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Truss Engineering Package
• I U) ,;O'-R" 14'-0" 4'—e 21'-4' 39'-8" THIS IS A TRUSS PLAmfQ/T PLAN ITS VUDM TO AID D1 THE DW&UTM DF TRUSSES ENaDM✓£a TRUSS DRAVVCS Ala] AROCTECIIRALS SUPER 's TFm EN =Ur. CM ES Lm PLAN DE IIEM=M TW= PSTA BSEFIA ! PARA AYUDAR EN LA DWAlACTaR DE TTL=SCL LOS DIOUMS Y AiE7Rrimni S DE DE,EIIE10 DE VAGENI RIA SUPERAN ESTE 13=4EN@ mm 'icr KLLn�IY mml mKaflm ALL K= SH" CS rm3 TDMTIU aRTT4 N163, Alm m Sf1[1ID ID wR m ILTR 7Neai TOi1aR maETR ff Tim vs>a iAol OWSE.i VDL Jr me ,IQi7•fF] NDAIaf HtIDt NUTr21 xV1VV.L n ALL �R WAUL3 N tr s AB my � TD emw THE Lnm M DWNATM mme Orr taw IK N�llm POI Tc AT CAROM mrtMCT6C V AEACA, a1G X Er T T S a T LIXXM ,Ym N VT : mRAR NID m gOg ne TRUSSES Am = m ism m Ay= fFPNWS. THEM SC VmA lO.Ta'1PZ 1mMT la CAPAS fERR1 p/FIDAS .INTAS T100LLIDi 6AVSS Y SIR a ALTOS MR 1R� Em EL maORm®Sm DE MA SE ACMARM rAN3a AiIT� Sal ANmImdN PIEVIA PO! CCQa.TO TE®~Ai lAY rmm L mulgra M" STA InzO AtZgMDAgre PARR LLLVAn LAS CAAW mP1ASNi M lm Tsai O TSA6SL T pm1 MITES Q 4 SCrTAlA1CTa1 T AI/IES 1[ ANffM alAlY®I CaG ro, W Npr{O tSSARRA M Q mlYas ES mmOl,m mnRlCf®� "W Ol L1fiN1 Y OI Si71V® MITES E YG l!6 TNOY7 S low SC DOO�JdA SNm�mASAi k Rr/-Cf991A PMG C Ap lAS R®ARACM 6 PACK FOUR CONNECTION. r-o• TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING SHINGLE PLUM ROOF .,10 Reviewed for Code Compliance �' Universal Engineering Sciences �A t (AAtx-er( i1%4 cU4''.z&" Total Truss Quantity = 60 Labeled End Mark General Notes 1) ¢N pIdsdl tl�i tlq�dtad Wry P� 2) AI hMM to g 5a = HS28 wim OUM wtzl 3) M tram wft is 24' O.F mim RUnrra rdid. 4) Ft Tnlm Ph1E h .A. BC5-61 IRm,mndatim p —I X-tad„p dlPiid 6e plaod d a madlmEn tpaYip 15 O.C. avow 9N am to d rTp- of a mod.= of 21P 6alRam ewh X�Taa thmpllaR ON ihuctum rlar m BC5-B1 fir m7 odddlad hzip ROOF LOADING SCHEDUL TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 % WIND SPD/TYPE= 160 BLDG EXPOSURE = C USAGE- RESIDENTIAL CAT 11 WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Tmss member design &. eom,eetor plates a= dcsimed for ASCF. 7-10 and maximum forces from both compoocnts sad claddings and main wind f Is —isbng syst— TLax trusses have been , d ro tarty an oaditioaal IONpsf—o urt mbott thud1— Iead. FLOOR LOADING SCHEDULf TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLIFTS ARE SHOWN ON ENGINEERING WALL KEY ® 0 is o �s o l l , LOAD/ DFSaUMON INIr. DATE CARPENTER CONTRACTORS ffl9--OF AMERICA 3900 AVENUE 4 R W. WINTER HAVEN FLEREBA 33880 PHUM 000) 959-8806 FAX, (863) 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECTCREC SIDE -- MODEL 1828/CALL/4EBB i CCA PROJ/MODEL/ALT 7A5/ 320/182ED,F ALT DESC OTC 3328 HOMESTEAD DRY LOT 90 ,r BLOCK DESIGNER RFS PAGE 1 3 17 #31 334502R 1 4 "=1' .f i't ENGINEERING PALKA'GE Builder: �DR-HORTON /STATEWIDE Project: 7A5/320 CREEKS IDE Model /Building: ii2ED,F Lot Alt: Lot: .._-._90_ ._. _. Address: i JobNumber: .N334502 .............__ .......... .................. _........... ........... Block: _ Unit:..___ Revision Date: New Load #: Reviewed for Code Compliance CARPENTER CONTRACTORS OF AMERICA, INC Universal Engineering Sciences 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ALPINE March 13,2019 AN, rrW MftfiV Mr. Bob: Michaelis G.qro6ht.6r:'CO.n'tract*o**r*s'. of Amerida., Inc.. 3000 Avenue 0,. Norihwest - Winter Haven, FL 33880-6261 Re: Alternative: Jhs*t lations. for 6 single ply carri6d truss with a width Jess than the hanger width, grid. n achieve full dovalue-for fo-ce-riiountod.'hanger.attcic'hh!6nt wood.blo* 9,WP'ch_.on, a, one ply sign loqd' supporting girder (Reference detail WA37-02); Dear Bob,: Fora single Ply carried truss with a'width 1e'§,q than the hanger. * width yoU '.can.inst IVa. prefabricated jack scab truss for wQoqI.fIller blocking. The chord- sizes,:.qhord..gTq0ies, and to - be the. sairrie as the sirig.le! Ol y . carned truss. The pr6fabridated.jack:sdab truss have a.minimurn .length of 4$�' and will have - a . minimum .pitch -:of5/12... The single ply car.(I,6dtrqss shall have,,a. reaction Of 3,500* or less. Attach prefabricated.jack:scabAruss. wit4 two 2) rows.ofO.128'x3.0"'Gun Nails at'2" O C .per row, staggered 1" (See Figure I b616W). P16as'..ref&r't6.thb Simpson,StTpqJtf�,Cata e 2Ql:9$. page 216.*f Figqrp_:.3 for' more i.n,f_or`ma*t'i,o,_n. Figure I Forasingle -pAy— Mer'that requires wood blocking to,*adhiOve:�*ftill design load Value for face -mounted .. ' 9. 9 hangers :ply the: same size anid .gers -attach one wood. block to the back face of single h dradeat"the bottom. chbtd,of the. single ply girder. The wood block length th to be such that-the'wood blocking -extends to each adJadent'panel points (Websi-Afid bottom chord intersections):. Attach wood tWc(. (2.) rows, -Qf .0. 1 x3. Gun �iails at. e�. r block: u. per. OW, staggered, 3.0" applied to. the 6760* Forum Drive Suite. 305, O.Hand.p. F . L.. 312 . 821 (800) 621-9166 -.www.aI'pineitw.,com I ALPINE single plygirderface; with an additional (20) 01 1.2 . Wx&W Gun Mails at each panel point applied to the, Wood bloickface (66e FigLiro%2 below). P.Iekse Wet to thb.Simosdh SVohg 0 9 -page 216,. FiO.Lir . e..1 for more information. Figurl:e%Z' ....... ... .... ... . ......... .. .. .. I .. ... . ... ... .......... . ................ ......... . .. .. I ... ..... ... .. .. . . ..... _ . ......... .. ... ......... ... .. - _ .. .......... .. .......... .. ...... ..... ... ........... .............. The -applit:ation of prefabricated jack scab truss for Wood filleirblocking :or wood bl'ockinq to achieve full. design load value for face-mo.unted hangers. must be :approved by thehardware manufacturer. Ali edge and end distances, and spaemoJor all nail connections'mUst be SU , ffiCi6nttb**preVent_.tpIittihg of 'wood. If I can.be of any further assistance, or if you h. e have any.qu..stio.n.s; please give me atall.. �William K K(Iqk:.P.E.. 'Ghief Engineer* Alpine an, l NI1 Company Engineering Department. Orlando, FL 6750*Fdria (800))521-9790 - (863) 422-81685 Www,aiP*:j!1.ei*tw.-qb.rh 61 ALPINE AN ffWCW- PAN Y April 261:2019' Mr. Bob Michaelis Carpenter Contractors of America, Inc. Avenue o;. Northwest -Winter Haven, FL 3388 . 0-6201� Dear. Bob,. .Rd'. Strongback bridging'. on fb6f.trusses. I understand there -is sothd concern over our fecdrnmendati6ns f6r:strdhgbackbridging on. lioof4trusises, .Strongback brid.9 ing for roof trusses is not.a. requirement of 2P14 nor is it are uirementofthe .q Building Component .Safety Information (13MI), But strong * back. Bridging on roof s' trusses i recommen:d'ed; by _Carpenter Contractors , of. Am, ,Strongback.. bridging serivies the;. ,following functio-n.s; One, bridging aligns the bottom chords. -After they are. set .so.. tbpy,are uniform along the ceiling fine and ceiling :serviceability Twoj bridging reduces relative deflection of. adjacent ItUssds,, Strongback budging .does: riot: prevent or reduce .overall individual d6flecti6n, especially any roof 'tridsises, oft q! �in or 'than 1/*'inch. . . .. . .. ...... .......... ... ... .... ... . ...... ....... .. . . ..... ........... .... .. .. ....... ........ ... 4q_ --- Si . I .. . f " '' 'permanent.-1 brqqihg %and Is not. Strongback bridging in roof. trusses does not serve as emp.orary..or intended to .distribute. or share design loads, between trusses. Consequently, no design load's have' . been accounted for'With this. detail and continuous strohgback.bridgirlio -should: hot:bdAttaiched betw6en commonand girder 'trusses-. The use :of strongback I bridging shall not. interfere w . ith other, design ..g ideratibns. asspecified.b�k the Ehgihei6r'df Record or the. Building: Designer. cons The outer ends ofthe sirori:gpack bridging..shall be attached. to a wall or anpthor:secure end. restraint,- -of a.s.specified'.by the Engineer of Record or. Building..136sij.h6r. Strongback bridging'shall. be:a. minimum of 2X6 norhinal . Win. bd.r oriented with th the depth vertical':. Attach9 W1 .16d common nails (O_f6Tx3..5"). nails at.. each intersecting thembet. When extending the - strong back bridging overlap by at. a.minimum of two trusses, The.-locatioq of the.. strongback:,bfidging maybe specified I :by .. the Truss Manufacturer, Engi6e&r of * Rbdord,. or Building Designer.- Please, refdr-:to. or deidil for more. information. The graphic shoWh (Figure-1) is fbirgeno-ricillustr6tive purpose only. ,6750 F.6rurn Drive:8uite 305, QdMdo, FL 328211- (800) 5214790.- (863). 422-8885 vuwiuV:aOne&. com A, M ALPINE 1 11 U L- ta f-I I L— `,.IN . 1 O.T.S lot Figure-1, If Lain. be of any furilhbf assistance' or -if you "have :-.any questions; please; *give. .me a call. Williahl. H. Knck- Phief'.E.ng'kqeer Alpine an I . TW -:.Cp.Mpany Engi neering"Department -Od6n.dq; FLV821. 67-5.0. Forum Drive Sulte.305, Orlando; FL 32821 -; (800). 571**-9.790 - (8153)-.422=8685* WWW." blpl n,*eltw.,CQ,M, S. . TRON .. GBAt:KBR'1DM'NG RECDMMENDATIEINS ®All sca:b7oh blocks shall:.be:. a minimum-Zx4 BRIDGINGBRIDGINGTOGETHER 'stress grad deI • Do -MI. str-ongback bridging .and bracing shall .be :a. minimum L '.stress' q!.,a6Ie.bI* lu*riber.' 4, -Th e purp.ose of strondbdc. �16rlcl6lhg is: to. -6- ATTACH SCAB WITH 10d :BDVGUN develop (0oxf sharing between''Indk4duat trusses, (O.IPB'x 0. WAILS X 2 PMWS' Af :4 V bc6- ... D.C. resulting In an b%)L:;raL( Ih&&Qqg- In -the scAB .61 NUTE, -IN LIEU.'OF- SPLICING. AS- SHOWN, I SA[On-e's's- o LAP-STRONGBACK-:9RIDGING MEMBERS- FOR:AT'LEAST ONE -TRUSS:,SPACING stnongback Iprldglng, as. : positlohocl. �sOow.h.' In STRONGBACK'SRIDGING 'SPLICE -DETAIL detalls, Is recommenclect at. 10' =&'-o.c..(max:) b*rIr6I* Ij" o--The- terms:g.n. g -qnCf :'bracing' are some-times .ND.TEi Details ;1. and 2.'arli? 'the ;pj-�,erert�,�?d attachmentMLithbcls. ATTACH 'T)R'N"A'Kr TO .WEB mistakenly : used -Interchangeably.' `Tradh6'� Is. an Y .C3 10ci-COMMON .'(0,148fx3l) .NAILS 'OR lmpqrt�n't: :structural e.equI ft y : o. ret�ent of any /T\ -10d BOXIGUN e. or r Refer rt Re o.- -thip;: Truss. De.Mgh 28fx3.0'), NAILS Zrq�*Ing (T.PD�. Tbi.,� the',brq4Inb rL-.quV'6ment - s -f for each 1n.C1IVIcIL40Lk truss component. 'BrIcI'g1 1 particularly, 'strongbacW;.brldging' As a: rec6mmenclartio. OL h- f or :trus system to •help control adWtiOns. pl.vibratlor) to aiding.. In the: distribution of pointIbads betwee6 adjacent :truss. strongback to reduce 16 k bridging. serves' AN WCOMFO 13723 Mvi*d"e S4110200 MarjhM Heights, Mo 83043 web ES N(i , 11TS -cl �w- (a DOS) 14 mkiW c� P&rw K)OUhcL:1. Or residual vibration'.resulting: from moving point .loads; .:such as footsteps: The e Performance of 'all 'floor systems -are enhanced by. the. Int--taltat(On of stronig4a'dk bric.1gl6b and therefore :Is. strongly recommended by Alpine, For additional Infdemat(d*Yi regarding <,;7trongbac bridging,. refe'?, -t.P:-:'BCS! GuRdIng Component saf-4-ty. Information). I 'd. LL' TADL ;PSF N6. �08011 11C UL PSF PSF MTE� F gi�.1 19 fvILD. PSF i a P. •• � . t M ..... ... .�`: � ' :.�'������L��••.Q����TJ,SSG�� ���1� 'AEQttiF€i 'I t t .. ��: T iA1 4 i ':f?�1. .: or.Tf :°:lit�i? ' {- ,Q'C1 Qf3 'J IC i f�hl. 2#A7031AL._ JUST —TAW B.. ' 3�rit#.Irr::p rryyr� 1 yq}}�YY �. `N7x TK.tlST„'tlS�RX#�EfiMY�Y"H.ma l' Iyl.il Pro y WIt ( �' 1 Yi Jc` S t 1( VFR:F 1 L� ; 1..' • CIA q' : TO, lFf L3Et3 Ay-R 5-TOR'. go back _sr'`tnye+ _,�.,,.,...,s_pe: _ y :,,.......rw..o..,wmmrndw.^:. � , ,,,,.,,,Mr�r. ,.