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ul 14'-0" 4'-4" 114 1.14 39'-8" THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN TH pyNSSTRALLATION OFF TTRUUSSESeENGIINEERED TRUSS DRAWINGS c AND ARCHITsECTUURAOS SUPERsCEDE THIS DOCUMENT. ESTE ES UN PLAN DE C➢LOCACItN TRUSS. ESTA ➢ISERAD. PARR aT0 Ne AI LLnPL�ffS auiL sc F T9rd11ER ®.TS, otas. Ara mt sa�va rmt ar m TER TWIRES vlrNarr [aa4rt 9F TI¢s 9fTIrE sAoc Fascs �° x 'i seAROc vrus wur sc Atmsvmr arara®m nwrr T� LOAD PRntR TO DSTAUT@i AMD eEToe MI'I LDADS AR£ APiL, PCA TE ARRIEO a!@,EER9G SIEEft Mr RlT�AT cuBErrrER �Irwc AImII IIL e))_gr I� HY ilE TRUSS aR raascs. AND ram HE DAl/M£ Ara m @31Lff THE TRUSSES ARE SR M a>g.R 10 AV® REPADtS Mar. CmEfaW flE NW IaLTO'LES T®AS LAS CAPAS SFRBI P@m4S .VITAS RaQRLai. MAWS Y Nor. ND COrE M ALTERE LDS TRISSSLSS SDi a. CaISdrI19ErIT0 S ESSA h Aa.P _ elRfar AIRERIlEES SIN APa."C'eN poE m PW FSOQiO M➢TM TaaAS lAS PAREnES 1E I�AImNrO IEBa! SER DIII3UDAS A¢aMOMENTE PARR LIEVAR lAT GRWS DPUESTAS POt lot MILES nE LA INSTMACraN Y AMTES W APLICAR cu L CARW P9R LAS IaJAS ➢E 9r2rIDR1A alONISTRADAS. ,m aE M1CSTon IEPARTAMENTG DE SERNaO EN CAfREr1rER CarpACIDRS OF TRUSS a 1RSS42, T aE9Q! I. EN LUIfdR YEN SERV mI ANSES DE WE LDS TRUSSES SE M AMERW& M aTl-eet- 7 PARA E TAR l REPM REFER TO EhL PACK FOR CONNECTION. c.ta I CJ3 TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING REVIEWED k ; A PL "C- A-rx&& 1'13 0S SHINGLE ROOF 6 Zx� HEEL-3/1 _ — --' 0 PLUMB CU = „�llt Total Truss Quantity 60 Labeled End Mark General Notes 1) M pamiel chord busses, flat busses and flat girders hae the top chord partially painted green to be installed green aide up. 2) AD hangers to be S'irnpsan HLIS26 unless othenlse noted. 3) An toss spacing is 24' O.C. unless otherrise noted 4) Per Truss Plate Institute SCSI—B1 recommendation permanent X—bracing should be placed at o mmtrnum spacing 15' O.C. 9cros9 the span, to be repealed at a maximum of 20' betreen each X—brace throughout the *u tura Pieces refer to SCSI—B1 for any dditioral bracing detaiis. ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.26 % WIND SPD/TYPE= 160 BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT II WIND IMPORTANCE FACTOR= 1 UPLFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2017 TPI 2014 Truss member design & c"mecmrplates am dc2P�cd for ASCE 7-10 and maximum Fo and nomnboth wind components fonce resisting systamms'rngs • These trusses have been reviewed In carry an additional 10# psf n m-ca current bottom chord live load. 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 ® 0 s s m INN, M1,91-291alwi .. III= I- I I J CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. V. WINTER HAVEN FLORIDA 33880 PHONE, 1110111 959-8806 FAX, <863) '294-2488 BUILDER D.R. HORTON STATEWIDE PROJECTCREEH.SIDE MODEL 1828/CALI/4ERH CCA PROJ/MODEL/ALT 7A5/ 320/182ED,F ALT DESC OTC 3346 Trinity Circle LOT 37 BLOCK DESIGNER PAGE RFS f 1 DATE 3 31 17 LAN 64502R 1A4 "=1' l0'—R" Go I 14'-0" 4'-4' 21'-4" 39'-8" TMS IS A TRUSS PLAG]OIT RAM ITS DITENDED TO AID IN 71E D6fALLAl7IR 6 TRUSSM OGREEREM TRUSS IXAWDGS An ARQOTECTIRALS SiPEIi� THM mnNxT. ESTE ES UN PLAN ME COArJIC1011 TRUSS'ESTA D[SFAAM FARA AT&A ER LA DtSTALACHN DE TRUSSES. LEIS IITDLLRS Y ARO{RIECT RAS BE Rlilm7UA BE DIfi1NIERfA SIPERAN ESTE 11MUNENM NLTyAT esrffa ml¢TTmt M At m rm mTm T1m>a Vfl-rYr mrtalr Q Tar �rQ MR ' Au Ru aart E PASTOO Tri'IIQ mfs. IAI1.A xlo m1 mevD PM TO M"M AM KrOE W Ln%M A/t AR 1M THE oTTlxis vatD POI E ADMF= %mm ET & AT AT CAMOf10 mnaAeTmr E A-nR'A, De EAIUG vKls M6f = A®M14T �O m Mar M rnTnt D/®n T[ 1Ndt a 1O6r3. Nm -OSr E ally NO m- xTvt M TYn= AE ET ■ maA m AV® Iowa¢ mTA mOml E Traw rx1TI1lG 1mAS lAS DIMS SOiY P/RAS JMAf r--I-a--rt CAVm' T t>RIE E ALTTE MS TmrSC SM FL SDm®m0 E LrTA Q AOFfZ Grx� IAIa'®C al Ai�lpml HEWN A ®+a � S lAL IAEQ E �Irm 1L701 ml ffiIAMr AImMTIIpIT: . UILVAR m G-RGI1t Dx16TAs m m TmS a 1O63S T ®1 AIIIC E V ICTAIAQmI T AIrIQ E ARICAx OWYm CWA TA m IOYr E IIDmeA G 32I.A.L 1x61A � SON®m CAROTD 0RMC1 S 6 NLpT� Tp f� MIC E mC rR 10EfQ II REFER To EN L PAIX FOR CONNECTIO L .l 1. TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING SHINGLE ROOF PLUM Reviewed for Code Compliance Universal Engineering Sciences Total Truss Quantity = 60 Labeled End Marie m General Notes 1) N pool✓ clxrd fn=M Rat - aM fm oxime hme Me to be 1p tivd Pmr-oM polled 9'm- 2) M bonpmx mSnprm� uia dMoiTe oiled. 3) Al eporin if 24' O,C uYeea athmxiTe 4) For Tmm plate humde EI -81 me mm"ml patmet x-&Dcig dam be plmsd of a axedrme pmag 15 O.0 moo tm S ml, to be tpmted at a mmirn of 20 bdmml each X-0loce thrauphmR De *Ucbxe. Name Ietr m BG9-81 fr aV o/61iod b o* deAL ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL = 10 PSF TOTL 37 PSF DURATION = 12 A5 NAND SPD/TYPE= 160 BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT H WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FIC 2017. TPI 2014 Tmss member design & connector pl o des, eat for ASCE 7-10 and mmtim� forces m both mmponmm mdc]addmgs and ma,n wind force resisting systems. • Them "' have hem reviewed to cffiry m addWomI 10e psf non<onammt bottom chord hve load FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE AIL RESCnONS AND UPLWM ARE SHOWN ON ENGINEERING WAI i, KEY O8--8- ® 0 I � • , im 1111kN111111111111 —Aiff CARPENTER I ff=90 CONTRACTORS OF AMERICA 3900 AVENUE G. N W. WINTER HAVEN FLORIDA 33880 PHONE-(800) 959-8806 FAX- (SSW 294-2468 BUILDER D.R. HORTON sTA mm PROJECT CRRIaME MODEL 1828/CALI/4EBB CCA PROJ/MODEL/ALT 7A5/ 320/182ED,F ALT DESC OTC 3346 TRINITY CIR LOT 37 BLOCK DESIGNER PAGE RFS 1 DATE 3 17 gg31 'NN334502R SC 1A4 "=1' • _ I 11 Builder: ENGINEERING PACKAGE DR HORTON /STATEWIDE Project: 7A5/320 CREEKS IDE Model/Building: 182ED,F Lot Alt: Lot: L 37 Address: 3346 TRINITY CIR ... ............................................................ ......... _............. JobNumber: IV334502 ................................................................................................................................... Unit: Revision Date: New Load #: RH01 RevieW� for C U e COmP"""c ruve� nR� CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ■n ALPINE, March 13,20.19 AN *C6mPAW Mr. Bob. Michaelis Car *.06ht6(Co.htract6it of America, InGa. 06 Avenue G,. Ncirihwast- Winter HaVen,fl- 33880-6201 Re: AIterpatiVd instill6tions.for 6 single ply carried truss with a width less than . thehanger width, And. rh6nton. wood, .blockingtq:pqhievefiill design load :v46e-for -fa64-- nI0Unted:hanger.att ai: - ch a - one ply .supporting supoorting girder - (Reference detail WA3M2).-. Dear Bob,: :F&- "a single ply carried truss with' 'a width 16§9 than 'the 'ha'hge�. width -you cAn..install '.p. prefabricated Jack. sbablruss_ (k) -for wood... filler{ B16ckihgi. The chord hord . sites-:c . . chord, an .. .1. - .,,- ..h . . . to. ri be th6. seirrie at the, sirigle'ply'.carnod truss. The prefabricated jackesbab h4v -a.,minimum Jppgth, of 4V' and will have a. minimum pitdh-:of.,5112. The single ply carrib.d."tcusg shall hall have:o reaction of 3,500# or less Attach prefabricated, jack:scabtnuss. wit h: 2) rows"of 0.128'x3V"Gun Nails At,2' -O.C. perybW, -staggered I ":(See.'FIg&6 I bdl6W). Please .refer to the Simpson Strong -Tie Catalog G-C 201;9. page 216. Figpre.--.8 for more information, A . Figart.-I . Fora sMilgie' plygMe"r1hat requires wbbocking " to,A(jhl0ve:JUlI desigri load value for face -mounted hangerse wood. block t e of .-attach. on o- the single ply girder with the same size: and deade. a-sthe bottom. - chord - of the single -ply girder. The: wood : block length to 4e such that'the:W66d blockifig-.-extends to each 'adjacent: panel points.(webs-.Afid bo%6m' chord intersections):: Attach wood block: with two---(2) rows. -oib.-i 28° x.3.01j Gun Nails at.0-0.0.. per:row,. staggered. 3.0" applied to the 6750 Forum Drive Spite 305, Orlando. FL 32821 -.'(8*3):5' --4227868* ' .5 mwmalpirieitwxorn P ALPINE singleply. girder fbcej with an additional (20) 0,128' x3 .1 point applied `to 'the. 0' Gun `NjOsat each, pane wood, block face ($6e Fi§063.2 below Catalog 2 .). Please tef6t*to th6.'Sirbo.�6b.Steohg.�Tle:C6t6I - 6-C�* 0191 -page 216, Figuire. 1 for more iriformati6h. Figureli�' . .. ..... ........ ............................................... The -application of pr&6briidated jack scab truss for Wood fifldt'blocki n*g :of wood blocking to: achieve fdI. design load value for face=m.ounted hangers must be :approved bythe. hardware ... . manufaciUrer A edge and end distances, and - tpaidiho for . -all nail connections must be suqidi6nt to preventsplitting of "Wood. If I can. be of any further assistance,.or if you have any. q pestions, please7give meacall -.0lild"VII, tj Wilfiam K Krlick-RE'. Chief En0heer Apipe-an ITW Corfipan' Y Engineering Department. Orlando; FL No.106 Z STATE & 6750 F6*'rUm' -Drive: Suite '306',;Olan-d6,.FL.32821 -000Y-521-9790 -(863) 422-8685 %W pih.pi Om W April 261-:2019- Mr. Bob Michaelis Carpenter Contractont-of.Atnerida, Ind. Avenue jS; Northwest Wihter Hav6n, FL 33880-6201 Dear. Bob,, .Rb' Str6noback bridging. on tbbf. trusses. I understand -there. i's sothd concern over our fecomhiiendati6nsfor strofigback. bridging oh. ' 'rooftru g . sses;. '8frongback bridging for roof trusses is not.a.requirement qf:ANSI=Tpl 2014 nor is it' a requirementofAhe. Building Component -Safety Information- (5C'$O, But st'rongback bridging 'bry roof trusses is Me h recommended by Ca ht& Cdhtr�ctdrs of. America: -Strohgb6dk bridging aeries the: following two. .. functions: - One, bridging aligns the bottom -chords after they pre- set :so. theff ,areuniform along the ling . line: and .h e`IlJ-s'wi-th'.ceiling serviceability Twoi bridging reduces- edativd deflection of. adjacent trusses:: Strongback b(idging".doe's: hotvr6Vent or reduc6-overall individual deflection, especially a "' nt6offUsgds? y pflogf e than 1/4! inch. .. .. ....... ........ ... . �j kog ..... Si bracing .and is not rongback. bridging in roof trusses does not serve As terflob e g0ft- hbht: e rary. o a ra. intended to.di§tri . bUtO oi�sharb. design Ioads.'-beNV-eeh f(U.8ses. Consequently, no des! . bil load's have: 4: been accounted, for with thig. detail and continuous Wohgback'Mcigirig should not :bd:attached b0w6en- common and girdpr trusses. The. use :of strongback bridging` sha(I. not. `interfere With other- d6s.i.gn- considerations as specified fiddby the Ehghebr"Of Record qrt'h6 Build . ing, Des! . gneir. The outer ends of the strong!j'ackbridging shall be: attached. o awall or aripth-Orsecure end. restraint; or a.sspqcffied:.4y th6 Engineer of Recofd 6r.thd Building .Designer: Str6figback- bridging' shall. be a. minimum of 2X6 horhiriat jUmb6r. oriented with the depth - verticaf . Attach ttach W4jfh 16d common nails :(0J.62?x3.5") nails at each intersecting member: When extending the strdngbadk bridging overlap by at, aminimpm of two trusses. The .1locatioq of. fhQ: qtrQngback bridgin maybe: specified by the -Truss Whuf6icturer-,. Ehgih'e&t* of R6dord,. or Building De§i&iair, P'loase ref6e,:to BCSI "Strangbacking Provlsions" or to A.1pine'. 8Tk8R.jBk.1 014 detaill for more, information. The. graphic shoWh -(FigUre, 1) is f6irgeneirld.11luWAUVe Purpose only. ,67.5.0 Fbrurn Ddve:Suite 305, QrWdo, FL 328211- (800) 5214790� (863) 422-81585 w I N A-i _V... V L_ k. --A _L L_ `..l id . I i. .s j Figure-1, If I. -Can be of any further assistance or -if you have .arty questions; please; give. me a call. Williatii.H, Knck Chief'Engi,hee..,r Alpine an ITW*.Co.mpany Engineering 'fit Engin ' 1 .9 epartime -OdAn.do, FL. V821 61-6.0. - Forum Drive Suite.:365, Orlando;FL32821 -; (800). 521-9.790* - (853).422-t685, W"., aWp,in0itw...cQ*m, STRONUACK :BRIDGING RECOMMENDATIONS BUTT :1�AIL scab -.on blocks -s�hall, b.e-cx : minimum. -'2x4 :BRIDG ING.STNGBACK 'stress graded lumber;' P--A(L..str.onqback bridging .and bracing shall :be :a. m1n1mwm U5 'stress Qr&61e.0 I - HbL:4-1' rpjose of sirond*b �brlclghg. ..a. ack as:.a ATTACH SCAB WITH'10d;BDVGUN develop 0 ap, load sharing between indkeid 4 V N6. (0.128'x3X). NAILS'X� ROWS"AT D.C. resulting In an "SCAB' .6' NOTE, -.'IN LIEU.* OF` SPLICING AS'SHOWN, stl #n8ssr.:o'f-4 -'ft -2k6 f ke. oar system, LAP. kEHBM- L MAT LEAST OkE.TRUSS:,SPACING sti�,qngback bridging, pott-floh6d. j6!i;. :.shown In STRIINGMCK BRIDGING.:. :SPLICE DETAIL details, 'IS' recommended at. 101 =Oi'o.c. .4max:) NOTEi Details J. and 2. are 'thei, P,efzrrOd' attachment me-thbc1s. 0w--T--h.Lb terms: 'VrlagIn'and -'ig :aresometimes mes ATTACH . ATMCH INRONGBAM .eil Mistakenly 'usedInterchangeably.'93rad1hg1Is. WEB,.3 10cUCOMMON :(0X48'k3')- 'OR important :structural r;equiremeeit bf .4py- . oar ..NAILS or roof-,sys.te�m. 1�.efek-' lo-- +hL:�: Truss. Re!Mgh O.Mx3.0'), NAILS I)rq;w1ng (TDD) -.'for�, the; ..bracing requlr'bm nts -for e each IndIviciQ k truss component. 