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'iOs—A" 21'-4" 4'-4" 14'-0" 39'-8" Total Truss Quantity = 57 REFER TO PACK FOR CONNECTION. TYPICAL 7' SETBA CORNERSET LABEI AND SPACING Reviewed for Code Compliance Universal Engineering t Sciences FA, I�� o • KA_' l --Labeled End Mark TM is A rates L IArJ}Q!T tNL STS DnDaIM TD Am a TIE DWALIATM ff 1%1S1ES DacD4lfv rLalls uuVVM Arm ESTE ES UN FLw+ W CMMACI N TROSS. ESrA To PWA AYUOAR EN LA MTAuoeN lE TMS= L= MEM Y AFt41[iFLTIFAi MTUR OT E DI SLEM IM rtDs noanEMc U DfaQ�ItR 1>E DlfallDnA 9FFRAN t3TE mono w Ryl r oaf ml6rat ALM r�laa0 vmwr l9mtr R ne tn� Noe1010ALL SM7G vN.LiNDr 1CAmLL1mW.- m rNArDE lLt�pM pItlrm9alC �—t TE 7TW= NS 2T M am:H is AV= aMa VPA MTaLFi w G sore mores J NTAS MAWS N.Toa cat m� ml 6 tv®rt»mrm a tSTAe L.A. rAt✓mrJ R ®NtIDtm rii11 mln.TMMS S M T A a NlSM rw la'arAR IN r ®h a AMR aSTAL/CaN oYllllDa oemtL Ha M ■m®M WGIU LMMn Mes t Dc CAW MM m�i@A OF x trrr-L73-faH/ w�GwwT 9ltvl Nina a�iE lffi iw� aE PAM Lvrna w a mEL F General Notes 1) Al pparalld dad bwm ft htosrt aid flat 6o h iotdd 1pw dM upP. 1' P 9— 2) =W. m b 5(atpaah IlR7B ideas aM.,. 3) N hum yaip Is 1$ OC, atlm AMtiefae rewi 4) Per T. Rate Iu-R I SM-01 marm Man ,no X-bah dtacd be plead at a madman spade 15 O.C. asset the Wan, to be rW*dW at a madman of 3Y bet.- each X-0rvm tfratytatt 9n . ftch Remo rda m BISI-Bt for ary odadad ko*q ROOF LOADING SCHEDUL TCLL = 20 PSF TCOL = 7 PSF BCLL = • PSF BCDL 10 PSF TOTAL = 37 PSF DURATION 1.25 % WIND SPD/TYPE 100 ENCLOSED BLDG EXPOSURE - C USAGE - RESIDENTIAL CAT II WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON-- 9.2 PSF DESIGN CRITERIA F'BC 2020 TPI 2014 Trass member design & connector plates re desioned for ASCE 7-Rd and --tao forces tr° both components and claddings and mnin wind face resisting syste— • These trusses Imve be n re wed to cam an odditiona110n psfaon-c.nc_., bottom chord live load. FLOOR LOADING SCHEDULI TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF 01 ROOF DESIGNED FOR SHINGLE Ara. REAMONS AND DPLUM ARE SHORN ON ENGINEERING WALL KEY ® 0 Dinimpr10N INIr. DATE ttR tsa My .m as a 14 tna than tvziw to tmo Rm vent tm Mc mN T?JN ttaA mr m MA ttw "aa Rtr 7n-- tma La ter 9MM4 tm tc ter tvam hsn Lta � mans tm atTtaaWmABEmmwaen anon 4 MTam fle.V. la{lIDa Mil � LAAD% DESCRiFTION Mr. DATE m M A InU11 tat IN. rat A[talR1M Je !/Ia/!S M M.D. PtD.aT Mr TnVJ! tea LM M onus 01 MCARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. W. WINTER HAVEN FL13RIDA 33880 PH13 NEt(800' 959-8806 FM (863) 294-2488 BUILDER D.R. HORTON STATEWME PROJECTCHMOME MODEL 1828/CAU/4EBH CCA PROJ/MODEL/ALT 7A5/ 320/182EC,E ALT DESC OTC 9412 POTONAC DRIVE LOT 113 BLOCK DESIGNER RFS PAGE 1 3 30 17 �NN334498L 1A4 "=1' ENGINEERING PACKAGE 215S.C> Builder: Project: Model/Building: Lot Alt: Lot: 1_1 13 Address: .......... ........ ........... ............... ................... _.................... ................... ... JobNumber: N3. ................................................................................................... Revision Date: Block: ��� Unit: New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINE' March 13,-2019 ANITWCOMPANY Mr. Bob: Michaelis Carpenter Contractors of Am&riba,ldd. ,390Q Avenue G,, Northwest Winter Haven,.:Fl_ 33880-6201 Re: AlterriptiVb Ihstdll6tion§Jor a single ply carried ri6d truss with a width less than the. hanger width, :and: wood, .blacking lo: achieve fUll design loadvalue. for face -mounted: hanger attachii!6nt an : n, a, one ply supporting girder. (Rdfi5t6n66 detail WMM2).. Dear Bob,: :Fot. "a single ply carried teu sisWith 'a width less than'the hanig& "width you ca,nj,tstqll::p. prefabricated jack scab .truss: for wo,Qql.filler blockihgi. The chord: sizes,;.chord.grqdes, and Al pirTe:-'cdhnector pldte(s) to e. i0g.L-01 'camOd truss. The prefbbdc';�tdd.jOck: b-trUs. h minim be -the. same as the single y Will aV6 -a Jengih of 481'a h::of 5112. The single ply� carri d truss shall have..a reactioil of and will have a.minim�qrn t. - P-A Pi 6 3, . 500# or less. Attach prefabricated. . . minimum jack ,sca . Oruss. with: . two. O,ffts� of DA28 . "Aff'.'G(in Nails at,2" I 'b 16*1. P166s6..e6f&r*t6 the SiMp ie. Catalog O.G. e -11(;�6e'F -0-C' _�trong. 20:91.page 216.Figprp.3 fo.rmo.r.e information, FjgubI Fora Single ply,girdert at reqdirds woo d'blocking to,adhfieve: lfUll design load.Valub. for face -mounted hangers -.attach one wood. block to:the back face of the single ply girder with - . the: tame size. and grade. as the bottom .-chord. o single -ply girder. The wood block length to.besuch that'..the'.w6cid blocking: -extends to each*. adj.ppent'pabd points .(Wbbs- 'Afid bo'tt.6m*.Qh6rd intersections):Attach wood with rows,-of'b.-1 28� x.3.17' 06n Nails ait. 0 Tow staggered 3. 0" applied to. the per e 6760'F'or.um Drive Suite 305, br6ndc. PL. 328.21 mwwalpineitw.,com ALPINE io r-�--'-`-.�---�''—'---'--`--- -... ......... ......... ... -_-______--_-_-_______-__-______ ___... ..... ...... ..... ... ......... ... ......... '-____--____--'_____-'—_—� - The of hack:scahtbu�ofor Wood fill6eblock1bg *mxqod to; achieve MU design koad'vAkuefor ' mmst be..approveci bwthe. hardware a, 'edo�-aKdghd distariaes, arid - l riAll dbnnectibris,nlUstbe, suOici6nt to of "Wood- If!c;nbeofany further if youhave any.cluestions, please.give np a ' ' STATE (IF JI Chief Engineer- Oelando, FL 9 /A+�'^'�\ 6750'Fbr"UnMOdv&Su- CNobdo`TL32821- �.9790-(863)422-8686 m��gm _ lil ALPINE W"COM-Mw April 261-:2019' Mr. Bob Michaelis Carpehter Contractors of Amenda', Ine". Avenue �G; Nort0wost Wintet Hbvim FL 33880-6201: Dear. Bob,. R6. Stron'Obabk brid.9 ihg. on roof.trussO. I understand 1here. is some concern over our teddr*n6ndati6ms f6r:strdfigbackbridging on roof trusses, 'Str.ongbAckbridging -for roof trusses, is not.arequirement ofANSI=TPI 2..Ql4nor lsit. a requirementof.the But stron ry Building Component -Safety- Information 6, gback briclgihg�- b roof - :trusses is recommended.-by..Carpeiiter CbhtractOtA..PLAM'016a: "Strongback. bridging:serves. the:. fallowing, two; functions:' - One, bridging aligns the bottom -.after thdy pre- set .so.. they are ujiifDMi along the ceiling find and .h6108'-With-c.`Offi n'g-'sorvjoeaUilq. T.woibridging reduces relative deflection .of adiabeht-tr'ussd8:: ..... ... .. I—_Stro_ngback b n ging. oes tiqotpprevent or reduce indiVidual d6flectiah, espedially an"yroofArusses f16qfing than 1/4.1 inch: - .... ........ . ...... ....... ............ ... . .... ...... Si trusses does not se terh e permanent m bracing hg �and is not. rongOack bridging f- oe serve s poTary o an ci 909 intended to Akribute. or share design loads, be*een trusses. Consequently, -no design loads have` been ' n accounted rder :girder fortrusses: this. detail and 66ntihUbUs- str6'hgback'bMdgihd -�11ould'not b6:atticihed between- c6mmon an gi u.sse..s.s-. The, use :of pfrongback bridging shall not.. Interfere with other, dpsi n, d considetati6ns as specifidd:by the Englhe6rbf Record or the. Building: Designer. The outer ends ofIhdstroqg)bac'kbridging shall boattached.jo awall or awtherzecure end. restraint; t; of ap.sppcifiedtU the Engineer of Record dr-thd BLAIdintf.Desjjh&r.- Strofigback- bridging' s hall. be a-niinimUM.Of 2X6 nominal lumber. oriented mifth, the d6oth,voirtical".. Attach with '.Sd :common nextendingTT.- 1. mon nails (0j62N3.*5"-) nails at:. each intersecting 'rhembe�. When - the �strong . batk bridging overlap by at - . a.minimum of - two . trusses. The .-locat . ion: o . -f. f . he-. stron back: bridging. ma�be: specified -by' 'the. Truss WdUfaauri.dr-,. Ebgihe&r df, R66ord, or Building Designer: 'Please, refdr"to bC:-S,l "'St'rongbackitlg'Pr.c?visions" or to AlDine...MOR.18R.1.014 detail for more information. The. graphic §hoWh -(FigUr-e__- 1) is f6r:g6A*0'rId purpose on 6750 Forum 'Drive:S uite 305, Orlando, FIL 3282T - (800) 521-0790.- (863) 42MG85 Figured. If I:can'bb of Any fulihi§t assistance or-ifyouPiave -.any questions; please; give. .me a call. VVilliahi: H. Knck P. E. pbief,.Epgi'!)ee.r Alpine an [TW. Company mpany Engineering130�ittrhefit . -0fI6n.dq,- FL 182.1. 61./�. .0.70861 0 0.- .S/O NAIL 67-6.0. - Forum Drive Suite:366, Gd6n'db, FL 328Z1 -m (13Q0). 521-9.790- - (8153).422-8685- viww.a;lpirteitw.corri STRUNG -BACK BRIDGING RECOMMENDATIONS BUTT.STRO KGETHER i is All scab. --on blocks shall, be. cx minimum. 2x4 :BRIDGIN G TOGETHER 'stress graded :lumber;' ao—AW.stnongback bridgkig and bracing -skb:(( b e: :a minimum 2x' 6 '.stress' qr6:6(e.d lumber! 4, *--The purpose of strondback �brlci6ihq Is. to ATTACH SCAB WITH'10d:BDX/ NT� in develop (boxf sharing between dklidUbj trusses,; WAPS!4-01 NAILS ]N':B a .. .. . ... . OX. r2s.�.Ultlng In an �b,�6ral( Ihcr� ? - e: -dsg- Ir -the CAD .6' ;S• NOTE, -1N LIEU.:OF- SPLICING AS* SHOWN, .i, stif system: 2x6 LAP STRONGBACK-1RIDGING BOMBERS Fak-:AT`LEAST ONE -TRUSS;:,SPACING stt-ongback. bridging'. p6sitlohool. In n STRONGM.CK -BRIDGING: 'SPLICE 'DETAIL i details, Is recommended at 10' =01;' D.C. (max:) M.TEi Details J. and .2. are the preferred' dttachrieh*t mL-,t.hbds ®The terms 'b*r1b1b1nd' and :'b`r*dCin@` :are sometimes ATTACH STRONGSACK 10 WEBV/ �W 10d'COMRON mistakenly; �usec[-'Int*erchangeabty. an :0,148fka')- NAICS tr imPprtUritl s. uctUrOLl r;eouirement- of -417fy floor -WIW XOX/GUN 28lx3.D'),. NAILS qr roof :sys.tem, Refer 'to- the: Truss. Resigh Drq;Wlng (TDD) f.&. "the..,bradno rLq `6m f6i uIr _- ent�s r each IndiViduM truss component, 'Brill gi ng o particUlarly* 'strongba 'k"Ibri glt?g' -c rec6mmL-.hda:.tJqh,- for truss system to. help con v1bra In: addltion;. to i aiding.. In the: t distribution of poln.., loads between adjacent :truss, -strongback bridging serves"" -to reduce MONGBA. M ffW4MMFPW 12713 Vvi*o Ewe SUN MO .Y1ww Heights, Mo 63M STRONGBACK BRIDGING, SPACDG'REQUIRERENT UP: io IV Nbnere ulred polunce or resiqual from . qa1sj:: U .. ch a. . s' footsteps. IMUM) STRONGBACK,. 1ED.AT- EACH END. IV io. EV I mki wter bF per..orma Theperformance pf,atl floor zystems are enhanced by, the. Ins�tO.L(Oti6h Of strongback" �xh'd "therefore rO e 0 s� strongly recommended by Alpine, For additional 1nfCirMo:t[6h regqrdlng -strongback 1#1doing, ref eir to -BCS! CgullcllnQ Component Safety Information). ATTACH STRDCUMQ TO BOTTOM CHORDWIT, 0. H (0410 3'-. , ATT'AbHMtNT ALTERNATIVES f Na. 70861. ka6tt.Apply.OIL% 8:� T A F: aicaowca *P wQF A"= .LL: ON M PSF REF -STROI PSF -b.ATE, W.01 PST IIRYG ETR13 P PSF , FAC, .. ........ RE C. M_ EE N D. - E D Ir"',110-RINS 'WF-1101,11NO. MORE '7' A*ALLET!5 "OF RUE Illy- 1-0- BE PLACIE -.4 .'F 009'. 7-f-lWSS.69 1114a NTRATE, L.*O I (IN MXTESIAL.- 1E T-PIL-14 PALL F� O-A vi T• 'L,ASS' 2-TRUSS.K.S...... IA F 0 'L.0 MBRS, PLAT5 A Z QPRTAT_ OT -01THEM: OXTA BE' MOW .0y own4d"r 2's �,tr q.,. At Woek ea -*Or k k 38. ME tteltao -4 Sol; co roe i-i-ti: itn I 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. is (B) = Damaged area, 12' max length of damaged section t (L) = Minimum malting distance on each side of damaged `area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and c species as damaged member. Applyy one scab per face, Minimum side member length(s) = (2)(L) + (B) I' Scab member length (S) must be within the broken panel, Nall into 2x4 Members using two (2) rows at 4' o,c„ rows sta gerec Nall Into 2x6 members using three (3) rows at 4' o,c„ rows staggered, Nall using IOU box or gun nails (0,128'x3', min) Into each side memberi The maximum permitted lumber grade for -use with this e il detail Is limited to Visual gradl and MSR, grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices. This .repair detail moy not be used for damaged chord or web sections occurring within the connector plats? area. Broken chord may not support any tle-In loads, s• L L 40 �Typlcol + O + O + o + O O + O + O + O + Stx agger + = Back Face 10d Box (0.128' x 3', min> Nallsl o = Front Face 2x6 Member - Double Row Stagperee Nail Spacing Detail JAI:sg�O,NLE- AN 17W ODMPANY 13330 Lakefront DAve Ifor any Sadh alty, Mo 83045 1i MATAHT OFLRWSH THIS MAV�BIG TO ALL nUEN CDWRAC7GRAS ITV Bufldln Conponenis 6r6Inc. shall not be rr is bvllrPtM +suss M eon�ornonee wish ANSI of trusses. noor lover po lds►t.)n,p ths d—.7I'h,*a anddmies showy 4111►o. AW4grWh Member! Repair Detall Load Duratlon = 0% Member forces may be Increased for Duration of Load MaxImurl Member Axial Force . Members Size L SPF-C HF DF-L SYP Web Only 2x4 12' 620# 635# 730# 8004 Web Only ! 2x4 18' 975# 1055# 1295# 1415# Web or Chord 2x4 24 975# 1 1055# 1495# 1745# Web or CM;�ord 2x6 1465# 1565# 2245# 2620# Web or Chord 2x4 r 30 1910# 1960# 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 29754 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 .48' . 