-"'T"'. - ,••---^-i� k ..y... .. ;t.. ° PAN , • , ,;ate : wW- Cif ;7. L Ix—.. t��i r' :YtkNg�r :ta�i�Q 'fI V ���Gu01 c. v,-� mev. ewi.. I Ne TRUSS""-' ' :. � ,: .... •• .. .. '. s .... . ' ► i Cracked or Broken This drawing specifies repalrs for a truss with broken chard 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. a Contact the truss manufacturer for any repairs that do not comply with this detall. (B) = Damaged area, 12' max length of damaged section U - Minimum nailing distance on each side of damaged area (B) +: (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member. Applyy one scab per face. t Minimum side member length(s) = C2)CU + (B) Scab member length (S) must be wlthln the broken panel. i Nall Into 2x4 members using two (P) rows at 4' o,c., rows sta gered, Nall Into 2x6 members using three (3) rows at 41 o,c„ rows s aggered, Nall using 10d box or gun naffs (0.128'x3', min) into ear-h side member. The maximum permitted lumber grade for -use with this detail Is limited to Visual grade1 and MSR grade 1650f, This repair detail may be used for broken connector plate at mid -panel splices. This repair detail may not be used for damaged chord or web sections occurring wlthln the connector plats: area. Broken chord may not support any tle-In loads. s• L L 41 �Typlcal O 1 O + 0 + O + Stagger + = Back Face loci Box (0.128' x 3', min> Nails, o = Front Face 2x6 Member - Double Row tagoere Member: Repair Detail Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force . Member! Size L SPF-C HF DF-L SYP Web Only ' 2x4 12' 620# 635# 730# 800# Web pnly 2x4 18, 975# 1055# 1295# 1415# Web or Chord 2x4 24 975# 1055# 1495# 1 1745# Web ar C}tiord 2x6 1465# 15854 2245# 1 2620# Web or Ciiord 2x4 30` 1910# 19600 2315# I? 555# Web or Chord 2x6 2230# 23654 3125# 3575# Web or Chord 2x4 36' 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 3460# 3540# 4070# 4445# Web or Cord 2x6 5165# 5280# 6095# 6660# Nail Spacing Detail mVARNINGIrs Reno AHD rjLLUV ALL HOTU off THIs:.DRAVIN01 voW ORTANTrr nRlDSH THIS DRAVD9G TG ALL CONTRACTORS 1NCLPIDING 1W 19STALLERS. Trusses prequirr sNtrrns care h Fahrleailma, hLr Aho, swppha InwiQU i� and brucha. Refer to in ►ollor the lat-st rdlilon or 7CSI Clk&dhp Corporent Safety in(er.otlon', y TPl and SBCA) for satrt; pprrvaetkes prior to performing into. functlahs. Installers shall provbls 11h," 0 aryy ��Maelnp pr 7CS1. :moss noted otherrle4 jop chord shall haw properly attached struddral sheathvlq and button eh y shall have a properly oitactted rlold erlU+o. Loeatlona shorn For prrnarient lateral rostra or rrl ALS.p slwa hew breehDMsiall* per I77 or 7appyto each FaC of truss and posltbn os shorn above and on •the Joint Drtoas, artless notetdl oihervlse, Mfer to dearinoi 1taA-= tar standard plate position.. Alphe, a d,lolon of ITV luldln Conponinis Dro lne, shaLL of be ripponslble For a dcvOtbn f AN JTW MANY iWs dravinp, any falurs io bWl7ij a truss M con17orronce rk�i LSD 1, r for handhp, a Ippiv, hstallatlon 0• acing of trusces A ssal'm tYh drawing x eovsr pope UtV69 this draeiy. hdcniss ac�spiancs oP proFessknrl enpbre resporulhi :ably far tne'desgn shorn. The sdtabllty and use of iNs drar4+0 13389 Wehonl Odva rot snY siruet,re Is i)ie r:sponI bAFty of W WL *,g De9Qner per ANSUTF1 I Stet. Ea.lh Opy, MO 83015 fee non Infarnatkn ore thlr Jobs penoral no Ppappe and these reb slt►s, ALPINE err.el Mltrdanl Me vrr.tPinst�or01 S2CN Mrrsbelndustryerpl 1CG rrrJeasar.,:rg ' Hinh,nr L Dlsi;nnee 8 L S \ `C1 Hhtr+Un B L iDfstance \ L L I � MlNnun L Dlstanea ACING 24,0' MAX L REF MEMBER REPAIR DATE 10/01/14 DRWG REPCHRD1014 Lu im''ber. Size and lgracfe--Wnumim Requirp_menis. .14ake6qmid— 4xfitmln)lqssdihtm pjd'AWwtmr. ,U4:41. ICKING, TRUSS -UNDER VALLEY FRAMING TRUSS 112*6-5 Wki06euer i=# VALLEN' RAMR..OR RIDGE cm Ifow IFKrz.4 w tGREPPL +;rJp41eb*.41-M`1dr-3d psf &Qlirtd 26 p0f (.TD) Mzfx, frOm tho, vmill sys br-sloopers. tdt*W41r1d§c- Wd' a are Lrja-mrk(ng� -zci�atcrt�pifefocktlon nw.. ........... .. .. . tF_dTt0N CUT kAA - T "LLEL bVALLEY RAFTER Rldd.F. BOARD '12 RWI?4P_5- 01,va OpLLARBEAM; EVERY MRCL FAIR OF RAFTERS 1'-V TYPICAL 1 .1 .(1Nfmrq BALL kQO� PLAR -14 t i4ak lk .ament' a es 4 10a'ta-lig&' odd; 19&ah filniq' nl tiqh iri sheathing 4. sleeper;. 416dtoe4alf4 S. -51dep6i to.-btfi' 4'1:6d W&M11A 6. Mdje:bohrd:i3 r.00fbldck 4 16d toe-rilills 6CMAS'RF_Q0.F.0R PITC m .7. --R71d'&`e-bq2fM bktrUgs- 4JAcIAOL!*4.11s . Is. 10. TrusvtdiOIPP19, 416,410e-traits EEPERSAREUSED) 4 16dlto4-nalls. NAIL§ Qr&cIsa:IumQ?r,2R..DQX or common-naim. is 6 1 '.Ie* , yj i;attvicield&Wirafter, f "m vs�flq; 'haprop A-vilwy - ifel6ng lig�j er.,mumbercIf nails are dd slimepers.are.not -Vail -Iie!gfit: iv --b- ey gil*� -maximum height; 3.0-feet Nw(�-��06hi lid. 4, -kxp ij��TuM ofASCE-T-10, X-89 mph; A.M yxt-1-0 55. L) ;9.d -30 46 54 R �bm NS WAVD4 TU t0t=, TC UL 110 ZO 7 17 DAT9 10/Pj/14 Valf, SIM 1, ii 4nq •bd -I, t -0 0 0 D RWG 1. BC' ffL 801015 -4 ffi& Lam' I♦ $TA Bc. •LL 0j .0 0• 0 IV: VF 3'. Mv, "i'2M la, W4 i=4M *tWK—d PIAT* PWft6iu "&—o. P+g "*F-Xbw T6T. LD3*0- 50 4-7 F1 Trw I ChuJ. 1tre n OW001me, wm k*b. iftcv ABOVE i Simpson Strong-TieO'Wood.-C-onstruction Connectors Face -Mount Hangers - I -Joists, Glulam and SCL .........................................................................................................................................................................................................................................................._.._.__................................................................................................................................................. nu; These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. IUS2.56/16 2% 16 ! 2 Min. (14) 0.148 x 3 - 70 11,6601 1,80511,805 11,425 11,555 1,5:;5 Max. (16) 0.148 x 3 - 7(t v,+r 1,.,v p ,S + ,5r ;, ,�.. 11,8i.r rr .0 1,555 21/z x 16 MIU2.56/16 29/16 157/6 21/z - (24) 0.162 x 31/z (2) 0.148 x 11/2 230 3,455 3,920' 4,04512,97013,370 3,480 U314 • 29/,6! 101h 2 - (16) 0.162 x 31/z" (6) 0.148 x 11h" 970 1,945 2,20512,375 1,675 1,895 2,045 HU316 / HUC316 k,1 29/16 141/a 21/z - (20) 0.162 x 31/z (8) 0.148 x 11/z 1,515 2,975 3,360 j 3,610 12,565 j 2,895 3,110 IBC, Tr_ aQ 56118 ! ,'2-A , 7Z1,6`• 2"Iz - ' {26) 0.162 x 311z (2} 0.148 x 11/z 230 ,'3,745. 4,045, 4 04ar: 3;220 3,480; 3,480.; FMIU2 LA 121h x 20 I MIU2.56/20 I I I •.I - 1 29/161 197/16 1 21/z 1 - I (28) 0.162 x 31/z 1 (2) 0.148 x 11/z 1 230 14,03014,06014,06013,46513,49513,495 29/6 x 91/4 29/16" wide joists use the same hangers as 21h" wide joists and have the same loads. to 26 IBC' MIU3.12/11 31/a 111/a 21/z - (20) 0162 x 31/z (2) 0.148 x 1 Yz 230 2 880 3,135 ! 3,135 2,475 12,695 2 695 FL, 3 x 117/e HU212 2 / HUC2'12'2' n ✓'"31/a'(" 1091te 21/z Max. ' (22) 0.162 x 31/z '(10) 0-.148 x'3` "..,r .5' 3;�75 �3,695 3,970 -2,820' 3-,180' 3�251j • •,_ ! -: 1 31�) 13t31i� 2va min, MBX {ZU)WbZXuIz_ 1 ,: {26)Q162X3h:. ,(d)U14bXd ;(12)048x3" 7,b7b � r. ,._a,870 G�l� �„tK1U i,t37U 15bU,18yU1`3,10�', t 436546953;330 3;75j4,040f - • ; 3"I4 ° 9 „ 3 '.- (12),•?/4 x 21Iz" SD$ (6)1la'".X,s21i2 SDS" 4r. 1=a F ? 7 3.OU ;3.1t .,710, FL 3'Ta 8'/e;' 4 �= (4&}<0162 x-31Iz • ()6) Q 762 x 33'z 4,095 =9,U0' 9,100 9.100 7825 7,825 7 82; IBC, I'R�Ix .1(is/' °_ 4?...= tFfl-tY i�7 u-R�! t2n101R2 x R1/" . F r14r1 4 dflQ. 4 dC1fi 4 dt1(I) f?:f1RF;) R'f1R jR nR,- FL 31/z x 51/a HHUS46 - 35/s 1 5% 1 3 1 - I (14) 0.162 x 31/z (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 2,395 2,715 2,930 HGUS46 - 135/e I 47/6 1 4 1 - 1 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,360 4,885 1 5,230 13,750 1 4,200 4,500 IUS3.56/9.5 1 1-1- 35/s 91/2 1 2 1 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1 1,020 1,160 1,250 MIU3.56/9 • • - 39A i 813/,6 21/z - (16) 0.162 x 31h (2) 0.148 x 11/z 210 2,305 2,615 12,820 11,980 12,245 2,425 U410 • • ✓ 39/% 8% 2 - (14) 0.162 x 31/z (6) 0.148 x 3 970 2,015 2,285 2,465 11,735 11,965 2,120 HUS410 • • - 39/,6 815/,6 2 - (8) 0.162 x 31h (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 1 2,070 2,240 3Yz 91/z HHUS410 • • - 3% 9 3 - (30) 0.162 x 31/z (10) 0.162 x 31/z 3,565 5,635 6,380 6,44514,84515,486 5,545 x HU410/HUC410 ✓ 39/is 8% 21/z - (36) 0.162 x 31/z (12) 0.162 x 31/z 3,235 7,460 7,460 7,460 6,415 16,415 6,415 HUC0410-SDS • • - 39/,6 9 3 - (12)1/4" x 21/z" SDS (6)1/4" x 21/z" SDS 2,265 14,500 Z,500 zL500 3,240 3,240 3,240 HGUS410 • • - 35/s 91Aii 4 - (46) 0.162 x 31/2 (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 7,825 7,825 17,825 IBC, LGU3.63-SDS - 3% 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 4,840 4,840 �A MGU3.63-SDS - 35/e 91/4 to 30 41/z - (24)1/4" x 21/z" SDS (16)1/4" x 21/z" SDS 7,260 9,450 9,450 9,450 6,805 6,805 ! 6,805 46 See footnotes on p.150. Simpson Strong -Ties' Wood Construction Connectors Adjustable Truss Hangers Zv���Rf 0 >y/f • mw®e This product ispreferableto similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. . See Corrosion Information, pp.13-15. U Installation: 4) Use all specified fasteners; see General Notes. C The following installation methods may be used: V W. Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. F= Install top and face nails according to the table. Top nails shall not be within 3/4" from the edge of the top -flange members. For -----<theT4-IA29;•nails-used -for-joist attachment must be-driven-at,an- angle so that they penetrate through the corner of the joist and into the header..For all other top -flange installations, straighten the double -shear hailing 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 3%" (except THA413) and larger, with no load reduction — order THAC hanger. . Codes: See p.12 for Code Reference Key Chart Double - Shear f Nailing Top View Double -Shear Nailing Side View; Do not bend tab for ,422 for 422.2 426.2 THAC422 Face nails Top nails portable per table 13/4'typical 2'/3' for THA422-2 andTHA426-2 THA418 Double 42 — Use full table value Single 4x2—� See nailertable Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of head( Dome Double -Shear Nailing Side View (Available on ' some models) - a;= c hw THA29 2 face nails (total) 4 top nails (total) Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation er to tnote 5 p.187 86 Top Flange Installation • •n Strong -Tie" Wood Construction Connectors• THA/THAC ....................................................... aa4 lily Adjustable Truss Hangers (cont.) ED These products are available with additional corrosion protection. For more information, see p.15. LkJ 1 11/z - (2) 0.148 x 3 (6) 0.148 x 3 1 (4) 0.148 x 3 525 1,750 1,750 1 1,750 450 1,330 11,330 1,330 THA29 18 1s/s 9"/,s 5Ya 27/s - (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2;610 2,610 2,610 450 1,985 1,985 1,985 THA213 ;: 8 1 s/a 13% 8 :! 2: • f. (4j 01 8 x 3 w (2) a.148;x 3 (4)111`48 x 11/z •':` ; °W 1450 1,' fi 1 1 G" THA218 18 1 a/e 171A6 51/z 2 - (4) 0148 x 3 (2) 0148 x 3 (4) 0.148 x 11/z 146' 1 460 1,460 1; 10 1:110 1.1. 10 IBC, THA218,2 16 3'la 77777 1711/s 8 2 ' (4}{1:I62X3Iz (2}0162X31Jz (6).0198x3 77777, 1> FL, - LA THA222-2 16 31A 22VIs 8 2 I I(4) 0.162 x 31/z (2) 0.162 x 31/z (6)0.148x3 1,96 1: i)96 1,0;)5 490 1,515 1,015 THA418 116 1 3% 1171/z l 77A 1 2 I - I(4) 0.162 x 31/zl (2) 0.162 x 31/z J (6)0.148x3 I - 11,960'11:995 I 1,995 1 - 11:490 11,5151 1;515 THA426 114 1 3s/a 1 26 1 77/a 1 2 1 - 1(4) 0.162 x 31/z1 (4) 0.162 x 31/z 1(6) 0.162 x 31/z1 - 1 2,435 12,435 1 2,435 1 - 12,095 1 2,095 1 2,095 9jab 2 - (4),0;162 X,31h "(4) 0162 �I1✓z {6) OFti2.x 3 3 30 3 330 3,330 2 $65 2,865 2,865' FL 6)2 (4) 0.1(4)0.162x31/z (0.162x31/z 3,3303,330 2,86512,865 2,865a9/ j THA29 118 11 IA 1971/61 51/a I - 1 911/is 1 - (16) 0.1..48 x 3 1 (4) 0.148 x 3 1 525 12,26512,2651 2,265 1 450 11950 11950 1 1950 THA218 118 1 % 17-A. 5% 1 117Y1s I (18)0.148x3 1 (4)0.148x3 1 855 12,45012,4501 2,450 1 735 12105 2105 2105 THA21$ 2 ;16 31/a 171s " 8 74s {2201621t31h{6j0.162x31/i .855 31� 31b'e : 1 595 2;h 8,;�8 5 IBG, FL, THA222-2 1 16 1 31/a 2M%J 8 1- 141/s - (22) 0.162 x 31/z (6) 0.162 x 31/z 1,855 3:310 3,310 3,31v 1,595 2,845 12,845 2,845 LA THA418 116 1 3s/a 1171/z 1 77/a I - 1141/s I - 1(22) 0.162 x 31/z1(6) 0.162 x 31/z1 1,85513;310 13,3101 3,310 11595 12;845, 12,845 I 2,845 THA426 14 35/a 1 26 1 77/a 1 1161/6 - (30) 0.162 x 31/z (6) 0.162 x 31/z 1,855 4,415 4,480 4,480 1,595 3,795 13,855 3,855 1Tt}ft422 2 114 %1/4 22'1/s 93/a egJis -� j30} 0162 X 31h (6j df62 x 31h [ 855 5,17fl 5 520 5 520° , 1 595 4 445 4745 4 745 FL THA426-2 14 71/4 261/s 93/4 - 18 - 1(38)0.162x3l/2�(6)0.162x31/�11,85515,52015,5201 5,520 1,595 4,745 4,745 4,745 1. Uplift loads have been increased for earthquake or wind loading -with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Min, top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" 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 Coist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong -Tie® Wood Construction Connectors Face -Mount Joist Hangers • ��1�ERE0 �"I This product is preferable to similar connectors because W of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. b T he double -shear �anaer series; ranging from the light-capa ity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear railing that distributes the load through lmto po:rzls on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAXO 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. �` No�'i=lesignrie�t-o'r weTdecf or Waiter 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 m Double -Shear Nailing Top View F; : Double -Shear Nailing Side View Do not bend tab Dome Double -Shear Nailing Side View (Available on some models) 1' for 2X's 1'/,s' for4Ks 4 � � H G�W B LUS28 HHUS210-2 E4 MUS28 HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) M 19 Simpson Strong -Ties" Wood Construction Connectors Face -Mount Joist Hangers (cont.) Model No. °_ M1e � Neel ° Helgtif _ = Ga Diinenslons{�n.), Fasteners W .. N B carrying - Member '- = Carried Merrrbgr Single 2x Sizes 25/e'- 18" a 4'/a," • 1 slis ." . -3?/ 1'3/e , {4):©148 x 3 -��' 148 z 3 LUSH 1 slie " '`4*4 � 13a '(4}r0148 x 3 `°_ � ':�(4)�0,148 x 3 " 41M6 18 1 a/ia 53A6 2 (6) 0.148 x 3 (6) 0.148 x 3 bHUS26 4% 16 15/8 53A 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 4aha 12 ' .15/a '«53/e `5 �` (20)9,162x3'h; (8)0.162x1 a/ia ' 65/s �� 13/4 (6jZ.'149 X,3 ,,;" �; (4) 0148 x'3 „' 6SA6 18 19AG 613/6 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 15/e 1 7 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 HGUS28 6'A6 12 15/a 71/a 5 1 (36) 0.162 x 31/2 (12) 0.162 x 31/2 LUS210:'" '' .'411a 18 ," 1 g�a . - 71a",- - 1'J4 . ` '(8) 0148 k 3 e °,'. , (4) 014$ X•3 HLIS210 � $31a,`.;, 16 .� 1$la . ;. 9 ".3 (30)0.162.X31/2 {10J'0162x31/2, HGUS210 8ahs ,• 12� `w.15Ja _•'91/e 5,., J46)U162,x31/2 {16)`0:162x31/z'? O 1. See table below for allowable loads. 0 W fA 3 H .a N IL a These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p.21. Many of these products are approved for installation 6 with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Model No. "` OF Allowable loads Uplk Floor Snow•" .,Rdof Wind " {160j. °(1Q0) (115) �125)- `(160) . SP Allowable Loads _ Uphfti ;Floor,' ; Snow , :Roof Wind ;: (160) ° y_(100), ` (115). (125) .'