 3'/z (6) 0.162 x 3'h1 1 2,435 1 2,435 1 2,435 1 12,09512,095 2,095 THA422-2 :14 7'/4 22"/e 9a/4, . 2 - (4)"0.762 X3'h: (4) 0.162 X 31h (6) 'A x 3'h 3;330 "3,330 3,330 2;865 2,$fi5 2,86 5 FL = t, r._ THA426-2 14 7'/a 2G'tis 93/a 2 - (4) 0.162 x 31/z (4) 0.162 x 31/z (6) 0.162 x 3'/z - 3,330 3,3301 3,330 I - 2,865 2,865 2,865 THA29 118 1 15/8 1911/61 5'/a 1 - 19'ti61 - 1 (16) 0148 z 3 1 (4) 0.148 x 31 525 12,26512,2651 2,265 1 450 11950 11950 1 1950 THA218 18 115/a 17 Ali 51/z 1 171A6 1 (18) 0.148 x 3 (4) 0.148 x 3 855 12,450 2,4501 2,450 735 12105 2105) 2105 TH 5218 2`- '1& 3'/a° 171146 8 1`41/s (22} 0.162 x 31/z (6) 0.162x 3'h 1' 855 iS4 10 31 "°' ,a 0 t,85 IBC, FL THA222-2 16 31/a 223/1s 8 - 141/s - (22) 0.162 x 31/z (6) 0.162 x 3'/z 1,855 3:310 3,310 3,310 1,595 2:845 2,845 2,845 LA THA413 ;A8,< �35/a lII34s 41/;i 13% ­(14) 0,148�x3° t4)�148x3 "�5"1 � 45:2,340 THA418 16 3% 171/z 77A - 14'/s - (22) 0.162 x 3'/z (6) 0.162 x 31h 1,855 3:310 3,310 3,310 1595 2;845 2,845 2,845 THA422 16. 35Ia 22,' 7r/s a 141/s ;. {22) 0,1 fi2 X 31h (6) 0.162 THA426 14 35/s 26 77/a - 161/s - (30) 0.162 x 31/2 (6) 0.162 x 31/z 1,855 4,415 4,480 . 4,480 1,595 3,795 3,855 3,855 THN422 2 • �4 Tl„ 22,17$ 9`a/a 1.63/ie - (30) 0,162 X 31jx (6)40;162 x 31h 1 855 5 7<70 5,520 . Z,520, `1 595 4,445 4,745 4 745 FL THA426-2 14 71/4 261/16 9a/4 - 18 - (38) 0.162 x 31/2 (6) 0.162 x 31/2 1,855 5,520 5,520 5,520 1,595 1 4,745 4,745 4,745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. 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 bads 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 1 W nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation bads. 6. Refer to installation instructions regarding fastener installation into carried Ooist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong -Tie® Wood Construction Connectors SIMPSON - Face -Mount Joist Hangers �G��1EERfD This product is preferable to similar connectors because • . of a) easier installation, b) higher loads, c) lower �j installed cost or a combination of these features. b The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing tha-t. distributes the load through Lwo po nls 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 bads. • Not designed'for we ded or 6NF6r 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 Xf Do not bend tab Dome Double -Shear 6 Nailing Side View (Available on some models) 11 for 2x's 1'/+fi' for 4'% ' H Way/ LUS28 H H US210-2 MUS28 0111"HILIS210, (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) . LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers (cont.) Model Min.^ Heel Height` W anstans Ga._= W H ti• Fasteners C$rrymg��� °Carried Memtier "Member Single 2x Sizes LUS24 18 � A1/s""" "131a (4}-0.148�x3"" . ; (2) 0,148x3, LUS26 " " { 4114 �= :19/ie,. 4'/a ; < 131a ` (4),0.148 x 3' . , (4) 0148 x 3 ..- MUS26 41H5 18 19/te 52/ie 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 4-A6 16 15/8 5% 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HGUS26, LUS28 " '" . 06 ", , " " 43/% - '12, 18 1 1.% - `551e" , "6b%a ; 51, .. I 13(4 •(20)-Q.162 x 31/2 � (6) "0:148 x 3 T {8)=0.1 f2 x 3?h (4) 0.148 X 3 ;. MUS28 66ie 18 1 !A6 61�'i6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 15/a 7 3 1 (22) 0.162 x 3% (8) 0.162 x 31h HGUS28 6'A6 12 15A 71/8 5 (36) 0.162 x 31h (12) 0.162 x 31/2 LUS210 ": 4"1%d 18 _ %6 `71�'i 131a" "(8)'.0.148<X°3 ; (4) O:t48.z.3 HUS2.10 F j= 83/a I(6 ;14 9 " 3 ., (30) OJ 62 x 31h. 00) 0.162) 31h HGUS2IQ ' Saf '" 12.'"162,i3W (16)0.162kT/2. V1. See table below for allowable bads. N N ll- d a 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 @ with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. .._.., _.__.._,_...- - Single2xSiies'"''..-'-"__.,.,..�,.__.�._._.._...._ 1,165 865 1 990 1,070 1 1,355 1,165 1 935 1,070 1 1,150 1,475 865 635 1 725 785 1,000 IBC, FL, 930 1,295 ° .1,480".;.." 1,560 ` ),060 . 9't0" . ,1,405' ' 1,560 =£v 3 ,1, 6ti' 810 " 955 •1;090 "'; ",1;180 -J?" LA 1,320 2,735 3,095 3,235 3,235 1,320 2,960 3,280 3:280 3,280 1,150 2,350 2,660 2:780 2,780 $75 . 4 340' , 4,850;` " 5,b70 " - 5,390, 875: <'< 4,690„:. 5 220 5;390 ' ;0,390 `, "; ?II0 " " 3,225 "'3,610 ,, 3;870Y : - 3;985 `' IBC, FL 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 "r;32€" ` 1,73'0" ."1;975 ""2125 ' 2 255 '- 132�-; :1,875- 2,135 `~ 255: ;2,25.1 , . 1,150 � "1;270 �1,455 � 1;5�8 % 5, IBC, FL; LA 1,760 4,095 4,095 4 095 a 4,095 1,760 4,095 4095 4,095 4,095 1,480 3,520 3,520" 3,520 3,52G 1;65#3 '; ° 7275' 7,275,!,7,275`.. i659.. "`l,c 7, 75. ;7,275 7275 1:35 ,.3,e?O :,r3,820 3;915 4;250`,f; IBC, FL 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, 6 450 5,r95- 830`a�S3u"•,63� a;39a 570 zu°0. ,2„220 ,32 2,5�z } 2' 2',' LA 2,0909,100 911 0 9,100 9,100 2,090 9,100 n. �.00 9 00 9,100 1,545 6,340 61730 6:730 6,r30 1�3; FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load 94 Acute 'side bpeclly angle Top View HHUS Hanger Skewed Right (foist must be bevel cut) All joist nails installed on the outside angle (non -acute side). P 13 LUS/MUS/HUS/HHUS/HGUS . . ....... . . .... . ............... . ................. . . .. . ................... . ... . . . .. . . ................ ...................... . ... . ........... . ..... ...... ................. ................. . .. ................ .. ........................................................ .............. . ............................................ ........ . .. 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. Double 2x Sizes 10 LUS244 'Zl/i 18 JA*/] 3W 2 J ",'(4'Y0_A62'X:3'1/2":, 1980 `1245-11` 865 '60V"�� Ik 4 -8 A 5 1,670] B 4�61 " 181'', -0.16204:0 '030 �;�95� -85--' A �'-M70' RD HHUS26-2 4546 14 3-A6 5 3/a 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655_ HGUS26-2 49A6 12 35§Ai6 57A6 4 (20) 0.162 x 31/i (8) 0.162 x 31/2 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 M iUS28-21' MA6 '18', 3 Ills 3 7�-, .-2 (6) -01 612,x 31/?,::: (4),P16Zz3W: 10 -131 i A90 1 0 .9 �O 1 1 ). .130 ,280 1,385'11,745 IBC, FL, 0 F-H7-H U S 2 _2 14' 1�7 3", '(22)� 06201�,' 6A 6Z'� 5 G_ 15155� I 5�980' 7, 1 J F67 77, '-Al 3S 4,43 5' 5 LA ED LUS210-2 1 61/k 18 3% 9 2 (8)0.162x3l/2 1 (6)0.16201/� 11,44511,83012,07512,24512,83011;24511,57511,78511,93012,435 15 HHUS210-2 83/s 14 TIA. 81A 3 (30) 0.162 x 31/,J (10) 0.162 x 31/, 13,550 15,705 6,435 1 6,485 16,485 1 3,335 1 4,905 5,340 5;060 5,190 HGUS210-2 89A6 12 35A. 93A. 4 (46) 0.162 x 31h 1 (16) 0.162 x 31/2 1 4,095 1 9,100 9,100 1 9,100 1 9,100 1 3,520 1 7,460 � 7,825 1 7,825 7,825 Triple ?x Sizes nuuazo-o, v 4 ".'16 � ;J iz, '1 4 "Af, 11 1-(eVYU.Itle X""?, 134 X,3 Y2 1 0�3?' 1 9� I Oy" I ti, I I U IBC, F HGOS284',� '�' ql�146' 1? 1' 4 6 Jlk, �*�0162,XX/2 _(12 , 0.1 6201h, 3 1� 7, (k 0 466 1,7,460, 6 '6415, LA HHUS210-3 -83/s 14 411/iG 87/8 '3 (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 1 FL HGUS210-3 8IIA6 12 415A6 �i 141!�J671K, 91/4 4 (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGOS212''3` 10% 12 41%� '51 '10 (56)'01.41612_k3i�'T(26),J J62IX3""' _8" 9AX14.5 M45 -;780' ".4,780 LA HGOS214-3 12 4 6 12ZY4 4 (56� O�A 6 2 x 31/2 0.162 0 �2?) 1/2 125 10 ;j�5 9 4' 00 '8 Quadruple 2x Sizes HGU§�61-4 ­"J :,I�, t-� '5 4�1 J20)(1152x 1/2 ;3) 0 U 2'� 2, , '4;340''4,850 "6, 70 5,51 IBC. F HGUS28-4 71/4 1 12 1 6-A,, 7% 1 4 1 (36) 0.162 x 31h (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 7,460. 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 8-1/. 1 14 1 61A 87A 3 30) 0.162 x 31h (10) 0.162 x 31/2 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL IBC, F LA 4x Sizes 4% 18 3% 43/a" (4)'0.162'_x31h- -fAG -)'no' J'I"'595 ofb' 88 "no 90 '1,3 O= IBC, FL H G'U'S46, 12, 3%,� 47A� 4- �2%0.16 �1/' �Bf 3 '/2 �',[4;7'30 4;17,0� 44'5� ,,4 4,795' ID HHUS46_ 4�56jl J, ':3 ��A." %3 0 4 '0162 x 31h Y 152 (6)0 , x 3 lh,'� J,320 3 6 '3,* 3,415' 4 2435 2,745 2,935; 3,655- RD LUS48 4 3/a 18 39A6 63/4 2 (6) 0.162 x 31/2 (4) 0.162 x 31/2 1,0660 1,315 1,490 1,610 2,030 910 1,130 1,280 1,385 1,745 IBC, FL, HUS48 6% 14 39AG 7 2 (6) 0.162 x 31/2 (6) 0.162 x 3112. 1,320 1,580 1,790 1,930 2,415 1:135 1,360 1,540 1,660 2,075 LA ID HHUS48 61/,. 14 35/. 71A 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 1;760 4,265 4,810 5,155 5,980 1, _55I 5 3,670 4,135 4,435 5,145 HGUS48 67/16 12 35/8 7 IA6 4 (36) 0.162 x 31/2 (12) 0.162 x 31/2 3,235. 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 1 6,415 .:LUS410 �P'% 18 344 '8 ­{§)"OJ62.01/2 J6) P.162014z 1:445]'l-, 830 2,07§� 2,245 1;575" 1,785 �,'1,93b' 2,435. HHUS410' "84 14 '3,5/il' '41,' 't�d� A2,iZI/ 2 (10) &6 2 x 3 1/2 3550 5,705 '6,435 6�485 1 6'485" Ii 31, 1114�; '9 6'5�', 5 75' - '35/8 91A .4 (4fl 0116 1/ -9100 2n 1� 7.82 5­ '7,�95 7,825 7,825- IBC FL, LA HGUS412 106 12 35/a 10346 4 (56)0.162x31h (20)0.162x3l/2 5,695 9:045 9,045 9,045 9:045 4:900 7,780 7,780 7,780 7,780 HGUS414 11 3iG 12 35/a 112346 4 (66) 0.162 x 31/2 1 (22) 0.162 x 31/2 5,695 10,125110,125,10,125,10,125 4,900 1 8,190 1 8,190 8,190 , 8,190 Double 4x Sizes FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table 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 ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector" software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 2 Ih' nails in the header and 0.162' x 31h" in the joist, with no load reduction. With single 2x carrying members, use 0.148" x 11/2" 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 risted diameter by length. See pp. 21-22 for fastener information. it 19 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 37/8". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/z" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/a" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge. to Finish: Galvanized L V . Installation: • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling U round and triangle holes for maximum values N • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity . , ..._Options:.-.:-,-- ..,._._,- •-- ... _ ...._- -- - .; ___ .,_., : . d • HTU may be skewed up to 671/2'. See Hanger Options on pp. 98-99 for allowable loads. . • See endineedng 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-DriveO SD Connector screws. See pp. 335-337 for more information. Typical HTU26 Minimum Nailing Installation HTU26 y..r .......-, ,., truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Altemate Allowable Loads.) �I&[IUdfU /AHUWdUIU LU&US k%8 IVIdAII1IUl11 fldllytil ladFJ) Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) Mm1� Dimen sions (in.)' ` �asteneis'(m.} . DF/SP Atloarable Loads SPF/HF Allowable Loads Model Heel Code. �0 Height W H g , Carrying Carried Uplift FloSnow Roof _Wind Uplift Floor Snow' Roof, Wind Ref. °Member Membgr {160) (100j {115j ,{125) (160) {160) (100) (115} (725) , (160) Single 2x Sizes ti w,. m (Maxi),, .. aD_m ,O. J2- t4u) U.IU_G_.:x�OY2 14U) V.I48 x 11/2 ' I,a9?, + '?,UQU '4,1IU 4�60_0..a LaJU. 4,00} 1. GV 01"fou . _.. IBC, HTU28 (Min.) 378 15/a 71/e 31/2 (26) 0.162 x 31/z (14) 0.148 x 11/2 1,235 3,820 3,895 3,895 3,895 1 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/a 1-1/8 7Y1a 31/2 (26) 0.162 x 31/z (26) 0.148 x 11h 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA HTU210 (Min.) _ ` ( 3'/a ` 15/s : " 9la, 31h (32) 0.1627t31h (14) 0.148)(1 '1h -1,330 4,304 4,`3�i., (; 4,300 , 4s3vs ,.