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Truss
i m N 21'-4' 4'-4' 14'-0* 39'-8' M IS A iRuss PLA[FI�IT PLAM I13 M ro Am a TIE VWA11ATff ff 7MMM BEDWED TMISS WAVOl63 ANo mim mmmusms SFFRCEtm no oocu m. r m 1. Ill 0.dlf m m �r•.+w TMSL QTA Gl PARA AYI M mTl LA 11WALAOM IE TMnSM L.m L®II.� T AMimFtIlA7AT X DIVA I DlA1MM StFOW WM IOQC1AF11IM N�A.AMI-T mm ml6TLt Au ttta ttxu E rAataa myna mTs wnz Aw m SCEY9 01O1pim art a ALM Mm vrmw cmum cr no OAR 11Of " V Im m I=W m wnM llmrl Wm= lATmvN- n � AIVMniT ®To awr Ac Law 9M:grRM IwrOC 9�%V� Nrf Law AR MRm< Ia 7K wmnolr AT am"= mffwmm cr NO=% W- m =NNT WAM QI® tr M 1.II t m 1lGY.b NO IL6r = mum im a lQm Tm TNmO AR wr M � w AYm N7M7i Z" m Vzm mmmm• mOC M KtQ LID two tm 6 tw®"Omla Q QfA RGA4 {At rAl� m NLYiS7f10 M771 tEt ARANONOIR lTawow La rXAI mM VOLT x m QU.Ol@. CLAM T MlmYl OYll7 ell" M W = AG7rAV1 al® NIIQt�.i >ml mgm=m rwva m == MM LILVN . cum oruwa ral Lw TAIAQ G lA6tb T �1 MMW ! xl � LLN�ItlMi N mWrNO11N R vw= 0 QM m1 ammom w WC or?-cm-lW QIM Ix IJRM T 01 r1N11m mu m oz {m W= $ IYMA MTM w aAtlm6 FSER To PAM FOR CONNEMLN. I TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING PLUMB SHINGLE ROOF 6 I .mo 0 Total Truss Quantity = 75 Labeled End Mark General Notes " aam 8) a hmltw b-dm a smlplol IR52o W. aar.1.. 9) a blw 1podq Y 24 OS W" OtlRIIM tttlbd 4) Plr Tt Pbb - -1 - ec"I l.anMsdoBm pwnw�d X-h dw& be pkod d a emTILAm gaud 15' OR twm the Lm to eq'aY'eta m�o*Ucb 2D' h.b.o each PGaw rla b 8C % mr mW tddUmd haft dowhL ROOF LOADING SCHEDULE TCLL 20 PSF BC LLL ' PSF PSF TOTAL = 37 PSF DURATION — 125 R WIND SPD/TYPB= 160 ENCLOSED BLDG EXPOSURE — C USAGE —FdWENTLIL CAT 11 WIND IMPORTANCE FACTOR= I UPLIFTS BASED ON= 9.2 PSF DESIGN CRl'1 MA FBC 2020 TM 2014 Tmss member desil & connector plates dmiggrcrcd for ASCE 7-16and maxtwmt forces from both componcats_ and claddmgs and main d fame nYishng systems. ' These t—ses have becnreviesved to,arty an additional ION psfnoo-co mrentbohom chord live 1md FLOOR LOADING SCHEDULI TOLL PSF TCOL = PSF BC DL = PSF TOTAL PSF ROOF DESIGNED FOR SHINGLE ALL REAMONS AND UPLFTS ARE SHOW ON ENGWEIMG, 01 WALL KEY FAroM ., ., s o I I CARPENTER CONTRACTORS OF AMERICA 3900 AVm74E 6 N. V. MINTER HAVEN FLORIDA 33680 PKaWj CSOID 959-8806 FAId C863) P94-2486 BUILDER D.R. HoRrON STATEWIDE PROJECTCREEEME MODEL 1828/CAI1/4EBB CCA PROJ/MODEL/ALT TAB/ S2O/182EO.F/ 02 LT DESOO 91116IWII TAQ 0 0 W9 OTC 3456 TRIIO'1T CDR LOT 20 BLOCK 00-1 DESIGNER `�ji PAGE A TIE 3 81 17 LANt33450 1 4 "=1' 39'-8. R�To PACK FOR COfUlECBOIL SHINGLE ROOF 17'-4' 10'-0' 12'-4' .E g -) -) <7 -) a P yV� �� U W W C.)��9 HEEL4-3/ --�-�, PLUMB C �� c JIA CJIA 00 n I G t' D2 °0TYPICAL - m Ir) n n n -1 yV� U U U W W Li Wa n n n in m Li I W W Ca U L) ��1 SETBACK CORNERSET LABELING AND SPACING CJl a CJl v CJ3 La W rV4 CJ3 a CJS CJ5 A14G AI Al A8 A6 c I A5 _ N A4 _ Al Al AI m I i� Al fO _M co I m J —M to Al Al AIA K Al Al Al -� Al 00 Al Al Al Al A34 nrw o•®m yr ` ASGE i. ' —o •----� Total Truss Quantity = 75 21'-4' 4'-e 14'-0' 39'-8' ATTENTION! TM 6 TT RAN DE OLL.OGH7a11 7IM E NI DIM AD DO 7 EST Is N PL Fumotr CPLWM ITS nrt TA m Am a TIE DKTALL1 LA ff AIACES EN@m7FD Taus nrlAvnxs AND ADW Ell to DF TRUSSES. lE 7a1S42 MU DI MAW r ARNI) AanIRAS ME DI BERM DE TIDE mawlt. ARCH1TE ff LS SU ER ¢ IIIGE74ERrA 9FEBRAH ESIE DDNQli6 Labeled End Mark . r. .� REFER T� BCSI -BI • tip r :: •"• ®ies rwrt � �wh��tlr. Na1°rOrr-w.r ami m•mni u ¢a awl. w: Ewstoa tasnu mtz. lots x® ae saava o�iar art u aim traass vmwr ra®rt s nrs ss� >Moc ort� vat wa E A®10 vltlala wore tlarrttn A{F®V1t rn rO1Dsw�c r•us war : Am•mr �m m wr M ram 9�>m D6t�a 9�QRR AM rMLLt AR A/RQII r74 M IEPAUMIT A7dYd4711F!m11WC16a6Awa['ADGr General Notes 1) N padd dlad mam. Oot mw and Rat ghat hors f6e rap ohwd pp•Udly poided Been 2) All nyaa tbe Pat a o¢ 5rgm M@8 ulav oThwir S) Al mm eporiq b 24 O.C. -rim Wlai x 4) Pr nmT Rem Ynh3Re BO441 remlmlrlldolim x-brariq .rode be ploted at o m®aun Rolirg 15 oG oeraa the spa% to ro reyadw0 at a mm�lnn of 20' behwo wodi x-trom n.wyoa the amrzwn a►,m fde to Bcs-al for my od61iaa1 brorig ROOF LOADING SCHEDULE TC�DL �0 P� BCDL = SO P� TOTAL = 37 PSF DURATION = 1.25 a WIND SPD/TYPE 180 ENCLOSED BLDG EXPOSURE = C USAGE =RESIDENTIAL CAT II NAND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 1'mss member deggn & comrcmrplmes are dedgmd for ASCE 7-IE and mvdro® forces SomboW amponems. and claddings andmain wind trace resimgg sysems. • lbese trusses have been reviened m rmy an additiore110gpsfm � bosom chord We F R LOADING SCHEDUL PSFPSF PSF = PSF ROOF DESIGNED FOR SHINGLE - AM REACTIONS AND UPLIFTS ARE BROWN ON ENGINEERING WALL KEY 08-8' ® 0 � oEscwanoN Mrt GATE wr ss tna M MZ lWl MR r R MTC .11N l 4 I4 Is � CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G N. V. VINIER HAVEN FLORIDA 33880 plI]dEl C800) 959-8806 FAxI (863) 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECT CRSEIL9IDE MOD0. 1828/CALi/4EBH / CCA PROJ/MOD0./ALT 7A5/ 920/182ED,F/ 02 ALT DESOIHE 11PIIC II00111/10 m ON GiII OTC LOT 20 BLOCK DESIGNER PAGE RFS 1 33117 LANk334504L 1A4 "=1' t -Z7 S. Builder: Project: Model/Building: Lot Alt: Lot: 12 Address: ENGINEERING PACKAGE JqR HORTON / STATEWIDE 7A5/320 CREEKSIDE 182ED,F 02G JobNumber: N334504 _..__.._...._........__................................................................................... Revision Date: Block: � T -� _ Unit: I--mm New Load #: 'tD moo,_, l" CARPENTER CONTRACTORS OF AMERICA, INC Q3900 AVENUE G. N.W. V WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 RI01 __�_ ALFINE" March 13,20.19 mffWCm,I,PtIfft, *. Bob. Michaelis, Carp'e'nt6(Cd.ntrAct6ts O-Am6fta,-Ift. -mQ Avenue 0,. Northwest Win HaFven,--'FL 33860-6261 Re: Alternative Installations -.for 6 single 01j. carried truss with a width less than the hangemidth,grid. wood. blocking .to: pthieV6 fJ1.1 dosigoload 'Value Jorfoce-n Uhtod:*hanger -attachm ent bn-a'one ply supporting girder (Reference M611 WMM2).. Dear Bob,: For "a 6in:gIb Ply carried truss with awidth le'ss than "the ha'hgee. width you can .install .P. prefabricated jack scab .truss: for wood...filler l5lockiogi.-The chord sites,-.-.6h Qrd,grz!Oes, and Al to - e. (*}:will hav*6 aninimuM .be-th'e*'.seirrie.astli6sirig.1 :ply.carried k1!�c`Ab*tr0ss-(*�Y length of 48and will have a minimum i 6h.:of-,5/12 The single ply carried truss shall ha .0 reaction of 3,500# or les$. Attach pefabil6afk ja6k:scab,truss with' Jwo. (2) rows of 0A28"x3U:" GCn Nails at2' O.C. Sihipson Strong?Tie Catalog C-'C2Q1:9;. page 216 Figure:3for more information; Figilre 'I For,p single, pl'y',gl'fde`r,that requires woo d.blockino to,bdh10v.efUll desigri load ... Va.lub for face -mounted hangAr-5 attach one wood block to'thp back face of the single : ply girder with the game sizeand grade as the' bottom. dhbrd. of the. sing"Ie. -ply girder. The.`Wodd: block l6fto.th to- be. such that"the --m(6od blockinig.-extends to eaq4adJ#6nt�'pah6l points ,(,#ebs.and bo%6m chord intersections):: Attach wood blockrow's -qf'o'.1 28x.3.V'Ou. ' n Nails per row,. staggered: 3.0" applied to' the Na. 6750. Forum D.O.ye$uite 505., b.r6n.d.ci, FL_ 32821l.- wwmalpineitm,com ALPINE .AN rrV(CO�MW. singleply-girder fbce.'with-an addftional '.(20 . )0.128! O'�'(3un.Natisat.:bach-pan6ip.pi'n'iapplied to'the,. wood. blo'6k.fabe (See .FigUrI.B%2 below). Please r6f6r-to thb.ti'm., Obn Strong-T-ie-`C6t;albp C-C 20191 . ...... ... ......... .. ... .. ...... ... .. ....... ........... ............ The application of-prefabricatedjac'k"scab trials fb'r-W6.od filldr':,blodkin'j:ole -wood bl'ock"ng'-fo; achieve full. design load'value for.fqqp�Mount6chapgprp must be :approved. Oythehardware manufacturer: All edge .and end distances, acid -toadin-g''fo"fall nail dbnnedtiorJ8 mutt. be suffidi6nttb*Orev6ht-.splitting of 'Wood., if. I canbe. of any -further assistance,pr if you have any-.quedions., please7g - ive -me a *: A A Wilfibi.p H.- Krick, P.E. Chief Engih6et .Alpin -an ITW Company Engineering Department. Odandoi FIL .190-70861: STATE .4 % 6750'F6'r'Um' - Ddxi&: Suite 305', °Orlando, FL $2821 - (800)`52:1-9790 - (863) 422-.8685 ALPINE AN "CW-PAW April 2619 8 ' Michaelis Inc. Dear Bob,. I understand there is �oM6 concern over our fecdfnfiii�mdati6ns f6rstrohdback bridging on -roof trusses, S .. . _'-__-- --' - bridging '-_. --_ , ~ -~ - Onethevarie uniform along th��eUh�o i in dips' ` `. r6duce-ovefAll indi0idbJo| d0flectiam, especially ah�.r6mftrussds, --------ef---------------------------- ----'------------'----'---------'- ------ -------- Si gip oe n. a�n����cofnalon and giirder trusses-, Th.e. use --of stron. - gbacK bridgingshall not. 'Interfere with other, design Th6outerOhds m«aUoranQthordeounaend. or Sfr6fi'b'ack bridging'shall. be -'a. �� mh�n��dm��hthe ' d�dM`1 (8) 1*6d - mmon nails '(0.1*6Tx3'_5"-). nails at:. each intdrt6cting rhembet. When extending the- �7�8Forum Drive:Sude3O0 [}rlMdofL228221.-(80O)521-S7SO.- (883)423^8885 ALPINE .ANj frWrAUDAW tX ',.; V.? U L. I.: M I L- t..l N . I :. ,) j Figure-1, If Lcan. bd of any iLirihi§tassistance` or-gyou 'have :-.any questions; please; give. .me a call. Williahi. H. Knck- PJ-z. Chief Engineer Alpirle an !TW.*.o -:Cmpany Engipeerin-'DOOAttmieifit -Qflando-. FL V821 6760 . Forum Drive Sulte..-365, Odan'dk FL 32821-i (800). 52T-9.790 - (893)-.4224685- W".blpir(eicc.iryi I. S-TRONGBACK A..RIDGNG BUTT tTRONGBACK I:BRIBONG TOGETHEIr '0.r 'ATTACH SCAR W1TH'I0d;BDVGUN. 41 "V Rx 6. (0.129!x3-0'2 MAILSW".P ROWS` AT ;SCAB' , .6, O.C. NOTE, 'IN LIEU, OF SPLICING AS -SHOWN, LAPITRONGBACK-TRIAGING HEMBERS- Folt:AVLEAST ONE -TRUM.SPACING TREINGBACK SRIDGING: SPLICE DETAIL STRONMMOk BRIDGING ATTACHMENT ALT E-RNATIV E-.S RECOMMENDATIONS P-- All scab -.on blocks ghall: be:. a mlnimum_`2&4� ''stress grAqed W.mbet%* iw-A(L stroil9back bridging and bracing shall be:.;OL. min[muo 2x.6 's'-.:.tre'5s. 'grade.,O* 1pribei, q 0The pu-poise of sirond.'b.a.rk bridglhg:it, to. develop toad sharing between' IndlyI trus ses,: resulting In -6n bi6raLL.Ih&66sg In -the sti##nessr.:Of,the: floor s.ystevii strongback bi�ldglnb', potItIahod. jd�;-. '.:S�.howh In cle'ta'lls, Is recommended at. 10, =04;-.o'.C. Kmax;> liS.-The terms: 'bridging' , d 'bracing' :are- soMetirnes mistakenly •us ed. -interchangeably, 'Bracing'` Is.an fmportan't; structural reqUiretn'ent..bf any fLo'& or roof .sys.tem. Refer''t.o the; Truss. Design -Drq;*Ing .(TDD) f&, ,bracingr'Lq ult�6me nts 'for 4'( each In'd1VIdCAruss* component, 'Bridging;' CL A: particLf(aMy, `strongbq.:k! j-b.r11dg!pg. :'is' ., rec6mmehdatIqh- for 'a' truss sy._5tRM to• help cowtrp r.atlon. n addition to :aiding.. In the: distrIbutIon of point . loads bet*gi,6ej adjacent :truss, -strongback bridging serves' to reduce M pounce. Or vibration. Ylvvon� resulting, from vlovli*g point loads; ouch a's, footsteps. j..nt 04.i�j- Th"e performance of -oJI 'floor ystems -are I 'h enhanced by. +e. InstaLlatiom bt -s+rohg6.0Ltk- &k brldglng and -thefordis I . strongly, recommended nde.d by Alpine, For additional jnfdrmatilph rebqrdlhg -strongbapk bridging,- ref er to - -.13CS! GUILdIng. Component Sa'fety, Information). fe"k YANA ,a r-*d Mw properly attachad* sit, .1 N6.70861. .4.y. Shalt havi. &"ad" ftc pgmr44';ja qM; aht* of It P4 b., lyr Shalt have * kataud Of -A S"Orwa 'r =. a j t�l .4 Z i� Ddau, rwlldromr M dr , Zw , I-ROA-1 fop: stwidlar.d plat. -la"ftm. M04 4kt" Sbatl,not'k" ANff%VWMPAW . .. . IF a WA d.avirowy YutAUatlon L. brazing vfl� TM. &At&"-WW US* of. "-d-vkv .A,N" 6ft-*.w.C"Vft PC ft *4019.. Of pr0foxtbridl fllviipbil M*a is :3%Ad1r4'- WW 11hast vwrai ICD1.=a&6ra 0 2 01 1 M REF STRIT tPSF I)ATE. 10.0i .PS.F- PRWG,STRB PSF tl� 4 -m 14 w> z f'1xiac rx €LA{'ri�.4 F!�► 09'.l`ngg4 Gt,. RlOSii�C9 >f jVX%TFtATiEQ-.0 ':Q-y TCk 17pE? ` -' C1 OH�i iCA 'i' Fal+l. off i31kL._ A7'..L'IS�A.�'� T.l saff 9•. � 75i SZE P fiiQPl fi " ' >41 t : p1 MI F. M .- .I- MdE . PLATe's A -OTHER' DAIA i�L7,: 11.�' ;; :NbT---.,sh�dit m-:,jiA-,,,rRIAL--0M L-Aa w it � ►� Te >� � is ��1..�Iif9"fat�4�. Rft�fS . €ti' �biM�Ve i . y :g i,it lids .. s "f ,:.:;-..� ,� i . ' �tA'riri��� .`��': T�: BE' URPLIM- "f : y M }irn #� K �� .F� p's �' ,� !'': jai rc t✓ H ! ; Rif f I`oq. All •-y?N. • rw i' I Dim U. ....... . . .. awl k: ' .-.. '�.�.:. '. n Y.'i.:>�iy �•nwuo•.+lP•.r.wnmivvT.IINf,. vvli-, 'om+wnl+,Pm4r..rT.!-!'^�^T'^,+r_. +wNu�•=•�-+w-+--1.i-.. -. '_I"-.�• .'II'�iM:"•`""'•',` � , •I _ 1 w;.,W-I......... . .. . . 77777 ' * + r. EI' UN, i EA. 4'Ij {t ,,�� 11yy{{ ��iiI� j` {{ : dR CLE P ' fiI'hi•: t!t3 • Ltd xt5 a :'s� . Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member, This design Is valid only for single ply trusses with 2x4 or 2x6 broken Members, No More than one break per chord panel and no more than two breaks per truss are allowed. Contact the truss manufacturer for any repairs that do not comply with this detall (B) = Damaged area, 12' max length of damaged section ,a (D - Minimum nailing distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member. Apply one scab Per face. Minimum side member lengths) = (2)(D + (B) Scab member length (S) must be within the broken panel, !: Nail Into 2x4 members using two (a) rows at 4' o,c,, rows staggered# Nall Into 2x6 members using three (3) rows at 4' oz., rows staggered, 1 Nall using 10d box or gun nails (0.12814', min) Into each side member, The maximum permitted lumber grade for -use with this de -tall Is limited to Visual grade #1 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid-parlel splices. This repair detall mny not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tie -In loads. S• , L L e OC Typical + 0 + o + o' + 0 o + o + 0 + 0 + Str agger + = Back Face 10d Box (0.128' x 3', Min) Nallsl 0 = Front Face 2x4 Member - Double Row Staggerf 2x6 Member - Triple Row Staggerei Nail Spacing Detail N*Vw WMTAHTws tH TICS�MAV�➢IGM ALL CEIV OHTRACThAt 11 Trussrs require rwtrene care In fabrleatlnM handlksl, sW'Fj%p Inat follow the latest rdlilan of ]CSI Oulldbv Corponent Safety n`oraotl eprrna 82 prlar to perfor,dnp these funrllans. Installers shall provl Unless noted otherrlae, oD chord shall have properly attached stru �. shall have a properly at d N cel Locations shown For per �ON"It have brapepk�fp Installed per Ise ?3. 