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HomeMy WebLinkAboutTruss0 I 00 10'-0• A4 A2 m I 1, m 14'-0. 4'-4'le 21'—e 39'-8' THIS L4 A TR16S PLAGDOIT PLAN ITS ntTEtalm m AID W TIC e1STN1ATIDN OF TRIISgS. EN D TIERS U1RAtlatGS Alm ARatROLTCRALs SIPQRELE ifas EOCIl1E)tL ESM ES UN PLAN t1E to A adN TRLM ESTA MAID PAPA AAM F]I LA VISTALAcu" ME 7AASFS I.MS DI "M Y StpF N EM mGlQIf6 M'�LRyLT m® testa ALL Rat SMIJ. E EAEII%0 Taellill m.TL IIAML Ala -M m IOf M M ALIM M=1 wlnO fL®If to w w BAaf ONltm VLL IOT ! Al7mfm 111a1Wf fiMti VATIOI ARROVN. ry vM17 MRf ! AfFYNTFLr 1E»E9 m Gaie M LOU ION 10 MaTN,1T01 NO VR ANT 1a11a NS MR>m IOU M SPPLm � 9FETi fEMV� aFTARiIOfT AT GlgOlaM maRACIQR 6 NQaa1, MC ill-6W-1fY! Dra= 7T M M= M TRAW6 AIa l ! all6 AIS a EiT•R M 11EMD AK iET DI Mmi la AVm IOMai ! M M MM1a 7mAi IN RIfON! atMmlm T NNItE N ALTw 1aA nMt>� m M m®R➢®1m ! WA ! Ati7 *" fMf$ AMOMMES m MP MOM FRLVa1 FM 13 MIM �T lAi MP.@7 E fi011O]If0 ®1 ml O>A1W AttM7NMNOaE INN t1LVAA l u aioAa Ml'USMs Im IID ION: a TIIa1O, r wwl AKM , D -W x Al on AEIQ ! u MaMNACENI r NMFi ! MT.PMI mAtamt taTorw Im W aaw N AMA S commRANZ N mlvTm M uQala mn.Aama vM �r��mlvom� Mtc !ale lMs Tws� ! I Go N REFER PACK OR COMEMOi. b TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING PLUM SHINGLE bl 12M E Q4 4J E D k7aic4e,( c.-,, A-ha""J" ri" UL, A-p-e-o R3® ' APPROi/ED AS NOTED: ITS .M10 Total Truss Quantity = 75 Labeled End Mark General Notes 1) ANPrU mat dud hm Bal I ad fl to be' 11 gtnd&� 7P*W9� 2) MI to bs Wpm MSM uim othm 3) M htm gmtq la 24' Mr. wim aate.Is dotal. 4) Pr Tt PIaN IaA'A I OC9-81 l.mtMtadatlaA Pat— X-biadtq dwA be plead at a ..damn yaiq 15 0.11 aaaiiii Vs am to ba ; at a tnmimn d 2D' bd w emb = b 8G T, fcr c7 oddVad hadq ditak ROOF LOADING SCHEDULE TCLL PSF CLL 720 PSF BCDL 10 PSF DURATION = 125 z F NAND SPD/TYPE�-- 180 ENCLOSED BLDG EXPOSURE — C USAGE— RESIDENTIAL CAT H NAND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 Truss —be, design & connector plates etc desiggnned fmASCE 7-18 and mazimom forces @om both components and claddings and main wind force - --hng systems. • These trusses have been reviewed to tarty an additional 10N a psfnon— m bottom eboAd live load. FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCDL = PSF TOTAL Zee PSF ROOF DESIGNED FOR SHINGLE AIL REAL IONS AND UPLIFTS ARE SHORN ON ENGINEERING WALL ICY O8-8- ® o DESCRIPTION INfT. DATE wa rs tam envy tan tNE tau Iltf TRIO LOAD/ DESMPT10N INIT. DATE w I&MMIL 11 Ml Wl1l AAs QAta. Ita¢r IIAT 7N m HAIRY L > dm DAM CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE 0. N V. WINTER HAVEN FLORIDA 33880 PROD C80W 959-8806 FAXt C863) 294-2488 BUILDER D.R. HORTON STATMIDE PROJECTCREEEBIDE/SFH MODEL 1828/CAIS/4EBB CCA PROJ/MODEL/ALT 7A5/ 320/182ED.F/ 02 ALT DESGM UM DO T/10 2 OQT G19[ OTC 8405 POTOMAC DR LOT 11 BLOCK DESIGNER PAGE RFS 1 3131 17 # 334504R 1 4 "=1' A ENGINEERING PACKAGE Builder: JDR HORTON / STATEWIDE Project: 7A5/320 CREEKS zDE Model/Building: 182ED,F Lot Alt: 02G Lot: 11 Block: _- Unit: Address: _ _:-- JobNumber: N334504 4 Revision Date: New Load #: R101 --C CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER MAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ' " AB~."P&NE" March 1`3,2019 AN, ITWC&(PAW Mr. B64 Michaelis with a width.les * s tha.n fho. hangerwidth, � - DaarBob'. be the'. same as the single:Ply carried truss. The Or&feib�Cid;�tbd.jOck'scab'trUi3s 11;�v'6 a.minimurn 3,500# or les�s. Attach pref2i�ricoteid,jack:tcab:truss. with. two. (2) tows�.'of 0.1 28"x3.W'GUn Nails at-'.2' -~ _---_- ~ - ' -�_.,~^`` `^ `~.. '-, - Fora Single, p ly"gled&that requires wobd'blocking to,adhieve.,full design load Value. for face -mounted hangAm-Attach onewood-block (�.)tq`the backface ofthe single- ply girder with the same siZ6.an*d gtade. as the' bottdrn.-d.hbtd-. Ofthe. single ply girder. The.:-Wo6d block length to* be such that'ItheWb6d b . locking -extends to each adjacent' panel �oihts �(w6bs:.Afid b�tt6m..ch6rd intersecUons)i Attach wood per ow, 8taggpfe�d. 3- �r60'�orunnWive �ude- $05, �L 3'28.2-1 -nnPn\ ALPINE single ply -girder f6ce; with an additional (20) 0J.-28"W-W Gun :Nails ateach: panel point appl ied tothe, Wood. blo6k.fa0e (See figure b.WoW)..06 tbf6r'to the Simpson Strong-T-ie:G6t4Iog C-C'20191 .Ple. -page 216, Fio-tife.-I for more iriftiffnati6h. . . . .............. ......... . . .......... ........ ... . ...... ... ... .. .... ... ........... ......... The -application of prdfbbdicated jack" -scab truss for wood fiII&'.blodkin'g:Or* 'wood -blocking to: achieve MR. design load value for fqce=m.o.unted hangers Must be approved by thehardware manufacturer: All edge -and end: distances, and spacingfor all nail bbnnedtioris must. be su . ffic'iEinttb OeeVdht.8pIittihg of 'Wood. If I can.be of any further assistance: or if you have anyqueslions, please7g*tye me a call. J . H, No.7M! STATE William H.. k1rick-P.E. Chief Engineer- T. .Alpipe-an.. I.1)N CoMpAny NAU. Engineering Pep a rtm arit. Orlando; FL 6750'Forum- DfiV&.-Suite '306',;Orla*n-d6, FL $2821 - (80%52-1-9790 - (863) 422-8585 wwwoi'i -corn . _. phpi* .. ALPINE M"COWAW Ap ril 26;.:2019- Mr. Bob Michaelis Ca.rpehter CoWactort -of Atnerk:6, Ind. 390.0 Avenue -Q.-i Northwest Wintet Hbve-n, FL 33880-6201: Dear. Bob,. .R6'- Stron'9156ck bridging. on fb6f tru§:ses- I understand -there. is soi­66 concern over our recommendations for strdhgback- bridging on roof trusses. '8fro . rigback-bridging - for roof trusses is not -a requirement of AN Sl=Tpl 2014 nor is i** ta re u 1 ementofthe ., qr BUIlding Component Safety Information- .(BCSO, But stroligback bridging on' roof :trusses is ,recomm"An �Y_P. rpteo f ifrWlg*�K,Oddghg,s rVes _t jq11_pwiqg'jwq_ functions:' One, bridging aligns thebottom chords after they; are- set iso they are uniform. along the ceiling lin6 and hL:ilos.'with'*.ceding :serviceability Twoj bridging reduces f6lativd deflection of adj6de nt:tfUssds:: Strongback:brid'gin'g'.does:fiot-i-pr6Ventorr6ducia.oveteillindiVidualdeflecfl6h,esipedially-ady.r66fteUss6s- ' -of 0 fan 1/*inch:....._..- ;.-. ­.._.­.-_--­. .. . ......... . . . ...... ............ ... ....... Si trusses does 'not serve as p6iT.na`n:bht: bracing and Is not. rongbaqX- bridging in roof s ae. :..c g .... :: . not have` been intended. td.di,§trfbUi6. or share design loads, between trusses. Consequently, -no design load" .been accounted for -With this. detWl and dohtihUbLis. Strdhgba*ck.bHdgihd shdUld'not :be :attached between common and girder trusses. The use of strongback b�- bridging'shallOesi . not.1riterfere with other, g n- .. considerations as soecifiddthe Engih6brbf Record or the Building: Designer. The outer ends of the 8troqg"4ack bridging shall be attached. to a wall or anothersecure end. restraint- or as specified .by the Engineer of Re6ofd6r*.thd Building .Designer: -Strofigb6ck- bridging shall. be a --minimum of M norhihaf lure bet. oriented with he depth. VeiticaL Attach with (8)* 160 :common. na W1.(0j'62"X3 5) nails at. each intersecting thembet. When -extending the - of. the.. str ngback: bridging .stron n The: ­ 0 .gbatk bridging over by at. a.mipirnurn q. two Trusses, The .location Q., maybe : -TruisWri-Ofacturie''r, Eh&ie&1r'6f-Rec'ord, or Building Designer: _tefdr, a be specified :by Pleas& -to - BCS!"Strongbackin P.. Or'.tp..Npin.,6.:STkOR-1.8k.1-014 detail for more information. The. grapbid� g Provisions" shoWh (Figure-1) isf6r geniiiairld ":illustrative pUrpose only. 6750 Fibrurn DriveSuite 305, QrlMdo, FL 328211- (800) 521-9790.- (863)422-8685 4 ALPINE�, U La. k., FA ..L L. k..1 V . I o. Aot its 5t;�ilz.i Figured. If I.-cein. b6 of any fur hee assistance' or. ify.ou have any questions,please; give. me a call. S • William, H.,Knck- 0-:E. s STATE: 0 Alpine an ITW Company 605ftm 'efit OVAL Engineenn, 'D FL, 39824 6750 . Forum Drive Suite:3d'5, Gdhdb; FL 3282:1 - (800)521-9790 - (8153)422=9685 iAwWb1PineJtw.cQm L i I S.TRONGBAC:K. 4RLDGING RECOMMENDATIONS p.-All scabr-.on blocks shall:.b.e:. a .minimum.-2x4 8BUTT R ING TOGETHER 'stress graded lumber;` Do►'All str-.ongback bridging .and bracing shaft :be :a. min.lMum 2xG 'sire s' grade:d:luMber:" 4' ►'.The purpose back9 9of stron brld lhg. as: to. gip: aTracH scgB WITH md:BOx/GUN.. de.veiop load sharing between Individual trusses,: a'0' W. 6%IOcxa.o'2 NAICS'IN 2 ROWS r t111g II1 an o :er 1' In, the V ` al� .nChE'a5e ;SCAB*esxA NOTE) 'IN LIEU:OF: SPLICING. AS'SHOWN, ;. 'STRONGBACK-1RIBGING •: stiffness -..of- •the: floor. system 2XG, LAP MEMBERS- FOR:AT LEAST ONE'TRUSS.:SPACING strongback' klrlcigho', .posltlohdd as.;showri in S:TRONGBACK BRIDGING ;SPLICE pETAIC !; de'talls, Is recommended .af 10' =0'' .o.c. ..w.n x:} :The terms: 'bridging.' and 'bracing', are soeletlPles .NDTE] Details J. and 2., are the :p't eferred dtta.chrierat mot. hods, ATTACH STRONGBACK'10 i1E8'N/ c3) loci, COMMON 'OR rlfstakenly' used: lnt�erchangeably,' 'Bracing' Is'. an important structural re L11rgr eat- of ' n floor 1 1.. C0.1a8'x3') , .NAILS ..(4)::Iod :BOX/GUN " aWx3A'): NAILS or roof system, Refer q o- the Truss. Design Drawing STDD) T.orr "the:..bracinb ftqulrernents for each Ino1lVldu0A ,truss component, 'Brldging' a o particularly'strongbak' :bridging' :'Is :a: r' ecorimehck tlon for 'a truss system to. help a° control , vibratior . In: adolition'. to aiding.. In the: distribution of point' loads betWE,&h ad,Joacen-t truss,-strongback bridging_ serves to reduce , ° STRONGBAGK 8R]DGING. , SPACING'REQUIREMENTS :40 MY lNbhe re tired i bounce. or rlouing poln-t r.esldunl vibration: resetting: from loads; ouch as footsteps, (e)'lud COr1NON:.(o:148�x3o'> aR BOX/GUN, (0' 8'x3.0.')''NAILS `.AT 2x6 CMINIMUM) STRONGBACK,.. TOF' ANO,:BOTTOH.;:nF 2xa RESTRAINED .AT EACH .END. ' IV ta120 'ra:(d carter d: �' ietdi.113 to Doer 4P ce'rors at IV .ac The Performance of 'all floor ys�terls are' enhanced .b the. Installat(oh of strop back brill y g. ging and therefore : is. strongly recommended 4"'Ma.r�n. R:. STRONGHACK.TD.BLOCK ti//;(3) by Alpine, i0d COMMON C0.1�8'x3A;) NAILS OR (4)10d' BOX/GUN,; (04as. x3.0') q For a6lckionQl in'F&., cAIph regarding str.ongba(-k NAILS, brilll In , refer to' ;BCSI G ILdin Component g p L Safe y Information). . oo 0 '• o i - '' ATTACH STRCiJGBACIW • .. TI1. BOITUI. CHID' W( "tyi\1Mellllllf�ifgyr STRDNGBACK $RIDGING- ATTACHMENT AL:TERNATIV wNamaa: Run Mm lw ov`w •wns'rik ,ws mAVLx+ �aL�aRrM+1..:ru+wsH nr<s: ne��mlc m ui. COKMAZ= VCLUA c •Lie rxrN lr v .• ` LL PSF R F N E •STRO G BACK .. ... . . :..Tnssr"s'rigfFi..zii•e�r'S6re. h'folrkatYq• Igndlhp:.' ond�brn R.hr..to:wd follow the lotest eases, of;aes ®udtw Caeoorrn+.s•v.ty°gn;Por n° y Tn pro for Wetly � J �}/� ,, TLUL. ;PSF DATE -10%01/,14 ._ . . procilcrs Prior to. perfarnkq..thrsr fi►etlons. 'Instae.rs $toll koywi . wr: iCSL.i iNrsr,nt.d otherslse io' chord. shoo Mvr properly attodxd:=tryegrat ah. Eotton:� d :F ., c 1 No. 70861. • (, xDL PSF' DRWG shop raw a properly ottodxd ��� Lecat,oru:ahosn far wnnne�Lt:laterol restraint OF' shalt Mve bra kutal4d per 7GY[ seet6rx iKL 8T or Id0 as a oNe plat,$ to: each 1ncC Doll nsshom.obm and Off the JohtD►tots r,Fiest tgtW ofherslae.. .... , • • L •L PSF STRBRIBR:1014: L� ter—" ReRrr.-•1e rMnr�6pA L Ix stondord pWte posMbris� CoroptsqL:K. •°LTFVt ' .. LD. ,tiANI1WOWWY 1Ms y ydw. oho dtM wNSViPt7. or for hypshbFp: r S Fi1M 13723 Rkeiport Dtlye L.hrbaeFopP FxMiwNln:iop ...'°,.. ' .. ... .. . .A:wor SR%%W *,Isro I=.tlstYp s detip.. bwknies'nceeptWcr of proWessbnd 'aotAy lar .the -W wtoeuty and'tat er: tNs 41-114 /a %+F�unu, 3Yw :s•�pona41F1Y. oI tFr:D�IIJ,+G`'a"l<jn!r Pr' NW!M.10 Seel . . •r� Q�l�. to { : 4..Tj(� •ii w• i..:. F'AC Solt9200 Mo,y%M Heights. MO 83043. ..b .. s•or`iiarr Orhatlon�'iw ihls: atpnm....a>.:w TPi ...ip►,.�t«wssGr n:secidtr°=`ro'a iio ::.or:arb �i ` �' . PACING. 1 yauhiuneai_ at �� - 1< i 'REMMMENDED, SHORING- DETAIL ?.. c f.`.. hli t' Fn f. r ':Q '.: T(1:::13i�f `F': • :fi t C� i :fr'[ t ' 1 CdC T ON . AXIf��tT kL.. JiL idE 'f1' A {�..ili Jf dV t,d, i .f�>~:' P f*l: �1..:Mlrl A �'IaQF MQk? PALL "'..; •�G.c3��Y '�lv;'sF�F{Ir�Q .k�Iz1= 1�AGP'THE DAMA NO .in' �4I�,t?J T>4?A:.f_UFC�f;.A,L�tTfiS +h�tQ. #trite .7Ele .�. IAL 043 ;k..-AHQP: fr�f3wn �4f�'' lip .1 ��� : TA�t} ." t' P�� `TCi: Cif:' t :: •• :,:•;:.�a•:,;;�•..,`_.^'_`•w:=r � �s.:.:.:.........y:..a.e�..ornn�. ':.�� -r..,;::':;�:�.ti::: :—�:-:_;�,�_- _ '•:7.r,".:.-«,:'sue...._%---�;—•_.,{-s=: ,' .;�.� ;. .'-wh.',....:.;,y..::...d-::. .. :..; .. . , ... � � �: it 4 .'' ..4 :T: ..'.IS 'REG y, C Le .. ............ 77 tj -me i Cracked or Broken This drawing specifies repairs for a truss with broken chord or, web member. This design Is valid only for single ply trusses with 2x4 or 2x6 broken Members. No more than one break per chord panel and no more than two breaks per truss are allowed. Contact the truss manufacturer for any repairs that do not ! comply with this detall. (B) = Damaged area, 12' max length of damaged section U = Minimum nalLing distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member. Applyy one scab per face, is Minimum side member lengths) = C2)(l_> + (B) Scab member length (S) must be wlthln the broken panel, Nall Into 2x4 members using two (2) rows at 4' o,c„ rows sta gere�, Nall Into 2x6 members using three (3) rows at 4' o,c„ rows s aggened, Nall using 10d box or gun nails (0,12B'0', min) Into each side membera The maximum permitted lumber grade for -use with this detait Is limited to Visual grade 41 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid -panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector plats? area. Broken chord may not support any tle-In loads, S. L L �Typlcal + 0 + 0 + 0 + 0 O + O + O + O + Sr tagger Member- Repair Detall Load Duration = 07. Member forces may be Increased for Duration of Load Maximum Member Axial Force . Member! Size L SPF-C HF DF-L SYP Web Only 2x4 12' 620# 635# 730# B004 Web Only ' 2x4 IS' 975# 1055# 1295# 14150 Web or Chord 2x4 r 24 975# 1 1055# 1495# 1745# Web or Chord 2x6 1465# 1 15B5# 2245# 2620# Web or Chord 2x4 30 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36' 2470# 2530# 2930# 3210# Web or Chord 2x6 3535#• 3635# 4295# 4745# Web or Chord 2x4 r 42 2975# 3045# 3505# 3835# Web or Chard 2x6 43954 4500# 52254 5725# Web or Chord 2x4 ¢e. . 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# Minimum L Dlstance e L L . L i �B L IDtstasiw nce L - Back Face 10d Box (0.128'bb x 3', min) Nallsi Double ro = Front Face 2x6 Member R w Sta - pered Dhiunce e L Nall Spacing Detail L sav"HWs READ AND nXVIV ALL NOTls W TNIs'D VINal REF MEMBER REPAIR I0WPIRTANTI00 FLRMSH THIS DRAVWG T11 ALL CIINTRACTt1RS IMM1111INa THE INSTALLERS, DATE 10/01/14 Trusses requlet extreme care h tabrlcatln0, hV41ra, shipj j, Installland bradno. RePer to and Iollor = latest rditlam of 31=1 Oulldkv Conpan•nt Safety in`ornotlon,�by TP7 and SBCA) for safety praetkss prlar 10 perfor,Jnp those functions. Installers shall provkM 04nparory �hraeho per 7C51. uNrss othersbe, top chord shall have Properly attacMd struetyral sheat/wtg amd bottom el�erd € DRWG REPCHRD1014 .. nart+d shall have a properly at adkd rIQW eeilno. Locations shorn For permanent lateral restraint oil re s shall have broehg hetalbd per 1 so la. 17 or 710. os appDeabge, Aaoly plates to oath Paco of truss and posNkn as stern above and on t1u Joint Detols, unless Yietedd'' otMrvlse, ' j Ll�!