`1,145 "3;22 1 ;,225 3,225 � 0.3, 225 HTU210.(Max) .( 91/a 1, 15/a; 9, A6 81h , 432) 0.162 x,31h =(32) 0.148 x 11/z 3,315 f 4,705 '„ 5 310 130 ' $;995 31;2;85& 4,045- i65 �4,B30 5,155 Double 2x Sizes HTU26-2 (Min) 37Ta 3-5iie ' 57/ia '31/2 (20),0.162'x 3"h ' (14) . 1,515 2,940,,' _ ?.0 ,fi80 3;910 1;305 1 850� ` 2,090 2,255:.`2 465= FITU26 2 (MaX) ' .51; , 3%ts 5�/ia, 31/z 1; (20) 0.162131h . (20) 0:14$:x 3,' 2,175 2 940< x3 323`, jx3,580' , 4,4i 6 ; ' 1,870 ;2;530 HTU28-2 (Min.) 37/a 3-46 71% 31/z (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 13,235 111CHTU28 2 (Max.) 71/a 35/ia 71/a 31/z (26) 0.162 x 31h (26) 0.148 x 3 3,485 3,820 4,315 4,655 5,825 2,995 3,285 71 4 f',5. 10.''> 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 bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between %" and 16°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h° nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. 96 a HTU Face -Mount Truss Hanger (cont.) • Many of these products are approved for installation with Strong -Drive® 4 SD Connector screws. See pp. 335-337 for more information. o . z z a 0 0 U W F- U Z cc z U) U 0, rn 0 N O rn 0 U o , 0 Alternate Installation Table for 2x4 and 2x6 Carrying Member --sMm ` Fasteners (in_) bF/SP Allowable Loads'. SPF/HF Allowable Loads°_. Model No.,'Height Heel .Minimum Carrying Code- Ref `! Carrying i Carried Uplift ; -Floor ,Snow Roof Wipei; Uplift Floor Snow , Roof _, Wind . �emher- Member: , Member (160) (100} (115). (125). -� (1G0} (160} {100) (115) ' {125)`� �' (160) HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 1'/z 925 1,470 1,660 1,790 1,875 795 1,265 1,430 .,540 1,615 HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 1'/z 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,54' 1,910 IBC HTU2$ (Max.}. y 7'/a j: {2}2x6, {20) Q 162 x 3'lz (26) 0.148 x 1?%z 1,970 `_,: 2 940 3 ,2 f a 58t1 ' 3,905 i,695 2,530 2 °s 5I to ', 3 36D' FL, LA , y , HTU210 (Max) -: ` 9'/a (2).2x6 {2q) 0162 x3'h (32) Oa48 x 1'7%z 2,76,0 i 2 940 ' 3'32Q a15Bo ':3,905 2,375 , 21530 � 9s95 , ioso ' , 3,360 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is'h°. 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) (lnj Fasteners (m } DF/SP Allowable Loads SPF/HF Allowable loads WinDimensions .: Model Nliee o He ght W H g Carrying: tiCarneo "- ; Upbft <.Floor Snow Roofi' Wlnd''Uplift ;floor 'SnowLtoo>( `'t Member Member (160}.(]00) (1fi5) , (125) (160), (160)°(100) , (115)(1 25), . Single 2x Sizes HTU26_„, °31/2 = 1$/a `51N 34, (20)0.162x3'h` (11}:0148x1,/z, Cry- Lar3n ,2,? 5 9 2P,Q5 54n_ 0 1 1110 1,5iv 1 HTU26 (Max) . ; 51/2 �,;1 fi/e. , 5?l1e , 31h <(20) 0.162 x 3Yz ,(20) p 148 x 1'h i 215 2 940 3 0 ,,33G'� 1,045 � i' 850 �,�MQE� 2,28 2a285 IBC, HTU28 (Min.) 37/a 15/a 7Y16 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) 71/4 15/e 71fa 3'/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.) 37/a. 15/a ;9156 3'h ; (32) 0.i 62 x 3'%2' .(14) 0.148 x 11/2, 250 ''3, 600; : 3,60,0' : 3,600 3,600;: 1,075' ` 4700 2.700 2,700 :2,700 Double 2x Sizes HTU28-2 (Min.) 37/e 35/ia 714e 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, FL, HTU28-2 (Max.) 71/4 35A. 71/ia 3% (26) 0.162 x 31/2 (26) 0.148 x 3 3,035 3,820 4,315 4,655 1 5,520 1 2,610 2,865 3,235 3,491 4:140 LA HTU210-2 (Min:) 37/a ` °3�a :974a "3'h (3210.162 x 31/z (14) 0.148'x 3 ' 1,755 4,255. 4,255 4,255 4,255' 1 510 3 90 3,i90 . 3,190 `3190, I 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between %" and 1h°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads 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. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148' x 11/z" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 19 • HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W. dimension is less'ihan 25/16' at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and IA x 2 /4" Titen 2 screws (hAodel TTN2-252341-1) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or RNP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 13/<' — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/16"-diameter hole to the specified embedment depth plus 1/2". • Altematively, drill the Y%'-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/,6" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16" x 41/z" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/a" is required as shown in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 1 ?h" is pem?itted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 1 HU214 Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall a 23 Simpson• • ••• Construction Connectorsj • I • HU/HUC/HSUR/L , _.............. _..... ---........ _.._._..... ...._..---............ __... ................ - - _...__..--.............. __............ _...... -.._.._............ -......... __... -.....---.._..................... _............ ... _............................. ..... __................... _.............. _..... _..--............... _... .......... . Medium -Duty- Face -Mount Hangers (cont.) IS These products are available with additional corrosion protection. For more information, see p.15. HU26 HU26X (4)1/4 x 23/a 1 (4)1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 HU28 ' : HU28X _'' (6)'/a tt 23/a (6}'14 x,13/a {4) 014$ x 1:�Iz 545 1500 . 76Q y 2 400 HU24-2 HUC24-2 (4)'/4 x 23/4 (4) 1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26;2 {Minn) • ., `HUC26;-2 {8}?/4 X 23Ja (8)'/a x 1;3/a " (4) 0148 X 3 760 2 000. " �6Q 3 200, HU26 2'(Max) , . ff HUC26 2 (12)'layx (6)0148 x3, 1135 3 000 1135 "N3 950 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)1/4 x 13/4 (6) 0.148 x 3 1,135 3,600 1,135 3,950 2 (Min.) HUG282 3 0iHU28 7t 2 50D' ' 760 3 710)25 F) HU28 2`'(Max) =• HUG2$-2 (Max.}. (14)'/aX 231a131a (6j D 148 x°3 1135 = 3 500;. _ 1135 HU210 HU21 OX (8) 1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 11/2 545 2,000 760 2,415 HU2102(Mm) HUC210'2(Mtn) °, (14)''/dx23/4 -',(14)'fax13/a (6j0148x3 1'135 3500" 113a A920'' HU210 2 {Max) y° HUC210 2 (Max) (18)'/ax 23/4 {18} ya x-13/a ..; (10) 0148 z'3 M° 1800 e "4 500 y "y 1 800 5 085 ° (q HU210-3 (Min.) HUC210-3, (Min.) (14)1/4 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 L HU210-3 (Max.) HUC210-3 (Max.) (18)114 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 O HU212' HU212X (10) Yd:x 23/4 (10)'l4 x 13la „(6} 0.148 x,1 %z 135 2 500 s 1135 2 665�'. C HU212-2 (Min.) HUG212-2 (Min.) (16)1/4 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 V HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 G1 HUC212-3 {Min.), �,1135 40001,135 �A 92Q' V C iiU212 3 {Max} : ^ HUC212 3 (Max) {22)'IAx23Ja (22)'%a x 13/a '' ' ;(10) 01481,800 5 D85` HU214 HU214X (12)1/4 x 23/4 (12)114 x 13/4 (6) 0.148 x 1'h 1,135 2,665 1,135 2,665 HU214 2 (Mn.) HUC�1"A'2 (Mtn;) (18) Flax 23/a (1$) Tla.x,l3la (8) 0.14$ x 3 1,515 4 SOD ?; 1;515 5 085`i - HU214 2 {Max,y ` HUC219' 2 (Maic.) (24)'la x 23/a (24}'la x;13/a, ., , ' (12) 014&x3 ;;? 015 ;1 5 0$5 2 075 51085- HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (18)'/a x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 x 23/4 (24) 1/4 x 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU21,6,. HU216X ... (18)'/ax23/4 (1$)'/aX13/a ✓ ,(8)0148,x1'1h 1515 2920 1;5t5 2920, _ HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20)1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)114 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HUC216' 3 (Min.) (20)`1%qx 23/a ,', (20) f� x 13/a ($) 0148-x 3 777, 1,515 .-. 4 920 • 15 5 `4,920' HU2163 (Max) . HUC216 3 (Max.), (26)'/4X23Ia {26} 1/a z;_13/a (12) 0148 z 3 rA 2 015 5 0$,5` ` 2;l)15 5;085 . HU7 (Min.) (Not available) (12)1/4 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 1'h 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 11/2 1,085 3,485 1,085 3,485 HU9 (Mm) <.(Not available) , :(18)'/a x 23/4 - (18) 4x, 13/a ,Iff 0 HU9:(hkax) e; (Notiv3ilable) (24}'/ax2la t{24)'!aX°13/a (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 13/4 2 1,445 3,735 1,445 3,735 ti z a 0 0 w 0 z Q z 0 CO 0 m N U ti 38 STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES B/SKI SEE PLAN z i to N z LL a RIBBON BOARD- SEE N 5CHEDULE FOR SPADING 1 FASTENING TO TRUSSES UPLIFT/SHEAR ANCHOR--F-����MA50NRY WALL - EACH TRUSS - SEE 5/SKI SEE PLAN PLAN NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY it RAISED HEEL TRUSS BEARING= A s SCALE: NTS 1,rj- KI j I ROOF SHEATHING- SEE F SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN W N 0 RIBBON BOARD- Q Q 3 En SEE SCHEDULE U z E- FOR SPACING d Z HE 0 : OwI . FASTENING TO w N U Q Q TRUSSES w 2 g 1 = ZOm12 WALL SHEATHING -SEE PLAN = w z a 3 MIN. 15/32' CDX PLYWOOD OR I Ile 7/16' 055 WITH 8d GUN NAILS U (0.131' X 2 1/2') a V O.C. TO UPLIFT/SHEAR GYP. CEILING - RIBBON BOARDS ANCHOR EACH SEE PLAN d m TRU55-SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD v INTO END GRAIN OF ROOF TRUSS MASONRY WALL- BOTTOM CHORD SEE PLAN �• REVISION: RAISED HEEL TRUSS BEARINGS B SCALE. NIS SKI RIBBON SCHEDULE," DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' X 3') (Vaed=128 MPH) 2X4 SPFI'2 24' TO EACH TRU55, (4) EXP. B, NAILS AT JOINTS ENCLOSED Vult=180 MPH (2) 12d GUN (0.131' X 3') (Vaed=139 MPH) 2X4 SPF2 IFi' TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCLOSED SHEET TITLE: RIBBON D—BOX RNSEO HEfI XOOBIRUSBES SHEET INTORMAAON: 65UF➢: IILB.Id IN BY: XEVRWEDBY: SK=1 ALPI January l,',O',,, 2620' ,Catont4t Cb-atractors of-Amerf'cd, Inc:.. '30b0-Avenu6d KW "' ' Winter Haven; FL3 . 3,8 b 86-620 Dear -Matt It"bas wine rhe,ti my attention"'thatsgMe, questionsI were raised concerning ' 5/8" diameter h6j'e*&,'dt,fll6dJ' ffil*rti the-c-b6fds" f, delac&l of.,sy 4- t ,g4hleendirus.sesta..-,allow -.fot-, ifi-te'Ad'ed rods used"f6f If thes&-gable ends, are,,over' continuous support t with ' fully -;sheathed ,-acid � 0 Jose, an,_ lyebs then; connector .ce. n6lc ing-,Mfy 'tdr­p'lat-e's'.o­ r vertipaj no repair is t 1; d' 'Am " additionale� rf required: Th 0 truss oor oa s.an a load." Ifyou Piave any questions, please givem e,'a--call.: 675.0 Forum Drive, SOpfe 365. 068CA' i ' - �8 Q) 5 1-9790­(86�), 22- 85 FL 31.2821' Q .2. 4 _86 z oUtlf ftIlift ��► as \CENs No. 86367 • a e w ♦ ---fit---_ STATE OF �• iltllCAt ALPINE AN ITW COMPANY FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 it hn be" owdwric* sign" '6i a [3W-'Vrabx*. Print" t an original signdwo nwd bo tho orl*w ele ctrodc vwxwn.. Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone: (800)755-6001 www.alpineitw.com Slte tn.c�rriiatlorr: Pa 01': Customer Carpenter Contractors of America Job Number.- N334496 Job Descri tion: 7A5/320 ,1.82EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E I Address: Jot3.Eyy 'ineerin Criteria: Design Code: FBC 7th Ed. 2020 Res IntelliV/EW Version 20.02.00A IJRef#., 1X3L89750071 Mind Standard: ASCE 7-16 Wind Speed (mph). 