37 or 7)0. or appUr Lip Refer A* and 16CA = for standard pate posIsltlarrm ➢etols, wltee AN RW IOMPANY ��tWss�droaMy any talflure to bNAli' the ptruss M�onforni ancr wish M , nstollatkn o•traCing of irUSS&S. A seal'l'+opn this o"4V or cover pa Ustlkppn tNe drarFy )iodates to any sR'uc kKtlias ny fpavLAF oar. 8VJLsho*4 be neTM r Pw 13Ses LakeRanl OdW ror More Infornaik,n see thls Job's general notes ppapt EadhCRy.M003045 ALPINS www,alpint1tr,a6nl TPI, vve.tpkrt.orgl SECA rww.sbelndus 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# 800# Web Only ' 2x4 18' 975# 1055# 1295# 141511 Web or, Chord 2x4 240 975# 1 1055# 1495# 1745# Web or C$crd 2x6 1465# 15B5# 2245# 2620# Web or Chord 2x4 30' 1910# 19600 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 .4ee . 3460# 3540# 4070# 44454 Web or Chord 2x6 5165# 5280# 6095# 6660# G iFE INSTMLERS. nd bradna. Refer to and I TPI and SICA) for weety oonr braeN err 7CS1. Sheay�F�p a botion C�Crd lateral rrstraFlt of webs hmly p�trs to roda face orh for ehanal" esh Pk led, once of professional r of two dralft [ l SILL wse web slttsi , ICG wvwJCCsafe,org Hlnlnun 8 L —Ti L ➢lstonre ACING Hlnhun L 8lstance 8 REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 24,0' MAX,�� -NO -A. Luaffier. We and larade.Alnumum Requirements. kl4i'fi"id— 4'�, (mrl.!i MS664i-i"mi PitbOebiuste, AX4•4E ICKiNGr ;,!00' -FR ' ====T.Rth§S UNDER VALLEY A MING fist F 17)4LL9Y RAFTE-R.011 RlDall Purnlm CS?. +&Wkg Sleepers':jA '-cAy-sp% Wjcjj4-jjQj*r:s6Aqdpoleb-41-01dr-30 psf (T*L)and 2fj pgf (.TD) Max. 2a ipInrkra rdfoolh'eh'. f?dgo 'r(kn tho,vailleys brisloopem liWd-5c ifiatcrlpple locations era 0. C:Pvv) A.1AL�ELT TER li�,�LEY RAF 11 T ----Tf- -7. 1T 1 '. I/:, Height, 01 IV .00WAR BEAM.AVERY MPA FAIROF RAFTERS ti -iwiwro t Id :a eathfifg lino Purtln With a NO Pi-4- a . log In ria -Max[mu(n MO.Arl rdbf height; 3,04pet. .4i'! Ff "SCF 7-16 W mph; fndlcia ,iao by -others) lx'PSL:90'K iitlon ;nails. imi eld&Wkafter, �r'9frqu6s are if Silm9pers.are.nal u;qqf'. es -4'*ir'lp' p'lo, *-Alt b4kWe*�an- mx,g Sin8lnb'is not Used. i 7 . C -!dYWd:. %li di 4•�bdYoe nails iotch)risheathing RafYeiicsiedpMr5,16d log -'nail's Mfz&14r. two UG sleepers.' 41641toe4allis S. -51&pdt td-trwi* 4*16dtd&ftalls 3 led t6&.rjU9..ea.ch slaeper.lk truss .6. ''FAdiia:bo5rd:ti3-rjoof bldck 4 led toe-ndils -AS'R#VD.F.0RFj-i .7. -Rldje-bqaed toJOPis- 4 Xf?d.t6e.-A;vJts S. .-Fruffln to (TST). IS. Trimcti'blacking 416dtort-hail;: um'to wii'We. .n.'Tr .12. MSAJMUSEDI 4 16dto!4-rialls. dOMM&N NAILt gth, -NQ�F P 'VkL& P tING ; -WA No* nxiw at .30 46 54 PM 'y IPA.Iwd' svw� Sd iir -aw. Af-.jr C*%W*n'%- ;.,S' DL 10 ZO 7 -r DATZ j0/qjj1,4 01 o -0 0 0 DRW.G -ACNV180101S Lwki 6-ditjp& U.wrw -Ac m 9f VA0 tudi.�i tow.. kv, Qr Be. Wit. 46'v*- -Z fqr *Wldi-d Fiat. posfdcAc 'bon alm t T'TLD.3050 47 Fin.m ffw MAkW 4, ir I or f af I.P-.5 16 b 1) Face -Mount Hangers - I -Joists, Glulam and SCL m e _...-..--- M. s These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. (in) SUff I Reqd WR " B .., Face - Joist Uplift Floor -,Snow' Roof Floor Snow Roof, 17 (160) (100) (115}= (125) .(100) (115) (125) - Min. (14) 0.148 x 3 - .0 1,660 1,8051 1,805 1,425 11555 1,555 IUS2.56/16 2s/6 16 2 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805 1 555 ' 555 1,555 21h x 16 MIU2.56/16 - 29/,6 157% 2% - (24) 0.162 x 31/z (2) 0.148 x 11/z 230 3,455 3,920 4,045 12,970 3,370 13.480 U314 ✓ 29/,6 10112. 2 - (16) 0.162 x 31/z" (6) 0.148 x 11/2" 970 1,945 2,205 2,375 1,675 1,895 2.045 HU316 / HUC316 ✓ 29/16 14% 21/z - (20) 0.162 x 31/z (8) 0.148 x 11h 1,515 2,975 3,360. 3,610 2,565 2,895 3,110 [Be. �21h MIU2i56/1$ • 2h6j "173716 2?h ;-` (26)0162X3a/z`.;'-(2)0.148xy1/z ' 230` 3745 4045�4,0453t220 3480 3,480 LA x 18 ✓ ; 29A6 141/a< . 21/z .- (20),0162 x,U 4 8 0.148 x l N' .� 1515 J 2,975 3s360 3,,610 2,565E 2,895. 3110 21h x 20 MIU2.56/20 • - 29/6 197/6 21h - (28) 0.162 x 31/2 1 (2) 0.148 x 11h 230 14,030 4,060 4,060 3,465 3,495 3,49b 1 �" MIU2156/20 . ' ✓ 21i6 - 197hs 21h - (28} 0162 x 311z (2) 0148 x 111z .;; 230 4,03D 4 D60 4 060 3,A65 3 A95 3 495': to 26 29/16 x 91/4 29/16" wide joists use the same hangers as 21/2" wide joists and have the same loads. to 26 .MIU3J219 ' ' "> • 3?/a 9Y6. 21h - .(16},0162 x 31h; (2)�0.148 x 11/z 230 . 2,305 2 615 2 820 1,986 �"2,245 2,425 3x91/z HU210 21 HUC210 2 -� ✓ 3?% -'-81.'h6 21h Max ;{18)0162 X 31h (10) O,148 x 3 ,,7, w 2,680 3 020 3 250 2;305 .2,605;� 2,800. IBC, MIU3.12/11 - 31/6 11'A 21/z - (20) 0.162 x 31h (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 3 x 117/6 HU212-2 / HUr;212=2' - � ✓ ' 31/6 109/,6 21h Max: --(22) 0:162x 3*C 3"' 1,795 3,275 3,695 3,970 2,820 3;1 -3;425 �LA HU3.25112 J HUC3.25112: • 3/a " > 11, 3/a . 27/z' ,- (24}:0.162 x 31%z;: ;(12) 0`148 x 3 K ,7w5 3,570 "4,030' A,335 p 3Q75 '3,#70' ,3,735' HU3:25116 / • Min c (20) 4162 x31/z (8) 0 48.x 3 1,515 2;975 3,36,0 j 3 610 , 2;560 2;890 3,105; - Max, (26) Q 162 x 3'% , _ (1?� t�.148 x 3' ; , r95 3;870 4,365; _4,695 E 3330, 3,753 � 4,040'. HUC3.25I16 �',. 3'/4, . 13i3A's _ 21h - � 3?%glulzm flUCQ210. 2 SDS v 31a1 9. , . 3 - {12)?/<' X 2y/z"SDS , (6)I/d X 21Iz„ SDS �, 3'S .5. �15 1, �i 5, 4,315 s s 6UG 3;7 0 3J10', FL " .HGUS3.251,10 • .- :, ' `' ' 3j1a 85/a j.: . 4 - (46).0,162 x-3Jz' "; (16) 0 62 x 31fi ' 4,095`. 9;1b0 9,100 9100 } U5 ,7,825 �7,625 IBC, HGUS3.25/12 3?/a` " lO6l ' ; 4 , - . (56) 0.162 x 31/z (2,0) 0. 62 X 31Iz : 5,040j'9,400; 9 OO '0,400;8 085� ;8,08, 8,085= FL CGU3.25 SDS -" 3!�a, :8.to 30- -41Iz "`= {16)1/a' x 2'lz' SDS (12)1Ya''X 21h" SDS 5.555 6,720 r 3i=,:' 1'w 4r840 5. -555 a,"265 HHUS46 - 3s/6 51/6 3 - (14) 0.162 x 31/z (6) 0.162 x 31h 1,320 2,785 3,155 3,405 2,395 2,715 2,930 31/z x 51/a HGUS46 • • - 3s/6 47/,6 4 - (20) 0.162 x 31/z (8) 0.162 x 31h 2,155 4,360 4,885 5,230 3,750 4,200 4,500 HUS48'°° •- ,� ="{3 6.,6',�46. 2,.-a"= {6):Q162X31h�, ,,,(6)"0162x31h �� 1„3w0 i,595 T815 1;9B0.1�4i365 1,555.1,680j 31/zxc71/a ''HHUS48 • �;� _ - 35/6 71/6 =3 -, (22j'0.162x'31Iz ,(8)0.762x31%z 78 ,4;210 4770:':5,14_0,3615 4,095=-4,415' -.-,.._.._._,.. l r_ eat, c nit-` IUS3.56/9.5 - 35/6 91/z 1 2 - (10) 0.148 x 3 - 70 11,185 11,345 1,455 1,020 11,160 1,250 MIU3.56/9 - WN 813/,6 21h - (16) 0.162 x 3112. (2) 0.148 x 11/z 210 2,305 2,615 2,82011,980 2,245 2,425 U416 ✓ 39/,6 83/a 2 - (14) 0.162 x 31/z (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 2,120 HUS410 - 39/,6 81-IA6 2 - (8) 0.162 x 31/2 (8) 0.162 x 31h 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 - 3s/6 9 3 - (30) 0.162 x 31h (10) 0.162 x 31/z 3,565 5,635 6,380 6,445 4,845 5,486 5,545 3Yz x 91/z HU410/HUC410 . ✓ e 3 /+6 s 8 /6 , 2 /z - (36) 0.162 x 3 h , (12) 0.162 x 3 h 3,23.,5 ., 7,460 7,460 17,460 6,415 6,415 1 6,415 HUC0410-SDS - 39/,6 9 3 - (12)1/4" x 21/," SDS (6)1/4" x 21h" SDS 2,265 4,500 4:500 1 4:500 3,240 3,240 13,240 HGUS410 I., - 3s/6 91/,6 4 - (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 19,100, 7,825 7,825 7,825 IBC LGU3.63-SDS • • - 3% 8 to 30 41/z - (16)1/4" x 21/z" SDS (12)1/0 x 21/2" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 LA MGU3.63-SDS • • - 1 3s/6 91/4 to 30 41h - (24)114" x 21/z" SDS (16)1/4" x 21/z" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 IUS3.56111.88,2-= .,(12}0148x-3, - 7. 1,420. 1,615',1J45 1220 1;3901;485 MIU3.56J;11.�3s/+6V ' 111%a 21h- "`=`, (20)'0.162 01/z 0:?48 x 11/z �; 210 2;680: 3,135 ,3,135 '2 475 2,695 2;695 U414` ,: j - ' ✓ ' 3 6 ' 10', 2 - . (16) 0.162 x 3?I? " �.� (6) 91148 x 3 97t) " 2,305° 2,615 .2,820 >y980"'2,245 2,425. HHUS410, •: ' " - 3b/s ,9 = 3- '_=; (3Q) 0:162 x 31/z , (10)"O:j62 X 34h �:5 5 5 635- 6,380 s,4 t5 4-895 5,486,, 5,545 HUS412"> • • '� = `3OA' 101I� . 2- = (10)0.1 22x314 (10)0.162X.31h ^ 3A3,5 2660 3;025- 3,265(2.275 U06'2,795' lifl"'n irq ,r Rjh ";: 4R) 0 114R'Yq 1 13.1' 9:3Rh1� 9;n.sty(?. i9:5) 4-6n •31h x,1 17/6 : HU412 / HUC412 46 See footnotes on p.150. THA/THAC Adjustable Truss Hangers o> e This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX I coating. GSee Corrosion Information, pp.13-15. V 1 Installation: d Use all specified fasteners; see General Notes. C The following installation methods may be used: V N Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. F = Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For -- the THA29, nails -used fior-join'^attachment-tr,t;st-:driven at an d 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. Naffs must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35/e" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 1314`for THAC422 for 422-2 426-2 011"THAC422 Face nails Top nails pertable per table iy: typical 21,T for THA422-2 and THA426-2 THA418 Double 42- 2 face nails Use full table value (total) Single4x2-tea 4topnails See (total) nailer table E . s, __ y' 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 ® Double -Shear i Double- NailingDome Double -Shear Shear Side View; Naifing Side View Nailing Do not (Available on Top View bend tab 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 ryprcai r rimev Top Flange Installation fer to Inote 5 p.187 86 Simpson Strong -Tie® Wood Construction Connectors SIMPSON Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. 1'2 - (2) 0.148Y3 (6) 0.148 x 3 (4) 0.148x3 1 525 11,750 1 1,750 1 1,750 1 450 1,330 1 1,330 1 1,330 THA29 18 1% 911/s 5Ya 27/s - (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 1 525 1 2:610 12,61011 2.,610 1 450 11,985 11,985 1 1,985 THA218 118 1 1 % 173/s 5'/z 1 2 1 (4) 0.148 x 3 (2)0.148x3 (4) 0.148 X 11/z 11,460 1;463-01 1460 1, E10 1 E 10 1j10 IW IBC, THR218-2 ` 16 31/a,,17'Ys 8 :' 2 (4) 0.162 x 3�h (2) 0162 X 3'h (6)'Q 148 x 3 "' 1,9£ G 1 35' 1 t�i . '' 4 G 1 a t`i 9 �1v , "! FL, i O +, THA222-2 16 31/a 22-s 8 2 - (4) 0.162 x 31h (2) 0.162 x 3'/z (6) 0.148 x 3 - 1,960 1,995 1,995 - ;d9G 1,515 17515 LA � THA413 �; ' 18 3s/a 1334s 4'/z;. 2 (4�'Q 148 x 3 `" (2) 0148'x 3 •{4).0148 x 3, ' ;1,51 C THA418 16 3% 171h 77/a 2 - (4) 0.162 x 31/z (2) 0.162 x 31/z (6) 0.148 x 3 - 1,960 11,995 1,995 - 1,49G -1,5151 11515 O ci TFIA422 , - ' 16= 3s/a " ' 22 77le 2 (4);01 fit-x 3 �h (2) 0162 x I {6} 0148 X 3 c 1,9 s ; ! z s5 ' 1 3 5 ' ` € d90 i i tv l THA426 14 35/e 2G 77/a 2 - (4) 0.162 x 31h (4) 0.162 x 31h (6) 0.162 x 3'h - 2,435 2,435 2,435 - 2,095 2,095 2,095 THR422 2 .14 " T/4, 221'tis 9 /4, 2.. r - ` (4) 0:1fi2 X 3'h ,, (4} 0.162 X 3lz (6):0.162:x 3'h , -- `3,330 3,3304! 3,330 - 2 865: 2,865 " 2,865 ,' FL THA426-2 14 7'/4 26'/s 93/a 1 2 - (4) 0.162 x 31h (4) 0.162 x 31/z. (6) 0.162 x 31h 13,330 3,3301 3,330 - 12,865 12,865 2,865 § ` z Face ount{Maxi Installations . , . n ., , .�x THA29 18 1 % 971/e 5'/a - 9"/6 - (16) 0.148 x 3 (4) 0.148 x 3 525 2,265 2,265 2,265 450 1950 1950 1950 THA213 y8 11,1 73s4s 5'h 135A6, , (14)0.148"x3; (4)0.148x3 95 THA218 18 1 s/e 173/s 5'/z - 17346 (18)0.148x3 (4)0.148x3 855 2,450 2,450 2,450 735 2105 2105) 2105 THA218-2' "16„ _ 4 17'ti6 .''8 : 14'/s (22) 0.1 fit X 31h (6) 0.162 x 3'h ;1855 3;310 3,310 3 0 ° 1595 2 8 5 �',84'� � ,5,° ' IBC, THA222-2 16 31/e 22'l46 8 - 14 / - (22) 0.162 x 31/z (6) 0.162 x 3'/z 1,855 3,310 3;310 3,310 1,595 2:845 2,845 2,845 LA THA418 116 3% 17% 1 77/a - 141/s 1 1(22) 0.162 x 31/z (6) 0.162 x 3MJ 1,855 3,310 13.310 1 3,310 11595 12t845 12,845 1 2,845 THA422 ,16. 3% i 22 , 7?1e , l4'/s (22} U (62 X 3'lz (6);0:162 x3'h 55 3 31 10 } E" 1 90 ? � , ry ,8 848 THA426 14 1 35/a 1 26 71% - 16'/s 1 1(30) 0,162 x 3'/z (6) 0.162 x 31h 1,855 4,415 14,4801 4,480 11,5951 3,795 13,8551 3,855 FL THA426-2 114 171A I26'/sl 93/4 I I 18 I - I(38) 0.162 x 3'/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 loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated loads for the THA29 with 11h" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation loads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried 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. 18 Simpson Strong -Tie® Wood Construction Connectors 1OMMMM i Face -Mount Joist 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 double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through two points on each joist nail for grey er strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX3' 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. W Iqof 'cTesigned'for`weiddd'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 ceDouble -Shear Nailing Side View Do not bend tab 00 Dome Double -Shear ..` Nailing Side View (Available on some models) t° for 2Xs 1'fie for Vs� s.. od O; H e• LUS28 VV �c MUS28 Lip %P 1-IUJZIU (HUS26, HUS28, LVA HHUS210-2 and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) •lapis axoe-uou) al6ue eplslno ay; uo pape;sul slleu;slof Ily (lno )anaq aq $snw }srop lg6l>H peme>IS ieBueH snHH malq do.L aibue kioadc Opp, a;nay peol algel to LV•0 peol apul to S8.0 ;no lana8 A < m peol algel to LV•0 peol apel to 9V•0 lno ajenbS .9 > m > 119 peol alga; to LV'0 peol algel to 98'0 lno leAeo .9 > m > Z pool algel l0 917•0 peol elgel to ZL•0 lno pana9 „Z > m peol ape; to 9V"0 peol algel to Z9'0 ;no aaenbS Ilz > m l;lidn peon umod ;slot q}pt/yl;aaS sn!DH :an, speol algemolib' 'oSV to wnwixew e o; Nuo pama�s aq ueo saa6uey sn!DH - wag pamems — snE)H 6uppeu Aeags elgnop aol mope o;;no-IeAeq aq ;snW ;spof ayl . 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E X 8bL0y9) �a1les' ,BZSM; /0 Z/rExZ9l4(QZ) _ Z8L'.