'Bridging;' 00 particularly, "strongbq.c�k.' :bridging' 'fis. :a': rec6mm..Lnc1atJdh for d -truss !FystR�m -.to help 4k ontrl.o .vibration. a' [a In: adoictio"n'; to-ald1rig.. in the: distHbution of point' lbacls between adjacent :truss, strongbac k bridging_ serves � 'to reduce AN MOWN 3713 Alvi*4 "a 010 MQ 196UM Mghfs. MO 63043 ALTERNATIVES n6 NG 4TS -d ri wmig) M paiw C: *w o bounce. r reslaual vibration. ro, Ion reoAtlng: from moving point ioqdsj,such as footsteps. Th-e performance of -all 'floor- sy stems are '!on 'ran ' enhanced' by the. ln� ' ;taltat * - Pfii st g.b.ar-k. bridging and therefore Is. strongly recommended by Alpine, For additional .1nf0,mo:t[oh regarding.strongback bridging,, refer t6-J3CSj'(Bu1Lc11nQ Component SaSafetyInfo rmat!o'n). N/31) Z.% LL. PSF R F E 70861. 1 TeSIL zPSF DATENO. ]IRWE 11CM PSF- fc-ALL.. PSF ETA TE. F::A�.z 91:�L D. PSF �_- 91 ti l '1 Jam .. No NT�t�.���i ��,�� Q�E�."TC�: 1i�E'�F�': •F.L.Odt� 4� :G'L}f��`��10��°i•��1�1 �frkT�ft�7�cL._ �1F��PJ� AT fW AST 2-TAdaS�3PALL S.•' • Ann OTHER 00-A u11-d.irr•.ti:?41'. t., ;f C:f�H[dR..:: �t ►t d' -!h .�Nb!fdLL Ulf _TiD F�k��i�Yd� i'NI� Irk Rllktt �4w' s MA pj O. B 5itfPPOLLby l�r'..�Ms�in��4�r'�°�.F�P'si',�'a�'6!'!;Zn�c� �• �.'tF .,.H� fl; d�dt�l'05�.. �Y :... ,tk 1;Ikty"[7w�i,:kt:AC" ' jm gmum .:: t;:�r+t�:,...,.:..:a>i•:,r. �.a wue"wrryer"wrmna:A!n:5ti. nv.,� mmnwnr:r.:J�r-^;r' r-•��•�•.n�.-•T•_ .,,gyp—,. i - - V' ........:: : Abilq� _a ,�� :. ...C' . LE - i r .. T; UPT f �.,...Rcom,me .P:� . Cracked or Broken This drawing specifies repairs for a truss with broken chord cr web member, This design Is valid onlyy for single ply trusses with 2x4 or 2x6 broken members. No more 'than one break per chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply with this detail, (B) - Damaged area, 12' max length of damaged section (U = Minimum nalLing distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member. Applyy one scab per face. Minimum side member lengths) = (2)(L) + (B) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o.c., rows staggered. Nall Into 2x6 members using three (3) rows at 4' o,c„ rows staggered. Nail using 10d box or gun nails (0,128'x3', min) Into eat:h side member. The maximum permitted lumber gradR for -use with this detail Is limited to Visual grade ill and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices, This repair detail may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tie-in loads. S. L it L s � OC Typicat + O + O + O + 0 O + O + 0 + O + St21 agger Member- Repair Detall Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force . Members Size L SPF-C HF DF-L SYP Web Only ' 2x4 12' 620# 635# 730# 8004 Web Only ! 2x4 18, 975# 1055# 1295# 1415# Web or Chord 2x4 24 975# 10554t 1495# 1745# Web or C}6ord 2x6 1465# 1565# 2245# 2620# Web or Chord 2x4 30 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 1 3210# Web or Chord 2x6 1 3535# 3635# 4295#1 4745# Web or Chord 2x4 42 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 3460# 3540# 4070# 4445# Web or Cord 2x6 5165# 5280# 6095# 6660# ' Hultit„t L nktanc. >s L / S I� L L i Nhinun n L ;Distance ' � L - Back Face 10d Box (0.128' x 3', min) Nails, o = Front Face 2x4 Member - Double Row Staggered 2x6 Member - Triple Row Staggered nl.t � L Nail Spacing Detail ; L ."�. B OnV"Nw.. RFAD AHD FDLLaY ALL NOTES off THIS MVING1 we1DNURTAHTww FURNISH THIS DRAVDta lb ALL CDNTRACTnRS 1NCLUDINa THE INSTALLERS. REF MEMBER REPAIR DATE 10/01/14 Trusses require ewtrrnr care In fabrlcathla, halwllho, shlppha, inctalllrl and b"c1no. Reftr to and fottow the lat.st edttlan of 3CSI �uUdho Corporwnt Safety lnrroraotmn, y TPI and S3CA) for safrty practices prkr to perfornlno these funNlons. Installers ahaU provide tonparary �br0, psr )CSL Unless noted otherwise, fop chord shall have property attached structural sheat)W19 anribatton odd lateral webs DRWG REPCHRD1014 �. Q 6LP shalt have a properly at oe)fod rl1d er1Un Loeatlons shown For prrnen.nt restraint oP sell havebrach9 Metalled per I so )3. )7 or 71p, as appaeablh Aaatr plates to each face of iruas and posHbn os shown above and on •the Jeini DeteIIt, unlless notedothervlse. Refer to drawlnps 1{aA•I for standard plat# pasitlona, AN 1T5HC]OMFANi Alphe, a dNblon of ITV IUA"dna Conpanrnts oroup inch shall not be rwepanslble for a�y dcvlatlon iron tuts draw4.p, any fallurw to bulldthe truss h ranfarraner with ANSI/TPI ), ar for hondh9, shlp0w, ' MACkiian L •ppr�adtp o/ irutces. A seal'an t)Js drasbp or cover po IletYp iMs drtsiro. Indcntes acceptance of prof►swknal .npbraAn reaporo M1t1y• tolsly ter 1ne dsayynn sMvn. The sultobllty and use of this driAng Ior any structure is tlta rnpqubAFty of iFW Ddlasn0 Designer per ANSIRfs t Sect. ' , ' SPACING 24,0' MAX 1338o Lakeftont Ddvl eadhCky.+rloe31115 For morelnfornaikn sew WE Job's general notespeoe and these web slt►si &PiND www,algnrltw,eens TPIe vrt.tpinat.orCi sad., Yww.sbew ductryorpl ICr, wwwlccsafe,arg F M. 'M IN & fcml-- --A ' IS UNDER VALLEY -FRAM[NG .6 RAFTER -OR KDOE PLI5 ad 20 P0f (.TD) Mak, tind from tha Vdll oys br-sloopom ifdivo khatc4pte (ocations are nf-kotes 4 Isala-491&- 41jed,tod-oills '416dUe,nallt (114) a l6d-fatk-nails 5-16dtoo-nalfs 410 toe4ialrg 4l6dtd&ftaHs 3 260 td&'naUs-,each slaep.er.Nyuss 4 164 toe-tMs 43,6d.t0gj%-qAs 34601de-nal . IS. 4.16!1 . loe-hilb NAILS V`('L4 . 2(AY W) (*.) m-M--- —POW,rr= WAVM Mmo0la-WtALEM -b P Sb 40 54 - r prq�qu.ms..-Ior 66 Ord— DL 10 ZG 7 7 D. AT9 10/pi 4 DRWG VACMV-180101-5 pm sIwIL 6. anldtd '9TAe: OP �Iqc 01 0 BC -o o o 0 AMM TFW J d7 Ag *wbwhlaoric .r al.tUmki-d *tt p"S -v. . . . . . . &C& F.KLVt u -WACL I ILI' �r 0 R Ml TbT - W 47 61 dft PT Anow- r+1 A Face -Mount Hangers - I -Joists, Glulam I and SCL 0 n M .... ---................................ _........... __._................. _._.............................. _............................................... _............................. _.......................................... ......................................... ................. ..................................................................................... ...... __.............. . . These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. IUS2.56/16 21/2 x 16 MIU2.56/16 U314 HU316/HUC316 Carried Dimensions Fasteners - Alldwable LoadsMember ' (in.) Min./ (in.) Code''. DF/SP `-'SPF/HF%`` f J +� Web W Max. Species Header,' Species Header Ref.. s �' o Stiff - Regd. W ,. - H 8 1Face Aolst Uplift Floor Snow Roof Floor` Snow _ Roof (160)- (100) (115) (125) (100), (115) (125) Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 1 555 1,555 • - 2% 16 2 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805' 555 1 555 1,555 • - 29ti6 157/6 21h - (24) 0.162 x 31h (2) 0.148 x 11/2 230 3,455 3,920 4,045 2,970 3,370 3,480 • ✓ 29A6 10% 2 - (16) 0.162 x 31/2" (6) 0.148 x 141h1,515 970 1,945 2,205 2,37511,675 1,895 2,045 • ✓ 29ti6 14% 21/2 - (20) 0.162 x 31/2 (8) 0.148 x 1 2,975 3,360 3,61012,565 2,895 3,110 IBC, 2s7+6 • .i73'1 2'/2 , - (26).0.162 x 3112, (2) 0.148 x 1230 3r945, 4,045 4 045 3;220 3,48D 3,480', LA 21/2 x 20 MIU2.56/20 • - 29ti6 197/6 21/z - I (28) 0.162 x 3'/z (2) 0.148 x 11/z 1 230 14,030 4,060 4,060 3,46513,495 13,495 2'h x 22 MIU2 56/20 ✓ 29li8 '197/isr 21h `- (28) 0162 x 3'h (2) 0148 x 1"/z 230 4,930 4,060 4 060 3465 3 495 3,495, to 26 f 29/16 x 91/4 to 26 MIU3.12/9 _ 'HU210-2 /HUC210-2 3 x 117/8 MIU3.12/11 HU212-2 / HUC212-2 29/,6' wide joists use the same hangers as 21/2" wide joists and have the same bads. • - 31/8 j 9M6 , 2,?h - (16) 0.162 x 31h (2) 0.148 x 1112 `1 230 ' 2,305 2,615 2,820 1,980 12.245 2,425 • ✓ 3'l8, - 81Y61> ,21h Max , (18) 0.162 x 31/2 (10) 0.148 x 3 rF 5 2�680 3,020 3,250 2,305 2,605 2,800, IBC, 31/8 111/8 21h - (20) 0.162 x 3'/z (2) 0.148 x 11/2 230 2,880 3,135 3,135 2,475 2,695 12,695 FL, • ✓ 31/8 109/,6 21/2 Max. (22) 0.162 x 31/2 (10) 0.148 x 3 795 3,275 3,695 3,970 2,820 3,180 3,425 LA HUC3.25116 o.•r4, 1o. r�q 5.7� Max.) (20) 0.162 x 3 /2'= , (12) 0148 x 3 .. a zx5 , 3,870 4,365 "4,695 3 330 3,755 4,040' 31/s glulam HUC6210 2 SDS 3'/a 9. ; 3 ' =. i(12)'la'' x 21%z'.SDS (6)1l4" x 2%" SDS 2, z'S 4: �10 4,a1.5 4,315 ,3 60 �13J 16 s,710'' FL ;HGUS3.25�i0 { 3'%a 85/s = 4- - . (46) 0.162 x 311x' -(16) 0.162 x 3'/z 4,095 9,100 9,100'� 9,100 7;825 7;825 7,825' IBC, HGUS3.25o'2 , •' 3'/4 105/8 ' 4 ; - (56) 0162'x 31h (20) 0.162 x 3'/z �< 5,040 6,400 9,400. 9,400, 8 0$5 )•8,085 8,085' FL LGU3.25-SD 3'/4 r'8 to, 30• 41Iz "- 06)1/4" x 21h' SDS r_. (12)1/4"x 2'/i' SDS'- 5,555 -6',720 7.31 a (7 1 w" 4 840 4 5, 7, HHUS46 - 35/8 51/a 3 - (14) 0.162 x 31/2 (6) 0.162 x 31h 1,320 2,785 3,155 3,405 2,395 12,715 2,930 31h x 51/a HGUS46 - 35/a 4346 4 - (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS4$ �_-; ` • • - � 3OA61 615%16 2: = ' (6) 0.162 x 3l/2 (6) 0162"x31z "320 1595 1,815 1,960, 1365;l 1,555 1,680'' 1jGUS48_:, ,1 - 35/8 , .7% 4 - (36) 0.162 x 31/2 (12)0.162-x3h ;�3,235 7,460 7460 '7460' 6 4151 &4ib 6,415 IUS3.56/9.5 - 35/e 91/2 2 - (10) 0.148 x 3 - 7() 1,185 1,345 1,455 1,020 1,160 1,250 MIU3.56/9 • • - 31A6 811A6 21/2 - (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 U410 ✓ 39A6 81/8 2 - (14) 0.162 x 31/2 (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 12,120 HUS410 - 39/% 815A6 2 - (8) 0.162 x 31/2 (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 i 2,070 2,240 HHUS410 - 35/e 9 3 - (30) 0.162 x 31/2(10) 0.162 x 31/2 3.565 5,635 6,380 6,445 4,845 5,486 5,545 31h x 91/z HU410/HUC410 21/z - (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460 61415 16,415 6,415 HUC0410-SDS 3 - (12)1/4" x 21/2" SDS (6)1/4" x 21/z" SDS 2,265 4,500 4,500 4,500 3,240 3,240 3,240 HGUS410 VINJ 4 - (46) 0.162 x 31/2 (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 7,825 7,825 7,825 C, LGU3.63-SDS 41h - (16)1/4" x 21/2" SDS (12)1/4" x 21/2" SDS 5,555 6,720 6,720 6,720 4,84014,840 4,840 LA MGU3.63-SDS 41/2 - (24)114" x 21h" SDS (16)114" x 21/2" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 lUS3.5611'1.88, I 3r/8 )- 11 /8,< _2 - (1216148x'3") = , 76 1.420 1:615 1.745 '192d'11390 11485 :0414, HHUS410' HUS412 31/2 x 117/a HU412 / HI HUC0412-. HGUS412. LGU3.63-� MGU3.63-, HGU3.63x ®NE ®d®® ®nmm 46 See footnotes on p.150. Simpson Strong -Tie° Wood Construction Connectors SIMPSON x 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. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For the THA29, nails used for joist attachment must be driven at an angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35/8" (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 Double -Shear Nailing Side View; Do not bend tab for A22 for 122-2 126-2 THAC422 Face nails Top nails per table per table 13/i typical 21h' for THA422-2 and THA426-2 THA418 Double 42 - 2 face nails Use full table value (total) Single 4x2-�. _, 4 top nails See ; 4 (totaD nailer table ' Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of heads CCDome Double -Shear Nailing Side View (Available on some models) 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 iypluctl 1 nr%ca 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. FA- 5*3 mei THA29 18 15/e 91116 5'/s 11/z - (2) 0.148 x 3 (6)0.148x3 (4) 0.148 x 3 525 11,750 1,71501 1,750 450 11,330 11,330 1,330 27/6 - (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2,610 2,610 2,610 450 1,985 1,985 1,985 THA213 �8 isls„ i3shs 5�h 2, - ,(4j0148x3,3„(2)'0'148i 3 (4)0.148x1'h 1 60 a_ r, :.1,460 - 1<310 .1:f[0 1;110 THA218 18 15/a 17'i6 51/z 2 - (4) 0148 x 3 (2) 0.148 x 3 (4) 0.148 x 11/z 1,460 1,460 1,460 - 1,-10 1 110 1,110 IBC, THA2182 THA222-2 y'6 16 3'i 31/a 171Y+s- 22Yis 8 8 2 2 - - (4}0:162x31 (4) 0.162 x 31/z (Z)0162x31h (2) 0.162 x 31/z (6)0748x3, (6) 0.148 x 3 - 1 a 1,960 fly 1,995 1,9�5 1,995 - ;49C1�1 1,490 1,515 , 1, 1", `; 1,515 FL,' TF]A413 ' 18' 35/a 13 Ali ' 41/2 2 - (4) 0:148 x 3 , (2) 0.148 X , (4) 0148 x 3 = 1 1- i,53 1„)60 1 14 1 165 THA418 16 3s/a 171/z 77/s 2 - (4) 0.162 x 31h (2) 0.162 x 31/z (6) 0.148 x 3 - 1,960 1;9951 1,995 - 1,490 1,515 1,515 THA422 - 16 351a "" 22 `77/6 " 2'°(2} O.iB2"x 31h " (6) 0148x 3 1<963 1,995 " 1,995 "1,490 1, i(F 1,515 THA426 14 3s/a 26 77/a 2 - (4) 0.162 x 31/z (4) 0.162 x 31/z (6) 0.162 x 31/z - 2,435 2,435 2,435 - 2,095 2,095 2,095 THA422 2 � 4 71/4.22114 9a/a " 2-, - (4) 0162 x arh ,;(4) 0.162 x'31h- (6)"0.162 x 31h 1- : 3,330 3,330 : ' 3,330 -'" 2,865 2,865' 2,865 FL THA426-2 1 14 1 71/4 261/s 93/4 2 1- (4) 0.162 x 31h (4) 0.162 x 31/z (6) 0.162 x 31/z 1 3,330 3,330 3,330 - 2,865 2,865 2,865 THA29 18 1% 9"A6 51/a 1 911/6 1- THA213 :. 