160 Design Loading (pso: 37.00 Building Type: Closed This package contains general notes pages, 24 truss drawing(s) and 4 detail(s). item . l�rativirag Nuriyber . = Truss,, 1 069.21.1.302.22141 Al 3 069.21.1302.21811 A2 5 069.21.1302.22172 A4 7 069.21.1302.21233 A6 9 069.21.1302.22203 A8 11 069.21.1302.21312 A10 13 069.21.1302.21874 A14G 15 069.21.1302.21672 A13 17 069.21.1302.21.390 A16 19 069.21.1302.21593 C1GE 21 069.21.1316.28811 CJ5 23 069.21.1302.22233 CJ1 25 A16015ENC160118 27 VAL180160118 (terry "Dravl!iflg lYuriiber . , Truss 2 069.21.1302.22109 A1A 4 069.21.130221281 A3 6 069.21.1302.2.1327 A5 8 069.21-1302,21704 A7 10 069.21.1302.22061 A9 12 069.21.1302,21733 Al2 14 069.21.1302.22030 All 16 06921.1302.22265 A15 18 069.21.1302.21358 B1GE' 20 069.21,1302.21624 EJ7 22 069.21.1302.21468 CJ3 24 069.21.1302 21610 HJ7 26 G'BLLETIN0118 28 VALTN160118 Florida Certificate of Product Approval #FL1999 Printed 3/1012021 1:51:40 PM General Notes t Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. - The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es. oro. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and. maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) ,Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. V.ERT(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.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.orq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 249564 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 Ad:1X3L89750071 T10 FROM: RWM Qty: 11 , A51320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22141 Truss Label: Al �SSB / YK 03/10/2021 6'1 "7 1z'1r'15 } 19,101, + 26'91 6'10"8 6'10"l 6'101 �,1 100' -r 1, 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: 3.97 ft Loc. from endwall: not in 9.00 It GCp!: 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 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): 9101, 33'6"9 39'8" 6'108 + 6'17 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.222 K 999 360 VERT(CL): 0.385 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Creep Factor: 2.0 Max TC CSI: 0.617 Max BC CSI: 0.882 Max Web CSI: 0.457 VIEW Ver: 20.02.00A.1020.20 CE INS c► No. 86367 STATE OF ®� e b m 0 39'S" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1711 /- A /961 /309 /444 H 1711 /- A /961 /309 /- 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 1490 - 3155 E - F 1130 - 2029 C - D 1366 - 2875 F - G 1366 - 2875 D - E 1130 - 2029 G - H 1490 - 3155 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2759 -1207 K - J 2278 - 858 L - K 2278 - 879 J- H 2759 -1186 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 541 -134 K - F 530 - 745 D - K 530 - 745 F - J 541 -134 E - K 1362 - 605 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingq�Components Group Inc. shall not be res�lonsible for any deviation from this drawing, any failure to build the A"mvco-AW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installs ion and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enctineering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249588 / COMN Ply: 1 Job Number: N334496 Cust: R 8976 JRef: 1X3L89750071 T25 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22109 Truss Label: A1A �SSB / WHK 03/10/2021 7'11"2 13' 17'1"12 19'10" 23'6" 31'8"14 39'8" T11"2 5'0"14 4'1"12 2'8"4 310" 6'0"14 T11"2 =5X5 F 1*14Y 4'8"11 2'0"1 68 12g'U"11 7'11"5 +r� 8'1"9 '10"4 14'1 " 23'8" 31'8"11 17 17' 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: 3.97 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W8,W9,W11 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. Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. 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): 0.280 P 999 360 VERT(CL): 0.522 P 905 240 HORZ(LL): 0.120 K - - HORZ(TL): 0.225 K Creep Factor: 2.0 Max TC CSI: 0.790 Max BC CSI: 0.859 Max Web CSI: 0.964 VIEW Ver: 20.02.00A.1020.20 `g1g1119191t�p/#r®` A No.86367 a p 4V • 0 e STATE OF mp,0 ®a - ,--p- ®,» ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1555 /- /- /960 /309 /444 1 1555 A /- /961 /309 1- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1413 - 2747 F - G 1409 - 2067 C-D 1715 -3278 G-H 1217 -2103 D E 1437 - 2551 H - 1 1424 - 2775 E - F 1565 - 2527 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - S 2374 -1111 L - K 2401 -1108 Q - M 2867 -1216 K - 1 2404 -1107 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - S 508 - 838 M - F 1684 - 892 C - Q 637 -122 M - L 1745 - 573 S - Q 2530 -1181 F - L 559 - 464 Q - D 744 - 323 L - G 450 - 365 D - M 533 - 912 L - H 477 - 691 Wind loading based on both gable and hip roof types. & A, 0 ® l a IQ {� �'�'g + Bottom Chord section between vertcials may ��A tSe, ° a o ®`� be removed. �BOg�� BONA FL REG# 278, Yoonhwak Kim, FL PE #86367 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 BCS] (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. _ bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCS! sections B3, B7 or B10, as applicable. Apply plates to each face. ovtruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positrons. 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 RNR COMPANY truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracinct of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustrv.com; ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 249589 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T9 / FROM: RWM Qty: 1 , A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21811 Truss Label: A2 �SSB / WHK 03/10/2021 6'1"7 6'1"7 12'6"15 19, 6'5"8 66"1 10' -r- 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: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"xZS%min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 5X5= 5X5 E F 39'8" 9.101. 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 27'1"1 3369 39'8" 6'5"1 i 6'5"8 '}" 617 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.172 L 999 360 VERT(CL): 0.321 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.747 Max Web CSI: 0.625 VIEW Ver: 20.02.00A.1020.20 )p,��,`. e s e s, �9e 500.. r N0. 86367 STATE OF o Ib J- 0 p 0 ® r ®� 10' 1' 39'8. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /963 1310 /427 1 1556 /- /- /963 /310 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1542 - 2800 F - G 1182 -1779 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - 1 1542 - 2800 E - F 1159 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1262 L - K 2030 - 937 M - L 2030 - 957 K - I 2444 -1241 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -119 L - F 548 - 356 D - L 521 - 683 L - G 521 - 683 E - L 548 - 356 G - K 508 -119 ®ta�o�- p R FL REG# 278, Yoonhwak Kim, FL PE 486367 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 safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attachetl rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Aline, a division of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANmvcoAUAry tr ss in conformance with ANSI/�PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en meering-responsibility solely -for the design shown. The suitability and use of is drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249590 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRei:1X3L89750071 T22 ! FROM: RWM Qty: 1 7A5/320 ,182EC.E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21281 Truss Label: A3 SSB / WHK 03/10/2021 6'1 "7 6'1"7 �1 I 10 10' 12'0"15 18'0"1 21'7"15 27'7"1 5'119 5'11"2 3. .14 5'11"2 91101. 19,10" ;5X5 =5X5 E F 39'8" 9.10" 29'8" 33'6"9 i 39'8" 5'11"9 6'1"7 10, 1' 39'8"� Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.171 L 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1556 A A /965 /312 /407 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.319 L 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 K - - 1 1556 A A /965 /312 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.124 K Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.408 1 Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.748 Bearings B & I are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.485 Bearings B & I require a seat plate. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE o n ­o UUMLitir Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SR13 or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x25%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 806/o length of web member. Attach with 0.1284" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. ���i�varrro►rrrf e f,0 10, o No.86367 P a e oa STATE OF - ��b © 3 1 C - D 1497 - 2523 G - H 1498 - 2523 D - E 1252 -1794 H - 1 1609 - 2796 E - F 1245 -1635 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2439 -1329 L - K 2064 -1027 M - L 2064 -1048 K - I 2439 -1308 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 495 -106 L - F 523 - 300 D - L 497 - 674 L - G 497 - 674 E - L 523 - 300 G - K 495 -106 ®'��c• ®� 0R1Dr FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Peter 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 M—C PAW truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawingor cover pa a 675o Forum Drive — listing this drawinp indicates acceptance of professional enpineenng responsibility solely -for the design shown. The suitabiliy and use of This drawing for any sCructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.orp; SBCA: sbcindustrv.com: ICC: iccsafe.cra: AWC: awc.ora Orlando FL, 32821 SEQN: 2495911 HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T8 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22172 Truss Label: A4 �SSB / WHK 03/1012021 T10"14 17' 22'8" T10"14 9'1"2 + 5'8" �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 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 It 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; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1 X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types =5X5 =5X5 D E 39'8" 9.10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes Plate Type(s): 31'9"2 39'8" 9'1"2 7'10"14 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.149 J 999 360 VERT(CL): 0.279 J 999 240 HORZ(LL): 0.060 1 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.755 Max Web CSI: 0.989 VIEW Ver: 20.02.00A.1020.20 111/1>3�0 HW A P`'op oeaee /j" a EIII F` a A� g m NO. 86367 �-;b b STATE OF�a7��� i 10, 39-81 " ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /965 /318 /386 G 1552 /- /- /965 /318 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1673 - 2755 E F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 D - E 1352 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1373 J - 1 1695 - 842 K - J 1695 - 863 1 - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 - 448 E - I 770 - 435 K - D 770 -435 I - F 498 -448 -d"% a040R1a�,,- %, C. s®��®® FL REG# 278, Yoonhwak Kim, FL PE #86367 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 safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join, Details, unless noted otherwise. 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 ANSIrf PI 1, or. for handling, shipping,. installation and bracing of trusses. A seal on this drawin or cover page listing this drawing indicates acceptance of professional en ineenng responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer perANSIIfP! 