— Refer to dravinp ItoA-Z for stonderd'platr positions, 1. AN TTSN OJMPANY Alpha, a eNblon of ITV Sul din Components Dro Inc, shalt of be reapom,lhle fora deviation from tN dro.Mg, any rallurs to bulld the Truss M eon rnonee sit ANSI/TP$ 1, — for hand 9, shlPDho, Mallatlon irussas. ' L' p{�rrodnp o/ A seal'ae iNs dravifp or over pope Urting INS dmvV - hdlmtes ac epiance of prefssslond n x,plrr•r4n rr>porulbiN e sobly far ine design shorn. The sultablity a ,1 user of this dravft for any uetun Is iht rnponsbAFty of the IMW4 Designer per ANSUTF1 I Sect, - . � C J SPACING 24,0' MAX 133aV L,kehonl Odes Ea,lhOky,M003a45 Por Kern intorhatlon see thle Job's general notes gpapCe e/M1'those eeb slt►sl ALPIND sW,el Mltr,eanl TPU vw.tpkrt,arol S71CAr Ywebelnduc4yarp, 100 rwJeesafs.arg t VAL Lutribqr Size and drade: Minum-um Reglairemenfs gr Ax4•4E ICKINT TRtAqS- 4r�atlar Igp�c(4,7# TRIJSE� UNDER VALLEY -FRAMING :f'oftietzer VXLLENr RAFTER.CM RInGE ''� . . . . . . . . . . - 'iaullem, ywil .11 dewhir 1 +CrIpoleb-41-MIldr-36 psf �Tl­)'Ajid '26 W (TD) Max. IKE P**F'A'%"6­r-Sh*ttir` '?:far0oh r0W1sU1rQnjf"th#vi9lleys br-slaepem r4. NO . t . d't$ jkajfe%��d i�c il�at crlppite focktions am ;. . . . ...... .... . . tEG110N WtPAAALI-EL TO. VALLEY RAFTER IF L N Fpudg BOARD axi) Valley I vvr.MAX COLLAR SEAM, -EVERY 78IRDL FAIR�OF RAF MRS VO' TYPICAL I A *1 a -Max!muql rfi�q* k.d,4 height; 10-ket. . Mp. kiud'QiadiEx' pD,.XiN1.0 VALLE- ,:Fk V PLA *'AMcftent.4 lor -thr.640 N' , ­. by,others) afs1clng isb-afmpekImUerctf-rituls are rafter Ifsteapers.are.not use -Apply alI I A L�� off Wlm* IfguM0Ai;tibIed'6the Wa. I W ON Z. c Mu. ireotly 7 &)-vP1,k-td C. -f(did. 4-15dtod-nails 3. CH00le.*t64A64t. -4'16due,nalli ling sheathing. f"•) 316d face Watts 4. sleepers.* 415dtoe421rs S. -Sleapa w-b-.da- 4*16d tdLLftl[4 mwd'.+.0sleaWfO`ftbss 3 260 irdeknift.ea.ch staeper._& truss .6. "lodge:bobird. ti3 f.clof bldck 4 ISCI toe-Twus .7. -Frjdje-b0.2iid tojr.ugs- 416d.t6q7;i4.fts S. .-Puffirf to, (Typj, 3;16.otda-naffs. 4-Ad-40Vr011i .n. 'Tru"'to enii Wip 4 .164. toerhd1b USED) .13.r611ac Beam torakef 4 16dtot-nalts. CDMM.Dff NAIIA `(A L NS OASusa bwwmwa- -WA tM'FMIJM11.&I1 MMS the- latest adros !&V.4%6«—I- 1I 4 .7P• - id Pg"44'kW, b&Sq-f-cW9L Amkwj� ptz. ulhid, 6E� -U-vyd" ',top'-cWd'W MY- K.R. .j putii -u �b. f, Wit- 'rp-*.jMkw- 160�-,X dam. ateJ.Ih 'I $;.;w &.*.Wn q, PV &-do. ple- sh-11 LR, tor.," de W for "a 0 W&vj-�.­ P I. *�';T&e: OR f" , Al L T L� ;9jb:'.Sb TC C D L it �qc YL Be. u, 0 LM3•oT7;56 46 54 Zo 7 ? 0 0 -0 0 0 4.7 E3 j. RV Nktn �j �AING DAM 10q�14fau.. / DRWG V-ACNV-1801019 I,PM .4 BON' Face -Mount Hangers - I -Joists, Glulam and SCL r/ These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. ' Carned Dimensions Fasteners Allowable Loads Member a (in) , - 1 (in Rctuai Joist , Model' N Mint s DFISP °j' SPF/HF Code " size "" , No R Web Max. Species Header - Species Header- Ref.` (in} .' o Sitffa-W H -•' B" face _Joist ReQd Uplift Floor Snow= Roof Floor Snow Roof (160); "(100) (115}, (125)(100) (115) {125}- " Min. 04) 0.148 x 3 - 7t1 1,660 1,805 1,805 1,425 1,555 1,555 0 U IUS2.56/16 - 25/8 16 2 Max. (16) 0.148 x 3 - '0 1,805 1,805 1,805 1,555 1,555 11555 C 21/z x 16 MIU2.56/16 129A6 157/,6 21h - (24) 0.162 x 3Yz (2) 0.148 x 11/z 230 3,455 3,920 4,045 2,970 3,370 3,480 0 p U314 ✓ 29/k 101h 2 - 16 0.162 x 31/z" ( ) 1 " (6) 0.148 x 1 /z 970 11,945 2,205 12,375 11,675 1,895 12,045 V HU316 / HUG316 ✓ 29/,6 141/e 21h - (20) 0.162 x 31/z (8) 0.148 x 11/z 1,515 2,975 3,360 3,610 12,565 2,895 3,110 IBC, �MIU2.56(18 - 2g/,6 17%6`, ` 21h -1(26j 0162x 3?IzF„ (2) 0.148x 1?/z ,' , 230 37.45 4,045j 4,045 3220 3,480 `3,480:, LA E = n 1U316'1 H IC316 ,. - , . ✓ 291e 1411e`- , 21/a ' - (20):Q,162 x 31/ '' (8) O,lgB x 11h' -; 1515 : 2 975 3,36Q': 3j610: 2F565 .2,805, 3110 J 21/z x 20 MIU2.56/20 - 29/,6 19 21/z - (28) 0.162 x 31h (2) 0.148 x 11/z 230 4,030 4,060 4,060 3,465 3,495 3,495 '21/z x 22 �= N 4026 . MIU2 56/20 ✓ „ 2�+6 19 W 21h - (2&) 0162 x 31h (2) 0.148 x 11/z 230 - 4,030 4,060' 4,060 3;465 3,495 3 A95 0 i C 2e/,6 X 91/4 to 26 29/,6" wide joists use the same hangers as 21h" wide joists and have the same bads. O U MIU3.12/9 31r�"96 21/z ,- (16) 0.162 x 31h°: (2)0.148'x 11/z 230 " 2305 2,615i 2,820"1,980 2,295 2,425 3 x 9lz - `HU216-2/ HUC210 2 " " ✓ 11a $1�,6-": 21/z Max ,�,(18) 0.162 X 3✓z� - "(10) 0148 x � 3,250 2;305° "2,605 `2;800= IBC, MIU3.12/11 - 31/e 111% 21/z - (20) 0.162 x 31/z (2) 0.148 x 11/z 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, HU2122-1'T1 12=2"- " o �✓""311e' `-10sh&" 212 Max. (22) 0.162 x 3'/z " ,(1M:l48 x r -1,795 3,275 3,695' 3;970 82 31 3,425 HU3.25/121HUC3.25/12 •' ' ' 3i/a, - 11?fa "'. 21h - r(24) Q 162 x3M2 12) 0148 x 3 7 5 3,570 4030` 4,335. 3 075 3,470, 3;735- HU3 2b716 i • Mjn , (20) 0162 x 3?!i", (8) 0.143 x3 w, 1515 2,975 3 360 2,61 0 "2 560 2i890 } 3105 HUC3.25116 • f.31�a 1313c Max' (26) 0162 x 3 h (12) Q:148 x 3 ". , -,? �5 3'870 4 365; 4,695 3,330 i 3,755 4,640. 3"/e glulam« 3'%4 :(12),1/<,' x 21/2" SDS (6)1/4" x 21h" SDS '2 3 fi 415 15; 4 31 3z 0( 3.71G i;�, 1+3. FL HGUS3.25%10 3114 8% 4" " -" .(46) 0.1 62x 311z (16)=0.162,)(31/z ; �A,095:,9, '00 ;9;1Q0 9,100)-7;825 =7,825 :7;825 IBC, HGUS3:25J12 311a "` 145I6', 4° = _(56) d 162 x3'Iz . (20) 0.162 x 3'Iz .5 04p 9,460 "9,400 } 9 400 '8;085 8,085E 8,085; FL LGU3.25=SDS - 31K 8 to 30' 41h ' = {16) i/a' x 21/z''SDS (12)1/4" x 211z" SDS' 5,555- 61720 i`; i0, I;31'J E 4 840 5;2E 5 5,265` HHUS46 - 35/s 51/6 3 - (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 31/z x 51/a HGUS46 - 35/a 4' 4 - (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,360 4,885 5,230 3,750 4,200 4,500 � HUS48 '�- _. 5 �3�46 6'�46 '- {6) 0:162 x31%z `; " (6) 0.162 x 31/z < 1 zU 1,598 1,81Yi' 1,960 1, 65q 1,555 1,680� �31/zx7114 �HHUS4& ', • + sje 71/e°�;; 3� 4'. =- �(22)'0.162`x31/z' (8).0.162x31/z ;...t11 4;�210, 4;770���5,140I3;6151�4,0951�4',415� z 'HGUS48", -o' • :35/3 7Y6 4 - (36)0.162x31/z=;' (12)10.162x31h ` 3235=Z, 60" 7,460', 7 a51 } aa IUS3.56/9.5 - 35/e 91/z 2 - (10) 0.148 x 3 - 7t) 1,185 1,345 11,455 1,020 1,160 1,250 p MIU3.56/9 • • • - 39/e 81M6 21h - (16) 0.162 x 31h (2) 0.148 x 11/z 210 2,305- 2,615 2,820 1,980 2,245 12,425 w U410 • ✓ 39/,6 83/e 2 - (14) 0.162 x 31/z (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 12,120 z HUS410 • • - 139/16 815/,6 2 - (8) 0.162 x 31h (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 2,070 2,240 0 HHUS410 - 35/6 9 3 - (30) 0.162 x 31/z (10) 0.162 x 31/z 3,565 5,635 6,380 6,445 4,845 5,486 5,545 r U) Z 31hx91/z HU410/HUC410 ✓ s 3 fie s 8 /s , 2 h - (36) 0.162 X 3 /z , (12) 0.162 x 3 h �G 3,235 7,460 7,460 7,460 6,415 6,415 6,415 a HUCQ410-SDS - 39/,e 9 3 - (12)114" x 21/z" SDS (6)114" x 21/z" SDS 2.265 4,500 4:5001 4,500 3,240 3,240 3,240 � HGUS410 - . 3% 9111. 4 - (46) 0.162 x 31h (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 7,825 7,825 7,825 IBC, °' LGU3.63-SDS - j 35/e 8 to 30 41h - (16)1/4" x 21/i" SDS (12)114" x 21/z" SDS 5,555 6,720 6,720 6,720 4,840 4,840 4,840 Lq MGU3.63-SDS - 35/e 91/4 to 30 41/z - (24)1/4" x 21h" SDS (16)114" x 21/z" SDS 7,260 9,450 9,450 9,450 6,805 6,805 6,805 N IUS3.56/11 88 2 . - (12) 014$ x 3 = _ 1,420 1 615 1,745 1, 20 1,390 1,485': v MIU3.56/11 �` 3s/+6 11/e'° 21h- (20� 0162 x 3'/z' (2)�0:148 x 1 �/z ' 210 2,880 31351 .3,135 } 2,475 2;695 2,695 'U414• -;' '.-. .` ✓, 31ie, 10 -' ° 2 - °'(16} 0162 x 31h {6}`0148-x3 ' 9, 0:: 2305 "2,613J 2;820 1;980, 2;245 2,425' HHUS410°: = '35/a 9 3 , ;-° ' (30),0.162.x 3lz ° (10) 0.162 X.31/ : a M5 5,635, ' ,38016,44514 845, 5,486 �, i;1 HUS4f 2- ,(10)).162 x 3'h ; , (10} 0.162'x 3'%z _3 4�5. 2,660 =3,028 f 3,265, 2;275 2;590 2 795' 31/z x 11�%'HU412 17 ! HUC4123�i6 105/6 2yz Min {16)0162 x 3'lz - {6)0a48 x 3" _ 1135 2,380 2; 685t 2,89012,050 2,315 [ 2490: - ° ( Max. .(22) 0162 x:31/z�- (10) 0.148 x 3 ,r 5 3,275 "3,695" 3,970<j 2,820I°3,180 3 A25- '`_ . ' • 3 /" 1/x1hSDS �� � S.HUCQ412-SDS _ 3Ci 3,5i0 3 6'0 HGUS412, 35J6• 10%s' 4 - (56) 0.162 x 31h' (20):0:162 x 3?h .' 5 040 9400 9,400i 9;400' 8,085. 8,085 :LG113.63SDS • •.� -; ,35✓61° S.tO'30 "4lz "- (16)1/<".x2?/z"SDS'(12)"1/4".�(2?ls:':SDS5;555' 6,720 6,7206,72014840 4r840 4840= SD, - 5w Ya"-/2 30'T "{ 1SS� (16)/4"2/D 999MGU3.63 ,0'.9,450 6,805 0,80 f,6,qpfl ;.• HGU3.63 5DS "' • • °)` 3$Ia :11ta 30 41/z ;= (36) J/a" x 21/z,'; SDS; (24) Ya' X',21h 'SDSi 1?)k4f 0 i ,(fii31 1 ? 1 1r 0 -,1'� 3,,17;j1Z5' 46 See footnotes on p.150. THA/THAC Adjustable Truss Hangers r �`�EERFp W This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table y Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. v Installation: N Use all specified fasteners; see General Notes. C The following installation methods may be used: V N Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. H Install top and face nails according to the table. Top nails shall 13 not be within 1/4" from the edge of the top -flange members. For the THA29, nails used for joist attachment,musfb,-,driver, •at an -- d angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. 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 13/4' for THAC422 for {22-2 126-2 0111"TH'AC422 13/i typical 21h' for THA422-2 and THA426-2 Vo THA418 Face nails Top nails per table per table aME Double 42 — 2 face nails Use full table value (total) Single4x2—�. 4 top nails see " ` (total) nailertable r/ Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of heads ® Double -Shear Double- Nailing Dome Double -Shear Shear Side View; Nailing Side View Nailing x Do not (Available on Top View bend tab i � some models) Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation IYP' .al I mica Top Flange Installation fer to tnote 5 p.187 86 SIMPSON ti z z a a 2 0 U W z z r CD 0 U) 0 N Q rn N U 0 Simpson Strong-TieO Wood Construction Connectors Em", A7071-M i Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. 1'/z — (2) 0.148 x 3 (6) 0.148 x3 (4) 0.148 x 3 525 1,750 1,150 1,75U 450 1,330 1,330 1,330 THA29 18 15/3 9"'fis 5"/a 27/s 1 — 1 (4)0.148x3 (6)(3.1480 (4)(3.1480 1525 12:61,112,6101 2,610, 1 450 1-1,98511,9851 1,985 THA218 118 1 VIA 173A6 51/z 1 2 — (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 X 1112 — 12460 1.460 1 1,460 THA2182'16. 3la 17''tis 8- 2, =Y (4)0.162X3'h (2}0162x-31z- (6}0148X3 1 c9 iaa3 1„99� —.'E,9( i il}, , ivt5'' IBC, FL, i THA222-2 16 3"/s 22�Ys 8 2 — (4) 0.162 x 31/z (2) 0.162 x 31/z (6) 0.148 x 3 1,960 1 995 1,995 1,490 1,515 1;515 LA THA413 -8 35/e 1Y3�s 4'lz'' 2 — (4)0148X3 '(2)0148X31330;; t,76o f1b3 f,i£5;<<; THA418 16 As 171/z 77/s 2 — (4) 0.162 x 31h (2) 0.162 x 31/z (6) 0.148 x 3 1,960 1995 1,995 - i,490 1,515 1,515 Q ci THA422. - ' 1I6 3sls 1;'22 77/e 2 — (4) 0,162 x 31z ; (2} 0:162 X'3lz '.(6)-0;;14$ x 3, ' i s i 1. i a5 1 1 �90 1 v1 1.i1 °. <' N THA426 14 3s/e 26 7% 2 — (4) 0.162 x 3'/z (4) 0.162 x 3'/z (6) 0.162 x 3"h — 2,435 21,435 2,435 — 2,095 2,095 2,095 THA422 2 14, 7Y4 22"'/c .1a .2 , 1' h 3 ,330•9 — 2852;852,865 FL fit THA426-2 114 1 7% 1261/161. 93/4 1 2 1 — 1(4) 0.162 x 31h1 (4) 0.162 x 31/z 1(6) 0.162 x 31/21 — 13,330 13,330 1 3,330 1 — 12,865 12,865 1 2,865 THA29 118 I 1 % 19"A661 51/s 1 - 1 9% 1 — 1 (16) 0.148 x 3 1 (4) 0.148 x 3 1 525 12,26512,2651 2,265 1 450 1 '1950 11950 1 1950 THA218 18 1 % 173/,651/z 1 1 17'46 1 (18) 0.148 x 3 (4) 0.148 x 3 1 855 12,45012,450 1 2,450 1 735 12105 12105 1 2105 THA218 2 16 3"Is 17'tis 14hs {22J 0162:X 3'h (6) 0.162 x 3'/i `1';855 ,3 1p a 31C 1Q T.5 95. 2,4`a 1, 845' IBC, THA222-2 16 31/s 223/"s 8 — 14"/,s 22 0.162 x 3'/z 6 0.162 x 31/z 1, , -FL ( ) O 855 3;310 3:310 3s.0 1,595 2_ REb 2,845 2,845 LA THA418 116 1 3s/s 171/z 77/e — 14Y16 1 1(22) 0.162 x 3'/z (6) 0.162 x 3"h 1,855 13,310 1 3,310 1 1,310 11595) 2:845 12,8451 2,845 THA422 ` 16 3s/a „22 77/s; { j9"fis — , 100.1 i62;X:'3"/x (6) 0.1,62 x3"h 1=;855 ? 1� ,3jo '. ' : 1590 2 �� 2 ?4v .845 THA426 14 3s/s 1 26 771a 1 161,1s 1 (30).0.162 x 3Yz (6) 6.162 x 3"/z 1,855 4,415 4,480 4,480 11,595 13,795 13,8551 3,855 THA426-2 114 1 71/4126'/kI 93/4 1 — 1 18 1 — 1(38) 0.162 x 3'/zl(6) 0.162 x 3"/zl 1,855 15,520 15,520 I 5,520 11,595 14,745 14,745 I 4,745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated 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 Ooist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length, See pp. 21-22 for fastener information. FL 18 OMMEM Simpson Strong -Tie® Wood Construction Connectors $IMPSON Face -Mount JoistHangers • �G`�1EERE0 W This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS ^angers, feature innovative double -shear nailing that. distributes the load through ttndo points 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 ZMAXI coating. See Corrosion Information, pp.13-15. Installation: • Use all specked fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. �i Jof'rTe§igned tUr weTded or ha€fe'r applications. -" Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available.for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab Double -Shear QDome Nailing Side View (Available on some models) 1' for 2x's for 4Xs� H G. �lyl� B LUS28 HHUS210-2 HGUS28-2 0111"MUS28 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 Simpson Strong -Tie° Wood Construction Connectors SIMPSON .. Face -Mount• •' • is, Y" SS Ss" Modelp Mm:- Heel;, Height Ga Dimensions {in )h Fasteners VU . ` H - g Carrying Member ,: Carried Me`inber.. Single 2x Sizes y8 .. ', 3'/a ..1 /a (4) D 148 z 3' :_ j (2) 0;148 x 3 L`US26 41/ar,,, 19/ts,`= z' 4�/a is (4),01�8 xa 4 (4) 0;1�48 X�3, MUS26 411% 18 19/is 5 A6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45A6 16 15/a. 5a/a 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HGUS26'` CUS28:• `4�ie` 4�s' 12°', 18w,--: .j3/a° isle"'`65/a'"N13/a: .53/e' �o" 5 -.(20);0,162x31Jz,' (6)D148x3=,y3 -{$)0,12x311zo ,;(4)0.148X3 ; MUS28 65/is 18 1 a/is 613/16 2 (8) 0.148 x 3. (8) 0.148 x 3 HUS28 61/2 16 15/a 7 3 (22) 0.162 x 31/2 (a) 0.162 x 3'h HGUS28 611/is 12 15/1 71A 5 ' (3 6) 0.162 x 31/2 (12) 0.162 x 31/2 S210''. ku 4%,". 1$:" 191+s""71 s•..,j?/a d ..(8)0.148X3 (4).'0.14$x3'' S210,(:083/a ',(30).4.162 x 31/2) HGU4210i 8a516'' 12;"', 1�, "9�/e5 ;';(46),0162x3'h` (16);0:162z31k,: 1. See table below for allowable loads. These products are available with additional corrosion Protection. For more information, see p.15. For stainless -steel fasteners, see p. 21. Many of these products are approved for installation @ with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. . - - - -- . _ -.