18 114 :1344"s 51h ' 13�is - - THA218 18 15/a 171A6 51/z - 171116 - THA218-2 .16 •3% 171'tis `.8•" - 141/s" ` - THA222-2 16 31/a 221/1s 8 - 14% - THA413 ," 18. 35 A "41 '133/a THA418 16 1 35/e 171/z 77/s 1 141/s 1- THA426 14 3% 26 1 77A - 16% - THA422=2 14 V : 2211/s 98ia 163 s THA426-2 14 71/a 26'/s 93/4 - 18 - (16) 0.148 x 3 1 (4) 0.148 x 3 1 525 12,265 12,265 1 2,265 1 450 1 '1950 11950 1 1950 (14} 0:148'ic 3 (4) 0`148 x 3 ` A,5-' V 45, 2,340 �,45(:i il 735' " " "rUu z01 C7' 1, " 2105' (18)0.148x3 (4)0.148x3 K5 2,450 2,450 2,450 735 2105 2105 2105 12) 0.162 X 3 A55 3' 311 ,84a , IBC,31 ?2) 0.162 x 31/z (6) 0.162 x 31h 1,855 3,310 3,310 3,310 1,595 22845 2,845 2,845 FL LA (14) 0.148,.x 3 " (4)0.148x3 855 2,045 2,340 2,450 1 735 1,760 `2,6110 .2,105 ?2) 0.162 x 31/z (6) 0.162 x 31/z 1,855 3,310 1 3,310 3,310. 11595 2,845 2,845 2,845 0.162 x 31/z1(6) 0.162 x 3'/z1 1,855 1 4,415 1 4,480 1 4,480 1 1,595 1 3,795 1 3,855 1 3,855 0.162 x 31/zl(6) 0.162 x 3'/zl 1,855 15,520 15,520 I 5,520 11,595 14,745 14,745 I 4,745 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated loads for the THA29 with 1'h" min. top flange are based on a single 2x carrying member, all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation loads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1 W nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. FL I FA 18 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers sace W �j C This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature - double -shear nailing that distributes the load through "o poems on ea& :Dist ^ail `or grey er Are:.ngth, This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not designed for welded or nailer applications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing � Side View � " Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1 °for 2X 1'Ae for g% o• I' G�w B LUS28 H H US210-2 a~ 23 a HUS210 (HUS26, HUS28, and HHUS similar) I HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 LUS/M US/H US/HHUS/HGUS Face -Mount Joist Hangers (cont.) Single 2x Sizes These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p. 21. Many of these products are approved for installation l with Strong -Drives SD Connector screws. See pp. 335-337 for more information. LUS26 1 1,165 865 1 990 1,070 1,355 1,165 935 1 1,070 1,15E 1 1,475 865 635 1 725 785 1,000 IBC, FL, MUS26 92 ' 1,295 . 1,480.E 156E""j 1 %0 , a Sc a:_ id(j5, ,560, ,, 7 � 1. , ' 81i _ _ :955 'l,,090, f,18tfi LA HUS26 1,320 2,735 31095 3,2 35 3,235 1,32E 2,960 3 280 3:280 3,280 150 2,350 2,660 2780 2,780 H6US2fi S 9 4,540� °� 4,850 5,17E " 5,390 . 875 ; 44,69Q "_"5:224, . 5390`"5,390' '780 " 3,'c�5 ' , 3,610 3 887A - 3,985"";' IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1,165 1,195 1,360 1,465 1,730 865 810 925 1,000 1,270 fvIUS28 I.320 " 1,73© 1;975 2725, ',,..2,2r� ' 1.. 1875 ; =_21$5 :2(^55...x� = 1;110 T,270 1,455, 1;575 , 1x4 IBC, FL, LA HUS28 1,760 4,095 1 4,095 4,095 1 4.095 1,760 4,095 1 4 095 4,095 4,095 1./':80 3,520 3,520 3,520 3,520 H6iUS28', {i �5'' 727,5 ' 7275;,'', 7,275 5os 'w 2ro - " 2r5 `= 7275' >7275 1325 3,670 3,$20C. FL LUS210 1,165 1,335 1,530 ,09E 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS21082,rr35 #t9-:57 , -5,395 5,780 ..5 83E .63E "" _220 33' 2 u 5 , fit ._ LA NWS210 2,090 9;i0t1 9 (iE ,10E 2,E9E" �? .(:0 # :00 9,100 9,1t)0 ,5'S 6,34 c",73i1 6�3(i 6, 3 160; 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 Acute side bpecay angie Top View HHUS Hanger Skewed Right aoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 Simpson Strong -Tie° Wood Construction Connectors Srnng-�`e These products are available with For stainless Many of these products are approved for installation 09 additional corrosion protection. steel fasteners, B with Strong -Drive® SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. q Double 2x Sizes I '>Zb-2 43'ia° aAIJ 4Ye (4)U:162 x 3'MY' (4)0.11iL13'/z , r,06c1_ 1,030-1 1,3 /U. A;26b 1,5J.5sI -910 a 885 : 1,005 ,1,090J 1,370 HHUS26-2 I 4-% 14 T% 1 53/e 3 (14) 0.162 x 3'/z (6) 0.162 x 3'h 1,320 2,830 3,190 3,415 4,250 1,135 12,435 12,745 2,935 13,655 HGUS26-2 49/ia 12 1 35A6 I 57tia 1 4 1 (20) 0.162 x 31/z 1 (8) 0.162 x 31/z 2,155 14,340 14,850 15,170 15,575 11,855 13,730 14,170 14,445 14,795 IBC, FL, LA LUS210-2 67/16 18 3'/a 9 2 (8) 0.162 x 3'/z (6) 0.162 x 3'/z 1 1,445 11,830 12,075 12,245 12,83011,245 11,575 11,785 11,930 12,435 HHUS210-2 83/a 14 35/ia 81A 3 (30) 0.162 x 3'/z (10) 0.162 x 3'h 3,'50 5,705 6,435 6,485 6,485 3,335 4,905 5,340 5;060 5,190 HGUS210-2 8% 12 3-/A. PA. 4 (46) 0.162 x 31/z (16) 0.162 x 31/z 14,095, 9,100 9,100 1 9,100 9,100 13,520 7,460 7,82.9 17,825 7,825 Triple 2x Sizes HGUS26 3,' 4'M6 ],,,J2 4A6 5Yz 1,4 ,�20j 0: 62 x31/ - {8)-0.162 z 31h, "2,155 4 34(f,� 4,850 5170' 5;575 1,855 1.3 730 4176. 4,445 -4,795 IBC, FL, HGUS28-3 - ' O!Ma .12.' 4?5A6 7Ya 4 (36) 0.162x 31h ,,{12) 0162 x 3'h 3 235 ,. 7460,? ,. . 7,460 7 460' 7,460' 2,780 6 415, 6;415'. `6,415 6,415 LA HHUS210-3 83/s 14 417% 87A 3 (30) 0.162 x 31/z (10) 0.162 x 3'h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 18t3/i6 12 415fia 91/4 4 (46) 0.162 x 31/z (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS212 3' . 705/e � 12- 4'-Ss, 103/4 4 (56) 0,162 x 3 � (26) 0.162 X 3'lz v EAfi �_ a,t# 145 �.. 045 ,64o-' 4,900 7,78ii 7; 8t 1 tzi(3 .. 7,';'$0 IBC, FL, LA Quadruple 2x Sizes nwuaco-4 . ons�,14 J. 0n6, -ans - "4- t4UJyAocxsvz :°oi:v.ioc aiz �«? 4, 4u: 4,zsou ,q,aru 5,arp i usSEs,�ou° .4;a-ru 4,44 4,(UQ IBC, FL, /4 HGUS28-4 7112 6aA. 73A. 4 (36) 0.162 x 31/2 (12) 0.162 x 31/z 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 8% 14 6 Ya 81A 3 (30) 0.162 x 31h (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5.575 FL 105/e . 4 (56) 0;162=x 3'/z � (20) 0.162'x 3'h 5,66,5 0 0�5ti 4� u 045 9,045 4,9Q0 '7, 780 7, t8L ?,78fl 7, 780: IBC FL, LA 125/a 4 (660 } 162 x 31z .:(22}.0.162`x 3'/z 5;695 10125 10;125 10,125 10,125 4,900 `8 710 :8,710; 8,710 8,710 4x Sizes , '(4)'0:162 X 31/z . -(4)Al 62)( 31Iz ',G'SG 1,a3�; 1,170 -1�265 ;1 595� 910 885_ 1,005, �1,090 ,1,370; IBC, FL LUS48 43/e 1 18 3'Ar 63/a 1 2 (6) 0.162 x 31h 1 (4) 0.162 x 31h 1 1,060 11,315 11,490 11,61012,0301 910 11,130 11,280 11,385 11,745 IIBC, FL, HUS48 6'/a 14 3% 7 2 (6) 0.162 x 31/z (6) 0.162 x 31/z 11320 1,580 1,790 1,930 2,415 1:135 1,360 1,540 1,660 2,075 LA HHUS48 61/z 14 3% 71A 3 (22) 0.162 x 3'/z (8) 0.162 x 31/z 1;760 4,265 1 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 6346 12 3% 711A. 4 (36) 0.162 x 31/z (12) 0.162 x 31h 3,235 7,460 7,460 7,4601 7,460 2,780 6,415 16,415 6,415 6,415 9 1." 3 HGUS412 107/ia 12 3% 10 11a 4 (56) 0.162 x 3'/z (20) 0.162 x 31h 5,695 9,045 9,G45 9,045 9,045 4,900 7,780 7,780 7,780 17,780 HGUS414 1131a 12 35/a 127/i64 (66) 0.162 x 31h (22) 0.162 x 3'h 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 1 8,190 Double 4x Sizes IBC, FL, LA FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSUTPI 1-2014. Simpson Strong -Ties Connector Selectors 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 21h" nails in the header and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 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 1/2" 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 Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling round and triangle holes for maximum values • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options: • HTU may be skewed up to 671/2'. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table i Many of these products are approved for installation with Strong -Drive, SD Connector screws. See pp. 335-337 for more information. HTU26 truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Altemate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) Single 2x Sizes Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) 11 U40 tNIaX.)., 072.; AM/8 . Pl/16 1 J %2. -(LU),U.IOL`X 3./2e! (LU,J U.IR}b X..lJ2. I,J.DA 41U4u t,404 3 ' '^', `i; '. _ IBC, HTU28 (Min.) 37/a 15/a 71As 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11h 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 15/s 71/1s 31/2 (26) 0.162 x 31/2 (26) 0,148 x 11/2 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA HTU210 (Min:) 37/a 7 $/a 91fis 31/2 (32) 0.162'x 31h. ,(14) 0.148 x1'h, 1,330 4,300 4.3 ^ ,30C , 4,vvv^ 1,145 3;22S 3,220, -3.225: e1225. HTU210 (Max.) 91Ja 14 9�7is 31h ';;(32} 0.162 x 31h "{32) 0,148sx 1'h `3,31$ 4,705 :' a.a10 k,r x 5;995 .' 2,$50 4,045= ,5fi5 �4#a 5,155' Double 2x Sizes HTU26-2 (Mite)� 0026=2 (Max,) . �� " �51/2,'' 33is. -5�ha 3'/2 -(20),O162�X 311z.. ' (2tf) D 148:X,3 V2,175'' 2,940 4 v� , fi,870._ 2 530>: 2,855 3,080, - 3,855 HTU28-2 (Min.) 37/a 3-A6 711AG 31/2 (26) 0.162 x 31/z (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,3E 2,865 3,235 3,235 3,235 IFL, HTU28-2 (Max.) 71/4 35/16 71/16 3Yz (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 3,820 4,315 4.655 5:825 3,285 710;,0"10- LA 0 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 1/s" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVrPI 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-py 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 Simpson Strong -Tie® Wood Construction Connectors ■ Face -Mount Truss Hanger (cont.) Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member SIMPSON tT Mae' heel, .,.Carrying. M"mum No 'Height Carrying Carried"', °; Uplift Floor "- Snow Roof Wirid` Uplift Floor` Snow `, ' Roof Wind JGodeModel Ref, (n: Member Member Member ` (160) 1100)" ;(115) .(125) (1, =(160), 000j�_ , (115)" (125) (160) HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 1112 925 1,470 1,660 1,790 i 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11/2 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 ' 540 1,910 IBC, t `71T< ' in\f n.;G MIN AInn'. SlL, CMG\"11.1 AO.. i 1I_. . ish7ll ( ;n nA/1 ' Q:-'S'3 , :f r.on '� onr i 90r 7 r;lwl'2�Ti�r9 "', n aan FL, LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are risted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Single 2x Sizes HTU26 (Max) 5i%, 15/1 57Atg -. 31h (20) 0.162 x 31A '(20) 0,148 x 11h,[,1,215 2 940] '5800 i,33+3 = 1,045 .1,850 1 2,,_fiY; 2,285 1, 2285 = _ IBC, HTU28 (Min.) 37/a 15/s 71Ais 31/2 (26) 0.162 x 31h (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, LA HTU28 (Max.) 71/4 15/s 71Ais 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765 zHTU210(Mm1' ' �;"37/s 1% 9mr, 31/2 (321.0:162x31/z (141 0A48 xAI/2, �.1,250 .3,600 :li600= 3,600 3,600 ,075 '2,700 2,700 2,700 2,700 Double 2x Sizes - I , _ _ ., , , .. n_ . _. HTU28-2 (Min.) 37/a 3516 71Aia 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 3-546 71As 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,035 31820 4,315 4655 5,520 2,610 2,865 3,235 3,490 4,140 LA HT1.12102(Min)-f 371e" Njo, 9146 31h (32)0162z3/a (14)0148x3 "g1,755. 4,255 4,255 4,255 4,755 1,510 3,190 i 3;1901%3,190; HTU210-2(Max.)", 9?/a-, 3 s 9'fs'' 31h :(32)0.162x3?/2 (32)0148x3 f ,'3,855 Q705..},3 t) ,�, 6,470.`3,315., '3;530' 3,980 4>300 4,855 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between Ma" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1 W 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 Simpson Strong -Tie® Wood Construction Connectors 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/,s" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/,a" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with'/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and'14" x 2,1/4" Titan 2 scre,,rs (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or BNIP 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 ('/a" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/is"-diameter hole to the specified embedment depth.plus 1/2". • Altematively, drill the 3/,s'-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 Kits are available. They include a 3/,e" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/,a" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/a" is required as shown in Figure 1 for fill uplift load. • Where no uplift load is req sired, a minimum end distance Of 11/2" is aem? tted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 31i ais HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 Simpson Strong-TieO Wood Construction Connectorst • HU/HUC/HSUR/L � i e CAD Medium -Duty Face -Mount Hangers (cont.) ES ThPCP nrnrti into ara gvgilqhlp. with nrlrtitinnal rnrrnainn nrntartinn_ Fnr mnra infnrmatinn aaa n 1 F HU26 HU26X (4)1/4 x 23/4 (4) 1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 {6}'J4x2314. _6}x1Ja (4)0(4$x,i''h45 1,500b' 76Q 2+1Q' HU24-2 HUC24-2 (4)1/4 x 23/4 (4) 1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26-2i (Mtn } " HUC2()-2 9 3 ($)14.X 2 la T 3 �8} i41t {W l4 ' > ..(4) 014$ X 3 60 , 2„D00 760 ` . 