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FZER TO PACK FOR CONNECTION. 18 r-r TYPICAL 7' SETBA CORNERSET LABEL AND SPACING 111JJ/� +r, Total Truss Quantity = 69, THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. Nam MULTI -PLY GIRDER C13NNECTEK ALL PLIES SHALL BE FASTEND TOGETHER GIILTS, NAILS, MID OR SCREWS) PRIER TO INSTALATIDN AND BEFORE ANY LOADS AM APPLIM PER THE SUPPLIED ENGINEERING SHEETS. NOTEJ DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE, BACK CHARGES VILL NOT BE ACCEPTED WITHOUT PRIER WRITTEN APPROVAL BY DUR SERVICE DEPARTMENT AT CARPENTER CONTRACTORS 13F AMERICA, DIG M-293-9487 NOTE ALL BEARING WALLS MUST BE ADEQUATELY DESIGNED TO CARRY THE LOADS IMPOSED BY THE TRUSS DR TRUSSES, AND MUST BE DIPLACE AND Di SERV BEFORE THE TRUSSES ARE SET IN CRIIER TO AVOID REPAIRS. Labeled End Mark General Notes 1) Al pwdd shard butw% nag and Ilat lrkd- haw the tap dwd pmu* P*W I— to b e hd�4d , dd4 up. 2) Al rotd n to bs %rpm HUM wNm otltrMn 8) A b 4padtg Is 2r 0.41 whuspi otlnrMa4 4) PW Trw Plata Mmhitb OC941 ncawWwoBm mcubm gXcIg 1515 OL aam to gran, to m lam bd at a thud... d 20' b bmn etch Flan• rtM�to IOM-91 fur any oditnal WmW deAL ROOF LOADING SCHEDUL TCLL — 20 PSF BCLL. _ 0 PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 % WIND SPD/TYPE= 160 ENCLOSED BLDG EXPOSURE — C USAGE a RESIDENTIAL CAT II WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 T—a member design & eoanectvr plates am dmiwed forASCE 7-1a and maximum fames tom both componems and claddings and main wind force msisfiag systems. These tmsses have been revie—d to tarty an additional ION psf ur non-cv crent bottom chord live Mond. FLOOR LOADING SCHEDUL TCLL PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE AM REACTIONS AND UPLIFFPS ARE SHOW ON ENGINEERING WALL KEY 08'-8° ® 0 DESCRUanON INIr. OATS 4ru wtav" ■v, w 4 eve t>9 4As a sv ra m o.o wu anvu �t �va,zr,.am � 4ian4 M, ILV V1m E� 4 1Mr amn4 atn m Aw rev v� Wr TA 4 ar= as vlmmnnoa ws aavn R M11M I VAFLM LAIUZW 1 aN01/11 it 4 CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. It W. WINTER HAVEN FL13RIDA 33880 PHONEt(800) 959-Beals FAX, (863) 294-2488 BUILDER D.R. HORTON 3TATEWME PROJECTCREEK9IDE MODEL 1672/ARL4/4EAB CCA PROJ/MODEL/ALT 7A5/ 320/167ED ALT DESC OTC 3436 TRINITY CDR LOT 25 BLOCK DESIGNER CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. It W. WINTER HAVEN FL13RIDA 33880 PHONEt(800) 959-Beals FAX, (863) 294-2488 BUILDER D.R. HORTON 3TATEWME PROJECTCREEK9IDE MODEL 1672/ARL4/4EAB CCA PROJ/MODEL/ALT 7A5/ 320/167ED ALT DESC OTC 3436 TRINITY CDR LOT 25 BLOCK DESIGNER PAGE RFS 1 3 29 17 "#333988R 1 4 =1' I ENGINEERING PACKAGE Builder: Project: Model/Building: Lot Alt: )R HORTON / STATEWIDE 7A5/320 CREEKSIDE 67ED Lot: Address: ............. _............................ _............................. _.... ..._ .................. JobNumber: N333986 ................ ........... ................................. ........._........................................ Block: Unit: Revision Date: New Load #: CARPENTER CONTRACTORS OF AMERICA, INC 0 3900 AVENUE G. N.W. 0 WINTER HAVEN, FLORIDA 33880 04 PH (800) 959-8806 FAX (941) 294-7934 1111-101 ALPINE March f3,;20.19 Mrrwc6mmy W. Bob: Whaells- .p enteriCoriiractors of America,: lric -3900 Avepue G,. Nbithwast Wi-. ht6r HaFv6n, ..FL 33880-6201 Re:. ""Wit' Mion�-.Ibr� sinj[6 019. c4ni6d bliss with a width Jess thai.) iho-hangerwidth,And..' . t�mative 'ins 61 th wbod.b o0eh Iqpt ie fijl do d .0 s. gn lo4! 'Valweftirfd6i�.-r� ouhtod,ban era achib6nt'6'-a-off6* pl� V . .supporting girdef (Reference detail WA37-02)... Dear Bob,: F& a single ply carried truss Wifth- a width le's! thah'the'ha'in'gO width -you can isZstall.a prefabricated Rated jack filler �lo Th e chord: rd: sizes;; e s qh scab .truss: -for wood QkiogL: Orl �d.grqdes, and -AlpiriECO riedtbr.pNtd(s)to. -be the'-. same as the single: ply.camed truss, 'The prefabricated j k -sddb'trUss- (*):will have aminimum jeng#i of 48' and Will have.a. minimum pitch-:of-:5i1Z. The single ply carried".rq§s t -shall baveia reaction of 3,50 or less. Afta0h p f b ja6k:tcab:truss. Mth. two. D# re 0 . dcato ) rows of 0.128"x3.W'GUn NaHg;jt'..2" perybW. -staggered 1T'(S6eTIO'Wb_1,'b6lbW). F'16as6..fef&'r-,t6thd:.Sihipson-Strong;-Tie�C,'.atafogt-lC' 2 .9 Q1. , ppgp 216 Figure 3 for mare infprrqpt16n. Figiff&I eeq.Uines woo d'blooking to.tid hlyeJOII design lo.*ad Valu& forface-mounted hangers :attach: one wood- block to -' :the 'back face of the 61' P! ngje:: Y -giOw with the, same size and the sino'10 .pIy girded - - 'e-Wo6d: block length to- be 'such that."the'wood dfade--ds'thai bottom.- 6hbi�d, 6 bloclkir g,extejjoq to each adj6d6rit" panel p" oints:'C*615safid b6 onj chord intersections);: Attach wood bl6.jk h two- -'� rows of X3.W Gun "is per rm. tftggefed.3.0"ap plied to the 6760'Forum Drive Suite $05, Odandqi.- ft 32b2-j mwmalpffie&-mm ALPI-NE sjnqlep i d ib .jy.g rder %ce. with an a d o.nql(20)0,1.-'2$."x.3.0'Gun.:Nailsgt.-.eacb:pan6i.p.pj'n-faoi)tediothe, Wbac'block4�Oe (See ro below)..Please hef6rto thd Si0s60gtoh gLTe-C6td1bO C-C'.201-9 page 216.,- Figure, re., or Mdr& a 1'f h irddifnatio Figure 2< The appk-Abfi of ptd.ftibHd'ated,j"a'ck':'sc"ab. tt-dits- f6r-Wbod Alidtblock1hg':of 'wood g . .blbckin f6; full. Al. . . . design jo,ad'vajuefDrfq Mngpr� must be-.app�pveO icy t c.&-mount . d e he- hardware m pinpfPpil All edge. distances, ri ih - '- t t - " * i ' * � -.9plitfing of -and end: d --es, abd-toAdlhojdfall hall 6-onnettib 8*md8tbe su den -. o prevetit "Wood. If. I can.be of any. fqrther a sistance,.or if. you *hiif, . i I s veany-qLAe ons, please give -mp a William H; Krick P. E: 'Chief En!4j;h6er- Company Erigi rieering N*mgnt. Odandoi FL 6750'F6KUr* DflV&-Sdit6-'306*,;Oflan'-d6,. FL .3282.1 - (OM'521-79.790 - (863) 4.22-8585 ww.woip*:jqeitxv.