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# Hln"um L Dtatanee B L S Hinlnun B 8 L D(SWnee L .. sr and broelno. Refer to and y IN and SBCA) for sofriy mporai,y hmelnp per BCSL tl sMaiMrlo and botton shard Nt lateral restraint of woos Amly plates to tach face tedd'othrrvise, enp lb fm ohandiio,esh pphofron pus o% 2f rVf5-=&t fpf t Sec+. ihfst web sltem rp, 1CG vW ccsafe,ors L REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 at r.'FRAMINGI. ,ij,t P4M4 . wro ui . SEAM. -EVERY TPARD. RAFTERS of t4,.Ajja nAll 06veArds.ihfdUgh;btioiLthlft-int*'Puilln WIM a .S.pans;(i2istdnce:b9.lween'heefs�;dQ?:0:'•.or tens -,kti 140 rnph,.Wb'-e * 6, * Cat I ' -d -0 - ,Jci lm"'o TUC! L-k::!Ifld WL14,170 60,; 51 TWfg.q. UNDER VALLEY -FRAM[NG "-t VALLEY RAFT-F-P-OR MOGE +CrfpPlQb,41-0'"Idr-30 psf tTL)iajid -20 por (.TDj Mex. N 5pa vI, I ealo�j hd,v,41sys br-sloopers. irsst Ppe id' crlppitefocktlopz are staggerarl'beture A mon ;Hans. ace eld&Wkafter, .rqf. nails are COan4Wi5n R6qu"Imment Votes otes 4 16d'ta-1 glu. ieafhiricl 3. CHP`OIe.'tdi.af&i, WIQUO,naft 4. gafzjYt&.two.2x6 sleepers.' 4 10 toe� alrs 5. -SWOO t6�trdfi* 4'X6d td&ft4 Sled td&.*nAu$..e8,ch slaepoer..N truss 6. :-IUd9e:bohrd--iQ roof bldck filed toe-ni lls 'RFQ-OAOirM .7. --Ridje-.boaed ba.tr.Ws- S. Frufnri to (Tm, 4'16d,*t*cPOWI$ 9 160-too-ni&O :.ARE USED) .13. 4 16dula-rialls. NOTE K164(046e.a�i� 40MMN- NAIL§ foa0'-D";tots OfIN ;�J.'gjh, se. as It .11 Irk NZ -OW, \Y,' '. mo.loaloi T L .30 40 54 Rtr-, Nit! M'. DATZ . bi,c FU06 ln,;IkrAf, a4m, TC 9L 10 ZO 7 7 V, DRWG qtmsolou Fare perm•rxnt,tarerol'rasFi••hiyP :ems -"STATE: -QC 0 0 0 % Bc. -LIB o .0 0 o Ft fi % VOT. WjQ 5'0. 47 61 taw* ". .. J., - rp ABOV T;- Simpson. Strong-Tie°:Wood Construction Connectors $IMP$ON I1 ......................... ................................................................................................................................................................................:............................................................................................................................................:.............................................................................................. c9 ES These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. Min. (14) 0.148 x 3 - '{; 1,660 1,805 1,8051 1,425 ' S55 1,555 IUS2.56/16 - 25/a 16 2 Max. (16) 0.148 x 3 - 7r 1,.; . j5 , r 1,81 11,8051 5 _5 1;5a 21/z x 16 MIU2.56/16 • - 29/16 15'/6 .21/z - . (24) 0.162 x 31/z (2) 0.148 x 11/z 230 3,455 13,920 14,045 12,970 13,370 3,480 U314 • ✓ 29ti6 101/z 2 - (16) 0.162 x 31/z" (6) 0.148 x 11/z" 970 1,945 12,205 12,375 1,675 1,895 2,045 HU316 / HUC316 • ✓ 21A6 14Ye 21/z - (20) 0.162 x 31/2 (8) 0.148 x 11/z 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, 21h. = (26) 0162 x ; (2) 0.148 x 1/z -' 230 ; 3,795 4,045E 4 045` 3,220'j 3;480';¢ 3,480 LA 21h x 20 I MIU2.56/20 I I 1-1 - 129M6I 19'/e 121/z I - I (28) 0.162 x 31/z I (2) 0.148 x 11/z 1 230 14,03014,06014,06013,46513,49513,495 29ti6 x 91/4 29ti6" wide joists use the same hangers as 21/z" wide joists and have the same loads. to 26 S:lUG1 U'LYiiIUUGIV p,.:IV�¢h. .'1a4)VaucbQ 4. t,4'Y).v!1 �tt+nu as^..? 4„vuu su�va y,cav r-r.�u.,•c,vu.!:trc uvvd, IBCi, MIU3.12/11 - 31/8 111/a 21/z - (20) 0.162 x 31/z (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, 3 x 111/a HU2122'!1 UC2Y2=2"""'" "fia "✓ " 31/s' '109h'6 21/z Max. (22) 0.162 x 3 /2 " (10i"0:148 X 3" ` ", 79'S 3;275 '3,695' 3;970'T2 82 3;?80'j 3,425' 'I FL IBC, FL 31/z x 5Ya HHUS46 I • I • I I - I A. I 5% ' I ' 3 I - I (14) 0.162 x 31/z I (6) 0.162 x 31/2 11,320I 2,785 13,155 13,40512,395I 2,715 12,930 I HGUS46 • - 35/s j. 434. 1. 4 1 - 1 (26) 0.162 x 31h (8) 0.162 x 31/z 12,155 14,360 4,885 5,230 3,750 14,20014,500 IUS3.56/9.5 I I• ' - 135A 91/2 1 2 1 - (10) 0.148 x 3 - 7t) 11,185 1,34511,455 1,0201 1,160 1,250 MIU3.56/9 - 39ti6 81 s ' 21/z - (1-6) 0.162 x 31h (2) 0.148 x 11/z 210 2,305 2,61512,820 1,98012,245 2;425 U410 ' ✓ 39t6 8-1A 2 - (14) 0.162 x 31/z (6) 0.148 x 3 970 2,615 2,285 2,465 1,735 1,965 2,120 HUS410 - 39/16 815/6 2 - (8) 0.162 x 31/z (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 - 35/s 9 3 - (30) 0.162 x 31/z (10) 0.162 x 31/z 3,565 5,635 6,380 6,445 4,845 5,486 5,545 31/z x 91/z HU410/HUC410 ✓ 3% 85A 21h - (36) 0.162 x 31/z (12) 0.162 x 31/z 3,235 7,460 7,460 7,460 6,415 6,415 I ,415 HUC0410-SDS - 39/,6 9. 3 - (12) 1/a" x 21/z" SDS (6)1/4" x 21/z" SDS 2,265 4,500 4:500 =,500 3,240 3,240 13,240 HGUS410 - 35/s 91/i6 4 - (46) 0.162 x 31/z (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, FL, LGU3.63-SDS - 35/a 8 to 30 41/z - (16)1/4" x 21/z" SDS (12)1/4" x 21/z" SDS 5.555 6,720 6,720 6,720 4,840 41840 14,840 Lp MGU3.63-SDS • - 1 35/s 91/4 to 30 41/z - (24)1/4" x 21/z" SDS (16)1/4" x 21/i' SDS 7,260 9,450 9,450 9,450 6,805 6,805I 6,805 46 See footnotes on p.150. Simpson Strong -Ties' Wood Construction Connectors $IMP$QN Adjustable Truss Hangers r11��a�Eo This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. i See Corrosion Information, pp.13-15, p Installation: d _ Use all specified fasteners; see General Notes. C ci The following installation methods may be used: N Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. t= 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 nails used for joist attachment• muse-bc-driven-at an--- Q. angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten ;y the double -shear nailing tabs and install the nails straight into the joist. Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top . half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either. partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with, the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven'at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads Options: • THA hangers available with the header flanges turned in for 35/e" (except THA413) and larger, with no load.reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 131a' for THAC422 for 422-2 426-2 THAC422 13/4'typical 2Yz for THA422 2 andTHA426-2 THA418 Double 4x2 — 2 face nails Use full table value (total) Single 4x2 4 top nails Face nails - Top nails nailertable `"ti See(total) pertable per table THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of headf © i Double -Shear DoubleNailing Dome Double Shear Shear Nailing Side View Side View; Nailing Do not -r (Available on Top View bend tab some models) THA44 Face -Mount (Min.) Installation r yplk ar r a 1r, Top Flange Installation er to tnote 5 p.187 86 THA/THAC Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. 11/z - (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1,75E 1,750 750 450 -1,330 1,33E 1,330 THA29 18 1% 9IA6 5Ya 21N - (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 1 525 1 2,41E 1 2,61E 1 2,61E 1450 1 1,985 1 1,985 1 1,985 THA218 I 18 1 1 % 173/is 51/z 1 2 - (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 1'/z 1 1A60 s C) 1,460 60 1 10 1 .10 1 10 IBC, THA21872 16 311a 171 s 8 ; ( 2 . - (4) ii.{1i2 3a/Z E�(2} 0162 x 31/za (6} 0,; 48 x 3 -- ,� t 9�9.i 1 tin 1, 3i1 1 s15 i 15°` '_ FL, i O ' LA THA222-2 16 31/a 223/is 8 2 - (4) 0.162 x 31/z (2) 0.162 x 31/z (6) 0.148 x 3 - 1,960 '.995 1,99E - 1:490 1,515 1;515 THA413 18 351a 13 s 4'/z: ` 2 77 (4)0148X3•; {2)G.', 3 (4)0.148 C C O THA418 16 3s/a 17'/z 77/a 2 - (4) 0.162 x 3'/z (2) 0.162 x 3'/z (6) 0.148 x 3 - 1;995 1,995 - 1;490 1,515 1;515 U THA422 16 3a/a� ; 22 77/s 2 -,- (4) Q 62 x 31/z •(2) Q 162 x,31h ; (6} Q.148 x 3 1216E 1 V,5, 1 4�9iu 1 1 ` 151,5 .-, elll THA426 14 3s/a 26 7'/a 2 - (4) 0.162 x 3'/z (4) 0.162 x 3'/z (6) 0.162 x 3'/z - 2,435 2,435 2,435 - 2,095 2,095 2,095 it THA4222 ,14 7�14,2211fis 93/4 -- 'P 2 4fl[62x3'h`{4}Q162"X: "/z (} (6)0,1fi2?C3 '- 3,33� 3330• '-333Q ' 2,865 286�5< <<2,865' FL 2,865 THA426-2 14 71/4 26'1s 93/4 2 - (4) 0.162 x 31/z (4) 0.162 x 31/z (6) 0.162 x 31/z 3,330 3,330 3,330 - 2,865 2,865 ., y �' �,•<' Face Mount {Max tnstaltatkn`- ° THA29 18 1 s/1, 971/a 51A - 9'Ys - (16) 0.148 x 3 (4) 0.148 x 3 525 2,265 2,265 6 ; 450 1950 1950 1950 THR213 18 1b/a, 75s ,5Y m, A84� ,' 2 4E1 -' i£ r3r1 210 THA218 18 1 % 173A61 51/z - 173A6 - (18)0.148x3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2105 THA218 2 16 31/a , 171%6 `8 " rs - (22} Q.162 X 31/z (6) 0:152 x 31h 1 855 ,1 y a 'e °, 5 ?° { 595 - "} 21 .5'• 4u a! IBC, THA222-2 16 3Ya 223/1s 8 - 141/16 - (22) 0.162 x 31/z (6) 0.162 x 31/z 1,855 3;310 3,310 3,31E 1,595 2:845 2,845 2,845 LA THA418 116 3% 171/z 7'/. 1 1141/s 1 1(22) 0.162 x 31/z (6) 0.162 x 31/z 1,855 3:310 3:310 1 3,31E 11595 2;845 2,845 2,845 THA422 ., ;<16 3sJa 22 77/e 's 3,41%is = (22} 0162 X31/z (6) 01s2 x 31/z .i 855 3 .i 310j � 1� 2,845, � THA426 14 3s/e 26 7"A 1 161/1e 1 (30) 0.162 x 31/z (6) 0.162 x 31/z 1,855 4,415 4,48E 1 4,48E 1,595 13,795 13,855 3,855 FL THA426-2 114 171A I261/,sl 93/4 l - l 18 I - I(38) 0.162 x 31/zl(6) 0.162 x 31/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 bads for the THA29 with 11/z" min. top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-py 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1 W nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried aoist) 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 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 tl ;e right -capacity LJS hangers to the highest -capacity HGUS hangers, feature inriovatitre double -smear nailing that distributes the load through lvvo points on each joist nail for gre2::Y sirength. 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 ZMAX6 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. c7esignedWr wTd"ed'6Fnairer 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 AlDouble -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab Dome Double -Shear C Nailing Side View (Available on some models) 1"for2x's 1'/s"for 4x's r off. H , �'4YG`'L'FY a �W B LUS28 HHUS210-2 HGUS28-2 MUS28 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 6 19 Simpson Strong -Tie° Wood Construction Connectors -i Face- Mount. Joist Hangers (cont.) Ss'; M Ss isThese products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, seep. 21. Many of these products are approved for installation & with Strong -Drive• SD Connector screws. See pp. 335-337 for more. information. 150 1 1,475 1 865 1 635 1 725 1 785 1,000 1 IBC, FL, omi, 'I;r . i on", ( KKK Ih non T y aRn. 1 LA 1,320 1 2,960 1 3:280 1 37280 1 3,280 j 1,150 1 2,350 1 2,660 1 2:780 1 2,780 LUS28 1 1,165 1100 1260 1,350 1 1725 1165 1,195 1 1360 1,465 1,730 865 810 925 1000 1270 "2,125 2 25 2135 „2255 2_Z5� `j�-15f'r _ 1;27U 1455_ 1,575 t g55 IBC, FL, LA HUS28 1,760 4,095 4,095 4,095 4 r95 5 4,0"95 4,095 4 005 1,480 3,520 3,520 s,520 3,520 H61JS28 , 1,6 " 7,275 7,275 ':. 7,275, ;, M111651,450 F, 75 7 275 - Z,275 1'2 170 4;250 IBC, FL LUS210 1,165 1,335 1,530 1,640 2,0900 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, Us210s ;.7c,z, 0 2.22ra ' - 2;w' 2 45a22 LA H-US210 2,090 °' 9, 00 9,00 91C0 , n ^^ 9,100 9,i6,34C 6,73i1 f730 6?30 sC; =I_100 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load °fix • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load ......� i t ,a.•.,:; , , • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. Acute • The joist must be bevel -cut to allow for double shear nailing side HGUS - Skewed Seat F • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: 00 HGUS Seat Width Joist Down Load Uplift Specify angle W < 2" Square cut 0.62 of table load 0.46 of table load Top View HHUS Hanger W < 2" Bevel cut 0.72 of table load 0.46 of table load Skewed Right 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load (joist must be bevel cut) All joist nails installed on the 2" < W < 6" Square cut 0.46 of table load 0.41 of table load outside angle (non -acute side). W > 6" Bevel cut 0.85 of table load 0.41 of table load 94 Simpson Strong -Tie® .Wood Construction Connectors These products are available with- For stainless Many of these products are approved for installation ED additional corrosion protection. steel fasteners, @ with Strong -Drive° SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. AR 5: k; N SS'. 0 ss= Double 2x Sizes HHUS26-2 4-Ar, 14 35/a 1 53/s 1 3 1 (14) 0.162 x 31/2 1 (6) 0.162 x 3?h 1,320 2,830 13,190 13,415 4,250 1,135 12,435 12,745 12,935 13,655 HGUS26-2 1 49/ia 1 12 35/1a 1 57tia 1 4 1 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 15,575 11,855 13,730 14,170 14,44514,795 FL, LA LUS210-2 67/16 18 31/8 9 2 (8) 0.162 x 31/2 1 (6) 0.162 x 31/z 1,445 11,830 121075 12,245 2,830 1;245 11,575 11,785 11,930 L2,435 HHUS210-2 8% 14 35A, 87/a 3 (30) 0.162 x 31/z (10) 0,162 x 31/2 3:5-50 5,705 6,435 1 6,48.5 6;485 1 3,33 ; 1 4,905 1 5,340 1 5 060 5,190 HGUS210-2 89/16 12 35/ia 1 93/1e 4 1 (46) 0.162 x 31/z (16) 0.162 x 31/2 4,095 9,100 9,100 19,100 9,100 3,520 7,460 7,825 17,825 17,825 Triple 2x Sizes ,'H,bUS2bw3 )4'35s `.14 4',°K%, b12 .,;4 -CZU U.tblX-,6 :,(,YSfU,ibLX6%2 4,ia 4,04u,;n4,dou:' JIlu,'0'313 _ "033 4,�:ru 4,41+3- IBC, FL, HGUS28 3 4• 6y, a 12 "4"i5tibi 711a .4' (36) 0.1'62 x 31h {12) 0162 z 31h 3 235 7460: 7;460' 7,460 7,460 2,7$O, e6,415 6,415, 6,41�a: 6,415', LA HHUS210-3 8% 14 411/i6 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 31/2 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 813A6 12 415/6 91%a 4 (46) 0.162 x 31/z (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 X 3 211z 9145 ;0162 ,045 �Qb Lq !., HGIJS214 3 : 1251a • .12 4'Sfc 1231a 4, (66) tl 162 x 31/z ' 22) 0162 X 31Iz 695 10,12 10125 1{ 125 10125 4,9g0 $190 8!',90 819C1-0$6', Quadruple 2x Sizes tiGUS26 4 , = SYIz 12 6s' S7lta . 