3,200 , , Y14 ) 014$ x 3 1135 3 000 3H951 HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/4 x 23/4 (12)114 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU210 I HU210X 1 (8)1/4 x 23/4 1 (8) 1/4 x 13/4 1 (4) 0.148 x 11/2 ( 545 1 2,000 1 760 1 2,415 ) HU210-3 (Min.) I 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 HU210-3 (Max.) HUG210-3 (Max.) (18)1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212X (10) T/4 iC 23l4 {10} 14 x 1314 {6) p.14$.z 1fz JJ35 HU212-2 (Min.) HUC212-2 (Min.) (16)114 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (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 Ht1211-3 {M1n) rf ',,HUC212: $ {Mtti j . {1,6`y4;.X 2'fb "16�y%4X, 3/a f {6) 014$ x.3 1135: h4,i)00 1,135 4�32Q " i HU214 HU214X (12)114 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU214-3 (Min.) HUC214-3 (Min.) (18)114 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (2 4) 1/4 x 23/4 (24)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 x HU21"6 1� (16}4',X 2 (78� tyaT4 {8) 01fill 4$ x i?h 1'„515 2,920 HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20)114 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU7 (Min.) (Not available) (12)1/4 x 23/a 1 (12)1/4 x 13/4 (4) 0.148 x 11/2 545 2,980 760 1 2.980 HU7 (Max.) (Not available) (16)1/4 x 2Y4 (16)1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 1 (6) 0.148 x 11/2 1,135 3,230 1 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 13/a I (10) 0.148 x 11/2 1,445 1 3,735 1 1,445 3.735 38 STAGGER JOINTS - B/SKI 'AISED HEEL ROOF TRU55ES fl SEE PLAN RIBBON BOARD- SEE SCHEDULE FOR SPACING ! FASTENING TO TRUSSES UPLIFT/SHEAR ANCHOR I V V�`MASONRY WALL - EACH TRUSS - SEE B/SKI SEE PLAN PLAN NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING A SCALE. NTS klSKl ROOF SHEATHING- SEE I SOFFIT/FASCIA- SEE ARCH. RIBBON BOARD— SEE SCHEDULE FOR SPACING d FASTENING TO TRUSSES WALL SHEATHING-5EE PLAN MIN. 15/32' CDX PLYWOOD OR 1/I6' 05B WITH 86 GUN NAILS (0.131' X 2 IR') 9 6' O.G. TO RIBBON BOARDS DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS BOTTOM CHORD N N RAISED HEEL ROOF TRUSSES -SEE PLAN UPLIFT/SHEAR 'GYP. CEILING - ANCHOR EACH SEE PLAN d TRU55- SEE PLAN SCHEDULE MASONRY WALL - SEE PLAN RAISED HEEL TRUSS BEARINCs DE3SCALE, NTS RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' X 3') (Vas 2X4 5PFw2 24' TO EACH TRU55, (4) EXP. EXP. . B, ENCLOSED NAILS AT JOINTS Vult=180 MPH (2) 12d GUN (0.131' X 3') lVasXP. 2X4 SPFR 16, TO EACH TRUSS, (4) EXP. E G, ENCLOSED I NAILS AT JOINTS ALPINE twflwrommm ease give -m- 6750 briveSu ��n� �L °- ' -__~- .�.^.�~ `-�_ ~-_��_---_-_ This. r£rtri i =nt nac hgen PtF€tennir.Alty signed us'rn� a0iO3 �fgnatire. Printed ssk be verified oular<onaris:nitelecruoiftst� � r�sr�ied using the orfg;�'ai,�fe�fraiaic version. $* COA #0 278 1/2020 13 ALPINE AN rrW COMPANY Alpine; an ITW Company 6750 Forum Drive, Suite 305' Orlando, FL'32821 Phone: (800)755-6001 www.alpineitw.com. sit 4 foor boat; . Pa paMt Customer: Carpenter Contractors of America Job Number._ N334502 Job Description: 7A51320 ,182ED,F ,RH01 11828/CALl/4EBB'ELEV.D/F' Address: Jcipn "ttteerrt" 'Cr►teria Design Code: FBC 2017 RES IntelliVIEW Version: 18.02.01A JRef #: 1 WXQ89750103 Wind Standard: ASCE 7-10 Wind Speed (mph); 160 Roof,Load (fist); 20,00- 7.00- 0.00-10.00 Building Type.- Closed Floor Load so: None This package contains general notes pages, 21 truss drawing(s) and 2 detail(s). t'teYri Draving,Ntimber Taus77777—�- 1 224.20.1559.59513 Al 3 224.20.1600.08400 A2 5 224.20.1600.28720 A4 7 224.20.1601.0931>0 A6 9 224.20.1601.14243 A1:0 11 224.20.1601:24603 A14G 1.3 224.20.1601.28720 B2GE 15 224.20.1601,33093 C2.GE 17 224.20.1601.37793 EJ2 19 224.20.1601.42883 CJ3 21 224,20.1602.23420 HJ7 23 GBLLE-TIN0118 ItemNutriiter Crtss 2 224.20.1548.23724 AlA 4 224.20.1600.21650 A3 6 224.20.1601.06430 A5GE 8 224.20.1601.1.1627 A8 10 224.20.1601.16963 Al2 ° 12 224.20.1601.26650 61 14 224.20.1601.31023 C1 16 224320.1601.35523 EJ7 18 224.2011601.39990 CJ5 20 224.20.1601.45707 CJ1' 22 A16015ENC10101'4 Florida Cert'Cate of Product. Approval #FL1999 Printed 8/1112020 5:09:54 PM r � General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code .requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed.in environments that will cause the moisture content of the wood in which plates -are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint.and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es.ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL =. Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.ora. 3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO 63043; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 SEQN:101714 COMN Ply: 1 FROM: RWM Qty: 16 617 6-1 "7 Job Number: N334502 ,7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F Truss Label: Al Y'1115 19,10" + 26'8"l 10"8 6110,11 610" 1 5X5 E 39'8" Cust: R 8975 JRef:1 WXQ89750103 T10 DrwN o: 224.20.1559.59513 KD / WHK 08/11/2020 33'6"9 i 39'B" 6' 108 6' 1 "7 10' 91101, 9' 10" 10' + 19,101, 29'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI. Criteria TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.222 K 999 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 K 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 J - - Des Ld: 37,00 EXP: C Kzt: NA Mean Height:15.00 ft HORZ(TL): 0.140 J - - NCBCLL: 10.00 TCDL: 4.psf Building Code: Creep Factor: 2.0 Soffit: 0.00 psf BCDL: 5.2 psf FBC 2017 RES Max TC CSI: 0.616 Load Duration: 1.25 MWFRS Parallel. Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.982 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.527 Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 18.02.01A.0205.19 Wind Duration: 1.60 WAVE 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 6" gttecaitPtiBAi Yatta/I nails @ oc. , ��� /f''r Loading Truss passed check for 20 psf additional bottom ,m•mmm ���$ °•. . chord live load in areas with 42"-high x 24"-wide ,sn^,,'�`., ®+�1► °e��" clearance. , +• + »r � o Wind .s o Wind loads based on MWFRS with additional C&C member design. o T COA 8�� A V�.t�° 08/11/2020 10, 1. 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1709 /- /- /961 1308 /445 H 1710 /- /- /961 /308 /- 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 1488 - 3151 E - F 1102 - 2027 C - D 1387 - 2871 F - G 1387 - 2872 D - E 1102 - 2027 G - H 1488 - 3153 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2756 -1187 K - J 2276 - 889 L - K 2276 - 863 J- H 2757 -1187 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 539 - 206 K - F 485 - 745 D - K 485 - 744 F - J 540 - 206 E - K 1361 - 646 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl timid ceilin Locations shown for (permanent lateral restraint of webs shall have brac.'inqq installed per BCSI sections B3, B7 or B10, as applicable. App�y Oates to each face o truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the AN—COWANV truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracingg of trusses: A seal on this drawing or cover papa 675o Forum Drive listing this drawing indicates acceptance of professional en ineering responsibilitty� solely -for the design shown. The suitabili y 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: www.al ineitw.com; TPI: www.l inst.or ; SBCA: www.sbcinduslry.com; ICC;w wv.iccsafe.or9 ___ Orlando FL, 32821 SEQN: 101705 COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1VVXQ89750103T25 FROM: RWM city: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1548.23724 Truss Label: A1A KD / WHK 08/11/2020 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 " T114 13' 1T1"12 19'1"' 23'8" r11"2 'i' S0:14 -{- 41"12 2'8-� 3'10': Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1 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"x2ff%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. NOTE: Bottom chord filler indicated by hatched areas may be removed as required. 5X5 F 31'8"1 8'0"14 4'811 2'1"1p 6'8" 8'0"11 12'10"4 + 14'111'14 23'8" 31'811 1T Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE, HS Defl/CSI Criteria PP Deflection in loc L/defl -L/# VERT(LL): 0.304 P 999 240 VERT(CL): 0.568 P 831 240 HORZ(LL): 0.131 K - - HORZ(TL): 0.244 K Creep Factor: 2.0 Max TC CSI: 0.790 Max BC CSI: 0.979 Max Web CSI: 0.988 VIEW Ver: 18.02.01A.0205.19 08/11/2020 39'8" Tit"2"2 39'8" 1 9'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1556 /- /- /961 /308 /445 1 1556 /- /- /961 /308 /- 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 1431 - 2748 F - G 1352 - 2068 C - D 1829 - 3524 G - H 1201 - 2104 D - E 1428 - 2553 H - 1 1445 - 2776 E - F 1514 - 2530 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2376 -1108 L - K 2402 -1133 Q - M 3085 -1311 K - 1 2405 -1134 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 512 - 993 M - F 1687 - 881 C - Q 771 - 228 M - L 1746 - 618 S - Q 2594 -1210 F - L 520 - 425 Q - D 1079 - 502 L - H 458 - 686 D - M 646 -1221 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attach6d rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCS! sections B3, B7- or B10, as applicable. App�y plates to each face. otruss and position as shown above and on the Joln�Detads, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Build! ng Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the A—COMPAW truss in conformance with ANSI PI 1, or for handling, shipping,. Installation. and bracin of trusses; A seal on this drawln or cover pagpe 6750 Forum Drive listing this drawing indicates acceptance of professional enccLLlneenng responsibility solely or the design shown. The suitability and use ofthls Suite 305 drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.or ; S9 BCA: www.sbcindustrv_com: !CC: www.icGsafe.org Orlando FL, 32821 SEQN:101706 HIPS Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WXQ89750103T9 FROM: HMT Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1600.08400 Truss Label: A2 KID / WHK 08/11/2020 6'1"7 6'1"7 12'6"15 19, 6'S"8 651 -}- � 10' Loading Criteria (psf) .Wind Criteria -. TCLL: 20.00 Wind Std: ASCE 7-10 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"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. -_M5=5x5 E F 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 27'11 33'6"9 39'8" 651 6'5"8 6'1"7 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.172 L 999 240 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: 0.856 Max Web CSI: 0.669 VIEW Ver: 18.02.01A.0205.19 08/11 /2020 10, 1' 39'8"i ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /964 /309 /428 1 1556 /- /- /964 /309 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 I 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 1511 - 2800 F - G 1123 -1779 C - D 1415 - 2521 G - H 1415 - 2521 D - E 1123 -1779 H - 1 1511 - 2800 E - F 1093 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1206 L - K 2030 - 941 M - L 2030 - 911 K - 1 2444 -1216 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -192 L - F 548 - 381 D - L 482 - 683 L - G 482 - 683 E - L 548 - 381 G - K 508 -192 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing, and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) 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 ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, asapplicable. Apply plates to each face of truss and position as shown above and on the Joins Details, unless noted otherwise. Flefer 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 ANMCOMPANY truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracing of trusses; A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilitl solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Buildinggesigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: AI ire: www.alpineitw.com; TPI: www.tpinst.org; SBCA_ www.sbcindustry.com; ICC: www.iccsafe.org _ Orlando FL, 32821 SEQN:101707 COMN Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WXQ89750103T2 FROM: RWM Qly: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1600.21650 Truss Label: A3 KD / WHK 08/11/2020 6'1"7 12'11"15 1910 244" 33'6"9 39'8" 6'10"1 �- 4,6" 1'2"9 6,17 ll =5X5 E Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " B3 11104 20'8" 68" 13'4" —i fir+ 10 s'1a" 4'6" 5'4" 10, r� 10' 19,10" 24'4' 29'8" 39'8" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; B3,B4 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W4,W5,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. THIS TRUSS MUST BE INSTALLED AS SHOWN AND NOT END FOR END. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.042 M 999 240 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.082 M 999 -240 B 871 /- /- /627 /188 /445 Snow Duration: NA HORZ(LL): 0.013 J - - N* 323 /- /- /150 /67 /- HORZ(TL): 0.024 C H 508 /- /- /445 /164 /- Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS FBC 2017 RES Max TC CSI: 0.968 B Brg Width = 8.0 Min Req = 1.5 TStd: 2014 Max BC CSI: 0.797 N Brg Width = 68.0 Min Req = - Rep Fac: Yes Max Web CSI: 0.550 H Brg Width = 8.0 Min Req = 1.5PI Bearings B, N, & H are a rigid surface. FT/RT:20(0)/l0(0) Bearings B & H require a seat plate. Plate Type(s): Members not listed have forces less than 375# WAVE VIEW Ver: 18.02.01A.0205.19 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 636 -1330 G - H 255 - 579 C - D 532 -1037 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 1138 - 554 K - J 847 - 668 M - L 743 - 371 J - H 484 -153 L - K 861 - 695 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 558 - 225 K - F 861 -1602 yliseatrt1e�13ttp�a'jr D - L 512 -723 F - J 573 -306 L - F 785 - 304 J - G 408 - 484 ffig4'¢�p®4 em yam �`'''�fde oik® s 08/11/2020 **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 performingthese 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 ceilm 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. 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 BuildinggComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the AN WCOMPANY truss in conformance with ANSI 1, or for handling; shipping,. installation and bracinctof trusses. A seal on this drawing or cover paga 6750 Forum Drive listing this drawing indicates acceptance of professional engQineering responsibilitty�r solely -for the design shown. The suitability and use of iflis Suite 305 drawing for any structure is the responsibility of the Building Designer per ANSI/T 11 Sec.2. Suite 3 FL, 32821 For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.0rg; SBCA: www.sbcindustry.com; IC C www.iccsafe.org _ SEQN:101708 HIPS Ply: 1 Job Number: N334502 Cust:R8975 JRefAWXQ89750103T8 FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1600.28720 Truss Label: A4 KD / WHK 08/11/2020 T1014 17' 22'8" 7'10"14 9' 1 "2 518" 10' 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 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 ;5X5 =5X5 D E 39'8" 91101, 19,101, Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 31'9"2 39'8" 9' 1 "2 T10"14 Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.149 J 999 240 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: 0.863 Max Web CSI: .0.629 VIEW Ver: 18.02.01A.0205.19 Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.0E; Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun �iieoattatsaodrarp,,, nails @ 6" oc. Wind 9�r, , ..a ...& �y r, Wind loads based on MWFRS with additional C&C& N member design. a° 2 s 0308 1 S 'AaT %0 s � CIO 00 C00"Q, NAB. � 08/11/2020 10, 1' 39'8"+ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /965 /318 /387 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 1532 - 2755 E - F 1559 - 2561 C - D 1559 - 2561 F - G 1532 - 2755 D - E 1205 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1221 J - 1 1695 - 768 K - J 1695 - 738 1 - G 2393 -1250 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 404 -448 J - E 389 -234 K - D 770 - 462 E - 1 770 - 462 D - J 388 -234 1 - F 403 -448 •'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 satPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for of lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face o 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 AN mvmA+vANv truss in conformance with ANSI/ PI 1, or for handling, shipping,, Installation and bracing of trusses. A seal on this drawingor cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enccLimeenng responsibilit solely -for the design shown. The suitabiliy and use of this drawing for any structure is the responsibility of the Building -Designer per ANSUTA 1 Sec.2. Suite 305 For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.t inst. Orlando FL, 32821w SEQN:101607 COMN Ply: 1 Job Number: N334502 Cust:R8975 JRei:1WXQ89750103T11 FROM: RDP city: 1 ,7A51 320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1601.06430 Truss Label: ASGE KD / WHK 08/11/2020 � 1211"15 11'4 23'15 4 6'1719'10" 21'10" 23'10" 26 32'6' 3�3'6'0 39'8' 6'17 3��' 6'10.1 2' Y 2' -I� 2'0" ' tU'9 6'17 10'8"-�-I =5K8 21' i 5, -k 13V F1' 6' 3'8" 3' 10' 21' 26' 29'8' 32'8" 39'8' 21'11'12 3'10"8 --{ 13712 I Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 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): 0.115 AE 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.228 AE 999 240 B 768 /- /- /510 /331 /445 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.049 1 AB 2344 /- /- /923 /1010 /- EXP: C Kzt: NA HORZ L 0.097 1 Z 1089 /- /- /506 /358 /- Des Ld: 37.00 Mean Height: 15.00 ft ) NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 T 516 /- /- /407 /224 /- Soffit: 0.00 BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.870 Wind reactions based on MWFRS B Brg Width = 8.0 Min Reg = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.902 Re Fac: No Max Web CSI: 0.970 Z Brg Width = 8.0 Min Reg = 1.3 p Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: NA FT/RT:20(0)/10(0) Z Brg Width = 8.0 Min Reg = 1.5 T Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, AB, Z, & T are a rigid surface. Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 Bearings B, AB, Z, & T require a seat plate. Lumber THIS TRUSS MUST BE INSTALLED AS SHOWN Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; AND NOT END FOR END. Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; W7,W14,W15,W16 2x4 SP #2 N; B - C 476 -1085 1-1 395 -201 Bracing C - D 373 -809 J - K 395 -206 D - E 413 - 753 K - L 551 - 272 (a) 1X4 #3SRB or better continuous lateral restraint E - F 427 -751 L - M 613 -304 to be equally spaced. Attach with (2) 8d Box or Gun F - G 417 -669 M - N 511 -252 nails(0.11 Yx2.5",min.). Restraint material to be H - I 377 -189 S - T 254 600 supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR Maximum Bot Chord Forces Per Ply (Ibs) restraint. substitute (1) scab for (1) CLR and (2) Chords Tens.Comp. Chords Tens. Comp. scabs for (2) CLR'S where shown. Scab B -AH 918 -486 AD -AC 528 304 reinforcement to be same size, species, grade, and tatat+itsaa AH-AG 528 -486 AC -AB 528 -304 27 nails length@ ocf web member. Attach with 0.128x3" gun t;rfgrxj`� AG-AF 528 -304 X - W 483 -157 �i AF-AE 528 -304 W - V 483 -157 Special Loads AE-AD 528 -304 V-T 483 -157 ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 pIf at -1.00 to 56 plf at 10.67 a47 Maximum Web Forces Per Ply (Ibs) TC: From 96 plf at 10.67 to 96 plf at 32.67 s° n Webs Tens.Comp. Webs Tens. Comp. TC: From 56 plf at 32.67 to 56 plf at 40.67 $ s ®, ire BC: From 20 plf at 0.00 to 20 plf at 39.67 e AH-AI 519 -280 AB -AR 283 -523 BC: 128 lb Conc. Load at 23.21,23.79 AI-AJ 557 -300 AR -AS 380 -561 PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98) AJ- G 515 -283 AW- Z 277 -756 Plating Notes r e G -AL 492 -941 AW- N 241 -683 r, 1 a (y AL -AN 474 -922 N -AX 678 -347 All plates are 2X4 except as noted. " "• AN -AP 494 - 960 AX- X 687 - 342 a°°°0tl�„p�°•®° 4 AP -AC 518 -995 X -AZ 291 -477 Wind " ` AC- K 794 -491 AZ -BB 277 -470 Wind loads based on MWFRS with additional C&C COA # /ONAI. t0°° K -AB 570 -1384 BB- S 305 -454 member design. ° ytaeat 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a"properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10, as applicable. Appplates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Pefer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Builiiin Components Group Inc. shall not be responsible for any deviation from this drawing, anyfailure to build the ANMCOMPAW truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawingg indicates acceptance of professional enppm�eenng responsibilitty� solely -for the design shown. The suitability and use Nis Suite 305 drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; !CC_www.iccsafe.org Oriando FL, 32821 SEQN:101710 HIPS Ply: 1 Job Number: N334502 Cust:R8975 JRef: 1 WXQ89750103 T7 FROM: RWM Qty. 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1601.09310 Truss Label: A6 KD / WHK 08/11/2020 L 7'10"14 15' 24'8" 31'9"2 39'8" 7'10"14 7'1"2 9'8" r TV-2 7'10"14 6X6 : 6X6 D T3 E 12 6 , 5X5 5X5 o C N r` ih W co W1 B G A_Lu H8'8" a 3 4X6(A2) = 5X5 = 5X5 = 5X5 = 4X6(A2) 39'8" �11_i 10' 9.10" 9.10" 10, +1'� + 10' 19,10" 29'8" 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240 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 /- EXP: C Kzt: NA HORZ(TL): 0.115 I - - Wind reactions based on MWFRS Des Ld: 37.00 Mean Hei Height: 15.00 ft NCBCLL: 10.00 TCDL: ei psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 4.0 Soffit: 0.00 BCDL: psf FBC 2017 RES Max TC CSI: 0.913 G Brg Width = 8.0 Min Reg = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.867 Bearings B & G are rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.572 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: 18.02.01A.0205.19 Lumber � — B - C 1547 -2729 E - F 1568 -2537 C - D 1568 - 2538 F - G 1547 - 2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1287 -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 -1228 J - 1 1847 - 899 member design. K - J 1847 - 870 1 - G 2363 -1257 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. K - D 628 - 363 E - I 628 - 363 �gttwtntstatt . ftdjfgjj�t `.aL ,pV *0aay9sOntl®Rgoa.,,D�� - ab � $ A i ffi .$ b ea b Y . & COArf>� 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to Oates drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildincc��Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the pN RW COMVANY truss in ANSI/TPI 1, for handling, bracing trusses: A this drawing conformance with or shipping,, mstalla ion and of seal on or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en meering responsibilitty� solely -for the design shown. The suitability and use of This Suite For drawing for any structure is the responsibility of the Building�esigner per ANSIlTPI 1 Sec.2.305 For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.tpinst.org SBCA: in w.sbcindustry.com; ICC: www.icGsafe.org Orlando FL, 32821 SEQN: 101711 HIPS Ply: 1 Job Number: N334502 Cust: R8975 JRef:1VVXQ89750103T6 FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1601.11627 �KD Truss Label: A8 / WHK 08/11/2020 "13' 19,101, 0"2 3 " 99846"4 r 12 T ' I 6'10" 6610 6"2 5X5 III 2X4 = 5X5 D E F 12 6 k2X4 Oo2X4 C o G W3 ZW B H t A I8'8" C,- 4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6(A2) 39'8" 1' 10' 9'10" 9'10.. i' 10, 1' 10' 19,10" 29'8" '{' 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) DefI/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 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): 0.191 E 999 240 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 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.121 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Br 'Wi g dth = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.502 H 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: 0.864 Bearings B & H are a rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.431 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: 18.02.01A.0205.19 Lumber - B - C 1617 -2780 E - F 1504 -2289 C - D 1545 - 2523 F - G 1544 - 2523 Top chord: 2x4 SP #2 N; D - E 1504 -2289 G - H 1616 -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 -1306 K - J 1982 -1003 member design. L - K 1982 -973 J - H 2421 -1335 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 535 - 255 K - F 425 - 251 D - K 425 - 251 F - J 535 - 255 E - K 306 - 391 +¢�t4ifsdtt69di$£tlPBtrP to a l e} rw a t �m ti o. 7.08 1 ' v a i w c T 0 s « ' d �o gi TALL COA `" mmit" 1 08/11/2020 **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 r of BCSI (Building Component Safety Information, by TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary bracing BCSI: Unless top have sheathing and bottom chord shall have a per noted otherwise, chord shall proper)v attached structural properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 53, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in ANSI/TPI 1, for handling, bracingof trusses; A seal on this drawing or cover conformance with or shipping,, installation and page 6750 Forum Drive listing this drawing indicates acceptance of professional en meenng responsibilitty� solely for the design shown: The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustcom; ICC: www.iccsafe.org `_` Orlando FL, 32821 SEQN:101712 HIPS Ply: 1 Job Number: N334502 Cust:R8975 JRef1WXQ89750103T5 FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1601.14243 Truss Label: A10 KID / WHK 08/11/2020 5'9"4 11' 19' 28'8" 33'10"12 39'8" 5'94 5'2'12 8' 9'8" 5'2"12 5'9"4 E�E5X5 = 5X5 ; 5X5 D T2 E T3 F 12 6 � 2X4 W � 2X4 T C G o n W3 B H I� A 11�8'8" � 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) 39'8" 10' 9'10" 9'10" 10, 11 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) befl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udef! U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 240 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 /- /- /940 /718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.127 J - - 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 H Br Width = 8.0 Min Re 1.8 Soffit: 0.00 FBC 2017 RES Max TC CSI: 0.628 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: 0.864 Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.975 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: 18.02.01A.0205.19 Lumber — B - C 1669 -2804 E - F 1722 -2695 C - D 1547 - 2533 F - G 1552 - 2539 Top chord: 2x4 SP #2 N; T2 2x4 SP #1; D - E 1785 -2775 G - H 1663 -2797 T3 2x4 SP 2400f-2.0E; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wind B - L 2449 -1362 K - J 2163 -1133 Wind loads based on MWFRS with additional C&C L - K 2146 -1090 J - H 2440 -1384 member design. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 470 -163 K - F 628 - 373 D - K 743 -465 F - J 466 -151 E - K 421 - 538 fr ��g1t41tttitAdArrtr rr � � r • I� FE i 0. TO � s all a d ° e • s a•9®*er*irms®ss � ONAL COA ( % . me "I a 08/11/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI SBCA) fo'r an safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for of lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply to each face. o truss and as shown above and on the Joint9Details, unless noted otherwise. Refer to Oates position drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildingg Components Group Inc. shall not, be resp. onsible for any deviation from this drawing, any, failure to build the A-COW- tr ss in conformance with ANSI/TPI 1, or for handling, shipping,. installation bracing trusses. A this drawing and of seal on or cover page 6750 Forum Drive listing this drawin indicates acceptance of professional engineering responsibili(t�� solely for the design shown. The suitability and use of this Suite 305 drawing for any sfructure is the responsibility of the Buiiding-Designer per ANSI/TPI 1 Sec.2: - For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.icrsafe.org _ Orlando FL, 32821 SEON: 101713 HIPS Ply: 1 Job Number: N334502 R8975 JRef:1VVXQ89750103T4 FROM: RWM Oty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EB6 ELEV.D/F rDNo:224.20.1601.16963 Truss Label: Al2 / WHK 08/11/2020 i 9' 17' 30'8" 39'8" 9' T 8, i" 8' 9' i —s5X5 =5X5 =4X4 =5X5 C T2 D E T3 F ,2 6 T o (a) W (a) W5 T B h G A H � 1�6'6" = 4X6(A2) = 6X6 =— 6X6 = 6X6=4X6(A2) 39'8" 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 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 f720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 /720 /- EXP: C Kzt: NA HORZ(TL): 0.150 I - - Des Ld: 37.00 Wind reactions based on MWFRS ei ei Mean Height: 15.0o ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: psf Soffit: 0.00 FBC 2017 RES Max TC CSI: 0.939 BCDL: 5.0 psf G Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.897 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: 0.306 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: 102.01A.0205.19 8. Lumber �— B - C 1595 -2705 E - F 1607 -2478 C - D 1608 - 2478 F - G 1595 - 2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2001 -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 B - K 2330 -1246 J - 1 3176 -1733 to be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -1732 I - G 2329 -1275 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) C - K 718 -313 E - I 529 -834 scabs for (2) CLR'S where shown. Scab K - D 527 -832 I - F 718 -314 reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun �${t43tt1(fAgtri/f�1 nails @ 6" oc.i • Tyg� Wind% ^t Wind loads based on MWFRS with additional C&C h�l�/ a0- '* s member design.`► • v • 0 , , � t COAb+J�Nd�L Smr �asyemteas m 08/11/2020 **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 by r of BCSI (Building Information, TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached Mid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, Apply Oates to face Defer as applicable. each of truss and position as shown above and on the Joinf9Details, unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. to ALPINE Alpine, a division of ITW Buildin$gComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the *NnWCOWAW in for truss conformance with ANSI/TPI 1, or handling, shipping,, installation and bracin4of trusses. A seal on this drawing or cover paWe 6750 Forum Drive listing this drawing indicates acceptance of professional en ineering responsibilittyy solely-for.the design shown. The suitability and use of this Suite For drawing for is the the Building -Designer ANSI/TPI 1 Sec.Z305 any sfructure responsibility of per For more information see these web sites: Alpine: www.alpineitw.com; TPI: wwva.tpinst.org; SBCA: wwwsbcindustry.coin_ICC_www.iccsafe•orq_��_,__�Orlando FL, 32821 SEQN:101725 HIPS Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WXQ89750103T31 FROM: LPM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F rwNo: 224.20.1601.24603 �[KD Truss Label: A14G / WHK 08/11/2020 7' 13' 19' 28'4" 39'8" 7' 6' 6' 9'4" 4'4" 7' %6X6 =4X4 =8X10 =H1014 �6X6 12 C D T2 E T3 F T4 G T 6 (a) o W(a) N� co B AM H 1T 8'8" 5X5(A2) -H0510 =4X4 =6X8 1115X5K B3 -4X6=3X6(A1) 28'4" 11'4" 10'10"4 5'1"12 4'4" 4'4" 7' 8' 1810"4 2428'4" 328" 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 7-10 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): 0.179 D 999 240 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: II 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 /- NCBCLL: 0.00 Mean Height: 15.00 it Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.846 B Br Width = 8.0 Min Re 1.6 9 q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.844 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 it 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: 18.02.01A.0205.19 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; C - D 1465 - 3467 F - G 400 -180 Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N; D - E 1332 -3056 G - H 538 -269 Webs: 2x4 SP #3; W6 2x4 SP #2 N; Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint Chords Tens.Comp. Chords Tens. Comp. to be equally spaced. Attach with (2) 8d Box or Gun B - N 3126 -1377 L - K 786 -1874 nails(0.113"x2.5",mm.). Restraint material to be N - M 3815 -1821 K - J 786 -1874 supplied and attached at both ends to a suitable support by erection contractor. M - L 2986 -1327 J - H 179 - 399 (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) Maximum Web Forces Per Ply (Ibs) scabs for (2) CLR'S where shown. Scab Webs Tens.Comp. Webs Tens. Comp. reinforcement to be same size, species, grade, and �ttoftrattaaatrarr trjrr C N 1089 L F 3047 80% length of web member. Attach with 0.128x3" gun nails @ 6" cc. �, ' r f - -274 - -1224 N - D 440 -430 F - K 2007 - 4053 ® gss°,rrr' Loading a�� °o f yr D - M 568 - 883 F - J 1889 - 778 M - E 834 67 G - J 344 528 •° '" E - L 1423 - 3051 #1 hip supports 7-0-0 jacks with no webs. �a,+s 9 Wind m 0. Wind loads and reactions based on MWFRS. = o° p ° s THIS TRUSS MUST BE INSTALLED AS SHOWN + • AND NOT END FOR END. T C py,s 0 rr � s o rs ® f�,C 0 rod ` ALAwplenim COAf13J tg ` 08/11/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing BCSI. Unless otherwise, haveproper)v per noted top chord shall attached structural sheathing and bottom chord shall attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections have a properly 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. drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Refer to ALPINE Alpine, a division of ITW Buildingg Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the AN nW COMGANY truss in ANSI PI 1, for handling, conformance with or shipping,, installation and bracingq of trusses; A seal on this drawing or cover pact a 6750 Forum Drive listing this drawin indicates acceptance of professional engineering responsibili solely Tor the design shown. The suitabiliFy and use of is drawing for any sfgructure is the responsibility of the Building -Designer per ANSI/T1 1 Sec.2,. ; ' Suite 305 For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.tpinst.or ; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org_ Orlando FL, 32821 SEQN: 101715 COMN Ply: 1 Job Number: N334502 Cust: R es75 JRei:1VJXg8s75o103T20 FROM: RWM I city: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1601.26650 Truss Label: 131 KD / WHK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; 5'7"4 5'7"4 Wind Criteria Wind Sid: ASCE 7-10 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 Wind Wind loads based on MWFRS with additional C&C member design. 10,8" 5'0"12 =4X4 D 21'4" 15'8"12 21'4" 6012 57"4 5'4" 8' 13'4" 21'4" Snow Criteria (Ps,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.047 H 999 240 Loc R+ / R- / Rh / Rw / U / RL B 864 /- /- /529 /397 /229 Lu: NA Cs: NA VERT(CL): 0.088 H 999 240 Snow Duration: NA HORZ(LL): 0.020 G - - F 805 /- /- /396 /360 /- HORZ(TL): 0.037 G Creep Factor: 2.0 Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 Building Code: FBC 2017 RES Max TC CSI: 0.433 F Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.617 Bearings B & F are a rigid surface. Rep Fac: Yes Max Web CSI: 0.260 Bearings B & F require a seat plate. FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 18.02.01A.0205.19 B - C 1226 -1344 D - E 1201- -1152 WAVE C - D 1.152 -1146 E - F 1286 -1351 a o.7Q8 i • a 5 AT •® �` e �t i COAA�`4&Vw,�` 08/11/2020 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1152 - 995 G - F 1161 - 996 H - G 795 - 554 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 428 - 284 D - G 394 - 374 H - D 383 - 355 G - E 433 - 289 **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 per BCSI.. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attachetl ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply Oates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildinq�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 bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enccLLineenng responsibilit�yr 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: www.al ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 SEQN: 101716 GABL Ply: 1 Job Number: N334502 Cust: R8975 JRef:1VVXQ89750103T3 FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,RHO1 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1601.28720 Truss Label: B2GE KID / WHK 08/11/2020 10'8" 21'4" 10,8" 10,8" 4-8" J 2' (TYP) —qFq Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Criteria Wind Std: ASCE 7-10 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 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETIN0118 for gable wind bracing and other requirements. =DAD 21'4" 21'4" 21'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: Ni Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 2017 RES TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.004 R 999 240 VERT(CL): 0.007 R 999 240 HORZ(LL): 0.005 L - - HORZ(TL): 0.005 L Creep Factor: 2.0 Max TC CSI: 0.228 Max BC CSI: 0.176 Max Web CSI: 0.086 VIEW Ver: 18.02.01A.0205.19 e tl aom Wa.(yJd a�'f�'grr, 9 C}. !`08 9 8 a a O o e M AT C) ,e tt%, 08/1 I/2020 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 245 !- /- /137 /106 /244 J* 72 /- /- /35 /33 /- 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# **WARNING** READ AND FOLLOW ALL NOTES ON -THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached r! id ceiling. Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicablle. Apply plates to each face of truss and position as shown above and on the -Join t9Details, 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 BuildinccL Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the MnWCOWAW truss in conformance with ANSI 1, or for handling, shipping,. installation and bracingp� of trusses.. A seal on this drawin or cover pa qa 675o Forum Drive listing this drawing indicates acceptance of professional enccLLineering responsibili((�� solely for the design shown. The suitabili y and use ofth!s 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: www.alpineitw.com; TPI: www.,pinst.org, SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 SEQN:101717 COMN Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WXQ89750103T19 FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1601.31023 Truss Label: C1 KD / WHK 08/11/2020 T 7' b ih 4'1 1114C6 14' 7- 7' 1 T 7' 14' Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Sid: ' ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.014 E 999 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.025 E 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.009 E - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.013 E Building Code: 10.00 Mean. Height: 15.00 ItNCBCLL: TCDL: 4.2 psf Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.psf FBC 2017 RES Max TC CSI: 0.761 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.542 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.119 Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): VIEW Ver: 18.02.01A.0205.19 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. 