-c6M lil ALPINEWWCOWft A.Pnl 26-,.'2019' Mr. Bob Michaelis Carpe�ter Cortradtort -of -AhedI.6. 0 Avenue 0; Not tliwest Winter Hbv6m FL 33880-.6201: Dear Bob,. R6` Str6ngbabk bridging. on fbdfftus§K . I understano1hete is',§oi-rid concern over our *tebbhih'16ndati6nsf6r.strofigbaick-bridoind'oh.:ro* of trusses, '8 of:ANSI-TPI 2014 nor W. iremertofthe .Oong�gck bridging -for roof Trusses i� pqt.p:.�equirement' W. rpqu Building Component -Safety- Inf6mation- s't'r`.o'n*g bac'k bridging* bry rod. trusses is recommeac[a4° byC'OrOqht&- Co''W66tdit, bf-Am6fta' -St.6hgb6:6k bfldglhgj se&1*i*MIewiqg-- functidn.s;, - One, .bridging aligpq the Bottom #qr.#-.pter -thpy: are- setso-they are unlfor.m..alopg. the ceiling -.ob.11ihg:sOrVjO.e b line and kpiik- th- 0a.' MY Taro; budging reducesrelativd d6fiecti6n .of.adjabdht.tUssds.: Strongback bridging. -does: not:: -prevent or r6duc6-overall individual deflection, es . pecially -an"y" r66ffds969, Siefippfinq ajqrqffi"inch,_ .... .. . ...... Sirongback. bridging in. roof. trusses does not serve .6s' terhobrary. oe pdfrna`nibht: (?raging and Is not. ss. s aes d6d td.dis,� .distribute. or design esign loads. betW trusses. Consequently, �h.avb! .intended eeh ir' Cppi3eique tl'* -pp desido ldad$ been n accounted f6r-'With this. detWl and dohfinUbLis- §tr6hgbar;k'bHdgihO i§h6Uld'ddt:bd:atta6hed betwden- dor'brtion and ,girder - gi trusses.. The use --of strongback bridging' sfiafl not. interfere with other design cbnWdetati6h,s as spiecifidid by --the EnginioOr'.'Of R6cdrd or the Building: Designer.' Th& c5Lder ends of 8irop _' ' bridging shall - . . I .gbapk-bri pg:shaP'be att9ched.10 a: wall ,or anptherlsecure end. restraint; of ap..sppeiried'.py the Engineer 6f Rebotd6r*.tW Bui1dh4.D&§jjii6r. Sfr6ri-back- bridging shall be �a- minirnio :of 2x-6 nomhat WOb6t. oriented 'Y4 . th file diepth,vofti1caf: 9 .. Attach :common. nails :'(OjWx351 na.1.10 'Oitl- each intersecting Themb*. When -e4ppdiqg jbq. 'back bridging overlap by. Afa.minimu io m -of two twssps. The-.110cat p Mo. qtrongback- bgidqin maybe: be: specified'* -Ihe.-Trug�s M6h(jfa.d.wJ5-r-,. Eh9i6e&r-6f Record,.or Building De§1611ist.- 'Please -refeHo - 66S'l "St'ron 'Provr Npin6 detail information. The. grqpbid, gbackihg .. sions" pr'to i .--$TR8R-j.8k.T014 d t Ii.for more. . enOn*d:jhuSr-' a..'.e pUrpoSe only. (863 8uite 305, Or% do, FL3282-1- (800) 524-97,K ).422=8685 Forum Drive: n uV:al p tw. inei .;= , Aigs ALPINE Mpre-A, If La4h b6 of any iudhbt Eiss.iitgrlbe: orlypu" have:,.ar!V QuOsIfions, please; ease;give me a -cdll. ChiefEngineer Mph% an lTW'-.':Comoanv En . "e ht -Oflandq, FL. 32824 6760 Forum Drive Suite..W6, Gd66d6;'FL 2282-1-; (800):521'-9790- - (63)422468.5, IN S.TRONGBACK: `.PRIDG N.G R.ECOOENDATIONS if ; 1►All sca'br.dn blocks 'Shall..b.e.:a .minimum.