- . _... _ - __.._ �._-SmgFe2x`Siz`es".„.,.{: -_...- - ..-,. .. _ .. ....__ . ,. ----• _-__ LUS24:' ?35' '.:670 765 "�'>- 820 " ` ;,1;045 35 =� `.` 725 `<825 �89011, . 1'.a 0 , :` 360 �s ° 49; . 565 605 ", 7Zd LUS26 1,165 865 1 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, N1US26 9 1 295 1480=: '1,'560 1 a60 93'.."; n, l 405 = ;1,56b 1't' ' '1560 81" .. ,; 955 , 1,090 1,180 „s5 LA HUS26 1,320 2,735 3,095 3,235 3.235 1,320 2i960 3:280 3:280 3,280 ,150 2,350 2,660 2,780 2,780 HGUS26 ,, r5` 4,340 4,850' 5,179' ; 5,390 " e si5: "x4,690 �`5 220. ;5,390,;: 5�39Q ?z30' '3,225' 3- 10' ; 3,870 '1985, � IBC, FL LUS28 1,165 1,100 1,260 1,350 1 1,725 1,165. 1,195 1,360 1,465 1 1,730 865 810 925 1,000 1,270 MUS286 HUS28 1,32,0 1,760 ,,,1730> 4,095 7;975,- 4,095 . 2,125 4,095 2 �5 ,. 4.095 ' 1 32 ,=;;':1875 1 1,760 -. 4,095 "-2135 .::2;255 1 4 095 4,095 r 4,095 f (50 - IAN "1;270` 3,520 1455 3,520 i,575 . 3,520 145,' 3,520 IB L,A L, HGUS28 1,65t , '2Z5`; 7275`)' " 7;275 7;275 ' _ 1 600, q, ,:•r c :' _ ''2 ' ; ,7;275" ,7,275 , ,p 1, 2 3:Sr0 . ;.3 820 3,915 5 4250;; 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, HUS210; , ' 2,5350° . r yJ , 83(3. $30 ...63 -'S aS 6 ,"`5,?80 5, ": '.... . 2 4 ` ,5�5, 3'.LA HBL'5210 2,090 9:100 9,100 9,100 9,100 2,090 9100 9100 9100 9,100 545 6,340 6730 6,730 6,?"s0 (3C, FL 1. t-or 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 1 is 0.65 of the table load s • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. -, _ • • The joist must be bevel -cut to allow for double shear nailing Acute side HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 450. Allowable loads are: 00 • HGUS Seat Width Joist Down Load Uplift Specify angle W < 2" Square cut 0.62 of table load 0.46 of table load Top View HHUS Hanger W < 2" Bevel cut 0.72 of table load 0.46 of table load Skewed Right 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load Qoist must be bevel cut) 2" < W < 6" Square cut 0.46 of table load 0.41 of table load All joist nails installed on the outside angle (non -acute side). W > 6" Bevel cut 0.85 of table load 0.41 of table load 94 Simpson Strong -Tie® lNood Construction Connectors SIMPSON a a-MO 55' ti z z a i 0 0 w C5 z 0 cr 0 CO CO 0 0 rn N C) 0 These products are available with- - - For stainl ss Many of these products are approved for installation additional corrosion protection. ED steel fasteners, ¢ with Strong -Drive" SD Connector screws. For more information, see p.15. see p. 21. See pp. 335-337 for more information. Model Mm: Dimensiotis {in) "� Fasteners (n) DF/SPrlltlowable-Loads " SPFIHF Allowable Loads , No "" " L Heel Height Ga. , W' H .° B T Carrying Member Catrie Member Uplift (160) Floor' ,000) Snour`.Roof'; _ {115)° ,(125)� Wind -(160}. Uplift (160} , Floor (100) e . Spow �(1y5) "Roof (125) Wintl code " Double 2x Sizes Li1S24 2, - '. 2'/a 18 `' 3'la._ 31 "� 2 �,(4) 0:162 x 3'h ' (2) 0162123'h 410 . ­�800 _ 905 080 1,24 355 . 690� , 80 `845, fid7Q LUS26 2" • Ya /a 2(4) 02x3?lz 16� 42 31h Op' 1,030s l 170, 1;265 1,595, 910 885. 1;005 1,090 11370a HHUS26-2 4-516 14 3-A6 5a/a 3 (14) 0.162 x 3Yz (6) 0.162 x 31/z 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 49/ie 12 N6 57A6 4 (20) 0.162 x 3Yz (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 LUS28-2 48hs : 18 3'la'- '7 2 (6)"0.1'62x3"h "(4j"0.162X31h'. "; 0 1 1,31511,490; 1"610-2,030 910='1,130 1r280 1,385 1745 IBC, FL, HHUS2$2, '14 3546= ,7.114`" :0 .{22)0.1,62x3'/z°.;(8) 162Y3Yz, 'lf,713G 4265 4,810.,,5155 ;5,9$Q 1,5i5` -3,670� 4,135 -4,435° "5,145 LA HGUS28 22Bafis' , a 12. 3Jis ,7a16 .,4 (36) 0.62 x 3_ (12} 0.162 X3'/z 3,235 JJ,460" 7460 : 460 7,460; $780;,.6,415 6,415 6,415 ",6,41Tu LUS210-2 I 6346 18 3'A 9 2 (8) 0.162 x 31/z (6) 0.162 x 31/z 1,445 1,830 2,075 2,245 2,830 1,245 1,575 1,785 1,930 2,435 HHUS210-2 83/s 14 35A6 87/a 3 (30) 0.162 x 3'h (10) 0.162 x 3'/z 3,550 5,705 6,435 6,485 6;485 3,335 4,905 5,340 52060 5,190 HGUS210-2 89/% 12 3-A6 9a/ie 4 (46) 0.162 x 31h (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes ,HGUS26 312 H6US28 3 °''',1, -61� 6 " '' 12 - 14'sfie. 4?6' 51z 7Ya `.:4 '4- (20)0.162 x 3'1z- ;(s6) 0.162 x 31h; e(8) 4162x3Yz (12) 0162 z31h 2,155 3;235 4,340" 7,460"3 4,850 7460 5;,170 5,575 7460 7,460 1,855, 2,780 3,730 :6,415, 4;770 6,415 4 4'45 '6,415 4,795 6,415" IBC, FL, LA HHUS210-3 8% 14 4"Ar 87/a 3 1 (30) 0.162 x 31h (10) 0.162 x 3Yz 3,405 5,630 6,375 6,485 6,485 2,930 1 4,840 5,485 5,575 5,575 FL HGUS210-3 813A, 12 4t5A6 91/4 4 1 (46) 0.162 x 31h (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 Quadruple 2x Sizes '"1,037"'.*�,Juia '4ylsl U, 4,44�D 4,db' IBC, FL, HGUS28-4 i 71/4 12 6a/,e 71A. 4 (36) 0.162 x 31h (12) 0.162 x 31/z 31235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,41'5 LA HHUS210-4 8% 1 14 61A 87h 3 (30) 0.162 x 31/z 1 (10) 0.162 x 3Yz 3,405 5,630 16,375 16,485 16,485 12,930 14,840 5,485 5,575 5,575 1 FL 4x Sizes IBC, FL, LA IBC, FL I.,JU09U• .. �_nB', 14 1 Jra-:1 ores r.3o Aivyu:iotxarz (b)'u.1bz,X3oh ,�,�'U� 'L,8303,190: -3 4,250 1,13n- 2,435,1 2,745 1 Z935 3,655 LUS48 4% 18 TA- 6 6a/4 2 (6) 0.162 x 31h (4) 0.162 x 3'/z ',D60 1,315 11,490 1,610 1 2,030 910 1,130 11,280 1,385 1,745 IBC, FL, HUS48 61/8 14 31A6 7 2 (6) 0.162 x 31h (6) 0.162 x 31/z 1,320 1,580 1,790 1,930 2,415 1,135 1,360 1,540 1,660 2,075 LA HHUS48 61/z 14 35/s 71/e 3 (22) 0.162 x 31/z (8) 0.162 x 3Yz 1;760 4,265 14,810 5,155 5,980 1,515 3,6701 4,135 4.435 5,145 HGUS48 67/i6 12 3% 71/i6 4 (36) 0.162 x 3Yz (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 ;CU8410 v HHU$410) 6'/a - 83/e ,; -'18 • 14 3s/e '35/s : ;83/a _ 9 '2 3 . (8}0.162x31/z.' (30) 0.162 x 31li'. n(6}0'762'x31h ,(10) 01"s2 x 3'h f45 a, 35tt '1;830, '2075 "2,245 `2,83¢ '1;245 , s5: '1,575 4,so5 1,785 5,5351b,57" 1,930` 2,435> „s/5 HGUS410 , 87/�6 '12,� "3% '9'A 4.. (46)0.162x31/2 (16)'0.162x3'h 4f095. 91100 ,191100 '9;1;00 6'1 _3,520. 1,825.°7,&25 a7,825- 7825,� , IBC, FL, LA HGUS412 10346 12 3% 10316 4 (56) 0.162 x 31/z (20) 0.162 x 3Yz 5,695 9,045 9,045 9,045 9,045 '.900 7,780 7,7fi0 7,780 77Rp HGUS414 1131. 12 35/e 127/6 4 1 (66) 0.162 x 31h (22) 0.162 x 31/z 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 1 8,190 Double 4x Sizes FL i .upon ioaas nave peen 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 bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSUTPI 1-2014. Simpson Strong -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 bad reduction. With single 2x carrying members, use 0.148" x 1'h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/s". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1h" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is 1/a" per ASTM D1761 and D7147). See technical bulletin T C-HANGERGAP at strongtie.com for more information. Material: 16 gauge y Finish: Galvanized L 0 Installation: U _ • Use all specified fasteners; see General Notes C• Can be installed filling round holes only, orfilling U round and triangle holes for maximum values N • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity �. HTU may be skewed up to 671/z°. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table i Many of these products are approved for installation with Strong -Drive SD Connector screws. See pp. 335-337 for more information. i iz. HTU26 Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU Installation for HTU28 Installed on Standard Allowable Loads 2x6 Carrying Member (for 112" maximum gap, (HT7J210 similar) use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes HTU26 (Min)_ 37/a 15/a. 5?/ , , 3Jz ,{20} 0.162:;X 31h (14) 0.148X1"12 1',250" '2,940 ; 3,200 j 3;200, 3,200 ',1,g75 1,852 1'.2,015 2,015 )� 2,015 HTU26 (Max)' 51/2 ` 1`5/a 57Ar, "h HTU28 (Min.) 37/s 1 % 71Aa 31/z (26) 0.162 x 31/z (14) 0.148 x 11h 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 . 2,920 2,920 FL, HTU28 (Max.) 71/a 15/s 71f a 31/z (26) 0.162 x 31/z (26) 0.148 x 11h 2,020 3,820 4,315 4,655 5,435 1 �35 3,285 3 ?1Q 4,005 4,675 LA H1 U21D (Min:) 3ls 15/a 91ls 31h (32) =41300` :1J45 .3;225' , 3, 3.225 : • 12251 'HTU210-(Max.) _91A,: ,,1 s/�, 9)/ , 31h <(K)Q.162 (311g,°: (32), 0,.148 x 1?h 3,31'5 ' 4; 705 ; -5'7'30 .5,995 12,8 4. 4,044' , apn ° 4,4)"L� 5,155 Double 2x Sizes HT1126z2,(Min.) -3?/a' 3afia:::5?% 31/2Z ;.p b.162xSM' . (14) 0.148=x.�3 , 1,5j5 2,J40 :I, 8 " ci ;3;91(J , 1,8Q5i) "1,850 .2,090 2,255' '2 465' HTU26-2 (Mai) 5112 3§iic `57Aa; :31h. ><(20) 0.162x 3% (20)"01148 x;3 -_ 2,175 2,94T, 3 3ZDI a,030 .4 4 (`1,870 2,530''..,2,850 "' 8 � 3;855 HTU28-2 (Min.) 37/s 35ii6 71/is 31/z 1 (26) 0.162 x 31/z (14) 0.148 x 3 1,530 13,820 4,310 4,310 4,310 1 1,315 2,865 3,235 3,235 3,235 ` IBL, HTU28-2 (Max.) 71/a MA6 71A6 31/z (26) 0.162 x 31/z (26) 0.148 x 3 3,485 3,820 4,315 4,655 5,825 2,995 3,285 31,7 fiD, ;A,,',M `. 8"01u, 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 bading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a dovnload rating. 5. For hanger gaps between 'A" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong-TieO Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 9s HTU Face -Mount Truss Hanger (cont.) Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member HTU26 (Min.) 37/s 1 (2) 2x4 (10) 0.162 x 3% (14) 0.148 x 1 % 925 1 1,470 1 i,r",60 1 1,750 1 1,875 1 795 1 1,265 1 1,430 1 1,5"0 1,6'5 HTU26 (Max.) 51/2 (2) 2x4 (10) 0.162 x 3'/z (20) 0.148 x 1 1/z 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 i,50 1,910 IBC uri i�a tneaY a �1i :r �vr rent n ins Z1A rani"n as v,y.,�'' '.i a�ri nen ... z �n (:°,� anF ' i ao �zn" `( o`nK s nor ' pan FL, LA, 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1/2". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Single 2x Sizes - , IBC, HTU28 (Min.) 37/e 15/e 1 7% 1 31/z (26) 0.162 x 3% (14) 0.148 x 1 % 1110 1 3,770 13,770 1 3,770 3,770 1 955 1 2,825 1 2,825 2,825 1 2,825 1 FL, HTU28 (Max.) 7% 15/a 1 7% 31/z 1 (26) 0.162 x 31/z 1 (26) 0.148 x 11/z 1 1,920 13,820 14,315 1 4,655 5,015 1 1,695 1 2,865 13,235 3,490 13,765 1 LA Double 2x Sizes HTU28-2 (Min.) 37/a 35A6 7MB 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 IBC, FL, HTU28-2 (Max.) 1 71/a 1 3-% 1 71/ia 31/z 1 (26) 0.162 x 31/z 1 (26) 0.148 x 3 3,035 13,820 4,315 41655 5,520 12,610 12,865 3,235 3,490 ;140 I LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. A. Wind (160) is a download rating. 5. For hanger gaps between 1/V and 1h°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may 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. 19 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/5" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25fi5" at 100% of the table load. Specify as an W 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 1W x 244' Titer 2 screws IModel TTN2-25234H) for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or E A,1P sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installatiori: • 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/is"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/15"-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 3/15" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/15" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/s" is required as shown in Figure 1 for full uplift load. • W'here no uplift load is required, a minimum end distance of 11/2" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 1 ve HU214 . Figure 1 — HUC410 Installed on Masonry Block End Wall Figure, 2 — HUG410 Installed on Masonry Block End Wall a a 23 HU/HUC/HSUR/L .......... ................................. . . . ................ .... . . . .................................. . ............... . .. . . ............... . . ........... ..... . ....... . ........ I ..................... . ......................................... ............. I ... . .... .......................... Medium -Duty Face -Mount Hangers (cont.) - M These products are available with additional corrosion protection. For more information, see P. 15. , �Qg Model ;'j 'V Fasteners" -All S owa leoad (D S No. GFGMU Concrete 09de Standard Congealed­ GFCW 2 Concrete T 02 olsTit6n (10)­,_, Dow 00/125), Uplift (160) Gown (100/125) Ref.. HU26 HU26X (4)1/4 x 2 3/4 (4) 1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 HU?� HU28X,, 4 x 2Y4 6)1/ X, ,4 7 �6) 1/4' 1 0 14 8 x 1 1h '545:, -1,500 760 2,400 HU24-2 HUC24-2 (4) 1/4 x 23/4 (4), 1/4'�4 1 q.1 LI, x 3 380 1,000 380 1 , �X,1, . , '111LI I I'— �, "�­ � 0 2(Max - , , ?) HU �2 (M C�6`2,`. : "J12i if3/4, 114 x 24 �14 , 1 0 �6)100'48 x,3 00 = '1y135, HU26.3 (Min.) HUC26-3 (Min.) (8) 1/4 x 2 3/4 (8) 1/4 X 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12) 114 x 2 3/4 (12) 114 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU210 HU21OX (8)1/4 x 2 3/4 I (8) 1/4 x 13/4 1 (4)0.148x­11/2 I 545 1 2,000 1 760 1 2,415 HU210-3 (Min.) HUC210-3 (Min.) (14) 1/4 x 2 3/4 (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) 114 x 2 3/4 (18) 1/4 X 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 'T, HU212X 1/4 �(10), xZY4,',,' 1,135, 2 -500 5 5 HU212-2 (Min.) HUC212-2 (Min.) (16) 1/4 x 2 3/4 (16) 1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (2 2) 1/4 x 2 3/4 (2 2) 1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU2� 1 C2 ' 1/4x2 (6) O'l Q60 -J, 35 HJIZI 2-3,(Max) 'HUC212-3 (Max) (�2j 114 x 24��_ �2�) /4:x 14/,` �Vj b) 0148x. 3 1,800 5,085,, 11,800 HU214 HU214X (1 Z) 114 x 2 3/4 (12) 1/4 x 13/4 (6) 0.148 x 1 1/� 1,135 2,665 1,135 2,665 4 HUG 214-'2,(Min'-)-- -(18) _'(8) 0.148 x 3:. 1;515, 4�j5QIX'. 151 085 - H ,�,14-Z(Max. YC (24) 1/4 x 2 4 1/, _Vr4 ,(,12) 0.148 x 3, f,,,�,20 5:,��, :%5,'�085 5 HU214-3 (Min.) HUC214-3 (Min.) (18) 114 x 2 3/4 (18) 1/4 X 1 3,4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) (2 4) 1/4 x 2 3/4 (2 4) 1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 A -1 U2 6., HU21 X, 1 x' 11 4L/ 234 �j X 1 , , , 140;x,, I A 1 :�. . 2�920 HU216-2 (Min.) HUG216-2 (Min.) (2 0) 1/4 x 2 3/4 (2 0) 1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (2 6) 1/4 x 2 3/4 (2 6) 1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 ,2,1 HU 3 6' HU(;? �Mj "J� (2-9), % �2 (ZO) X'413/4 .,­,@) 0.148 x 515 "4, 2 1,515,111, Cq20­­: '­HU?16.3.(Max.) I HUC216. (Max,),2" ax, 6),1/4 x 23/4 (2 XIL3/4 6 0.148 x.3 2 015 2,QI5 085 - HU77 (Min.) (Not available) (12) 114 x 2 3/4 (12) 114 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16) 114 x 2 3/4 (16) 1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 U9 (Win,) a bl ",{Notavailable) Q) (18) 114'X 8 x (6) 0.14 1: 1/2, 135 �3,2K, X 3, 236 HU9,,(Max.) 66 (24)A/4 x23/4 4) 114 x 1;��! (1'6) 6.148 x I 1W,. 45 �j 4 45 HU11 (Min.) (Not available) (2 2) 1/4 x 2 3/4 (2 2) 1/4 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (3 0) 1/4 x 2 3/4 (30) 114 x 13/4 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735 (Not available)" J28}n 2 4 -"(?8 '1 �K .148)(1 Ih -1 J� -,�3,4 �5 5 (Not available) X 2%n'L ,4 X,, 4 1,5 2 t 245 2 0 15 4,245" Ta_a.