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.oro; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.om ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249592 / HIPS Ply: 1 Job Number: N334496 8975 JRef:1X3L89750071 T24 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E FDNo:R 069.21.1302.21327 Truss Label: A5 / WHK 03/10/2021 6'1 "7 16'0"1 23715 33'6"9 39'8" 6'1"7 9'10"10 77'14 91101,10 6'1"7 6X6 ; 6X6 D E T2 6 12 T4 5X5 m � 5CX5 F m W W1 B Gsa A H _,o88 1-1 =4X6(A2) =5X5 -5X5 =5X5 =4X6(A2) 39'8" 9.10" 9.10" 10, 1 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.156 J 999 360 Loc R+ / R- J Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999 240 B 1556 /- /- /964 1713 /366 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.064 1 - - G 1556 /- /- /964 [713 /- EXP: C Kzt: NA Des Ld. 37.00 HORZ(TL): 0.119 1 Wind reactions based on MWFRS Mean Height: 15.00 $ 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: 0.799 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.745 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.485 Members not listed have forces less than 375# Loc. from endwadwall: not in 9.00 ItFT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 B - C 1841 - 2852 E - F 1665 - 2513 Lumber C - D 1665 - 2513 F - G 1841 - 2852 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.0E; D - E 1456 -1829 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2505 -1555 J - 1 1780 -984 member design. K - J 1780 -1005 1 - G 2505 -1535 Wind loading based on both gable and hip roof types. oil 11111ff f/t® Maximum Web Forces Per Ply (Ibs) ®q0®�wlHWA tr %fj, Webs Tens.Comp. Webs Tens. Comp. er ���, C - K 511 -469 E - I 617 - 249 K-D 617 -248 1 - F 512 -469 g No.86367 m a �-;b v STATE OF ® 4,,,;�g ` � � I*`� v/ ON A0��L� �Ad198191116s FL REG# 278, Yoonhwak Kim, FL PE 486367 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 satPety to these functions. Installers practices prior performing 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 ermanent lateral restraint of webs shall hav bracin installed per BCSI sections B3, 87 or 610, as applicabgle. App�y Oates to each face ovtruss and position as shown above and on tt a Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin$Components Group Inc. -shall not be responsible for any deviation from this drawing, any failure to build the ANR COMPAW truss in ANSIIT PI 1, far conformance with or handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional en ineering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindustry.com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 249593 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T7 ! FROM: RWM Oty: 1 7A5/320 ,182EC,E ,R101 ! 1828/CALI/4EBB ELEV.C/E DnwNo: 069.21.1302.21233 Truss Label: A6 SSB / WHK 03/1012021 15, 7'10"14 24'8" 31'9"2 39'8" 7' 10"14 7-1 "2 9'8" 7' 1 "2 i.10 ' 1014 :6X6 36X6 D T3 E 12 6 C:7- ,5X5 Z5F5 C f` ih W ao W1 B G A H �88„ 4X6(A2) =5X5 =5X5 =5X5=4X6(A2) 39'8" 10' 9110.. 9.10" 10, +1'� 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 360 Loc R+ / R- / Rh ! Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 !- /- /962 /328 /346 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 !- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.115 1 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474 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 1807 -2729 E - F 1827 -2537 C - D 1826 - 2538 F - G 1807 - 2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J -1 1847 -1110 member design. K - J 1847 -1131 I - G 2363 -1462 Wind loading based on both gable and hip roof types. $,'�t1j4�11P►f��� Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. ®`a �4J o e Y • 0 !f f/ �p�j1pp C - K 394 - 358 E - 1 628 - 300 K - D 628 - 300 I - F 394 - 358 NO. 86367 ® ® r or STATE OF a R10�' '`'� ,✓ �® •�®et��a® ee� S" ®dd(Id�d9►t�0 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme -care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building - Component Safety Information, by TPI and SBCA) r safety to these functions. Installers temporary practices prior performing shall provide bracing per:BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly attached ri td ceiling shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. _Locations as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. ffefer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin/$cLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY truss in ANSI PI for conformance with 1, or handling, shipping,, installation and bracin4 of trusses. A seal on this drawin or cover pa a 6750 Forum Drive - listing this drawing indicates acceptance of professional engeenng responsibility solely -for the design shown. The suitability and use of This drawing for is the the Building Designer ANSIITPI 1 Sec.2. Suite 305 any structure responsibility of 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 Orlando FL, 32821 SEQN: 249594/ HIPS Ply: 1 Number: N334496 Cusl: R8975 JRef:1X3L89750071 T23 / FROM: RWM Qty: 1 TJ7'A5/,'32oob .182EC,E ,Ri01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21704 �SSB uss Label: A7 / WHK 03/10/2021 6'1"7 14'0"1 19,10" 25'7"15 33'6"9 39'8" 6'1"7 T10"10 5'9"15 5'9"15 7'10"10 6'1"7 • 5X5 1112X4 =5X5 D E F T2 12 T4 6 W 5X5 'v 'C5 G r W3 m i� B H A =4X6(A2) -5X5 -5X8 =5X5 =4X6(A2) 39'8" 10' 9'10" 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.176 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240 B 1556 A A /958 f715 /325 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /958 /715 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.121 J Wind reactions based on MWFRS B Br Width NCBCLL: 10.00 Building Code: Creep Factor: 2.0 g = 8.0 Min Req = 1.8 TCDL: 4.0 psf H Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.748 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.434 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 B - C 1975 - 2822 E - F 1780 - 2112 Lumber C-D 1821 -2515 F-G 1821 -2515 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1; D - E 1780 -2112 G - H 1975 -2822 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2470 -1666 K - J 1912 -1210 member design. L - K 1912 -1231 J - H 2470 -1645 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. �Poio J - G 439 395 E - K 440 -281 o". 6 No. 86367 a i STATE OFF° ra��e�`�+il��� o®de<C"`�,•�omwe�® '*S/aNAI.' � r�®dl(411i1It9��� FL REG# 278, Yoonhwak Kim, FL PE 486367 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 properlvattached 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, Apply to face as applicable. plates each drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. otruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN"CO~ truss in ANSI/ PI 1, for handling, conformance with or shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawin indicates acceptance of professional engineering responsibilit(y� solely -for the design shown. The suitability and use of This drawing -for any sfructure is the responsibility of the Buildings ANSI/TPI 1 Sec.2.. Suite 305 esigner per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2495951 HIPS Ply: 1 Job Number: N334496 R 8975 JRef:1X3L89750071 T6 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E TDr,,N o: 069.21.1302.22203 Truss Label: AS / WHK 03/10/2021 6'9"4 13' 19,10" 26'8" 32't0"12 39'8" 6'9"4 6'2"12 6'10" 6'10" 6'2"12 6'9"4 a 55 5X5 I112X4 Zz 5X5 D E F 12 6 �2X4 62X4 C M G o_ n ° W3 ih r Z B H 1 A Zj f I 8'S" -� =4X6(A2) _-5X5 = 5X8 —_5X5 = 4X6(A2) � 39'8" 9110.. 9110.. 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- /- /953 /716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 /716 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.121 J 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 H Br Width = 8.0 Min Re 1.8 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 g q = BCDL: 5.0 psf Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687 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 2014 -2780 E - F 1973 -2289 C - D 1925 - 2523 F - G 1925 - 2523 Top chord: 2x4 SP N; D - E 1973 -2289 G - H 2O14 -2780 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323 member design. L - K 1982 -1344 J - H 2421 -1665 Wind loading based on both gable and hip roof types. ,�dd�iQ9f16ifiPlrP Maximum Web Forces Per Ply (Ibs) HW/�,�gk///���```pee Webs Tens.Comp. Webs Tens. Comp. 8 o E aFr',I L - D 535 -183 F - J 535 183 r Y S - D - K 425 - 401 J - G 381 - 339 a m No 86367 E-K 585 -391 � ® A STATE OF FL REG# 278, Yoonhwak Kim, FL PE 486367 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 andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have �roper)y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent Jateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face_ of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. A LPI N E Alpine, a division of ITW Buildin$QComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the M WCOMPAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracinQ4of trusses. A seal on this drawing or cover paqa 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibili((�� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Buildingqgesigner per ANSI(fPl 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: 249596 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T21 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,Riot / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22061 Truss Label: A9 SSB / WHK 03110/2021 6'3"4 12'0"1 19,101, 27'7"15 33'4"12 39'8" 6'3"4 5'8"12 7'9"15 7'9"15 5'8"12 6'3"5 5X5 1112X4 5X5 D E F 12 6 �2X4 W 2X4 C G 'v m W3 m B H A 3�. 1 �8,8 4X6(A2) 5X5 = 5X8 =_ 5X5 = 4X6(A2) 39'8" 10' 9'10" 9'10" 10, 1� 10' 19,101, i 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /- /947 [717 /284 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - H 1556 /- /- /947 1717 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.124 J Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: psf 5.2 H Br Width = 8.0 Min Re Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.753 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.999 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2102 -2791 E - F 2189 -2492 C - D 1987 - 2524 F - G 1987 - 2524 Top chord: 2x4 SP #2 N; D - E 2189 -2492 G - H 2103 -2791 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2434 -1769 K - J 2065 -1444 member design. L - K 2065 -1465 J - H 2434 -1748 Wind loading based on both gable and hip roof types. 6i10�i11#p `®i� ��f /pl' Maximum Web Forces Per Ply (Ibs) 1a� 1•H�YA� p.