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HomeMy WebLinkAboutTruss Engineering Package14'-0° 4'-4° 21'-4- 39'-8° Total Truss Quantity = 57 REFER PACKOR DONNECD«N. .t TYPICAL 7' SETBA CORNERSET LABEL AND SPACING I N 1� I ..mot..: s`...�) � �✓ Reviewed for Code Compliance Universal Engineering In Sciences ?•s � .f � & °T� }Aft n.. {.,.� P&u& ✓c &�l nDs IS A Tsar wcEHENr PFLNL nS DGENDEO m Am IN THE DATALATIM is rsIS M Mmalm Torus uMvlNcs A!m NEMEIMPALS strEIrEDE Dst>ENr. Labeled End Mark CM ES IN RAN BECO! TR= EM DMMM PARR ATUOAR EN LA ntrrALACrdN IM TRUSSES LOS DICAJDS Y ARaDTECfIFAi g 1C DI�DM BEDlrr' A 9r mm Em wm%E lLLRyt.r ait®t mrRT>ot ILL K= aatl. = rAilam Trr2T1O1 mTy 11Ana. Alm tit WNW) w1O1pior Dlr a ALTG TCD>a YrrlWr ma01r t► ilO vOVAnor aNl® viL lm ! ADaI® vrnWr rr✓mt vATr1W ATmVAL Ir/ r°' �,� vAux Mer c A®rmx asau Tv rrwtr nc taro DPI „TIC W TRDGi. 11alAS Aq p SmDi To nmi/LATIaI AID �7>s MIT IMID NC MAL3 r6i TIC mixt>m vrammo a¢Is taRVAS a3YN11Olr Ar G1iWrrW t>taRACIW m NQ✓SA� 7C m-Ba-wer - _ Thai Alm RRf fib iglffi.S AP2 >�ET al aafD xp AV® RT+AOfi - WrM cm� a V I Twm Tit tAi m1PT.i SEiaal RAAlMi JJMTAT aAvlD r mtiC R ALTCC tm TRH >al R. mmlt>r®rm a MA W 1 M rAlmii tA: i®M�NIa 1®t IDi D�tl1Mi A1�iN➢ppl}E g AfiPTARN aAa>a AAIF7rmIIi mI AFf�AanM tiiYM EO3 FiIIlria PAtu Ltiv CA TRai a TRa>a, r >mt MIIO IC u OIETMIICIM T ANIQ R Mt.1A a4�m1ID1 rMOA fOl LAi NEiI� uMa DI CYSLfNA ®IlRAC1YQ w Mlii A LID TREE g W 16W S )m®G DAmailRAlIAL @)/ IASxEMA F General Notes 1) AD paldEl Chad bo m, flat Insxn and flat 9Nai !— to top d-d px6* PaMW 7— to be tuhtLd gnn " up, 2) m be S ff peat HISRB udiea allmMia 3) Mb toad-t Is 2r O.C. a lm oft 4) Rr True PA. I a & BCS41 Iimtmudatin Pon— X-bmdN dtadd be plead A a madman Radtq 15 O.C. =cm fle Mn, m be repeated A a mmSnan of 20' behen .ach Fla® mrler OM- 1 far w7 adddlad haft MAL ROOF LOADING SCHEDULE BC LL :0 PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 % WIND SPD/TYPE= 160 ENCLOSED BLDG EXPOSURE — C USAGE — RESIDENTIAL CAT H WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 T ss mm ibff desip$ connector plates are dined forASCE 7-1a and ma. .— forces from both components and claddings and main wind fume UcSi,n n, vstcros. These w.. nave been m i-W to cam an additional 100 psf aon—ncu-ant bonom churl live load. FLOOR LOADING SCHEDU TOLL PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE AIL REACTIONS AND UPLIFTS ARE SHOWN ON ENGINEERING WALL KEY ® 0 DESCRIP 10N INM DATE va jml m M rala4 w �r SAE" av tTam W vans s ®. C ANn 7m 4 0 0r xD, ww lcv vnm !n 7n .. arm to In r 4 im en lArt vrm R ll! atP 89I R OrmVINU1Rmx1OC n 31A Q MIDO IRV. YR4al1 1A61� LOAD/ DESCRIPTION INIr. DATE m to trn rTRTu Ma I¢V. Iv A®MIaR AN i.oTn ■n MARL 1931= lirr Tnm In to .rrx unva CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE 0. N. V. WINTER HAVEN FLORIDA 33880 PHONE' (800) 959-8806 FAX- (863) 294-2488 BUILDER D.R. HORTON STATEQIDE PROJECTCREEIME -- MODEL 1828/CAU/4EBB CCA PROJ/MODEL/ALT 7A6/ 320/182EC.E ALT DESC OTC 3324 HOMESTEAD DR .-- LOT 91 BLOCK DESIGNER PAGE RFS V0 17 1 '1334496R 4 °=1' Builder: Project: Model/Building: Lot Alt: ENGINEERING PACKAGE DR HORTON STATEWIDE EA5�320 CREEKS IDE Lot: 91�mm . Block: � Unit: Address: JobNumber: N334496 Revision Date: Reviewed for Code Compliance Universal Engineering mt Sciences New Load #: R101now - f: V CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 A IN March 1.3,2019 AN rrW*c &I'PAN'y Mr. Bob: Michael.. CarpenterContractors6f.Am&ri'ca,:Ihc'.. -3909 Avenue G, Northwest Wiht6t -HdV6n,.: FL 33.860-62011 Re: Alt twations..for 6 single ply carried truss with a width than the hanger width, and .* . . erpative it a .... carried . . I : . . ­. __ .. 0 . wood.bloqk-i glqpchieyo fijl design load'value -for face- ountod.hanger TO attachment 'O"n, a one ply supporting girder (Reference Mail WMM2).. Dear Bob,:. For :a single ply carried truss with' a width le'st than "the hanger. width you canjhstqjfa. prefabricated jack scab .truss: (*).for wood.. filler blocking. . The chord site%:chord.gTaOes, an Alpirietbrin 'ect6rplat6(s)to be the. same :as the Single: ply carried truss.. The prefabricatedI jack scab truss- have a. minimum. Jength of 481' and will have a. minimum pq 60 .:of,5112, The single ply carried truss shall have .a reaction of 3,500# or less. Attach prefabricated. a6k:scab,truss. with two. (2) rows'of 0.1 28"x3.0"'GUn Nails at'2' O.C. per row, -staggered 1"(Sde Figur6 1 MOM. P166s6-.e&f& to th& Simpson strong Tie Catalog O-C 2QT9- page 216 Figure: 3. for more information, Figure 'I For -a sing.16 pl,g1fd" : that requires wood to,ddhjeveJUlI design load value forface-mounted y er: hangers -attach one wood block to the back face of the single :ply girder with the Same size: and grade as'the bottom. Obtd.. Ofthe. single ply girder. The.,wood: block I&ho.th to be Such thatAhewbod .blocking -extends to eiiqljadjacent panel points ;(webs .and bottom. chord intersections):: Attach wood block (I-withtWo:1row5.-Qf 028. x3.O'Oun Naiis at OJO.. per row,. staggered 3.0"applied Wthe 6766i#orum D.dve 8uite 305, Orlando F L www.alpineitwcom " ~ lie to 'the, iri r-w--- -=r--�' '- ---- '--'-tio — __... ..... ...... ....... ... ......... ... ....... -'-____--___-----'....... ........... .............. '-_-� - T�he fi of prd.f6bH66ted kaokoombtt.u'.§sfor Wood ntmomd � to; achieve. fUU � design load. forh6ngprs Must beapprpved bvth� � -' _d ~'-aUdehd distances, ._'_ all' nail d6nnebtions nustbe to- .�of If|canbe. of anyfurtber if youhave anyquestions, please7 niYenne a ' Chief Engineer- O�Iapqloj FL ^ l� r G75O'Fbh�nMO&&-GdkmO0G'OUnbdo`FL.$282l- (863)422-O886 �@wapn���pm iil ALPINE AN WCOMPANY Ap ril 26;.:2019- Mr. Bob Michae'lls Carpehter'Contractors -of America, Inc. ,3060 Avenue 0, Northwest 'Win . tet HW6n, FL 33880-6201 Dear. Bob,. .R6- Str6nobabk bridgiho'.6hfb6f trusses. I understand -there is -sohid concern over our *fedomMendati6fis' f6rstrobbbackbridging on foof'trus'ses, '8frongback- bridging for roof trusses is not.a -requirement p ANSI-w.TPI 2014.norfs� it. a req uirementof the Building Corriponent -Safety, lnfbrm4iQ6-`J(6d-Sj .But strongback bridging, orY roof :trusses is mm" n bridging reco ede by Carpenter Co'h.trAdtQrp .6 f t. Amen6a: -St n r6'gb6dk es tsem'' following two. functions: One, bridging aligns the- bottom -chords after -thpy: are. setso-y areuniform the u n pm, along the -ceiling line h0"'Withceiling and " servjoOabifity. Tw o; bridging reduces e6lativd d6flect16ifi of adjacent trusses:, Strongback bridgind'.doe's: iiot.-.-Pr6Vent or reduce -overall indiVidual deflection, especially -any e66f ttdsgeg, !eq(_q! than ti n -qpre a I . . . ....... ............ ... ..... 4 .... .. .. ....... ........ Sirongoack- bridging in roof. trusses does not serve As terhp'o'rary or permanentbracing :and Is not. intended to' .drJ`UidIst ib bet�veen trusses. Consequently, -no design load' i or sign loads. .been accounted for'With this. detail and doritihUbLis- strohgback -�hdUld'not bb:attached between common . and '- The. :of strongbacR bridging shall not.with `.interfere w . , girder trusses.. use i. other, design cbnsidetatibhs as specified by (116 Ehgi.h66r'.Of Record or the Building: Designer. The outer ends of stro qgoackbridgiposhall be.-aftpched.-io a: wall or anothersecure end. restraint- of apsppcified:by i116 Engineer of Record 6rAh' Bu'ildinO.D6sjgh&r, Stroh *,back- bridging be fa. minimum of 2X6 •nomihai tUrnibe 9 r. oriented -With the depth vertical'. Attach with ' —.01 a Wh wl . (8) f6d common nails .(PjWx3.Y) nails - each intersecting member.' en -extending the 4 strdh ­ back brid . ging overlap by At - . a.minimpm of . two trusses. fhe-location: of the. stron back: bridging. . 9 f6 se t Ma�be: specified:P'Y"the. Tru§s Manufacturer,: Ehdi6e6r, of , R6dord, or Building Designer. _Ple� - refde-: o BCSI "Strongbacki * P STk R-OR -.014 detatil into .ng �rovistons"ortoNpine-.. T.... formore. .. rmption.The.graphic i ,§hoWh -(FigUrei-1) is for.genenc Jhustrative purpose only. ,6760 F:brum NveSuite 305, Orlando, FL 3282-1- (800) -52147K.- (863) 422"8685 1. a R ALPINE T. S -,'Jot Figu.rel.. If Lcan be of any fUd-hbt assistance' or-9-you have: -.an . y questions; please; give. .me a call. It. Williat,fieKnek- kt Chief'.E,pg't'qee �* r Alpine an ITW:.Co.rnpany Engineering' D605rtM'eht -QeI6ndo!,- FL 32821. 67-6.0. - Forum Drive Suite:W5, OrlaM6 , FL: 3282.1 i (800) 521-9.790- (863).4224685- www.alpirioit rTi 1 STRONUACK :BRIDGING RECOMMENDATIDNS -All scab -.on blocks thaU b.e:.cx.minimum. 21X4. :BRIDGING TOGETHER 'stress grgradedlumber'.' M-All..-strpngback brIcIq1'ng .and bracing shalt :be :a. Minimum 2X.6 'stress 61luHbe, e -pprpose, of strondback :bricl6lhg Is 101; ATTACH SCAB WITH 10d;BWGUN develop '(' o:cf sh rfng between' 'in lop 0 DE c1li?IdabA irusses, (0,28!04'�. NAILS ROWS AT' O.C. res�.Utlngi In 'an.Increase'. In -,-t . h SCAB' .61 NOTE, 1N LIEU'OF- SPLICING AS* SHOWN, St10nqssr..of,:the. floor system, 2k6, LAP'!STR13NGBACk--VR1bGING MEMBERS- Fi3k-:AT"LEAST ONE TRU=:1SPACING st+rongbcxck bridging, pd-it-t1ohocl. joLt. In STRONGMCK :SPLICE' . , DETAIL cletc'XILs, Is recpmMenclecl .at 10' -4maxl> NOTEi Details ;1 and 2. :cxle the �pt,?'Ferr;-L-oi, dttacthmen*t -ithoda mL -:The .. . .. g Pp rad 9 are som terms. 'briabtri d --lb- h, F+ et1mes ATTACH 413NGBACK TO _(3) 'COH .WEB mistakenly' •used- 1nt'e+rchange;ab(Y'.+ ' "Mr.adh6' Is. .'On W 1QcVC13HHQN1 :coa4a?k3,)- OR fmpprtc� + floor Important' :sjtruct'Ur"�at k-�eo Of .4n . . oor y ..NAILS M10d BUX(GUN or roof system. Refer to-� the Truss. Reslgh 2V0-0'), NAILS -I,) , rq�*Ing tTDM. fdr,� "the,',br�qtInb rL,+q uV Vents 'for each IndIVIdIC4.41 .truss component 'Bridging;' partIcUtarly "stron&q..0k. s ;q- .'a recommehclatloh for truss !�ystem to, help co ntro n: addlitior the: dlstrjb+utlon of p6int Wads b.otwe&6 adjacent truss. s7trongback brIdging servesto reduce STRONGBACk ]AIhGING -ATYAbHM'Nt ALTERNATIVES E . -TERNATIV-CS AN MCOMPAW I a713 Mvi*"a Wio 200 Maryland H010tz, MO 63643 w OoUk.ICO. Or r.e..slauca vilorwulon.r,esuvulng: From moving Pqht 1pqcls;-:;5;Uch PL-S-foots.tRps: The e. performance- of. -oLLI 'floor systems -are 'i6h of stronglaack enhanced by. the. IntAmtIat... brIc(gInb acid therefore :Is. strongly recommended by Alpine, For. additional Infdematibn bHolbing, refert.b. ;Bcs!, (Building Component Safety' Information), W; 14 117 LL F TADL PSF I i N6. 70861. 11C M PSF- I PSF. Di PSF 77 ENDED D. _.._..O r ... , gL�:E1 -:o- '. rs,IWCr:.:xa, tip. w x +R r c HURE N. �..�C�`d�:����� �'�'� • �„4�t�':Q4J.�'. �TCI.: ���E?�`t�'- •�L,I?C1t� iwC}N�.•".xT'�C;DC�:°i''ifa'!V,12 OXIMUR -APPF� RI ' �i' �•:>a:L�T���tl�.':D'8* �C 14. MR :LUMOSS,-'LA-TrAND. -OTHER DATA NPt SH�th�'':����•�:' ul-d.iaz",M l*ei�lt�. %tarr�a�� �aNR ��aQR: 1 f1 3iliit +" Caw' s ';l 112 � J lib, 'd5L. �f�t E! _ o. Im iHz ar.pljsximb0K2.9,p"K !'fB''';1rcH iiTi1`o�.. k9 t".•. c. bloe'k e.Et'C1 r,y b-gmk ;- �R.�S'�'/'•'�`.rf i�l�!.Ci;... : ^, • ::..,. : ; k ......�xa��m••..�,.•7,::.;ri�::y.�,•.r-' . ,�•--=:+-.n*'xT_. .'�,�:r-w �.••%•,�.—��� ',+.: MJ • AXA 1 , ..,rWwew�c:aarr • n i, ' f F .v. ) : .. ., i . ,f•.. :: r • v oAR SS a.W-.._.. _.. _ .._._. ........_.__..� _ iCALli. NONE cd a:• .'ri coo. ta•' o C2i 71 De en. -tin iio-.. - a -0, L. Cracked or Broken This drawing specifies repalrs for a truss with broken chard or web member, This design Is valid only for sin to ply trusses with 2x4 or 2x6 broken members. No more tian one break per chord panel and no more than two'breaks per truss are allowed. Contact the truss manufacturer for any repairs that do not comply with this detail, (B) = Damaged area, 12' max length of damaged section (L) = Minimum palling distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member. Applyy one scab per face. Minimum side member tength(s) = (2)(L) + (B) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o,c., rows staggered. Nall Into 2x6 members using three (3) rows at 4' o,c„ rows staggered. Nall using 10d box or gun naps (0,12810', min) Into each side member The maximum permitted lumber grade for -use with this de -tall Is limited to Visual grade #1 and MSR grade 1650f. This repalr detolL may be used for broken connector plate at mid -panel splices. This repair de -tall may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tie-in loads, s� L L � Typlcol + 0 + 0 + 0' + 0 O + O + O + O + S2r tagger Member- Repair Detall Load Duration = 0% Member forces may be Increased for Duration of Load Maximum Member Axial Force . Member! Size L SPF-C HF DF-L SYP Web Only 2x4 12, 620# 635# 730# 8000 Web Only 2x4 18' 975# 1055# 1295# 14150 Web or Chord 2x4 24 975# 10554t 1495# 1745# Web or Chord 2x6 1465# 15B54 2245# 2620# Web or Ci1ord 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# 4245# 4745# Web or Chord 2x4 2975# 3045# 3505# 3835# Web or Chord 2x6 43954 4500# 5225# 5725# Web or Chord 2x4 :48' . 