4' (20) t?.1fi2 x 311z. '., 8) 0162°X>3 !z. .2,155 4134t) 4 850 „5170 5;75 1855. 3,730 '4,170 4r445 4 795 IBC, FL, HGUS28-4 71/a 12 6a/ie 73A6 4 (36) 0.162 x 31h (12) 0.162 x 31h 3,2351 7,460 7,460 7,460 7,460 2,780 6,415 1 6,415 6,415 6,415 LA HHUS210-4 83/a 14 " 61/a 87/a 3 (30) 0.162 x 3Yz (10) 0.162 x 3Yz 3,405 5,630 6,375 6,485 16,485" 2,930 14,840 15,485 5,575 5,575 1 FL 4x Sizes IBC, FL LA IBC, FL LUS48 43/e 1 18 1 33/ia 63/a 1 2 (6) 0.162 x 31/z 1 (4) 0.162 x 31/z ' O60 11,315 11,490 11,610 12,030 910 1,130 11,280 11,385 11,745 IBC, FL HUS48 I 61/a 14 31A6 7 2 (6) 0.162 x 31/2 (6) 0.162 x 31/z 1,320 1,580 1,790 1,930 2,415 1:135 1,360 1,540 1,660 2,075 LA HHUS48 61/z 14 35/a 71A 3 (22) 0.162 x 31/2 (8) 0.162 x 31/z 1;760 4,265 4,810 5,155 5,980 4,515 3.670 4,135 4,435 5,145 HGUS48 67/16 12 35/a 71Ae 4 (36) 0.162 x 31/2 (12) 0.162 x 31h 3,235 7,460 17,460 7,460 7,460 2,780 16,415 16,415 6,415 6,415 HGUS412 10346 1 12 3% 1103A6 4 1 (56) 0.162 x 31/z 1 (20) 0.162 x 31/z 15,695 1 9,04,5? 19,045 9;045 9:045 1 4:900 17,780 1 7,780 1 7; 780 7,780 HGUS414 1117/16 1 12 35/e 12711a 4 1 (66) 0.162 x 31/z (22) 0.162 x 31/z 5,695 10,125 10,125 10,125 10,125 4,900 8,190 18,190 1 8,190 8,190 Double 4x Sizes IBC, FL LA FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162" x 31/2" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11/2" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong-TieO Wood Construction Connectors 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 1 heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to'/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is %" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge i Finish: Galvanized i 0 Installation: V _ Use all specified fasteners; see General Notes Can be installed filling round holes only, or filling V round and triangle holes ,for maximum values y See alternate installation for applications using the HTU26 on a 2x4carrying member or HTU28 or HTU210 on a 2x6 carying member for additional uplift capacity i EL HTU. may be skewed up to 671/20. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table Many. of these products are approved for installation with Strong -Driven SD Connector screws. See pp. 335-337 for more information. 13AI, HTU26 Typical HTU26 Minimum Nailing Installation /1 maz:'gap lietvGeaii'an oT truss and carrying member HTU Installation for Standard Allowable Loads (for'/2" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) 0 � tifkJ2b,(MaX.}6 ,j„o72, A la; : ?ha j3C?:e (EU)i?a�G7S 12_ °tL l) U,14�5X-IJ2' 4�w ' ,,u. Z tau ,122" 1,2a0. -4,2PA LILL_ ' r IBC, HTU28 (Min.) 37/a 1 % 71/e 31/2 (26) 0.162 x 3Y2 (14) 0.148 x 1 lh 1,235 3,820 3,895 3,895 3,895 1 1,060 2,865 1 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 1-/a 7'ha 3/2(26) 0.162 x 31/2 (26) 0.148 x 1'/2 2,020 3,820 4,315 4:655 5,435 1,735 3,285 1 3,710 4,015 4,675 LA HTLI210.(tvfili.} 37%a 1sla,; :`9+hs .37/z." j(32) 01'82"X 31l2 {14) 0.148 x '/2 , i,33Q 1 ; OLg 4 3 kl <. , to , 00, j 1,145, 3 2 .= 3,�25 ,225 HT[Jv'1() (M,3x) 1/d'_ 1,Sla `9�/is 31Jz `;;,(32} 0 162 x 31h ` (32) Q 148* 4 "h 3,310 4 705 `' t1 (, 5,720 5,995; I=2,650, ,4,045s t , ,65 ° R, ,J, 55.. Double 2x Sizes +ITll26 2 (Min,) 37/s° Sake' "5'hs 31Iz'', {20) 01"62'x 3112 {14} 0.148;x 5„ • °1,5151 , 2,940 3 f ; z'' 3,iti 1 1 30"0 1;$50' "2;090 ,';2 255, € 265`i 11Tf126 2'(MaX), .>511�lta, °5?fa, '.312 `"{20) 0.161X 31�2„f (20> O A8 x 3 ; 2,1752,940 ' 3,32 ,. e� '.•4,4Lr„ "1,870, 2;530 L t3 3 ` `3,t180 3;855. HTU28-2 (Min.) 37/s 35/16 71/16 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 1 3,235 3,235 13,235 IBC, FL, HTU28-2 (Max.) j 71A 3-516 71/16 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 3,820 4,315 1 4,655 5.825 2,995 3,285 i,710, ,N4, ,46,1 5, 0110 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 1/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may fmit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 Simpson Strong -Tie° Wood Construction Connectors SIMPSON Face -Mount Truss Hanger (cont.) 11 Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member 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 (1/2i' Maximum Single 2x Sizes Gap) V 7-- IBC, HTU28 (Min.) 31% 1 % 7A,, 31A (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,11 G 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, LA HTU28(Max.) 7114 15/a. 71fe 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765 HTU21( in 3'la 73/a 9?fe'< 3% (32)pi62sc3'l2 (14)01�8,xi1 1250 ', 6Q0� ,6D0 r3160Q 36p0; 1,Q75 ;27Q0 Pool2;7t10 2,704'; HT1121i1(Max} _ 3'/a 1% 9Y e ;1h (32} f5162 x 3z12 (32) Q148 x 1 " _ ".. . •,3,255 4;705 b,020 5 Q2Q 5,0211" , 2,$09 , 3 330 3 765 3 76 3,765 } a Double 2x Sizes HTlj26 3'5�1+g,'' 311i (24) 0162cX,31J2 (1t) (1',14$ x r i„ 515 94Q 1 3 80Q 3,5Q0 130�a 2205 2 2i15 2,2D5 2,205 HTU26 2 (MaX 511a 3 ie a'1fi: 311z {2Q (7162 x 3 /2 (20)10148 x 3 , .1,919 r „• s 2 940 3 k� �•ff.� �3 a Q 3,500 = 1645 "2 205 2, t15 :2,205 2 205 HTU28-2 (Min.) 37/a 3!Y1e 7M6 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, FL, zo HTU28-2 (Max.) 71/4 35AB 71/is 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 3,490 j =0 LA HTU2iQ 2 {Min) '"'3'la 3s 9+e 3h (32) t�162 x1h1i2148x+ 1755 4'5 4,55 4 25 4,255 'iQ 19Q 50 3,19E 3190�' U) WTt121t 2 (Max j : 9Y4 -,3 e 9'i+u '' 311z (39 01$ x �Iz (321Q 14$ x 3 . 3,85 4fT05 { � (7� 6 470, 3 315 ,31i30 3 98Q 4 300 9,855 O 0 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 0 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. ei 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 1W and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1 ,12" 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. IF= 19 Simpson Strong-Tiee Wood Construction Connectors Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/16" 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 concrete and 'A'; x 2'4' Titen 2 screws fMcdel TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or E N/P sectio„s. 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 -Y%'-diameter hole to the specified embedment depth and blow it clean using compressed air. * Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a Y116" drill bit and hex -head driver bit (Model TTNT01-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 37/6" is required as shown in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 11/2" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges H UC410 1 HU214 Figure 1 HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 Simpson Strong-TieO Wood Construction Connectors HU/HUC/HSUR/L .............. _............. _...................................................... _........... _._................... ................. _..._...... _.._........................................................................................................................................ _............................._................................................................. __.._._........................ ............. . Medium -Duty Face -Mount Hangers (cont.)__- These products are available with additional corrosion protection. For more information, see p.15. HU26 HU26X (4) 1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 1 335 1 1,545 N28X 4 (6) h x 1314 4$ x i1hHU2$ 545 1500 , ; 76Q g 2 400 HU24-2 HUC24-2 (4)1/4 x 23/4 (4) 1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26-3 (Min.) HUC26-3 (Min.) 1 (8)1/4 x 23/a 1 (8)114-x 13/4 1 (4) 0.148 x 3 760 1 2,000 1 760 1 3,200, HU26-3 (Max.) I HUC26-3 (Max.) 1 (12)1/4 x 23/a 1 (12)1/4 x 13/a 1 (6) 0.148 x 3 1 1,135 1 3,000 1 1,135 1 3,950 HU210 HU21 OX (8)1/4 x 23/4 I (8)1/4 x 13/4 (4) 0148 x 11/2 I 545 - 2,000 I 7„60 7I 2,415 HU210-3 (Min.) I HUC210-3 (Min.) (14) 1/4 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 1 j(J212 H1121Xs (10)1faRX 2aa10) ?!4 x 131a {6) 14$ x 11h 3135 , ,, 2A500 1,135 2,665 :' HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22).1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU214 HU214X (12)1/4 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU214'(Mtn) e HUC214 2 (Mitt.)-'-, (1$} 1%a x 23i4 (18) llax)'� aF. ($) 014$ x"3 1#r515 4 50D' `' 1155 5 085 HU2i4 2 {Max }�`, _ �HUC214 L (Max:) (24} 1Id,X 231� ',2�+)4 x 3la (12) U i4$ x3y 2075 '' S,flB 2 05 $ a085 . HU214-3 (Min.) HUC214-3 (Min.) (18)114 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (24)1/4 x 23/4 (24)114 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU21619 gaPHU216X. (1$) y/a x 24 6 " {18) Alt 1a ' {8} 148 x i 1h,515 2,920 1 SS F i =2 920 HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20)1/a x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26) 1/4 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216-3 (Mm) liUC 16=3 (Mm) (20}?I X 3/a (20}'�4x j3f„ (8) 01481 r3 515 4 920 +fU216 3 (Max) `, HUC216=3 (Max } (26)'1a,7 23ld (26)1/a x 13/a (12) 0. i 4$.z 3 2 015 5,08 '_, 2 075 a,085 m° HU7 (Min.) (Not available) (12) 1/4 x 23/4 (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 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30) 1/4 x 13/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 WUi4 (Min ) {Not available) (.14 x 2a14 a {28)1/a X 13I4 (sj 014$ x j1h 5 (5 e 3 4854, HU14 (fax No# available 36 11�X 2q (36)-114 x 13/a (14j p 14$ x t 1/2 2015 4 2�5 2,a5 z ;;� .4,245 STAGGER JOINTS - TYP� RAISED HEEL ROOF TRUSSE5 B/SKI fl F PI AN UPLIFT/SHEAR AMC 155ON BOARD- SEE CHEDULE FOR SPACING t ASTENING TO TRUSSES MASONRY WALL - EACH TRUSS - SEE B/SKI .SEE PLAN PLAN NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARINGS%A� SCALE: NTS SKI i aaaa■laaaaaaaa��ariaaaa■aa �a�laaaaa�aaaa■ara�e �I:-�:aaaaaaa�aaa_aar:�_ ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRUSSES -SEE PLAN SOFFIT/FASCIA- SEE ARCH. N K W N O RIBBON BOARD- z SEE SCHEDULE < U Z e (7 Z FOR SPACING d FASTENING TO ti (L w N ow U 2 o TRUSSES w l o w Z 0 WALL 6HEATHING-5EE PLAN � CL w 3 MIN. 15/32' CDX PLYWOOD OR . 1 w 1/16' 055 WITH Sd GUN NAILS U (f0.131' X 2 1/2') a 6' O.C. TO UPLIFT/SHEAR GYP. CEILING- RIBBON BOARDS ANCHOR EACH SEE PLAN _ TRU55- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD MASONRY WALL- e INTO END GRAIN OF ROOF TRUSS SEE PLAN _ m _ BOTTOM CHORD REVISION: RAISED HEEL TRU55 BEAR) . SKIING( SCALE NTS I.ao I l lae.ld RIBBON SGNEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Yult=165 MPH (2) 12d GUN (0.131' X 3') (Vasd=128 MPH) 2*4 SPM 24' TO EACH TRU55, (4) EXP. B, NAILS AT JOINTS ENCLOSED Vult=180 MPH (2) 12d GUN (0.131' X 37 (vasd=139 MPH) . 2;K4' SPM IV TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCLOSED SHEET TITLE: RIBBON OEM FOR RAISEDR 1R-1I... SHEET INFORMATION: JOB HOB JBI IId OAtf i55UF➢: II.Be.ld SK.1 lhc.. ' Uppor _--_--Mell If�� ~ � ------='�------p,'----�''�-`--���` ' 'o~_'___-`__ 67�hF�rumM'�= �bK����� Fi -- �' ��14}�QD --' ' rum.Or - -�' — -- -' - ' ` ` ` r i H3 doculnent has been etectronic* sib and seeled ustng a Dgft Sgns s. PtitOd copies witltout an w ginel sigrte a mistbo Yams ed using the o giniN electronic version. COA #0 278 �....... I 03/10/2021 No.708611 i 1 STATE' .s V .cam •:�ORtp`�: ALPINE ANiTW COMPAW Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, _FL 32821 Phone:(800)755-6001 www,.alpineitw.com Sits informatiarr: • , Page, i Cuf�t ionier_ Carpenter Contractors of America Job Number: N334496 Job Desc,iption: 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E Mdress: lobe sneer Criteria.` Design Code: FBC 7th Ed. 2020 Res /ntelliVlEW Version: 20.02.00A JRef#: 1X3L89750042 Mnd Standard: ASCE 7-16 WInd Speed (mph): 160 Design Loading (pst): 3Z00 30ding Type. Closed This package contains general notes pages, 24 truss drawing(s) and 4 detail(s). Itern Drawing Number 'cuss 1 069.21.1140.51009 Al 3 069:21.1140.50728 A2 5 069.21.1140.51040 A4 7 069.21.1140.50165 A6 9 069.21.1140.51041 A8 11 069.21.1140.50180 A10 13 069.21 . 1140.50602 A14G 15 069.21.1140.50493 A1'3 17 069.21.1140.50212 A16 19 069.21.1140.50352 C1GE 21 069.21.1140.50494 CJ5 23 069.21.1140.51261 CJ1 25 A16015ENC16011.8 27 VAL1.80160118 stem Dt�wirsg Number 2 069.21.1140.50790 A1A 4 069.21.1140.50118 A3 6 069.21.1140.50181 A5 8 069.21.1140.50573 A7 10 069.21.1140.50899 A9 12 069.21.1140.50603 Al2 14 069.21.1140.50869 A11 16 069.21.1140.511'18 A15 18 069.2.1.1140.50040 B1'GE 20 069.21.1140.50524 EJ7 22 069.21.1140.50290 CJ3 24 069.21.114M0275 HJ7 26 GBLLETIN0118 28 VALTN160118 Florida Certificate of Product Approval #FL1999 Printed 3110/2021 12:05:44 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design .Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the -truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or 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 [CC Evaluation Service report ESR-1118, available on-line at www.icc-es.ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL =,Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. 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.orq. 