*Pe Webs Tens.Comp. Webs Tens. Comp. 498 8 D - K 539 - 531F - J 498 -118 E - K 685 -462 a N®, 86367 0S. �p STATE OFF � ,c�®� 0, a � OR10P L N1� dettttoi►�� FL REG# 278, Yoonhwak Kim, FL PE #86367 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 propery attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracinp installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 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 aN ,,,�o�,p,,,, truss in conformance with ANSI 4PI for handling, .1, or 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 encLrneering responsibilitty�r solely or the design shown. The suitability and use of )his drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN:249597/ HIPS Ply: 1 Job Number: N334496 Cust:R8975 JRef:1X3L89750071 T5 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21312 Truss Label: A10 SSB / WHK 03/10/2021 5'94 28'8" 33'10"12 39'8" • 5'94 5'2"12 8' 9'8" 5'2"12 5'9"4 :5X5 = 5X5 5X5 D E T3 F 12 6 �2X4 W i2X4 o C (a) (a) G W W3 f� � A 1 B H -A2 L K J 4X6 _ ( ) =5X5 =5X8 =5X5=4X6(A2) 39'8" 10' 9'10" 9'10" 10, 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 A /- /940 /718 /264 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 /- E Des Ld: 37.00 XP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.127 J - - Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 H Br Width = 8.0 Min Re 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751 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 2194 -2804 E - F 2386 - 2693 Top chord: 2x4 SP 92 N; T3 2x4 SP 2400f-2.OE; C - D 2057 - 2533 F - G 2066 - 2539 D - E 2502 -2773 G - H 2184 -2797 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 2448 -1855 K - J 2163 -1578 be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. a��t1Y�111 r�o9pP Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR �d�>/,Q a�1/ Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs • • for (2) CLR'S where shown. Scab reinforcement to be �� ® • 1i ®8 �j • L - D 470 71 K - F 626 612 D - K 739 -778 F - J 466 52 same size, species, grade, and 80% length of web �4 cE N •• �Ooo, member. Attach with 0.128x3" gun nails @ 6" oc. �� w�pp�1 E - K 789 -534 pG�r ® 1` o. 8636/ % Wind Wind loads based on MWFRS with additional C&C o m • member design. ` .•°^ • +* • Wind loading based on both gable and hip roof types. �" 9� STATE n • ®�sEoB�a�lA9 FL REG# 278, Yoonhwak Kim, FL PE #86367 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, by r of BCSI (Building TPI and SBCA) safety practices prior to performing these functions. Installers shall provide bracing per BCSI. Unless noted otherwise, top have temporary chord shall properir attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to • drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. -shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWA- truss in ANSI Q PI 1, for handling, conformance with or shipping,. installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional encLrneering responsibili((�� solely -for the design shown. The suitability and use of )his drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249598 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T4 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DnvNo: 069.21.1302.21733 Truss Label: Al2 SSB ! WHK 03/10/2021 22'8" 30'8" 39'8" 91 8 5.8„ 8, 9, =6X6 =5X5 =4X4 C T2 D E T3 =6X6 F T 12 6 o (a) W (a) n W5 B 1MA G n H 4X6(A2) -6X6 .6X6 =6X6=4X6(A2) 1 39'8" 10' 9.10" 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360 Loc R+ / R- / Rh l Rw l U I RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 A /- /921 f720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 A /- /921 f720 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.150 1 Wind reactions based on MWFRS Mean Height: 15.00 It NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 5.0 G Br Width = 8.0 Min Re = 1.8 g q — Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834 Bearings B & G are a rigid surface. Bearings B & G require a seat plate.Members Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 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 2250 -2705 E - F 2239 -2478 C - D 2238 - 2478 F - G 2250 - 2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629 be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 - 2647 1 - G 2329 -1835 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. q�1911tIF-If fry Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR -Alk w POPS for CLR Ak ij Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab (1) and (2) scabs 4� '� ®a a SIP for (2) CLR'S where shown. Scab to be l C - K 718 -428 E - I 944 834 reinforcement `� o 4 ® same size, species, and 80% length of web �jE K - D 940. - 832 1 - F 718 - 430 grade, ��►�' ®g ,I member. Attach with 0.128x3" gun nails @ 6" oc. q a �.� a �� p a No. �6367 o rs Wind gyp+` o- r Wind loads based on MWFRS with additional C&C • � ® � o W member design. r a s Wind loading based on both gable and hip roof types. STATE hF�®7� �.' h111 V Jd4NA` FL REG# 278, Yoonhwak Kim, FL PE #86367 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 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 applicabgle. App y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. A LP I N E Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCCMPAW truss in ANSI/ for conformance with PI 1, or handling, shipping,. installation and bracingg of trusses. A seal on this drawin or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely"for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. Suite 305 For more information see these web sites: Alpine: aI ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2496101 HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T28 / FROM: LPM Qty: 1 7A5/320 ,182EC,E ,Riot / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21874 Truss Label: A14G SSB / WHK 03/10/2021 7' 13' 19' 28'4" 7' 9'4" 4'4" 7' 6 =4X1 6C4 =8X=H1014 � 6X6 12 DT2 T3 F T4 G T 6 _�<� o (a) W n (a) io i� B A H v aTs I =5X5(A2) =H0510 =4X4 =6X8 1115X5K B3 =4X6=3X6(A1) 28'4" i11'4" 10'10"4 5112 4'4" 4'4" T 8' 18'10"4 24' 28'4" 32'8" 39'8" Loading Criteria (psf) Wind Criteria - Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in too Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.179 D 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 - Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240 B 1922 /- /- /_ /884 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.048 L - - K 4268 /- /- /- /1911 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.091 L - - H 80 /- /- /- !60 /- Mean Hei Height: 10.51 ft NCBCLL: 0.00 TCDL: ei psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.846 BCDL: 5.0 psf B Brg Width = 8.0 Min Req = 1.6 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.785 K Brg Width = 8.0 Min Req = 5.9 H Brg Width = 8.0 Min Req = 1.5Bearings Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819 B, K, & H are a rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings B, K, & H require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration:.1..60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; B - C 1596 - 3565 E - F 169 - 505 T4 2x6 SP SS; Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N; C - D 1465 - 3467 F - G 400 -180 Webs: 2x4 SP #3; W6 2x4 SP #2 N; D - E 1332 -3056 G - H 538 -269 Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun B - N 3126 -1377 L - K 786 -1874 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by i1 9i 11Ilf 1 N - M 3815 -1821 K - J 786 -1874 M L 2986 J H erection contractor. _ _ `�V 0�®r A - -1327 - 179 - 399 ,� (a) or scab reinforcement may be used in lieu of CLR 1 restraint. substitute scab for CLR �� 1�l` a Maximum Web Forces Per Ply (Ibs) (1) (1) and (2) scabs bv,p for (2) CLR'S where shown. Scab reinforcement to be ®q�' ®® 1�E i s� tl'Ff ��®� Webs Tens.Comp. Webs Tens. Comp. same size, species, grade, and 80 /o length of web a member. Attach with 0.128x3" gun nails @ 6" oc. ® ^'�' C - N 1089 -274 L - F 3047 -1224 .�. 4 1 Y ®®„ �� N- D 440 -430 F- K 2007 -4053 Loading A ® e ➢`[ o + D - M 568 - 883 F - J 1889 - 778 M E #1 hip supports 7-0-0 jacks with no webs. - 834 - 67 G - J 344 - 526 E - L 1423 - 3051 Wind P e STATE OF o 4- Wind loads based MWFRS.fi(�?,4 and reactions on ®q Wind loading based on both and hip roof types. '� '� L O gable R 1a `o_ �dr 0 9 WARNING! This truss is not symmetric, but its �h® 9 0 Q ®a�d A0 makes error more �d ,��i exteriorprobable Its imperative that hometry Y+Pt� is tru sbe i stalled properly. FL REG# 278, Yoonhwak Kim, FL PE #86367 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 SBCA) for and safety practices prior to performing these functions. Installers shall provide bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall attache U ri id ceiling. Locations shown for lateral restraint of webs shall have bracing installed per BCSI sections temporary have a properly B3, B7 or B10, (permanent as applicable. Apply plates to each face. o truss and position -as shown above and on the Joint Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positrons. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Byildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the pN RW COMFpNY truss in ANSI/ PI 1, for handling, conformance with or shipping,, installation and bracin of trusses. A seal on this drawin or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use Nis drawing for any structure is the responsibility of the Build ingDesigner per ANSIlTPI 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: 2495991 SPEC Ply: 1 Job Number: N334496 Cust: R8975 JR&AX31-89750071 T2 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22030 Truss Label: All SSB / WHK 03/1012021 5'7"4 5'7"4 T r') 20 l= 11f3"15 16'0"1 23'715 50"12 7' 15 4'82 1 77"14 29'7"15 6' } 1010"1 5X5 5X5 =4X4 -5X5 =5X5 D E F r; u 10, 9.101. 10' T 19' 10" 14111119 Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE. 18SS Lumber Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.0E; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.229 L 999 360 VERT(CL): 0.427 L 999 240 HORZ(LL): 0.076 K - - HORZ(TL): 0.142 K Creep Factor: 2.0 Max TC CSI: 0.820 Max BC CSI: 0.802 Max Web CSI: 0.811 VIEW Ver: 20.02.00A.1020.20 � �os�v��rr@rr9f WA'y'`��, q o E m m 86367 m 0 40 40 � STATE OF cu 10' 1'� 9'8" 3 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /932 f716 /257 1 1556 /- /- /930 1718 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2225 - 2806 F - G 2509 - 2878 C - D 2062 - 2521 G - H 2O44 - 2305 D - E 1917 - 2214 H - 1 2093 - 2649 E - F 1976 - 2258 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2452 -1880 L - K 2805 - 2204 M - L 2814 - 2230 K - 1 2266 -1674 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 1699 -1345 G - K 774 - 669 M - E 760 - 872 K - H 693 - 431 M - F 856 - 742 0R10� NAL FL REG# 278, Yoonhwak Kim, FL PE #86367 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 pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections-63, B7 or B10, as applicable. Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingc� 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 bracingq of trusses. A seal on this drawingg or cover page 675o Forum Drive listing this drawing indicates acceptance of professional enUeenng responsibilityy solely for the design shown. The suitabiliCy and use of )his drawing for any sfructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinsl.org; SBCA: sbcinduslrv.com; ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821 SEQN: 249600 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T20 / FROM: RWM city: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DnvNo: 069.21.1302.21672 Truss Label: A13 SSB / WHK 03/10/2021 5'74 T 10'8" 13'3"1r5 21'7"15 31'715 39'8" 5'7"4 5'0"12 "1 2'7"15� 8'4" T 10, 8'Pl T m in T= =5X5 D 12 �5E5 T3 =HOF10 T4 =6 G 6 �2X4 C TT (a) v (0 B :1:H v q t 11�8,8„ 3X6(A1) 81 =3X8 =5X5 N =4X6 =5X5=3X6(A1) T 10'8" 20'8" 5'8" 13'4" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 _. Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T3 2x4 SP #1; T4 2x4 SP 2400f-2.0E; Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Webs: 2x4 SP #3; W7 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 7-10" + 7-10" 16' 23'10" 31'8" 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)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in too Udefl U# VERT(LL): 0.043 M 999 360 VERT(CL): 0.080 M 999 240 HORZ(LL): 0.017 J - - HORZ(TL): 0.028 J Creep Factor: 2.0 Max TC CSI: 0.957 Max BC CSI: 0.647 Max Web CSI: 0.546 Ve r: 20.02.00 A.1020.20 �a�r�rrarfrr�o�r�®� Al N0. 86367 m �* o. � Q � STATE OF cv p & ,� �'�4 ♦ Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 840 /- /- /551 /397 /257 N* 315 /- 1- /159 /140 /- H 585 /- /- /436 /242 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Brg Width = 68.0 Min Req = - H Brg Width = 8.0 Min Req = 1.5 Bearings B, N, & H are a rigid surface. Bearings B, N, & 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 959 -1265 E - F 645 - 628 C - D 755 -932 F - G 648 -471 D-E 808 -911 G-H 324 -611 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 1088 - 733 K - J 924 - 213 M - L 931 - 620 J - H 455 -107 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - M 396 - 367 L - F 903 - 565 D - M 619 -454 F - K 1390 -1254 M - E 442 -299 K - G 854 -1043 E - L 449 - 564 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an cJ 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 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. a division of ITW Buildina Comoonents Grouo Inc. shall not be responsible for anv deviation from this drawing any failure to build the Ning for any Structure is the respom more information see these web sites: of trusses. A seal on this drawinq or cover pa e or the design shown. The suitability and use of this ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249601 / COMN Ply: 1 TT ob Number: N334496 Cust: R 8975 JRef:1X3L89750071 T19 / FROM: RWM Qty: 1 A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrvuNo: 069.21.1302.22265 russ Label: A15 SSB / WHK 03/10/2021 5'7"4 10'8" 15'3"15 23'3"15 31'S"1 328" 39'S" 5'0"12 4'7"15 8' 8'4"2 1115 7' 5X5 D T 12 �5X10(SRS) 6 a2X4 =5XE4 T3 =HOF10 T4 G H m C 0 TT� (a) o v B I CO A J 111�8 8, =3X6(Al) -5X08 =5X5 =4X6 =4X4L =5X5 =3X6(A1) 21' 5' ITS" 5' 5' 5'8" B. 8' 16' 21' 26' 31'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.038 O 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.072 O 999 240 B 745 /- /- /497 /341 /276 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 K - - M 1429 /- /- /726 /654 A Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.031 K L 629 A /- /238 /218 /- Mean Height: 15.00 ft /- NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 1 534 A A /399 1245 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.701 Wind reactions based on MWFRS BCDL: 5.0 psf B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.635 M Brg Width = 8.0 Min Req = 2.0 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.703 L Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) I Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, M. L, & I are a rigid surface. Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Bearings B, M. L, & I require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 1109 -1100 E - F 800 -732 Bracing C - D 1003 -901 G - H 766 -618 (a) 1X4 #3SR6 or better continuous lateral restraint to D - E 835 - 674 H - I 595 - 577 be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied Maximum Bot Chord Forces Per Ply (Ibs) and attached at both ends to a suitable support by Chords Tens.Comp. Chords Tens. Comp. erection contractor. i a 01 1 f;/ -410 (a) or scab reinforcement may be used in lieu of CLR �A f �P/�y O - N 5 0 -442 M- K 50 367 restraint. substitute (1) scab for (1) CLR and (2) scabs �'0 �' J for (2) CLR'S where shown. Scab reinforcement to be ,`9 ®, 0 0� e 0 of o: f0. N - M 598 -426 K - I 451 - 326 same size, species, grade, and 80% length of web m� • 1�V Er Y s"'I %' d� member. Attach with 0.1284" gun nails @ 6" oc. a� • • Maximum Web Forces Per Ply (Ibs) Wind a4 0 No, 86367 Webs Tens.Comp. Webs Tens. Comp. Wind loads based on MWFRS with additional C&C � * ® �' C - O 502 -291 M - F 909 732 as 0 - D 469 - 387 L - G 947 - 898 member design. �+ • $ ,, E - M 1635 -1574 ® Wind loading based on both gable and hip roof types. a o� cy- p�� o o� I 4/ WO 0 e A SJ0Nde�� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing pper 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 ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. App�y plates to each face oytruss and position as shown above and on the Join Details,- unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the qN „CoWpN truss in conformance with ANSI PI 1, or for handling,. shipping,,: installs ion. and bracinoof trusses. A seal on this drawin or cover page 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 sgructure is the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249602 / SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:lX3L89750071 T18 ! FROM: RWM Qty. 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21390 Truss Label: A16 SSB / WHK 03/10/2021 5'7"4 10'8" 17'3"15 23'6" 29'8"1 32'8" 5'74 5'?1"2 6'7"15 6'2"1 62"1 2'11"1 7' 19'3"l5 =Sp12 5 6 —5L5 T C =8X8 =_8X8 e5X10(SRS T goE rn F G H I J K cn = B AB AE M xa A N lw I�88 1 Y =3X6(A1) .5X5 X W V U =5X5 =-4X6 T S R Q P O 1112X4("4 =5X5 =4� =3X6(A1) 21' 5' 13'8" 8' 1'3"15 5' 3'6"5 8' 1'1 8' 16' 17' "15 26' 29'6"5 39'8" T81 2111 21' f 33 ' Loading Criteria (psf) Wind Criteria Snow -Criteria. (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.037 Y 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.069 Y 999 240 B 774 /- /- /508 /355 /317 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 0 - - U 1323 /- /- /633 /586 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.030 0 R 711 /- /- /257 /237 /- NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Building Code: Creep Factor: 2.0 /- /- /- M 531 /381 /247 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.948 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.636 B Brg Width = 8.0 Min Req = 1.5 U Brg Width = 8.0 Min Req = 1.8 Spacing: 24.0 " C&C Dist a: 3.97 ft Re Fac: Yes p Max Web CSI: 0.584 R Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) M Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, U, R, & M are a rigid surface. Wind Duration: 1.60 WAVE VIEW Ver. 20.02.00A.1020.20 Bearings B, U, R. & M require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 1118 -1151 F - G 823 -776 Plating Notes C - D 1027 -960 G - H 834 -791 All plates are 2X4 except as noted. D - E 791 -722 K - L 681 -548 E - F 823 -777 L - M 628 -571 (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 41 PMaximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. j//pO� !'�'11� tA� ►Yr`"P �1 B-Y 978 A� Wind i��, T-S 585 }``L`i"1 -830 -491 Wind loads based on MWFRS with additional C&C ®A: ♦ 0 .0Y - X 627 - 411 +•��� design. S - R 584 - 491 �1^�Id member �� X - W 462 -350 l✓ G. `7 ♦ r R - Q 424 - 356 Wind loading based on both gable and hip roof types. 4°' • W - V 462 -350 Q - P 424 355 Nv. 86367 6 ® V-U 462 -350 P-O 424 356 i o U- T 589 -490 0- M 445 - 354 • Maximum Web Forces e Per Ply (Ibs) A a ♦ t q �� Q ®� Webs Tens.Comp. f*1 44/ Webs Tens. Comp. g tip C - Y 445 - 257 m® t+ / p;® ® Y - D ` 453 - 285 l 'e U -AB 611 - 605 AB- H 504 522 • + ♦ ®�S�4 �y 6147 0 0 d S A Z - U 6 1-14 ��a � AE K 910 - 826 l tl AfA �.. � 1 ��Id411911tg FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing, and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI r _ andSBCA) 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 lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, cAp Locations shown for (permanent e. as applicable. App�y plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in ANSI/TPI 1, for handling, ANMCOWANY conformance with or shipping,, Installation and bracin4 of trusses. A seal on this drawinn or cover pa a listing this drawing indicates acceptance of professional engineering responsibili(t�� solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSIrrPI 1 Sec.2. 6750 Forum Drive Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.or ; SBCA: sbcindustry.com; ICC: iccsafe.org' AWC: awc orp Orlando FL, 32821 SEQN: 249603 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T3 / FROM: HMT Qty.. 1 7A5/320 ,182EC,E ,Ri01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21358 Truss Label: 131GE SSB / WHK 03110/2021 10'8" 21'4" i 10'8" (TVP) =4F4 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 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. 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. =J7.5 21'4" 21'4" 21'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.004 R 999 360 VERT(CL): 0.007 R 999 240 HORZ(LL): 0.005 L - - HORZ(TL): 0.006 L Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.164 Max Web CSI: 0.069 VIEW Ver: 20.02.00A.1020.20 N tD TV' ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 245 /- /- /134 /103 /243 J* 72 /- /- /35 /33 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 248 Min Req = - Bearings B & B are a rigid surface. Bearings B & B require a seat plate. Members not listed have forces less than 375# *�I�1i1141tti+►pppl°i INAlf r s � No. 86367 aQ ®, r r m© STATE OF ®10.141 p®1d00 �yIN i ®"°,s� NAi�dw° FL REG# 278, Yoonhwak Kim, FL PE 486367 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 sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing. an 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 applicab a. App�y plates to each face, of truss and position as shown above and on the Join QDetails, unless noted otherwise. Refer to ALPINE_ drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincL Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss In conformance with ANSI FPi 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional en Ineenng responsibilitty�, solely for the design shown. The suitability and use of This drawing for any structure is the responsibility of the BuildingVesigner per ANSIlTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821 SEQN: 249604 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T1 ! FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CAL1/4EBB ELEV.C/E DrwNo: 069.21.1302.21593 Truss Label: C1GE 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 SDacina: 24.0 " f 5'2'---� (TYP) 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. 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. =4X4 D 14' 14' 14' 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): 14' 7' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.005 J 999 360 VERT(CL): 0.008 J 999 240 HORZ(LL): 0.004 H - - HORZ(TL): 0.006 J Creep Factor: 2.0 Max TC CSI: 0.308 Max BC CSI: 0.177 Max Web CSI: 0.142 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 68 /- /- /38 /30 113 F 268 /- !