3460# 3540# 4070# 4445# Web or Cord 2x6 5165# 5280# 6095# 6660# Mlninum L nb tones e L S \ `C1 L ;Di jth^� siance B /Jt! ' L L - Back Face loci Box (0,1291 x 3', min) Nails, ro = Front Face 2x6 Member - Trlpllee Row Staggered Dl�innar li L Nail Spacing Detail L L saVARWNf,9■s RiAD AHD FaLOY ALL NGrfs oN TNIs nRAvlMal wwWORTANTrs n MISM THIS WAVING TG ALL CWRACTDRE INCLUDING THE INSTALLERS. REF MEMBER REPAIR DATE 10/01/14 Trusses requVe rwtrrllf cart h fabrleatlna, ha Akv, shipInstQIIV and broelna Refer to and fallow the latest rdltlon or 3=1 Ot Adhp Ccr4wwrnt Safety In(eMotlon, by tPl and SBCN for satrty DRWG REPCHRD1014 pprrop'TEE prlr to perforNn0 ihtsr functlans. Installers ■hall provkM NnpororYy ���rae:p par 7CS1. U,less noted other■Ista top chord shall hays properly ottachtd structural sheathylp and botton chard �. Q PO1� shall have a properly ottadFlrd rigid arl4+o. Loeatlons shown For pernonent lateral restrahi of webs "it haw braehp hrlall■d per B I se )3 27 or 220. as appuaablr, r" plates to each face of truss and posHkn as shown above and on the Jalnt Brtaesi uMless notecd�,otMrvlse, I.L.= AN ITIN MANY Refer to *411incl If0A-2 /r standard Plate pesltlsn. Atphe, n dNblon of ITV 1u0.tl1np Components Ore Inc, shall not be rsspenalble for o devlotion from this dranlnp, any, /al ure to bold the truss h� eon�ornancr wkh ANSI/TPI I, r for i+ond q, ahippl a , YutoAotlon s. ioradnc o/ trusses. A seal'on ills aMawife x rover gappee Ila eke this dro■F+p. hdmtes aecepianes pF pr'oFesslo srph+.eAar rrspmelblltY,, solely for * deslan shown. The svltobtlty and use of this draikV for any ucture is il. rsspand A of iTx Juk" Deftmsr per ANSLiPI I Sect, i . A SPAC%G 24,0' MAX 13388 LakeAvnl Odw Esdhaky,M0A3045 For pen Infornotilon err thlr Job'• general Doter ape and'thest web sltesl ALPINO wws.al ntltw.eenl TPI, vw*30at,or01 SaCA, ywwebcn uctryarp, 1CG wwwJccsafs,arB r 0 stmv U44 S.I. x NIP. -8- ibCf4-* 1, T/ qz' I =qA.. M.Y—rmi ALI L-P 6g O.cM� LF.r. 0 0 F17 -409 9,*"" 0 O"T Eimm 0 o OZ: 0.1 -,Ia ZDd ORMY-da 737YA. 4 a, . d 6!., 1, : -ET' is 'Tr. 'OT P91 v 511pu-pat PST. S BultijiDils Uf 'S . . All poj! p 8pRtq-oq. -Iu;atP4*IMV- ,-_4.PST V. —ua—u—ju !—Tfy"—u idKI P,'..DM;Pj P4, _ul .kupp— ')(VW (CII-) jod or. pulo (-U);sd MGM HaildmLdvu dx3-'pafOl5u3 Ndw OVOT-) -'33SY 40, iunii , jkl?W**'Jd' ... ' 0 1 -, ..0 d I rtm.j XB 41ddV, ORIAN, Yjlla - 0�04* u,uvAspI , su! , t da. . bf if"I 19 uT 6 T - NICIeWil- Oil TI a S73W.AVH UUTkL A2I3A'I`WV3B Waqw. P? A's (1 r- A P -.101*9H % (51a) (3 WOS ifpcig 14f�.Ujnd . U909-MAII pug azi aRu -aq ri-1 Simpson.. ... Construction Connectofs .Face -Mount Hangers - I -Joists, Glulam and SCL fi These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. 21/z x 16 IUS2.56/16 MI1.12.56/16 U314 HU316 / HUC316 21/z x 18 . MIU2 56,/8 `HU316 (MUC316' 21h x 20 MIU2.56/20 21hx•22` to 26 ' MIU2.56/20 29A6 x 91/4 to 26 3 x 91h" MIU3.12/9- .HU210 2_/ HUC210-2 3 x 111/s MIU3.12/11 HU212-2 / HUC217-2' 3'A g(ulam ` . _ ,�.'LGU3:25-SDS HU3:25/12 ( HUC3.25/ HU3 25/16 / :HUC3 25r'16 HUCQ216-2-SDS HGUS3.25/10 HGUsi25h2, 31/2 x 51/4 HHUS46 HGUS46 . 31/zx71/aaHHUS48 .HUS48 �. HGUS48 1� 31h x 91/z IUS3.56/9.5 MIU3.56/9 U410 HUS410 HHUS410 HU410/HUC410 H000410-SDS HGUS410 LGU3.63-SDS MGU3.63-SDS Dimensions "' Fasteners ' i (m) Allowable Loads Regd.l11 Uplift (160), Floor (100) "Snow ,(115), Roof (125) )-Floor (100)1 I Snow oigl Roof (125) , • - 25/s 16 2 Min. (14) 0.148 x 3 - 70 1,660 1,805 1,805 1,425 i,555 1,555 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805 115551 1,H511.5.55 • - 129/16 157/16 21h - (24) 0.162 x 31h (2) 0.148 x 11/z 230 3,455 3,920 4,045 2,970 13,370 13,480 • ✓ 29/16 101/2 2 - (16) 0.162 x 31/z" (6) 0.148 x 11/2" 970 1,945 2,205 2,37511,675 1,89512,045 • ✓ 129/6 141/a 21/2 - (20) 0.162 x 31/2 (8) 0.148 x 11/2 1,515 2,975 3,360 3,610 j 2,565 2,895 3,110 IBC, • 29/is 174,r " '21/2 '- . ` (26) OM t2) 0:148"x 11/z ' `. -230 3`,745 ,4,045' 4,045 f3,220 3,480'3,480 LA •. % 29/i6 1, 1/a; , �2'Iz�� - (20) 0.162 x.3?lz'' r ' _(8)•0148 x 1 W' 1515, 2,975 1 3,360. 3,610. 2,565 2,895 �3,1110 • - 29/16 197/6 21/2 - (28) 0.162 x 31/2 (2) 0.148 x 11/z 230 4,030 4,060 4,060 13,465 3,495 3,495 • ✓ 29/6' 197h6 21h - (2$)-0162 x3y/i (2) 0:148-x 11h 230 4,030 4,060 `4,060 3,465. 3,495 3,495' 29/s" wide joists use the same hangers as 21/z" wide joists and have the same loads. - 3'%BI y716'' L%2 10):U. 104 X 392 `tL)'UJ'+?JX 1 %2,' L6U L,3U3 L,01.� LOLU' I'Mu L,14J, L,4L0 ✓ 1:3'/6 J-, 81% 121h I Max: {18) 0.162 x 3'/i {10)°0 148,x 3 1795' 2,680 31020. 3 250.' 2,W5 2,605 2;800' IBC, 1-1 131A 111/a 21/z - (20) 0.162 x 31/2 (2) 0.148 x 11/2 230 2,880 3,135 3,135 12,475 12,695 2,695 FL, " • ✓ 31/9 109/16 21/z 1 Max.. (22) 0.162 x 31W,' (10) 0.148 x 3 1795 3,275 3,695 3,970 2;820' 3,180 3,425- LA 2 ,• : 13'/4' 11 W . 21h = (24)'0.162 x31/2 .' (12) 0148`x-3. ,7u5 3' 570' 4;030` �4;335 '3;075 3,470 3,735 • • vi 3/4' 1311i6 -: 21/2 , Min Max. . (20) 0162 x 31/z (26) 0162k 3'/z (8) 6,148 x3 ,. (12); 0148 z 3 1515 1,7,.5' 2,975 3870 3,360' 4,365;4,695 3,610 2,560 3,330' 2;890 3,755 3,105', 4,040� - 3y/a 9.',+;" , 3 7, {12)1/4; x 211z'; SDS {6)1/a'.,X'211z' 'SDS 2 3A5' 4, 15 : 15 4, 315, 3;f 00 3,710 u,71rJ` FL 31/4 4 -(46)02 (fi062x 3h 4,095 ,0610 9,100� -9,100, 7,825 7,825 7,825 1BC, !" 31/4 I -i45/s" 4 =- -'(56) 0162.x31h: , {20} 0 6? x 3'1z = 5i040 9,400 9 4' 9 400 086" 8,005 ;8,085, FL I'' 8 to 30 : 41h - 06)'A 'x 211z" SDS (12)1W,!)(21/,'.SDS': -5,555 6;720 3 i r, xJ.7 ;4,$40 �.2 5 5i265; • 4-.:3'/4 - 35/a 51/a 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 • - 35/s 06 4 - (20) 0.162 x 31/2 (8) 0.162 x 31/z 2,155 4,360 4,885 5,230 3,750 4,20014,500 a V.-/bl Y/b, + ,kL j,V.,V4lA Nl4 k.)V.�A VL ,i)IVIJ 1,vv ,11'11j • • ' =) 35/s 7?I61�; 4 - (36)j0.162 X 31h, ",(12) 0162 x 31h 13.235 7,460 ,460'. 7,460) 6 415 6,41516,4151 • - 35/s 9'/2 2 - (10) 0.148 x 3 - 70 1,185 1,020 1,160 11,250 • - 399 8'�s 21/2 - (16) 0.162 x 3'h (2) 0.148 x 11/z 210 12,305=' 1,980 2,245 1 2,425 • ✓ 39/16 8% 2 - (14) 0.162 x 31h (6) 0.148 x 3 970 2,015 2,285 12,465 1,735 1,965 2,120 • - 39/16 8'sAs 2 - (8) 0.162 x 31/2 (8) 0.162 x 31/z 2,990 2,125 2,420 2,615 1,820 2,070 2,240 • - 35/s 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/z 3,565 5,635 6,380 6,445 4,845 5,486 5,545 • ✓ 39/6 NA 21h I - (36) 0.162 x 31/z (12) 0.162 x 31h 3,235 7,460 7,460 7,460 6,415 6,415 6,415 • - 39/I6 9 3 - (12)1/4" x 21/2" SDS (6)1/4" x 21/z" SDS 2,265 4,500 4.500 4.500 3,240 3,240 (3,240 • - 3% 91'A6 4 - (46) 0.162 x 31/z (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 7,825 7,825 ( 7,825 IBC, • - 3% 8 to 30 41/2 - (16)1/4" x 21/2" SDS (12)1/4" x 21/2" SDS 5,555 6,720 6,720 6,720 4,840 4,840 14,840 LA • - 3% 91/4 to 30 41/z - (24)1/4" x 21/2" SDS (16)1/4" x 21/2" SDS 7,260 9,450 9,450 9,45016,805 6,80516,805 • - ,35/a 11 t/,, 2 - , (12)'0.148 x 3 _ - 70 1,920 T,615 j,1,* 11226 1,39011,485'. 114 '46 See footnotes on p.150 THA/THAC Adjustable Truss Hangers �j e This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating: See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For the THA29, nails used-forjoist-attachrnent-must be driven at an angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated • quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35/a" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart Double - Shear Nailing Top View Double -Shear Nailing Side View; Do not bend tab 13/4' for THAC422 for l22.2 l26.2 ID THAC422 13/i typical 21h' for THA422.2 and THA426-2 THA418 41300 Double 4x2- 2face nails Use full table value (total) Single 4x2-� 4 top nails (total) Face nails Top nails nailertable total per table per table' Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps maybe installed straight or wrapped over with tabulated face nails installed into top and face of headE Dome Double -Shear Nailing Side View (Available on some models) " Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation .yP.— ' . ­ Top Flange Installation or to tnote 5 p.187 '86 THA/THAC Adjustable Truss Hangers (cont.) LJ These products are available with additional corrosion protection. For more information, see p.15. 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 Qoist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 18 LUS/MUS/H US/H H US/H G US Face -Mount Joist Hangers This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The double -shear hanger series, ranging from the fight -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing that distributes the load through two points on each joist :.mail for great r 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 ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • o designed forWelded or nailer applications: " Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab Dome Double -Shear `"'� Nailing Side View (Available on some models) 1' for l,' 1lfis forg; a. e; r '°a H �w B LUS28' Or HHUS210-2 0 �wj /B VAO HGUS28-2 MUS28 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 176. •(apes ainoe-uou) 916ue ep!slno a4} uo pa!Ie}su! sl!eu ;s!ol Ilb' (Ino Ianaq aq;snw js qq }y6!a pemeilS -196ueH SnHH ma!n dol oftu /uloads Bps , a}nod pool apul jo Lti•o peol ope};o 98•0 }no IanaB 119 < m pool apul jo Lb•o pool apel to 9b•o }no eAunbS 119 > m > 2 peol epel to Lb•o peol apel to 99,o lno 19na9 .9 > m > Z peol apul jo 9ti•o peol apel to ZL'0 lno 19n98 Z > m pEol elgel3o 9b•o peol apol jo z9•o lno ajenbS „Z > m :4!ldn peo-I umoa islor 4;p!m }eaS SnJH :aae speo) algemolld •o9b to wnw!xew e of Nuo pameNs aq ueo saabue4 snE)H - was polmis — SnJH 6u!lleu Aeags elgnop Aol mope of }no-leAeq eq }snw }s!ol a41 . •ql 9LV `Z paeoxe of }ou 'peol elgel a4} to ZL'o aae suo!}!puoo pamaNs/padols Aol speol ll!ldn . peol elQel e4l to 99-o si peolumop algemolle wnw!xew a4} 'saa6ue4 pemax s pue padols ao iluo padols ao:j . peol apal a41 So 98•o si peolumop algemolle wnw!xew `Nuo maxis Ao j . o9q p wnw!xew e of padols jo/pue ogtr jo wnw!xew a of poma�s aq ueo sja6ue4 SnHH - ;leas pama>IS jo/pue padolS — SnHk '66-86 •dd uo uoi}ewaolui suo!;do aa6ueH Gas snDH/snHH+ g6l d uo saloulool olge; aaS •anoge alge; aas 'uo!;ewao;u! aaualse; pus suo!suaw!p BOA L l='Q81 0£L'9 Q£L`9 0£L`9 i £'9 S'v9'i oQl'6 00:6 00L'6 00L,6 060'Z OON ooi'6 Ool'6 OOL'i3 Oi30'Z f/l 9z8; "S£ `z' S5 Z • 'u' i "' OZZ'Z 0£8"�i�6� � s99`Z`, r8 .: Q£8.`S,`; S. 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For more information, see p.15. see p.21. See pp. 335-337 for more information. Double 2x Sizes HHUS26-2 I 45/is 1 14 35/i653/s 1 3 1 (14) 0.162 x 31/z (6) 0.162 x 31/z 111,320 12,830 13,190 13,415 14,25011,135 12,435 12,745 12,935 13,655 HGUS26-2 I 49A6 1 12 35/i657As 1 4 1 (20) 0.162 x 31/z (8) 0.162 x 31/z 12,155 14,340 14,85015,170 15,575 11,855 13,73014,170 14,445 14,795 IBC, FL, LA IIGUS282-,.69/s ;'12 _ 3 s' .. 731s, ,{ -. _. (36)Q162x„3'%z,,(12)`it.16,2^x3'h'3235 _ . 7460; _a 746tC' 7460• .7;46D 27,SO:R6415 §,415-, 6,415 6,415" LUS210-2 Or, 18 31A 9 2 (8) 0.162 x 31/2 (6) 0.162 x 31/2 1,445 1,830 2,075 2,245 2,830 1;245 1,575 1,785 1,930 2,435 HHUS210-2 83/a 14 35A,, 1 87/a 3 (30) 0.162 x 3Yz (10) 0.162 x 3'h 3,550 5,705 6,435 6,485 6 485 3,335 4,905 5,340 5,060 5,190 HGUS210-2 89/is 12 1 35A,, 1 93/is 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 '=.t:.,.iUSLb �s` 'ls 7Z -1 4354 -�. ; 3,1fu 'i /SU 4 fl�3' IBC, FL,a}'Zspu ._.. HGUS28 3 ..' 61�' ` =12;. 41% 7%a J ' 4"]-( 36) 0:762 x 3'ih ... 4"* 0.i62 x3 h ;3,235 7,460 73460 7460 7;460 ; 2,780-.'6,415 6 415 6 413 fi,415" LA HHUS210-3 83/a 14 471A6 87/a 3 (30) 0.162 x 31/2 (10) 0.162.x 3'/z 3,405 5,636 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 89A6 12 415As 91/4 4 (46) 0.162 x 31/z '(16) 0.162 x 31/2 4,095 .9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS212 3 s (1Q%ao ' 12` 4?�i�` 3 10 /4 ' v4 ; {56) 0: 6�,x3 /z 1 ,(20)'0.162 z 3 h r. „� 1 Z� " I)4 1, 1 t' 4 4 ar. 0 ti3, 104 -h9i}p, s r lz�G ��ci{ z a, r5t) :�, 8�' IBC..L, LA Quadruple 2x Sizes 1HGU526-4 I". 51h" ".12, -69As 5%is :4- 1 (20)0162X31/2y 8)U.162X L'J 4,8bU '-0b,119b, GS. 1,64b.] i,13U JAilWU 1,4,14tl 1 4;lyb IBC, FL, HGUS28-4 71/4 12 69A6 73/is 4 (36) 0.162 x 31h "(12) 0.162 x 31/2 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 8% 14 6'/a 87/e 3 (30) 0.162 x 31/z (10) 0.162 x 31/2 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL 4x Sizes IBC, FL, LA IBC, FL LUS48 43/a 1 18 1 3'A6 63/4 2 (6) 0.162 x 31h 1 (4) 0.162 x 31/2 1 1,060 11,315 11,490 11,610 12,030 1 910 1 1,130 11,280 11,385 11,745 IBC, FL HUS48 61/a 14 39A6 7 2 (6) 0.162 x 31/2 (6) 0.162 x 31/z 1,32G 1,580 1,790 1,930 2,415 1:135 1,360 1,540 1,660 2,075 LA HHUS48 61/2 14 3% 71A 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 1:760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 67/is 12 35/8 71/Is 4 1 (36) 0.162 x 31/2 (12) 0.162 x 3'/2 3,235 17,460 7,460 7,460 17,460 2,780 16,415 16,415 6,415 6,415 HC7US410 1 87/�s ;' 12 `,31a. 9'As; 4 (46)0162x31/e `.