08/11/2020 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 588 /- /- /371 /272 /158 D 527 /- /- /304 /234 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 777 - 740 C - D 809 - 739 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 598 - 536 E - D 598 - 536 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! `*IMPORTANT*' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, as applicable. Apply Oates to each face of truss and position as shown above and on the Join�Details, unless noted otherwise. kefer 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 AH COMPa truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawingq or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibility solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building�esigner per ANSI/TP! 1 Sec.2. Suite 305 For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.tpinst.or ; SBCA: www.sbcindu§ com; ICC: www.iccsafe:or Orlando FL, 32821 �— --- 9 �' — -g- SEQN: 101718 GABL Ply: 1 Job Number: N334502 Cusl: R 8975 JRef:1VVXg89750103T1 FROM: RWM Qly: 1 , A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1601.33093 Truss Label: C2GE KD / WHK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 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. Additional Notes See DWGS A16015ENC101014 & GBLLETIN0118 for gable wind bracing and other requirements. 7' 7' 5' 2' (TYP) =4X4 D 14' 14' 14' Snow Criteria (PO,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 14' 7' Deft/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.005 J 999 240 VERT(CL): 0.008 J 999 240 HORZ(LL): 0.004 H - - HORZ(TL): 0.006 J Creep Factor: 2.0 Max TC CSI: 0.277 Max BC CSI: 0.196 Max Web CSI: 0.137 VIEW Ver: 18.02.01A.0205.19 08/11/2020 ♦ Maximum Reactions (lbs), or*=PLF Gravity Non -Gravity LOG R+ / R- / Rh / Rw / U / RL B* 68 /- /- 138 /30 /13 F 268 !- /- /205 /134 /- Wind reactions based on MWFRS B Brg Width = 159 Min Req = - 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 Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 461 - 238 H - E 461 - 238 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper!Y attached structural sheathing and bottom chord shall have a properly attachetl rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracinp 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 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 M �,C0WAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses. ..A seal on this drawinq or cover pa a 675o Forum Drive listing this drawin indicates acceptance of professional enpmeering responsibilitty�r solely -for the design shown. The suitability and use of This Suite Fos drawing for any si9ructure is the responsibility of the Building -Designer per ANS11TPI 1 Sec.2.,, For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.lpinst.orq; SBCA: www.sbcindust .com; ICC: www.iccsafe.or - Orlando FL, 32821 SEQN: 101723 EJAC Ply: 1 Job Number: N334502 Cusl: R8975 JRef:1WXQ89750103T15 FROM: RWM Qty: 14 ,7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1601.35523 Truss Label: EJ7 KD / WHK 08/11/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; C 12711 12 6 M O LO M M B A 8'8" D Wind Criteria Wind Std: ASCE 7-10 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: 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 Wind Wind loads based on MWFRS with additional C&C member design. 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: N/ Pf: NA ' Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D Creep Factor: 2.0 Max TC CSI: 0.713 Max BC CSI: 0.527 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 a ♦e °r COAt°3f7f t � �Bt 08/11/2020 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /259 /117 /173 D 127 !- /- /101 /20 /- C 171 !- /- /91 /133 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for of lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlgComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPANV truss in conformance with ANSI/TPI 1, or for handling, -shipping,. installation and bracin of trusses. A seal on this drawin or cover pa a 675o 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: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www,!ccsafe•or9�� _ Orlando FL, 32821 SEQN: 101729 JACK Ply: 1 Job Number: N334502 Cusl: R 8975 JRef:1WXQ89750103T23 FROM: RWM Qty: 2 , A51320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224 20. 1601.37793 Truss Label: EJ2 KD / WHK 08/11/2020 V 12 2X4(A1) C T8 rl_� 918114 SO IV d- Lo r 8r$rr 1r a�e 21 21 Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA B 157 /- /- /144 /58 /43 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.000 D D 32 /- /- /29 /5 !- EXP: C Kzt: NA Des Ld: 37.00 Height: 15.00 ft HORZ(TL): 0.001 D - - C 34 /- /- /12 /17 Mean Hei/- NCBCLL: 10.00 TCDL: ei psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.2 psf FBC 2017 RES Max TC CSI: 0.114 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.029 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0) Bearings B, D, & C require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1,60 WAVE VIEW Ver: 18.02.01A.0205.19 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. 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. ��ltttttttts�;aaa `0� �09 0�dYaelw Y0 • 7! e, lkk a ® o.7,08 1 r s s • � COA Q� A t Ltttt 08/11/2020 **WARNING`"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly attached r! id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinggComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSI/TPI 1, or for handling,- shipping,. installation and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityy solely for the design shown. The suitability and use of this drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbdindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 SEQN: 101719 JACK Ply: 1 Job Number: N334502 Cust: R8975 JRei:1VJXQ89750103T18 FROM: LPM Qty.. 4 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1601.39990 Truss Label: CJ5 KD / WHK 08/11/2020 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.o0 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Is] 11'2"5 12 6 c2 d) � CV M M B A 8'8" D 1, + 4'11"4 411 "4 Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 it GCpi: 0.18 Wind Duration: 1.60 Wind Wind loads based on MWFRS with additional C&C member design. 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,Pfin PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Building Code: Creep Factor: 2.0 FBC 2017 RES Max TC CSI: 0.411 TPI Std: 2014 Max BC CSI: 0.254 Rep Fac: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 18.02.01A.0205.19 WAVE ® 1 - 1.11 � �b i, ®m�maooae�myb,. - f,y �6 0.7.08 1 's ` `+ .% A. t q0� iQ;�®amp, co A ` Onto" 08/11/2020 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /207 /95 /128 D 89 /- /- /68 /13 /- C 118 !- /- /61 192 /- 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. Members not listed have forces less than 375# **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$QComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN CC-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 6750 Forum Drive listing this drawing indicates acceptance of professional engqin�eering responsibilityy solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.t ipinst.orq; SBCA: www:sbcindustry.com; ICC: www.icesafe.org Orlando FL, 32.821 0 SEQN: 101720 JACK Ply: 1 Job Number: N334502 Cust: R8975 JRef:1WX089750103T21 FROM: LPM Qty: 4 , A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1601.42883 Truss Label: CJ3 KD / WHK 08/11/2020 4"3 Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord C 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): NA 10'2"5 rn N 8'8" ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): NA B 185 A A /160 /75 /84 Snow Duration: NA HORZ(LL): 0.001 D D 50 /- /- /41 /6 /- HORZ(TL): 0.001 D C 63 /- /- /29 /50 /- Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS FBC 2017 RES Max TC CSI: 0.206 B Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.115 D Brg Width = 1.5 Min Req = - Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. FT/RT:20(0)/10(0) Members not listed have forces less than 375# Plate Type(s): WAVE VIEW Ver: 18.02.01A.0205.19 M lam- ,,yF`ft O6*ffiAflgOvgq� 9 . �s rw a COA T(OL m"10 0 (8/11/2020 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS a division of conformanc iis drawingg I for any stru a information n Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ;I/�PI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawingg or cover page cceptance of professional encc�Lineering responsibilitty� solely -for the design shown. The suitabiliFy and use of This responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ,eb sites: Alpine: www,alpineitw.com; TPI: wvm.tpinst.orq• SBCA: www.sbcindustry.com ICC: www.iccsafe.org ALPINE , m—Co.- 6750 Forum Drive Suite 305 Orlando FL, 32821 y ISEQN:101721 JACK Ply: 1 Job Number: N334502 Cust:R8975 JRef: 1WXQ89750103T22 FROM: LPM Qly: 4 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo. 224.20.1601.45707 Truss Label: CJ1 �KD / WHK 08/11/2020 43 T 12 6 C 2M(A1) 1, 11 "4 11 ,4 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: N) 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 2017 RES Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE 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. 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 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: 0.196 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 18.02.01A.0205.19 08/11/2020 9'2"5 : ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /148 /79 141 D 11 /-2 /- /18 /12 /- C - /-15 /- /27 /32 /- 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. Members not listed have forces less than 375# "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! `*IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)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 BuildinIc�Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the n�umvco—W truss in conformance with ANSI/TPI 1, or for handling, shipping, • installation and bracing of trusses, A sea! on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enpmeering responsibilityy solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: www.al ineilw.com; TPI: www.l inst.or ;SBCA: wwwsbcindustry.com !CC: www.iccsafe.org_ - Orlando FL, 32821 ti SEQN:101724 HIP_ Ply: 1 Job Number: N3345O2 Cust:R8975 JRef: 1WXQ8975O1O3T27 FROM: RWM Qty: 2 , A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 224.20.1602.23420 Truss Label: HJ7 �KD / WHK 08/11/2020 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 1'S" Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #2 N; Bot chord: 2x4 SIP 2400f-2.0E; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Provide (2) 16d Common (0.162"4.5") nails, toe nailed at T.C. Provide (3) 16d Common (0. 