(160) SPF/HF Allowable Loads Uplifts- ,Floor' Snow• Roof Wind (160)' (1,00). (115) (125) (i60)_ Code Ref: Single 2z-Sizes -- - LUS24'>-3S 670`''765 . 820=" 1045-". 43� �25�,°825 °890 "a.:i `": "-3(0;,' 495""- - 585"...,605i LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MU926 930 , '1;295 „ "480` 1,560 1„56(1•>" b'311 - 1,405" '-1;560 1,, J .1,560 87 , ' .955 1,090, I,1$0 tis "" LA HUS26 1,320 2,735 3,095 3,235 3.235 1,320 2,960 3,280 3:280 3,280 1,150 2,350 2,660 2:780 2,780 HGUS26 75 4,39Q 4;850rt 5,170,_ 5,390., 575„a' r 4;690:p 'S,220 .5,390- 5;390 <:730 3225� -3,670° .•3,870, .3;985`°i IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1165 1,195 1,360 1,465 1,730 865 810 925 1,000 1,2270 MUS28 ` 1 2 1,736, ° 1,975 2,125 '" Z; 255 1.320 m 1,875 " 2,135 2,255 . > 2 2 1,150 1,270 " ° 1,455 1,575, iF IBC, FL, LA HUS28 1,760 4,095 4,095 1 4,095 4095 1,760 4,095 4,095 4,095 4,095 1,480 3,520 3,520 3,520 3,520 HGUS28: 1,651 , 7;-- ' 7,275 7,275" , 7;275; " ,-" �,�"�, 12751 " ",; 275' . 7,275,. " 7275 : -;J:3Z5 `• 3,670 31820 3,9,15 ` -4,250 IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, FIUS210 . ••?,3; 5,4� . , .5f, 95: 5,830:.. 5,83 0 ; ,2,i �� - 5305 "' S,730 83,E 5z3 0 ,"2.220 2,33? 2,455 2.51 2;825. LA HGUS210 2,090 9,100 9,i0G 9,100 9,100 2,090 9 00 9?00 9,100 9,100 1,545 6,340 6,730 6,73(1 I 6730 IBC; FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp. 98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45' • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. JAce •The joist must be bevel -cut to allow for double shear nailing ._ side HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: HGUS Seat Width Joist Down Load Uplift Specify angle W < 2" Square cut 0.62 of table load 0.46 of table load Top View HHUS Hanger W < 2" Bevel cut 0.72 of table load 0.46 of table load Skewed Right 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load Qoist must be bevel cut) 2" All W < 6" Square cut 0.46 of table load 0.41 of table load All joist nails installed the outside angle (non -acute side). W > 6" Bevel cut 0.85 of table load 0.41 of table load 94 Simpson Strong-TieO Wood Construction Connectors LUS/MUS/HUS/HHUS/HGUS . ........................ . . . . . . . . . . ... . ................... . . . . ...... ......... . ................................ . .... . . . . . ............................................................. . . . . ... . . ...... . ..................... . ............. ............... ............ . . . . ... . ............................ . . .. . ............... . . ..................... These products are available with For stainless Many of these products are approved for installation additional corrosion protection. steel fasteners, I with Strong -Drive® SD Connector screws. For more information, see p. 15. see p. 21. See pp. 335-337 for more information. Double 2x Sizes Mb WS24-2 "(4) 0.162 k 3 A,162)�/�] 416, A05, gjj 245 1 355,: �696,] 780l',8 45 40701 'LUS26-2 , A" 47/a.. - - :2 (4 61��'x_31/2 _)_. 62,0,i/2. u I I ;W�- 1595, I �1 0 885 11 1 �qU I 1,096'' I HHUS26-2 4-'A, 14 3-A6 53/a 3 0 4) 0.162 x 31/2 (6) 0.162 x 31/2 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 12,935 3,655 HGUS26-2 49AG 12 3% 57A6 4 (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 ;LUS28'-2,' 4 18 M, 7" :2 62 3 )W _�(4),OA X31/i' 2 1;OGG f�i 5, '2,030 '910 1,130 1 '280 1�745: IBC, FL, 7E� 14 '38A6 71/4: 3 X 3Y2'' A ;7 0 4,265 4,81101151155,;. 5;980 -1,515', 3,670 4,1315, 4,435 5 -1 45' LA IfGUS28-2 3SA sT ,,7 -&'' 4�;,�l,(�6)'O.��ix'31/�"�,,�l 6,162X 7 "�60," t46 o 2,7861, �,415 5 -6415 6,415, LUS210-2 I 67/16 18 3 I/a 9 2 (8) 0.162 x 31/2 (6) 0.162 x 31/2 1,445 1,830 2,075 2,245 2,830 1,245 1,575 1,785 1,930, 2,435 HHUS210-2 83/8 14 3,A. 87/a 3 (30) 0.162 x 31/2 (10) 0.162 x 31/2 3:550 5,705 6,435 6,485 6:485 3,335 4,905 5,340 51:060 5,190 HGUS210-2 89A6 12 35/16 93A6 4 (46) 0.162 x 31/2 (16) 0.162. x 31/2 41095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes H6US26�, --,4'M6 'lZ','1:4 I�U b1h 1 4 X 12,11bb �,34U I ,� bbQ J�_0.'TIU] b, -'30' 1,b=` J,I 1 ;JU: 1, 1 U f, 14,440] 4,19b IBC, FL, 'HGUK84 -(i�)',bJ62'x�3iW �235 7,466�'-'�' 60' 7,460 �,780 _'6;A15 6, 1516,415 6i415, LA 3 HHUS210-3 8% 14 411A6 87/8 3 (30) 0.162 x 31h (10) 0.162 x 3 I/k 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 8 13A 12 415A6 9 4 (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 9,100 1-3,520 1 7,825 1 7,825 1,825 7,825 41 j7, 'J .5",, 1 2' J 4 I�i�: -10�14 51Y�_ u 46 A 6 3 1/2 G. -i� -n n 4,r,, ' 4 �' 180 LA "HOUS214-3, 2 415/,a 4' (06),W139 Y A%1(99)11 io �80 4 00 1� Quadruple 2x Sizes kGOS26.4 '12- 'IBIA6;� "��6'1 '4 0.� Ei�x',�'/, '4,31' IBC. FL, HGUS28-4 71/4 12 69A6 7346 4 (36) 0.162 x 31/2 (12) 0.162 x 31/2 3,235 7,460 7,460 1 7,460 17,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 8% 14 6 'A 8 7/a 3 (30) 0.162 x 31h (10) 0.162 x 31/2 3,405 5,630 6,375 16,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HG126, 56 7,780 17.�7BG 1 7,78-0 I'Z IBC, FL, -- 10% i�2 �45f§F, j45] 4 ]A�, C LA 12-9A, 1',-12 06:11241el ,4 J(66)`6A( 6.'1623 % 1-5A5 110,125 110,1251,,-! b,'l 261 10,125 4,900i 7108,710J$,7 1019,710' 4x Sizes io 8' �.]-I ,090] 1,3�,O] IBC, FL ]"q;bob I 1�-,()30,1,1,17041,215 2_� j 11 _5`11,595F 41,�/4 2, 0162 §46' ' , (14)- ", 30 1 3J90 , 3 1 1 ", LUS48 43/a 18 1 39A6 63/4 2 (6) 0.162 Y 31h (4) 0.162 x 31/2 1,0601 1,315 11,490 1,610 2,030 9100 1,130 1,280 1,385 1,745 IBG, FL, HUS48 I 61A 14 31A6 7 2 (6) 0.162 x 31/2 (6) 0.162 x 31/2 111.320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 61/2 14 3% 7 I/a 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 1760 4,2651 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 j 67A6 12 35/a 7% 4 (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 U S410- 19,�, :39A6 :8�3/4 2 (8) 0.16� I'W/2 _,445� �1� d' 245 2Aq 1,245, '71,57511;785" 1930 12,435 HH6S416' 'W 14� S,' '(30)"0.16'2'I'3'!W, (10)�OAZX'31k� ",57.m' 51�'465' 5 B,48: 3265 4,906 5,'§3 5 ��7 5 5,575 12 31/i 9 46) (I 6i 0:162x 4104! 4PI ,PQQ"-9,100 9;100`3,520 7,825, 1825, ,7;825 7,825 BLAC, FL, HGUS412 10-1/1, 12 3 -1/1 107/16 4 (56) 0.162 x 31/2 (20) 0.162 x 31/2 5,695 9:045) 9,0455 9,045 91045 4,900. 7,780 77 80 -7 0 !, 8 -7 80 HGLJS414 11716 , 12 3 '/a 127A6 4 (66) 0.162 x 3% (22) 0.162 x 3 Ih 5,695 10,125 10,125 10,125 10125 4,900F8,190 8,190 8,190 8,190 Double 4x Sizes FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVrPl 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 31h" in the joist, with no load reduction. With single 2x carrying members, use 0.148" x 11/2" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 11= 19 Simpson Strong -Ties" 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 37/8". 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 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is %" per ASTM D1761 and D7147). See technical i bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge i N Finish: Galvanized .. L 0 Installation: v ! _ Use all specified fasteners; see General Notes Can be installed filling round holes only, orfilling ! U round and triangle holes for maximum values y See alternate installation for applications iusing the HTU26 on a 2x4 carrying member or E . HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity d HTU may be skewed up to 671/2'. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive° SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table B Many of these products are approved for installation with Strong -Drive° SD Connector screws. See pp. 335-337 for more information. HTU26 is wdx. ydV ucLwci truss and carrying i HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Altemate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) ,Dimensions (tn.) I Fasteners (in } a I )F/SP Allowable Loads k i" •Model in r. "��-�-~--,.,;r� = _ r r 2x Sizes Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) 0 HTU26 (Min ) 37/a 1,5la , =5`7ha, _31/i° 4(20) 0.162°x 31h (14).0:148x:1�1h. ; 1',250 2,940 = 3,200) 3 200 :3;2001,075 1852 ( 2:015 ,'2,0152;015 HTU26 (Max.} " 51h �1`5/a' `5'/s 3Yx =(20) 0.162°x 3'h =(2Q) 0148x 1'"h ":1,55b '2,940 ° 3, �= I 530. ',4;010 1,335 : 2,530 2,855 �3 1 `I 3,45Q IBC, HTU28 (Min.) 37/a 15/a 71/ie 31/z (26) 0.162 x 31/2 1 (14) 0.148 x 1 % 1,235 3,820 3,895 3,895 3;895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 15/e 71A6 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 2,02.0 3,820 4,315 4:635n 5,435 1735 3,285 3,710 4,005 4,675 LA HTU21i0 (Min.) ; .37/s : 15/a 9,7Aa: '314 (32) 0.162x 31/z = `(14) b.148 x 1"/2 ' 1,330, 4,300 " 4;20 = 300 `4,33;a , 1,145 •3;225 .31225 :3.225 3,.225 H7U210 (Max) ; ` ' 91Ia ° 1 la 91tie° ; 3'/i "; (32) 0.162 z 31h ,,�(3 014$ k 1 h " 3,315 4,705 >i{t „ t 3{ ` ' 5995. 2,850 4:045Z4565 ` .. 4 3t 5,155 Double 2x Sizes HTU26,-2 (Min) }1TU26 2°(Max) , 3Vla' i SYh - 35.ia,<<:5hs' `35hs 57he °3?/z . ` (20) 0.162;:x 31/2: -" (14),{3148.z (20)°0.14$ x`3. 1;51 ,5� 2,175 2,940 2 94D a S•- a0:° 4,4£10 ° 1;870 2,530,3o5s ; 03 , :=3855 .; HTU28-2 (Min.) 37/s .35/ia 71f�31/2 (26) 0.162 x 31h (14) 0.148 x 3 1,530 3,820 4,310 4 310 4,310 1,315 2,865 3 235 3 235 3,235IHTU28-2 (Max.) 71/4 3�e 71f (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 3,820 4,315 4,6a5 5:825 2,995 3,285 ;,7tw ` `'•4 '5 5r;0'10" LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further Increase albwed. 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 limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong Tie® Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 Simpson Strong -Tie® Wood Construction Connectors Face -Mount Truss Hanger (cont.) 6 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 Min. � Fasteners (m )� DF/SP Allowable Loads SPF/HF Allowable Loads "Model k No Heel. Height' Minimum, Carrying; - ; '>Garrying Carried A - Uplrft �"Floor Snow Roof : ,Wind . . Uplift, Floor Snowi Roof . Wind :Code`. `Ref. _ , in. } _ `Member ,Member,. " ef�ember (160j) {100) ���115} (25} (1601, (166) >; (10Q) (-113) (125).at ',(160) HTU26 (Min.) 37/a (2) 2x4 (10) 0.162 x 31/z (14) 0.148 x 11/z 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 31h (20) 0.148 x 11/z 1,240 1,470 1,660 1,79C 2,22C 1065 1,265 1,430 1,540 1,910 IBC, 'HTO2$ (Max) . � . 71/4 ' ' (2}'2x6 (20) 0:162 x 31h (26) 0.14$ x 11/z 1,970' 2 940 ,�2a a f 3;905. 1,695 , 2,530 ° 2,855 Z;OS 3 `, 3,360 = FL, LA HTU210 (Max:} ; 9'! , . (2) 2x6; (20j 0.162 X 31h (32) 0.48 x 11.h 2,760t 2,940 3,a2 ;5z() 3,9.05 2,375 2,580 2,85 5'" 'ztJ80 3,360 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are risted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Utmenstons (tn } Fasteners (m DF/SP Allowable'Loads SPF/HF Allowable Loads Model Mm y Code No Carrying; Darned fpltft' Floor Snow Roof Wmd Uplift"floor S�nT : i?ooi 4fliri'd" Ref. Height W B Member, Member A _� (160)�,;(100) t {15) y(125) (160) "(160) .(100) (15) (125) (160)°Vl ' Single 2x Sizes 1.1955 a HTU28 (Min.) 37/a 15/e 71/ia 31/z (26) 0.162 x 31/z (14) 0.148 x 11/z 1110 3,770 3,770 3,770 3,770 9555 2,825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 71/4 15/a 711A6 31/z (26) 0.162 x 31/z (26) 0.148 x 11/z 1,920 3,820 4,315 4,655 5,015 1,695 2,865 3,`L35 3,4;^:0 3,765 Double 2x Sizes HTU2fi=2 (Max.) i 51/z :'3�a 57�a', 3?%z {20) 0.162x 3�h (20), 0148 x 3 1,910 `2 940'3; 3,500 3,500' 1;645 2,205 2,205 2,265' 2,205 HTU28-2 (Min.) 37/a 35/1a 1 71/1a 31/z 1 (26) 0.162 x 31/z (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 1 IBC, FL, HTU28-2 (Max.) 71/4 3�a 7'A,, 31/z (26) 0.162 x 31/z (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 3,490 =:i4 ? LA 05 i ; 1C I o,% 0 16,470 3815� 3,530 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between %" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVrPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger albwable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/z" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. HU/HUC/HSUR/L Medium -Duty -Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is. 2a/ia" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/6" 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 (Model 3 fN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or EWP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/1a"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/,a"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool Kits are available. They include a 3/,6" 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/a" 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 peen,°tied. Codes: See p.12 for Code Reference Key Chart HUC410 HU214 Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 HU/HUC/HSUR/L. Medium -Duty Face -Mount Hangers (cont.) These nroducts are availahle with additinnal rnrrosion nrotectinn. For more informatinn. see n.1.9. ,Grcnnu concrete Coders `! Ref ; 5taiidartl Concealetl 6FCMU Concrete Joist Uplift Down"-' Uplift Dowo _ Titeo®2 , ` Titen®2 - i (160) (104/125) (160) (1041125) HU26 HU26X (4) 1/4 x 23/4 (4) 1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 HU28 HU28X _ • {6),I4x 23/a 545 „ 1500x `: 760 400 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.) I HUC26-3 (Min.) 1 (8) 1/4 x 23/a 1 (8) 1/a x 13/a 1 (4) 0.148 x 3 760 2,000 760 1 3,200 HU26-3 (Max.) I HUC26-3 (Max.) 1 (12)1/4 x 23/a 1 (12)1/a x 1 3/4 1 (6) 0.148 x 3 1,135 3,000 1,135 1 3,950 HU210 HU210X (8) 1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 11/2 545 2,000 760 2,415 HU210a'2 (Min) „ HUC210 2 (Min )" (14)11,x 23/a , . (14)'aYax 131a ' , (6) -0.148 x'3 1135 3 500". I. 1,135 4,920 - HU210 2 (Max), HUC210 2 (Max) (18)1l x 23/a (18) "!a x 13/a10)>)148 z 3 1800 4 500 . 