-2sc4 sUTT .siRGNGBAcK_: :BRIDGING TOGETHER 'stress raded } 9;,;,• IUh1b2Yi i d•-All. trongbmck bridging .arid bracing shall .be:::a. . l l i minlrniari �x� 'stress grade:�l: �urhber:' ►-The -purpose of strongbac,k brlddlna-1I ;: ;to- 'O! ATTACH SCAB WIT14'10d;BD%/.GUN.. devel'op load shnring between' IndlylaUdt trus' V 10.' Hii6• fij12GCx3.D'! NA, . ..2 ROx..:AT resulting I>� oip overall .Increase In, the SCAB' NOTES +']N LIEU. -OF- SPLICING. As:SHOVN, 5'tlf nqsS'.:of"the: floor s��,y,5'terI Sk6 LAP STRGNGBACK-:BRIDGING MEMBERS FaW.-AT LEAST GNE .TRUSS�.SP..ACING STRGNGBACK *BRIDGING -:SPLICE 'DETAIL St}-ongback• bi.1001-Ab, .p"OSI,ZIt►ried• ,ds.:s',kiowri In details, is recommended of 10' =0'• .o.c. .C117ax:> N[]TE! Ile twills ;1 and 2. nl^e 'the :pYseferrebl' d ttaChr�eh. t ML-thods. �:Ttre terms 'b'ridglrig' apd 'b" In'. 'are. someilmes ATTACH STRGNGBACK TG 'WEB:W/ _..(3) mtstakenly' ••use.d`=lnt'erchange'ably.,: 10d: CgHMON' .00,148fk3•?- �. .. . y fv...... ImpOrtdn,*t' :structl�ral re; ulrerlent of Any. loor ..NAIL$'OR '..(0-10d ,BOX/GUN 26'x3 D'): NAILS Q• or roof' $ystern, Refer to Ihei 'i`russ. Deslgh DrtxVa(ng CfiDD) f.dr "Ilie::bruclnj •for • .recjulreMents each Iridlviduak •truss component, 'Brldglryg;' oo lyIng'tls . n gbak a • .: rectmrl't nr .tl ' ` fq• s o e da.. on t" a �. r s sy ..eM . , alp o h ,.. > o� eon-tr..ol . vibratic�k In: addition to' aldlrig- :In -the: dlstr!Ibutlo'n of poln;t' loads beUee6 adjacent truss, •strongback bridginq. serves to reduce (a) STR AN II1A(CWftkNY 197;f3fWiip 4V&8 8Nl@ ma Mariland HalpOfs, MO 0M. STRGNGBACK BRIDGING., CING' REQUIREMENTS i bound. or r..esldUat ylbra;ripn: r0wU.u1ng, from om 1!IgVfing OQ!ht loaols; :sLieh as footsteps; he per• formance of 'all floor, s.yst• ems are enhanced 'by. the. Irsstallatib'h bf s:trongl6oi* brldgirig and --theY`efore :bs. strangty. recommended io 17 Nbne' re ulred i V. ialv I ra:I.t war V -W Oat, a'rasaCip by Alpine, ,q For aadlilondl ,Inn -di la't dh vregt.rdift -str.ongbapk 'briolging,_ refer t:b-XSI u'ILcIing 'Component E,. I Safety' Information). t 1 /A ACH $4.CI� 2D . alo-: �o�liiNtlMIR1. iil, :.• RNATIV S �+�••r: uuirnr+ Ima+g::nE.wsrxuxa ��.*' PSF REF DATE P WidiSCA01, ui t°itly ,n1 aMo.'a`t��enssoi,- a .? Na. 74861. ..I• TLC DL. .PSF S PSF nth{`la trot. r.sirnht oF.r' lr.. Apotyptags�to�rndi:lncC. - . .� •r. �� �' C jDL DRW( 5ofrduiMr.lsi. a ILL !Sr sPo�+ra.i.Iar}oriy :�r�a t ,7.ar tor'rrrrnrp, .ahppFp •ETA E F:.. •.. +d'•• ... .. : .:.: .. .I' .yLD. 'PSF fyarpf 1G0 rrrY�rafror0 -aq -U Al •.r": ...... ytll/Itiltll�N}. 71 1� .. .. f m Do, "A' L, , :. . - — -, .. . .. . . . .. T', I am G 1. "E L AEC-.'