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.sbcindustry.com. Page 3 of 3 SEQN: 2495641 COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T10 FROM: RWM Qty: 11 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.51009 Truss Label: Al SSB / YK 03/10/2021 6'1"7 12'11"15 _ 19'10" 26'8"1 33'6"9 39'8" I 6,1"7 6'10"6 ' 6,10"16'10"6 -f- 6'1"7 1 �_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 21) 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. =5X5 E 39'8" 9'10" 19,10 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0)- Plate Type(s): WAVE 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.222 K 999 360 VERT(CL): 0.385 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Creep Factor: 2.0 Max TC CSI: 0.617 Max BC CSI: 0.882 Max Web CSI: 0.457 Ve r: 20.02.00A.1020.20 t "1d e ,fs Q 9 ® o. 7�08 I a .� e° a 03/10/2021 ® "4 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS m 0 10' 1' L'. i ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1711 /- /- /961 /309 /444 H 1711 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1490 - 3155 E - F 1130 - 2029 C - D 1366 - 2875 F - G 1366 - 2875 D - E 1130 - 2029 G - H 1490 - 3155 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2759 -1267 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 Alpine, a division of ITW Buildingp Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawingg indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this drawing for any sfr'ucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com• TPI: tpinst.orq; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249588 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T25 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 18281CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50790 Truss Label: AlA SSB / WHK 03/10/2021 7'11"2 + 13' + 17T12 _1 19'10'i 23'8 F 31'8"14 + 39'8" 7'11"2 5'0"14 4'1"12 2'8"4 3'10" 8'0"14 7-11 =5X5 F 8'1"9 4'8"11 2'0"1 ' B'1"9 12'10"4 14'1 " 17 Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W8,W9,W11 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. 3w Criteria (Pg,Pfin 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): 39'8" 6'8" 8'0"11 238" 31'8"11 Defl/CSI Criteria PP Deflection in too Udefl U# VERT(LL): 0.280 P 999 360 VERT(CL): 0.522 P 905 240 HORZ(LL): 0.120 K - - HORZ(TL): 0.225 K Creep Factor: 2.0 Max TC CSI: 0.790 Max BC CSI: 0.859 Max Web CSI: 0.964 03/10/2021 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1555 /- /- /960 1309 /444 1 1555 /- /- /961 /309 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1413 - 2747 F - G 1409 - 2067 C - D 1715 - 3278 G - H 1217 - 2103 D - E 1437 - 2551 H - 1 1424 - 2775 E - F 1565 - 2527 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2374 -1111 L - K 2401 -1108 Q - M 2867 -1216 K - 1 2404 -1107 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 508 - 838 M - F 1684 - 892 C - Q 637 -122 M - L 1745 - 573 S - Q 2530 -1181 F - L 559 - 464 Q - D 744 - 323 L - G 450 - 365 D - M 533 - 912 L - H 477 - 691 "'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 andSBCA) r safety practices prior to pertorming these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face oT 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 BuildinccLLComponents 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 drawing or cover pa a 6750 Forum Drive listing this drawin indicates acceptance of professional enc]ineertng responsibility solely or the design shown. The suitabiliCy and use of this Suite Fos drawing for any sfructure is the responsibility of the Building -Designer per ANSINI 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: 249589 / HIPS Ply: 1 Job Number: N334496 Cust: R 8s75 JRef:1X3L89750042 T9 / FROM: RWM city: 1 7 A51320,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50728 Truss Label: A2 �SSB / WHK 03/10/2021 ) 6'1"7 12'6"15 19, 6'147 6'5"8 6'51 �1' I 10, 10, 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 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.1284" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. ;5X5=5X5 E F 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 27T'i 3369 39'8" 6'5"1 + 6'S"8 6-17 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.172 L 999 360 VERT(CL): 0.321 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K - Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.747 Max Web CSI: 0.625 VIEW Ver: 20.02.00A.1020.20 •-- A � -•rrt2 H. g6�aaao®orj ape ld„7 .", 0 r i s a AST 0 @� � 03/10/2021 10, 1' 398" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /963 /310 /427 1 1556 /- /- /963 /310 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1542 - 2800 F - G 1182 -1779 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - 1 1542 - 2800 E - F 1159 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1262 L - K 2030 - 937 M - L 2030 - 957 K - 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, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 133, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engsneering responsibili((V� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Buildingo esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821 SEQN:249590/ HIPS Ply: 1 Job Number: N334496 Cust:R8975 JRef:1X3L89750042 T22 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CAL1/4EBB ELEV.C/E DrwNo: 069.21.1140.50118 Truss Label: A3 SSB / WHK 03/10/2021 6'1"7 12'0"15 + 18'0"1 + 2171 6'1"7 5'11"9 5'112 3714 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 Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. ;5X5 =5X5 E F 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): 2771 + 33'6"9 39'8" 611"2 5'11"9 6'1"7 9.10.. 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.171 L 999 360 VERT(CL): 0.319 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.124 K Creep Factor: 2.0 Max TC CSI: 0.408 Max BC CSI: 0.748 Max Web CSI: 0.485 Ve r: 20.02.00A.1020.20 ®.708 9 ` C m *.® &T « r p� �� (y�® p•ai�ga®wag ,�� a' COA ebl F9 � >NAL$ 03/10/2021 10, 1' 39'8"� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1556 /- /- /965 /312 /407 1 1556 /- /- /965 /312 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 I Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1608 - 2796 F - G 1252 -1794 C - D 1497 - 2523 G - H 1498 - 2523 D - E 1252 -1794 H - 1 1609 - 2796 E- F 1245 -1635 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2439 -1329 L - K 2064 -1027 M - L 2064 -1048 K - 1 2439 -1308 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 495 -106 L - F 523 - 300 D - L 497 - 674 L - G 497 - 674 E - L 523 - 300 G - K 495 -106 ""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 �roperr attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint -of webs -shall have bracingq installed per BCSI sections 53, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI Q PI 1, or for handling, shipping,, mstallation.and bracin of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enpmeenng responsibility solely -for the design shown. The suitability and use of this - drawing for any structure is the responsibility of the Building0 esigner per ANSI/TPI 1 Sec.2. suiteTag 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: 249591 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JR&AX3L89750042 TS / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.51040 Truss Label: A4 SSB / WHK 03/10/202' 7'1014 17' + 22'8" 7'10"14 9'1 "2 518" �1_+ 10 10, Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 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.OE; 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" 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): 31'9"2 39'8" 9-1-2 7'10"14 9.10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.149 J 999 360 VERT(CL): 0.279 J 999 240 HORZ(LL): 0.060 1 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.755 Max Web CSI: 0.989 VIEW Ver: 20.02.00A.1020.20 �y... .-..r14, A: m� r m 80 n t3.Ci� 1 4 m • V �00 �•msaa ••P•Aq 03/10/2021 r> t 48'8" 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 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1673 - 2755 E - F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 D - E 1352 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1373 J - 1 1695 - 842 K - J 1695 - 863 1 - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 - 448 E - I 770 - 435 K - D 770 - 435 I - F 498 - 448 **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, hand)!% 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 permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicab a. Apply plates to each face of truss and position as shown above and on the Join f Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI Q PI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover pa a 675o Forum Drive - listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This drawing for any shctur is the responsibility of the Building -Designer per ANSIfTPI 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: 249592 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T24 ! FROM: RWM Qty..1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.60181 Truss Label: A5 SSB / WHK 03/10/2021 6'1 "7 16'0"l 23'7"15 33'6"9 39'8" 6' 1 "7 91101,10 7-7"14 91101,10 6' 1"7 6X6 = 6X6 D E T2 6 12 T4 ' m ' C 5 --5X5 F n ao W W1 B G A H 4X6(A2) =5X5 =5X5 =5X5=4X6(A2) 39'8" 10' 9'10" 9.10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph _ Pf: NA Ce: NA VERT(LL): 0.156 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999 240 B 1556 /- /- /964 /713 /366 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 1556 /- /- /964 /713 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.119 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 Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.799 p G Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.745 Bearings B & G are i rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.485 Members not listed have forces less than 375# Loc. from 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 1841 -2852 E - F 1665 -2513 C - D 1665 - 2513 F - G 1841 - 2852 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; D - E 1456 -1829 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2505 -1555 J -1 1780 - 984 member design. K - J 1780 -1005 I - G 2505 -1535 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) _ Webs Tens.Comp. Webs Tens. Comp. C-K 511 -469 E-I 617 -249 K - D 617 -248 1 - F 512 -469 tStts+artnwrrrurrr . °Jr° � a aeaame.a r O Is 0. q d o y fR X tir ®W 8 ry % y-� ayy ti COA AL 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI SBCA) r and safety practices prior to performing these functions. Installers shall bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord provide temporary - 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, Apply as applicable. plates to each face of truss and position as shown above and on the Join Details, unless noted drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. otherwise. Refer to Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation bracinn trusses. A this drawing and of seal on or cover pa a 6750 Forum Drive listing -this drawing indicates acceptance of professional encLsneering responsibility solely -for the design shown. The suitability and use of lhls 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: 249593 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T7 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50165 Truss Label: A6 SSB / WHK 03/10/2021 7'1014 15, 24'8" 31'9"2 39'8" 7' 1014 T 1 "2 9'8" T 1 "2 T 10" 14 :6X6 = 6X6 D T3 E 12 6 � C 5 NSF o r W co W1 B G A H 4X6(A2) =5X5 =5X5 =5X5 =4X6(A2) 39'8" 10' 9'10" 9'101, 10, �1' I 10' 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 L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 P P /962 /328 /346 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- P /962 /328 P EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.115 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 Br Width = 8.0 Min Re 9 q = 1.8 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 BCDL: 5.0 psf G Br Width = 8.0 Min Re = 1.8 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 ft Rep Fac: Yes Max Web CSI: 0.474 Members not listed have forces less than 375# FT/RT:20 0 /10 0 Loc. from endwall: not in 9.00 ft () () Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1807 -2729 E - F 1827 - 2537 C - D 1826 - 2538 F - G 1807 - 2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J -1 1847 -1110 member design. K - J 1847 -1131 I - G 2363 -1462 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 394 - 358 E - 1 628 - 300 K - D 628 - 300 I - F 394 - 358 �9►mratouswtrel E_t• ,trtP/8 " ���i � j art,aas ass ae 6 d a si RJ °!tiG' •a • y $ p. 08 1 _ 4 a � r ® s a T ®[ w L A�°°•oaau+as•�++r�r����- # O AL COA &89ffY$9i5439f�' 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition -of Component Safety Information, BCSI (Building by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properY attached structural sheathing and bottom