�aTTa_ UPLIFT/SHEAR ANCHOR—_f_— EACH TRUSS - SEE 5/51<I PLAN NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING A SCALE. NTS SKI 4 iED HEEL ROOF TRUSSES ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRUSSES PLAN -SEE PLAN SOFFIT/FASCIA- SEE ARCH. =' i W� RIBBON BOARD - SEE SCHEDULE FOR SPACING d RIBBON BOARD- SEE FASTENING TO w N SCHEDULE FOR SPACING t TRUSSES FASTENING TO TRUSSES WALL SHEATHING-5EE PLAN - MIN. 15/32' COX PLYWOOD OR 1/16' 058 WITH 8d GUN NAILS (0.131' X 2 1/2') O 6' O.G. TO UPLIFT/SHEAR GYP. CEILING- RDS ANCHOR EACH SEE PLAN 4 SEE PLAN TRUSS- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS MASONRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING B F SCALE, NTS SKI RIBBON SCHEDULE: DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult-165 MPH (2) 12d GUN (0.131' X 31) (Vaad=12 PH) 2�' 4 SPF'2 24' TO EACH TRUSS, (4) B, NAILS AT JOINTS ENCLOSED f Vult=1&0 MPH (Vasd=139 MPH) } (2) 12d GUN (0.131' X 3') EXP. C, 2X4 SPEW ! 16' TO EACH TRUSS, (4) ENCLOSED NAILS AT JOINTS 0 U $ li-Uz� Z a (9 o�QQ �< x z0 w z C 3 Q U W d W d� W ❑ ❑ SHEET TITLE SHEET INFORMATION: IOB rvO: ddllld O�fEIS5UF0: II.OR.Id SK.I January 1,0,, 2620' .Catpeiite.t,,Cdii.tr,act,-oir,8 of America, Inc:. 39 0,0 Avenue . G; NWWinterE ,av6m VL�38,`986-62,0 De.ar'Matti It has d6me. , t� 6. my attention ,:fhat-some questions were raised pbp:prhihg 5lb," d t'; iameer sys gable end tru ses to low for "al threaded rods -used for "tie downs '" Ifthete. g4ble-ends,,are,.-over.--con.t',!" vith one fac0 ulyish"eathe,d aril .the'.,'hde6. P'illed'about ' fate no 4_",Q,.',b,,w.,fthbU d"' amaging-anyconnector p plate's 0 r veftfcdFw.p6s then no repai, ris re 'd TherUS8 only ',no additional , required load, If you havOdn* i v y-qU&sti6h§­' I'' ' " mewcall'.' ,,'p ease give Sin I cerely, _QZ 67.50 �F6 m.0 �V, Suite 5, 0 n FL � '' rp_ r,ie, ,,r,fa,. �O M1. - (40Q) 52I-Q7 Www.w,p1pi1n.q#W-.cqrn, T}tiS iott#T1 g has bt38t1 eleciroNc* 3ignad and seeled using a D %netwe. PCi04 copies wfftut an otiginal si+ ture i wsti58 Yedf edusingft ofJgJW ei6C.tforwcversion. hh� H. COA #0 278 y>"`,..•iem . �/ 03/10/2021 a A AT •i i � Y' � V '#�.�r • si i «wt.ff � o ALPINE ANINJCOMPANY Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando; FL 32821 Phone: (800)755-6001 www.alpineitw.com jslte irtfgrrnatr�ct:' Pa a �� &ustomer. Carpenter' Contractors of America Job Number. N334504 Job CS/320 ,182ED,F ,02G ,R101 / 1828/CALL/4EBB ELEV.D/F Address Job f=n i'neer7' Crite6w )esign Code: FBC 7th. Ed. 2020 Res lntelliVlEW Version: 20.02.00A JRef#` 1X31-89750069 Mnd Standard: ASCE.7-16 Wind Speed (mph) 160 Design Loading (psf): 37.00 30din Type: Closed This package contains general notes pages, 29 trussdrawing(s) and 5 detail(s). lterii .. brewing NutliFr .Truss- 1 069.21.1302.22811 Al 3 069.21.1302.24173 A3 5 069.21,1302.22595 A5 7' 069..21.1302.23360 A6 9 069.21,1302.23796 A10 11 069.21.1302.23764 A14G 13 069.21.1302..24171 132GE 15 069.21.1302.23922 C2GE 17 069.21,1302.24359 D2 19 069.21.1302.23843 V4 21 069.2.1.1302.237.34 EJ7 23 069.21.1302.24422 EJ3 25 069.21.1302.24421 CJ5 27 069.21.1302.24174 CJ1 29 069.21.1302.24030 HJ3A 3`1 GBLLETIN0118 33 VAL180160118 a ltrtx : Drvvirtg Niimler Ti 2 069.21.1302.23703 AM 4 069.21 . 1302.23280 A4 6 069.21,.1302.23953 A5GE 8 069.21.1302.22531 A8 10 069.21.1302.23484 Al2 12 069.21.1302.22828 B1. 14 069.21.1302.22876 C1 16 069.21.1302.24514 D1 18 069.21.1302.24561 D3G 20 069,21.1302.24609 V8 22 069.21.1302.24360 EHA 24 069.21.1302.22733 EJ2. 26 069.21.1302.24453 CJ3 28 069.21 A 302.23733 HJ7 30 A16015ENC16011.8 32 CNNAILSP1014 34 VALTN160118 Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 1:16:33 PM General Notes -Truss Design Engineer Scope of Work, Design iAssumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.org. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. 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.oro. 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.orcq. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust!y.com. Page 3 of 3 SEQN: 250001 ! COMN Ply: 1 Job Number: N334504 Cust: R8976 JRef:1X3L89750069 T10 /I FROM: RWM Qty: 16 ,7A15 20 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22811 Truss Label: Al TCE / YK 03/10/2021 33'6"9 3966177 WAY 61910101" + Al,801 87 't =5X5 E 39'8" 1' 10' 9.101, 9'10" 10, 1' 10' 19,101, -i ` 29'8" 39'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.11 WxZV%min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc 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 Ve r: 20.02.00A.1020.20 e`640 'd LF 0 a <a. 08 1 ' o a Ltd00 � % AA e ,}q o COA #1�i .Vo A 03/ 10/2021 ro 0 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1711 /- A /961 /309 /444 H 1711 /- A /961 1309 !- 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 prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Appplates to each face of truss and position as shown above and on the Join' Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Forum Drive Build inh Components Group Inc. shall notbe_responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawin or cover pa a listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabiliffy and use of This 6750 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite FFos 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: 2500301 COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L897500ss T25 / FROM: ALS Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23703 Truss Label: AlA TCE / YK 03/10/2021 T11'T + 12' + I 'r12 + 19'10" 23'8" 7'11"2 4'0"14 5'1"12 2'8"4 310" � I 8'11 11 �_ 8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W6,W9,W11 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. The 5-0-0 section of Bottom Chord at 8-8-0 elevation between panel points R and N may be field -removed as required provided that all remaining plate/wood contact areas stay intact and undisturbed. =6X6 F —5'� 39'8" 31'8"14 39'8" 8'0"14 7' 1 T 2 3,9"3 2'1"1,2 3' 6'8" 8'0"11 1T10"4+ 14'� 17' + 23'8" + 31'811 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.386 0 999 240 Lu: NA Cs: NA VERT(CL): 0.669 0 706 240 Snow Duration: NA HORZ(LL): 0.168 K - - HORZ(TL): 0.314 K Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.791 TPI Std: 2014 Max BC CSI: 0.896 Rep Fac: Yes Max Web CSI: 0.765 FT/RT:20(0)/10(0) Plate Type(s): IVIEW Ver: 20.02.00A.1020.20 WAVE. HS Laterally brace Bottom Chord above filier at 24" oc, including a lateral brace at chord ends (Not required if 5-0-0 section of lower Bottom Chord is removed as noted (*)). 03/10/2021 TO 11i ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /961 /309 /444 1 1556 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.2 1 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1410 - 2745 F - G 1410 - 2068 C - D 2144 - 4245 G - H 1218 - 2103 D - E 1499 - 2794 H - 1 1423 - 2777 E -F 1658 - 2771 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2371 -1107 L - K 2402 -1107 Q - M 3738 -1614 K - 1 2406 -1106 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 814 -1523 M - F 2007 -1008 C - Q 1476 - 551 M - L 1864 - 604 S - Q 2850 -1327 F - L 492 - 506 Q - D 1271 - 562 L - G 452 - 368 D - M 825 -1539 L - H 475 - 688 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attacheU ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracirg installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinggComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the trtiss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en ineering responsibilitty� solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250031 / COMN Ply: 1 FROM: RWM Qty: 1 617 6,1"7 w 0 Job Number: N334504 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F Truss Label: A3 19,10" 24'4" 6'101 4'6" 5X5 E 20'8" 83 1114X4 5'8" Cust:R8975 JRef:1X3L89750069 T2 / DrwNo: 069.21.1302.24173 / YK 03/10/2021 33'6"9 39'8" 9'2"9 6'1"7 13'4" 9'10" 4'6" 10, 1� 10' 19,10" 2-4 29'8" 39'8" Eo b Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria- (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.033 M 999 240 VERT(CL): 0.082 M 999 240 ♦ Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 871 /_ /_ /610 /172 /444 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.011 L - - N* 247 /- /- /156 /73 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.024 C H 508 /- /- /427 /147 /- Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.961 B Br Width = 8.0 Min Re 1.5 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.737 N Brg Width = 68.0 Min Req = - Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.420 H Brg Width = 8.0 Min Req = 1.5 Bearings B, N, & H are a rigid surface. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Bearings B & H require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver 20 02 00A 1020 20 M ' T Ch d F Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; B3,B4 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2ff%min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. �t �s:eaaaeeevye o.708 I 'UN AL t, coA �$snm�t�,�1�r 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care Component Safety Informatior bracing per BCSI. Unless note attached rigid ceilin Location as applicable. Appy plates tc drawings 160A-Z for standard Alpine, a division of ITW Buildina Comoonents GrouD Inc. shall any axtmum op or orces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 606 -1330 G - H 246 - 579 C - D 479 -1037 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - M 1138 - 532 K - J 952 - 498 M - L 691 - 320 J - H 484 -143 L - K 967 - 518 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - M 375 - 360 K - F 885 -1188 M - D 558 -150 F - J 573 - 255 D - L 559 - 715 J - G 495 - 484 L - F 769 - 272 notbe responsible for any deviation from this drawing, any failure to build the i g,. nstallation and bracingp� of trusses. A seal on this drawin or cover pagge ering responsibilitty�r solely for the design shown. The suitability and use Nis signer per ANSI/TPI 1 Sec.2. L_tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org• AWC: awc.org 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250032 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T9 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23280 Truss Label: A4 SSB / WHK 03/10/2021 6'1"7 6'1"7 12'6"15 19' 20'$" 27'1"1 _-5X5=5X5 E F 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Des Ld:: 37.00 Mean Height: 15.00 ft TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 29'8" 33'6"9 + 39'8„ 6'5"8 6'17 10, 1' 39'8"� Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.172 L 999 240 Loc R+ / R- / Rh / Rw / U / RL B 1556 !- /- /963 /310 /427 VERT(CL): 0.321 L 999 240 HORZ(LL): 0.066 K - - 1 1556 P /- /963 /310 !- HORZ(TL): 0.123 K Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Max TC CSI: 0.480 1 Brg Width = 8.0 Min Req = 1.8 Max BC CSI: 0.747 Bearings B & I are a rigid surface. Max Web CSI: 0.625 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. VIEW Ver:20.02.00A.1020.20 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 t�y84{Htfitil°�jj070 D - L 521 -683 L - G 521 -683 E - L 548 - 356 G - K 508 -119 o t "'�illi i �� � ava®w�no.a«• �r�� a e ®. s w ��b®e eta Mll ePlPo'ps 1 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation. and bracin4of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responslbilitt��r solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSIrrP1 1 Sec.2, Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org• SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 250033 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3L89750069 T8 / FROM: RWM city: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22595 Truss Label: A5 SSB / WHK 03/10/2021 7'10"14 17' 22'8" 7'1014 9'1"2 + 5'8" .5X5 =5X5 D E 39'8" �1' i 10, 9'10" 10, 19,10" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 31'9"2 + 39'8" 9'1"2 7'l0"14 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.149 J 999 240 VERT(CL): 0.279 J 999 240 HORZ(LL): 0.0601 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: 0,760 Max BC CSI: 0.755 Max Web CSI: 0.989 Ver: 20.02.00A.1020.20 t �p9AA am ae �'r`sf��i • a ' a � v a ��aba aaif 11 A�®ia�p�,{.Il�� COA $ AL ti+`Ti 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10, iless noted otherwise. Refer to I P 3n �8'8" 10' 1' 39'8 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /965 /318 1386 G 1552 /- !- -_._ /965 /318 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1673 - 2755 E - F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 D - E 1352 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1373 J - 1 1695 - 842 K - J 1695 - 863 1 - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 498 -448 E - I 770 -435 K - D 770 - 435 I - F 498 - 448 elision of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the formance with ANSI/ PI 1, or for handling; -shipping,, installation and bracing of trusses. A seal on this drawing or cover paqa 675o Forum Drive_.. rawing indicates acceptance of professional enccl1�meering responsibility solely -for the design shown. The suitability and use of lhis any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 rrmation see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 250065 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRefAX31-89750069 T11 / FROM: RDP Qty: 1 ,7A5/320 ,l,2ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23953 Truss Label: A5GE / YK 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 " �1211'15 11'4 6'2 2'3"15 1'4'2 6'1'7 8'10' iG'8' 261'10'7 10 ' 601 I21230'44� i­-tT,-' �10'8' 171 =5x8 K 21' i 5' -i 13'8' F7' 10' 9'8'4 18'12 5' 3'8' 3' 7' 1� 10' 18'8'4 21 26' 29'6' 328' 39'8' 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: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W7,W14,W15,W16 2x4 SP #2 N; Bracing (a) 1 X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Special Loads - -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 10.67 TC: From 76 plf at 10.67 to 76 plf at 32.67 TC: From 56 plf at 32.67 to 56 plf at 40.67 BC: From 20 plf at 0.00 to 20 plf at 39.67 BC: 128 lb Conc. Load at 23.21,23.79 PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98) Plating Notes All plates are 2X4 except as noted. Wind ,Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 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): E5 3'10'8 -!- 13712 � Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.106 AE 999 2 VERT(CL): 0.211 AE 999 2 HORZ(LL): 0.044 1 - - HORZ(TL): 0.088 1 Creep Factor: 2.0 Max TC CSI: 0.646 Max BC CSI: 0.645 Max Web CSI: 0.957 Ver: 20.02.00A.1020.20 T. 0 ° o s 4 ®®rrOafJl�rWPrlra �ta`� �7t 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 Component Safety Informatior bracing per BCSI. Unless note attached rigid cei!inp Location as applicable. Apply plates tc drawings 16OA-Z for standard ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 769 !