- ENDEO-, St"10RIN 7n7 ....... . . . . . . . . . . . ............. 61. A TEMAL UP-TO-11W MORF, ; IIAN"50CAL A119- VIO OUdF40-9R. "fr 01.4.. -P.,n.w SH05114a N 'TRA M 'Q P, 00-AM TAU .9-L. _OAV '" ' - - 0 RX7 L.- 52 - . .'L Ove.a....o. c i .1 . U4 MA r 10 FO In 8S, 7.5", SgE RV M:..D ..L.0 R PLAM A WHER DATA. N&, 'A.r. L ild -tit -IRIM -AHQP,.: To 21 psrl, pli.i STRIS TO. BE' I , T: M L: TL D"�* IRRV Dw.-. as .f4l M., b d,- 2's i*�f Itig 0: TAY", - A i Ott xor .ry bv M- 38* W.KM -UM 'NI i s �.'-A 2 1 . --A U 4*0 pi S E*s PIN 0 PO!�TS LE 'A 4 E. tin 17! f W , RR I Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member. This design Is valid only for single ply trusses with 2x4 or 2x6 broken members, No More than one break per chord panel and no more than two breaks per truss are allowed, 1•. Contact the truss manufacturer for any repairs that do not ' comply with this detall, I (B) = Damaged area, 12' max length of damaged section } (D - Minimum nailing distance an each side of damaged area (B) (S) = Two 2x4 or, two 2x6 side members, same size, grade, and I species as damaged member. Applyy one scab per face. Minimum side member length(s) _ (2)<L) + (B) Scab member length (S) must be wlthln the broken panel, i Nall Into 2x4 members using two QD rows at 4' o,c., rows staggereld, Nall Into 2x6 members using three (3) rows at 4' oz., rows sttagger,ed, Nall using 10d box or gun naps (0.12810', thin) Into ear-h aide member, The maximum permitted lumber grade for -use with this detail Is limited to Visual grade #1 and MSR grade 1650f. This repair detall 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 48 � OC Typlcal + 0 + 0 + 0' + 0 O + 0. + O + O + Stagger + = Back Face 10d Box (0.128' x 3', min) No llsl o = Front Face 2x4 h�ember - Double Row Staggered 2x6 MMember - Trip a Row Staqoereol Nall Spacing DeAt�lagll �r1HPpIt7ANT fIIRMSH THIS�ON I IU *AALLL C�NITRADTGRS 11 7mmse: equlre sNtrrne care h fabAcdift haedlho, shlppphO, Insl ►ollor the ratrrt rdWan of aCSI ta,dldhp Co,poM nt Safety In ersot pn Mr. prior is perfornlr.S those functions installers shall peav :Musa noted oiherew, top chord shall have properly attaeMd strl s 1 have a properly at a"ol W awl Lomtlons sperm for eel kMll havf br.Mp MNnlled per 1 se )0. I or 5Ia. os ap n, I IJJ� of truss end posHbn as shorn obove and on 14 3olni astat<s, �e: �— Refer to tHOW,W 110A-2 for standard plate paslilsns. Alpha, a dMalon of ITV sultlM Conponrnts Goo Ino AA I+et bq AN i1W ODMPANY iNss pprar4,y ny /allur 1a b,ihe truss In eonPornaner Whig' ANSI Mstollatbn 6•gq•acMp of irussss A seal'on IMs drdwVp x gover pope UxWg iNs drawlo hdmtes .r,ph,.erY.o nn,or,dblHY• sdely far i_pe deslypnn shorn, 7M s,Itobllty Laketon,Ddve tar any • Is ins respanselrtY of the l LM2 Deslpner per DNY,MOi19045 ua,ur�: n°uMwftree:bTot' :: ewre` generali:.r:6a .. Merriber-i Repair Detall Load Duratlon = OX Member forces may be Increased for Duration of Load Maximum Member Axial Force . Member; Sizq L SPF-C HF DF-L SYP Web Only. 2x4 12' 620# 635# 730# 8004 Web, pnly 2x4 16' 975# 1055# 1295# 1415# Web or Chord 2x4 24 975# 1 1055# 1495# 1745# Web or CN�ord 2x6 1465# 1565# 2245# 2620# Web or Chhord 2x4 30' 1910# 19600 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 24700 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42' 2975# 3045# 3505# 3835# Web or Chord 2x6 43950 4500# 52250 57254t Web or Chord 2x48! 3460# 3540# 4070# 4445# Web or C ord 2x6 5165# 5280# 6095# 6660# INSTALLERS. ,01no._ Refer to fsiMe ar forolwMlapes�ppYq' these, Web ra) lord We laninun • L alstance ' a L S L • L I rhlnun a L iDfsio+fae L i iMlNnun a L L Lleionee REF MEMBER REPAIR DAT5 10/01/14 DRWG REPCHRI)1014 1 SPACING 24.0' MAX ti , 0 R 13C Lumber. akp and cle-.-Mlnumom Requirpmnf'q. purlrqm" auqt." debdWr fd"-V.alley Weightr IV* -AOFI NDv requiretli -Maximum height; ;,4joet. 40 Or A;Maxf�tum'oP;0.5CE7-1o,180 Mph; ftdlQ4ad"lx ; VV= - Tlv4s- T,RL!S.- UNDER VALLEY -FRAMING ll' V.AL�EfY RA MR -.OR RlOqE k. P 1.Ve uj Max. ay tsrt�*.ctio '?,:f9t"qhr lztzttttnj frm th4vdilays brm aloopeo era FAY.M. w644-6n qui.rament-XiDtes ur"m6ei to.'r I a#e 4 lQ*td&-49lw- AWtdYt&-.tWO-7X6 4 164 toe -ha Its -51doodi ttanHi- 4'1'GdtddLftl1A TW6'..0 W 4 W N;.tb*'ftlj 3 ioo tdgmatls.,ea.ch Sleeper..i3c truss ::Fod9a:bobrd:ti3 -T.out bldck 4 164 toe-Tilills 6a,.tr.U!es- 4jrtd.tOgAzdW .-Fruffid to(T"I. 3'16.OU8-nj3ljs. Trixem.'61bUl(As. 4160aa-0all$ TrRssfodilpilIF- 4 lWtoe-nalts. NO N.! ..30 46 54 Rk P VA um rt me •rLar .-toa&j -t� LIB km M.A� k bar S:pw. Ral W-9. TC DL It ZO 7 '7 DATZ 10 C'n 'aot on ac 15L .0 0 0 DRWO* Be. U, a .0 0. 0 L 'TdT. LI)JO 59 7-e al. Simpson Strong-TieO Wood Construction Connectors Face -Mount Hangers I -Joists, Glularn and SCL 91 AN 011 FA_ ff These products are available with additional corrosion protection. For more information, see p. 15. Codes: See p. 12 for Code Reference Key Chart. �Ad' Ual. Size Model No Carried Inn '.D ens& z Fs, asteners 'A16wah1[i Loads. Gidd Ref. - Web JoistRegd , D S Species Header ."s SDecies;Heaber, Upil ,_Roof _0 Floor (.100) Sno w .. >Rbof: IUS2.56/16 . - 2% 16 I 2 Min. (14) 0.148 x 3 70 1,805 1,425 1,555 1,555 Max. (16) 0.148 x 3 - 70 1,805 i,805 1,805 1,555 1,555 11555 21h x 16 MIU2.56/16 a - 29As 15% 21h - (24) 0.162 x 31h (2) 0.148 x 1 1h 230 3,455-13,920 4,045 2,970 3,370 3,480 U314 . ✓ 2% 101h 2 - (16) 0.162 x 31h" (6) 0.148 x I 1h` 970 11,945 12,2051 2,375 11,675 1,895 2,045 HU316 / HUC316 - ✓ 29As 141A 21h - (20) 0.162-x 31/2 (8) 0.148 x 11/2 1,515 12,975 13,36013,610 12,565 2,895 3,110 IBC, 2-A (2),U.'148 x' 1 W. :23 0 3,745 '4 645 1�4;0�5f3,2�0 ,:,480, � 480,g FL, L4801 fl=V HUC316! p 6 2,1h (20) .0.162 'x'81W-_ 1 8,360 `3 0, 2, -56 2 0 21h x 20 MIU2.56/20 29As 197A6 21h (28) 0.162 x 31h (2) 0.148 x 1 1h 230 4,030 4,060 4,060 3,465 3�49512.495 2 x 22, to 6 "M U56/20..'