% yeeV_ .wSn9H` W,E.x Z9L'0 (9) z/,8 x Z9l'o (bl) E e/e9 8/s L 9L 9Ysb 9ZSM E x 8bl•0 (9) E x 8bl•0 (9) Z 9�kS 9ye L 8L "YLLV 9ZSnW eXstiro(Z�. _. Ex$bt"aCb).._ `cl_ . /4Er 9hsl, 84 $/9Z �'asnZz saZIS xZ al6upS jagwaW jagwaW pauleQ w �6ui1U�e� �s�auejseH „ l 8 H M�` E� (pup) suopsuawpp ', 8H L21 wW „ ''lap°W, - (WOO) sa95uleH Isiop junon-aoieA '_e snoH/snHH/snH/snw/sn LUS/MUS/HUS/HHUS/HGUS These products are available with For stainless Many of these products are approved for installation 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. Double 2x Sizes HHUS26-2 I 4-As 14 135/i6 153/a I ' 3 I (14) 0.162 x 31/2 (6) 0.162 x 31/2 11,320 12,830 13,190 3,415 14,250 11,135 12,435 12,745 12,935 3,655 HGUS26-2 4a/is 12 35/is 57/is 4 1 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,340 14,850 5,170 5,575 1,855 3,730 14,170 14,445 4,795 IBC, FL, LA LUS210-2 67Hs 18 3'/8 9 2 (8) 0.162 x 31/2 (6) 0.162 x 3112 1,445 1,830 2,075 12,245 2,830 1,245 11,575 1,785 1,930 2,435 HHUS210-2 83/e 14 35/is 87/e 3 (30) 0.162 x 3'/z (10) 0.162 x 3'h 3:550 5,705 6,435 6,485 6:485 3,335 4,905 5,340 5,0601 5,190 HGUS210-2 8s/is 12 35/1 9%; 4 (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes hHGUS26 3; ° " 4'�4s 12 , 4:'Shs 5 2 ` '4 "(20) t)162 X 31/z (8) 01627c 31/2 2 s5„4,;34Q ;4;850 5170 5;575 1 855' 3,730 4174 4;445; `4,795 IBC, FL, HGUS28 3 '° "' t 6 his. 12 `:41 hs 71a .4 {36) O':162 x 3?Iz (12) Q �62 x 31h 3 235 F�. 7 460 7466. 460„7;460 2 780' 6 4`15 � 6;415 6,41� 6 415'� LA HHUS210-3 83/s 14 411tis 87/a 3 (30) 0.162 x 31h (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 8t3/s 12 415AG 91/4 4 (46) 0.162 x Th (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS212 3,.;„ s �, 101,', 12 " 4' % n 10 /d 1-4,: (56) OS162 x 3 /2 _ u (20) 0.162x 3 z , {a� r 0�1 t �41; 'S 04� 9,C�� ,� 9Ui :' t 780 I;�Bf '7 3if� �, r'r tr IBC, FJ. LA Quadruple 2x Sizes t'.I <aUJLb-4' I 312f- ,IZ, bl% 1 0i16 11 -4 '([Ul (I;IbLxd'l2" , tf}U.JbL X,.�%2' ;da"lb�-r 44t7' 4;2SbU' -J, 1"C ll, btiJ;lS P,UJ3�' d,/.iU„$,!/U,,4,44"J '4,fy5 IBC, f HGUS28-4 71/4 12 65/is 73/,s 4 (36) 0.162 x Th (12) 0.162 x 31/2 1 3,235 1 7,460 1 7,460 1 7,460 7,460 2,780 6,415 6,415 6,415 6,415 1 LA HHUS210-4 8% 1 14 6% 1 87/e 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 4x Sizes IBC, F LA IBC, FL LUS48 4% 1 18 3A6 63/4 2 1 (6) 0.162 x 31/z 1 (4) 0.162 x 31/2 1 ' ,060 1,315 11,490 11,610 12,030 1 910 11,130 11,280 11,385 1,745 IBC, F HUS48 6'A 14 3s/�s 7 2 (6) 0.162 x 3'h (6) 0.162 x 31/2 1,320 1,580 1,790 1,930 2,415 1:135 11,360 11,540 11,660 2,075 LA HHUS48 61/2 14 35/e 71A 3 (22) 0.162 x 3'/z (8)0.16 2 x 3'h 1.760 4,265 4,810 5,155 5,980 115'i 5 3,670 4,135 1 4,435 5,145 HGUS48 6%; 12 35/s 7'As 1 4 (36) 0.162 x 3'/z (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 HGUS412 10% 1 12 35/a 107/is 4 1 (56) 0.162 x 31/z (20) 0.162 x 3'/z 15,69519,045 9,045 1 9,045 9:045 4,9U0 1 7,780 17,780 1 7-?80 17,780 HGUS414 117f s 1 12 1 35/s 127/1s 4 1 (66) 0.162 x 3'h 1 (22) 0.162 x 31h 15,695 10,125 10,125 10,125 10,125 4,900 8,190 1 8,190 1 8,190 18,190 Double 4x Sizes IBC, F LA FL 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. 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 ANSIITPI 1-2014. Simpson Strong -Tie® Connector Selectorm 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 21/2" nails in the header and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 1'h" nails in 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/a". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/a" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge w L Finish: Galvanized +0• Installation: U • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling V round and triangle holes for maximum values N • See alternate installation for applications using the HTU26 on a 2x4 carrying -member or HTU28 or HTU210 on a 2x6 carrying member -p for additional uplift capacity Options: -. ... _. m, ..... , . C. • HTU may be skewed up to 671/z°. 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 EMMany of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. iai" HTU26 '-1/e° rimaic.-yap bet'w6eft FNE truss and carrying member HTU Installation for Standard Allowable Loads (for 1l2" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes i Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) .n um,(Max.) DWI':: 1'/a ,.Pita, 1 J h ).U;,1 bZ.X J'h '; JZU}.U.t46 x 1 %a � 1,000: 4tSU'. ,J,� 4V , Z.OM), 4 ,y 1U , ..1,333", .4,30u, 6,ZSo? _ a5,�it -L ,3,4ay s: IBC, HTU28 (Min.) 37/a 15/a 71/ta 31/2 (26) 0.162 x 31/2 (14) 0.148 x 1112. 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 15/a 71/ta 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11h 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA HT11210 (Min), 371a, 1'Sla :91ha 31Jz, (32);0:162.x 31%2 ; t14x:0.148 x 11Jz ;1;336 I ;300 < 4.30 !,30- 4,--- 1;745 3;225` ' 3,225 3 225..,c:225 HTU210 (M2k) • ,',91/a ' 15/a; 9tis "• 3�4 • 0:762 x (32) 31h,1 (32) 0148;x 7 ,1h, .3;315 4;705`, ,• � 0 •: f 0 r.5',995 2,850' 4,045 �t 5'' 4„3 u" ' S;15S Double 2x Sizes HTU26-237/a, m .35/ie 5?fia' "311z (20) 0162 x 31%z E ,(14) b.148 X 3 . 1,515 , 2,640' 3,.328 •HTU26=2'(MaX) •• "1h� 35tie', 571ta = 31A�; (20)-0.162 x T/2 ' (20) 0.148 X 3 � 2J75 ; 2,940' 3 0�, :a SBb; - 4',48+' .0.1`870 2,53 2;t3a5 3 "a8 „"3,655 HTU28-2 (Min.) 37/8 35/ia 71/ta 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 1 4,310 4,310 4,310 1,315 2,865 1 3,235 3,235 3,235 IBC, HTU28-2 (Max.) 71/4 35/ia 71tia 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 (3,820 4,315 4,655 5;825 2,995 3,285 , ,71F 4 S �6 (t `; LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 'A" and 112.", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selectors software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/z" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 HTU - Face -Mount Truss Hanger- (cont.) Many of these products are approved for installation with Strong-Drivee SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member NO nergnt Member I'arry1 g Metriber; uarnea Member ' , upnn (160) moor {100} ,snow -j115) 'MOOT . , .(125) . %vvinu "(160) upnn (i60) rroor (100) snow (115);� Hoot ., (125) wmO (760) •Het HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31/z (14) 0.148 x 11/z 925 1 1,470 1,660 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 31/z (20) 0.148 x 11/z 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,520 1,910 IBC, NTII9f2 711 1 : 49VWA, 19m n iA9 v Zy/ r9/21"n-i 45t v i,%i. 1 Q7n-.l jj `9 Qdn : ,A q9 , ;sn' � � {t11�.'i - 1 R 7 rQh. gi # ^ A ,r " Tqq '. FL, LA 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) No IHeight W j H, Single 2x Sizes HTU28 (Min.) 37/8 15/8 71'A6 31/z (26) 0.162 x 31/z (14) 0.148 x 11/z 1,110 3,770 ' 3,770 3,770 3,770 955 2,825 2,825 2,825 ` 2,825 IBC, FL, HTU28 (Max.) 71/4 15/a 7'/i6 31/z (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 LA HTU210 (Min) , : 37/a :15%s - 935c ; 311z .: {32) 0.162 x 3'/s (14),p;148 X TYz' 1250 .3 600 ;60D ; 3,600. 3,600' 107� 2,706 2,700 2 Z00 2 700 ''. HTU2�0 (Max) •,4 . 9'/4 15/a 935a ,31/z (32) D.162 x 31h ,,(32) 0:148 x 11h': 3 255 , 'G 7D5 5;020 5,020 5,020 } 2,800` w3 530 3;760 3,765 Double 2x Sizes HTU26-2 (Mih.) . ; .37/a . 3 a 57ha 31h . (20) O':162 x 31/z (14)' 0.148 x T 1515 .' 2 940, 3, 2Ca- 3,500 .3;500 1,305 2 205 ! .2,205 2,205 2,205 HT:U26 2,(Max.) >=' 51% 3% -. 57A6, 31h , . (20) 0162 x 3Yz. _ (20) 014$ x 3: 1910 -2 940 3. 20 '3,500 3,540 1645' "2 205 02;205 2;205 2,205 HTU28-2 (Min.) 37/a 35i6 7H6 31/z (26) 0.162'x 31/z (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, HTU28-2 (Max.) 71/4 35/ia 71A6 31/z (26) 0.162 x 31/z (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 3,490 140 FL, LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/V 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 Selectore software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/z" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table load. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong -Tie® Wood Construction Connectors HU/HUC/HSUR/L i Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available With both flanges concealed, provided the W dimension is 25/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16 at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for conorete and 1/4" x 2Y4" Titer. 2 screws (Model TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or E v1P sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/16"-diameter hole to the specified embedment . depth plus 1/2". • Alternatively, drill the 3/16"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material 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 Y116" drill bit and hex -head driver bit (Model 7TNT01-RC); a 3/16" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/s" is required as shown in Figure 1 for full uplift lead. • V1/here no uplift load is required, a minimum end distance of 11/2" is pem}tted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUG410 1 v." =4n HU214 Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 HU/HUC/HSUR/L .. . ............ _..___._ .......... _ ....... .......... .. . .... . .. .... ..... . ..... . ..... . ...... . .......... . .. .... . .. . ............. . . ............. . ..... . ................. . ...... .......... Medium -Duty Face --Mount Hangers (cont.) ID These products are available with additional corrosion protection. For more information, see p. 15. HU26 HU26X (4) 1/4 x 2 3/4 (4) 1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 :HU28, :HU28X 545, 400 HU24-2 HUC24-2 (4) 1/4 x 23K (4) 114 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 �U26 Hi6 8 '-VrX 3/� 2 4"X 76 ;3 200 g64',(1v�ax.)., UC26 X 2 I�A X1 1 300" HU26-3 (Min.) HUC26-3 (Min.) (8) IA x 2 3/, (8) 1/4 x 1 -/4 (4) 0.148 x 3 '760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12) 114 x 2 3/4 (12) 114 x 11/4 (6) 0.148 x 3 1.135 3,000 1,135 3,950 I HU210 I HU21OX 1 (8) 1/4 x 2 3/4 1 (8) 1/4 x 13/4 1 (4)0.148xll/2 1 545 1 2,000 1 760 1 2,415 1 rluG k 101 74,A 474 j UU HU210-3 (Min.) HUC210-3 (Min.) (14) 114 x 2 3/4 (14) 1/4 x 13/4 (6) &148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18) 114 x 2 3/4 (18) 1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 01 ---- HU212X J1OY 4' 1� qCI , 500 T, 13 5 `2 HU212-2 (Min.) HUG212-2 (Min.) (16) 1/4 x 2 3/4 (16) 1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HU0212-2 (Max.) (22) 1/4 x 23/4 (2 2) 1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 I HU214 I HU214X I (12)1/4x2-Y4 1 (12)1/403/4 1 (6)0.148xII/2 1 1,135 1 2,665 1 1,135 1 2,665 1 HU214-3 (Min.) HUC214-3 (Min.) (18) 1/4 x 2 3/4 i (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 2 3/4 I (24) 1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 IJ216X 14 2y" � .2;92 0, HU216-2 (Min.) HUC216-2 (Min.) (2 0) 114 x 2 3/4 (2 0) 1A x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (2 6) 1/4 x 2 3/4 I (2 6) 1/4 x 1 3K (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU7 (Min.) (Not available) (12) 114 x 2 3/4 (12) 114 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16) 1/4 x 2 3/4 (16) 1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 A&aivailable�, 4148i 1135,, 35_ 3,230,,. H69 01 available) �(24) 10 x '1 _,(I 0 .1 8 �,Jlh; 3j735 - 44 HU11 (Min.) (Not available) (2 2) 1/4 x 2 3/4 (22) 1/4 X 13/4 1 (6) 0.148 x 11/2 1,135 3,230 1,135 3230 HU11 (Max.) (Not available) (3 0) 1/4 x 2 3K (3 0) 114 x 13/4 1 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 STAGGER JOINTS - TYP.]� RAISED HEEL ROOF TRUSSES / \ B/SKIfI F PI AN UPLIFT/SHEAR ANC EACH TRU55 - SEE PLAN �IaI��a 1,111• �I:�wiamv= `l aaa�a�aaaaa�aaa�aaaaau B/SKI -4P NOTE: ADDIL FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING A SCALE: NTB I. SKI 1 r IBBON BOARD- SEE CHEDULE FOR SPACING t ASTENING TO TRUSSP t I. MASONRY WALL- c. SEE PLAN ROOF SHEATHING- SEE f SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRU56ES -SEE PLAN W N O RIBBON BOARD- - < 3 SEE SCHEDULE r U Z LL FOR SPACING / O Fe0 w FASTENING TO w N U Q Q < TRUSSES w o = _= Z0mrw- WALL SHEATHING -SEE PLAN = uj z MIN. 15/32' CDX PLYWOOD OR uj 3 1/16' OSB WITH 8d GUN NAILS '' U (0.131' X 2 IQ') ® 6' O.G. TO UPLIFT/SHEAR GYP. CEILING - RIBBON BOARDS ANCHOR EACH SEE PLAN 4 TRUSS -SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD m INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN _� _ - - REVISION: RAISED HEEL TRUSS BEARING Z15SGALEI Nts RIBBON 5CHE[DULE DESIGN CRITERIA RIBS ;N MATERIAL RIBBON SPACING RIBBON ATTACHMENT vult=165 MPH (Yasd=128 MPH) ` (2) 12d GUN (0.131' X 37 EXP. B, 2�4 SPF-2 24' TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS vuIL=180 MPH (2) 12d GUN (0,131' X 39 (Vasd=139 MPH) EXP. C, 2X4 SPF02 IV TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS I 17 �A W ❑ ❑ SHEETTIME: mmor+oET.nroR assEn XEEE xooElaussEs SHEEE INFORMATION: la no. JdTEI11YF0: IILe.Id IEDRY: M SK.I January liO;.�, 2020' -ter, traictors o America, Carpenter J C,o*a' if A 4, Inc:.. .9 , 0 1., O*AvOn 6 G NW vM Winter.*Ha'' � P'b"'U -62of Dear.-Matt- ft"ba's come do my attention i-hat,,Somequestions were raised concerning 5,/-W'j!4fn&t6r-, holes drilled th,fu t,h&.chords ` fviiide -face] of sys42 p4l& end trusses * f6t threaded rods used for "tre=downs " If ble,ends.are,,,..ov r�onffnlf ese....ga over continuous spppprt di',th cen eTI' �o'th" f J�6ib§-ae drilled aN6dt',-- ff face iio".c'1.69,e;"tf lall,4' without A amaging,',.Iii'y,connection ,pates',617-Veri!Caf-WI*Sthen naxepardls required.,Theh-usgo 'j�. n, suppdrft'l"f.6,0t,.6ffloor loads.ahid'hd. additional If you' leave any questions;, please give R" me ,-a-.calli; S;. incerelyl- F, Oil No 0 67 O7 b'=6rum.OnVej Suite Oilando, FL 3282.,1'.- 8Q0) 521-W --(863)422::,86155 vv Ro ,,w'alpkn Ths dooxn a has bw escl1 CIt1iG* Si d Alpine,; an ITW Company and'SeVed Using a D(90 agr3 '6. P 11"d AL 6750 Forum Drive, Suite 305 cq>ios NiMWA w atigind $jWwA l6 ttlt the a Orlando, FL 32821 Be?edusing eoigindelectronic version. ALPINE Phone: (800 755-6001 .�yµ9FMtRi7MN AN.RwCOMPANY . www.alpineitw.com COA #0 278 ......... .', �Qj '03/05/2021 N04 t r TAT *14 r'e�`taformaklon t'a e't� �hj Customer, Carpenter Contractors of America Job Number N334504 Job Description.` ,7A5J320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F Address: Job En ineerrn Design Code: FBC 7th Ed. 2020 Res llnteNVIEW Version: 20.02.00A JRef #: 1X3G89750040 Wind Standard., ASCE 7-16 Wind Speed (mph): 160 Design Loading (pst): 37.00 Building Type:: Closed This package contains general notes pages, 29 truss drawing(s) and 5 detail(s). s 1 064.21.1100.22418 Al 3 064.21.1100.24293 A3 5 064.21.1100.22028 A5 7 064.21.1100.23527 A6 9 064.21.1100.24169 A10 11 064.21 . 