- /- /504 /323 /444 AB 2335 /- /- /945 /990 /- Z 1079 /- /- /484 /352 P T 519 /- /- /398 /219 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AB Brg Width = 8.0 Min Req = 2.8 Z Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings B, AB, Z, & T are a rigid surface. Bearings B, AB, Z, & T require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 465 -1090 I - J 391 -195 C - D 335 - 815 J - K 390 -199 D - E 399 - 762 K - L 536 - 262 E - F 411 - 759 L - M 608 - 296 F - G 397 - 678 M - N 506 - 244 H - 1 377 -185 S - T 228 - 610 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B -AH 922 -479 AA- Z 375 -227 AH-AG 486 -261 Z - Y 388 - 286 AG-AF 486 -261 Y - X 388 -286 AF-AE 486 -261 X - W 491 -156 AE-AD 486 -261 W - V 491 -156 AD -AC 486 -261 V - T 491 -156 AC -AB 479 -325 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp AH-AI 518 -256 AB -AR 304 -482 AI-AJ 555 -273 AR -AS 445 -568 AJ-G 519 -269 AW-Z 272 -747 G -AL 514 -933 AW- N 237 -676 AL -AN 498 - 920 N -AX 683 - 357 AN -AP 519 - 955 AX- X 690 - 352 AP -AC 540 - 984 X -AZ 301 - 478 AC- K 792 -505 AZ -BB 275 -472 K -AB 546 -1366 BB- S 326 -457 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 bracin of trusses. A seal on this drawingor cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional englneering responsibility solely -for the design shown. The suitabiliy 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 orq• SBCA: sbcinduslrycom• ICC: iccsafe orq• AWC: awc orq Orlando FL, 32821 SEQN: 250035 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T7 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23360 �SSB Truss Label: A6 / WHK 03/1012021 24'8 7'10"14 15' " 31'9"2 39'8" 7' 1 "2 7' 10"14 9'8" 7' 1 "2 T 10"14 :6X6 6X6 D T3 E 12 6 ' C 5 \5X5 co o W 00 W1 B G A a'3 H �88, 4X6(A2) =5X5 =-5X5 =5X5=4X6(A2) 39'8" 10' 9'10" 9'10" 10 1 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 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 /- A /962 /328 /346 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 A A /962 /328 A EXP: C Kzt: NA A Des Ld: 37.00 HORZ(TL): 0.115 1 Wind reactions based on MWFRS Mean Height: 1 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 g q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 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: o.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1807 - 2729 E - F 1827 - 2537 C - D 1826 - 2538 F - G 1807 - 2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110 member design. K - J 1847 -1131 I - G 2363 -1462 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 394 - 358 E - 1 628 - 300 K - D 628 - 300 I - F 394 - 358 trFt4trdOp� fff �ttltrltlPt! s �.708 1 ° . . �4 T. 0 °u 4or�aa�fS1y* 1F COA#j�R7tc OftR1 f V Y4'6. Y eaiHO"$l�`9' 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI SBCA) r -shall and safety practices prior to performing these functions. Installers provide temporary bracing per.BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for lateral permanent restraint of webs shall have bracinnc] installed per BCSI sections B3, B7 or B10, as applicabgle. Applgy plates to each face of truss and as shown above and on the Join i Details, unless Refer to position noted otherwise. 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 bracin4 of trusses. A seal on this drawin or cover page listing this drawing indicates acceptance of professional engineering responsibilitty�r solelyorthe design shown. The suitabilit9y and use of this 6750 Forum Drive drawing for any structure is the responsibility of the Building -Designer per ANSVTT l 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .cam; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250036 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JR&AX31_89750069 T6 / FROM: RWM Qly: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22531 Truss Label: A8 SSB / WHK 03/10/2021 6'94 13' 19,10" 26'8" 32'10212 39'8" r 6'9"4 6'2"12 6'10" 6'10" 6'2"12 6'9"4 5X5 1112X4 = 5X5 D E F 12 6 � �2Cq W �2XC'4 � 'O W3 B A H t I =4X6(A2) =5X5 =5X8 -5X5=4X6(A2) 39'8" 10' 9'10" 9'10" 10, 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 240 Loc R+ 1 R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- /- /953 f716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 /716 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.121 J Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 5.0 H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes , Max Web CSI: 0.687 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2014 -2780 E - F 1973 -2289 Top chord: 2x4 SP #2 N; C - D 1925 - 2523 F - G 1925 - 2523 Bot chord: 2x4 SP #1; D - E 1973 -2289 G - H 2O14 -2780 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 426 - 401 L - D 535 -183 F - J 535 -183 It t J - G 381 339 E - K 585 - 391 �.„.tii►ti }P $Q®�p400 br rtt ✓may i R� � � @B s °® o. Y 08 2 s • s a w Jfl� m% VY�• COA #k'�r A ae+`` � EtktNO6'84s OV, 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 c� SBCA) for saty to these functions. Installers practices prior performing shall provide bracing er BCSI. Unless noted otherwise, top chord shall have properly attached structural -sheathing and bottom chord shall attache Trib id Locations for temporary have a properly ceiling shown permanent lateral restraint of webs shall have bracing installed per BCSI sections as applicabgie. Apply plates to each face of truss and position as shown above and on the JoinrDetails, unless noted otherwise. B3, B7 or B10, , Refer to - drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build -the truss in conformance with ANSI l� PI 1, or for handling, shipping,. installation bracin44 trusses. A and of seal on this drawin listing this drawing indicates acceptance of professional engqsneering responsibilit�yy solely for the design shown. The suitabilif9y drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. or cover pa a 6750 Forum Drive and use of this Suite 305 For more information see these web sites: Alpine: alpineitw com• TPI: tpinst orq• SBCA sbcindustry corn• ICC• iccsafe orq; AWC• awc orq Orlando FL, 32821 SEON: 250037 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T5 / FROM: RWM Qty: 1 .7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23796 Truss Label: A10 SSB / WHK 03/10/2021 5'9-A 1 11' 19' 28'8" 33'10"12 39'8" 5'9"4 5'2"12 8' 9'8" 5'2"12 5'9"4 :5X5 =5X5 5X5 D E T3 F 12 6 � �2X4 W 2X4 o C (a) (a) G n W3 co cIo B 1 A H a4 4X6(A2) = 5X5 = 5X8 -5X5 =4X6(A2) 39'8" 9110" 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 U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 240 Loc R+ ! R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 /718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 A /- /940 /718 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.127 J Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.0 psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 H Br Width = 8.0 Min Re 1.8 g 9 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2194 -2804 E - F 2386 -2693 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; C - D 2057 - 2533 F - G 2066 - 2539 D - E 2502 -2773 G - H 2184 -2797 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2448 -1855 K - J 2163 -1578 be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs L - D 470 -71 K - F 626 -612 for (2) CLR'S where shown. Scab reinforcement to be D - K 739 -778 F - J 466 52 same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. ftti6lltt¢t6�ftattrla ai E - K 789 -534 Wind "°°•.�,1''�r%y Wind loads based on MWFRS with additional C&C t' �• member design. q` a®� a Wind loading based on both gable and hip roof types. z o.7,08 I w a 0 m s n � q a a % ffi�' aoe�kgera.r 0®1� ��y" LNdAL COA c ,�ti•` y 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building__, - Component Safety Information, by TPI an cJ SBCA) for safety to these functions. practices prior performing Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properi attached structural sheathing and bottom chord shall have a properly - attached rigid ceilin Locations shown for ermanent lateral restraint oY- webs shall have bracingq installed per BCSI sections.63, B7 or B10, as applicable. Applgy Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. - Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracingc1of trusses. A seal on this drawing or cover pa a listing this drawing indicates acceptance of professional enccLLsneering responsibili solely for the design shown. The suitability and use of this 6750 Forum Drive drawing for any structure is the responsibility of the Building -Designer per ANSI/T_I 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; [CC: iccsafe.orq: AWC: awc.oro Orlando FL, 32821 SEQN: 250038 / HIPS Ply: 1 Job Number: N334504 8975 JRef:1X3L89750069 T4 / FROM: RWM Qty: 1 7A51320 ,182ED,F ,02G ,RI01 / 1828/CALIMEBB ELEV.D/F FDrwNo:069.21.1302.23484 Truss Label: Al2 WHK 03/10/2021 ' 9' 17' 22'8" 30'8" 39'V. 91 g S g 8' 9' =6X6 =5X5 -4X4 _6X6 C T2 D E T3 F T ,2 6T (a) (a) o W W5 B G n T A H 1�8'8" -4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2) 39'8" �1' 10' 9.10" 9.10" 10 1 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph PP. NA Ce: NA VERT(LL): 0.251 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 f720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 !- /- /921 f720 /- EXP: C Kzt: NA Des Ld: 37.00 0.150 I - - Wind reactions based on MWFRS Mean Height: 15.00 It Building NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 g q = 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 & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2250 - 2705 E - F 2239 - 2478 C - D 2238 -2478 F - G 2250 -2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 - 3233 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629 be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 1 - G 2329 -1835 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 718 -428 E - 1 944 -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. SQiSHtt9iFF9gii/�f1gfiti Wind 'ori Wind loads based on MWFRS with additional C&C` Qmamne°••*•a /�7� ''a member design. 4my� .� ®c©'j��'' •1P 4* = Wind loading based on both gable and hip roof types.��y®p q 08 R � m � im s a o AT0 ` gaOQa("�pp�� � �®oo //��� COA i b /01Y 3"10"'�°�'t'�;s+ 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 anc7-SBCA) for. safety to these functions. Installers practices prior performing shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly -- ---- attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joinl9Details,. 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 1, or for handling, shipping, • installation and bracin of trusses. • A seal on this drawing or cover pa a -for 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely the design shown. The suitability and use Nis drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: icrsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250056 / HIPS Ply: 2 Job Number: N334504 8975 JRef:1X3L89750069 T12 / FROM: LPM Qly: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F FD,-w: 069.21.1302.23764 Truss Label: A14G WHK 03/10/2021 2 Complete Trusses Required 7' 17' 228" 32'8" 7' 10, 5'B" 10, 7' 12 —6C6 T2 =8X8 =-8X8 D T3 E T4 =6X6 F 6 T o T a' B G v M A H 1�8'8" = 4X6(A1) = 8X8 = 8X8 = 8X8 =4X6(A 1) 39'8" 10' 9'10" 9'10" 10, 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA ` Ce: NA VERT(LL): 0.295 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- /- A /1427 A BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3136 A /- /- /1428 A Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.121 1 Wind reactions based on MWFRS Mean Height: 10.51 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 TCDL: 4.0 psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 gCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.676 G Br Width = 8.0 Min Re 9 q = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft - Rep Fac: No Max Web CSI: 0.760 Members not listed have forces less than 375# Loc. from endwall: NA 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 1424 -3094 E - F 1534 -3602 Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS; C - D 1533 - 3601 F - G 1425 - 3094 D - E 2128 -4831 T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Nailnote Nail Schedule:0.128"x3", min. nails B - K 2752 -1257 J - 1 4769 - 2187 Top Chord: 1 Row @12.00" o.c. K - J 4768 -2187 I - G 2753 -1258 Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Maximum Web Forces Per Ply (Ibs) Use equal spacing between rows and stagger nails Webs Tens.Comp. Webs Tens. Comp. in each row to avoid splitting. C - K 1287 -417 E - I 727 -1297 Loading K - D 727 -1298 I - F 1287 -417 '(l4l6ffiisAi #1 hip supports 7-0-0 jacks with no webs. � la!+ter�r�rdl� Winds° Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. � e o � e a r s0 �1 *� COA tX6OA�. s 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! '"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of Component Safety Information, by TPI for BCSI (Building and'SBCA) safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless -noted otherwise, top chord shall have bottom properattached structural. sheathing and chord shall attache rigid ceiling -Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections as applicable. Apply plates to each face of truss -shown have a properly B3, B7 or B10 - ' and position as above and on the Join Details, unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Refer to Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure truss in conformance with ANSI/ PI 1, or for handling,- shipping,, mstallapi'on,and bracincl trusses. A to build the of seal on this drawing listing this drawing indicates acceptance of -professional -engineering responslbili� solely -for the design shown. The suitability drawing for any structure is the responsibility of the Buildingq esigner per ANSI/TP1 1 Sec.2. or cover pa4e-- sZ50 Forum Drive and use of This Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.oro Odando FL, 32821 SEQN: 250039 / FROM: RWM Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Ply: 1 Job Number: N334504 Qty: 1 7A5i320 ,182ED,F ,02G ,Rl01 / 1828/CALI/4EBB ELEV.D/F Truss Label: B1 5'7'4 10,8" 168"12 5'7"4 5'0"12 5'0"12 Wind Criteria - Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 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. =4X4 D 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): 21'4" V4" 13,4" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.047 H 999 240 VERT(CL): 0.088 H 999 240 HORZ(LL): 0.020 G - - HORZ(TL): 0.037 G Creep Factor: 2.0 Max TC CSI: 0.371 Max BC CSI: 0.611 Max Web CSI: 0.232 VIEW Ver: 20.02.00A.1020.20 `�. ° � -•:Fitt, 14. e 0.7108 1 e Y S �Vq� yp} g L' i 0 O � ® pR ✓ S®d0 �a 1 COAg %iiA1 ,1 Dean 03/10/2021 21'4" 8' 21'4" Cust: R8975 JRef:1X3L89750069 T20 / Drw N o: 069.21.1302.22828 SSB / WHK 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 864 A /- /529 /397 /229 F 805 A /- /464 /361 A 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, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in -conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitabilify-and use of this drawing for any structure is the responsibility of the Building -Designer per ANSVT_Pl 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2500591 GABL Ply: 1 Job Number: N334504 Cust: R8975 JRef:1X3L89750069 T3 / FROM: HMT Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24171 Truss Label: B2GE / YK 03/10/2021 1as" 10'8" 4'8" 2' — (TYP) =4X4 F C" to rn 9'] 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; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 22.33 BC: From 20 plf at 0.00 to 20 plf at 21.33 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. WIND LOAD CASE MODIFIED! 