1 800 5 085 "? HU210-3 (Min.) HUG210-3 (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 HU212 ' HU212X; (10)1/a x 2'/4 (10)1/a k 3/a (6) 014$ X 1'.1h 1135 2 500 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 HU2,,12 3 (Mtn) , HUG212 3 (Min) e (16}?/p x423/4 (16)1/a X 13/4 r .. (6) 4.14$ x 3 1135 4 000 1,135 4 920 HU212 3 (Max)' ` HUC212;=3 (Max) (22),1/a x 23J4 ; " . ° (22}?la•z,13/a ; ' {l0) 0.148 x3 800 5 085 9,800 5 085 >. HU214 HU214X (12)114 x 23/4 (12)1/4 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU214-3 (Min.) HUC214-3 (Min.) (18) 1/4 x 23/4 1 (18)114 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 i (24) 1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216e , e HU216X' -' (18)1/dx23/a ., 18)1/ax13/a .gym 148'x11h �r1,515, 2920,' 1515 2 920_ HU216-2 (Min.) HUC216-2 (Min.) (20)114 x 23/4 (20)114 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 3 (Min) , HUC216 3 (Mtri.)' , (20)'!a z 2?/a 'j - (20} iTa x 13/a ($) 0148:ii 3 i 515 4 92D` 1;515 4 920 HU216; 3 Max) ° _ "HUC216-3 (Max) "�< (26) Ya x 23/a p {26j T/a x`13/a {J2) 0:148 X3 ' 618 ' = 5 085 ' 2,0]5 5 086 HU7 (Min.) (Not available) (12) 1/4 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/4 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/a (22)1/4 x 1 3/4 1 (6) 0.148 x 11/2 1 1,135 3,230 1,135 1 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30) 1/a x 13/a 1 (10) 0.148 x 11h 1 1,445 3,735 1,445 1 3,735 38 STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRUSSES B/SKIfI F PLAN f -SEE PLAN UPLIFT/SHEAR ANC aaa��;aaaaaaaa��ami�a� �a�l��aaaaasa�u aaa�a�aaaaaaa■aaa�aaaaau aaaaaa�l:�:laaaa�aaaaa�l:aaaaaa� SOFFIT/FASCIA- SEE ARCH. =' w m RIBBON BOARD- SEE SCHEDULE FOR SPACING 4 RIBBON BOARD- SEE FASTENING TO La CHEDULE FOR SPACING 4 TRUSSES ASTENING TO TRUSSES WALL 5HEATHING-5EE PLAN MIN. 15/32' GDX PLYWOOD OR � � I I/I6' OSB WITH 8d GUN NAILS r MASONRY WALL- (6.13I' X 2 1/21) a 6' O.C. TO UPLIFT/SHEAR GYP. CEILING - EACH TRUSS - SEE 5/SKI SEE PLAN RIBBON BOARDS ANCHOR EACH 5EE PLAN 4 TRUSS- SEE PLAN SCHEDULE PLAN DO NOT FASTEN RIBBON BOARD NOTE: ADD'L FRAMING NOT INTO END GRAIN OF ROOF TRUSS MA50NRY WALL- SHOURJ FOR CLARITY . BOTTOM CHORD SEE PLAN d RAISED HEEL TRUSS E3EAFINGj A RAISED HEEL TRU55 BEARING SCALEt NTS SKI ) SCALE,Ni9 SKI RIBBON 5GHEDULE;: DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH i (2) 12d GUN (0.131' X 31) (VasE P8BMPH) 2X4 SPFr2 24' TO EACH TRU55, (4) NAILS AT JOINTS ENCLOSED Vult=l8m MPH (2) 12d GUN (0.131' X 3') (Vasd=I39 MPH) 2X4 5PFr2 16, TO EACH TRUSS, (4) EXP. G, NAILS AT JOINTS ENCLOSED 0 U �UzLL z-c�Z Ow U < > > Zo w Z EL 3 U W � �F ir. tl6W , SHEET TITLE: _0n—FOR RM1— ROOF—lU SHEET INFORMATION: ioe no. aeuie ereuwm: u.oe.ia oR�m+er: REviEWmer: tx SK.1 A � L P" 1 E , A4awc6upAxy january:,10; W20 Cat bfiter Contractors of America,Inc:. 890AVemie 6;'NW Wlnter.� HAv6% FL`3 8881" 0- 6201 .Dear. - Matti It. -,has come.tomy attention .1hatsor e questions were raised concerning ./8,;, diameter hoje's�..dt.il!6.d tfifti the: chords (Wide Face) fitce) qf',Ys4-Z gable: end trusses to-Qow f6f, ifeaded ,' . -the"se":bleendsare vver'contcontinuous support: -.with ne,eface uy,sheathed Afid-tfe'141At&,d;Pifle aK6ittlh6acenf d e face no close a withouia a I g b"''plk m g ng.,,-apy connector: p or vertical;: s then: Pair! j w r q__ --li6 additional no':re s red, The im&g only su Orts'lee f l6A3sAhd lf load. If you have any qUe'stidlis. " I-- ' , j " me,a, call ,T ease give . _ , _ ji, STATE OF Yoonhwak,'19thY, rl-.* 6750'F6rurn.brivei 500065i FL 32.821- - (400) 521 _' 79O,,.(863) 422-,8685 TNs doanwit has boon elec€roice�3,vsigned and seeied using a DgItal agnaWo. Printed copies w ttotA an adginall side rrostbe Darned using the original e(eMoncveNon. COA #0 278 .••••..... 03110/2021 x , . 7'0M I '4 TAT k+tlHttr3� - ALPINE AN ITW COMPANY Site lnfOrmation, Page 1t, �stomer. Carpenter Contractors of America Job Number: N334502 Job Description: ,7A5/320 ,182ED,F ,RI0.1 / 1828/CALI/4EBB ELEV.D/F Job En ineerin Crate W Design Code: FBC 7th Ed. 2020 Res InfeHiVIEW Version: 20,02.00A JRef#: 1X31-89750073 Wind Standard ASCE 7-16 Wind Speed (mph): 160 Design Loading (pst),: 37.00 ,Building Type: Closed This package contains general notes pages, 21 truss drawing(s) and 5 detail(s). Item : Dra.Mng Number Truss 1 069.21.1302.22921 Al 3 069,21.1302,23391 A2 5 069.21.1302.22718 A4 7 069.21.1302.23454 A6 9 069.21,1302.23186 A10 11 069.21.1302.23218 A140' 13 069.21.1302,23061 B2GE 15 069.21.1302,23093 C2GE 1.7 069.21.1302.22858 EJ2 19 069.21.1302.22530 CJ3 21 069,21.1302.23281 HJ7 23 GBLLETIN0118 25 1 VAL180160118 Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 3282.1 Phone: (800)755-6001 www.alpineitw.com Item . Drawing Number ' °Truss 2 069.21.1302.22936 A1A 4 069.21.1.302.22655 A3 6 069.211302.23141 A5GE 8 069.211302,22686 A8 10 069,21.1302,23609 Al2 12' 06921.1302.22952 131 14 069.2.1.1302.22999 C1 16 069.21.1302.23453 EJ7 18 069.21.1302.22876 CJ5 20 069,21.1302,23359 CA 22 A16015ENC1.60118` 24 CNNAILSP1014 26 VALTN160118 • Ftotida Certificate of Product Approval #171-1999 Printed 3/10/2021 1:12:01 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 bea high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es. ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Pagel of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be 'found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. 'BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant. Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord .Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 SEQN: 249741 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T10 / FROM: RWM Qty: 16 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22921 Truss Label: Al TCE / YK 03110/2021 6'1"7 6'1"7 W11"15 19'10" 26'8"1 10"8 + 6110"1 + 610"1 �'_ 10 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1 X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. 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" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 910" 29'8" 33'6"9 39'8" 6'108 6'1"7 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.222 K 999 240 VERT(CL): 0.385 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Creep Factor: 2.0 Max TC CSI: 0.617 Max BC CSI: 0.882 Max Web CSI: 0.457 VIEW Ver: 20.02.00A.1020.20 gp apes®9a. l �� :s' nl-wlml 0 �® S OVVY o' a 4r A L 03/10/2021 10, 1' 39,81, ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1711 /- /- /961 /309 /444 H 1711 A A /961 /309 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1490 - 3155 E - F 1130 - 2029 C - D 1366 - 2875 F - G 1366 - 2875 D - E 1130 - 2029 G - H 1490 - 3155 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2759 -1207 K - J 2278 - 858 L - K 2278 - 879 J - H 2759 -1186 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 541 -134 K - F 530 - 745 D - K 530 - 745 F - J 541 -134 E - K 1362 - 605 *"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices nor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properyy attached structural sheathing and bottom chord shall have a properly attachetl rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 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 ANSIi� PI 1, or for handling, shipping,, installa�on and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional enpsneering responsibilit� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or Orlando FL, 32821 SEQN: 249762 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T25 / FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,RI01 / 1828/CAL114EBB ELEV.D/F DrwNo: 069.21.1302.22936 Truss Label: A1A SSB / YK 03/10/2021 ra T11"2 + 13' + 1T1"12+ 19'10" 23'8" 7'11"2 5'0"14 4'1"12 2'8'•4 3'10" =5X5 F 8'1"9 1210'4 1411 '14 r 23'8" 1T 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: ll 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) Bid 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. 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): 31'8"14 8'0•'14 8'0"11 31'8"11 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.304 P 999 240 VERT(CL): 0.568 P 831 240 HORZ(LL): 0.131 K - - HORZ(TL): 0.244 K - Creep Factor: 2.0 Max TC CSI: 0.790 Max BC CSI: 0.859 Max Web CSI: 0.988 Ver: 20.02.00A.1020.20 toS WATO •g 03/10/2021 39'8" 7'11 1 1' 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /961 /309 /444 1 1556 /- A /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 1412 - 2748 F - G 1408 - 2068 C - D 1815 - 3524 G - H 1217 - 2104 D - E 1436 - 2553 H - 1 1424 - 2776 E - F 1564 - 2530 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2376 -1110 L - K 2402 -1108 Q - M 3085 -1305 K - 1 2405 -1106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 579 - 993 M - F 1687 - 892 C-Q 818 -217 M-L 1746 -572 S - Q 2594 -1210 F - L 559 - 464 Q - D 1079 - 462 L - G 450 - 365 D - M 662 -1221 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, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310 as appllcab�e. .AppTy 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 bracingof trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibili�y solelyor the design shown. The suitability and use Nis Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alDineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: icrsafe.ora, AWC• awr, orn Orlando FL, 32821 SEQN: 249763 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L8975Q073 T9 / FROM: RWM Qty: 1 , A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23391 Truss Label: A2 SSB / WHK 03/10/2021 P b_ W 6'1"7 �' i 10' 126"l5 19, 'S"8 6'S"1 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 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)/10(0) Plate Type(s): 27'11 33'6"9 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 999 240 VERT(CL): 0.321 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K - Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.747 Max Web CSI: 0.625 EW Ver: 20.02.00A.1020.20 W,.- • .,sfpj� del �X °s o s q a AT 0 ;Q$ :a % ®lp�8tlae�s�P •�9 03/10/2021 10' 1' ♦ 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 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 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 nor 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 n id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicablie. Apply Oates to each face of truss and position as shown above and on the JOIn�Detalls, unless noted otherwise. Pefer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine a division of ITW Buildinl1Components 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 drawingg indicates acceptance of professional engineering responsibility solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.or • AWC: awc.org Orlando FL, 32821 SEQN: 249785 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T2 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22655 Truss Label: A3 SSB / WHK 03110/2021 6'1"7 12'11"15 19'10" 24'4" 33'6"9 39'8" i 6'10"1 4'6" 12"9 6'1"7 =5X5 E Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " �'+ 10' 10' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; 133,134 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N; Bracing (a) 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. 20'8" 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): 83 1114X4 5'8" 4 24'4" 298" Defl/CSI Criteria PP Deflection in- loc Udefl--U# VERT(LL): 0.042 M 999 240 VERT(CL): 0.082 M 999 240 HORZ(LL): 0.013 C - - HORZ(TL): 0.024 C Creep Factor: 2.0 Max TC CSI: 0.968 Max BC CSI: 0.737 Max Web CSI: 0.550 VIEW Ver: 20.02.00A.1020.20 j'. �• - ..yrFl ���1�� ® „9 P�sPOplM O•gsp •�•r +\ a 0. 708 1 o t � COA�ONAL 03/10/2021 13'4" 10' 1' 1.-1 1 0 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 871 !- A /610 /172 /444 N* 323 /- /- /156 f73 A H 508 /- /- /427 /147 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Brg Width = 68.0 Min Req = - H Brg Width = 8.0 Min Req = 1.5 Bearings B, N, & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 606 -1330 G - H 246 - 579 C - D 479 -1037 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - M 1138 - 532 K - J 952 - 668 M - L 691 - 320 J - H 484 -143 L - K 967 -695 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - M 375 - 360 K - F 885 -1602 M - D 558 -150 F - J 573 - 255 D - L 559 - 723 J - G 495 - 484 L - F 785 - 272 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigqid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3—B7 or B10, as applicable. Apply Oates to each face oTtruss and position as shown above and on -the Joint -Details; unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be respponsible 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 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitability and use of this drawing for any structure 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: tpinst.org; SBCA: sbcindustry.com; [CC; iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249765/ HIPS Ply: 1 Job Number: N334502 Cust: R8975 JRef:1X3L89750073 T8 / FROM: RWM Qty: 1 ,7A,5 320 ,l,2ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22718 Truss Label: A4 SSB / WHK 03/10/2021 b ro _e3 7'1014 17' 22'8" 7'10"14 9' 1 "2 5'8" :5X5 =5X5 D E 39'8" 31'9"2 39'8" 9'1"2 + 7'10"14 10, 9110.. 