110014106 A14G 13 064.21 A 100.24309 62GE A 15 06421 A 100,24216 C2GE 17 064,21,1100.24513 D2 19 064.21.1100.24199 V4 21 064.21.1100,24105 EJ7 23 064.21.1100,24465 EJ3 25 064,21.1100.24467 CJ5 27 064.21.1100.24294 CJ1 29 064.21,1100.24262 HJ3A 31 GBLLETIN0118 33 VAL180160118 ttem;: DrawingNumt�er,, i'russ 2 064.21 A 100.24074 A1A 4 064.21.1100.23371 A4 6 064:21.1100.24230 A5GE 8 06421.1100.21621 A8 10 064.21.1100..23872 Al2 12 064.21 : 1100,22496 B'1 14 064.21.1100.22652 C1 16 064.21.1100.24355 D1 18 064,21.1100.24512 D3G 20 064.21.1100.24527 V8 22 064.21.1100;24402 EJ7A 24 064,21.1100.22137 EJ2 26 064.21.1100.24497 CJ3 28 O64.21.1100,24090 HJ7 30 A16015ENC160118 32 CNNAILSPI'014 34 VALTN160118 Florida Certificate of Product Approval #FL1999 Printed 3/5/2021 11:09:33 AM 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.org. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. U# = 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.ora. 2. ICC: International Code Council; www.iccsafe.orq. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 SEON: 250001 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T10 / FROM: RWM Oty: 16 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.22418 Truss Label: Al TCE / YK 03/05/2021 12'11"1526'8"1 33'6"9 39'8" 6'10"8 6'10"1 6'10"1 6'10"8 5X5 E 39'8" 1' 10' 9'101. 9'10" 10, 1' 10' + 19,101, 29'e" ')- 39,81, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.222 K 999 240 VERT(CL): 0.385 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J - Creep Factor: 2.0 Max TC CSI: 0.617 Max BC CSI: 0.882 Max Web CSI: 0.457 Ver: 20.02.00A.1020.20 ?� • • •♦ 0.108 1 � o � /i 1 V • 4. ♦t' :•♦• • fl �l�C 60 t t 03/05/2021 t2 O ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1711 A A /961 /309 /444 H 1711 /- A /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Reg = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1490 - 3155 E - F 1130 - 2029 C - D 1366 - 2875 F - G 1366 - 2875 D - E 1130 - 2029 G - H 1490 - 3155 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2759 -1207 K - J 2278 - 858 L - K 2278 - 879 J - H 2759 -1186 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 541 -134 K - F 530 - 745 D - K 530 - 745 F - J 541 -134 E - K 1362 - 605 `"WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilinct Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the A -CO. - truss in conformance with ANSIITPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilit solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TA 1 Sec.2. Ft7r more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org _ Orlando FL, 32821 SEQN: 250030 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T25 / FROM: ALS Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrvNo: 064.21.1100.24074 Truss Label: A1A TCE / YK 03/05/2021 7'11"2 12' 17'1"12 19'10" 23'8" 31'8"14 39'8" 7'11"2 40"14 12 r zea 3'10" t 6014 + 71r'2 5' =6x6 F 39'8" F1' i 8'1'.1 1 3'9"3 i' U.1" 3' 8B" + 90"11 + 7'11"5 +1'� 8'1"1 11'10"4 14' 17' 23'8" 31'8"11 39'8" Loading Criteria (psf) Wind Criteria TCLL:. 20.00 Wind Sid: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W6,W9,W11 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. The 5-0-0 section of Bottom Chord at 8-8-0 elevation between panel points R and N may be field -removed as required provided that all remaining plate/wood contact areas stay intact and undisturbed. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration:. NA Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.386 O 999 240 VERT(CL): 0.669 O 706 240 HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K - - Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.791 TPI Std: 2014 Max BC CSI: 0.896 Rep Fac: Yes Max Web CSI: 0.765 FT/RT:20(0)/10(0) Plate Type(s): WAVE HS VIEW Ver: 20.02.00A.1020.20 Laterally brace Bottom Chord above filler at 24" oc, including a lateral brace at chord ends. (Not required if 5-0-0 section of lower Bottom Chord is removed as noted (')). 10,...E N _. "r, i i � o 0 s l 1 fi a COA �QNAL `"mialxfnatot, 03/05/2021 u2 td b ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /961 /309 /444 1 1556 /- /- /961 /309 P 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 1410 - 2745 F - G 1410 - 2068 C - D 2144 - 4245 G - H 1218 - 2103 D - E 1499 - 2794 H - 1 1423 - 2777 E - F 1658 - 2771 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1107 L - K 2402 -1107 Q - M 3738 -1614 K - 1 2406 -1106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - S 814 -1523 M - F 2007 -1008 C - Q 1476 - 551 M - L 1864 - 604 S - Q 2850 -1327 F - L 492 - 506 Q - D 1271 - 562 L - G 452 - 368 D - M 825 -1539 L - H 475 - 688 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracincc1t installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN MCOWANY truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pare 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250031 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T2 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24293 Truss Label: A3 / YK 03/05/2021 6'1"7 12'11"15 19'10" 24'4" 33'6"9 39'8" 6'1"7 6'10"8 6'10"1 4'6" 9'2"9 5X5 E Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacinq: 24.0 " Lumber 1' 1 10' i" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 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 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; 133,134 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N; Bracing (a) 1 X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. B3 1114X4 20'8" i 68" r 13'4" —� 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 4'6" 5'4" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.033 M 999 240 VERT(CL): 0.082 M 999 240 HORZ(LL): 0.011 L - - HORZ(TL): 0.024 C - Creep Factor: 2.0 Max TC CSI: 0.961 Max BC CSI: 0.737 Max Web CSI: 0.420 EW Ver: 20.02.00A.1020.20 10, 1' 39'8"+ ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 871 /- /- /610 /172 /444 N* 247 /- A /156 f73 P H 508 /- /- /427 /147 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Brg Width = 68.0 Min Req = - H Brg Width = 8.0 Min Req = 1.5 Bearings B, N, & H are a rigid surface. Bearings B & 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 606 -1330 G - H 246 - 579 C - D 479 -1037 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - M 1138 -532 K - J 952 -498 M - L 691 - 320 J - H 484 -143 L-K 967 -518 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp `yj'��lqurnNsHrfi1�rr 188 M - D 558 -150 F - J 573 1255 , /,`i �`••°"O0'"•.�' '�zz'��� DL-F 769 -272 J-G 495 -484 • •• O '•. fi ,,••'��' CON Qa IONA f i 03/05/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. 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 M-COWA. truss in conformance with ANSI/TPI 1, or for handling, shipping,. Installation and bracincl4of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Odando FL, 32821 SECiN: 250032 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T9 / FROM: RWM City: 1 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.23371 Truss Label: A4 SSB / WHK 03/05/2021 6'1"7 6'1"7 W6"15 i 19' 1 20'>t" 27'1"1 "8 6'5"1 1 o5X5=5X5 E F 39'8" 1' _ 10, 9'10" i -' 10' i 19,10" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE 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. Wind loading based on both gable and hip roof types. 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# 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: 0.747 Max Web CSI: 0.625 Ver: 20.02.00A.1020.20 fa eft,. e •� i o.7Q8 1 ,,� s• O SAT ,a� 40 •..., ..• coAb�;3`o,NAL 03/05/2021 33'6"9 39'8" 6-17 10, 1 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /963 /310 /427 1 1556 A A /963 /310 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1542 - 2800 F - G 1182 -1779 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - 1 1542 - 2800 E - F 1159 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1262 L - K 2030 - 937 M - L 2030 - 957 K - 1 2444 -1241 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -119 L - F 548 - 356 D - L 521 - 683 L - G 521 - 683 E - L 548 - 356 G - K 508 -119 "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 ric�Id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicab-le. 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 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 drawinp or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en Ineering responsibility solely -for the design shown. The suitability and use of This Suite 305 drawing for any sgr'ucture is the responsibility of the BulldingVeslgner per ANSI/TPI 1 Sec.2. Por more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 250033 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T8 / FROM: RWM Qty: 1 ,7A5l320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.22028 Truss Label: A5 �SSB / WHK 03/05/2021 T10"14 17' 22'8" 31'9"2 7'10"14 9' 1 "2 5'8" 91"2 7'10"14 r� 0 W3 �1' + 10, 10, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,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 nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. :5X5 5X5 D E 39'8" 91101, 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.149 J 999 240 VERT(CL): 0.279 J 999 240 HORZ(LL): 0.0601 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.755 Max Web CSI: 0.989 VIEW Ver: 20.02.00A.1020.20 03/05/2021 10, 1' 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /965 /318 /386 G 1552 /- /- /965 /318 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1673 - 2755 E - F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 D - E 1352 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1373 J - 1 1695 - 842 K - J 1695 - 863 I - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 -448 E - I 770 435 K - D 770 -435 1 - F 498 448 "*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, 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 lates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for sfandard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinqqComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN C0..- truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracinc1 of trusses. A seal on this drawnq or cover page 675o Forum Drive listing this drawing indicates acceptance of professional en meering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 Fbr more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250065 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T11 / FROM: RDP Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24230 Truss Label: A5GE / YK 03/05/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " �12'11'15 11'4 3 '6'2 2 6'1'7 9'10' 1G'B' 19'10' 21'1 " 23'1 26' 31'10'7 33 B' 39'a- 6'1"7 2' 2'6"1 ' 9'9 4 I--11YP1 low -'-! _6K FC� 21' i S -- i 13'9' F1' 10'13'12 6' 3'B' T T 1� 10' 19'8"4 21 26' 29'B' 32'8" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W7,W1 4,W1 5,W1 6 2x4 SP #2 N; Bracing (a) 1 X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Special Loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 10.67 TC: From 76 plf at 10.67 to 76 plf at 32.67 TC: From 56 plf at 32.67 to 56 plf at 40.67 BC: From 20 plf at 0.00 to 20 plf at 39.67 BC: 128 lb Conc. Load at 23.21,23.79 PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98) Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 21'11'12 1 3'10'a--1- 13712 I Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.106 AE 999 2' VERT(CL): 0.211 AE 999 2' HORZ(LL): 0.044 1 - - HORZ(TL): 0.088 1 Creep Factor: 2.0 Max TC CSI: 0.646 Max BC CSI: 0.645 Max Web CSI: 0.957 VIEW Ver: 20.02.00A.1020.20 �� �� w•E to ••••°••to f 1i o. TOS 1 s i ° COA f NA 0k, 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 769 /- /- /504 /323 /444 AB 2335 /- A /945 /990 /- Z 1079 A A /484 /352 A T 519 /- /- /398 /219 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AB Brg Width = 8.0 Min Req = 2.8 Z Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings B, AB, Z. & T are a rigid surface. Bearings B, AB, Z. & T 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 465 -1090 I - J 391 -195 C - D 335 - 815 J - K 390 -199 D - E 399 - 762 K - L 536 - 262 E - F 411 - 759 L - M 608 - 296 F - G 397 - 678 M - N 506 - 244 H - 1 377 -185 S - T 228 - 610 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B -AH 922 -479 AA- Z 375 -227 AH-AG 486 -261 Z-Y 388 -286 AG-AF 486 -261 Y - X 388 -286 AF-AE 486 -261 X - W 491 -156 AE-AD 486 -261 W - V 491 -156 AD -AC 486 -261 V - T 491 -156 AC -AB 479 -325 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp AH-AI 518 -256 AB -AR 304 -482 AI-AJ 555 -273 AR -AS 445 -568 AJ- G 519 - 269 A W- Z 272 - 747 G -AL 514 - 933 A W- N 237 - 676 AL -AN 498 -920 N-AX 683 -357 AN -AP 519 - 955 AX- X 690 - 352 AP -AC 540 -984 X-AZ 301 -478 AC-K 792 -505 AZ -BB 275 -472 K -AB 546 -1366 BB- S 326 -457 "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 bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANR CCWMY truss in conformance with ANSIf� PI 1, or for handling, shipping,. installation and bracincLof trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TA 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or Orlando FL, 32821 SEQN: 250035 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T7 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.23527 Truss Label: A6 SSB / WHK 03/05/2021 7'10"14 24'8" 31'9"2 39,8" '15'" 0 r 14 712 918" r 7'1"2 7'10"14 6X6 = 6X6 D T3 E 12 6 7- g5z X5 5X5 F M C o 7 W ao W1 B G A H 4X6(A2) = 5X5 = 5X5 = 5X5 = 4X6(A2) 39'8" 1' _ 10' 9.101, 9.10" 10, 1' 10' T 19,10" 29'8" 39,8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 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 1 Wind reactions based on MWFRS Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.0 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.474 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) all: :20(0) 1 Maximum Top Chord Forces Per Ply (Ibs) GendCpi: Plate Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1807 -2729 E - F 1827 -2537 C - D 1826 - 2538 F - G 1807 - 2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110 member design. K - J 1847 -1131 I - G 2363 -1462 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 394 - 358 E - 1 628 - 300 K - D 628 - 300 1 - F 394 - 358 tlilflttfl8lfttlrhrrr7 41a�r•11• � • /4'i l� GE S .,yam ♦ � s o.708 :,.fit ,..