(i6);D162x31Iz, 4,095, 9,1Za0 9100 )91D0, 9,100 .3,520;'7825 7825 7,825' 7,825. C, FL iBLA HGUS412 10346 12 3% 10% 4 (56) 0.162 x 31/2 (20) 0.162 x 31h 5,695 9,045 9,045 9,045 9;0045 41900, 7,780 7,780 7,780 7,780 HGUS414 11346 12 3% 127He 4 (66) 0.162 x 31/2 (22) 0.162 x 31h 15,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190 Double 4x Sizes HGUS7.37110PM, 87/is i.12 .7?le` .89/s 9 (46t 0.762 X,3Yz ; (16} D.162x31h 3,43Q 9,095' 9,095. 9,095 9,095, •2,950" 7820 <7,82Q 7,820" _7,820 FL 1. Uprift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table 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 ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selectors software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h° nails in the header and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/a". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to'/z" max. to allow for greater construction tolerances (maximum. gap for standard allowable loads is 1/s" per ASTM D1761 and D7147). See technical bulletin 'T C-HANGERGAP at strongtie.com for more information. Material: 16 gauge N Finish: Galvanized L 4a Installation: v _ Use all specified fasteners; see General Notes Can be installed filling round holes only, or filling O 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 � Options: 0. 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 6 Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335--337 for more information. 13/4" HTU26 Typical HTU26 Minimum Nailing Installation 1. . y.,P ..� ...., truss and carrying member HTU Installation for Standard Allowable Loads (for'/z" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger uap) Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) Dimensions (m) - Fasteners (in) k - DF/SP Allowable Loads SPF/HF Allowable Loads Model Heel; Cotle: No'' Height W , H B Carrying Carried:- Upliff Floors Snow ,;Roof wWind Uptift :'Floor Snow Roof 1Niod a Meinber. Member - , (160 (100) (115) ,•(125) ,(160}. (160) (i00); (115)- '. (125) (60) Single 2x Sizes HTU26. 31h,; 15/a 5f , 0) 0162 x 3"/11) 0148'x1/z t?f 2,6'0 br, i3i, 1,Gm +,68 6c0 HTU26�(Min.) " 3'%a `.' 15/s 57As 3'%z .{2Q) 0.162 x 3?h ��{iA) 0148;x i ilz 1,250 _ -2,940 r, 3,200 �? 3 200 3 200 1,075 , t.1,852. 2;015 , e 2;015 ' 2,,015 HTU26 {Max.) - 51h"` .7 5/a 5'As 3'h {20y0.162ix 3'%i {20),'0.148 x:1''h 1,555 2;940 ; a�0 ; ,aSS) , 4;070 , 1,335 ;530 2 ' ' ' 3:i1S0 :3,450 IBC, HTU28 (Min.) 3'/s 15/e 7'As 3'/z (26) 0.162 x 3'/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.) 71/4 15/a 7'As 3'/z (26) 0.162 x 31/z (26) 0.148 x 1'h 2,020 3,820 4,315 jq,655 5,435 1735 3,285 3,710 4,005 4,675 LA Double 2x Sizes HTU28-2 (Min.) 37/a 3-Yie 71Ae 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1 1,530L3 HTU28-2 (Max.) 71/4 35Aa TAe 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 13,485 3 1,315 12,865 1 3,235 3,235 3,235 IBC, 2,995 3,285 '3,710 4,305 "5+37u,,� 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 govem. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVfPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and . reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. *96 HTU Face -Mount Truss Hanger (cont.) B 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/a 1 (2) 2x4 1 (10) 0.162 x 31/z 1 (14) 0.148 x 11/z 1 925 1,470 1 1,660 1 1,790 1 1,875 1 795 HTU26 (Max.) 1 51h 1 (2) 2x4 I (10) 0.162 x 31/z (20) 0.148 x 11/z 1,240 1 1,470 1 1,660 1 1,790 1 2,220 1 1065 2x6 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) 1,265 1 1,430 540 1,615 1,265 1,430 1,540 1,910 IBC, 2,530 °s 5 i}8f3.• 3,360 FL, LA Min :Dimensions (m) Fasteners (in) Df/SP Nlowable Loatls BPFIHF Allowable Loads Model Heel . �• 1 �• Code No Carrying' C`arrled',' Upbft ;Floor„ Snow "Roof Wind Uplift sFloorSnow Roof Wmd Ref: Height-1N H E3 ; _Member„ Member (160)(iD0} (15) �(125) (160) j (160) (100) , (�18) "(125) (160) Single 2x Sizes , .. .. �. I ... , . ' . .; _= IBC, HTU28 (Min.) 37/a 15/a 71/is 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/z 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 71/4 15/a 71/1e 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 1,920 3,820 4,315 4,655 5,015 1,695 2,865 &235 3,490 3,765 9 Double 2x Sizes HTU28-2 (Min.) 37/a 351E 71/% 31/z (26) 0.162 x 31/2 (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, FL, HTU28-2 (Max.) 71/a 3�is 71/% 1 31/z (26) 0.162 x 31/2 (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 1 2,865 ( 3,235 3,490 4,140 LA u"f117111_7 n,fi,..1� ,"7/. ' "!ESL.' a16_" �iG /201 A Iao. Q77 �''H i11rf11AS1 v'1 ' i''71;1; - � 1 7«� , 'A�ry�� ',A 7GF A'�JRl; i'Gil1 _ � iDYi ( Q 1071" 'n i0h ' Q io(1'.:.. 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1/a° and ih°, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 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. 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 25/16" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16' at 100% of the table load. Specify as an 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 1/4" x 234" Titen 2 screws (Model TTN2-25234H? for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or aVP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available • 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 TT1\12-251341-1) are not provided with the hangers. • Drill the 3/1a"-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/1a"-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 3/16 " drill bit and hex -head driver bit (Model TTNT01-RC); a 3/16" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/a" is required as shown in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance • of 11/2" is pem-itted. Codes: See p.12 for Code Reference Key Chart Concealed flanges �:DIsj$r 1 e,1_ 2y, m1.. HU214 Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 Simpson.. ... Construction Connectorsj HU/HUC/HSUR/L ED Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. HU26 HU26X (4)1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 ,,,' HU28" HU28X' _ {6) ,Y4 X 2a , +' ; (6) �J4x <tl 3/4 "' ".(4) 014$ x 1h `. 545 1 50D ; 760 q 2 400' HU24-2 HUC24-2 (4)1/4 x 23/4 (4)1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26-2 in. } ,HUC26-2 " ' - % (8) Ya X 2a -" ;; (8);1/a x`13/4 (4) 0148 x, 3 760. ' ` ` 2,,OOO;a 760 ;3200 H026 2 (Max) HUC26 2„ (< ), p x 2la 12 1l . ? , (12)1/4=X13/a . (6) 0148 x 3 1135 r, , 3,OD0 ` 1135 3,950 HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8)1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/4 x 23/4 (12) IA x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU210. I HU21OX 1 (8)1/4 x 23/4 j (8)1/4 x 13/4 I (4) 0.148 x 11/2 1 545 1 2,000 1 760 1 2,415 1 nULIV"L �IVIQX:) L_, ..... 5s°"%+;we IIUIrL.�l2 L�NIQX )' ..n.x•..:rs .*,-S. t-IDt �4XGi4 ,k ..� 114f /4X�/4 art. ,.,, _. ;(IU)yVy�48 .�a7 .._ a .�» "16UU -', __., . .,.,.. Y,JUU .. .,�-, IOVV <J VBV HU210-3 (Min.) HUC210-3 (Min.) (14)114 x 23/4 I (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 14U210-3 (Max.) HUC210-3 (Max.) (18)114 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212' HU212X�(10)1Jax 23/4� {10)'%ax13J4 ' {6) 0 i48 X 11�z r 1135 2,50D, 1135 2 665` HU212-2 (Min.) HUC212-2 (Min.) (16)1/4 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUG212-2 (Max.) (22)1/4 x 23/a 1 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU214 HU214X (12)114 x 23/4 1 (12)114 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU214 2 {Min.) `: HUC214, 2 (Min:) , :, X (18} 1J4 J. 0148 x 3 1;515 - 4 500:' p i 515 5,085 ' HU214<2 (Max.) %�; AUC214 2'(M2x.) "" (24} Ya x 231a �s {24)1/a X' 13/<> > (12)0.148 3 �2 015, , 5;0$5: 2,015 HU214-3 (Min.) HUC214-3 (Min.) (18)114 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3 1,515 4,500 1,515 5,085 HU214-3 (Max:) HUC214-3 (Max.) (24) 1/4 x 23/4 (24) 1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216; HU216X� �(18}1/ax2374 _' .. (18)'la-X'1314 {8�014$X11h I515 2920- 155 �2920s ' HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 L (20) 1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 (M C2 /3 1 (11HU3 3/4 _ (3 8 zm}a 1515 4 920 115 '4 920 y �HU216.3 (Max:) HUC216 3 (Max,) (26)'Ta x 23/a :' (26)1/a,z's13/a (12) 0148 xx3 r, 2,015 5 085 2,015 5 085 HU7 (Min.) (Not available) (12)114 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11/2 1,135 1 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 13/4 (10) 0.148 x 11/2 1,445 1 3,735 1,445 3,735 38 UPLIFT/SHEAR ANCHOR- -F- EACH TRUSS - SEE B/SKI PLAN NOTE: ADD'L FRAMING NOT SHOWN FOR CLARITY I RQA AISED HEEL TRUSS BEARINGSCALE.NTS ED HEEL ROOF TRUSSES ROOF SHEATHING- SEE I PLAN SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN ��MA50NRY "] N RIBBON BOARD- SEE SCHEDULE S FOR SPACING d RIBBON BOARD- SEE FASTENING TO N SCHEDULE FOR SPACING < TRUSSES TRUSSES FASTENING TO TRUSSES WALL SHEATHING -SEE PLAN MIN. 15/32' CDX PLYWOOD OR 1/16' 056 WITH ed GUN NAILS WALL- (0.131' X 2 I2') 9 6' O.C. TO UPLIFT/SHEAR GYP. CEILING- RIBBON BOARDS ANCHOR EACH SEE PLAN t SEE PLAN TRU55- SEE PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD MASONRY WALL - INTO END GRAIN OF ROOF TRUSS BOTTOM CHORD SEE PLAN R:A18ED HEEL TRUSS BEARINCs_%� SCALE, NT$ SKI RIBBON 5CHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH` (2) 12d GUN (0.131' X 3') (Vasd=128 MPH) 2X4 SPFD2 24' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED Vult=180 MPH (2) 12d GUN (0.131' X 3') (Vasd=139 MPH) 2X4 SPF4 16, TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCL05ED 0 U �UzLL 0 Lu �¢o= wtLorx ZOo]f w Z w 3 U SHEETTNLE: RIBBONDEY.IlFOR R EDNEESROOFIRU a SHEEF INFORMATION: ]CB NO: ]dllld DOSE ISSUED: II I, gUWN OY: REVRWEO RT: M SK.1 J'dnuar,y:l',Q,: 2a20;. c-a-rpen. er.". ,cOnrac br of merica, Inc: Dear Matt: If you have ea-call., poagegive .;m., Sincerelq G750 Forum Drive, Suite 305 �rlapdo, FL 3021..l - (40O) 52I. -9-T9Q --"'(863).422-',8685 Alpine„ an 1TW Company /a No, 86367 0 .i STATE OF 6750 Forum Drive, Suite 305 Orlando, ,FL 32821 ALPINEPhone: (800)755-6001 AN my co++aanm www.alpineitw,com FL REG# 278, Yoonhwak Kim, FL PE i#86367 03/10/2021 hats bon algid onfcuty aiynrld using a DVW St it . P* tsd gut an otiginall signabse natal bo 0 the original siscironie YrtskM. Site fof ation: Pa 4e 1:' Customer. Carpenter Contractors of America I Job Number: N334496 Job Description: 7A5/320 ,182EC,E ,RIOI / 1828/CALI/4EBB ELEV.C/E Address: Job.En sneer rt Criteria: Design Code: FBC 7th Ed.2020 Res IntelliVIEW Version: 20.02,OOA JRef#. 1X3L89750071 Wind Standard., ASCE 7-16 Wind Speed (mph): 160 Design Loading (pso: 37,00 Building Type: Closed This package contains general notes pages, 24 truss drawing(s) and 4 detail(s). lterr� < Drawing Number Tres, 1 069.21.1302,22141 Al 3 069.21.1302.21811 A2 5 069.21.1302.22172 A4 7 069.21.1302.21233 A6 9 069.21.1302.22203 A8 11 069.21.1.302.21312 A10 13 069.21.1302.21874 A14G 15 069,21.1302.21672 A13 17 069.21.1302.21390 A16 19, 069,2.1.1302.21593 C1GE 1 06921.131.6.28811 CJ5 23 06921.1302.22233 CJ1 25 ' A16015ENC160118 27 VAL180160118 [ten! Drawing Nurn er, Truss 2 069.21.1302.22109 A1A 4 069.21,1302.21.281 A3 6 069.21.1302.21327 A5 8 069.21.1302.21704 A7 1`0 069.21.1302.22061 A9 12 069.21 A 302.21733 Al2 14 069.21.1302.22030 All 16 069.21.1302.22265 A15 18 069.21.1302,21358 B1 GE 20 069.21.1302.21624 EJ7 22 069.21.1302.21468 CJ3 24 069.21.1302.21610 HJ7 26 GBLLETIN0118 28 VALTN160118 ' Mor4da Certificate of Product Approval #171-1999 Printed 3/10/2021 1 51:40 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The -Truss Design -Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the 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 r found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh =. maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw; maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.orq. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com. Page 3 of 3 SEQN: 249564 / COMN Ply: 1 FROM: RWM Qty: 11 6'1 "7 6'1"7 Job Number: N334496 ,7A5/320 ,182EC,E ,RI01 / 1828/CALIMEBB ELEV.C/E Truss Label: Al 12'11"15 19'10" 26'8"1 610"8 6'10"1 6'10"1 5X5 E �,I 100' 1 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: it EXP: C Kzt: NA : Des Ld37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 9'10" 29-8" Cusl:R8975 JRef:1X3L89750071 T10 DrwNo: 069.21.1302.22141 SSB / YK 03/10/2021 33'6 610"8 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.222 K 999 360 VERT(CL): 0.385 K 999 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Creep Factor: 2.0 Max TC CSI: 0.617 Max BC CSI: 0.882 Max Web CSI: 0.457 EW Ver: 20.02.00A.1020.20 iHVQW?