1 62"x3.5") nails, toe nailed at B.C. 5'3"5 5'3"5 9'10"1 4'6"11 L19 �12'2"3 9'2"2 7"14 119,10'1 97"2 Snow Criteria (Pg,Pf In PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.040 F 999 240 Loc R+ / R- ! Rh / Rw / U / RL B 326 A /- A /154 /- Lu: NA Cs: NA VERT(CL): 0.076 F 999 240 Snow Duration: NA HORZ(LL): 0.010 C - - E 364 /- /0 /- /84 /0 HORZ(TL): 0.018 C Creep Factor: 2.0 D 214 /- /- /- /177 /- Wind reactions based on MWFRS Building Code: FBC 2017 RES Max TC CSI: 0.546 B Brg Width = 10.6 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.416 E Brg Width = 1.5 Min Req = - Rep Fac: No Max Web CSI: 0.260 D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. FT/RT:20(0)/10(0) Bearing B requires a seat plate. Plate Type(s): Members not listed have forces less than 375# VIEW Ver: 18.02.01A.0205.19 WAVE Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 -F oOW, � �rsrrmas�omee@ a Y p 08/11/2020 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 *"WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Pefer to A LPI N E 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 ANMCOMPAW truss in conformance with ANSI/TPI 1, or for handling, shipping,. Installation and bracing of trusses. A seal on this drawing or cover pagqe 6750 Forum Drive listing this drawing indicates acceptance of professional en Ineering responsibilittyv solely -for the design shown. The suitability and use of9is 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: www.alpineitw.com; TPI: www.t iinnst.org; SBCA: www.sbcindus,ry.com; ICC: www.iccsafe.org Orlando FL, 32821 r Gable Stud Reinf orcement Detail ASCE 7-101 160 mph Wind Speed, 15' Mean Height, Enc(osed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or; 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Orl 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00 (7 2x4 Brace Gable Vertical Spacing Species Grade No Braces <1) lx4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xw Q) 2x6 'L' Brace x (2) 2x6 'L' Brace w Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B + p SI #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12, 2' 12, 8' 14' 0' 14' 0' - F #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' r H Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' p r Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' Q-J #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' ill 8' 14' 0' 14' 0' � P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' ill 8' 14' 0' 14' 0' CS Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8" 11' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' 4-) _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' U u P Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' Q.1 O �I Standard 4' 2' 6' 1' 6' S' 8' 1' B' 8' 10' S' 10' 10' 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 81 ill 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 1 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' G. 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' QJ D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10' 10' 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S(- P f #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' U LIP 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� Standard• 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' >_ #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14, 0' 0--I D rC L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 1 12' 0' 13' 7' 1 14' 0' 14' 0' 14' 0' Diagonal brace option - vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14'. Vertical length shown In table above, Connect diagonal at midoolnt of vertical web. AN ITW CO 11 514\ Earth\ City\ Expressway \ \ Suite\ 242 \ \ Earth\ City,\ MO\ 63045 2x6 DF-L #2 or better diagonal brace; single or double cut (as shown) at upper end, Ab.a T 18' W L race ilf 31E T 8' 31E I L 1 14` 14N Refer to chart Sk —VARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING v01PDRTANTw■ Ft1RNISH THIS DRAWING m ALL CONTRACTORS INCLtim THE INSTALLERS Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Re Pe` {i allow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo s •actices prior to performing these functions. Installers shall provide temporary brncirig pe. B ,less noted otherwise, top chord shall have properly attached structural sheathing and bo i .It have a properly attached rIgId ceiling. Locations shorn for permanent lateral restraint 1 all hove bracing Installed per BCSI sections 113, B7 or B30, as applicable. Apply plates to ea. truss and position as shown above and on the Joint Details, unless noted otherwise. �fer to drawings 160A-Z for standard plate positions. ' Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatl ils drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipi -tnllatlon 8 bracing of trusses. A seal on this drawing or cover page Usting this drawbg, 4Mkates acceptance of professional gineertng responsMtty solely for the design shown The sultobRlty and use of this drawing e any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. For more Information see this Job's general notes page and these web sites ALPINE, www,nlpineitw.coml TPA www.tpinst.orgl SBCA: wwr.sbcindustry.orgl ICO w—Iccsnfe.org . �v1� it /2020 Bracing Group Species and Grades; Group AI S ruce-Pine-Fir Hem -Fir #1 / #2 Standard 1 #2 1 Stud #3 1 Stud 1 #3 IStandnrd Dou Ias Fir -Larch Southern Plnewww #3 #3 Stud Stud Stnndnrd Stnndnrd Group BI Hem -Fir #1 & Btr #1 Dou Ins Fir -Larch Southern Pine*** #1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board). xxFor lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these grades. Gable Truss Detail Notes; Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load), Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3,0' min) malls, )K For (1) 'L' brace, space nails at 2' o.c. In IS' end zones and 4' o.c. between zones. )K)KFor (2) 'L' bracest space malls at 3' o,c. in IS' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of 80X of web member length, Gable Vertical Plate Sizes Vertical Len th No Splice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than 11' 6' 4X4 + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions th, not addressed by this detail. REF ASCE7-10-GAR6015 DATE 10/01/14 DRWG A16015ENC101014 MAX. TOT, LD, 60 PSF X. SPACING 24,0' 'I Relnfo Memk Go Tr Gabe Detail For Let -in Verticals Gable Truss Plate Sizes pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, �b, and heel plates, vertical plates overlap, use a .te that covers the total area of lapped plates to span the web, ei 2*2X4 2X8 rroviae connections for uptitt specittea on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nails� 10d Common (0.148'x 3',min) Nails at 4' o,c, plus (4) nails In the top and bottom chords. Toenalled Nails, 10d Common (0.148'x3',m1n) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A2003OPED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 i d S11530ENC100118, S12030ENC100118, S14030ENC 30 1101 8sda4 S18030ENC100118, S20030ENC100118, S20030E O1 ��� b10 r°a� See appropriate Alpine gable detail for maxi) e�rc� f 8d1 '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 detail), Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord, 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ °T° Brace Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1,30 x 8' 7' = 11' 2' 'T' Relnf. Mbr, Size Increase 2x4 30 2x6 20 m� �I AN RW COMPANY -WARNING■w READ AND FOLLOV ALL NOTES ON THIS DRAVDAH 3 a rrINFURTANTo FUUUSN THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSy+ a Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Ref n tyo follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fje�,3 practices prior to performing these functions. Installers shall provide temporary bracing pCSI. o Unless noted otherwise, top chord shall hove properly attached structural sheathing and 6m cholDRWG shot( have n properly nttnched rigid telling. Locntlons shorn for permanent lnterol restrnls shall have bracing Installed per BCSI sections 113, B7 or BIO, as opplk,lote. Apply plates to edES of truss and position as shown above and on the Joint Details, unless noted otherwise, Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shalt not be responsible for any deviatio r this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, vhippin installation li dog of trusses, v. f v® 1 e ° E ° h.. i {r",�aa 00aw n® harm°ta°no, � "Po MAX, TOT, LD, 60 PSF REF LET -IN VERT DATE 01/02/2018 GBLLETIN0118 \\514\Earth\City\Expressway \ \ suite\ 242 is A seal an this drnwYg or cover page llst6g- this drorFg, fndcntes acceptance of professional engineeHng responsibility solely for the design shorn The suitability and use of this drawng for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 SecZ M 1 Y l'a4'4w �wtpX fig) ��$/11/202D DUR, FAC, ANY SPACING 24,04 \1 Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites,MAX, ALPINE rww.alpineltr,conl TPI. wrr.tpinst.orgl SHCAi vrsbdndustryargl ICCi rrrJccsafe.org ] - - I VALLEY FRAMING & BRACING DETAIL I Lumber Size and Grade Minumum Requirements Ridge board... 2x6 (min) #2 Southern Pine or better, Rafter spans 20'-0" or less... (A) 2x6 SP #2, SPF #1/42, OF #2 or better (B) 2x6 SP 02, SPF #1/#2, OF 102 or better Purlins/Lateral bracing... 2x6 SPF#2, HF #2, DF #2 or better _ Sleepers... 2x(width of rafter seat cut) SPF #3 or better 2 parallel 2x6 SPF 1$3 Cripples and blocking... 2x6 SPF #3 or better Truss Below... See design -Southern Pine Material RIDGE BOARD (2X6) 1/2 Height of Valley COLLAR BEAM, EVERY THIRD PAIR OF RAFTERS TYPICAL COMMONS-2x4 Purlin 24" 2x4 BL CKING TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE cm +CRIPPLE +Cripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. Space the crippes for each row starting from the vafieys or sleepers and working inward to the ridge board so that cripple locations are staggered between rows. TO" O.C.(TYp) Attachment can be made directly or through plywood sheathing by cutting a 2"x6" notch in sheathing a•-o^TYPICAL 112 Connection Requirement Notes 1. 2x6 rafters to ridge 416d toe -nails 2. Cripple to ridge 416d toe -nails 3. Cripple to rafter 416d toe -nails (••) 816d face -nails 4. Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails S. Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss 6. Ridge board to roof block 416d toe -nails 7. Ridge board to truss 416d toe -nails 8. Purlin to (Typ) 316d toe -nails 9. Truss to blocking 416d toe -nails 10. Truss to cripple 416d toe -nails 11. Truss to cripple 416d toe -nails 12. Cripple to Purlin 316d toe -nails SPACED 24" O.C. (Where no sheathing applied) (NOT REQUIRED IF SLEEPERS ARE USED) GENERAL NOTES CRIPPLE, BRACING, & BLOCKING NOTES NO Cold(0.16lar mto5")C 416dtoe-nails NOTE:16d (0.162"x3.5") COMMON NAILS Purlins required 2'-0" O.C. in absence of plywood sheathing. -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Iong Trusses without sheathing applied must be evaluated accordingly. nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge Purlins should overlap sheathing one truss spacing minimum. of crip1" ple with 10d JOA28"x3.0") nails at 6" o.c. " or scab must be 90 % of cripple length. In cases that this is impractical, overlap sheathing a minimum Cripples over 10'-0' long require two CLR's or both faces w/ "T" or scab. Use stress of 6", and nail upwards through sheathing into purlin with a graded lumber & box or common nails. minimum of 0-8d (0.131"x2.5") common wire nails. ,Narrow edge of cripple can face ridge or rafter, Effects of not providing sheathing below a valley set as long as the proper number of nails are must be evaluated by the building designer. Installed Into ridge board This drawing applies to valleys with the following conditions: -Install blocking under rafter if sleepers are not used. heels) 40'-0" or less -Install blocking under cripples If cripples fall between Spans (distance between -Maximum valley height: 1 heel lower truss top chords and lateral bracing is not used. Apply all nailing in accordance to current NOS requirements. -Maximum mean roof height: 30 feet Nails are common wire nails unless noted otherwise. -A5CE 7-05, 140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 CH, —VAWCNGb- READ ANn RXLDV AL MnU ON naS MAWM TC LL 20 30 40 54 REF VALLEY FRAMING -WPIRTANTa FLOM THIS OKAYING MALL CMTRACMRS u+c I M IDE MSTALLERS& • NO. 70861 ; Twsses regmMe extreme care In fabrk:.ting, handIkQ shlppYq, Ins+AtUrg and brocYp Rtfen.to arty f.ILa. the latest edition of OCSI GuKakV Component Safety Infwnation, by TPI and Sarno foam ety. TC DL 10 20 7 7 DATE 10/01/14 proctJces prior to perfomdng these functions. Installers shall provide tenporary bradno pen B' 1. b bless rated othe—Ise, top chord shall have properly attached structurol sheathing and bo.9— eh4d o shall have a property attached raid ceaing. Locations shown for permanent lateral restrant teb9 BC DL O O O O DRWG VACNV1801D15 Q n �f� rt� Of have and pos instastd per OI sectiw the J ar Ble, as appl=,e My plates to t forte • STATE OF (�g I II f�O 1u1�\�11 of truss and posttlon as sho.n n6ove and on the Joint D•tals, unless noted atherttse. �J • ` BC LL 0 0 0 0 Refer to cimwkps 16OA-Z fr standard plate p-hWns, •• /� Alpine, a ".10. of 17V Butding Components Grail Inc shag not be msponsWe for any dtvint •e ^/ p P e� AN RWCOMPANY this tvvkV, any fa u" to build the truss In conformance with ANSt/TPI 1, or for lnnAing, sNpp1 •• : OR`D •�• Q� TOT. LD.30 50 47 61 Instottatkn t bracing of trusses, 4 .0* �.e•• A sent on this dro.bV or cover paot Lls, p this dro.My Irdmtes oocepMnc�e of professhral y V r�`or�� ally soLety for the deslpn xha TFr wtab'1ti' and use of trt. d-otAhp ' �S/ /t1 \�` tA` DUR. FAC. 1.25 1.15 t3369 Lakelron(Drive Porany rptraekry is N+t rtsporrcbRtty of tiv Omadkip =11 p.r MtSt/TPI 1 s__P_ /f+ NMI. lt® / Earth City, MO Drive Far mhon. kK°^tatl°n see this ,pbs gtreral metes i n there .tb cites+ � 7 t SPACING SEE ABOVE MPItFJ ...alplrrltr.cahi TPL ....tpkhst.orgl SBI.N .... y.orgl ICO .wr.kcsaft