chord. shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply to each face of truss and the Join Details, Refer to Oates position as shown above and on unless noted otherwise. drawings 16OA-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 truss in ANSI/TPI 1, for handling, bracinccl1of trusses. A drawingg to build the conformance with or shipping, • installation and seal on this listing this drawing- indicates acceptance of professional en sneering responsibili��r solely -for the design shown. The suitability drawing for is the the BuildingUesigner ANSUTPI Sec.2.305 or cover pa a 6750 Forum Drive and use of This Suite For any sgructure responsibility of per 1 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249594 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T23 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,13101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50573 Truss Label: A7 SSB / WHK 03/10/2021 6'1"7 140"1 19,10" 25'7"15 33'6"9 39'8" r 6'1"7 T 7'10"10 i 5'9"15 T 5'9"15 7'10"10 f 6'17 ,5X5 1112X4 =5X5 D E F T2 12 6 T4 v 'SCX5 Z "5X. G u2 r W3 B H A 4X6(A2) = 5X5 = 5X8 =-5X5 = 4X6(A2) 39'8" 10' 9'10" 9'10" 10, 1' 10' + 19,101, 29,8" 39'8" i Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in ]cc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed_ 160 mph - Pf: NA Ce: NA VERT(LL): 0.176E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240 B 1556 /- /- /958 /715 /325 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - . H 1556 /- A /958 /715 /- 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 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.748 Bearings B & H 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: 0.434 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B-C 1975 -2822 E-F 1780 -2112 C-D 1821 -2515 F-G 1821 -2515 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1; D - E 1780 -2112 G - H 1975 -2822 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2470 -1666 K - J 1912 -1210 member design. L - K 1912 -1231 J - H 2470 -1645 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 439 - 395 F - J 556 -182 L - D 556 -182 J - G 439 - 395 E - K 440 - 281 �g$1iit4f9111p(((l/ 11 Il Pff9d 1 O /gyp e *•as �o{ �e tifi COA At 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition Component Safety Information, of BCSI (Building 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 ri id Locations for lateral attached ceiling shown permanent restraint of webs shall have bracing installed per-BCSI sections as applicabgle. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. B3, B7 or B10 - Refer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any. failure truss in ANSI/ PI 1, for to build the conformance with or handling, shipping,, installation and bracin of trusses: A seal on this drawin or cover pa a 675o Forum Drive listing this drawingp indicates acceptance of professional en eering responsibility solely -for -the design shown. The suitability and use of tnis drawing for any structure is the responsibility of the Building -Designer perANSI/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: 249595 / HIPS Ply: 1 Job Number: N334496 Cusl: R 8975 JRei:1X3L69750042 T6 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,R101 / 1828/CAL1/4EBB ELEV.C/E DrwNo: 069.21.1140.51041 Truss Label: A8 SSB / WHK 03/10/2021 13' JT 19,101, '"10"12 398" 6'10" r 0„ 6,1 T 6222 69464 :5X5 1112X4 =5X5 D E F 12 6 � �2X4 p�2X4 h C o_ G `2 ZW I co W3 B H A 3:: 4X6(A2) =5X5 =5X8 =5X5=4X6(A2) 39'8" 10' 9'10" 9'10" 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 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- /- /953 f716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 f716 /- 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 TCDL: psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 5.0 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 & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2014 -2780 E - F 1973 -2289 C - D 1925 - 2523 F - G 1925 - 2523 Top chord: 2x4 SP #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 D - K 425 - 401 J - G 381 - 339 y,}EDtttttPlit�tJtfPryjl 11, E - K 585 -391 A- 41 `ems q O T a o.7,08 9 ID w • w vS T • � s S � ° i® o M� w � g•+i tJi3t _CCllt'c��tll-'a�`l0 i13F4� COA it(rma 03/10/2021 *"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require.extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs have bracing installed BCSI B3, B7 shall per sections as applicable. Apply_plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. or B10 Refer -to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$gComponents 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,, bracingof trusses. A this drawin installation and seal on listing this drawing indicates acceptance of professional en meering responsibility solely -for the design shown. The suitability drawing for any structure is the responsibility of the Building�esigner ANSIITP1 1 Sec.2. or cover pa a 6750 Forum Drive -and use Nis Suite 305 per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249596 / HIPS Ply:__1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T21 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50899 Truss Label: A9 SSB / WHK 03/10/2021 6'3"4 12'0"1 19'10" 27'7"15 33'4"12 39'6" 6'3"4 5'8'12 7'9"15 7'9"15 5'8"12 6'3' 5 5X5 1112X4 = 5X5 D E F 12 T 6 2:X4 I C4 W 02G v `° W3 m B 1 H A a s 4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6(A2) 39'8" 10' 9.10" 10, 1� 10' 19,10" 29'8" 39'8" Loading Criteria (psi) Wind Criteria Snow -Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /- /947 f717 /284 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - H 1556 /- /- /947 /717 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.124 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: psf B Brg Width = 8.0 Min Req = 1.8 5.2 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.748 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: 0.753 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.999 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/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 2102 -2791 E - F 2189 -2492 C - D 1987 - 2524 F - G 1987 - 2524 Top chord: 2x4 SP #2 N; D - E 2189 - 2492 G - H 2103 - 2791 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2434 -1769 K - J 2065 -1444 member design. L - K 2065 -1465 J - H 2434 -1748 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 498 -118 K - F 539 - 531 D - K 539 - 531 F - J 498 -118 gtgf;64iititr:iftilr q Ir E - K 685 -462 r 0 � m 8 v J A 1 ♦e ga0o�iaS��1� ,�� V� A COA ffJI nitaesysw 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition Component Safety Information, r of BCSI (Building — by TPI and SBCA) safety practices pprior 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 rib id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 53, B7 or 1310 as applicabgle. AppTy plates to each face. of truss and position as shown above and on the Joinl Details, unless noted otherwise. Refer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$gComponents 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 drawing or cover pa a listing this drawingp indicates acceptance of professional en sneering responsibilitty� solely or the design shown. The suitability drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 See.2. and use of this 6750 Forum Drive Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249597 / HIPS Ply: 1 Job Number: N334496 : R 8975 JRef:1X3L89750042 T5 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E [D,-,,'INo: 069.21.1140.50180 Truss Label: A10 / WHK 03/10/2021 59"4 11' 19' 28'8" 33'10"12 5'9"4 5'2 -12 8' 9'8" 5'2"12 5'9"4 :5X5 =_ 5X5 5X5 D E T3 F 12 6 z-� 2X4 T W � 2X4 o C (a) (a) G n W3 0 Zo B 1 H I A a s 11e,8., 4X6(A2) -5X5 =5X8 =5X5=4X6(A2) 39'8" 9'10" 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 360 Loc R+ / R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 /718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.127 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 H Br Width = 8.0 Min Re 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 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2194 -2804 E - F 2386 -2693 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 79 -778 534 member. Attach with 0.128x3" gun nails @ 6" oc. �taatl4tlb�01j119 Wind ;,q /ryl'frar. Wind loads based on MWFRS with additional C&Caxrp•+°®°Oa"°'tl"tee member design. q a®• Wind loading based on both gable and hip roof types..'°.+° -p ® ®. o v m 0 0 4� ' J g® - �•gSa�``jf�0�ulpr11aP COAL P��j--1NP'�4 ftfania faifaalat; 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition Component Safety Information, of BCSI (Building by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI.-Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed BCSI sections B3, B7 or B10 per as applicabgle. Apply plates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Refer to ' Alpine, a division of ITW Building Components Group Inc. shall not be resp.Onsible for any deviation from this drawing, any failure to build the truss in ANSI/TPI 1, for handling, conformance with or shipping,. installation and bracinccl1of trusses. A seal on this drawingor cover pate 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 sgr'ucture 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: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249598 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T4 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50603 Truss Label: Al2 SSB I WHK 03/10/2021 9' 17' 22'8" 30'8" 39'B" 9' 8' S,8 T 8' 9' i =6X6 T2 =5XD5 =4E4 T3 -6F6 T 12 6 (a) W (a) �2 v W5 TB G A H 22 1�6'8" 4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2) 39'8" 1' 10' 9'10" 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): 0.251 J 999 360 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 1223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 f720 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.150 I Wind reactions based on MWFRS Mean Height: 15.00 ft BuildingB Br Width = 8.0 Min Re 1.8 NCBCLL: 10.00 TCDL: 4.2 psf Code: Creep Factor: 2.0 9 q Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TICCSI: 0.939 G Brg Width = 8.0 Min Req = 1.8 BCDL: 5.0 psf Bearings B & G are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834 Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): IChords 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 - I 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 0.128x3" gun nails @ 6" oc. tgy+ptiifpltJligE�i Wind . �. $�♦7�FP���l. Wind loads based on MWFRS with additional C&C member design.ry n '� Pv°,�1a°•. Wind loading based on both gable and hip roof types. •®°°P • ° E7.Y1S.af s P i s P P s� T 1J 4 m o JF COA b 0NA1. ,V- sat6899fti31wa�j�` 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 - - App�y to face truss ' as applicable. plates each oT and position as shown above and on the Join Details, unless noted otherwise. F�efer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$QComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the - truss in ANSI/TPI 1, for handling, conformance with or shipping,, installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional encLsneering responsibili��r solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aI ineitw.com: TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249610 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JR&AX31-89750042 T28 ! FROM: LPM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50602 Truss Label: A14G SSB / WHK 03/10/2021 13' 19' 28'4" 32'8" 39'8" + "� 7' 6' 6' 9'4" 4'4" 7' %6X6 =4X4 =8X10 =H1014 z6X6 12 C D T2 E T3 F T4 G T 6� T b (a) W W (a) r, B 1 A H � 5X5(A2) =H0510 =4X4 =6X8 1115X5K B3 =4X6=3X6(A1) 28'4" 1 V4" 1010"412I 4 479,'1'. 4" 8' + 18'10"4 2844 323548" Loading Criteria (pst) 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): 0.179 D 999 360 Loc R+ / R- ! Rh ! Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240 B 1922 /_ /_ /_ /884 A BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - - K 4268 /- /- /- /1911 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.091 L H 80 A A A 160 Mean Height: 10.51 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 4.2 psf Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.846 BCDL: 5.0 psf B Brg Width = 8.0 Min Req = 1.6 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.785 K Brg Width = 8.0 Min Req = 5.9 H Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819 Bearings B, K, & H are a rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings B, K, & H require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; B - C 1596 - 3565 E - F 169 - 505 T4 2x6 SP SS; Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N; C - D 1465 - 3467 F - G 400 -180 Webs: 2x4 SP #3; W6 2x4 SP #2 N; D - E 1332 -3056 G - H 538 269 Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun B - N 3126 -1377 L - K 786 -1874 nails(0.113"xZS%min.). Restraint material to be supplied and attached at both ends to a suitable support by N - M 3126 -1377 K - J 786 -1874 erection contractor. M - L 2986 -1327 J - H 179 - 399 (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs Maximum Web Forces Per Ply (Ibs) for (2) CLR'S where shown. Scab reinforcement to be Webs Tens.Comp. Webs Tens. Comp. same size, species, grade, and 80% length of web ggiit>rto3rsvtiJi!