21'4" 21'4" 21'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 21'4" Defl/CSI Criteria ♦ Maximum Reactions (lbs), or*=PLF PP Deflection in loc L/defl U# Gravity Non -Gravity VERT(LL): 0.005 R 999 240 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.011 R 999 240 B* 125 1- /- /39 /48 /11 HORZ(LL): 0.004 L - - Wind reactions based on MWFRS HORZ(TL): 0.006 R B Brg Width = 256 Min Req = - Creep Factor: 2.0 Bearing B is a rigid surface. Max TC CSI: 0.323 Members not listed have forces less than 375# Max BC CSI: 0.197 Max Web CSI: 0.091 Ver: 20.02.00A.1020.20 H. Aom�pemom, { rE e o m S AT �` '°•*�a.,, �m-erg+�� �ti�� 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS require extreme care in fabricatingg handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Went Safety Informatidn, by TPI and'SBCA) fo'r safety practices rior to performing these functions. Installers shall provide temporary per BCSI. Unless noted otherwise, top chord shall have propera ttached structural sheathing and bottom chord shall have a properly d rigqid ceilin Locations shown for permanent lateral resttraint off webs shall have bracingg installed per BCSI sections B3. B7 or 810, cable. AppTgy plates to each face of truss and position as shown above and on the Joini Details, unless noted otherwise. ffefer 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 ANSIl� PI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing or cover pag us drawing indicates acceptance of professional engineering responsibility solely -for the design -shown. The suitability and use of this for any structure is the responsibility of the Building�-DDesigner per ANSI/T I 1 Sec.2. information see these web sites: Alpine: alpineitw com• TPI• tpinst or ; SBCA: sbcinduslrycom; ICC: iccsafe or • AWC: awc org 6750 Forum Drive Suite 305 Odando FL, 32821 SEON: 250041 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T19 / FROM: RWM Oty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 ! 1828/CALIl4EBB ELEV.D/F DrwNo: 069.21.1302.22876 Truss Label: C1 SSB / WHK 03/10/2021 14' 7' =5X5 C 14' 1 7' 7' T 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): 0.006 E - - Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.013 E NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CS: 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): I VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. �t9!'<nutrttsaaaauotr § H. a of®Y s � O P * 4 i • 4 W . N 0 as°• a ((� 1 g'a % ®e 4 COA # v NAIL �tj96 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 proper)Y attached structural sheathing and bottom chord shall have a properly - attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Applgji plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW 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 handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional en inegring responsibility solely -Tor 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 insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821 SEQN: 250061 / GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T1 / FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALIMEBB ELEV.D/F DrwNo: 069.21.1302.23922 Truss Label: C2GE / YK 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 " T 7' 14' 7' i- 5' 2' (TYP) =4X4 D 1: C E 6 M O_ N_ h in 1 � B F 4r3 A 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; Special Loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 96 plf at -1.00 to 96 plf at 15.00 BC: From 20 plf at 0.00 to 20 pif at 14.00 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. WIND LOAD CASE MODIFIED! My 14' 14' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or*=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc Lldefl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.007 J 999 240 Loc R+ ! R- / Rh / Rw / U / RL B* 129 /- /- /40 /50 /12 Lu: NA Cs: NA VERT(CL): 0.014 J 999 240 Snow Duration: NA HORZ(LL): -0.004 H - - Wind reactions based on MWFRS HORZ(TL): 0.009 H Creep Factor: 2.0 B Brg Width = 168 Min Req = - Bearing B is a rigid surface. Building Code: FBC 7th Ed. 2020 Res. Max TC CSI: 0.392 Members not listed have forces less than 375# TPI Std: 2014 Rep Fac: No Max BC CSI: 0.242 Max Web CSI: 0.142 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C - D 376 -199 D - E 377 -199 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.o0A.1020.20 1 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 - 403 H - E 511 - 403 1\ b *®a®aa aQ ry�J jp�,•� �a hh k 7Y• a � e 0 eY COA AL stimuli"' 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 an c7 SBCA) r safety practices prior to -performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, -top chord shall have properly attached structural sheathing and bottom chord shall have a properly --- attache. ri id ceiling Locations shown for ermanent lateral restraint oYwebs shall have bracin installed per BCSI sections B3, B7 or B10, .... as applical5 e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Build.l'nc�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANStI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing -this drawing indicates acceptance of professional en ineering responsibility solely -for the design shown. The suitability and use of Ellis drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 - For more information see these web sites: Alpine: al ineitw.com• TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250043 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3L89750069 T13 / FROM: LPM Qty: 1 7A&320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F Drwl 069.21.1302.24514 Truss Label: D1 / WHK 03/10/2021 5' 5' =4X4 C 10, 5' 12 6 t`7 B DIff A E8'8" F 2X4(A1) 1112X4 = 2X4(A1) 10, 1, 5. 5 1' 5 I 10 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Spacing: 24.0 " C&C Dist a: 3.00 it Rep Fac: Yes Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 Wnvr= 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. 4 Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.007 F 999 240 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.013 F 999 240 B 434 /- A /286 /202 /134 HORZ(LL): 0.003 F - - D 434 A /- /286 /202 /- HORZ(TL): 0.006 F Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.345 D Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.257 Bearings B & D are a rigid surface. Max Web CSI: 0.081 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. VIEW Ver: 20.02.00A.1020.20 B - C 522 -494 C - D 521 -494 E Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 _ P Y a � 6 sp ®� ®pM"*k1PYiaMP®PgP �,1 COANAL ftaillsil o's44k 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing er BCSI. Unless noted otherwise, top chord shall have proper) attached structural- sheathing and bottom chord shall have a properly attachec�ri id ceilin --Locations shown for ermanent lateral respraint otYwebs shall have bracin installed per BCSI sections B3, B7 or B10;- as applicable. All y Oates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use ofO is drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250044 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef: 1X3L89750069 T26 / FROM: LPM Qty.. 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24359 Truss Label: D2 / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BOLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDacina: 24.0 " 5' 5' 4X4 C 10, 5' 12 6 N ih B D q E 88 F 2X4(A1) 1112X4 = 2X4(A1) 10, 5' 5' 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: 0 to h/2 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)/l0(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 Xnrn\/F 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. 5' 10, 1 Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.007 F 999 240 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.013 F 999 240 B 434 /- /- /286 /202 /134 HORZ(LL): 0.003 F - - D 434 /- /- /286 /202 /- HORZ(TL): 0.006 F Wind reactions based on MWFRS Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.345 D Brg Width = 8.0 Min Req = 1.5 Max BC CSI: 0.257 Bearings B & D are a rigid surface. Max Web CSI: 0.081 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. VIEW Ver: 20.02.00A.1020.20 B - C 522 - 494 C - D 521 - 494 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 396 - 293 F - D 396 - 293 A. m •. P ° o e c a . S , Y 000A . AL i'WRIuti'"909fID'i0 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicaRe. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building 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 bracincl of trusses. A seal on this drawingor cover pa a 675o Forum Drive listing this drawin indicates acceptance of professional enpmeering responsibili(t�� solely -for the design shown. The suitabiliy and use of4 is drawing for any structure is the responsibility of the Buildings esigner per ANSVTPI 1 Sec.2. Suite 305 For more information see these web sites: AIDine: aloineitw.com: TPI, toinst.orn: SBCA: shrindustry corn, Mr- irasafe orn• AWC- awr. nrn Orlando FL, 32821 SEQN: 250045 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef.,1X3L89750069 T14 / FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.DIF DrwNo: 069.21.1302.23843 Truss Label: V4 / 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: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SIP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 1'11"8 I 3'11" 1'11"8 111"8 12 6 =4X4 B A 4X4(D1) =4X4(D1) C 10'6"3 D 3'11" 3-11 " 3'11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in too L/defl L/# VERT(LL): 0.004 999 240 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 - Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.098 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ..doe** p® ■ � 6 • o. 708 1 ■ O ■ r% 1 h •�4 .COA 03/10/2021 ♦ Maximum Reactions (lbs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /32 /18 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Pefer 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 res .onsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI Q PI 1, or for handling, shipping,. installation and bracincl4of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enpineenng responsibili�t� solely -for the design shown. The suitability and use of tnis drawing for any structure is the responsibility of the Building -Designer per ANSUTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora• AWC• awr. orn Orlando FL, 32821 SEQN: 2500461 VAL Ply: 1 Job Number: N334504 Cust: R 8975 �13102 89750069 T16 FROM: LPM Qly: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 0694609 Truss Label: VS KD / WH10/2021 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 " T11"8 7'11" 3'11 "8 3'11 "8 =4XB4 12 6 N =4X4(D1) A =4X4(D1) C 9 6'3 E Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h 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; Webs: 2x4 SP #3; Wind Wind toads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . D 1112X4 7'11" 3'11"8 3'11 "8 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 3'11"B 7-11" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.007 D 999 240 VERT(CL): 0.014 D 999 240 HORZ(LL): -0.003 D - - HORZ(TL): 0.006 D Creep Factor: 2.0 Max TC CSI: 0.266 Max BC CSI: 0.192 Max Web CSI: 0.142 VIEW Ver: 20.02.00A.1020.20 SZy.- •--.r+tAJJ m COA fi .8�0 03/10/2021 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E* 75 /- /- /35 /26 /8 Wind reactions based on MWFRS E Brg Width = 95.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - D 478 - 315 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r saty 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 rigid ceilin Locations shown for ermanent lateral restraint otywebs shall have bracin installed per BCSI sections B3, B7 or B10, as applicab-le. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Aline, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the tr ss in conformance with ANSI 4PI 1, or for handling, shipping,, installs ion and bracing of trusses. A seal on this drawing, or cover pa a 6750. Forum Drive listing this drawing indicates acceptance of professional enpmeenng responsibilitty� solelyorthe design shown. The suitability and use of this drawing for any sgr'ucture is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 250047 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JR&AX31-89750069 T15 / FROM: HMT Qty: 8 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23734 Truss Label: EJ7 KD / WHK 03110/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacinq: 24.0 " L 12'2"11 12 6 r� o in (h M 'cr B 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: 4.2 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. MWFRS Parallel Dist: h/2 to h TPI Std: 2014 C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) GCpi: 0.1 a Plate Type(s): Wind Duration: 1.60 %AIA%/C Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 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 }9O •�rr'ft e y g s sq coo �' �'b ONAALL 03/10/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 A /- /249 /108 /208 D 125 /- /- /73 A /- 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# *"WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 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 bracingp of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enpmeering responsibilittyy 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: 250048 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRei:1X3Las750069 T21 / FROM: HMT Qty: 6 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24360 Truss Label: EJ7A / 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 " T Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 7- 7 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): 0.016 C HORZ(TL): 0.030 C Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.513 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 �• '.'roi b° o o.708 I a a s s �pida��*Mp •p 'i ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 270 /- /- /179 171 1186 C 126 /- /- /76 /- /- B 177 /- /- /132 /171 /- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# * 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 fabricatingp, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates 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 jobs General Notes page for additional information. Alpine, a division of ITW Buildinc� Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa a 675o Forum Drive.. listing this drawing indicates -acceptance -of professional en inegring responsibility solely for the design shown. The suitability and use of this drawing for any sfructure is the responsibility of the Building -Designer per ANSIrrPI 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: 250049! EJAC Ply: 1 Job Number: N334504 Cust: R8975 JRef:1X3L89750069 T24 / FROM: LPM Qty: 3 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBS ELEV.D/F DrwNo: 069.21.1302.24422 Truss Label: EJ3 / 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 " 4"3 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: If EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 3' 3' :)w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C 1 co CD Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.248 Max BC CSI: 0.112 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 � Agp�14' '• pf�'��,pf.