- /206 /134 /- Wind reactions based on MWFRS B Brg Width = 159 Min Reg = - F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F 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. C - D 377 -129 D - E 376 -129 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 - 238 H - E 511 - 238 w �,� No. 86367 STATE OF ° cum/ dldt,}}}}ib1 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propg% attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _ as applicable. Apply plates to each face of truss and position as shown above and on the Join, Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the * COWANY truss in conformance with ANSI 1, or for handling, shipping,,_installation and bracingof trusses. A seal on this drawingor cover page 675o Forum Drive listing this drawincI indicates acceptance of professional engineering responsibilittyv solelyor the design shown. The suitability and use of this drawing for any sCructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249616 ! EJAC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T15 / FROM: RWM Qty: 14 7A51320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21624 Truss Label: EJ7 SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12'2"11 12 6 M O N M M B A $,8„ D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udell L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- 1249 /108 /208 D 125 !- /- /73 /- /- C 174 /- /- /128 /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Reg = 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# i1dtit14ttIf�1II/po ,411i QN � �'"1 4 No. 86867 STATE QED w� NAI- d9A11i#001�9 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 —WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached n id ceiling Locations -shown for of lateral restraint ofYwebs shall have bracing installed per BCSI sections B3, B7 or B10, asapplicable. Apply plates to each face o truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANIIWCOMPANY truss in conformance with ANSI/TPI Pl 1, or for handling, shipping,. installation. and bracing of trusses. A seal on this drawing, or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249606 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 FROM: LPM Qty: 4 7A5/320 ,182EC,E ,13101 / 1828/CALIAEBB ELEV.C/E DrwNo: 069.21.1316.28811 Truss Label: CJ5 KD / YK 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 " 11'2"5 12 6 M (V M M B 1 A 8'8" D 1 + 4' 11 "4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefi U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 Ver: 20.02. 00A. 1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 !- /- /51 /- /- C 118 /- /- /85 /116 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �o,��t;eaWA �►►fr��,r8 � g.•o0 /�' pP NO, 86367 . w STATE OF ®, 0 b FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted -otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral -restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the JomgDetails, unless noted otherwise. f�efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the MMCOMPAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingg of trusses; A seal on this drawing or cover page 675o Forum Drive listing this drawing --indicates acceptance of professional -en sneering responsibility solely for the design shown. The suitability and use of this drawing for any sgructur is the responsibility of the Building �esigner per ANSIITPI 1 Sec. 2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249607 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T26 / FROM: LPM Qty: 4 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21468 Truss Label: CJ3 �SSB / WHK 03110/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 4"3 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: 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 "4 211 "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 T Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 10'2"5 rn m N 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 f71 /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# 10ENS v g aim a �� p �4 STATE ATE OF ° r,,/ y �rer S' °00ato m r"0,� ON+A; ►fie' FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an 0 SBCA) toy safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, -top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oT truss and position as shown above -and on the Join Details, unless noted otherwise. f�efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/�PI__1, or for handling, shipping,, installation and bracinccl1of trusses. A seal on this drawingg or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engsneering responsibilitty�r solely -for the design shown. The suitability and use of this drawing for any s9ructure is the responsibility of the Building Designer per ANSIffPI 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: 249608 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 FROM: LPM City: 4 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22233 Truss Label: CA KD / 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 SDacino: 24.0 " 12 6 � C 43 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: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 2X4(A1) rr 1 a}© 11 "4 a� 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 IS Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 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 9'2"5 R ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- !- /145 /76 /45 D 11 /-2 /- /14 /10 /- C - /-15 /- /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 'tit 1latlpl/pf/rp Na, 86367 ° � ® A STATE 4F ®c� F0 �'�°ffia�a��o ®r S bm0®e® m FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingq�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCO-AW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawingor cover paga 675o Forum Drive listing this drawin indicates acceptance of professional encLmeering responsibili(t�� solelyor the design shown. The suitabiliy and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orp Orlando FL, 32821 SEQN: 249609 / HIP_ Ply: 1 Job Number: N334496 Cust: R 8975 JRefAX3L89750071 T16 FROM: HMT Qty: 2 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21610 Truss Label: HJ7 KD / WHK 03/10/2021 5'3"5 5'3"5 9110,11 4'6"l 1 12'2"3 12 4.24 a 2X4 C v in m M v B 8r8rr 4T3 A FE 2X4(A1) =4X4 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber �— TY 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 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SIP 2400f-2.OE; Webs: 2x4 SIP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0.162"x3.5") nails at top chord (3) 16d common (0. 1 62"x3.5") nails at bottom chord **IMPORTANT** 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): WAVE 711 �'1 9'10'1 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 Ve r: 20.02.00A.1020.20 '0 1Ii�IIIIItrIIfgpov g No. 86367 4� STATE OF ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- /- /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 ��664dt9�1�6 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 RNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS in fabricating, handlin shipping, installing.and bracing. Refer to and follow the latest edition of BCSI (Building i, by TPI and SBCA) for safety practices norto performing these functions. Installers shall provide temporary ad otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly is shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to plate positions. Refer to job's General Notes page for additional information. in hcLComponents Group Inc. shall notbe responsible for any deviation from this drawing, any. failure to build the 31/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawmq or cover page acceptance of professional engli eenng responsibility solely Tor the design shown. The suitability and use of This drawing for any structure is the respon--- - - - _- - For more information see these web sites: TPI: tpinsl.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: ALPINE AN COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 r Gable Stud Reinforcement Detail ASCE 7-1G1 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 ' ` Or; 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1,00 ❑ri 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or; 120 mnh Wind Cnpp _ 15' Mpnn PpInh+ P-+inii- w -i--i r. ,... - n v,. _ inn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) 1x4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace *30 Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' - S P #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' E L I F -I Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12, 6' 14' 0' 14' 0' O I Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' 0J #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' -� S P #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' (U D P L Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' S' 7' 6' 7' 9' B' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _' S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10' 10' 1 13' 9' 14' 0' 14' 0' 14' 0' U ! u P Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10, 5' 10' 10' 13, 9' 14' 0' 14' 0' 14' 0' QJ O I� Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10' 12' 8' 13' 7' 14' 0' 14' 0' \ #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' / S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' Ill 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' 0i D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 6' 0' 10' 2' 10, 10' 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S[ P r #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' L7' U i II- -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 I r Standard 4' 7' 7' 0' 7' 5' 94' 10, 0' ill 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 6' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 6' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' .