►op�P a No. 86367 a aka STATE OF 0 ° f. �% 10, 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1711 /- /- /961 /309 /444 H 1711 /- /- /961 /309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1490 - 3155 E - F 1130 - 2029 C - D 1366 - 2875 F - G 1366 - 2875 D - E 1130 - 2029 G - H 1490 - 3155 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2759 -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 D - K 530 - 745 E - K 1362 - 605 s FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 K - F 530 - 745 F-J 541 -134 "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 propgN attached structural sheathing and bottom chord shall have a properly attach etl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 67 or 810, as applicable. Apply plates to each face oT truss and position as shown above and on the Join, Details, unless noted otherwise. Referto ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building- Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWANY truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawingor cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solelyor the design shown. The suitabilitand use of This 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: AI ine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249588 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T25 ! FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22109 Truss Label: A1A �SSB / WHK 03/10/2021 7'112 13' 17'1"12 19'10" 23'8" 31'8"14 39'8" 7'112 5'0, 4'1"12 2'8"4 3'10" B'0"14 T11"2 =5x5 F 39,8" 4'811 2'0"1 �68 + so"11 8'1"9 12'10"4 14'1 23'8" 31'8"11 17 17' 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; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W8,W9,W11 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. :)w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA 1w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.280 P 999 360 VERT(CL): 0.522 P 905 240 HORZ(LL): 0.120 K - - HORZ(TL): 0.225 K Creep Factor: 2.0 Max TC CSI: 0.790 Max BC CSI: 0.859 Max Web CSI: 0.964 VIEW Ver: 20.02.00A.1020.20 `,`gj11tyIII�I1tt?pffPlP ' V A. 're" 00 No .86367 m Q� 10 o °® STATE OF 07 0.0 raRr.7 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1555 /- A /960 /309 /444 1 1555 A A /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 1413 - 2747 F - G 1409 - 2067 C-D 1715 -3278 G-H 1217 -2103 D - E 1437 - 2551 H - 1 1424 - 2775 E - F 1565 - 2527 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2374 -1111 L - K 2401 -1108 Q - M 2867 -1216 K - 1 2404 -1107 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - S 508 - 838 M - F 1684 - 892 C - Q 637 -122 M - L 1745 - 573 S - Q 2530 -1181 F - L 559 - 464 Q - D 744 - 323 L - G 450 - 365 D - M 533 - 912 L - H 477 - 691 Wind loading based on both gable and hip roof types. �°'o ��` {h0� ® 4 ©R fV + Bottom Chord section between vertcials may i�u �1 0, ® s e b be removed. �QI®�j SON A (b FL REG# 278, Yoonhwak Kim, FL PE #86367 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 c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigAid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building- Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWA- truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing4of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibili(� solely for the design shown. The suitability and use of This drawing for any sgructure is the responsibility of the Building -Designer per ANSIffP1 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:249589/ HIPS I Ply: 1 Job Number: N334496 Cust:R8975 JRef:1X3L89750071 T9 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RIO1 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302,21811 Truss Label: A2 �SSB / WHK 03/10/2021 6'1 "7 6' 1 "7 M O 125 12'6"15 19, 65"8 �'_i 10' 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,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. A. =_5X5=5X5 E F 39'8" 9'10" 19'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 27'11 33'69 39'8" 6'5"1 6'5"8 6'1"7 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.172 L 999 360 VERT(CL): 0.321 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.747 Max Web CSI: 0.625 Ve r: 20.02.00A.1020.20 14%, 0 a, STATE OF, --,a fi a te a. 10' 1' in., ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /963 /310 /427 1 1556 /- /- /963 /310 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1542 - 2800 F - G 1182 -1779 C - D 1425 - 2521 G - H 1425 - 2521 D - E 1182 -1779 H - 1 1542 - 2800 E - F 1159 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1262 L - K 2030 - 937 M - L 2030 - 957 K - 1 2444 -1241 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -119 L - F 548 - 356 D - L 521 - 683 L - G 521 - 683 E - L 548 - 356 G - K 508 -119 SORIV FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing -and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI ana'SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have.a properly ,iid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, i e. Apply plates to -each face of truss and position as shown above and on the Joins Details, unless noted otherwise. Pefer to Nings roues-c ror stanaara piare positions. rterer To tons t;enerai Notes page Tor aaanional information. ne; a division of ITW Buildin$Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the s in conformance with ANSI 1, or for handling, shipping,: installation and bracin of trusses. A seal on this drawing or cover page rg this drawing indicates acceptance of professional enpsneering responsibilirvry solely -for the design shown. The suitability and use Nis Ning for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. more information see these web sites: Alpine: alpineitw.com: TPI: toinst.oro: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora ALPINE AN O 10MPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249590 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T22 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21281 Truss Label: A3 SSB / WHK 03/1012021 6'17 12'0"15 18'0"1 21'7"15 27'7"1 6'175'11"2 3'714 5'11"2 F1 10 10' Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 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"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. Wjnd Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. ;5X5 =5X5 E F 39'8" 9110.1 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.171 L 999 360 VERT(CL): 0.319 L 999 240 HORZ(LL): 0.066 K - - HORZ(TL): 0.124 K Creep Factor: 2.0 Max TC CSI: 0,408 Max BC CSI: 0.748 Max Web CSI: 0.485 Ve r: 20.02.0 OA.1020.20 �® CENS*o"1186367 � a, o No 4 ® ® r • STATE OF 336"9 39'8" 5'119 6'17 10' 1' 39'8� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- /965 /312 /407 1 1556 /- /- /965 /312 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1608 - 2796 F - G 1252 -1794 C - D 1497 - 2523 G - H 1498 - 2523 D - E 1252 -1794 H - 1 1609 - 2796 E- F 1245 -1635 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2439 -1329 L - K 2064 -1027 M - L 2064 -1048 K - I 2439 -1308 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 495 -106 L - F 523 - 300 D - L 497 - 674 L - G 497 - 674 E - L 523 - 300 G - K 495 -106 011 Ilk S e0m6�® 414404NA� 4� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices Prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the ANI COMPANY truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili(t�� solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSIrr 11 Sec.2. For more information see these web sites: Alpine: alpineilw.com; TPI: tpinsl.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 249591 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef: 1X3L89750071 T8 I FROM: RWM Qty: 1 , A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22172 Truss Label: A4 SSB / WHK 03/10/2021 7'10"14 17' 22'8" 7'10"14 9'1"2 68" �1 10 10, Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.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. Wipd Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types =5X5 =5X5 D E 39'8" 9'10" 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 31'9"2 + 398„ 9' 1 "2 7'10"14 9'10" 29'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.149 J 999 360 VERT(CL): 0.279 J 999 240 HORZ(LL): 0.060 1 - - HORZ(TL): 0.112 1 Creep Factor: 2.0 Max TC CSI: 0.760 Max BC CSI: 0.755 Max Web CSI: 0.989 VIEW Ver: 20.02.00A.1020.20 �NCENs s� --;o t N®.8f357 Q i w w IV - op 1 10, 1' 39'8"� ♦ Maximum Reactions (Ibs) - Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /965 /318 /386 G 1552 /- /- /965 /318 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1673 - 2755 E - F 1699 - 2561 C - D 1698 - 2561 F - G 1674 - 2755 D - E 1352 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1373 J - 1 1695 - 842 K - J 1695 - 863 1 - G 2393 -1352 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. • Webs Tens. Comp. C - K 498 -448 E - 1 770 -435 K - D 770 - 435 1 - F 498 - 448 If. �4 FL REG# 278, Yoonhwak Kim, FL PE #86367 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 proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as appllcab�le. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building 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,, installation and bracing4 of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawinn indicates acceptance of professional en meering responsibility solely-forthedesign shown. The suitability and use Nis drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249592 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef.,1X3L89750071 T24 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EB8 ELEV.C/E �SSB DrwNo: 069.21.1302.21327 Truss Label: A5 ! WHK 03/10/2021 6'1"7 16'0"1 237'15 33'6"9 39'8" 9'10" 10 7'7"14 91101,10 6'1 "7 .6X6 z 6X6 D E T2 6 12 T4 5X5 80 'C5 F m io W W1 B G A � 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,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 L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.156 J 999 360 Loc R+ / R- ! Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999 240 B 1556 /- /- /964 f713 /366 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 1556 /- /- /964 f713 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.119 1 Wind reactions based on MWFRS Mean Height: 15.00 ft BuildingB Br Width = 8.0 Min Re NCBCLL: 10.00 TCDL: 4.2 psf Code: Creep Factor: 2.0 9 q = 1.8 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.799 G Brg Width = 8.0 Min Req = 1.8 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 3.745 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: 0.485 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1841 -2852 E - F 1665 -2513 C - D 1665 - 2513 F - G 1841 - 2852 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; D - E 1456 -1829 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2505 -1555 J -1 1780 -984 member design. K - J 1780 -1005 I - G 2505 -1535 Wind loading based on both gable and hip roof types. 00`��194Y9 t1il���/ Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. p �11,j�trs�+�laMd�js EK-D 617 -248 I-F 512 -469 41 e N0. 8636 • m i p o w A STATE UE��Ccr�,� `V 1 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and-SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. App y lates to each face otruss and position as shown above and on the Joint Details, unless noted otherwise. flefer to ALPINE drawings 160A-Z for sfandard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the ANR CCWAW truss in ANSI/TPI 1, for handling, conformance with or shipping,, installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enq neering responsibili(�, solelyor the design shown. The suitability and use of this Suite Fos -Designer drawing for any s9ructure is the responsibility of the Building per ANSIfrP1 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: 249593 / HIPS Ply: 1 Job Number: N334496 u: R 8975 JRef:1X3L89750071 T7 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E �Dns,"N.:069.21.1302.21233 Truss Label: A6 SB / WHK 03/10/2021 7' 10"14 15, 24'8" 31 V 2 39'8" 7'10"14 7'1 "2 9'8" 7'1 "2 7'1014 .6X6 ; 6X6 D T3 E 12 6 ;-5: C 5 \ 5 X5 r� W co W1 B G� A H �88, 4X6(A2) =5X5 =5X5 =5X5 =4X6(A2) 39'8" �1' it0' 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): 0.159 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /962 /328 /346 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.115 I - - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf G Br Width = 8.0 Min Re Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 9 q = 1.8 BCDL: 5.0 psf 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: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1807 -2729 E - F 1827 -2537 C - D 1826 - 2538 F - G 1807 - 2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110 member design. K - J 1847 -1131 1 - G 2363 -1462 Wind loading based on both gable and hip roof types. Illllit,f tiVf f Maximum Web Forces Per Ply (Ibs) rr�rs� Webs Tens.Comp. Webs Tens. Comp. *�,� 1e �5'ID /�� K- 628 -300 E {� F 394 358 an �` Nv. 86367 0 V. , �® STATE OF ® A , * �g ft - 9NI d lAi FL REG# 278, Yoonhwak Kim, FL PE #86367 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 andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propgr attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or B10, as applicab)e. Apply to each face of truss the Joint Details, Refer plates and position as shown above and on unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. to ALPINE Alpine, a division of ITW Buildingp�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the *NRW W truss in ANSI PI for handling, conformance with -1,. or shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive drawing this drawing indicates acceptance :of professional en meering responsibility solely -for the design shown. The suitabilil9y and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or • AWC: awc.org Orlando FL, 32821 SEQN: 249594! HIPS Ply: 1 Job Number: N334496 Cust: R8975 JRef:1X3L89760071 T23 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21704 Truss Label: A7 SSB / WHK 03110/2021 6'1"7 14'01 19'10" 25'7"15 336"9 39'8" 6'1"7 7'10"10 5'9"15 5'915 7'10"10 6'1"7 ,5X5 1112X4 =5X5 D E F T2 12 T4 6 � W 5X5 "v , C5 G r W3 m B H A � I �88 =4X6(A2) =5X5 =_ 5X8 -5X5=4X6(A2) 39-8" 10' 91101, 910 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 it loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.176 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240 B 1556 /- /- /958 /715 /325 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 A /- /958 l715 A EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.121 J Wind reactions based on MWFRS Mean Height: 15.00 itB Br Width NCBCLL: 10.00 Building Code: Creep Factor: 2.0 g = 8.0 Min Req = 1.8 TCDL: psf H Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 g q = 5.0 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.748 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. " Re Fac: Yes Max Web CSI: 0.434 P Spacing: 24.0 C&C Dist a: 3.97 ft Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1975 - 2822 E - F 1780 - 2112 C - D 1821 -2515 F - G 1821 -2515 Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1; D - E 1780 -2112 G - H 1975 -2822 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2470 -1666 K - J 1912 -1210 member design. L - K 1912 -1231 J - H 2470 -1645 Wind loading based on both gable and hip roof types. �vi�IQfi1v(!�� Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs y ➢�1/', WA Tens. Comp. �0. 0 a S • e ®�f ,C - L 439 - 395 F - J 556 -182 � L - D 556 -182 J - G 439 - 395 p �1C ,40 • • oa E - K 440 - 281 No. 86367 ° p, a ,w a STATE AE °041 110 °: � ®'aiS��f�1A,L �S '1J4aartsrltot►tt�a► FL REG# 278, Yoonhwak Kim, FL PE #86367 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 SBCA) for and 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 attache. rigid ceiling Locations shown for lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, of as applicab-le. Apply plates.to each face. o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positrons. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCCWAN truss in conformance with ANSIITPI 1, or for handling, shipping,installation bracing trusses. A this drawing and of seal on or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of this drawing for is the the BuildingUesigner ANSI/TPI Sec.2. Suite 305 any structure responsibility of per 1 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249595! HIPS Ply: 1 Job Number: N334496 Cust: R8975 JRef:1X3L89750071 T6 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22203 Truss Label: A8 SSB / WHK 03/10/2021 6'9"4 13' 19,101, 26'8" 32'10"12 39'8" 6'9"4 6'2"12 6'10" 6'10" 6'2"12 6'9"4 :5X5 III2X4 = 5X5 D E F 12 6 \N2X4 W �/2X4 M C G O N io W3 B H A I =-4X6(A2) =5X5 =5X8 =5X5 =4X6(A2) 39'8" 10' 9'10" 9.10" 10 1 10' 19,10" 2918" 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 Ioc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- /- /953 /716 /305 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 l716 A Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.121 J Wind reactions based on MWFRS Mean Height: 15.00 it NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: 4.2 psf H Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2014 -2780 E - F 1973 -2289 C - D 1925 - 2523 F - G 1925 - 2523 Top chord: 2x4 SP #2 N; D - E 1973 -2289 G - H 2O14 -2780 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323 member design. L - K 1982 -1344 J - H 2421 -1665 Wind loading based on both gable and hip roof types. tj®arIIPra �®1 0/�i Maximum Web Forces Per Ply (Ibs) �i�o, Webs Tens.Comp. Webs Tens. Comp. 0.0.1,0. 1`H W4 E N /"! 0 gC 0, L - D 535 -183 F - J 535 -183 D - K 425 -401 J - G 381 - 339 a�a �y 7 s N(y 8636 E - K 585 -391 ® s a STATE OF ®°.' ;*p �OR1Q C N,'k% FL REG# 278, Yoonhwak Kim, FL PE #86367 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 satPety to these functions. Installers temporary practices prior performing shall provide bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildingq�Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ANMCCMPA truss in ANSI�I PI For handling, conformance with -1, or shipping,. installation and bracin4 of trusses. A seal on this drawingg or cover paga 6750 Forum Drive listing this drawing indicates acceptance of professional en meenng responsibilitty�r solely -for the design shown: The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aipineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe org; AWC: awc org Orlando FL, 32821 SEON:249596/ HIPS Ply: 1 Nmber. N334496 Cust:R8975 JRef:1X3L89750071 T21 / FROM: RWM Qty: 1 RI01 ! 1828/CALI/4EB8 ELEV.ClE r,71A15/3u0,182EC,E DnvNo: 069.21.1302.22061 ss Label: A9 SSB / WHK 03/10/2021 6'3344 19,10'71515 33'4112 39'8" I 58177I67'9"15 2 635 i 5X5 1112X4 =5X5 D E F 12 T 6 �2C4 W I Nzo >X4 V W3 m io B H 1 -4 A to. I 8„ = 4X6(A2) - 5X5 = 5X8 =_ 5X5 = 4X6(A2) 39'8" 10' 91101, 9'10" 10, 10' 19'10" 29'8" 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /- /947 f717 /284 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - H 1556 !- A /947 /717 A Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.124 J - - Wind reactions based on MWFRS Mean Height: 15.00 ft BuildingB Br Width = 8.0 Min Re NCBCLL: 10.00 TCDL: 4.2 psf Code: Creep Factor: 2.0 9 q = 1.8 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.748 H Brg Width = 8.0 Min Req = 1.8 BCDL: 5.0 psf Bearings B & H are a rigid surface. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.753 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.999, Members not listed have forces less than Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2102 -2791 E - F 2189 -2492 C - D 1987 - 2524 F - G 1987 - 2524 Top chord: 2x4 SP #2 N; D - E 2189 -2492 G - H 2103 -2791 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2434 -1769 K - J 2065 -1444 member design. L - K 2065 -1465 J - H 2434 -1748 Wind loading based on both gable and hip roof types. Maximum Web Forces Per Ply (Ibs) ,1�®0�a�0lIPiF���pPp �rY A���!pgp Webs Tens.Comp. Webs Tens. Comp. Pis'®o 8 �4 �,��i• 539 5331F - J 98 -118 E - K - 4 2 pG a Nv, QV367 a 2 a, a STATE OF • 4► 6Go coo* Al,464m®Ear lie FL REG# 278, Yoonhwak Kim, FL PE #86367 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 -hand lin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by for TPI anc7'SBCA) safPety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicab-Ie. AppTy 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 Alpine, a division of ITW Buildin$Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANR COWANY truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use Nis drawing for is the the Building -Designer ANSI/TPI 1 Sec.2. Suite 305 any structure responsibility of per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249597 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRefAX31-89750071 T5 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21312 Truss Label: A10 SSB / WHK 03/10/2021 11' 19' 28'8" 33'10"12 39'8" 4 5'2'12 8' 9'8" 5'2"12 5'9"4 :5X5 = 5X5 5X5 D E T3 F 12 6 �2X4 W T p2X4 o C (a) (a) C' uo Cn W3 io o B H 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): 0.213 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- /940 1718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.127 J - Wind reactions based on MWFRS Mean Height: 15.00 It NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 H Br Width = 8.0 Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751 Members not listed have forces less than 375# Loc. from endwall: not in 9.Oo ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 2194 -2804 E - F 2386- -2693 C - D 2057 - 2533 F - G 2066 - 2539 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 -2773 G - H 2184 -2797 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1 X4 #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. ilgYqiqll/� p��Dj�� Maximum Web Forces Per Ply (Ibs) used in ld CLIR or scab scab f b(1) rests Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) CLR ane (2)f cabs 0�Nlk 1��AwA for (2) CLR'S where shown. Scab reinforcement to be ®`� (�� e e •r �' ``�+o �'�°p L - D 470 71 K - F 626 612 same size, species, grade, and 80% length of web D - K 739 -778 F - J 466 52 member. Attach with 0.128x3" gun nails @ 6" oc. �'4 ®� �. �•3 s® ;10. E - K 789 -534 No.86367 �. Wic,d �B* Wind loads based on MWFRS with additional C&C o � ® °D ,. member design. � o a Wind loading based on both gable and hip roof types. cd S ATE OF a ib l�1 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing. and bracing. Refer.to and follow the latest edition Component Safety � of BCSI (Building Information, by TPI an SBCA) fof safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�eferto drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure in to build the __ ANMCOWn truss conformance with ANSI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawingor cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en4ineenng responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.orp Orlando FL, 32821 SEQN:249598! HIPS Ply: 1 Job Number: N334496 Cust:R8975 JRef:1X3L89750071 T4 / FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21733 �SSB Truss Label: Al2 / WHK 03/10/2021 9' 17' 22'8" 30'8" 39'8" 9' 8' 5'8" 8' 9' 6X6 T2 —5XD5 —4E4 T3 =6X6 F T 12 6� T_ W "o (a) (a) uO a W5 io B G in 1 A I�8�8" � H 1 4X6(A2) =6X6 =6X6 =6X6=4X6(A2) 39'8" L1' 10' 9'10" 9'10" 10, I- 10' 19'10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defi/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 A /- /921 /720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- 1921 /720 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.150 I Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 TCDL: psf G Br Width = 8.0 Min Re Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 9 q = 1.8 5.0 BCDL: 5.0 psf 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 ft Rep Fac: Yes Max Web CSI: 0.306 Loc. from endwall: not in 9.00 ft FT/RT:20(0)!10(0) Members not listed have forces less than 375#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 #3SR13 or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629 be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 I - G 2329 -1835 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. 1 pyf�gtl�t�Maximum Web Forces Per Ply (Ibs) restrainor t N'Pvt�j� Webs Tens.Comp. Webs Tens. Comp. scab f b(1) CLR lieuCLRscabs S� substitute (1) (2)fad,,,` for CLR'S Scab 9 0 a ° a Ar/ C - K 718 -428 E - I 944 - 834 (2) where shown. reinforcement to be �0 0 a ! 'e�p K - D 940 - 832 I - F 718 - 430 same size, species, grade, and 80/" length of web � � CEN � , member. Attach with 0.128x3" gun nails @ 6" oc. ®a Wipd No. �6357 ,� Wind loads based on MWFRS with additional C&C r. design. member Wind loading based on both gable and hip roof types. R r� a 11 P9 6 44,4 r ia`��I`aa►e� FL REG# 278, Yoonhwak Kim, FL PE #86367 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 BCSI. Unless noted otherwise, top have bottom per chord shall proper)Y attached structural sheathing and chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed BCSI B3, B7 B10, _ per sections or as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ��^ 1, drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPPII 1 VN Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOMFANY truss in conformance with ANSIrf PI 1, or for handling, shipping, • installation and bracin44of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawin indicates acceptance of -professional en9r,eering responsibili��r solely -for design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer, per ANSIfrP1 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: 249610 / HIPS Ply: 1 Job Number: N334496 8975 JRef:1X3L89750071 T28 / FROM: LPM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E FDNo:R 069.21.1302.21874 Truss Label: A14G / WHK 03/10/2021 28'4" 7 g 6 9-4" 4,4" 7' %6X6 =4X4 =8X10 =H1014 �6X6 12 C D T2 E T3 F T4 G T 6� T 0 (a) W N M (a) I B A H v 1 I1�8,8" =5X5(A2) =H0510 =4X4 =6X8 III5X5K B3 -4X6=3X6(A1) 28'4" i11'4" 10"0"4 5'1"12 4'4" 4'4" 7' 11� 8' 18'10"4 24' 28'4" 328" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 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): 0.179 D 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240 B 1922 /_ /_ /- /884 !- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - - K 4268 A /- /- /1911 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.091 L H 80 /- /- /- /60 /- Mean Height: 10.51 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 TCDL: psf Wind reactions based on MWFRS 5.2 Soffit: 0.00 gCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.846 B Br Width = 8.0 Min Re 1.6 g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.785 K Brg Width = 8.0 Min Req = 5.9 H Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819 Bearings B, K, & H are a rigid surface. :20(0) 1 Loc. from endwall: NA FT/RT:20(0)/10(0) all: Bearings B, K. & H require a seat plate. Gend Plate Members not listed have forces less than 375# Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; B - C 1596 -3565 E - F 169 -505 T4 2x6 SP SS; Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N; C - D 1465 -3467 F - G 400 -180 Webs: 2x4 SP #3; W6 2x4 SP #2 N; D - E 1332 - 3056 G - H 538 269 Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1 X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun B - N 3126 -1377 L - K 786 -1874 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by y� p iP �r �/ N - M 3126 -1821 K - J 786 -1874 M L 2986 H erection contractor. CLIR t�{q{r1�la l / rvypP scab reinforcement used in ld Aif > ►4 - -1327 J - 179 - 399 restra restraint. substitute (1) scab for orb(1) C R ane (2)eu scabs cabs � 0 a �1 fppppp Maximum Web Forces Per Ply (Ibs) b�+��� for (2) CLR'S where shown. Scab reinforcement to be o cEft�°y ;PA" Webs Tens.Comp. Webs Tens. Comp. o+' same size, species, grade, and 80% length of web ®� a �r aSO member. Attach with 0.128xY gun nails @ 6" oc. p� �� a g C - N 1089 -274 L - F 3047 -1224 Ir®. �gC���� N-D 440 -430 F-K 2007 -4053 Loading b 0 ; ® D - M 568 -883 F - J 1889 -778 0 #1 hip supports 7-0-0 jacks with no webs. ® ® -i M - E 834 - 67 G - J 344 - 528 aWind � E - L 1423 -3051 e STATE OF ®4,� Wind loads and reactions based on MWFRS. r �p Wind loading based on both gable and hip roof types. 00, OR ,V ®� WARNING! This truss is not symmetric, but itsexterioroAAt�0 makes erection more �I A probable et isimperat a that this trussometry be stalled J��N properly. FL REG# 278, Yoonhwak Kim, FL PE #86367 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 for an a SBCA) safety practices prior to performing these functions. Installers shall provide bracing BCSI. Unlessnotedotherwise, top chord shall have bottom temporary have per properly attached structural sheathing and chord shall attached rictid ceilin Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections a properly B3, B7 or B10, as appllabtie. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin/$cLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANRWCOMPAW truss in ANSI/TPI 1, for handling, conformance with or shipping,, Installation and bracing of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engTeering responsibiliti solely -for the design shown. The su!tabilify and use of this drawing for any s9ructure 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: 249599 / SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JRef: 1X3L89750071 T2 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22030 Truss Label: All �SSB / WHK 03/10/2021 T zo N Ln TCLL: TCDL: BCLL: BCDL: Criteria (psf) 20.00 7.00 0.00 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 57'4 5'7"4 10, 10, 11'3"15 16'0"l 237'15 5'0"12 �15 4'8"2 77'14 297'15 39'8" 6' 10'0"1 5X5 p5F5 =4F4 =5X5 =5u5 Wind Criteria Wind Sid: 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: 3.97 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; 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. 39'8" 9.101. 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 9.101, 29'8" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.229 L 999 360 VERT(CL): 0.427 L 999 240 HORZ(LL): 0.076 K - - HORZ(TL): 0.142 K Creep Factor: 2.0 Max TC CSI: 0.820 Max BC CSI: 0.802 Max Web CSI: 0.811 Ve r: 20.02.00A.1020.20 `g11ttiitIrilpr'�! WA 'p'1 a ffi N0. P6367 ® s s STATE OF��cc,�� F ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1556 /- A /932 /716 /257 1 1556 /- /- /930 /718 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2225 - 2806 F - G 2509 - 2878 C - D 2062 - 2521 G - H 2O44 - 2305 D - E 1917 - 2214 H - 1 2093 - 2649 E - F 1976 - 2258 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2452 -1880 L - K 2805 - 2204 M - L 2814 - 2230 K - 1 2266 -1674 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 1699 -1345 G - K 774 - 669 M - E 760 - 872 K - H 693 - 431 M - F 856 - 742 Ad®®�4 .6004NA, 1jt � FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an fabricating, for safety practices prior to performing these functions. Installers shall provide temporary "BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly lid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 i e._ AppTy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ,s in conformance with ANSI/TPI 1, or for handling, shipping,installation and bracinctof trusses. A seal on this drawing or cover page ng this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this Nmg for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslry.com; ICC: iccsafe.org; AWC: awc.org ALPINE MN COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249600 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T20 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21672 Truss Label: A13 �SSB / WHK 03/10/2021 5'7"4 5'7"4 10'8" 13'3"1 21'7"15 317'15 39'8" 5'0"12 2'7"15� 8'4" 10' 8.0"1 =5X5 D 12 6 _5E5 T3 =HOF10 T4 =6X6 G 2C C 80 Lo (a) W h Sn v B H v ALU 1118 8, =3X6(A1) 61 =3X8 =5X5 N =4X6 = X5 =3X6(A1) 20'8" 13'4" 5'13" r 10'8" 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: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T3 2x4 SP #1; T4 2x4 SP 2400f-2.0E; Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Webs: 2x4 SP #3; W7 2x4 SP #2 N; Bracing (a) 1 X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wipd loading based on both gable and hip roof types 5'4" 7' 10" 7' 10" 16 23'10" + 31'8" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria I - PP Deflection in loc L/defl L/# VERT(LL): 0.043 M 999 360 VERT(CL): 0.080 M 999 240 HORZ(LL): 0.017 J - - HORZ(TL): 0.028 J Creep Factor: 2.0 Max TC CSI: 0.957 Max BC CSI: 0.647 Max Web CSI: 0.546 VIEW Ver: 20.02.00A.1020.20 No. 86367 • ;,b �� STATE OF cc,` I ` 8' 1' 39'8"+ ♦Maximum Reactions (Ibs), or•=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 840 /- /- /551 1397 /257 N` 315 /- /- /159 /140 /- H 585 /- /- /436 /242 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Brg Width = 68.0 Min Req = - H Brg Width = 8.0 Min Req = 1.6 Bearings B, N. & H are a rigid surface. Bearings B, N, & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 959 -1265 E - F 645 - 628 C - D 755 -932 F - G 648 -471 D-E 808 -911 G-H 324 -611 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 1088 - 733 K - J 924 - 213 M - L 931 - 620 J - H 455 -107 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - M 396 - 367 L - F 903 - 565 D - M 619 -454 F - K 1390 -1254 M - E 442 - 299 K - G 854 -1043 E - L 449 - 564 101- 0'aAm FL REG# 278, Yoonhwak Kim, FL PE #86367 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)% attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, B7 or B10, _ as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANMCOMPAW truss in conformance with ANSI Q PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibiliti solely -for the design -shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANS(/TP( 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: 249601 / COMN Ply: 1 Job Number: N334496 Cust: R8975 JRef:1X3L89750071 T19 / FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302,22265 Truss Label: A15 SSB / WHK 03/10/2021 5'7'4 10'8" 15'3"15 23'3"15 31'8"1 32'8" 39'8" 5'74 5'0"12 4'7"15 8' 8'4"2 11'15 7' _— 5X5 D S) T:5X112 6 a�2X4 _SXE4 =HOF10 0(S H T fo C T3 T4 G (a) T o EO io B `v ihI A A.J l 118,8„ 1 3X6(A1) =5X08 -5X5 =4X6 =4X4L =5X5 =3X6(A1) l 21' 5' 13'8" �1 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 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. 8' 5' 5' 16' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 5'8" 31'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.038 0 999 360 VERT(CL): 0.072 0 999 240 HORZ(LL): 0.017 K - - HORZ(TL): 0.031 K Creep Factor: 2.0 Max TC CSI: 0.701 Max BC CSI: 0.635 Max Web CSI: 0.703 VIEW Ver: 20.02.00A.1020.20 ,wllltaIII 11POfffo EN o No, €36367 a m t1 a a*B"" R 8' 1' 39'8+ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - 0 936 - 827 M - L 464 - 410 O - N 570 - 442 L - K 530 - 367 N - M 598 - 426 K - I 451 - 326 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - 0 502 - 291 M - F 909 - 732 O - D 469 - 387 L - G 947 - 898 E - M 1635 -1574 - —WARNING"'* READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid 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 o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingg Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANM�OWA. tr ss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover paga 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of itlis 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: 249602/ SPEC Ply: 1 Job Number: N334496 Cust: R8975 JRef:1X3L89750071 T18 ! FROM: RWM Qty: 1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21390 Truss Label: A16 SSB / WHK 03/10/2021 17'3"15 23'6" 29'8"1 39'8" 5'7"4 50"12 6'7"15 6'2"1 62"1 2'11"1 7' 19'3"15 =5p5 T6 12 l ) _5L5 rn O =8X8 =8X8 ;5X10(SRS T m E F G H I J K o_ io B Z AB AE Ma NT 39 A Y X W V U T S R Q P O 3X6(A1) =5X5 =5X5 =4X6 1112X4(*•)) =5X5=3X6(A1) =4X4 21' 1S'i 13'8" 1'3"15 5' 3'6"5 8' 11� 8' 16' 17' "15 26' 29'6"5 39'8" 3'8"l 21"11 21' � 31,6,i Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.037 Y 999 360 Loc R+ / R- ! Rh / Rw / U / RL BCLL: 0.00_- Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.069 Y 999 240 B 774 /- /- /508 /355 /317 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 0 - - U 1323 /- /- /633 /586 A EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.030 0 R 711 /- /- /257 /237 A NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 M 531 /- /- /381 1247 A Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.948 Load Duration: 1.25 TPI Sid: 2014 Max BC CSI: 0.636 B Brg Width = 8.0 Min Req = 1.5 MWFRS Parallel Dist: 0 to h/2 U Brg Width = 8.0 Min Req = 1.8 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.584 R Brg Width = 8.0 Min Req = 1.5 Loc. from endwall: Any FT/RT:20(0)/10(0) M Brg Width = 8.0 Min Req = 1.5 GCpi: 0.18 Plate Type(s): Bearings B, U, R. & M are a rigid surface. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Bearings B, U, R, & M require a seat plate. Lumber Members not listed have forces less than 375# Top chord: 2x4 SP #2 N; Maximum Top Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Chords Tens.Comp. Chords Tens. Comp. Webs: 2x4 SP #3; B - C 1118 -1151 F - G 823 -776 Plating Notes C - D 1027 -960 G - H 834 -791 D - E 791 - 722 K - L 681 - 548 All plates are 2X4 except as noted. E - F 823 -777 L - M 628 -571 (**) 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning Maximum Bot Chord Forces Per Ply (Ibs) requirements. ��,1,`1(¢�fA4f�Vft��vrf Chords Tens.Comp. Chords Tens. Comp. Wind Alf Wind loads based on MWFRS with additional C&C g®��®� n *y �f��r'0I Y-X 627 -4111 S - R 584 -491 ®A i%�•f h �,lp� member design. �a ®�,�� �4�' ���P 10 W V 462 -350 Q - P 424 355 Wind loading based on both gable and hip roof types. . No. 86367 m V-U 462 -350 P-0 424 -356 U - T 589 - 490 O - M 445 - 354 �Maximum Web Forces Per Ply (Ibs) v, STATE OF Webs Tens.Comp. Webs Tens. Comp. s O 6 a .3 ! �1 �/ t �,I �� C - Y 445 - 257 U -AB 611 - 605 rev R ) t �� aif6 Y - D 453 - 285 AB- H 504 - 522 ®����I�� ✓ (/ j A r R 1t T®� be Z - U 1536 -1466 AEAK 910 - 826 ���11Oldddttttk°i FL REG# 278, Yoonhwak Kim, FL PE 486367 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 proper)Y attached structural sheathing and bottom chord shall have a properly attached rig4id ceilincl Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingq�Components Group Inc. shall not, be responsible for any deviation from this drawing,.any. failure to build the ANMCCWANY truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover paga 6750 Forum Drive listing this drawin indicates acceptance of professional engineering responsibilit(X� solelyor 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: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe.org; AWC: awc.org Odando FL, 32821 SEON: 249603 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T3 I FROM: HMT Oty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21358 Truss Label: B1GE SSB / WHK 03/10/2021 10'8" 21'4" 10.8" 1018" 4'8" i^ 2' (TYP) =4X4 F 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; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 21'4" 21'4" 21'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.004 R 999 360 VERT(CL): 0.007 R 999 240 HORZ(LL): 0.005 L - - HORZ(TL): 0.006 L Creep Factor: 2.0 Max TC CSI: 0.196 Max BC CSI: 0.164 Max Web CSI: 0.069 Ver: 20.02.00A.1020.20 t2 i0 ♦Maximum Reactions (Ibs), or*=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 245 /- /- /134 /103 