�'P1i 4 a.7Q� 1 a m ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw, /U /RL B 188 A /- /157 /71 /100 D 52 /- /- /28 /- A C 65 /- /- /45 /66 /- 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# P i i COAL , ®6AIL ��e,�►s�s�ttt� 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 BCSL Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,_ as applicable. Apply plates to each face of truss and position as shown above and on the Joini Details, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI ITPI 1, or for handling, shipping,, installation and bracincl-of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en meering responsibili�v solely -for the design shown. The suitabili y and use of ihis Suite 3o5 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: sbc!ndust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 2500501 JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T23 / FROM: RWM Qty: 2 ,7A5/320 ,1,2ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22733 Truss Label: EJ2 KD / WHK 03/10/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 C 6 918114 B d 4 81811 A D 2X4(A1) 1 r aTe 21 2' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Dw Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA >w Duration: NA ilding Code: C 7th Ed. 2020 Res. I Std: 2014 p Fac: Yes /RT:20(0)/10(0) tte 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 4 � a® 1 0 Qp20 i wry{ . • A � COA AIL ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 157 /- /- /140 /54 /52 D 32 /- /- /18 /- /- C 34 /- /- /20 /26 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearings B, D, & C require a seat plate. Members. not listed have forces less than 375# 03/10/2021 **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 r! id ceilin Locations shown for permanent laterel restraint of webs shall have bracinp 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 JoinCDetails, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to jobs 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 1, or for handling, shipping, -mstallation,and bracing of trusses. A seal on this drawing or cover pa e listing this drawing indicates acceptance of professional en meering responsibili(��y 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. 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 250051 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T34 FROM: JRH Qly: 4 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24421 Truss Label: CJ5 KD / YK 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 " 11'2"5 12 6 CM N M M --77-- B $isu A D 1, 4'11"4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 EW Ver: q. ,(j� � III 1020.20 °ql( ®$`®r°*oV*mm*r®gp 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 256 /- /- /200 /88 /152 D 89 /- /- /51 P P C 118 /- /- /85 /116 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# COA 9 1A^ dpi$49F1�t� 03/10/2021 '*WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS s require extreme care in fabricatingg handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Went Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly d ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, icabgle. Applgy plates to each face of truss and position as shown above and on the Joint9Details, -unless noted otherwise. FFefer to )s 160A-Z for standard plate positions. Refer to job's General Notes page far additional information. a division of ITW Buildin$cLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 1is drawing indicates acceptance of professional enQneering responsibility solely-forthedesign shown. The suitability and use of this I for any structure is the responsibility of the Building�-DDesigner perANSIITPI 1 Sec.2. e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslry.com; ICC: iccsafe.org; AWC: awc.or 6750 Forum Drive.... Suite 305 Orlando FL, 32821 SEON: 250052 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L8975006s T33 / FROM: LPM Qly: 4 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.DlF DrwNo: 069.21.1302.24453 Truss Label: CJ3 / WHK 03/10/2021 1, 211 4 2' 11 "4 Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 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. 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): L T Deft/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 -i_ �� g6mlhfea j 0®6 ♦►. a f g tl 10'2"5 c� N 8'8" ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 /71 /99 D 50 P /- /27 /- P C 63 P /- /44 /64 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# P►T 0 Y / M COAiX( NA �4ii'V.+dt` 03/10/2021 **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, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Went Safety Information, by TPI and SBCA) 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 ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, Icable. App�y plates to each face o truss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to )s 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. - a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the conformance with ANSIrFPI 1, or for handling, shipping,. installation. and bracing of trusses. A seal on this drawing or cover page iis drawing indicates acceptance of professional en meering responsibilittyy solely -for the design shown. The suitability and use of this I for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. e information see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe.org• AWC: awc.or 6750 Forum Drive Suite 305 Orlando FL, 32821 SEEN: 250053 / JACK Ply: 1 umber: Job Number: N334504 N 3 75 JRef:1X3L89750069 T29 / FROM: LPM Oty: 8 7A5/320 ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F rDmN069.21.1302.24174 Truss Label: CA YK 03/10/2021 12 B 9'2"5 co 4"3 81 pU n A_ D Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 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, �B 11114 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT:. NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.183 Max BC CSI: 0.022 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 /76 /45 D 11 /-2 A /14 /10 /- C - /-15 A /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# l��yq..yr�Pr H. e 01 J- .M e d t d is •R �y'ay4 •�aaa°8c o.a qa®®s COA"7FI� �i�ALmillevioll 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 er BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attacheyr! id ceiling Locations shown for permanent lateral restraint c webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicabgle. Apply plates to each face of truss and position as shown above and on the 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 bracin44 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/T I 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: 250054 / HIP_ Ply: 1 Job Number: N334504 TDNo: R 8975 JRef:1X3L89750069 FROM: HMT Qty: 2 7A51320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F 069.21.1302.23733 Truss Label: HJ7 / YK 03/10/2021 5'3"5 5'3"5 9'10"1 4'6"11 0 12'2"3 12 4.24 a 2X4 C v m M ih v B T a•s A FE 2X4(A1) =4X4 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacinq: 24.0 " 1 5 } 97"2 7 14 9'2"2 9'10'1 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 #1; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0.162"x3.5") nails at top chord (3) 16d common (0. 1 62"x3.5") nails at bottom chord :)w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA >w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.049 F 999 240 VERT(CL): 0.092 F 999 240 HORZ(LL): 0.012 C - - HORZ(TL): 0.023 C Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0.670 Max Web CSI: 0.261 Ver: 20.02.00A.1020.20 fib•••- •"rrh p. 08 1 o j1ba®. ®sP L gf $ �1YAl COA �:�e� 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 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 392 - 565 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 534 - 356 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 391 - 587 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. -Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and-SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App7ey plates to each face. o 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 BuildincLComponents 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 bracing of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en1r,eering responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SECiN:250055/ HIP_ Ply: 1 Job Number: N334504 Cust:R8975 JRef:1X3L89750069 T17 ! FROM: LPM City: 2 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24030 Truss Label: HJ3A TCE / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12 4.24 T 10'2"6 B A8'Vn D �--- 1'5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 2-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4'2"3 4'2"3 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): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.120 TPI Std: 2014 Max BC CSI: 0.074 Rep Fac: No Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 84 /- /- /- /45 /- D 28 A A /7/- C 64 A /- A /48 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# orr.i ap• V � 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, handlingshipping, installing and bracing. Refer to and follow the latest edition -of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior -to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections $3, B7 or B10, as applicable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless no, 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 1, or for handling, shipping,, installation and bracin44of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitabiligy and use of this Suite Fos drawing for any sgructure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. For,more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 5 Gable Stud Reinforcement Detail ASCE •7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure Or: 140 mph Wind Speed, 15' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or: 120 moh Wind Snead. 19' Mann Halnht. Pnrtinlly Fnrl—pri. Fxnn-j— T1. Kit = i nn S 2x4 Brace Gable 'Vertical pacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace x (2) 2x6 'L' Brace xv Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12, 8' 14' 0' 14' 0' U S P P #3 3' 8' 5' 9' 6' 2' 7' 6' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' n� o Standard 3' 8' 4' I1' 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' J S P #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' C' 14' 0' P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' #1 / #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' V '- _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' l� P Stud 4' 2' 7' V 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13, 9' 14' 0' 14' 0' 14' 0' U I Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' S. 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' D rr L Stud 4' 4' 1 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' 11110, 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' B' 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' B' 2' 8' 5' 9' 8' 10' 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' LJ U u 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' O I� Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' B' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' V 14' 0' 14' 0' 14' 0' 14' 0' 7- 011 #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' --I D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' V 14' V Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace options vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14'. Vertical length shown In table above. Connect diagonal at midpoint of vertical web PI E AN ITW COMPANY 11514\ Earth\ City\ Expressway \ \ Suite\ 242 \ \ Earth\ City,\ MO\ 63045 �ymm About) 18' L 'L' Brace End Zones, typ, 2x6 DF-L #2 or better diagonal 'r' bracer single 8, or double cut (as shown) at upper end. "IN 14N Refer to chart irk MWARNINGI— READ AND FMJ-MW ALL NOTES [IN THIS DRAVDIS vDP13tTAMT" FURNISH THIS DRAWM TD ALL CONTRACTORS DICUMM THE INSTALLERSe3 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref ,llow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo sa •nctices prior to performing these Functions. Installers shall provide temporaryy bracing pe. B ,less noted otherwise, top chord shall have properly attached structural sheaving and bo - i Intl have a properly attached rlgld ceiling. Locations shown for permanent lateral restrolnt f Inll have bracing Installed per BCSI sections B3, B7 or Bit, as applicable. Apply plates to ea(s truss and position as shown above and on the Joint Details, unless noted otherwise. �fer to drawings 160A-Z for standard plate positions, ' Alpine, a division of ITV BWlding Components Group Inc, shall not be responsible far any devlatl its drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship{ stallation 6 bracing of trusses. A seal on this drawing or cover page Usti g this drawtrlg, Indicates acceptance of professional gim—*19 responsib0.1ty solely for the design sham The suitability and use of this drawing w• any structure Is the responsibility of the Building Designer per ANSI/TPI 1 SecP_ For more Information see this jab's general notes page and these web sitesi ALPINE- www,nlolneltw.comi TPIi ww.tolnst,oror SBCAi www.sbclndustrv.orar ICO ww.iccsafe.arn 0/2021 C, Kzt = 1.00 Bracing Group Species and Grades: Group At S ruce-Pine-Fir Hem -Fir, #1 / #2 IStandardl 1 #2 1 Stud #3 1 Stud 1 #3 Standard Dou las Fir -Larch Southern Pinewwx #3 #3 Stud Stud Standard Standard Group BI Hem -Fir #1 & Btr #1 Dou ins Fir -Larch Southern Pinewxx #1 #1 #2 #2 EE 1x4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values maybe used with these rndes. 