• ��,, COA ( ONA O ..' exrat4ts 03/05/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, 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 BCSI. Unless top have bottom have per noted otherwise, chord shall properly attached structural sheathing and chord shall a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildingComponents Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the ANOWCOMPAN truss in ANSI/PI 1, for handling, bracingof trusses. A this drawing conformance with or shipping,. installation and seal on or cover page 6750 Forum Drive listing this drawin indicates acceptance of professional engineering responsibility( solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2. Kor more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN:250036/ HIPS Ply: 1 Job Number. N334504 Cust:R8975 JRef:1X3GB9750040 T6 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.21621 Truss Label: A8 SSB / WHK 03/05/2021 6'9"4 13' 19,101, 26'6" 32'10"12 39'8" 6'9"4 6'2"12 6'10" 6'10" 6'2"12 6'9"4 s 5X5 1112X4 '— 5X5 D E F 12 6 � �2X4 C 012X4 r, o_ G � W3 ZW B H A I �8'8" 4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6(A2) 39'8" 10' 91101, 9110.. 10, 10' T 19'10" 29'8" +1'� + 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed_ 160 mph Pf: NA Ce: NA VERT(LL): 0.191 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 A /- /953 /716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 /716 /- EXP: C Kzt: NA Des Ld: 37.00 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 Width g = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 BCDL: 5.0 psf 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: 0.754 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: 0.687 Members nott listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2014 - 2780 E - F 1973 - 2289 C - D 1925 - 2523 F - G 1925 - 2523 Top chord: 2x4 SP #2 N; D - E 1973 -2289 G - H 2O14 -2780 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323 member design. L - K 1982 -1344 J - H 2421 -1665 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 381 -339 K - F 425 -401 L - D 535 -183 F - J 535 -183 W�trititP{IpfttUo lrr�r�r D - K 425 - 401 J - G 381 - 339 'Nov� H. y/r,• i E - K 585 -391 • a• � • O. �OS 1 i Y e , � s • ■ SAT O COAb�Q1ALoNv`�°�t� 03/05/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition fo'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 bottom have per noted otherwise, chord shall properly attached structural sheathing and chord shall attached rigidblceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections a properly B3, B7 or B10, as applicae. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin$Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the ANRWCOWAW truss in conformance with ANSIITPI 1, or for handling, shipping,, installation and bracinp of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional englneenng responsibili��r solely'for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building Designer per ANSIlTPI 1 Sec.2. Far more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250037 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T5 / FROM: RWM City: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F D.No: 064.21.1100.24169 Truss Label: A10 SSB / WHK 03/05/2021 5'9"4 11' 19' 28W' 33'10212 39'8" 5'9"4 5'2"12 8' 9'8" 5'2"12 5'9"4 55 5X5 = 5X5 ; 5X5 D E T3 F 12 T 6 2X4 C W �2X4 o (a) (a) C' n in W3 r) iIo 1 B H q a 1188„ 4X6(A2) = 5X5 = 5X8 = 5X5=4X6(A2) 39'8" it0' 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 [718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 [718 A 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 TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 p 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: 0.752 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751 Members not listed have forces less than Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2194 -2804 E - F 2386 -2693 C - D 2057 - 2533 F - G 2066 - 2539 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 -2773 G - H 2184 -2797 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2448 -1855 K - J 2163 -1578 be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 470 -71 K - F 626 -612 for (2) CLR'S where shown. Scab reinforcement to be D - K 739 -778 F - J 466 -52 same size, species, grade, and 80% length of web E - K 789 - 534 member. Attach with 0.128x3" gun nails @ 6" oc.Rit11t11ti1MIlrtUq�� Wind's �¢y H, r_ y Wind loads based on MWFRS with additional C&C d.•` "••"""`°••. �r�� member design. J. %N \�JE �4� •, �� 40 Wind loading based on both gable and hip roof types. s` o. %08 i s • • • • - SAT O .:� 1 NAL COA �4MiitIbll�iN 03/05/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition Component Safety Information, of BCSI (Building by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached riccl�id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Refer to ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the MMCD-AW for truss in conformance with ANSI/TPI 1, or handling, shipping,, installation and bracin4 of trusses. A seal on this drawinq or cover paqa 6750 Forum Drive listing this drawing indicates acceptance of professional engsneering responsibiliti solely -For the design shown. The suitability and use of This Suite For -Designer drawing for any sgr'ucture is the responsibility of the Building per ANSI/TPI 1 Sec.2.305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250038 ! HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T4 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.23872 Truss Label: Al2 SSB / WHK 03/05/2021 9' 17' 22'8" 30'8" 39'8" + + r 9' 8' S,B, 8' 9' 6X6 =5X5 =4X4 C T2 D E T3 =6X6 F 12 6 T T o (a) W (a) W5 B G� 1 A H � 4X6(A2) =6X6 =6X6 =6X6 =4X6(A2) 1 39'8" 10' 9.10" 9'10" 10, �1. 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# 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 /720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 /720 /- EXP: C Kzt: NA Des Ld: 37.00 () HORZ TL : 0.150 1 Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 1.8 FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 Soffit: 0.00 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: 0.834 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: 0.306 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: 20.02.00A.1020.20 Lumber B - C 2250 -2705 E - F 2239 -2478 C - D 2238 - 2478 F - G 2250 - 2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629 be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 1 - G 2329 -1835 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 718 -428 E - I 944 -834 for (2) CLR'S where shown. Scab reinforcement to be K - D 940 - 832 1 - F 718 -430 same size, species, grade, and 80% length of web member. Attach with 0.1284" gun nails @ 6" oc.raeunrnrutiru�r�i� Wind �f H, ��,�I Wind loads based on MWFRS with additional C&C`` ��f'.'•,°«°°°° °•� 1/�� '. member design. �^? ��/ •ie� �(j� ,S°�° . �i Y °: Wind loading based on both gable and hip roof types. 3 , .• ° :'• U. t COA �bIMMEB7IVA 03/05/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building for Component Safety Information, by TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections as applicable. Apply to face. truss and shown and the Joint Details, B3, B7 or B10, Refer to plates each of position as above on unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the AN CDWG truss in conformance with ANSIfTPI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enQsneering responsibilitysolely-for the design shown. The suitability and use of this Suite 305 -Designer drawing for any structure is the responsibility of the Building per ANSlrTPI 1 Sec.2. kor more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250056/ HIPS Ply: 2 Job Number: N334504 Cust: R8975 JRef:1X3G89750040 T12 / FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24106 Truss Label: A14G SSB / WHK 03/05/2021 2 Complete Trusses Required 7' 17' 22'8" 32,8„ 39'8" 7' 10, S'8" 10, 7' —6C6 =8XD8 =8E8 =6F6 12 T2 T3 T4 T 6T O N 7 B G lA H 4X6(A1) =8X8 =8X8 =g 18=4X6(At) 39'8" 10' 9'10" 9'10" 10, 1'� �1. 10' 19110" 298" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- /- /- /1427 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3136 /- /- /- /1428 /- EXP: C Kzt: NA Des Ld: 37.00 () HORZ TL : 0.121 1 Wind reactions based on MWFRS Mean Height: 10.51 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.676 g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507 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: No Max Web CSI: 0.760 Members not listed have forces less than 375# Loc. from endwall: NA FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 B - C 1424 - 3094 E - F 1534 - 3602 Lumber C - D 1533 - 3601 F - G 1425 - 3094 Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS; D - E 2128 -4831 T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Nailnote B - K 2752 -1257 J - I 4769 - 2187 Nail Schedule:0.128"x3", min. nails K - J 4768 -2187 1 - G 2753 -1258 Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Maximum Web Forces Per Ply (Ibs) Use equal spacing between rows and stagger nails Webs Tens.Comp. Webs Tens. Comp. in each row to avoid splitting. C - K 1287 - 417 E - I 727 - 1297 Loading K - D 727 -1298 1 - F 1287 -417 #1 hip supports 7-0-0 jacks with no webs.tgttltttf1111fIttllyr��,' Wind Wind loads and reactions based on MWFRS.•o.••"�'�O••o••k� Wind loading based on both gable and hip roof types.�.� �•�G S� •° 0 • 151 0 .� COA #r �1N0p�f1��a (3/05/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, 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 attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicable. Apply plates to each face of truss and position as shown above and on the Join 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 BuildinlgComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANRWCOMPANY truss in ANSI 1, for handling, installation and bracing of trusses. A seal on this drawing or cover conformance with or shipping,. page 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibilittyy solely -for the design shown. The suitability and use of this Suite 305 -Designer drawing for any structure is the responsibility of the Building per ANSIrr 11 Sec.2. For more information see these web sites: Alpine: al ineitw.com: TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2500391 FROM: RWM 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 " COMN Ply: 1 Job Number: N334504 Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F Truss Label: B1 5'7",4 10'8" 15'8"12 5'74 + 6012 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 4X4 D 21'4" 5'4" 13'4" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.047 H 999 240 VERT(CL): 0.088 H 999 240 HORZ(LL): 0.020 G - - HORZ(TL): 0.037 G - Creep Factor: 2.0 Max TC CSI: 0.371 Max BC CSI: 0.611 Max Web CSI: 0.232 03/05/2021 Ve r: 20.02.00A.1020.20 Cust:R8975 JRef:1X3G89750040 T20 / DrwNo: 064.21.1100.22496 SSB / WHK 03/05/2021 21'4" 5'7"4 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh 1 Rw / U / RL B 864 /- /- /529 /397 /229 F 805 /- /- /464 /361 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 1190 -1344 D-E 1113 -1152 C - D 1104 -1146 E - F 1201 -1351 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1152 - 993 G - F 1161 - 955 H - G 795 - 539 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 471 - 284 D - G 394 - 335 H - D 383 - 322 G - E 479 - 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 and SBCA) fo'r sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rt id ceiling Locations shown for permanent lateral restraint of webs shall have bracint installed per BCSI sections B3, B7 or B10, as applicable. 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 BuildinQQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the aN,,,,,ro,�px truss in conformance with ANSIITPI 1, or for handling, shipping,, installation and bracingqof trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enpsneering responsibili(t�� solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250059 / GABL Ply: 1 Job Number: N334504 Cust R 8975 JRef1X3G89750040 T3 / FROM: HMT city: 1 7A5/320 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24309 Truss Label: 82GE / YK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Soacina: 24.0 " 10'8" 10'8" 4'8" 1 2' -1 (n'P) =4F4 21'4" 21'4" 21'4" Wind Criteria Snow Criteria (Pg,Pf in PSF) Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA Speed: 160 mph Pf. NA Ce: NA Enclosure: Closed Lu: NA Cs: NA Risk Category: II Snow Duration: NA EXP: C Kzt: NA Mean Height: 15.00 ft Building Code: TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 C&C Dist a: 3.00 ft Rep Fac: No Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 1ArAN/r Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 22.33 BC: From 20 plf at 0.00 to 20 plf at 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. WIND LOAD CASE MODIFIED! 21'4" 10,8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.005 R 999 240 VERT(CL): 0.011 R 999 240 HORZ(LL): 0.004 L - - HORZ(TL): 0.006 R - Creep Factor: 2.0 Max TC CSI: 0.323 Max BC CSI: 0.197 Max Web CSI: 0.091 03/05/2021 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 125 /- /- 139 /48 /11 Wind reactions based on MWFRS B Brg Width = 256 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, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabge. Apply prates to each face of truss and positron as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings.160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincL Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN M COMPANY truss in conformance with ANSIITPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use ofg rs Suite 305 drawing for any sgr'ucture is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. for more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250041 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T19 / FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.22652 Truss Label: C1 SSB / WHK 03/05/2021 14' 7' 5X5 C 14' f i 7' 7' 7' 14' Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.014 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): 0.008 E - - Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.013 E NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 lost FBC 7th Ed. 2020 Res. Max TC CSI: 0.767 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.503 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: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. �ptnurnr�ra+Orr. ,�S��til •i���1J� �� ��� �r l ` S 0. 