1243 J* 72 /- /- /35 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 248 Min Req = - Bearings B & B are a rigid surface. Bearings B & B require a seat plate. Members not listed have forces less than 375# tit IP►ffft CE { ds P m Nv.86367 Coll 9 tt • STATE OF,-,- N A t. m FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly_ attached rigid cei!inp Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin —cLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW truss in'conformance with ANSI PI 1, -or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en meenng responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 249604 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T1 / FROM: RWM pty: 1 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21593 Truss Label: C1GE �SSB / WHK 03/10/2021 Loading Criteria (pst) 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 " f 5' 2' —� (TYP) [— 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: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See DWGS A16015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. =4X4 D 14' 14' 14' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 14' 7' Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.005 J 999 360 VERT(CL): 0.008 J 999 240 HORZ(LL): 0.004 H - - HORZ(TL): 0.006 J Creep Factor: 2.0 Max TC CSI: 0.308 Max BC CSI: 0.177 Max Web CSI: 0.142 Val 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B' 68 /- /- /38 /30 /13 F 268 /- /- /206 /134 /- Wind reactions based on MWFRS B Brg Width = 159 Min Req = - F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. C - D 377 -129 D - E 376 -129 Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 511 - 238 H - E 511 - 238 0141111QItIIPolP 1,*0c WAsw­ S a i0, 86367 a 01 8 e w 9 w e� STATE OF e °$ S ao���® s1,46dN q�itim, FL REG# 278, Yoonhwak Kim, FL PE #86367 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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, as applicable. F AppTy plates to each face of truss and position as shown above and on the JoiniDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN—CO-AW truss in conformance with ANSI/TPI PI 1, or for handling, shipping,. installation and bracinggof trusses. A sea! on this drawinq or cover pace 6750 Forum Drive listing this drawing indicates acceptance of professional encLmeenng responsibi!it� solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TP! 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 249616 / EJAC Ply: 1 Job Number: N334496 Cust: R 9975 JRei:1X3L89750071 T15 / FROM: RWM Oty: 14 7A5/320 ,182EC,E ,RIO1 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21624 Truss Label: EJ7 �SSB / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12711 12 6 M O u) M () B A $,B„ D 1, + 7 7' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Ow Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /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# ��`yAiaa ao Rt'rmr��� �rIGE N,9No 86367 Me po��o a e w .r MATE OEM® c<,� FL REG# 278, Yoonhwak Kim, FL PE #86367 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 riciid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicab a. Apply plates to each face. otruss and position as shown above and on the Joins Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Build in$g Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the p"mvcmwnr+r truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracinctof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility, solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the BuildingUesigner per ANSIITPI 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: 249606 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T11 / FROM: LPM Qty: 4 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1316.28811 Truss Label: CJ5 KD / YK 03/10/2021 Loading Criteria (psr) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 �Spacinq: 24.0 " C 11'2"5 12 6 Cl) N CM C'7 B 1 A 8'8" D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1,60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 4'11"4 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 256 /- /- /200 /88 /152 D 89 /- /- /51 /- /- C 118 /- /- /85 /116 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# %Nlk WA �®otil4fll11#port 60 Cr� No. 86367 a STATE 9F OR dot/l(lildJ►i0®�' FL REG# 278, Yoonhwak Kim, FL PE #86367 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 c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have 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-Join'"Details, unless noted otherwise. F�efer to ALPINE drawings 160A-Z for standard -plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingq�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 bracin4 of trusses. A sea! on this drawin or cover page - 6750 Forum Drive listing this drawing indicates acceptance of professional engmeering responsibili((�� solely -for the design shown. The su!tabilil9y 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: 249607 / JACK Ply: 1 Job Number: N334496 Cusl: R 8975 JRef:1X3L89750071 T26 / FROM: LPM Qty: 4 , A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21468 Truss Label: CJ3 SSB / WHK 03/1012021 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: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C Deft/CSI Criteria PP Deflect!on in loc L/defl L/# 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 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 185 /- /- /156 171 /99 D 50 /- /- /27 P P C 63 A /- /44 /64 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,,,+reaecro,an��v�P WA ® No, 86367 a o � STATE OF % FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installina and bracing. Refer to and follow the latest edition of BCSI (Building it.Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. r BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly qid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 Ste._ AppTy plates to each face. of truss and position as shown above and on. the Join Details, unless noted otherwise. Refer to 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 ANSIII PI.1, -or for handling, shipping,, Installation and bracinccl1 of trusses. A seal on this drawmg or cover page 1is drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabililY and use of this for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2. ALPINE ANf COWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 249608 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T27 / FROM: LPM Qty: 4 , A51320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22233 Truss Label: CJ1 KID / WHK 03/10/2021 43 V F. 12 6 C Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 1, 11114 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): M 1 Defl/CSI Criteria PP Deflection in loc L/defl 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 Ve r: 20.02.00A.1020.20 9'2"5 :: ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- /- /145 /76 ME D 11 /-2 /- /14 /10 /- C - /-15 /- /29 /33 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brig Width = 1.5 Min Req = - C Brig 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# �e��r4�6ifQg�li1lOVIrP m No. 86367 S. �i STATE OF �0RIQ� ®� •'� po FL REG# 278, Yoonhwak Kim, FL PE #86367 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 fabkatinq, 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 ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. f�efer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildingComponents Group Inc. shall not.be responsible for any deviation from this drawing, any. failure to build the pN RW COMFpNY truss in conformance with ANSI1TPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing- indicates acceptance of professional engineering 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/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: 2496091 HIP_ Ply: 1 Job Number: N334496 Cust: R 8975 JRefAX3L89750071 T16 FROM: HMT Qty: 2 7 A51320,182EC,E ,Rl01 / 1828/CALl/4EBB ELEV.C/E DnvNo: 069.21.1302.21610 Truss Label: HJ7 KD / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacina: 24.0 " Lumber V5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0.162"x3.5") nails at top chord (3) 16d common (0.162"x3.5") nails at bottom chord 5'Y5 5'Y5 9'2"2 9'2"2 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 9110,11 4'6"11 9'10"1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.040 F 999 360 VERT(CL): 0.076 F 999 240 HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C Creep Factor: 2.0 Max TC CSI: 0.546 Max BC CSI: 0.416 Max Web CSI: 0.260 EW Ver: 20.02.00A.1020.20 �ggo9i®i4�lI?Fff 0 AA - No. 86367 STATE 0F�",� -7� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh ! Rw / U / RL B 326 /- /- /- /154 /- E 364 /- /0 /- /84 /0 D 214 /- /- /- 1177 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 4A1dli#�l11�� FL REG# 278, Yoonhwak Kim, FL PE #86367 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 SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per-BCSI. Unless rioted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawin or cover page . listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2. ALPINE AN COMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 o Gable Stud Reinforcement Detail ASCE 7-16: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure • ❑r,• 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 ❑r: 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 rir, 1pn mnh Wind Snoori 19' iv_ 4loinh+ P—+Tall., R.. ,---A r..n — _ . nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) Ix4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace *31 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' 6' 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' 8' 7' 11' 9' l' 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' p Standard 3' 8' 4' Il' S' 3 6' 7' 7' 1' 8' 11' 9' 6' 10' 4' ill 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' B' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d r Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' ill 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' B' 10' 4' 13' l' 14' 0' U _ #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10, 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' U LJ P Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' QJ O I� Standard 4' 2' 6' l' 6' 5' 8' l' 8' 8' 10' 5' 10, 10' 12, 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10' 8' I1, 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' 03 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, i1' 13' 4' 14' 0' 14' 0' 14' 0' C11 ' DFLI Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, i1' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10, 2' 10, 10' ill 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' d _ S P P #3 4' 7' 8' 2' 8' 5' 1 9' B' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' LD U H d 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I� Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' V 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10, 3' ill 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' V 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 1 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' r -t r D r L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14, 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 1 11' 6' 12' 0' 13' 7' 14' 0' 1 14' 0' 14' 0' Aboa I Diagonal brace option, vertical length may be doubled when diagonal 18• brace Is used. Connect dingonnl brace for 600# L at each end. Max web'L' Brace End 01 WA,,� total length Is 14'.Zones, t �P YP• + #2 or oO a ` 9 diagonal 'r 40A Y Vertical length showningle 8• y p d In table above, cut n) atend. uyy}�is®Bearing ,I., Connect dingonnl at onw �vt�fijtIca K 9 midpoint of vertical web. Refer to chart abo or Ma5 uVARNDG— READ AND FOLLEV ALL NOTES IIN THIS BRAVDN3a wwINPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUBDJG THE INSTALLERS Jr,Ed ,� 9 Q t Q P`g Trusses require extreme core N fabricating, handling, shipping, Instnlling and bracing. Refer to and �(� , ®Q ®® follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for IF safety practices prior to performing these functions. Installers stroll provide temporary bradng per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per SCSI sections B3, B7 or BIO, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Detalls, unless noted otherwise. &PI Refer to drarings 160A-2 for standard plate positions, Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY linstatation & bracing of trusses. A seal on this drawing or cover page Listing this &rowing, indicates acceptance of professkw4t 11 514\ Earth\ City\ Expressway engineering responsibility solely for the design sham The sultabiUty and use of this drawing 11 Suite\242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sera_ 11 Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web s ALPINE, www.alpineitw.comi TPI, www.tpinst.org: SBCA, www.sbcindustry.orgi ICC, r C, Kzt = 1,00 Bracing Group Species and Grades: Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Standard #2 Stud #3 Stud1 #3 Standard Dou (as Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard 1 Standard Group BI Hem -Fir #1 & Btr #1 Do", u Ins Fir -Larch Southern Plnewww #1 1 #1 #2 1 1 #2 Ix4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So, Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these grodes. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0,128'x3.0' min) nails. )K For Q) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o,c, between zones. )K)(For, (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 807 of web member length, ii Gable Vertical Plate Sizes 11 1 Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4', but less than 11' 6' 3X4 Greater than 11' 6' 4X4 + Refer to common truss design for peak, splice, and heel plates. 11 Refer to the Building Designer for conditions not addressed by this detail, REF ASCE7-16-CAD16015 DATE 01/26/2018 DRWG A16015ENC160118 TOT, LD, 60 PSF MAX, SPACING 24,0' 'T Relnfoi Memk Go Tr Gable Detail Fnr I Pt. -in • VPrt.1rn 1 <,- Gable Truss Plate Sizes pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates. vertical plates overlap, use a to that covers the total area of ,apped plates to span the web. „ 2*2X4 2X8 Nrovide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nallsi 10d Common (0,148'x 3,',min) Nails at 4' o,c. plus (4) nails In the top and bottom chords. Toenalled Nallsr 10d Common (0,148'x3',min) Toenails at 4' o,c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load. ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings A11515ENC100118, A12015ENC100118, A14015ENC100118, Ci 0 1>�f//f� A18015ENC100118, A20015ENC100118, A20015END100^1�, PP>j A11530ENC100118, A12030ENC100118, A14030ENC1 �6 Q€1� mr, P� A18030ENC100118, A20030ENC100118, A2003OEN Ot1� AE0 3 g * S11515ENC100118, S12015ENC100118, S14015EN 0118,E S18015ENCIODI18 S20015ENC100118 S20015E 110011a S 0 15P 1 8 S11530ENC100118, S1203OENC100118, S140306go S1803OENC100118, S20030ENC100118, S2003 0 0�18, S2003OPED100118 0 Seeappropriate Al ine # p gable detail for mnxlmlw unt�elnforced"6a vertical is 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End -nail To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specle, and grade of the 'L' reinforcing member. ✓eb Length Increase w/ 'T' Brace 'T' Relnf. Mbr. Size 'T' Increase 2x4 30 X 2x6 20 X Exampler ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o,c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8 ' 7 ' = 11' 2' "WARKINGI■r. READ AND FOLLOW ALL MITES ON THIS DRAWING] Pa 6 . / ����, wwDPORTANTom RMdSH THIS DRAVWG TO ALL CONTRACTORS MMUDING THE INSTALLERS. °va 4 C (® �- �e� REF LET -IN VERT Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and �. (t 00 ® 0� DATE O1/02/2018 follow the latest edition of BCSI a)u0ding Component Safety Information, by TPI and SBCA) for safety S lJ ./ practices prlor to performing these functions. Installers shall provide temporary bracing per BCSL / I t p M Unless noted otherwise, top chord shot( have properly attached structural sheathing and bottom chord P ls/j `a H lr shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs DRWG GBLLETIN0118 shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. PI Refer to drawings 16OA-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not he responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, )AX. TOT, LD, 60 PSF AN tTW COMPANY Installation & bracing of trusses. A seal on this drawing w cover page listing this drawing, 4wicates acceptance of professional \1 514\ Earth\ City\ Expressway engineering responstla ty solely for the design shown. The suitability and use of this drawing DUR. FAC, ANY \\Suite\242 for any structure Is the responsibility of the Balding Designer per ANSI/TPI 1 Sec.P. \\ Earth\ City,\ MO\63045 For more Information see this Job's general notes page and these web slQy.�78 Yoonhwak Kim, FL PE #86367 MAX, SPACING 24,0° ALPINE ww.alpineitw.comi TPIr www.tpinst.orgi SBCA, www,sbcindustry,orgi ICC. wawJ f Valley Detail - ASCE 7-161 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF -L #2 nor better, °Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �OK Attach each valley to every supporting truss with) 535# connection or with (1) Simpson H2,5A or equivalent connector for ASCE 7-16 180 mph. 30' Mean Height, Part. Enc, Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph, 30' Mean Height, Part. Enc, Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of web, 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', 4X4 3X4 2X4 12 Valle 12 Max, I- Spacing 2X4 X4 Pitched Cut Square Cut ---- 8-0-0 max ►� Bottom Chord Bottom Chord Stubbed Valley ❑ptional Hip Valley End Detail Joint Detail Valley 4X4 ** / 12 or m n T u ss e 12 Max. F-- t 2 o, , z rtrt�r ►� tf 4��k h X3 � R ll S t IX3�� 0 / 3 4 (Max Spacing) 2X4 e$G\ �,C�N fl 1X3 5X4 1X3 No. 8 a. ® Corte 20-0-0 (++) ® r'+T Trusses Portia Framing * O.C. Plan Supporting trusses at 24' o,c, maximum spacing. p v�' ® STATE OF —VARNINGIv READ AND MLDV ALL MIES [IN TMS DRAVDtq wwWMTANTew FUIWSH THIS DRAWING TO ALL CUTIMT13RS INCLUDING THE INSTALLER& Trusses require extreme core In fnbNcating, handling. Installing bracing. Refer r'�'` 4 J'C �". r . C pR1'0� 0��A LL 30 30 40PSF REF VALLEY DETAIL DATE 01/26/2018 shipping, and to and follow the latest editlon of BCSI (BuOding Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL ! ♦ 6 g ® ®� J U (� i®e j� r T L 20 15 7PSF DRWG VAL180160118 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations for lateral �/ 4/r� C DL 10 10 10 PSF shown permanent restraint of webs shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply to each face ,,, geti��'a k P' plates of truss and position as shown above and an the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. LL 0 0 0 PSF 55 Alpine, a division of ITV Building Components Group Inc. shall not be responsible fALor any deviotion from this drawing, any fulture to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, �TT , LD, 60 57PSF AN ITW COMPANY Installation g bracing of trusses. 514\Earth\ Ci \ Expressway N P y A seat on this drawing or cover page Usti g this drawing, Indicates acceptance of professional engineering responsibility solely for the design sham The sultobllity and use of this drawing UR,FAC,1,25/1.33 1111Suite%242 for any structure, Is the responsibility of the Building Designer per ANSVTPI I Sect 1,15 115 \\Earth\City,\MO%63045 For more Information see this Job's general notes page and these web sites. ALPINE, wwwalpineitw.comi TPIi www.tpinst.orgi SBCAi w—sbcindustryargi ICG wuwJc Q SPACING 24,0' Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, 'DF-L #2 or better, Unless specified otherwise on engineer's sealed design, for vertical Bot Chord 2x4 SP #2N or SPF #1/#2 or better, valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, 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 �� Attach each valley to every supporting truss with) Lateral Restraint applied at mid -length of web is permitted with diagonal (2) 16d box (0,135' x 3,5') nails toe -nailed for bracing as shown in DRWG BRCLBANC1014, ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C, Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on Top chord of truss beneath valley set must be braced with, supporting truss material at connection locations properly attached, rated sheathing applied prior to valley truss 170 mph for SP (G = 0,55, min,), installation, 155 mph for DF-L (G = 0,50, min,), or Or 120 mph for HF & SPF (G = 0,42, min.), Purlins at 24' o,c, or as otherwise specified on engineer's sealed design Maximum top chord pitch is 10/12 for supporting trusses below valley trusses, Or By valley trusses used in lieu of purlin spacing as specified on Bottom chord of valley trusses may be square or Engineer's sealed design. pitched cut as shown, www Note that the purlin spacing for bracing the top chord of the truss Valleys short enough to be cut as solid triangular beneath the valley is measured along the slope of the top chord, members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from ++ Larger spans may be built as long as the vertical height does separate 2x4 members, not exceed 14'-0', All plates shown are Alpine Wave Plates, 4X4 3X4 2X4 12 1 Valle 12 Max. Spacing 2X4 X4 Pitched Cut �- 8-0-0 Max Bottom Chord Square Cut Bottom Chord Stubbed Valley Optional Hip Valley End Detail Joint Detail 4X4Toe-nailed Valle y / ` 12 o m n T-usses 12 Max, t 2 o, , 111!!f IF f X3 12 `�,�1 �� W Sit 1X3 10 Max, 6-Spacing) � ��\CE ®° o, 4 3 CMa 2X4 5X4 1X3 1X3 a ait R v o CIOe 20-0-0 (++) C® 'uosc,s PartialFraming ' a 2 Plan Supporting trusses at 24' o,c, maximum spacing, STATE OF e wmDIPMTANT" � TFUS DRA READ AND TO ALL cONMCFELLUV ALL MRRS CLUBDM IM INSTALUMS. 0scpp *1 1 V C LL 30 30 40PSF REF VALLEY DETAIL Trusses require extreme care 4i fabricating, handling, shipping, Installing and bracing. Refer to nnd< folio. the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) far safety practices prior to performing these functions, Installers shall provide temporary bradng SCSI. P,I ��ae� (� 0 0 O 0 @ U (� G DL 20 15 7 PSF DATE O1/26/2018 per Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord have A ( r 4ft1J H }. +� �dog BC DL 10 10 10 PSF DRWG VALTN160118 shall a properly attached rigid ceiling. Locations shown for permanent lateral restrolnt of webs shall have bracing Installed per SCSI sections B3, B7 or 310, as applicable. Apply to face ett�►��uee®� plates each of truss and position as shown above and an the ionlnt Details, unless noted otherwise, Refer to and position ion as for standard plate positions. r� C LL 0 0 0 PSF .4 �I Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handUng, shipping, ❑T. LD, 60 57PSF 55 AN ITW COMPANY Installation S bracing of trusses. A sent on this drawing or cover page listing this drawing, Inckates acceptance of professional DIIR,FAC,1.2�/1,33 1 \ 514\ Earth\ Cit \ Fx resswa y p y engneering responsibility solely for the design sham The suitability and use of this drawing 11 Suite%242 for any structure is the responstlAtty of the "dig Designer per ANSI/TPI 1 Sec2. 1,15 1.15 \\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web t ALPIND •ww.alpineitwsoml TPIi rww.tpinst,orgl SBCA. wwwsbcindustry.orgl ICG ww SPACING 24,0° L VALLEY FRAMING & BRACING DETAIL • R 8( Lumber Size and Grade MinumOm Requirements of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: -Spans (distance between heels) 40'-0" or less -Maximum valley height: W-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 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 n accordance le s motet NDSoth requirem�`P� He Nails are common wire nails unless noted otherwise. fl 00.0069000660 �lt i TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE cm +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 gored between rows. ITY0 innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (**) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleepertotruss 4 16d toe -nails Two 2x6 sleepers to truss 3 16d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails Collar beam to rafter 416d toe -nails E:16d (0.162"x3.5") COMMON NAILS (A) (B)**) •.vLWaS T READ V To 9. ALL rRACT yr THIS DRA11M Inri C LL 20 30 40 54 REF VALLEY FRAMING TANTa ttsr 114 THIS Ba MM m ALL LL WrES ON ns'W TIE OrsTALLBTIs Trusses reyul-e extrene care In fabrtcating, handling. shipping, IasWUl g and brocbg' Refer m * C DL 10 20 7 7 DATE 10/O1/14 follow the latest edtlan of BCSI MAdho Component Safety Wornatlon, by TPI and SBCA) for !$fety practices prior to perfornkV these functions. Installers shall provide tenporary bracing per E I. �Tj`TI= • Unless noted oth-1se, tap chord shall have properly attached structtr ( sheathing and bottoWc e • ., OF shalt rove a property attached rigid cetft. Locations shown for penwnent taterot restraint of h°` a q BC DL 0 0 0 0 DRWG VACNVIS01015 shall have brackq lnstatled per BCSI seetlons B3, 17 or 830, m npptkohle. Apply plates to each e o n i• of truss and positla+ as ch —above and on the e �t DetaAs, unnlless noted otherrise, moo, �• C OPT• BC LL 0 0 0 0 d&LIP Rehr to drawings 16BA-Z for standard plate Alpine a dvislen of ITV & Adlno Components Group Inc, shag not be responsible far any deviation f AN RW this d ps ••••® .• , w••• . -awtwan , y faXu" to bwld the truss In confornance wtth ANSIRPI 1, or for hmdltng, shipping; io � TOT. LD.30 50 47 61 Installation & bracing of trusses. `��'ONAL E� A seat on this dimes no — co Pop ttp'O`,e Usttro Madesign io d `n °e Iinsole. o'f f P.--a:ri �f� tHH�ts���` 73389 Lakelront Drive "411" ' "`t"' th'—p—mity �� g°s'g'r'' p"' "Nsvlrl I s•ez. DUR. FAC. 1.25/1.15 EaM City, M063045 Far more Infornwlt..c tian see this ,)obis general notes ppoogo •,d these web sites, (, 2 �:� SPACING SEE ABOVE ALP wwwalpixltwconl TPL wwe.tpYu Lorpl SBCAl www.sbuinndus4^y.onyl B:o www.lccsofeorg