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' brace, space nails at 2' o.c. In 18' end zones and 4' o.c. between zones, )K)KFor (2) 'L' braces- space nails at 3' o.c, In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detail. Vertical Len th No Splice Less than 4' 0' 2X3 Greater than 4' 01, but Less than li' 6' 3X4 Greater than 11' 6' 4X4 MAX, TOT. LD, 60 PSF MAX, SPACING 24.0' F ASCE7-16-GAB16015 TE 01/26/2018 W G A16015ENC160118 'T Relnfol Memb Gol Tr Gable Detail Far I Pt -in \/Prtirn I cz Gable Truss Plate Sizes pproprlate Alpine gable detail for :e sizes for vertical studs. Engineered truss design for peak, rb, and heel plates, vertical plates overlap, use a ,te that covers the total area of lapped plates to span the web, el 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design Attach each 'T' reinforcing member with End Driven NaKsi lOd Common <0,148'x 3.',min) Nails at 4' o.c. plus (4) nails In the top and bottom chords. Toenailed Nnilsi IOd Common (0,148'x3',min) Toenalls at 4' o.c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detall. Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 8 ASCE 7-16 Gable Detall Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118, A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENC100118, S20015ENDIOOII i$(3I 1 pA S11530ENC100118, S12030ENCI00118, S14030ENC 30 1001 S18030ENC100118, S20030ENC100118, S20030 a OL c ��� b10 li� Seeappropriate Al ine 4 p� as P gable detail far maxi e�'gnQcgg �'LdQ1 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -null To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ °T' Brace Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 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 wwWORTANI'm FISH art BRA BRAVING AND m °iL Cm+TALL NaTES (IN RACTTMS THIS Tom"GI E msrALLERSff m U. r 6 # REF LET -IN VERT Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref `"*,n s DATE 01/02/2018 follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fpaICSI. ddl�Ezzt ■ practices prior to performing these functions. Installers shall provide temporary bracing •Unless noted otherwise, top chord shall have properly attached structural sheathing and m cho�yshall have a properly attached rigid telling, Locations shown for permanent lateral restrasa f'S� V DRWG GBLLETIN0118 shall have bracing Installed per BCSI s,cll,ns B3, B7 or BIO, as applicable, Apply plates to ea a t. IALR I of truss and position as shown above and on the Joint Details, unless noted otherwise. e @ w t, Refer to drawings 160A-Z for standard plate positions, °a , { Al r Al Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatlo r aa•m { •wo this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, sHppin �bo14p°!a MAX, TGT, LD, 60 PSF AN ITW COMPANY Installation 4 bracing of trusses. p q p� 1 1 \\514%Earth\ City\ Expressway engineering responsA seat on this ibility olelyor vf er #x die gn shown. Tthis he suitability and use of this drawingprofessionale of j' f 1�/�Ri. \\Suite%242 for my structure Is the responsWity of the Budding Designer per ANSI/TPI 1 SecB � p gj44\ v�/10/202I DUR, FAC, ANY \ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites ALPINE, www,alpineitw,comi TPIi www,tpinst.orgi SECA, •ww,sbclndustry.orgi ICd wwwlccsofe.ong 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 X SPACING MAY BE REDUCED BY 50% ww SPACING MAY BE REDUCED BY 33% DIRECTI❑N OF LOAD AND NAIL ROWS LU W J �i_ �AiAi NAIL LINE J as - A C)k B� B/2 )K C)K A MINIMUM NAIL SPACING DISTANCES DISTANCES NAIL TYPE A B)K C)K)K D 8d BOX (0.1130X 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" 1 1/8' 12d COMMON (0,148"X 3,25',MIN) 1' 1 7/8' 2 1/4' 1 1/8' 16d COMMON (0,162'X 3,5',MIN) 1' 2' 2 1/2" 1 1/4' GUN (0,120"X 2,5',MIN) 3/4" 1 1/2' 1 7/8' 1' GUN (0,131'X 2,5',MIN) 7/8" 1 5/8' 2' 1' GUN (0,120"X 3,',MIN) 3/4' 1 1/2' 1 7/8' 1' GUN (0,131'X 3,',MIN) 7/8' 1 5/8' 2' 1" C/2)K)K NAIL LINE C 31 W \-- TRUSS MEMBER �___�_�_W +� �•(j/�'rt BLOCK LENGTH A Dv®gr®+�'•p;••R" iji`•� LOAD APPLIED PERPENDICULAR TO GRAIN LOAD APPLIED PARALLEL AI�I ■W W WTANT" FLFWSH rTKS DMWDD�G TAM AD °Y ALL ALLL CONTIR CTCRS IN U11 1G nE DISTALLMS a REF NAIL SPACE Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref n4 a follow the latest edition of BC (Building Component Safety Information, by TPI and SHCA) fje.BCiL tya DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary brarJng unless noted otherwise, top chord shall have properly attached structural sheathing mart bm choi)1DRWG CNNAILSP1014 shall have a properly attached rigid ceiling.Locations shorn for permanent lateral restraif sa i'il v shall have bracing Installed per BCSL sections n B7 or B10, as applicable. Apply plates to ear a� P1 of truss and position as shown above and on the Joint Details, unless noted otherwise. .o f°"- • �'�! IAI PI Refer to drawings 160A-Z for standard plate positions. ` Alpine, n division of ITV Building Components Group Inc shall not be responsible for any deviatio r ao0s, D woo+ as , this drawing, any of to Build the truss In conforrnnce with ANSI/TPI 1, or for hnndling, shlppin Fi �••+r a*p® AN ITW COMPANY Installatln 4 bracing of trusses. pJ' A seat' on this droving or cover page listing this drawing, Indicates acceptance of professional 11 514\ Earth\ City\ Expressway engineering responsibility solely for the design shom The suitability and use of this drawing tY�0�10/2021 11 Suite\242 for any structure is the responsibility of the IhAdig Designer per ANSI/TPI I Sect. N 1\Earth\City,\MO\63045 ---.For more information_ see this Job's general notes page and these web sites 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, Dot Chord 2x4 SP 42N 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 witht 535# connection or with (1) Simpson H2.5A or equivalent connector for ASCE 7-16 180 mph, 30' Mean Height, Part, Enc, Bullding, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph, 30' Mean Height, Part, Enc, Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates, 3X4 12 12 Max, 2X4 X4 12 12 Max. I- 1X3 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, 807 length of web, sane species and grade or better, attached with lOd box (0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014, Top chord of truss beneath valley set must be braced with) properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o,c. or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design, www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley 1X3 (Max Spacing) 2 X 4 5X4/SPL ff LIM 20-0-0 (++) Supporting trusses at 24' o.c, maximum spacing, i Valle Spacing 2X4 Square Cut Stubbed Valley Bottom Chord End Detail Valley SP°.L �;�ti►rrnarr • f " 1• ' u no NONE IT. ff-MR.20 offinaaffis 4X4 ❑Ptional Hip Joint Detail Partial Framing Plan ..nwolTANT" MAVANDIM TTa ALL�cQIIlR CMRSS asu➢Dwc TVING UE INSTALLER& _ ; U. rU6 f LL 30 30 40PSF REF VALLEY DETAIL Trusses require extreme care In fabricating, hmdling, shipping, Installing and bracing. Refer r .�d • follow the latest edition of BCSI (Bullding Component Safety Information, by TPI and SBCA) for fc•Ey TC DL 20 15 7 PSF DATE O1/26/2018 practices prior to performing these functlons. Installers shall provide temporary brndng per V L Unless noted otherwise, top chord shall have properly attached structural sheathing and bott chord �* AT �- a BC DL 10 10 10 PSF DRWG VAL180160118 shall have a properly attached rigid celling. Locations shorn for permanent lateral restraint o r • Y7 A'16 (! fig,, d+, n shall have bracing Installed per HCSI sections B3, B7 or BIO, ns applicable, Apply plates to enchn •• • `- „ of truss and position as shown above and on the Joint Details, unless noted otherwise. •6 •�\ s.,p• („4'i/�41I"; BC LL 0 0 0 PSF �' Refer to drawings f60A-Z far standard plate positions. :D a' 7dr Alpine, o division of ITV Building Components Group Inc. shall not be responsible for any devlatian m w . TOT. LD, 60 55 57PSF this drndng, any fg- to build the truss in conformance with ANSI/TPI 1, or for hnndOng, shipping, S` 6a oY�ear' AN ITW COMPANY installation S brndng of trusses. \ \ 5141 Earth\ Ci \ Expressway A seal m this drawing or cover page listing this drawing, bxOcates acceptance of professlwwl �ry h P y engineering responsibility solely for the design sham. The suitabMty and use of this drawing A � $:] tin /10/2021 \\Suite\242 For any structure Is the responsibility of the Bulldog Resigner per ANS[/7PI i sectIt• kNPilIF1r4H1 DUR.FAC. 1,25/1,33 1.15 1,15 \\Earth\ City,\ MO\63045 For more Information see this Job's general notes page and these web sites, SPACING 24,0' ALPIND wwwatpineitw.coni TPI, www.tpinst.orgi SBCA, ■ww.sbclndustry.orgi ICCi v Jccsafe,org Y Malley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP 42N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better, Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �" Attach each valley to every supporting truss with: (2) 16d box (0.135' x 3,5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00, Max, Wind Speed based on supporting truss material at connection location: 170 mph for SP (G = 0,55, min,), 155 mph for DF-L (G = 0.50, min,), or 120 mph for HF & SPF (G = 0.42, min,). Maximum top chord pitch is 10/12 for supporting trusses below valley trusses. Bottom chord of valley trusses may be square or pitched cut as shown. Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates 3X4 12 12 Max. I 2X4 X4 i- 8-0-0 Max 4X4 20-0-0 (++) Supporting trusses at 24' o,c, maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of web, same species and grade or better, attached with 10d box (0,128' x 3.0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014. Top chord of truss beneath valley set must be braced with: properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o.c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design. www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord. ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley Valle Fo Spacing Square Cut Bottom Chord oe-nailed Valley 12 10 Max, X4 Q��`\� 0 \ SQp�0uittte "WARMMM READ Arab FlaJ_DV ALL 1`QMS GIN TMS DRAVINGI �^ � U. { i�0 S ' ■NWMTANTww FU MSH TMS DRAWING TO ALL CUMACMRS INMUDING TIE INSTALLERS a ' Trusses require extreme core In fabricating, handling, shlppIng, installing and bracing, ReJ*fe -V g follow the latest edition of BCSI (BuldIng Component Safety Information, by TPI nntl SBCA)practices prior to performing these functions, Installers shall provide temporary bracingBCSLUnless noted otherwise, top chord shall have properly attached structural sheathing and ton chrdY1shall h¢ve n properly attached rigid cNtlnp. Locations shown for permanent :¢feral restraof be f1 lJ�� shall have bracing Installed per BCSI sections B3, B7 or 310, as applicable, Apply plates to :;%h e'► of truss and position as shown above and on the Joint Details, unless noted otherwise. e lie, ' Refer to drawings 160A-Z for standard plate positions. a •C Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devintl 9.0 da�� O e•��6 tWs dra.ing, any failure W build the truss In conformance with ANSI/TPI 1, or for hnndUng, shippt ew•,d•no• \ AN ITW COMPANY tnstallatl.n 6 bracing of trusses. \\514\Earth\Ci lEx Expressway A seat on this drawing or cover page listing this drawing, Indicates acceptance of professlonal ! 1� N R y engineering respon5wlty solety for the design shown The sultnblity and use of this drawing �- � /10/2021 11 Suite\242 for any structure Is the responsibility of the Binding Designer per ANSI/TPI I Ser2. 'tff tK \\Earth\City.\MO\63046 For more Information see this Job's general notes page and these web sites, ALPINE, www4tp1neltw.coml TPD www.tptnst.orgl SECA, www.sbclndustry.orgl ICC, wwwlcrsafe.oro 2X4 4X4 -�IIF Stubbed Valley Optional Hip End Detail Joint Detail n T I t 2 ' Mon Tr usses � Partial Framing at 24' o.c, Plan ;FC LL 30 30 40PSF REF TC DL 20 15 7 PSF DATE BC DL 10 10 10 PSF DRWG BC LL 0 0 0 PSF TOT. LD, 60 55 57PSF D U R. F A C.1, 25/ 1.33 1.15 1.15 SPACING 24.0' VALLEY DETAIL 01/26/2018 VALTN160118 I w VALLEY FRAMING & BRACING DETAIL R Bc t/2 of Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, 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 iso +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. ce the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gered between rows. ITYP) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 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 %, . ­vm.......... 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples V-0" to 10'-0" long nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of cripple with 10d i0.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length. Cripples over 10'-0' long requre two CLR's or both faces w/ "T'. or scab. Use stress graded lumber & box or common nails. 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 requireme ! ,■ Nails are common wire nails unless noted otherwise. ^ y (A) (B) s■A/AR M TI WAD Alm m & C0 HMS w DE BRAtfWr;t S 0 * C LL 20 30 40 54 REF VALLEY FRAMING •.n.�trANro tTiCgSN TIRS raevms Tn A11 rvtTRACTnRs ittalAlDG TTE IlKTAi1ERS, Trusses rwgrMe extreme core h fabrlcatiry, hondkp, MppkV, lnstatlkrp and brncko, Refer Ey * C DL 10 20 7 7 DATE 10/O1/14 follow the latest edtton of BCSI Mddre Coipor—it Safety Warnatiari, by TPI and SBOU for ety practices prior to performhg these functloms. Installers shall provide temporary bracing. per S • LLiess rated otherwise, tap chord shall have properly attached structu l sheathing and battotic o STATE lJt'- ; shalt have a Property attached = eeithg. Locatbns shown for perrnnent taterol mstroht of.. « a • �Q' BC DL 0 0 0 0 DRWG VACNV1801015 rrrltl k� strait have b—ckp hstatled per BCSI seetlo B3, 27 or B10, as appeoebte. Apply plates to each ; p • a up 1 of truss and p—rden as shn above and on the Jdnt Details, �niess noted atherwke. "oa n O �OAef BC LL 0 0 0 0 Refer to d—Irvs 16CA-Z fr stardard plate posMarm ♦ O • e AN rrw(33MPNNV t id-awkQ my Falk—e to of rTV 6 dD the 4�s bi c�onfornanceawith ANSI/M 10 alble wfm arry ha�h0, viatimshippl :ate O gi o•••e8r..s.w••• r , . hstattation s broGhg of trusses. 'y v� TOT. LD.30 50 47 61 A seal on this drowk o ar cover page lktkp *As d—i-Q. kdcates aooeptanee of efesskwaL '9NL sotety for the wtaen The sulbohstty ord use of tttc drowkrp N 13369 Lakefront Drive fw my "``'' s the r'eLp—bUty -A� De°on.e' p'r' "ravTMt 1 ux to DUR. FAC. 1.25/1.15 Earth Cily, MO 630A6 Far mare hfomatlon gee thk Job's general rates page and ttvese eb sllk s ALPM wwwntpineitwcora iPn w...tptnstorpl Sara wwcsbdndustry_ ww Jacsaf-C l0 2 0( SPACING SEE ABOVE