/ member. Attach with 0.128x3" gun nails @ 6" oc. 1440 N - D -430 F - K 2007 - 4053 Loading + �y ®�•„ '�, �', D - M 568 -883 F - J 1889 -778 #1 hip supports 7-0-0 jacks with no webs. be°° ��m'•%R eg �` '•• M - E 834 -67 G - J 344 - 528 E - L 1423 - 3051 Wind Wind loads and reactions based on MWFRS. i Wind loading based on both gable and hip roof types. a WARNING! This truss is not symmetric, but its exterior geometry makes erection error more °s probable. It is imperative that this truss be installed '+. +•® properly. .1 ®0°4 ON iwnenlol* 03/10/2021 '*WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide bracing per BCSI. Unless noted otherwise, top have temporary chord shall properly attached structural sheathing and bottom chord shall attached ri id ceiling Locations shown for permanent lateral restraint oywebs shall have bracing installed per BCSI-sections have a properly B3, B7 or B10 as applicable. Apply Oates to each face oT 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 Buildinc Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A this drawin seal on or cover pate 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili(t�y solely -for the -design shown. The suitabilit9y and use of This drawing for -Designer any sgructure is the responsibility of the Building per ANS11TP1 1 Sec.2. - Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 249599 / SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T2 / FROM: RWM Qly: 1 7A5/320 ,182EC,E ,RI01 / 1828lCALI/4EBB ELEV.ClE DrwNo: 069.21.1140.50869 Truss Label: All SSB / WHK 03/10/2021 57'4 5'7"4 10,81, 11'3' 15 16'0"1 237' 15 5'0"12 715 4'8„2 "1 " 77'14 7'7"15 39'8" 10'0"1 5X5 DD X5 =04 =5X5 =5X5 E F G H I ,2 6 � 2X4 EO C 20 ro T5 B I as A 4X6(A2)=SS1017 =5X5 5X10=3X6(A1) 39'8" 9' 10" 19,10" 9'10" 29'8" 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L!# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 L 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 L 999 240 B 1556 /- A /932 /716 /257 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 K - - 1 1556 /- /- /930 /718 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.142 K Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 15.00 ft Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.820 1 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: 0.802 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.811 Members not listed have forces less than 375# Loc. from endwall: not in 4.50 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 18SS VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2225 -2806 F - G 2509 -2878 C - D 2062 - 2521 G - H 2O44 - 2305 Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE; D - E 1917 -2214 H - 1 2093 -2649 Bot chord: 2x4 SP #1; E - F 1976 -2258 Webs: 2x4 SP #3; Wind Maximum Bot Chord Forces Per Ply (Ibs) Wind loads based on MWFRS with additional C&C Chords Tens.Comp. Chords Tens. Comp. member design. B - M 2452 -1880 L - K 2805 - 2204 Wind loading based on both gable and hip roof types. M - L 2814 -2230 K - I 2266 -1674 Alpine, a truss in c listing thi drawing I For more Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 1699 -1345 G - K 774 - 669 M - E 760 - 872 K - H 693 - 431 M - F 856 - 742 f' w ,+' a o da+. am ae.a®aP COA r� i V /A rrtr:ae�+nae 03/10/2021 '"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary - bottom chord shall have a properly )er BCSI sections B3, B7 or B10, mess noted otherwise. Refer to vision of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the iformance with.ANSIfI PI 1, or for handling, shipping,, -installation and bracin of trusses. A seal on this drawing or cover page Jrawinp indicates acceptance of professional engineering responsibility -solely -for the design shown. The suitability and use ofzis any s r'ucture is the responsibility of the Building -Designer per ANSUT I 1 Sec.2. 'ormation see these web sites: Alpine: alpineitw.com; TPI: tpinst.or ; SBCA: sbcindustry.com; ICC: iccsafe.or • AWC: awc.org 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249600 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T20 / FROM: RWM Qty.. 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50493 Truss Label: A13 SSB / WHK 03/10/2021 5'7"4 10'8" 13'3"15 217'15 317'15 39'8" 574 5'0"12 2'7"1 8'4" 10' 8.0"1 T 1= 5X5 D 12 -5E5 T3 =HOF10 T4 =6G6 6 F�7' 2X4 T C T�2 (a) W "' QZo B H c A 111�8'8" 3X6(A1) B1 -3X8 =5X5 N =4X6 =5X5=3X6(A1) � ' i 10'8" 10,8" 20'8" 5'8" 13,4„ Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 4.50 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T3 2x4 SP #1; T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Webs: 2x4 SP #3; W7 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2ff%min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 5'4" Tl0" 7,10„ 16' 23'10" + 31'8" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Lldefl L/# VERT(LL): 0.043 M 999 360 VERT(CL): 0.080 M 999 240 HORZ(LL): 0.017 J - - HORZ(TL): 0.028 J Creep Factor: 2.0 Max TC CSI: 0.957 Max BC CSI: 0.647 Max Web CSI: 0.546 VIEW Ver: 20.02.00A.1020.20 tom,''a •6®porno•°• s, s ® o'�..5'�.4�� s n ° ° r1� 0 Clfii7 03/10/2021 8' 1' 39'8"�� ♦Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 840 /- /- /551 /397 /257 N* 315 /- !- /159 /140 /- H 585 /- /- /436 /242 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Brg Width = 68.0 Min Req = - H Brg Width = 8.0 Min Req = 1.5 Bearings B, N, & H are a rigid surface. Bearings B, N, & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 959 -1265 E - F 645 - 628 C - D 755 - 932 F - G 648 - 471 D - E 808 - 911 G - H 324 - 611 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 1088 - 733 K - J 924 - 213 M - L 931 - 620 J - H 455 -107 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - M 396 - 367 L - F 903 - 565 D - M 619 -454 F - K 1390 -1254 M - E 442 - 299 K - G 854 -1043 E - L 449 - 564 **WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigpid 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 ' - 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 drawipg, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pane 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibili solely -for the design shown. The suitability and use of This drawing for any sgr'ucture is the responsibility of the Building -Designer per ANSI/Wl 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249601 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T19 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBS ELEV.C/E DrwNo: 069.21.1140.51118 Truss Label: A15 SSB / WHK 03/10/2021 55' '4 10'8I 157155 �- 3'315 �- 31'8"1 �-32-8" 39'8" 508' 1'1712 '3 8'4"2 5 7' 5X5 D 12 T 6 ���2X4 =5X14 T =H0510 e5X10(S S) H C E ch T3 F T4 G T. � (a) B I " " I 3X6(A1) O =5X8 =5X5 L =4X6 =4X4 =5X5 =3X6(A1) 21' 5' 13'8" i 8' 5' 5' 5'8" 8' 11 8' 16' 21' 26' 31'8" 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.038 0 999 360 Loc R+ / R- / Rh / Rw / U / RL BOLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.072 0 999 240 B 745 /- /- /497 /341 /276 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 K - - M 1429 /- /- /726 /654 P Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.031 K L 629 /- /- /238 /218 P NCBCLL: 10.00 Mean Height: 15.00 ft Building Code: Creep Factor: 2.0 I 534 /- /- /399 /245 /- Soffit: 0.00 TCDL: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.701 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.635 B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 2.0 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.703 L Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) I Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, M. L, & I are a rigid surface. Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Bearings B, M. L, & I require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1; Maximum Top Chord Forces Per Ply (Ibs) Sot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 1109 -1100 E - F 800 -732 Bracing C - D 1003 - 901 G - H 766 - 618 D - E 835 -674 H - 1 595 -577 (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 Maximum Bot Chord Forces Per Ply (Ibs) and attached at both ends to a suitable support by Chords Tens.Comp. Chords Tens. Comp. erection contractor. B - O - 410 -442 M - L (a) or scab reinforcement may be used in lieu of CLR 570 O - N 570 -442 L - K 530 367 530 367 restraint. substitute (1) scab for (1) CLR and (2) scabs N - M 598 -426 K - 1 451 - 326 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. tuts+arytiuNp� rrrfrrr Maximum Web Forces Per Ply (Ibs) p t Y Webs Tens.Comp. Webs Tens. Comp. Wind �� . 5 Wind loads based on MWFRS with additional C&C � � s-4*°0qn.* •' �+'rr �, C - 0 502 -291 M - F 909 -732 O - D 469 -387 L - G 947 member design. 4� ®m'} �{�`j�' ,1 + tr °� -898 E - M 1635 -1574 Wind loading based on both gable and hip roof types. f A*° * s * v W @ COA fit% �d?itgal 61 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached-ri4id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3-B7- or B10, as applicable. Apply Oates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSIf� PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineenng responsibility solely -for the design shown. The suitability and use of this drawing for any sgr'ucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249602 / SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JR&AX3L89750042 T18 ! FROM: RWM Qty. 1 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50212 Truss Label: A16 SSB / WHK 03/10/2021 5'7"4 10'8" 17'3"15 23'6" 29'8"1 32'8" 39'8" 5'74 5'0"12 6'7"15 6'2"1 62"1 19'3"15 i _5X5 (2Yy � T 12 6 F71 —5L5 T n O =8X8 =8X8 ;5X10(SRS T „� m E F G H I J K rn - oT � I B Z AB AE M lA tcl N1" 186„ Y X W V U T S R Q P O =3X6(A1) =_5X5 =5X5 =-4X6 1112X4(••)) =-5X5 =3X6(A1) 424 21' 5' 13'8" l'3"15 5' 3, i 8 +1� 8' 16' 17' "15 26' 3T'1 2'1"11 n 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_ P_f: NA Ce: NA VERT(LL): 0.037 Y 999 360 Loc R+ / R- / Rh l Rw l U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.069 Y 999 240 B 774 /- /- /508 /355 /317 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 0 - - U 1323 /- A /633 /586 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.030 O R 711 /- A /257 /237 /- NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Building Cade: Creep Factor: 2.0 M 531 /- /- 1381 /247 /- Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.948 Wind reactions based on MWFRS Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.636 B Brg Width = 8.0 Min Req = 1.5 U Brg Width = 8.0 Min Req = 1.8 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.584 R Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/l0(0) M Brg Width = 8.0 Min Req = 1.5 GCp!: 0.18 Plate Type(s): Bearings B, U, R, & M are a rigid surface. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Bearings B, U, R, & M require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 1118 -1151 F - G 823 -776 Plating Notes C - D 1027 -960 G - H 834 -791 All plates are 2X4 except as noted. D - E 791 - 722 K - L 681 - 548E - F 823 - 777 L - M 628 - 571 (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Maximum Bot Chord Forces Per PI Ibs Chords Tens.Comp. Chords Tens. Comp. Wind B - Y 978 -830 T - S 585 -491 Wind loads based on MWFRS with additional C&C Y - X 627 -411 S - R 584 -491 member design. X - W 462 -350 R - Q 424 - 356 Wind loading based on both gable and hip roof types. iigt;tt&ti@@117datJUPl7JPy W - V 462 -350 Q - P 424 -355 °� f,,, I-7 * r�0�:• r,* V - U 462 -350 P - 0 424 -356 U - T 589 - 490 O - M 445 - 354 ,�\ ��p Y "a �,nnaaa•aa � ���i Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. $ e C>. 08 i C - Y 445 - 257 U -AB 611 - 605 ® Y - D 453 -285 AB- H 504 -522 ® 's Y ; ° E - Z 1516 -1447 R -AE 930 - 847 Z - U 1536 -1466 AE- K 910 - 826 Corr brac attar as a dra" Alpir truss listin draw For V a, ,q, a COA �`a*aOa iiga9*O `�` d@&69ii Ali6M1 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricatingq handlinq shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Went Safety Information, by TPI and'SBCA) for safety practices prior to pertormrng these functions. Installers -shall provide temporary per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall -have a properly d ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, cab�e. Apply plates to each face. o�truss and position as shown above and on the Join�Details, unless noted otherwise. F�efer to GIs 160A-Z for standard plate positrons. Refer to job's General Notes page for additional information. a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing, anyfailure to build the conformance with ANSIITPI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawing or cover paga 6750 Forum Drive its drawing indicates acceptance -of -professional encVegring responsibility solely -for the design shown The suitability and use of this for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. Suite 305 a information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe org; AWC: awc.org Orlando FL, 32821 SEON: 249603! GABL Ply: 1 Job Number: N334496 Cust: R8975 JRef:1X3L89750042 T3 / FROM: HMT Qty. 1 ,7A5/320 ,182EC,E ,R101 ! 