9'10" 10, 1 �1' 10, 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.149 J 999 240 Loc R+ / R- ! Rh / Rw / U / RL B 1552 A /- /965 /318 /386 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.279 J 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.060 1 - - G 1552 /- /- /965 /318 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.112 1 Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft 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: 0.760 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: 0.755 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: 0.989 Members not listed have forces less than 375# Loc. from endwall: not in 9.0o 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. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE B - C 1673 - 2755 E - F 1699 - 2561 Lumber C - D 1698 -2561 F - G 1674 -2755 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; D - E 1352 -1728 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; 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 2393 -1373 J - 1 1695 - 842 be equally spaced. Attach with (2) 8d Box or Gun K - J 1695 -863 I - G 2393 -1352 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 498 -448 E - I 770 -435 for (2) CLR'S where shown. Scab reinforcement to be K - D 770 -435 1 - F 498 -448 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc.teeutaluaUuo Wind Wind loads based on MWFRS with additional C&C �4y9�"``�r��®n+"•••'•e®q•�sP����rf member design.��/ }+ a Wind loading based on both gable and hip roof types. �u } �s 0. e n` } ®. A4, •✓� COA NAL �ats8o9te�$ess 03/10/2021 as appl drawin( Alpine, truss in listing t drawinc For mor **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS s 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 Ser BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural.sheathing and bottom chord shall have a properly rippid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 67 or B10 icab�le. Apply plates to each face oT 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 BuildinggComponents 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 bracing of trusses. A seal on this drawing or cover page us drawingg indicates acceptance of professional engineering responsibilittyy solelyfor the design shown. The suitability and use of This 1 for any sfructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. e information see these web sites: Alpine: alpineitw.co_m; TPI• tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org;_AWC: awc.org 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249766 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T11 / FROM: RDP Qly: 1 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23141 Truss Label: ASGE SSB / WHK 03/10/2021 1 12'11"15 23"1S 1"4 4 6'1'7 9'10° 1Q8' 7 18'10" z 21'1 ' 23'1 226'n'1, sr3'8"9 �1(' 6•m'1 z 4-+�s s•19 �= 10.6'2-1 a5x8 K A 21' i 5, i 13.8' -i 5' F 7 + 3' 10' 21' 26' 29'6" 32.6" 1- 2111'12 3'10"6 13712 I 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): 0.114 AE 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.228 AE 999 240 B 768 /- /- /501 /331 /444 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.049 1 - - AB 2335 /- /- /955 /1010 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.097 1 - - Z 1089 /- !- /488 /358 /- Mean Height: 15.00 ft T 516 /- /- /401 /224 /- NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.679 Wind reactions based on MWFRS BCDL: 5.0 psf B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.825 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.970 Z Brg Width = 8.0 Min Req = 1.Brg Width = 8.0 Min Req = 1.55 FT/RT:200/100 Z Loc. from endwall: NA () () T Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, AB, Z, & T are a rigid surface. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Bearings B, AB, Z, & T require a seat plate. Lumber Laterally brace chord above/ below filler at Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; 24" OC (or as designed) including a lateral Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; 131 2x4 SP #1; brace on chord directly below both ends of Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; W7,W14,W15,W16 2x4 SP #2 N; filler (if no rigid diaphragm exists at that point) B - C 476 -1085 I - J 395 - 201 Bracing C - D 345 -809 J - K 395 -206 (a) 1X4 #3SRB or better continuous lateral restraint to D - E 4-75K - L 6- E - F 420 -751 L - M 613 -30404 be equally spaced. Attach with (2) 8d Box or Gun F - G 406 -669 M - N 511 -252 nails(0.113"x2.5",min.). Restraint material to be supplied H - I 377 -189 S - T 231 600 and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR Maximum Bot Chord Forces Per Ply (Ibs) restraint. substitute (1) scab for (1) CLR and (2) scabs Chords Tens.Comp. Chords Tens. Comp. for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web B -AH 918 -475 AD -AC 480 -256 member. Attach with 0.128x3" gun nails @ 6" oc. �ttsti4ii19ditrrjrr� AH-AG 480 -256 AC -AB 471 -327 jXF# AG-AF 480 -256 X - W 483 -157 Special Loads AF-AE 480 -256 W - V 483 157 ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) ®egg°�� °r,°•j"r1�r�% AE-AD 480 -256 V - T 483 157 TC: From 56 pIf at -1.00 to 56 plf at 10.67 e �N a: ��� 'Sej•p,b, TC: From 76 pIf at 10.67 to 76 plf at 32.67 ® st = Maximum Web Forces Per Ply (Ibs) TC: From 56 plf at 32.67 to 56 plf at 40.67 Webs Tens.Comp. Webs Tens. Comp. BC: From 20 plf at 0.00 to 20 plf at 39.67 oQ BC: 128 lb Conc. Load at 23.21,23.79 $ i ' AH-Al 508 -256 AB -AR 325 -523 PL: 136 Ib Conc. Load at (23.27, 9.98), (23.80,9.98) C • AI-AJ 546 -274 AR -AS 450 -561 Plating Notes a M1 AJ- G 506 -266 AW-Z 277 -756 T ® G -AL 519 -941 AW- N 241 -683 All plates are 2X4 except as noted. '"s spj, AL -AN 499 -922 N -AX 678 -358 AN -AP 521 - 959 AX- X 687 - 352 Wind �e*d.,Oe®•v,e+ ` AP -AC 546 -995 X-AZ 298 -477 Wind loads based on MWFRS with additional C&C r' AC- K 794 -498 AZ -BB 271 -470 ' member design. COA � NA r<+°1 K-AB 570 -1384 BB-S 321 -454 Wind loading based on both gable and hip roof types. f"Me"ioa► 4� 03/10/2021 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an r7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have �roper)Y attached structural sheathing and bottom chord shall have a properly attachetl rig4id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310 as applicable. Apply plates to each face of truss -and -position as shown above and on the Join Details, unless noted otherwise. Refer to ' -- drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW Buildin$gComponents Group Inc. shall not. be responsible for any deviation from this drawipg, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pate 675o Forum Drive listing this drawing indicates acceptance of professional-engjneering responsibilitty�r solelyor the design shown. The suitabili9y and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2497671 HIPS Ply: 1 r: N334502 I Cust: R 8975 JRef:1X3L89750073 T7 / FROM: RWM Qty: 1 ft51t120t182ED,FR101 /1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23454 russ Label: A6 SSB / WHK 03110/2021 7'10"14 15, 24'8" 31'9"2 39'8" i + 7'10"14 T1"2 9'8" 7'1"2 7'10"14 :6X6 =6X6 D T3 E 12 6 �5X5 5X5 F M C o W to W1 B G q.11 H �8 8 =4X6(A2) =5X5 =5X5 =5X5=4X6(A2) 39'8" 1' 10' 9.10" 9'10" 10, 1' i' 10' 19110" 29'8" + 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /962 /328 /346 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 1- /- /962 /328 A 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 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 G Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474 Members not listed have forces. less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1807 -2729 E - F 1827 -2537 C - D 1826 - 2538 F - G 1807 - 2729 Top chord: 2x4 SP #2 N; T3 2x4 8P 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 - I 628 - 300 K - D 628 - 300 I - F 394 - 358 �� It S,A1f� t��pq+ititt4t016:{ptPJdr 6� ��, .®a•a..Qae' � ram. v ,y 3 • 7108 o 0 a ok m S �T % e�® � ••gyp �� 8101V COA 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI SBCA) and 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 Locations for lateral installed attached rig4id ceilin shown permanent restraint of webs shall have bracinA per BCSI sections B3, B7 or B10, as applicable. App�y to each face of truss and position as shown above and on the Joint Details,- unless noted otherwise. Refer to Oates drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the tr in ANSI/TPI 1, for handling, ss conformance with or shipping,, installation and bracing of trusses. A seal on this drawing or cover page -.. 6750 Forum Drive listing this drawin indicates acceptance of professional engsneering responsibilit� solely -for design shown. The suitability and use Nis drawing for any sructure 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 SEON: 249768 / HIPS Ply: 1 Job Number: N334502 R8975 JR&AX3L89750073 T6 / FROM: RWM Oty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CAL1/4EBB ELEV.D/F rrwN,:: 069.21.1302.22686 Truss Label: A8 SB / WHK 03/10/2021 6'9"4 13' 19,101, 26'8" 32'10"12 39'8" 6'9"4 6'2"12 6'10" 6'10" 6'2"12 69"4 :5X5 1112X4 = 5X5 D E F 12 6 � �2Cq W G2XC'4 � o 2 io W3 B H A I �88„ 4X6(A2) = 5X5 = 5X8 =5X5 = 4X6(A2) 39'8" 10' 9'10" 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pt. NA Ce: NA VERT(LL): 0.191 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BOLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- A /953 /716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 A !- /953 /716 A 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 Br Width g dth = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.2 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 H 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: 0,754 Bearings B & H are a rigid surface. Bearings B & H require a seat plate.Members Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687 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 E-K 585 -391 at v a S ` p y o a 1 i ®g +�'L00 s ♦a �W r'' sarOra.+b�P °eo. "tas b COA`���ti 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, by TPI SBCA) of BCSI (Building and fo'r safety practices prior to performing these functions. Installers shall provide temporary bracingper BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id Locations for lateral ceilin -shown permanent restraint of webs shall have bracin installed per BCSI sections as applicable.--Applgy fates to each face otruss and position -as shown above and on the Join Details, unless noted otherwise. B3, B7 or B10 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 in conformance ANSI/ PI 1, for handling, .truss with or shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili�y solely -for the design shown. The suitability and use ofg is Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 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: 249769 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T5 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23186 Truss Label: A10 SSB / YK 03/10/2021 5'9"4 11' 19' 28'8" 33'10"12 39'8" 5'9"4 5'2"12 8' 9'8" 5'2"12 5'9"4 e 5X5 = 5X5 5X5 D T2 E T3 F 12 6 � 2X4 W 2X4 b C (a) (a) G In W3 B 1 H A 11�8'8" 4X6(A2) =5X5 = 5X8 = 5X5=4X6(A2) 39'8" 10' 9'10" 9'10" 10, 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 Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /- /940 /718 /264 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 /- EXP: C Kzt: NA HORZ (TL ): 0.127 J Des Ld: 37.00 Wind reactions based on MWFRS Mean Height: 15.00 It NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.670 P H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.758 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 2388 -2695 C - D 2056 - 2533 F - G 2066 - 2539 Top chord: 2x4 SP #2 N; T2 2x4 SP #1; D - E 2506 -2775 G - H 2184 -2797 T3 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing B - L 2449 -1856 K - J 2163 -1578 (a) 1 X4 #3SRB or better continuous lateral restraint to L - K 2146 -1573 J - H 2440 -1822 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 Maximum Web Forces Per Ply (Ibs) erection contractor. Webs Tens.Comp. Webs Tens. Comp. (a) or scab reinforcement may be used in lieu of CLR L - D 470 -72 K - F 628 -616 restraint. substitute (1) scab for (1) CLR and (2) scabs D - K 743 -785 F - J 466 -52 for (2) CLR'S where shown. Scab reinforcement to be E - K 794 - 538 same size, species, grade, and 80% length of web lt6tttf ttt3stitttlt member. Attach with 0.128x3" gun nails @ 6" oc. ,jai tr r r fp gist, Wind Wind loads based on MWFRS with additional C&C s°• D4" °r� `'., member design. •a* �„ c4 'oD Wind loading based on both gable and hip roof types. 