--I r D r L Stud 4' 9' 7' 4' 7' 10' 1 9' 6' 10, 1' 1 11' 7' 1 12' V 14' V 14' V 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace options vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14'. Vertical length shown In table above, Connect diagonal at mldoolnt of vertical AN ITW CO 11514\ Earth%City\ Expressway \ % Suite\ 242 \ 1 Earth\ City,\ MO\ 63045 .,y About Truss 18' 'L' Brace En/( d Zones, typ, 2x6 DF-L #2 or better diagonal r bracer single 6, 45' or double cut (as shown) at upper end, 1411, `U` Refer to chart aboTk ■wVARNING- READ AND FOLLDV ALL NOTES DN THIS DRAVINGI 6 uIHPORTANTww FURNISH THIS DRAVING TO ALL CONTRACTDRS INCLUDING THE INSTALLERS, Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and [low the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety actices prior to performing these functions. Installers shall provide temporary bracing per BCSL iless noted otherwise, top chord shall have properly attached structural sheathing and bottom Cho call have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of web: roll have bradng Installed per BCSI sections B3. B7 or BID, as applicable. Apply plates to each face truss and position as shown above and on the Joint BetaRs, unless noted otherwise. Per to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fr Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, tallatlon & bracing of trusses. ;A seal on this drawing or cover page Usting this drawing, 4x0cates acceptance of professlonal gineerirg responsh,Rlty, solely for the design shown The suitability and use of this drawing r any structure Is the responsliAlty of the Bu0.dirg Designer per ANSI/TPI I Sect. For more Information see this Job's general notes page and these web sl#g��L'n,17 ALPINE, www,alpineitw.comi TPI, www.tpinst,orgi SBCAt wrrsbdndustry,argi 1CC, wwwl 1 Bearing � ��++ SL maa3 g3 Evica�, �s Z ORtp I roiS�ONAtoo �0 Bracing Group Species and Grades; Group AI Spruce -Pine -Fir Hem -Fir #1 / #2 Standard #2 Stud #3 Stud1 #3 IStandarl Dou las Flr-Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group B; Hem -Fir #1 & Btr #1 Dou las Flr-Larch Southern PinewAN #1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Gable Truss Detail Notes; Wind Load deflection criterion Is L/240, Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nails. )K For (1) 'L' brace- space nails at 2' o.c. In 18' end zones and 4' o,c. between zones. )K*For (2) 'L' braces, space nalls at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 80X of web member length. Gable Vertical Plate Sizes e Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4' 0', but Less than 11' 6' 3X4 Greater than 11' 6' 4X4 _ + Refer tocommon truss design for � peak, splice, ice, and heel plates. s i Refer to the Building Designer for conditions not addressed by this detalt. C REF ASCE7-16-GAB16015 DATE 01/26/2018 DRWG A16015ENC160118 TOT, LD, 60 PSF MAX, SPACING 24,0' a 'T Reinfoi Memk Go Tr -Gable Detail For Let -in Verticals Gable Truss Plate Sizes ppropriate Alpine gable detall for e sizes for vertical studs, Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a .te that covers the total area of lapped plates to span the web, ,i 2*2X4 2X8 Provide connections for uplift speclPled on the engineered truss design, Attach each 'T' reinforcing member with End Driven Nallsi 10d Common (0,148'x 3,',min) Nails at 4' o,c, plus (4) nails In the top and bottom chords. Toenalled Nails, 10d Common (0,148'x3',min) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Goble Detail Drawings QQyy r® A11515ENC100118, A12015ENC100118, A14015ENC100111l88i�, SQA10§31 A18015ENC100118, A20015ENC100118, A20015END100O A11530ENC100118, A12030ENC100118, A14030ENCILVa A18030ENC100118, A20030ENC100118, A20030EN16S11515ENC100118, S12015ENC100118, S14015EN gtC)i �000'Its �0 8�15P S11530ENC100118, 12030ENC100118, S14030AC100103, Sf*(%E % Pspaptpj 7 • 0 , S18030ENC100118, S20030ENC100118, S2003 (118, S2003OPED100118 p 0 See appropriate Alpine gable detall for maximum unrqeinforcedTQ*( vertical l8ng �qT,&TE QF 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe -nail - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detall). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord, 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. ✓eb Length Increase w/ 'T' Brace 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 2x6 20 Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Goble Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' ■■DWDRTANT" ASH TWS MAWIM TKAD AND wo °ALiL CONMCMIZS MCLLUDM TNaTES [IN THIS �'°W RISTalms 'sc, rt` m ~,+p �Q� / REF LET —IN VERT Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edltlon of BCSI GuRding Component Safety Information, by TPI and SBCA) for safety ® V f e ° DATE 01/02/22018 practices prior to performing these functlons. Installers shall provide temporary bracing per BCSL ji + Unless noted otherwise, top chord shot( have properly attached structural she¢thing and bottom chord P ('1 VV DRWG GBLLETIN0118 shall have a properly attached rlgld ceiling. Locations shorn for permanent lnternl restraint of webs /�I shall have bracing Installed per BCSI sectlans 113, B7 or BIO, as applicable. Apply plates to each Face adAf+��J A PI of truss and position as shorn above and on the Joint Det¢Ils, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, )AX, TOT, LD, 60 PSF AN ITW COMPANY Installation & bracing of trusses, A seal m this drawing or cover page listing this drawing, Indicates acceptance of professional 11514\Earth\City\Expressway engineering responsibility solely for the design shorn The sultablUty and use of this drawing DUR, FAC, ANY 11 Suite\242 for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect �{� 11 Earth\ City,\ MC% 63045 For more Information see this Job's general notes page and these web ScC yf�178 Yoonhwak Kim, FL PE #86367 MAX, SPACING 24,0' ALPINE, www.¢lpineitw.comi TPA www.tpinstorgi SBCA, www.sbcindustry.org) ICG rrrl I` Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt .1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �* Attach each valley to every supporting truss with: 535# connection or with (1) Simpson H2.5A or equivalent connector for +ASCE 7-16 180 mph. 30' Mean Height, Part, Enc, Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph, 30' Mean Height, Part, Enc. Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates 3X4 12 Max,12 2X4 X4 12 12 Max, I 1X3 8-0-0 max 4X4 IX3 (Max Spacing) 5X4/SPL 20-070 (++) 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, 807 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, ww* 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 1--� 2X4 Valle Spacing "VARNDIfiww READ AND FRLOV ALL NOTES ON THIS DRAVMG E"WMTANT" FUR14ISH THIS DRAVIN6 TO ALL CONTRACTORS INCLUDING THE INSTALLER& Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and fotlow 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 hove properly attached structural sheathing and bottom Choi shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per SCSI sections 113, B7 or 1110, as applicable. Apply Plates to each face of truss and position as shown above and on the Joint Detals, unless noted otherwise. epl*i-NE Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fr this drawing. any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installatlon & bracing of trusses. A seal on this drawing or cover page Listing this drawing, bccates acceptance of professlonal 11 Eadh\ City\ Expressway engineering resporsanlity solely for the design shown. The suitabilitynM use of this drawing \ \ Suite\ 242 for any structure Is the responsili of the Bultdirg Designer per, ANSI/TPI 1 SecB 1 \ Earth\ City;\ MO\ 63045 For more Information see this Job's general notes page and these web sltesr ALPIND www.alpineitw.com, TPB www.tpinst.orgi SBCAi www.ssbcindustryorg) ICCi w Square Cut Bottom Chord Valley / fFlo! 4 \CEN®. No, . Cor STATE OF ': ZOR1� � 1 ®®`160�� '�a)l1!¢A1111� 1 2X4 Stubbed Valley End Detail sses O.C. ❑ptional Hip Joint Detail nl T Partial Framing Plan T9 LL 30 30 40PSF REF T �DL 20 15 7 PSF DATE C DL 10 10 10 PSF DRWG LL 0 0 0 PSF T T. LD. 60 55 57PSF UR,FAC.1.25/1.33 1.15 1.15 SPACING 24,0' VALLEY DETAIL 01/26/2018 V AL180160118 w Valley Detail - ASCE 7-161 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �� 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, 80Y length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o.c. In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design. wxw 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 10 Ma J. Valley I Spacing oe-nailed _ "WARNING" READ AND FOLLDV ALL NOTES UN TNIS DRAVINGI P 1 �DRTANTew FURNISH THIS DRAVING Tit ALL CONTRACTORS INCLUDING THE INSTALLERS. �/� Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to andl follow the latest edition of BCSI CBullding 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 properly attached structural sheathing and bottom choi Shalt have a properly attached rlgid ceiling. Locations shown for permanent lateral restraint of webs_ shall have bracing Installed per BCSI sections B3, B7 or 1110, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. �I Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for my deviation fri this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation 6 bracing of trusses. \\514\Earth\Cit VEx Expressway A seal on this drawing or cover page Ustig this drawing, Indicates acceptance of professional Y P y engineering responsibility solely for the design shown The suttnbdlty and use of this drawing I ISuite\242 for my stnxture Is the responsibility of the Budding Designer per ANSI/TPI 1 Sec2. \ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web t ALPINE, wwwalpineltw.conl TPI, www.tpinst.orgl SBCAi w■w.sbcindustry.orgi ICC, ww Square Cut Bottom Chord Valley 1� W ss 4�C E 4� No. $6 cop STATE OF 45 2X4 Stubbed Valley End Detail usses Optional Hip Joint Detail 24' Partial Framing Plan LL 30 30 40PSF REF DL 20 15 7 PSF DATE DL 10 10 10 PSF DRWG LL 0 0 0 PSF LD, 60 55 57PSF 'AC. 1.25/1.3311.1511.1 CING 24.0' VALLEY DETAIL 01/26/2018 VALTN160118 I a VALLEY FRAMING & BRACING DETAIL I RI BC '/2 of Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kxt=1.0 -or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kxt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 41-0" 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 gored between rows. ITYP) 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 &truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE:l6d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long nailed w/ 2 -10d (0A48"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with 10d 10.128"x3.0") nails at 6" o.c. "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 8: box or common nails. -Jarrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing in accordance to current NDS requirements. Nails are common wire nails unless noted otherwise. f _ _WX / (A) (B) (•�) aVAWW4M- READ 1wm FRJ.DV ALL KnS R1 THIS BRAVBii --aW TANTo FlF*= THIS DRAWM TD ALL CONTRAcmRS VCID)DG THc DSTALLER&Z t No. 70861 ; TC LL 20 30 40 54 REF VALLEY FRAMING Trusses regal extreme core In fabricating, handing, shippig, tistatting and braclr,& • Refer•.to end; • TC DL 10 20 7 7 DATE 10/O1/14 "LLPfollow th• latest tdtlon of BCSI (&H,By Corporont Safety Wornotlon, by TPI and SBCA) for_sa etys • praetices prior to perforni g these functions. Installers shalt provide temporary brain per • F LW"s noted otherwise, tap chord shall hove properly attached str mbural sheathing and boron cho�d Jre shall have a property attached rqW eeunw. Locations shown for permanent taterat restrajh webs f�� • BC DL 0 0 0 0 DRWG VACNV1801015 I� shalt have bracing Intoned per BCSI sectio B3, 17 r B10, as aWL K . Appty plates to ea pi fa • STATE O • of truss and astdn os :hmn above and on the Joint Decals, unless noted otherwise. . `BC LL 0 0 0 0 II�� Refer to dra 16"-2 for si—lard plot. positions. AtiA ne, a d-Aslcn of ITV Balking Conponents Cray lac. shag not be rtsponsht. fr any devia •i ^- .- AN i1WCOMPANY this dvwkg, any falure to bWtd tte truss In confornmce with ANSL/)PI 1, or LarvAkg, sWppl �'••� pR�OP'•• t` TOT. LD.30 50 47 61 Instattatim 4 bracing of trusses, s.,��nswes• \ �� A seat on this lowing or cover paw Ilctkp this draw4g, khlmees oeeeptonce of professlorol hyi �G• solely yr the shown' The .. taWty and nsr of tHs drawknp 13389 Lakefront Drive f°' °"1' tee°`'''• r—pon�h' n•'a,g Designer per A SUM I s rz *-'! N i. DUR. FAC. 1.25/1.15 Earth Cdy, M063048 For more M'ornatbn set this ,fob's general notes page and these nr.icc•r�nfeorg t SPACING SEE ABOVE ALPM wwwalpkneltwcoru TPL www.tpkwtorgl SBCAi www.sbdndvstr