7108 9 i • • o i e SAT O �AL S''N , ro•° � -� �e COA ONAL N �� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 588 /- !- /371 /272 /158 D 527 /- /- /305 /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 805 - 740 C - D 807 - 739 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 598 - 542 E - D 598 - 542 03/05/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y Oates to each face_ of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard 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, anyfailure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,ct installation and bracinof trusses. A seal on this drawinq or cover page listing this drawing indicates acceptance of professional enpineering responsibility solely -for the design shown. The suitability and use of this drawing for any s9r'ucture is the responsibility of the Building -Designer per ANSI/TA 1 Sec.2. ALPINE AN COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250061 / GABL Ply: 1 Job Number. N334504 Cust: R 8975 JRef:1X3G89750040 T1 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24216 Truss Label: C2GE / YK 03/05/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacinq: 24.0 " T 7' j 5' 2' ---i (TYP) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads -----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 15.00 BC: From 20 plf at 0.00 to 20 plf at 14.00 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. WIND LOAD CASE MODIFIED! --4X4 D 14' 14' 14' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 14' 7' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 J 999 240 VERT(CL): 0.014 J 999 240 HORZ(LL): -0.004 H - - HORZ(TL): 0.009 H Creep Factor: 2.0 Max TC CSI: 0.392 Max BC CSI: 0.242 Max Web CSI: 0.142 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B` 129 /- /= /40 /50 /12 Wind reactions based on MWFRS B Brg Width = 168 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C - D 376 -199 D - E 377 -199 Ver: 20.02.00A.1020.20 I Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C-J 511 -403 H -E 511 -403 • i 4.7Q8 1 • ■ ,ot, SAT O ;•� cOA ONAL E .N�• 03/05/2021 *'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the A.MWCOMFANY truss in conformance with ANSIITPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover pa a Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibilityry solely -for the design shown. The suitability and use of this 6756750 0 3o5 drawing for any sgructure is the responsibility of the BuildingVesigner per ANSI/TPI 1 Sec.2. for more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250043 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T13 / FROM: LPM Qty: 1 ,7A55 320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24355 Truss Label: D1 / WHK 03/05/2021 5' 5' =4X4 C 10, 5' 12 6 N f`7 B D in 4 E -8'8" F 2X4(A1) 1112X4=2X4(A1) Loading Criteria (ps0 Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld. 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 10, 5' 5' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 5' 10, Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 F 999 240 VERT(CL): 0.013 F 999 240 HORZ(LL): 0.003 F - - HORZ(TL): 0.006 F Creep Factor: 2.0 Max TC CSI: 0.345 Max BC CSI: 0.257 Max Web CSI: 0.081 VIEW Ver: 20.02.00A.1020.20 s• ®. 708 1 COA gNQ. NAL �N 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /286 /202 /134 D 434 /- /- /286 /202 /- 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 522 - 494 C - D 521 - 494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 **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 per BCSI. Unless noted otherwise, top chord shall have properir attached structural sheathing and bottom chord shall have a properly attached ri:W 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 Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the A —COW — truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional enppmeenng responsibility solely_ or the design shown. The suitability and use of This Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250044 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T26 / FROM: LPM Qty: 1 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24513 Truss Label: D2 / WHK 03/05/2021 o_ N 1 43 10, 5' 4X4 C 12 6 M B D 4 E C{18'8" F �T 2X4(A1) 1112X4 = 2X4 (A1) 10, 1 5' I 5' 5' 10, Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.007 F 999 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.013 F 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.003 F - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.006 F Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft Creep Factor: 2.0 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.345 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.257 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.081 Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): IVIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 434 /- /- /286 /202 /134 D 434 /- /- /286 /202 /- 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 522 -494 C - D 521 -494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have roper)y attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral resprraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. AppTTy plates to each face of truss and position as shown above and on the Joinl 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 BuildingComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the —co— truss in conformance with ANSI gPl 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawlnq or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ror more information see these web sites: Alpine: al ine!tw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2500571 HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T18 / FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALIMEBB ELEV.D/F DrwNo: 064.21.1100.24512 Truss Label: D3G / WHK 03/05/2021 T 0 43 3' 7' 10, F 3' + 4' 3' 'I 4X6 =4X6 12 C D 6 T B E M N a F I8,$„ 2X4(A1) 1112X4 1112X4 = 2X4(A1) 10, 1 3'1"12 3'8"8 3'1 "12 6-10"4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 3.00 TC: From 28 plf at 3.00 to 28 plf at 7.00 TC: From 56 plf at 7.00 to 56 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 129 lb Conc. Load at 3.03, 6.97 TC: 65 lb Conc. Load at 5.00 BC: 80 lb Conc. Load at 3.03, 6.97 BC: 52 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/l 0(0) Plate Type(s): 3'1 "12 10, Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.022 H 999 240 VERT(CL): 0.044 H 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.016 C Creep Factor: 2.0 Max TC CSI: 0.288 Max BC CSI: 0.365 Max Web CSI: 0.059 VIEW Ver: 20.02.00A.1020.20 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 625 /- /- /- /316 /- E 625 /- /- /- /316 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E 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 467 - 962 D - E 467 - 962 C - D 389 - 842 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 829 - 394 G - E 829 - 394 H - G 842 - 389 "WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT•" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attachetl rigid ceilin Locations shown for permanent lateral restraint olYwebs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Bu ildin,$ Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN MCOWANY truss in conformance with ANSI4PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional enpmeenng responsibility solely -for the design shown. The suitability and use of Phis drawing for any structure is the responsibility of the Building Designer per ANSIfrPI 1 Sec.2. Suite 305 1 or more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN:250045/ VAL Ply: 1 Job Number: N334504 Cust:R8975 JRef:1X3Ge9750040 T14 / FROM: LPM Qty: 1 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24199 Truss Label: V4 / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDacina: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 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 9.00 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 111"8 } 3'11" 111 "8 111 "8 12 6 = 4X4 B 4X4(D1) =4X4(D1) A C 10'6"3 D 3'11" 3'11" 3'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.004 999 240 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.098 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 V FE S'`4!�' 0. 7,08 1 s 1V -10 °A, �, ,..0 03/05/2021 ♦ Maximum Reactions (lbs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /32 /18 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid 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 Join "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 Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the —co— Alpine, in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses: A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aI ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 250046 / FROM: LPM 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 " VAL Ply: 1 Qty: 1 Job Number: N334504 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F Truss Label: V8 3'11"8 7-11" 3'11"8 3'11"8 12 =4X64 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 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 #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . D 1112X4 7'11" 311 8 i 311 8 3'11"8 7'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 D 999 240 VERT(CL): 0.014 D 999 240 HORZ(LL): -0.003 D - - HORZ(TL): 0.006 D - Creep Factor: 2.0 Max TC CSI: 0.266 Max BC CSI: 0.192 Max Web CSI: 0.142 VIEW Ver: 20.02.00A.1 020.20 �S�Y ;e••, \,1�J � ,ems Win' , f'°�i 's a ® 0.7108 1 s • r • „Q S AT U '%��� ee �n •'•a•ru rrf•••,f�� COA # (�7S8JJ�iNAk. 03/05/2021 Cusl: R 8975 JRef:1X3G89750040 T16 DrwNo: 064.21.1100.24527 KID / WHK 03/05/2021 9'6"3 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E* 75 /- /- /35 /26 /8 Wind reactions based on MWFRS E Brg Width = 95.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - D 478 - 315 **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 per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attach6o rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingq� Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the MMCOn W truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibili�y solely_forthe design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSIrT 1 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250047 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T15 / FROM: HMT Qty: 8 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24105 Truss Label: EJ7 KD / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacino: 24.0 " C 127 11 12 6 M _O Lo co zo 'ct B A $,$„ D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 7 7' )w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 VIEW Ver:20.02.00A.1020.20 T a � i r • AT 0 � i e Aw • qw A_ COA6�'o;1IA�• 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /249 /108 /208 D 125 /- /- /73 /- /- C 174 A A /128 /169 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached 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 Building Components 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 bracing of trusses. A seal on this drawinc� or cover paWe 675o Forum Drive listing this drawing indicates acceptance of professional en ineering responsibilitv solely -for the design shown. The suitabili£y and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. T=or more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 250048 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T21 / FROM: HMT Oty: 6 , A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24402 Truss Label: EJ7A / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7' 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pt. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udef] U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.016 C HORZ(TL): 0.030 C Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.513 Max Web CSI: 0.000 EW Ver: 20.02.00A.1020.20 ,viv-N� H. y//l �s t Jgw� ppp��� / e eel O � 0. 7Q$ 1 Of COa Q0NA1. iftowl 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 /- /- /179 /71 /186 C 126 /- /- /76 /- /- B 177 /- /- /132 /171 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint o webs shall have bracinct installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the nN rtwmManuv truss in conformance with ANSI PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pai a 6750 Forum Drive listing this drawing indicates acceptance of professional engiineering responsibilittyy solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or : AWC: awc.org Orlando FL, 32821 Pl 975 FROM: LPM49 / EJAC Q Y 3 7A5 320 Number: 182 D,F402G ,R101 / 1828/CALI/4EBB ELEV.D/F I DrwNo 8 WR 064.21.1100.24465 T24 / Truss Label: EJ3 HK0/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " V Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. y Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C T c'M O Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.248 Max BC CSI: 0.112 Max Web CSI: 0.000 03/05/2021 Ver: 20.02.00A.1020.20 10'2"11 e ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 188 /- /- /157 /71 /100 D 52 A A /28 /- /- C 65 A /- /45 /66 1- 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 quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, e. AfpTy plates to each face of truss and position as shown above and on the Joint -Details, unless noted otherwise. Refer to 6OA-Z for standard plate positions. Refer to job's General Notes page for additional information. ivision of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the lformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover page Jrawintq indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. ALP NI E M-COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250050! JACK Ply: 1 Job Number: N334504 Cust: R8975 JRef lX3G89750040 T23 ! FROM: RWM Qly: 2 , A5/320 ,182ED,F ,02G ,RI01 / 1828/CALIAEBB ELEV.D/F DrwNo: 064.21.1100.22137 Truss Label: EJ2 KD / WHK 03/05/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacinq: 24.0 " T E Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 12 2X4(A1) I +� Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): DefllCSl Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.137 Max BC CSI: 0.026 Max Web CSI: 0.000 EW Ver: 20.02.00A.1020.20 0. 