708 1 " s�py. M J D w � m 0 $0 p gD9� A COA "' a :tw;1 ftaatrett �a i 0 1/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing, and bracing. Refer to and follow the latest edition Component Safety Information, by r functions. Installers of BCSI (Building TPI and'SBCA) safety practices prior to performing these 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, - as applicable. App�y Oates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, 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 ANSI/TPI 1, handling, bracing trusses. A on this drawing or conformance with or.for shipping,. installation and of seal cover pa a 6750 Forum Drive listing this drawin indicates acceptance of professional engineenng responsibilitty�r solely -for design shown. The suitability and use of this Suite For -Designer drawing for any structure is the responsibility of the Building per ANSI/TP1 1 Sec.2.305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN:249770/ HIPS Ply: 1 Job Number: N334502 Cust:R8975 JRef:1X3L89750073 T4 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,R101 ! 18281CALIMEBB ELEV.D/F DrwNo: 069.21.1302.23609 Truss Label: Al2 SSB / WHK 03/10/2021 9' 17' 22'8" 30'8" 39'S.. 9' 1 8' 5'8" 8' 9, =6X6 T2 =5XD5 =4E4 T3 -6F6 T 12 6 o (a) W (a) a W5 1 B i7 G I� A M 4X6(A2) =-6X6 =6X6 =6X6=4X6(A2) 39'8" 10' i 9.10" 10, �11+ 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 Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 /720 1223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 /720 1- EXP: C Kzt: NA HORZ(TL): 0.150 1 Des Ld: 37.00 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 1.8 9 q = Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 G Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834 Bearings B & G are a rigid surface. Bearings B & li require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2250 -2705 E - F 2239 -2478 C - D 2238 - 2478 F - G 2250 - 2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2; W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 -2629 be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 I - 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. lgtiisstitiag�$rlihJroJ Wind 1yi Wind loads based on MWFRS with additional C&C design. S � ` �� eY member c° �a`§ � z. Wind loading based on both gable and hip roof types. o.7,08 9 s .e a COA fiAt 4taa+ 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 shipping, Component Safety Information, r of BCSI (Building by TPI and SBCA) sa 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 BCSI sections B3, B7 or-1310 per as applicable -le. —Apply 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$QComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure truss in ANSI/TPI 1, for handling, to build the conformance with or shipping,, installation and bracingof trusses; A seal on this drawing or cover page 6750 Forum Drive listing this drawingg indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer 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 Odando FL, 32821 SEON: 249781 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T31 / FROM: LPM Oty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23218 Truss Label: A14G SSB / YK 03/10/2021 7' 13' 19' 28'4" 32'8" 39'8" 7' i 6' T 6' �' 9 4„ 4 4 i 7' i \\\6X6 =-4X4 =8X10 =—H1014 �6X6 12 C D T2 E T3 F T4 G T 6� ED b (a) W m (a) io B A H v = 1 =5X5(A2) =H0510 =4X4 =6X8 1115X5K B3 -4X6=3X6(A1) 28'4" i11'4" 101O'A 5'1"12 4'4" 4'4" 7' 8' 18110"4 24' 28'4" 32'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind 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 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240 B 1922 /_ /_ /_ /884 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - - K 4268 /- /- /- /1911 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.091 L - H 80 /- /- /- /60 /- Mean Height: 10.51 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 TCDL: psf Wind reactions based on MWFRS 5.2 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.846 B Br Width = 8.0 Min Re = 1.6 g q - Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.785 MWFRS-Parallel Dist: 0 to h/2 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 IVIEW 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; C - D 1465 -3467 F - G 400 -180 Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N; D - E 1332 -3056 G - H 538 269 Webs: 2x4 SP #3; W6 2x4 SP #2 N; Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Camp. be equally spaced. Attach with (2) 8d Box or Gun B - N 3126 -1377 L - K 786 -1874 nails(0.113"x2.5",mm.). Restraint material to be supplied and attached at both ends to a suitable support by N - M 3815 -1821 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. Camp. same size, species, grade, and 80% length of web �$tttl4ttlti6pttol� member. Attach with 0.128x3" gun nails @ 6" oc. lrjrb7✓ C - N 1089 -274 L - F 3047 -1224 Loadingease°�. r's�f N - D 440 -430 F - K 2007 -4053 D - M 568 -883 F - J 1889 778 #1 hip 7-0-0 °'°g• Cv'•� ��-tr M - E 834 -67 G - J 344 - 528 supports jacks with no webs.g� o �J' °,®+ ' E - L 1423 - 3051 Wind Wind loads and reactions based on MWFRS.o.7,0$ a Wind loading based on both gable and hip roof types. e WARNING! This truss is not symmetric, but its exterior geometry makes erection error more e probable. It is imperative that this truss be installed properly. �46 �L COArQ� `• 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) 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 ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections as applicable. App�y plates to each face of truss and as shown above and on the Joint Details, B3, B7 or B10, Defer to position unless noted otherwise. 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 ANSI/TPI 1, for handling, conformance with or shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive - listing this drawing indicates acceptance of professional engiineering responsibilit�yy solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249771 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:lX3L89750073 T20 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DnNNo: 069.21.1302.22952 Truss Label: B1 SSB / WHK 03/10/2021 P 00 rn P3 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDacina: 24.0 " 5'7"4 5'7"4 1, + a 8' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 10.8" 5'0"12 =4X4 D 21'4" 15'8"12 21'4" 5'0"12 57"4 5"" 134" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Pf: NA Ce: NA VERT(LL): 0.047 H 999 240 Lu: NA Cs: NA VERT(CL): 0.088 H 999 240 Snow Duration: NA HORZ(LL): 0.020 G - - HORZ(TL): 0.037 G Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.371 TPI Std: 2014 Max BC CSI: 0.611 Rep Fac: Yes Max Web CSI: 0.232 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 WAVE 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 864 /- /- /529 /397 /229 F 805 /- /- /464 /361 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 1190 -1344 D-E 1113 -1152 C-D 1104 -1146 E-F 1201 -1351 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1152 - 993 G - F 1161 - 955 H - G 795 - 539 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 471 -284 D - G 394 - 335 H - D 383 - 322 G - E 479 - 289 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, 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 performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached r! id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as appltcab�e.-..Apply Iates to each face of truss 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 Build!n 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 e._ 6750 Forum Drive listing this drawing indicates acceptance of professional engmeenng responsibili�tv� solely -for the design shown. The suitability and use of )his drawing for any structure is the responsibility of the Building Designer, per ANSIlfPI 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: 249772 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T3 / FROM: RWM Qly: 1 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23061 Truss Label: 132GE SSB / YK 03/10/2021 10'8" 21'4" 10.8" 10'8" i 4-13" 1 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 " r- v Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; 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 Al6015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. io IV8'8" 21'4" 21'4" 21'4" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or *=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.004 R 999 240 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.007 R 999 240 B 245 /- /- /134 /103 /243 Snow Duration: NA HORZ(LL): 0.005 L - - J* 72 /- /- /35 /33 /- HORZ(TL): 0.006 L Wind reactions based on MWFRS Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 FBC 7th Ed. 2020 Res. Max TC CSI: 0.196 J Brg Width = 248 Min Req = - TPI Std: 2014 Max BC CSI: 0.164 Bearings B & B are a rigid surface. Rep Fac: Yes Max Web CSI: 0.069 Bearings B & B require a seat plate. Members not listed have forces less than 375# Plate Type(s): VIEW Ver: 20.02.00A.1020.20 �m w0lli� S, 'S910 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, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 53, 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 Buildincc�LComponents 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 bracincct1of trusses. A seal on this drawinq or cover pa a 6750 Forum Drive listing this drawing indicates acceptance pf professional engineering responsibiliry solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.orq: AWC: awc.ora Orlando FL, 32821 SEQN: 249773 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef: 1X3L89750073 T19 / FROM: RWM Qty: 1 , A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22999 Truss Label: C1 SSB / WHK 03/10/2021 T 7' 0 M 43 5X5 C 14' 14' T 7' 7' 7' 14' Loading Criteria (psf) Wind Criteria - - Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# TCDL: 7.00 Speed: 160 mph Pf: NA - Ce: NA VERT(LL): 0.014 E 999 240 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.025 E 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.008 E - - Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.013 E Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft Creep Factor: 2.0 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.767 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.503 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes . Max Web CSI: 0.119 Loc. from endwall: Any FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): IVIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 588 /- /- /371 /272 /158 D 527 /- /- /305 /234 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 805 - 740 C - D 807 - 739 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - E 598 - 542 E - D 598 - 542 "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 groper) attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint otvwebs shall have bracin installed per BCSI sections B3, B7 or B10, -- as applicable.. App, , 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 BuildinTctComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with -AN SIITPI 1, or for handling, shipping,, installation and bracing.of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this.drawing indicates acceptance of professional en meering responsibilit� solely for the design shown. The suitability and use of this Suite 3o5 drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249774 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T1 / FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23093 Truss Label: C2GE SSB / WHK 03/1012021 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 Al6016ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. T 7' S'i' 2' —° (TYP) =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 999 240 VERT(CL): 0.008 J 999 240 HORZ(LL): 0.004 H - - HORZ(TL): 0.006 J Creep Factor: 2.0 Max TC CSI: 0.308 Max BC CSI: 0.177 Max Web CSI: 0.142 Ve r: 20.02.00A.1020.20 ♦Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B* 68 /- P /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 sa ety 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 rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicab�le:--Appty 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 BuildinlgComponents 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,, installapon and bracin of trusses. A seal on this drawing or cover pa!Me 6750 Forum Drive listing this drawing indicates acceptance of professional.en Lsneering responsibility solely -for the design shown. The suitability and use of this Suite For drawing for any structure is the responsibility of the Building -Designer perANSIITPI 1 Sec.2.305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249783 / EJAC Ply: 1 Job Number: N334502 Cust: R 8975 JRef.,1X3L89750073 T15 / FROM: RWM Qty: 14 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23453 Truss Label: EJ7 �JB / WHK 03l10/2021 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 Spacinq: 24.0 " C 12'2"11 12 6 M O V7 M M B T A 8'8„ D 1, + 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: BCDL: 4.