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50040 Truss Label: B1GE SSB / WHK 03/10/2021 10,8" 21,4„ 10.8" '{' 10,81, 4,8" 2' � (TYP) =4F4 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #2 N; Bot chord: 2x4 SIP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. =5X5 21'4" 21'4" 21'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI 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 R 999 360 VERT(CL): 0.007 R 999 240 HORZ(LL): 0.005 L - - HORZ(TL): 0.006 L - Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.164 Max Web CSI: 0.069 VIEW Ver: 20.02.00A.1020.20 Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for �{�1{{1tt011l81/rrp�tr gable wind bracing and other requirements. r� 0.70 s i w � O • $pg �®F gg�� 04 ! 19 0 Q W ® #sQ 6"p� �°6®°®••19ID19 •Qi coA A �1`3 03/10/2021 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 245 /- /- /134 /103 /243 J* 72 /- /- /35 /33 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 248 Min Req = - Bearings B & B are a rigid surface. Bearings B & B require a seat plate. Members not listed have forces less than 375# '*WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care, in fabricating, hand linp, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing 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 ' drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSIlTPI 1, or for handling, shipping,, Installation and bracin .of trusses. A seal on this drawn or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional encLlneering responsibility solely -for the -design shown. The suitablli y and use of this drawing for any sfr'ucture is the responsibility of the Building -Designer per ANSI/51 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249604 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T1 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50352 Truss Label: C1GE SSB / WHK 03/10/2021 T 7' r� 5' i 2' ---i (TYP) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 4X4 D 14' 14' 14' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 14' 7' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.005 J 999 360. VERT(CL): 0.008 J 999 240 HORZ(LL): 0.004 H - - HORZ(TL): 0.006 J Creep Factor: 2.0 Max TC CSI: 0.308 Max BC CSI: 0.177 Max Web CSI: 0.142 03/10/2021 Ver: 20.02.00A.1020.20 ♦ Maximum. Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B* 68 A /- /38 /30 /13 F 268 /- /- /206 /134 /- Wind reactions based on MWFRS B Brg Width = 159 Min Req = - F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C - D 377 -129 D - E 376 -129 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 - 238 H - E 511 - 238 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building. Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attachetl ri id ceiling Locations shown for permanent lateral-testraint of webs shall have bracinq 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 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 notbe responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,i . nstallation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawin indicates acceptance of professional englnneeenng responsibility solely -for the design shown. The suitability and use of this drawing for any s ructure is the responsibility of the Building esigr per ANSI/T 11 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249616 / EJAC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T15 1 FROM: RWM Qty: 14 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50524 Truss Label: EJ7 SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12'2"11 12 6 M O La M in V B A 8'8„ D 7 7' 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: h/2 to h TPI Std: 2014 C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 Inrnvr= 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. as a drav Alpii trust listir dray For 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 EW Ver: 20.02.00A.1020.20 O O °a o. T08 1 = ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /249 /108 /208 D 125 /- /- /73 /- /- C 174 /- /- /128 /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 9. •®�OIDtru nIDP'�tl V� e COA�Af 1/LONAIL s.V amonfti><15a 03/10/2021 "'WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS > require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Went Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly ci riqid ceiling Locations shown for permanent late�el restraint of webs shall have bracin installed per BCSI sections B3, 67 or 610 icable. Apply places to each face of truss and position as shown above and on the Join�Details, unless noted otherwise. F�efer to ' 1s 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildincc�LComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover page 1is drawing indicates acceptance ;of professional engineering responsibili(� solely -for the design shown. The suitability and use of )his 1 for any sgructure is the responsibility of the Building -Designer per ANSUf�I 1 Sec.2. 6750 Forum Drive Suite 305 Orlando FL,32821 SEQN: 249606 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T11 / FROM: LPM Qty: 4 ,7A5/320 ,l,2E,,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50494 Truss Label: _CJ5 KD / YK 03/10/2021 L 1, J_ 4'11"4 4' 11 "4 11'2"5 C2 9) 9) N M ZY) 81811 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 D D 89 /- /- /51 /- /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.010 D C 118 /- /- /85 /116 /- Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.549 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.257 D Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 C Brg Width = 1.5 Min Req = - Loc. from endwall: not in 4.50 ft FTlRT:20(0)/10(0) Bearing B is a rigid surface.Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 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. 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) 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 ri id ceilinc7 Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 67 or 610 as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Build inA Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely or the design shown. The suitabilii9y and use of this drawing for any sfr'ucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec. 2. Suite 305 For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC: awc.ora Orlando FL, 32821 SEQN: 249607 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T26 / FROM: LPM Qty: 4 7A5/320 ,182EC,E ,RI01 / 1828/CAL1/4EBB ELEV.C/E DrwNo: 069.21.1140.50290 Truss Label: CJ3 SSB / WHK 03/10/2021 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): C T Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 03/10/2021 Ver: 20.02.00A.1020.20 10'2"5 0) M N 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- 1- /156 /71 /99 D 50 /- /- /27 /- /- C 63 /- /- /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 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 oT 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 BuildinlComponents Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the - truss in conformance with ANSIrI PI 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 engsneering responsibilityy solely -for the design shown. The suitability and use of this drawing for any sgr'ucture is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2. - Suite soy For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249608 / JACK Ply: 1 Job umber: N334496 Cust: R 8975 JRef:1X3LB9750042 T27 / FROM: LPM Qty: 4 ,�7A',,�.320,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.51261 Truss Label: CA KD / WHK 03110/202' Lm 12 6 [7- C 4 3 T Loading Criteria (pst) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 1.60 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 1 ' @+® 11 "4 a Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE M M 1 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D - Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 03/10/2021 9'2"5 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 /76 /45 D 11 /-2 /- /14 /10 A C - /-15 /- /29 /33 P 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 propery attached structural sheathing and bottom chord shall have a properly attached Mid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ' -- drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall not be res onsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installaflon and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional eng Lmeering responsibilitu solely -for the design shown. The suitability and use ofg is - drawing for any sgructure 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 insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2496091 HIP_ Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750042 T16 / FROM: HMT Qly: 2 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1140.50275 Truss Label: HJ7 KD / WHK 03/10/2021 5'3"5 5'3"5 9'10"1 4'6"11 to] 12'2"3 12 4.24 2X4 C v m n ih M v B a A 8'8" FE 2X4(A1) =4X4 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " TS' } 9'2"2 7"14 9'2"2 911011 Wind Criteria -- Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.0E; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setbackjacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0.162"x3.5") nails at top chord (3) 16d common (0. 1 62"x3.5") nails at bottom chord 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 Udefl L/# VERT(LL): 0.040 F 999 360 VERT(CL): 0.076 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 03/10/2021 Ver: 20.02.00A.1020.20 r4sa�o 17 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 /- /- /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- /- /- /177 A Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! JT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS a care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building mation, by TPI and SBCA) fo'r safety practices poor to performing these functions. Installers shall provide temporary s noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly ications shown for (permanent lateral restraint.of_webs shall have bracing installed per BCSI sections B3, B7 or B10. 3tes-to-each face. o truss -and position as shown above and on. the Joint -Details, unless noted otherwise. Defer to m Is -1 nUH-c Tor stanaara plate posons. Kerer to foD s uenerai Noies page Tor aaarvonai informanon. a division of ITW Buildingp Components Group Inc. shall not be responsible for any deviation from this -drawing, any failure to build the conformance with ANSIITPI 1, or for. handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa ga 6750 Forum Drive 1is drawing indicates acceptance of -professional enpptneering responsibilittyy solely or the design shown. The suitability and use of this I for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 Gable Stud Reinforcement 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 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Flrr 1?fl mmh \./i ,4 Qn 4 l4' M.— W.I. .+ o+,..u., r-1 --- A r..___.._ - I 2x4 Brace Gable Vertical Spacing Species Grade No Braces ) ix4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace �GroupA Group B Group A Group B Group A Group B Group A Group B Group A Group B S P r #1 #2 U r #3 3' 8' 5' 9' 6' 2'' 7' 8' 7' 11' 9' 1'' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' o Standard 3' 8' 4' 11' S' 3' 6' 7' 7' 1' 8' 11' 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' 0' 14' 0' S P #2 3' 10' 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' S' 3' S' 7' 6' 11' 7' S' 9' 2' 9' 7' 10' 11' 11' 8' 14' 0' 14' 0' d D L Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, ill 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U _ #1 / #2 4' S' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' U �I P Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' o rl Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10' 10' 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10' 8' 11' 1' 14' 0' 14, 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' QJ D P 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10, 11' 10' 12' 7' 14' 0' 14' 0' 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' d _ S P *F#3 4' 7' 8' 2' 8' 5' 9'8'10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' �f U I�P4' 7' 8' 2'8' 5' 9'8'10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' 4' 7' 7' 0' 7' 5' 9' 4' 10' 0' il' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X5' 1' 8' 5' 8' 8' 9' ill 10, 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d #2 4' 10' 8' 3' 8' 7' 9' 9' 10, 2' 11' 7' 12' 1' 14' V 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' .