708 1 y s e S AT ® c ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 157 /- /- 1140 /54 /52 D 32 /- /- /18 /- /- C 34 /- /- /20 /26 /- 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. Bearings B, D, & C require a seat plate. Members not listed have forces less than 375# 03/05/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) 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 bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. off truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this draw(nq or cover pa e listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Buildings esigner per ANSI/51 1 Sec.2. A 1111119611141 E AN fIW Cn.pA 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 250051 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3G89750040 T34 FROM: JRH Oty: 4 , A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24467 Truss Label: CJ5 KD / YK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 11'2"5 12 6 M CV cM CM B A $,$„ D 4' 11 "4 1' 4'11"4 J Criteria i Std: ASCE 7-16 :d: 160 mph Dsure: Closed Category: II C Kzt: NA n Height: 15.00 It L: 4.2 psf L: 5.0 psf =RS Parallel Dist: 0 to h/2 Dist a: 3.00 ft from endwall: not in 4.50 ft GCpi: 0.18 1 Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 \� �1 s••11f.®•®y•• ��F�I V • � • o. 708 1 ,� ;• SAT O coAa�>NAL�;.�� 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- A /200 /88 /152 D 89 !- /- /51 A /- C 118 !- /- /85 1116 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for of lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. App7gy Oates 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 Buildi ngg Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the pN "W COMFpNY truss in conformance with ANSIITPI 1, or for handling, shipping,, installation and bracingc1 of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engmeering responsibilitty�r solely -for the design shown. The suitability and use of This Suite For drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.305 For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 250052 / JACK Ply: 1 Job Number: N334504 I Cust: R 8976 JRef: 1 X3G89750040 T33 / FROM: LPM Qty: 4 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24497 Truss Label: CJ3 / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " V Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C 10'2"5 T - , cY) rn � M CV 81811 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 03/05/2021 EW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 f71 199 D 50 /- !- /27 /- /- C 63 /- A /44 /64 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing er BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attachecPrigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildinq Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pate listing this drawing indicates acceptance of professional enclsneering responsibili((�� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSIrfPI 1 Sec.2. ALPINE AN RW COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250053 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T29 / FROM: LPM Qty: 8 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24294 Truss Label: CA / YK 03/0512021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Soacina: 24.0 " 12 6 [�7- , C V Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 1, �® 11 "4 11114 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 r i � •R i ID. s 7f i S COA Q CIA �N ftni peatssat" 03/05/2021 9'2"5 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 /76 ME D 11 /-2 /- /14 /10 /- C - /-15 /- /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) 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 attache. r! id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310, as applicabgle. Apply Oates to each face of truss and position as shown above and on the JoincDetails, 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 p r,wCQW truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engqineering responsibilityy solely -for the design shown. The suitability and use of This Suite For drawing for any structure is the responsibildy of the Building -Designer per ANSI/TPI 1 Sec.2.305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 2500541 HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3G89750040 T22 ! FROM: HMT City: 2 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24090 Truss Label: HJ7 �TCE / YK 03/05/2021 5'3"5 5'3"5 9'10"1 4'6"11 12'2"3 12 4.24 2X4 C v n -v B T 4'3 A 8.8,. FE 2X4 (A1) = 4X4 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber �-- T5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0. 1 62"x3.5") nails at top chord (3) 16d common (0.162"x3.5") nails at bottom chord 9'2"2 9'2"2 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA )ding Code: C 7th Ed. 2020 Res. I Std: 2014 p Fac: No rRT:20(0)/10(0) to Type(s): '—'10i 0 9'1 Deft/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.049 F 999 240 VERT(CL): 0.092 F 999 240 HORZ(LL): 0.012 C - - HORZ(TL): 0.023 C Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0.670 Max Web CSI: 0.261 Ver: 20.02.00A.1020.20 40 H. 0 • d .p•� S A� C t i roe• fi s�• 4�` ~o66AA-_• � 0 � W COA ��l/®NA ON 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- /- /- /177 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 392 - 565 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 534 - 356 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 391 - 587 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for sa shipping, practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigld ceiling Locations shown for permanent lateral restraint of webs shall have bracinct installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildingComponents Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the ANRWCOMVANV truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A sea! on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enccLLmeering responsibilittyy solely -for the design shown. The suitability and use Nis Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSlrTP1 1 Sec.2. For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 250055 / HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef: 1X3G89750040 T17 / FROM: LPM Qty: 2 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 064.21.1100.24262 Truss Label: HJ3A TCE / YK 03/05/2021 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 " C 12 4.24 10'2"6 ti g c� N A U C7 Oren D 1Y Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: I I EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #2 N; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 2-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4r2'r3 4r2'r3 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.074 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 m.708 1 • coA \\c•4 s�ON L 03/05/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U ! RL B 84 /- /- /- /45 /- D 28 A /- /7 A !- C 64 /- A /- /48 /- Wind reactions based on MWFRS B Brg Width = 10.6 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 ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicabgle. Apply plates to each face of truss and position as shown above and on the Join f Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the AN Ow CO -ANY truss in conformance with ANSI1 Pl 1, or for handling, shipping,. installation. and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engq�meenng responsibilityy solely -for the design shown. The suitability and use of This Suite 305 drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 Gable Stud Reinf orcement Detail ASCE 7-16: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Ort 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 120 mph Wind Speed, 15' Mean Helaht, Partially Enclosed, Exposure D, Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) ix4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace x (2) 2x6 'L' Brace No Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B o #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' U S f F #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' I F Stud 3' 8' S' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' O Ill r Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' ill 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' D' 14' 0' J S P #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' (u r D f L Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, ill ill 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13, 1' 14' 0' U_ [' #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ U S P r Ll P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' 0J O �l Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' S' 10' 30' 12' 8' 13' T 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' 0) D fC L #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' 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 r #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' LD U r Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O f 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' 1'1 8' 5' 8' 8' 9' 11' 1 10' 3' 1 11' 9' 12' 3' 14' 0' 1 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 110' 2' 11' 7' 12' l' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 1 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' --I D r L Stud 49' 7' 4' 7' 10' 9' 8' 10' l' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 1 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14'. Vertical length shown In table above. Connect dlaaonnl at AN ITW CO 11 514\ Earth\ City\ Expressway \ 1 Suitel 242 \ \ Earth\ City,\ MO\ 63045 Symm About a�g 18' L 'L' Brace End Zones, typ, 2x6 DF-L #2 or better diagonal 'r braces single 8, or double cut <as shown) at upper end. `lfl elf` Refer to chart a vVARMNG1— READ AND FDLLDV ALL NIMS DN THIS BRAVING! —IMPORTANT 9 FURNISH THIS DRAWING TD ALL CONTRACTORS INCLUDING THE INSTALLERSC Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref Ilow the latest edition of BCSI (Bulding Component Safety Information, by TPI and SBCA) fo actices prior to performing these functions. Installers shall provide temporary bracing pi less noted otherwise, top chord shall have properly attached structural sheathing and bo all have a properly attached rigid calling. Locations shown for permanent lateral restraint all have bracing Installed per BCSI sections 113, B7 or BIO, as applicable. Apply plates to ea4 truss and position as shown above and on the Joint Details, unless noted otherwise. Per to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc, shall not be responsible for any deAW is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, sh4 ;tallation B bracing of trusses. A seal an this drawing or cover page listing this drawing, Indicates acceptance of professl= gineering respons6i01ty solely for the design sham The sultabluty and use of this drawing r any structure is the responsaality of the BuRding Designer per ANSI/TPI 1 SecZ For more Information see this Job's general notes page and these web sites, ALPINE, www.alptneitw,comi TPI, www.tptnst,orgi SBCA, www.sbclndustry.orgl ICO wwwlccsafe.ort BCSI. I Bracing Group Species and Gradest Group AI S ruce-Pine-Fir Hem -Fir #1 / #2 lst.ndarj #2 Stud #3 Stud #3 Standard Dou ins Fir -Larch Southern Plnexxx #3 #3 Stud Stud Standard Standard Group Bi Hem -Fir #1 & Btr #1 Do, u Ins Flr-Larch Southern Plnexxx #1 #1 #2 #2 ix4 Hraces shall be SRB (Stress -Rated Board), xxFor 1x4 So, Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values moy be used with these rndes. Gable Truss Detail Notesi Wind Load deflection criterion Is L/240, Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load), Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nails, )K For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c. between zones. )K)KFor (2) 'L' braces, space nails at 3' o.c. In 18' end zones and 6' o,c, between zones. 