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): end Duration: 1.60 WAI/C Lumber Top chord: 2x4 SIP #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 "0.0", min. toe -nails at bottom chord. TrussE Compc bracinc attachi as app drawin Alpine, truss it listing 1 drawin • For mo, 7 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D HORZ(TL): 0.028 D - Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 0 ♦ 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# tsar) 03/10/2021 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise, top chord -shall have proper) attached structural sheathing and bottom chord shall have a properly iiid ceilin Locations shown for ermanent lateral restraint otiYwebs shall have bracinp installed per BCSI sections B3, B7 or B10. ile. Applgy plates to each face off truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 6OA-Z for standard plate positions. Refer to job's General Notes page for additional information. vision of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the iformance with ANSI/ PI 1, or for handling, shipping,, installation and bracincl of trusses. A seal on this drawing or cover page hawing indicates acceptance of professional engpneerin' responsibility solely -for the design shown. The suitability and use of this any structure is the responsibility of the Building esigner per ANSI/T 11 Sec.2. 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249776/ JACK Ply: 1 Job Number: N334502 Cust: R8975 JRef:1X3L89750073 T23 / FROM: RWM Qly: 2 , A51320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22858 Truss Label: EJ2 KD / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 C T918114 co b Ln _T_ rn 4"3 c— 8r8rr A_'ET D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 2X4(A1) 21 21 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.137 Max BC CSI: 0.026 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ ! R- / Rh / Rw / U / RL B 157 /- /- /140 /54 /52' D 32 /- /- /18 A A C 34 /- !- /20 /26 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearings B, D, & C require a seat plate. Members not listed have forces less than 375# **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! RTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS treme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary Jnless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly tgg Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, �Ty plates to each face of truss and position as shown above and on the Joint -Details. unless noted otherwise. Refer to urawmgs _i ourt-/- ror stanoara prate positions. nerer to Zoo's uenerai Notes page for aadnionai intormation. Alpine, a division of ITW BuildinlgComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure tobuildthe truss in conformance with ANSIITPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover page listing this drawingg indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of This drawing for any sTr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org• SBCA: sbcinduslry.com• ICC: iccsafe.org• AWC: awc.org 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249777 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T18 FROM: Qty: 4 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22875 Truss Label: CJS KD / YK 03110/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 11'2"5 12 6 Cl) N CJ Cl) B A 8'8" 1 { 4' 11 "4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udef! U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 4a / o.708 i o a $ m$ 0 % ��p9 a� •9a et�aaP'����j',� 03/10/2021 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 256 /- /- /200 /88 /152 D 89 /- /- /51 /- /- C 118 /- /- /85 /116 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 — i e._ AppTy plates to each face. o truss and position as shown above and on the Joint -Details, unless noted otherwise. Refer to arawmgs _i ouri-c. Tor stanoaro piaie positions. KeTer to )oD s uenerai Notes page Tor accnionai mrormation. Alpine, a division of ITW Buildin Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the i truss in conformance with ANSI 1, or for handling, shipping,, nstallation and bracincl of trusses. A seal onthisdrawing or cover page listing this drawing indicates acceptance of professional -en sneering responsibilitty� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.or 6750_Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249778 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T21 / FROM: Qty: 4 ,7A5/320 ,182ED,F ,R101 / 1828/CALIAEBB ELEV.D/F DrwNo: 069.21.1302.22530 Truss Label: CJ3 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 Spacinq: 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 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 03/10/2021 10'2"5 Ch CV $i$n ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 /71 /99 D 50 /- /- /27 /- /- C 63 /- /- /44 /64 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. 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 sses require extreme care in fabricating, handlingshipping, installing and bracing. Refer -to and follow the latest edition of BCSI (Building nponent Safety Information, by TPI andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary ,ing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly ched ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, appl,.Re. Apply lates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to wings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ne, a division of ITW Buildin Components Group Inc. shall not. be res .onsible for any deviation from this drawing, any failure to build the s in conformance with ANSIl� PI 1, or for handling, shipping,, not, and bracin _of trusses. A seal on this drawing or cover page ig this drawingg indicates acceptance of professional enpineenng responsibilitty� solely -for the design shown. The suitability and use of This wing for any sfr'ucture is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.or • SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249779 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T22 / FROM: Qty: 4 7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23359 Truss Label: CA SSB / WHK 03/10/2021 12 6 C V 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. 1, 11 "4 11114 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): _F T 9'2"5 M 8rQn Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D - HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 HGENS • •,f 6jt e o. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 /76 /45 D 11 /-2 /- /14 /10 /- C - /-15 /- /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.6 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care.in fabricatingq 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)v attached structural sheathing and bottom chord shall have a properly d rig4id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310, icable.-- App�y plates to each face oT truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawing or cover page us drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabiliFy and use of this for any structure is the responsibility of the Building DDesigner per ANSI/TPI 1 Sec.2. a information see these web sites: Alpine: alpineitw.com; TPI: tpinst.or ; SBCA: sbcindustry.com; ICC: iccsafe.or AWC: awc.or 6750 Forum Drive - - Suite 305 Orlando FL, 32821 SEQN: 249780 / HIP_ Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T27 FROM: RWM Qly: 2 7A51320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23281 Truss Label: HJ7 KID / WHK 03/10/2021 5'3"5 5'3"5 9'10"1 4'6"11 IC 12'2"3 12 4.24 2X4 C m n ih B T a, s FE U 2X4(A1) =4X4 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " V5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0. 1 62"x3.5") nails at top chord (3) 16d common (0. 1 62"x3.5") nails at bottom chord 9'2"2 9'2"2 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 9'10'1 Defl/CSI Criteria PP Deflection in ]cc Udefl U# VERT(LL): 0.040 F 999 240 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 Ver: 20.02.00A.1020.20 Qppp O94®a`r o° Y m • It It ®� s �� t �t�tiA4tt744N 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 326 !- /- /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- /- /- /177 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! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by-TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall- have proper) attached structural sheathing and bottom chord shall have a properly - attache. rigid ceilin Locations shown for permanent lateral restraint otYwebs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents 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 bracinQof trusses. A seal on this drawing or cover pale 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili� solely -for the design shown. The suitability and use ofg is drawing for any sgr'ucture is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. Suite 305 For more information see these web sites: Alpine: aI ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; 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 Orr 12n mmP, \Jlr,rl c.,oe.4 iR, Me,.., w-i-,+ c+L,ii., r_ r_.___..__ „ I . _ ." S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace wx (1) 2x6 'L' Brace w (2) 2x6 'L' Brace x Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B S P #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' U #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12, 6' 14' 0' 14' 0' HF Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12, 6' 14' 0' 14' 0' 01 Standard 3' 8' 4' 11' 5' 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' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' ill 8' 14' 0' 14' 0' d cu D L Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 00' 11' ill 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 98' " 10' 4' 13' 1' 14' 0' U _ S #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ 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 I P H Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' QJ O Standard 42' 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' 0j D rr L Stud 4' 4' 6' 5' 6' 10, 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10, 11' 10, 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' U H 0 I Standard 4' 7' 7' 0' 7' 5' 9' 4' 10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' S. 9' 11' 10' 3' 11' 9' 12, 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' OE::[1414' ' 0' 141' 0 ' 14' 0' 14' 0' .--t D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 0' 4' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 1 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 1 13' 7' 1 14' 0'1 14' 0' 14' 0' nb..t _ Diagonal brace option, vertical length may be doubled when diagonal IS' brace is used. Connect L diagonal brace for 600# at each end. Max web 'L' Brace End total length Is 14'. Zones, typ, 2x6 DF-L #2 or better diagonal r Vertical length shown brace) single 8, In table above, or double cut 45' (as shown) at L upper end. Q Connect diagonal at midpoint of vertical web, Refer to Chart _4k N-VARNDUiv READ AND FOLLOW ALL NUTES (IN THIS DRAVINGI "DiPORTANTo FUFWSH THIS DRAWING Ta ALL CONTRACTORS INCLUDING THE INSTALLER Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo s, 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 In shall have a properly attached rlgld calling. Locations shown for permanent lateral restraint 1 e &PI shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to en of truss and position as shown above and an the Joint Details, unless noted otherwise. Refer to drawings 16CA-Z for standard plate positions. AN ITW COMPANY 1 \ 514\ Earth\ City\ Expressway \\Suite\242 1\Earth\Cily,\MO\63045 Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatl this drawing, any follure to build the truss In conformance with ANSI/TPI 1, or for handling, shlpl Installatlon 6 bracing of trusses. A seal on this drawing or cover page Listing this drawing, Indicates acceptance of professional engine` ng respons6d:ty solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Bulleft Designer per ANSI/TPI 1 Sec2. For more Information see this Job's general notes page and these web sites, ALPINE, www.alpineltw.coml TPI, www.tpinst,org) SBCA, wwwsbcindustry.orgi ICC, wwwlccsafeorg Bracing Group Species and Grades, Group AI S ruce-Pine-Fir Hen -Fir #1 / #2 Standard #2 Stud #3 Stud #3 IStandard Doucitas Flr-Larch Southern Pinexww #3 0 Stud Stud Standard Standard Group BI Hen -Fir #1 & Btr #1 Dou Ins Flr-Larch Southern Plnewww #1 #1 #2 #2 Ell lx4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrinl 55 or Industrinl 45 Stress -Rated Hoards. Group B values may be used with these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing <5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with IOd (0,128'x3.0' min) nails. )K For (1) 'L' bracer space nails at 2' o.c. In 18' end zones and 4' o,c. between zones. )K)KFor (2) 'L' braces, space malls at 3' o,c. In 18' end zones and 6' o,c. between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes Vertical Len th No S llce Less than 4' 0' 2X3 Greater than 4' 0', but 3X4 ldd6gf,J less than 11' 6' Greater than 11! 6' 4X4 .