--I D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' t 8' 8' 9' 3' 11' 6' 12, 0' 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end, Max web total length Is 14 j Vertical, length shown In table above, Connect diagona midpoint of vertical o PI E AN ITW COMF \ 1514\ Earth\ City\ Expressway 1 \ Suite\ 242 \ \ Eanh\ City,\ MO\ 63045 �Y About 18' L 'L' Brace End Zones, typ. 2x6 DF-L #2 or, better, diagonal "r bracer single 8, or double cut (as shown) at L upper end. `r` 14N Refer to chart fik "VARNING!" REAR AND FVLWV ALL NOTES BN THIS BRAVING a wwDWMTANTww FURNISH THIS WAVING TO ALL COMACTDRS INCLUDING THE INSTALLERSCM Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref "t4 folio. the latest edition of BCSI (BulldIng Component Safety Information, by TPI and SBCA) fo sr practices prior to performing these functions. Installers shall provide temporary bracing pe B Unless noted otherwise, top chord shall have properly attached structural sheathing and bo , shall have n properly attached rigid ceiling. Locations shorn for permanent lateral restraint f shall have bracing Installed per BCSI sections B3, B7 or B30, as applicable. Apply plates to ea of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatl, this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlpF nstallatlon 8 bracing of trusses. A seal on this drawing or cover page Listing this dmwtrg, kxkates acceptance of professional engineening responsG,pity surely for the design shown The suitability and use of this drawing For any structure Is the responsWty of the Building Designer per ANSI/TPI 1 Sec2. For more Information see this Job's general notes page and these web sites, ALPINE, www.alpineitw,coml TPB www.tpinst.orgl SBCA, wwr.sbcindustry.orgl I00 wwwlccsafe.oro r , $ tJ n` b R totaanp•ei V� � °7. — 10/2021 Bracing Group Species and Grades, Group At S ruce-Plne-Fir Hem -Fir #1 / #2 ISt.ndrd 12 1 Stud #3 1 Stud 1 #3 Standard Dou las Flr-Larch Southern Pinewww #3 #3 Stud Stud Standard I Standard Group Bi Hem -Fir #1 & Btr #1 Dou ins Fir -Larch Southern Pine)xww #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrlal 55 or Industrlal 45 Stress -Rated Boards. Group B values maybe 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 IS' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of 807 of web member length. Gable Vertical Plate Sizes Verticnl Length + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail, REF ASCE7-16-GAB16015 DATE 01/26/2018 DRWG A16015ENC160118 No S lice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than IS' 6' 4X4 MAX. TOT, LD, 60 PSF X. SPACING 24.0' 'T Relnfoi Memk Ga Tr Gable Detail Fnr I rat -in \/Pri-irn I � Gable Truss Plate ppropriate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, ,b, and heel plates. vertical plates overlap, use a .te that covers the total area of lopped plates to span the web, „ 2X4 2X4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nnllsl 10d Common (0.148'x 3,',min) Nails at 4' o,c, plus (4) nails In the top and bottom chords, Toenalled Nails, 10d Common (0.148'x3',min) Toenails at 4' o.c, plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable 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 301001ri//4 S18030ENC100118, S20030ENC100118, S20030E O1 43QP.,Fi110 el'y See appropriate Alpine gable detail for 'T' Reinforcement Attachment Detall '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 Exampler 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' = I1' 2' 'T' Relnf, Mbr. Size 'T' Increase 2x4 30 2x6 20 -WARNDIGww READ AND FOLLOW ALL NOTES ON THIS DRAWDQ A 0. � V0 _ REF LET -IN VERT "DPORTAKKK RMUSH UffS DRAWING TO ALL CONTRACTMS INCLUDING THE INSTALLERSG Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref "t� n� s follow the latest edition of HCSI ®utlding Component Safety Information, by TPI nna secA) fa .*toy. • DATE 01/02/2018 practices prior to performing these functions. Installers shall provide temparnry brndng pe: BCSL a d Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chol�t shall have a properly attached rigid ceiling. Locations sham for permanent lateral restraint f se lJ 4 �; DRWG GBLLETIN0118 shall have bracing Installed per BCSI sections H3, B7 or B10, as applicable. Apply plates to en? o !, of truss and position as shown above and an the Joint Details, unless noted otherwise. r a mot✓ 10 PI Refer to drawings 160A-Z for standard plate positions. ` "� Alpine, a divlslon of ITV Building Components Group Inc shot( not be responsible for any devlatlo r a®w ♦� `t this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hnnd"ng, shlppIn w!'wl1em�e MAX, T❑T, LD, 61) PSF AN ITW COMPANY installation & bracing of trusses. A seal on this dr awhV or cover page listing this drarklg, indicates acceptance of professional / 11614\Earthl City\Expressway engineering responsibRlty solety for the design shown. The suitability and use of this drawing .atd$� t /10/2021 DUR, FAC, ANY \\Suite%242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. ft \\Earth\City,\MO%63046 For more Information see this Job's general notes page and these web sites,MAX, SPACING 24,0° ALPINE, www.atpineltw.ccml TPH www.tpinstorgl SBCAi www.sbclndustry.crg) IC6 wuwlccsafe.arg Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, 3�31� Attach each valley to every supporting truss with: 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE 7-16 180 mph, 30' Mean Height, Part, Enc, Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph, 30' Mean Height, Part, Enc, Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates. 3X4 ����X4 12 Max, 2X4 8-0-0 max —i 4X4 Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord. ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', Pitched Cut Bottom Chord Valley 20-0-0 (++) Mi Supporting trusses at 24' o,c, maximum spacing, Valle Spacing 2X4 Square Cut Stubbed Valley Bottom Chord End Detail VaUev F 60 �1 �No, „ 1• • u ��NONE, 1ff!NR_Z0 ERNME ❑ptional Hip Joint Detail Partial Framing Plan ■.VARNMOR READ AND FDLLDV ALL NMS ON THIS BRAVINGI g e 0. t U0 4 LL 30 30 40 PSF REF VALLEY DETAIL •w@�Q2TArTT■■ FURNISH THIS DRAVM TU ALL CCNTRACTCRS INCLUDING THE INSTALLERS. a Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer d 5 e 3 TC DL 20 15 7 PSF DATE 01/26/2018 follow the latest edition of BCSI (Bundling Component Safety Information, by TPI and SBCA) for f y w • practices prior to performing these functions. Installers shall provide temporary bracing per L .". Unless noted otherwise, top chord shall have properly attached structural sheathing and bott cho A� • BC DL 10 10 10 PSF DRWG VAL180160118 shall have a properly attached rigid ceiling, Locations shown for permanent lateral restraint o wry s� P R t'b.. shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to each ,fin ® j,°yw of truss and position ns shown above and on the Joint Details, unless noted otherwise. sue' 4 w`p gv BC LL 0 0 PSF PI Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation n a'eb 1Ro this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,• •ba++,••�`�. TOT, LD, 60 55 57PSF AN ITW COMPANY Installatlan & bracing of trusses, A seal on this drawing page sting this drawing, Indicates acceptance of professional7` 1\514\Earth\City\Expressway engineering responsblli�ty solely for the design shown The sultablilty and use of this drawing 'J °l;Ci9WtiF0+ �10/202 I'suite\242 for any structure Is the responsib" of the Building Designer per ANSI/TPI 1 SecB �ti8�f11t t \�" DUR,FAC,1.25/1,33 1.15 1.15 \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites, SPACING 24,0' ALPINE, w—Ipineltw,comi TPI, www.tpinst.orgi SBCA, www,sbcindustry.orgi ICC, wwwJccsafe.arg 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 location) 170 mph for SP (G = 0.55, min,), 155 mph for DF-L (G = 0,50, min,), or 120 mph for HF & SPF (G = 0,42, min,). Maximum top chord pitch is 10/12 for supporting trusses below valley trusses, Bottom chord of valley trusses may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates 3X4 12 12 Max, I 2X4 X4 to— 8-0-0 max 0-i 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley Valle Spacing Square Cut Bottom Chord oe-nailed Valley 12 10 Max, I 4 Q 9 `SPo.G�gtiar►ra�srsa 4 r 2X4 Stubbed Valley End Detail 0 4X4 '5�r r Optional Hip Joint Detail n �T�4u�s4e� Partial Framing Plan A PI AN ITW COMPANY 11514%Earth\ City\ Expressway \\suite\242 ..1/ARNINio READ AND FMLDV ALL NOTES ON THIS DRAVANGI a 111II0PQ2TANT.. Fl1RNISH THIS DRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLER A a Trusses require extreme care In fabricating, handling, shipping, Installing and bracingRe " a fallow the latest edition of SCSI (Building Component Safety Information, by TPI and SiBCA, f it practices prior to performing these functions. Installers shall provide temporary brndng BCSLw Unless noted otherwise, top chord shall have properly attached structural sheathing and b om ch g {d shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain of b9 shall have bracing Installed per BCSI sections B3, B7 or 210, as applicable. Apply plates to eQ�h e @ of truss and position as shown above and an the Joint Details, unless noted otherwise, Refer to drawings 160A-Z far standard plate positions. Alpine, a division of ITV Building Components Group Inc, shall not be responsible for any devlotl this draring, any failure to build the truss In conformance with ANSI/TPI 1, 0r for handling, shlppt1! Ins tL brndng of trusses. A seal an thts drawing or cover page listing this drawing, Indicates acceptance of professtonal engineering responslduse ity solely far the design shom The sultablUty and e of this drawng far any structure Is the responslblUty of the BtAdtrg Designer per ANSI/TPI 1 Sec2. U. f V0 i • ,e �? �`i 1; i �i ,s® e• -� .t- ti e® ,anandot, ows',• {`�� •�,�y` f T t9s /10/2021 LL 30 TC DL 20 BC DL l0 BC LL 0 TOT. LD, 60 30 15 l0 0 40PSF 7 PSF 10 PSF 0 PSF 57PSF REF VALLEY DETAIL DATE O1/26/2018 DRWG VALTN160118 55 DUR.FAC.1.25/1.33 1,15 1.15 \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites, ALPINE, vt. w.atpineitw.comi TPIi www.tpinsorgi SBCAi www.sbclndustry.orgi ICd wwwtccsafe.org SPACING 24,0' VALLEY FRAMING & BRACING DETAIL R B( Lumber Size and Grade•Minumum Requirements GENERAL NOTES Purlins required T-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. 16 cases that this Is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a, minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7.10, 180 mph, Enclosed, Exp D, Kzt--1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psi (TL) and 20 psf (TD) Max. ce the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gored between rows. ITY0 inrtection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 4 16d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails - .... --.... ) 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. Is required for cripples 5'-0" to 10'-0" long nailed wy 2 -led (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with led 10.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/ "T' or scab. Use stress graded lumber & box or common nails. -Jarrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples if cripples fall between lower truss top chords and lateral bracing Is not used. >, -Apply all nailing In accordance to current NDS requiremen Nails are common wire nails unless noted otherwise. `yw� (A) I (B)") —VARl DQ— REAR NO F OLUN ALL H= ON naS BRAWMM — • raDeUZrAN'Tu flseasn Thor MAVaiG M ALL CUNTRACTnts DCUnnr. THE DIS'TALLFRS. = ; * ; d LL 20 30 40 54 REF VALLEY FRAMING Trusses rwauYw °xw°e co- h fnbrknt�, tinnnk� sHpp►.o, lnst•tll� and brndro seise to mhd ° DL 10 20 7 7 DATE 10/O1/14 folios the latest edition of SCSI �m+g Component Safety Infornatlan, by TPl and SBCA) for saf practices prior to perfarnkfg arse functions. Inrtallers shnU proNde temporary bmclno per B • STATE OF s Unless noted otherwise, tap chord shalt have properly attached str„cu" t sheathing and bottan L SC DL 0 0 0 0 DRWG VACNV1801015 shall have a properly attached r1gW ceikx). Locatlons shown for pemanent lateral restroht of • d 77 �^ rt� shall have trnckq kutalled per above seed n the J or Bit, ks arAess le. Apply pintos to each f • • I111�\VII of t...ss and sw«, as shown above and an the ,ant retails, „Mess naeed ather.hse. BC LL 0 0 0 0 Refer to a a.�a 16DA-Z far =iandard ptate posYdans � '•:c4 O R 10?'••'• �'�. AN RWt�AAPNNY Aipkre, dv1slon of ITV BVldng Components frmp Tne shaU not he responslAe for orry deviation from ••A•„w••• �� �� this a a.�,g, any fatl.e to bUld the truss k1 confornance soh ANSI/IPI 1, or for hamm�g, shopk,w • TOT. LD.30 50 47 61 k,staltatwn brodng of tr��.. , keToat� ssfONAt ECG AL" on this drawing or cover page Ustklg this dro omeptnnce of professbrlol f�t,e'` r �"tt�e-tety for the desiof gn st. 't'e �'cae"ty °'"''� of this dr'a'*n ntNta� DUR. FAC. 1.25/1.15 13389 Lakefront Drive t`T' Ldkp Ileslper� I `n'• Earth City, M063045 Far mare krformntlon see this ,lobes gererot mates p¢gw and these sob sltea to �0`� SPACING SEE ABOVE ALP11Fi wwwolpkekw.canl TPh www.tpkntarw SBCA4 www. p6ndustrycry, [CG swr.lcesafeorp