'L' bracing must be a minimum of 80% of web member length, Gable Vertical Plate Sizes Vertical Length No S lice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 I Greater than 11' 6' 4X4 . ///i/ II + Refer to common truss design for peak, splice, and heel plates. �� '�; Refer to the Building Designer for conditions ve 1; lei th, not addressed by this detall. REF ASCE7-16-GAB16015 DATE 01/26/2018 g DRWG A16015ENC160118 i L(/ t ••s,�tfi MAX, TOT, LD, 60 PSF /05/2021 MAX. SPACING 24,0' 'T Relnfol Memb Ga Tr Gabe Detail Fnr I et -in VPrtirnlc; Gable Truss Plate Sizes ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a to that covers the total area of lapped plates to span the web, „ 2*2X4 *-2 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsi 10d Common <0,148'x 3,',min) Nalls at 4' o.c, plus (4) nails In the top and bottom chords, Toenalled Nails, 10d Common (0.148'x3',min) Toenails at 4' o.c, plus (4) toenails In the top and bottom chords, This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detall Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Goble Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015END10011 S11530ENC100118, S12030ENC100118, S14030ENC 30 1001 S18030ENC100118, S20030ENC100118, S20030E 01 a• pqp. blo See appropriate Alpine gable detail for maxh eY4Fgrurt Syr 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ °T° Brace Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c, SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1,30 x 8' 7' = 11' 2' 'T' Relnf, Mbr, Size 'T' Increase 2x4 30 2x6 20 --WARNING- READ AND FMJ-DV ALL NDTES w THIS DRAVINGI Y p. (V0 1 REF LET -IN VERT vDIPORTANTea FURNISH THIS BRAVING TO ALL CaNTRACTDRS INCLUDING THE INSTALLERSC • Trusses require extreme care In fabricating, handling, shipping, installing and bracing. RefjeICSL a�an$ • + follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) frd}fet)w DATE O1/02/2018 practices prior to performing these functions. Installers shall provide temporary bracing •unless noted otherwise, top chord shall have properly attached structural sheathing and bm cholk ODRWG GBLLETIN0118 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraif s's shall have bracing Installed per BLSI sections B3, B7 or 310, as applicable. Apply plates to ea� of truss and position as shown above and an the Joint Details, unless noted otherrlse. a • �''VV PI Refer to drawings 160A-Z for standard plate positions. •�• 't�Ifi Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatla ••• •••• NEW drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hendUng, ship _�1n `Y••rr•w• ` MAX, TOT, LD, 60 PSF AN ITW COMPANY Installation & bracing of trusses. this drawing, VV tT `V \\514\Earth\City\Expressway engineering responsibility solely foA seat on this drawing or coverr thhee design shown The suitability acceptance u e of this Wfes nwing l5�i�2� \\Suite\242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 See2. DUR, FAC, ANY \1 Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sitesi MAX. SPACING 24,0" ALPINE, www.alpineitm ml TPIt rww.tpinst.orgl SBCAi www.sbcindustry,orgl ICG wwwJccsafe.org NAIL SPACING DETAIL MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN, DOUBLE NAIL SPACINGS AND STAGGER NAILING FOR TWO BLOCKS, GREATER SPACING MAY BE REQUIRED TO AV❑ID SPLITTING, BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL, LOAD PERPENDICULAR TO GRAIN A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS (6 NAIL DIAMETERS) B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS) C - END DISTANCE (15 NAIL DIAMETERS) LOAD PARALLEL TO GRAIN A - EDGE DISTANCE (6 NAIL DIAMETERS) C - SPACING OF NAILS IN A ROW AND END DISTANCE. (15 NAIL DIAMETERS) D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS) IF NAIL HOLES ARE PREB❑RED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BEL❑WI C)KW- SPACING MAY BE REDUCED BY 50% WX SPACING MAY BE REDUCED BY 33X DIRECTI❑N OF LOAD AND NAIL ROWS CAWAiAi NAIL LINE A 1 1 1 1 1 Bw B/2 )E A C — TRUSS MEMBER LOAD APPLIED PERPENDICULAR TO GRAIN C)K C)K A D D D A' LOAD APPLIED PARALLEL MINIMUM NAIL SPACING DISTANCES DISTANCES NAIL TYPE A B)K CWX D 8d BOX (0,113X 2,5°,MIN) 3/4' 1 3/8' 1 3/4' 7/8' 10d BOX (0,128'X 3,',MIN) 7/8" 1 5/8' 2' 1' 12d BOX (0,128"X 3,25',MIN) 7/8" 1 5/8" 2" 1" 16d BOX (0,135'X 3,5',MIN) 7/8' 1 5/8' 2 1/8' 1 1/8' 20d BOX (0,148"X 4,",MIN) 1' 1 7/8' 2 1/4' 1 1/8' 8d COMMON (0,131'X 2.5',MIN) 7/8' 1 5/8' 2" 1' 10d COMMON (0,148'X 3,',MIN) V 1 7/8' 2 1/4' 1 1/8' 12d COMMON (0,148'X 3.25",MIN) 1' 1 7/8' 2 1/4' 1 1/8' 16d COMMON (0.162'X 3,5',MIN) 1' 2' 2 1/2" 1 1/4' GUN (0,120'X 2,5',MIN) 3/4' 1 1/2' 1 7/8' 1' GUN (0,131'X 2,5',MIN) 7/8' 1 5/8' 2' 1' GUN (0,120"X 3,",MIN) 3/4" 1 1/2' 1 7/8' 1' GUN (0,131'X 3,',MIN) 7/8' 1 5/8' 2' 1' C/2)K)K NAIL LINE JpA�� H . 1 r, ■•VARIUNa•■ READ AND FMLOV ALL NOTES [IN THIS DRAWING • U. ! UO 1 ••IMPORTANT•• FURNISH THIS BRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERSC REF NAIL SPACE Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refe�ts4o.n» • DATE 10/O1/14 follow the latest edition of SCSI (Building Component Safet Information, by TPI and SBCAl fa sddFFeet • ,� practices prior to performing these functions. Insinllers shall provide temporary bracnl pe HCSI. • T Unless noted otherwise, top chord shall have properly attached structural sheathng and bo m chol S► Qi © = DRWG CNNAILSP1014 shall have a properly attached rigid celling. Locations shown for permanent lateral restraint f s• shall have bracing tnstolled per BCSI sections B3, B7 or B30, as applicable. Apply plates to eaddS w of truss and position as shown above and on the Joint Details, unless noted otherwise. .� • %� d�.V PI Refer to drawings 1f IT for standard pints positions. e � 1•%� Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatto r ••w ••• this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handUng, shlppin A wt••��•*•• AN ITW COMPANY Installation L bracing of trusses. Q7s N A seal on this drawing or cover page listing this drawing, Indicates acceptance of professbnaI /,4 J�05/2021 \\ 514% Earth\ City\Expressway engIneertng respansY�0.lty solely for the design shown. The sultnhlUty and use of this drawing 4fy� E"/ \ \ Suite\ 242 For any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2, bNFii691146 \ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites, ALPINEi www,alpineltw.con) TPI, www.tpinst.orgl SBCA, www.sbclndustry.org) ICC, www.lccsafe.crg Valley Detail - ASCE 7-16J 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better. .Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better. �" Attach each valley to every supporting truss with) 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE 7-16 180 mph. 30' Mean Height, Part, Enc, Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph. 30' Mean Height, Part. Enc. Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, sane species and grade or better, attached with 10d box (0,128' x 3.0') nails at 6' o,c. In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014. Top chord of truss beneath valley set must be braced with, properly attached, rated sheathing applied prior to valley truss Installation. Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design. wxw Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', 2X4 4X4 3X4 12 Valle 12 Max. Spacing 2X4-11 X4 Pitched Cut Square Cut Stubbed Valley ❑Ptionat Hip �---- 8-0-0 max 0. Bottom Chord Bottom Chord End Detail Joint Detail 4X4 Valley Valley ** / 12 or m n T u sses 12 Max. t 2 ' o. . X3 ll S t 1X3 6-0-0 la 4 5X4 3 (Max Spacing) 2X4 Q`a� ��g 1X3 1X3 SQo-L teutllrntul �� .� �••�,r moron Tt usses Partial Framing 20-0-0 (++) s``��'�'••++a• E '•• l '�., at 2 o.c, Plan g Supporting trusses at 24' o.c. maximum spacing. �•• ,o�� •. - i ..VARNINGI.. READ AND FOLLOV ALL NOTES DN THIS DRAWING[ s O. LL 30 30 40PSF REF VALLEY DETAIL ■.IIPORTANTw- FURNISH THIS DRAWING TO ALL CQITRACTORS INCLUDING THE INSTALLERS • Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer .(mod ` TC DL 20 15 7 PSF DATE Ol/26/2018 follow the latest edition of HCSI (Building Component Safety Information, by TPI and SBCA) for f w practices prior to performing these functions, Installers shell provide temporary bracing per L Unless noted otherwise, top chord shall have properly attached structural sheathing and bott chor AT z BC DL 10 10 10 PSF DRWG VAL180160118 shall have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint o r��}}�� • I'l l she have bracing Installed per BCSI sections B3, B7 or 310, as applicable. Apply plates to eachln a •• L, A Of truss and position as shown above and on the Joint Details, unless noted otherwise. �� • 1_.v PI Refer to drawings 16OA-Z for standard plate positions. BC LL 0 0 0 PSF • ��i v�� Alpine, o division of ITV Building Components Group Inc. shall not be responsible for any deviation m ®�•• •••�� TOT. LD, 60 55 57PSF this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, s•••u hipping,"Sal/or •°• AN ITW COMPANY Installation 4 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professlonal rypJ .)/05�202 j \\514%Earth\City\Expressway englneering responsibility solely for the design shom The suitability and use of this drnwFg yt 11Suite\242 for any structure is the responsibility of the Mcling Designer per ANsI/TPI I sect DUR.FAC.1.25/1.33 1.15 115 \\Earth\CityA MO\63045 For more Information see this ,Job's general notes page and these web sites,SPACING 24.0' ALPINE, www.oIpineltw.comi TPD rw..tpInst.orgi SBCAi www.sbcindustry.orgi ICG wwdccsafe.org Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better. Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, Attach each valley to every supporting truss with, (2) 16d box (0,135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on supporting truss material at connection locations 170 mph for SP (G = 0.55, min.), 155 mph for DF-L (G = 0,50, min.), or 120 mph for HF & SPF (G = 0,42, min.). Maximum top chord pitch is 10/12 for supporting trusses below valley trusses. Bottom chord of valley trusses may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members. All plates shown are Alpine Wave Plates 3X4 12 12 Max, I- 2X4 X4 �---- 8-0-0 Max 4X4 12 12 Max, I- 1X3 1X3 1X3 5X4/SPL X3 (Max Spacing) _1X3 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing. Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with, properly attached, rated sheathing applied prior to valley truss Installation. Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, AAW Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. J. Valley I Spacing Pitched Cut Bottom Chord Valley It �oe-nai(ed Square Cut Bottom Chord Vallev 12 10 Max, I— 2X4 g � S �bµsnn EEVARNINOEE READ AND FOLLBV ALL MTES (IN THIS BRAVING! KNIHPORTANTEa FURNISH THIS BRAVING TD ALL CUNTRACTBRS INCLUDING THE INSTALLER Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Re follow the latest edition of BCSI (Building Component Safety Information, by TPI and SHCA) f practices prior to performing these functions. Installers shall provide temporary bracing B Unless noted otherwise, top chord shall have properly attached structural sheathing and b ton shall have a properly attached rigid celling. Locations shown for permanent lateral restrdn al shall have bracing Installed per BCSI sections 33, H7 or BIO, as applicable. Apply plates to eikh of truss and position as shown above and on the Joint Detalis, unless noted otherwise. I Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc, shall not be responsible for any deviatl lepthis drawing, any Fallure to build the truss In conformance with ANSI/TPI 1, or for handling, ship, AN ITW COMPANY Installation & bracing of trusses, \ \ 514\ Eanh\ Cit \ Expressway A seal on this drawing or cover page listing this drawing, Indicates acceptance of professlonal y p y engineering responsibility solely for the design shown. 'The suitability and use of this drawing \ \ Suite\ 242 Far any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Secz \\ Earth\ CilyA MO\63045 For more Information see this Job's general notes page and these web sites, ALPINEi ww%alpineltw.comi TPD www.tpinstorgl SBCAi www.sbcindustry.orgi ICO .uwJccsafe.org (0 T., - - ,E,yostF?'3/05/2021 2X4 4X4 I -�"'F Stubbed Valley ❑ptional Hip End Detail Joint Detail o6md)nI T u Tt usses 24' O.C. Partial Framing Plan T-C TC BC BC LL DL DL LL 30 20 10 0 30 15 10 0 40PSF 7 PSF 10 PSF 0 PSF REF VALLEY DET DATE 01/26/2018 DRWG VALTN160118 TOT, LD, 60 155157PSF DUR,FAC,1,25/1,33I1,1511.1 SPACING 24,0' 1 R BC VALLEY FRAMING & BRACING DETAIL 'Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required T-D" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: W-0" -Maximum mean roof height: 30 feet -ASCE 7-05,140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 41-01, for 30 psf (TL) and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. TYp) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (**) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two Zx6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails ,w _G4V 1 . ,r J"`r`no ""` "a"'h 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE:16d (0.162"x3s") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long nailed wl 2 -10d (0.148"4") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge of cripple with 10d 10.128"4.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/'T' or scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples if cripples fall between lower truss top chords and lateral bracing Is not used. -Apply all nailing In accordance to current NOS requirements. Nails are common wire nails unless noted otherwise. . sAA 0-4clF if (A) I (B) (**) WAD him FULLW ALL his RS TIU MM = No. 70861 TC LL 20 30 40 54 REF VALLEY FRAMING FTiaeShl TFQS IRAVDrG N ALL'�1TW,CTIRS usy lmtgar. TIC 11STALJI7LS+t • follow the at latest editionX•ofcECS1hCkAdln. onp,onent Safety Inforba �°ibyand ipt�d`°SEW fz-mamas°"- : ♦ TC DL 10 20 7 7 DATE 10/01/14 practices prior to perfarming these ftinclims. Installers stall provide temporary bmcino peS • Unless noted othereise, top chard stall have properly attached strut—t sheathing and boS�on .M41 • shall have a properly attached rrgld g eting. Locations shorn for perm rent lateral restraklt9f eeb9 a BC DL 0 0 0 0 DRWG VACNVI801015 a rl (� 17 shall have and cingposition iota per al S sections the J or Det as aWlcable.no Apply plates to eaQ� fa • I'�r� lull\VII STATE OF BC LL 0 0 0 0 o of trvss and poshtlon ae sh,aan above and an the .iamt Deals, unless noted aMerwire. Rtfer to droe4ggs 160A-Z for standord place posWons. �• A Alpbge, a crosion of ETV BuEding Conponents rroW lnc shalt not be respansmle for any devha • /�-/' o 4► ee AN iTWCX)MPANY thJs dwafng, any falture to build the truss h conformance with ANSI/TPI 1, or for har&UV sfg4pl •ems: OR�O e•• Q TOT. LD.30 50 47 61 Mstallation L is bracing of trusses. 7y••Ls,.•••�• w\ �� A sod qon this drowirggy or cover pope Design this show. design Thp, kgdmtes acceptancezvof of professional V' vV 13399 Lakelmni Drive farms' `rb..c.ev'"�'ffi"ithe�``yr—p-Wity �o Designer �'�VI i S-2. �� � IN L E�„1 DUR. FAC. 1.25/1.15 EaM City, M0630r5 For more Infomation see this Job's penerat notes pa ge and then eeb sites' t ALPM eeenlphnelteconi TPlo a►otpin.cargi Sara ••esbdndustryargr IM eee.lcesafe*rp SPACING SEE ABOVE