�f_rrCti 11. Refer to common truss design for ° L.Eeak, splice, and heel plates. o ° a � : Refer to the Building Designer for conditions ve 1 le th, not addressed by this detail. REF ASCE7-16-GAB16015 DATE 01/26/2018 R !a DRWG A16015ENC160118 MAX, TOT, LD, 60 PSF /10/2021 MAX, SPACING 24,0' 'T Relnfoi Memk Ga Tr Gable Detail For Let -in Verticals Truss Plate Sizes pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, ,b, and heel plates. vertical plates overlap, use a to that covers the total area of Lapped plates to span the web, 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven Nnllst 10d Common (0,148'x 3,',min) Nalls at 4' o,c. plus (4) nails In the top and bottom chords. Toenailed Nalls- 10d Common (0.148'x3',min) Toenalls at 4' o,c. plus (4) toenails In the top and bottom chords. This detall 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 Detall Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A2003OPED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015ENDIOOII v0l 80% S11530ENC100118, S12030ENC100118, S14030ENC 3011001 S18030ENC100118, S20030ENC100118, S20030E 01 b10 rt* an See appropriate Alpine gable detail. for maxir e�l�2s n,°dsrl 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail), Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member, eb Length Increase w/ 'T' Brace Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o,c. SP 83 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf, Mbr. Size 'T' Increase 2x4 30 2x6 20 w=nmetrANr.: ems° t DRAVANM Tin ALL cCONMCaC11V ALL TI� MMUDING T`WGI nlE DiSTAIJJ_RS� 0 ' r 0 I REF LET -IN VERT Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref " n4 foliow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo s tys - DATE 01/02/2018 practices prior to performing these functions. Installers shall provide temporary bracing pe, BCSI. a ."'. Unless noted otherwise, top chord shall have properly attached structural shentWng and bo - m cho ,�a a .. shalt have a properly attached rigid ceiling. Locations shown for permanent lateral restralntV sa e� $ � DRWG GBLLETIN0118 shall have bracing Installed per BCSI sections B3, 117 or BIG, as applicable. Apply plates to ends o� ♦ �� of truss and position as shown above and on the Joint Details, unless noted otherwise. _ s w P' Refer to drawings 16CA-z for standard plate positions. $f { Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devintlor` r ��® f ptl®a q, this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin} Q� aaA®aee atiw` @ ANITWCOMPANY Installation & bracing of trusses. t $ MAX, TOT, LD, 60 PSF A seal on this dewing ar cover page listing this drawing, Indicates acceptance of professlonnl t �10�2021 11 J !CY J IISuit EadhlCity\Expressway engineering structure s responsibility solely for the design shown. The sultabmty and use of this drawing , DUR, FAC, ANY \\Suite\242 For any structure Is the responsibility of the Building Designer per ANSI/7PI 1 Sec2. flC \%Earth% City,\ MON 63045 For more Information see this Job's general notes page and these web sites, ALPINE www.alpineltw.coml TPI, www.tpinst.orgl SBCAi www.sbclndustry.orgi ICG wwwjccsafeorg MAX, SPACING 24,0' NAIL SPACING DETAIL MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN, DOUBLE NAIL SPACINGS AND STAGGER NAILING FOR TWO BLOCKS. GREATER SPACING MAY BE REQUIRED TO AV❑ID SPLITTING, BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL, LOAD PERPENDICULAR TO GRAIN A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS OF NAILS (6 NAIL DIAMETERS) B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS) C - END DISTANCE (15 NAIL DIAMETERS) LOAD PARALLEL TO GRAIN A - EDGE DISTANCE (6 NAIL DIAMETERS) C - SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL DIAMETERS) D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS) IF NAIL HOLES ARE PREB❑RED, SOME SPACING MAY BE REDUCED BY THE AMOUNTS GIVEN BELOW: C)K)K # SPACING MAY BE REDUCED BY 50% WX SPACING MAY BE REDUCED BY 33X i DIRECTI❑N OF LOAD AND NAIL ROWS to W J Cq�Ai NAIL 0 LINE 0 J as A C)K 1 1 1 1 1 B/2)K C)K i q C )E)E \- TRUSS _ MEMBER BLOCK LENGTH IA 1 D I D I D IA I LOAD APPLIED PERPENDICULAR TO GRAIN LOAD APPLIED PARALLEL MINIMUM NAIL SPACING DISTANCES DISTANCES NAIL TYPE A B)K C)K)K D 8d BOX (0,113"X 2,5°,MIN) 3/4" 1 3/8' 1 3/4' 7/8' 10d BOX (0,128'X 3,",MIN) 7/8" 1 5/8' 2' 1" 12d BOX (0,128'X 3,25",MIN) 7/8" 1 5/8' 2" 1" 16d BOX (0,135'X 3,5",MIN) 7/8' 1 5/8'- 2 1/8" 1 1/8' 20d BOX (0,148"X 4,",MIN) 1' 1 7/8' 2 1/4" 1 1/8" 8d COMMON (0,131'X 2,5",MIN) 7/8" 1 5/8' 2' 1' 10d COMMON (0,148"X 3,",MIN) 1" 1 7/8' 2 1/4" 11 1/8" 12d COMMON (0,148'X 3,25",MIN) 1' 1 7/8' 2 1/4" 11 1/8" 16d COMMON (0,162'X 3,5',MIN) 1' 2' 2 1/2" 1 1/4' GUN (0,120'X 2,5',MIN) 3/4" 1 1/2' 1 7/8" 1° GUN (0,131'X 2,5',MIN) 7/8' 1 5/8' 2' 1' GUN (0,120"X 3,',MIN) 3/4' 1 1/2' 1 7/8' 1' GUN (0,131"X 3,',MIN) 7/8' 1 5/8' 2" 1' C/2)" NAIL LINE 4 ._. w a VINGI INIMPO RTANTv VFURNISH THIS DRAWING READ` o-OALL �AC�S I au ING REF NAIL S P A C E THE INsrALLERs� Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref "ni w follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fa s eta r m DATE 10/O1/14 practices prior to performing these functions. Installers shall provide temporary bracing Pe BCSL w Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chol �q �^ w DRWG CNNAILSPI014 shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f 59 shall have brndng installed per BCSI sections B3, H7 or 310, as applicable. Apply to �u1 �! , °`, rci plates en� of truss unless and position as shown above and on the Joint Details, less noted otherwise. 4C �y wr' 1ACP1 E Refer io drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatlo r e,. p•aow p®aw this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for hen mg F�� eras AN ITW COMPANY ship pin Installation R bracing of trusses. A seal on this drndng listing this drawng, Indicates i? v \\5141Earth\City\Expressway or cover page acceptance of professbnnl engineering resporsIlAty solely far the design shown. The sultai and use of this drowfg �g�h ®p�gfQ+ %J tt1 �l ��Z�21 \\Suite\242 for any strA=tre is the responsibility of the Building Designer per ANSI/TPI 1 SecB 118o9ti916�1 \ \ Earth\ City.\ MO\ 63045 For more Information see this Job's general notes page and these web sltesi ALPINE, wrw.alpinettw.comi TPL rw%tpinst.orgi SBCAi vw.sbclndustry.orgi ICO wvlccsafex a , a 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 42N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, AW 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, 12 3X4 12 Max, 2X4 X4 8-0-0 max 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, WAX 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 (++) 0-1 Supporting trusses at 24' o,c, maximum spacing, Valle Spacing 2X4 4X4 �Tf Square Cut Stubbed Valley Optional Hip Bottom Chord End Detail Joint Detail Valley 11 ME Partial Framing Plan �I AN ITW COMPANY 115141 Earth\ City\ Expressway 11 suite%242 \\Earth\City,\MO%63045 ■WAIMM" READ Arm FI ILMV ALL NOTES ON TMS DRAWIW c NAMIPERTANTaa• FURNISH THIS DRA%IM TD ALL CCNTRACTDRS IMMUDDlG DE INSTALLERS, er a Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer ■ f s follow the latest edition of BCSI CBuRdIng Component Safety Information, by TPI Ind SBCAl forle. practices prior to performing these functions. Installers shall provide temporary brndng per Unless noted otherwise, top chord shall have properly attached structural sheathing and boltchor shall have a properly attached rigid telling. Locations shown for permanent lateral restraint • shall have bracing Installed per BCSI sections 23, B7 or B10, as applicable. Apply plates to eaAVa of truss and position as shorn above and on the Joint Details, unless noted otherwise. r 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 m this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation & bracing of trusses. A seal on this drawing or cover page Using this drawing, Indicates acceptance of professbral engineering responsibility solely for the design shown The sultnbNty and use of this drawig for any structure is the responsibility of the bAdhg Designer per ANSI/TPI I Sect For more Information see this Job's general notes page and these web sitesb ALPINE, w—tpineltw.coml TPD www.tpinst.orgl SBCA1 www,sbclndustry.orgl ICCb wwwJccsafe.org U. p vo I s • = - • " • $ aR(' '`• •° s S� d y `Y4i ®®• •®®� '"�■oaa ■a°® �q /`�� "' 4 /10/2021 4N i LL 30 TC DL 20 BC DL 10 BC LL 0 TOT. LD, 60 30 15 10 0 40 PSF 7 PSF 10 PSF 0 PSF 57PSF REF VALLEY DETAIL DATE 01/26/2018 DRWG VAL180160118 55 DUR,FAC. 1,25/1.33 1.15 1.15 SPACING 24,0° Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00w 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 withl (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 1 .4 — 8-0-0 Max 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with) properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, WAW 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. X4 0 SQ0 Dlffillllil I ■■WARN N17m READ AND FDLLDV ALL NDTES [IN THIS DRAVINO as --IWMTANTww FURMSH THIS DRAWING TD ALL aRMACTDRS INCLID INIS THE INSTALLER Trusses require extreme care In fabricating, handling, shipping, installing and brncing. Re follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) practices prior to performing these functions. Installers shall provide temporary bracing - B Unless noted otherwise, top chord shall have properly attached structural sheathing and b toi shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain of shall have bracing Installed per SCSI sections B3, B7 or B10, as applicable. Apply plates to eZSN of truss and position as shown above and on the Joint Details, unless noted otherwise, PI Refer to drawings 160A-Z for standard plate positions. Q Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devintii this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship; AN ITW COMPANY Installntlon & bracing of trusses. \ \ 514\Earth\ Ci \ Expressway A seal on this drawing or cover page Usti g this drawing, indicates acceptance of professional 11514t Ea42 b p y f respa steely far the design shorn The suitability and use of this drawing sponsmRlty of the Bultdlrg Designer per ANSI/TPI 1 SecZ \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites, ALPINE, www.alpinelto,con) TPIi wwmtpinst.orgl SBCA, wwwsbcindustry,orgl ICC, wwwJccsafearg 0/2021 I2X4 4X4 -5��JF Stubbed Valley Optional Hip End Detail Joint Detail m on if usses Partial Framing It 24' O,c, Plan LL 30 TC DL 20 BC DL 10 BC LL 0 T❑T, LD, 60 30 15 10 0 40PSF 7 PSF 10 PSF 0 PSF 57PSF REF VALLEY DETAIL DATE 01/26/2018 DRWG VALTN160118 55 t.FAC,1.25/1.3311.1511,1 ACING 24,0' I VALLEY FRAMING & BRACING DETAIL e 1 R BC Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this Is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.6") 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 psf (TL) and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gored between rows. Typ) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails "' '""" " OTE"`r`� a"'t 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NS NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples V-0" to 10'-0" Ion nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with 10d f 0.128'W.0") nails at 6" o.c. "T' or scab must be 90% of cripple length. Cripp es over 10'-0' long requre two CLR's or both faces w/ "Tor scab. Use stress graded lumber & box or common nails. Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples if cripples fall between lower truss top chords and lateral bracing Is not used. -Apply all nailing in accordance to current NDS requiremen Nails are common wire nails unless noted otherwise. H, see �!ee � •S r eVAR0iifim READ M0 Frond ALL W= M TMS MAVD4ri N-WWWrFM= n= DRAVIK. lit ALL CDKTRACMn DICUMhr. THE INSTALLERS Tmsses regJ-e extreme care In fabricathR. Mrcding, sHpphe, IntoWng and bmckg • Refer tc; foxoe the latest edition of SCSI �4eB+p ConPonsnt Safety IM'onntlm4 by TPI end SDW for an practices prior to perforMV these functims. Installers shad provide temporary braeeg per DCTST. Wes. rated otherslse, top chord shall have property attached strucbral sheathing and bottonih r� shalt have a property attached = cethno Locations sham for permanent lateral restmht of shall have 6rnckhG hstnlled per above sections iwi the J or DB10,et m appticaMe.rioted d at Plates to each f of Cruse end pashtlon es sFam above end on tlx Jdnt Details, unless noted other.lce. If Zer to d^ashps 16aA-2 for standard plate postUans. for my deviatim f AN i W OMPANY tt �hq, any folhre to dDthe �iniss h conmts �onformanceailth ANSI/TPll mt be I l,�for handlhp, shpp M installation t bracing of trusses. A seat on this d-askp ar corer Page Usthg this draoho, kdkstes accep1mce of proressiolnt safely for the .teen The su1Wbllq and ur of then d-askhp 13389 Lakefront Drive f •r'y Is ro � ]bA ��I I Seel Eadh City. MO 63045 Far wore hfomatim see this Job's general notes page and these sob dtesh ALPDE, enralpkheltecmi TPD ssstphstoM SWAN eee.sbckxUstrya'gi TCo mJcccafeerg • STATE OF A 0 6c, .e� OR10.•P•e• �ZNz .,s 201, (A) (B)") 1C LL 20 30 40 54 IC DL 10 20 7 7 EIC DL 0 0 0 0 BC LL 01 0 0 0 TOT. LD.301 50 47 61 DUR. FAC. 1.25/1.15 SPACING SEE ABOVE REF VALLEY FRAMING DATE 10/01/14 DRWG VACNV1801015