-'�, -.1 214,141 0_ dx'�W;' P� A 4 29As x 91/4 to 26 29/is" wide joists use the same hangers as 21h" wide joists and have the same bads. 'x MIU3.12 A 31A- -,91Ae- -�,Ih, (16)!0.1 62.x 316 t-,(Xb.)48 k11h ',:2'6 2 405, 2,616 2,82& 1,1,96611,2,245 2,425 3 HUN641HUC210-2-- 813AGI.; 1��: Max. (18) 6.162 159915i 2 D� .69 b' 2,3D5,[2;6.05J2,800! IBC, MIU3.12/11 131A 111A 21h (20) 0.162 x 31h (2) 0.148 x 11/2 230 2,880 3,135 3,135 2,475 2,695 2,695 FL, X 117/8 VT§ii 21h Max-. -(22� 0-162'i 31W --1k-%fir.148 x,3, 1,795 3,275 3,695 3,970 2,BW A Va .25/12. 'U3Z/1 flUC3 3 11 2 b2 i '(?4) 0.1 .3!4 z �7, ',,(12)IOJ4 �3 95 �,57P� 4,'D 30 4 ',-�35bb7513,470,13,735 HU3.25/16`/ HUC3.25116,_-, -(20) 0.162 k 31 ); 'i 48 x3. 2, go 51512 97 3360 �86 0 3.1 051 M�i :,,(26) 0.16�,x 31/2, 48 x 3_ I., -7 5 7 8?0, �',365� _4,69� 1 a,�130-13j755 4 64b ,311. g1blani HLICO2104, SDS • 31W 2� 1/4..X '2 1h": e"x'21kSbS 2. 5 4 3, 15 15- FL 7� GUS3.2511. �!Ao 85A AL, (46)6162 x31)z �,(,l 6);0.162 x�31/2 4,068 9,1bul:6.-i 06 7,8Z� 17,8�25! IBC, 31/4 10-' /a ,4 5 6) OA 6 2 x 3 1* (2 D). - 6.16 2�, x: 3 lh 5;640 9,400TO,4�0� 19, 00 1 8,N 5 O,P �5 I.g; b85 FL 3 1A 1B td,30' 41h: 4".x 21N.'SD , (16) 1/ & (12) 1/4" x 21,V'SDS: 5,555� 6,726j. r.i�jv 4,diOJ 5126511 5,265 HHUS46 3 5/a 5 1/a 3 - (14) 0.162 x 31h (6) 0.162 x 31h 1,32012,785 3,155 3,405 2,395 2,715 12,930 31h x 51/4 HGUS46 3% 06 4 - (20) 0162 x 31h (8) 0.162 x 31h 2,155 14,360 4,885 5,230 3,750 4,20014,500 HUS487, 39 2�, (6) 0.162 x 3'h'.,, - 6) 0-162�x 3?h 1.81 5 'i` 1',3�$" 1,"��5'1;68U ,3 1� i 7A HHUS46 71W 2i "(2 2);0.162�x3lh�:' (�)�0.162x314, 1,78014,216,1,4,770 1-814b, 3j(315 4,095 4,415 4�7 `7 14 4 '1'1 �. 11--. (36),P�l 62 i 31h , .(120.i6ii 31�. 3,23517,4(30: 'I 7,46b�l',��46o� �6At (3,4 15] �,415 IUS3.56/9.5 • - 13% 91h 2 1 - I (10)0.148x3 - 70 1,185 1,345 1,455 1,020 1,160 1,250 MIU3.56/9 - -I- - 13-A.1 8% 21h - 1 (16) 0.162 x 31h (2) 0.148 x 1 1h 210 2,305 2,615 2,820 1,980 2,245 2,425 U41 0 0 0 V 39A6 81A 2 - (14) 0.162 x 31h (6) 0.148 x 3 970 2,015 2,285 2,4B5 1,735 1,965 2,120 HUS41 0 - - 3!A-. 815/ir, 2 - (8)10.162 x 31h (8) 0.162 x 31h 2,990 2,125 2.420 2,615 1,820 2,070 2,240 HHUS41 0 . . 35/a 9 3 - (30) 0.162 x 31h (10) 0.162 x 31h 3,565 5,635 6,380 6:445 4,845 5,486 5,545 31h x 91h HU410/HUC410 . . ✓ 3% 8-1/s 21h - (36) 0.162 x 31h (12) 0.162 x 31h 3,23517,460 7,46017,46016,415 6,415 16,415 HUC0410-SDS - - 3 -A. 9 3 - (12)1/4" x 2'h'SDS (6) 1/4" x 21/2" SDS 2,265 4,500 4,500 4:50013,240 3,240 13,240 HGUS410 - - 3-%5/ 9M6 4 - (46) 0.162 x 31h (16) 0.162 x 3 1h 4,095 9,100 9,100 9,100 7,825 7,825 7,825 C- LGU3.63-SDS . . 3-1/.1 8 to 30 41h - (16)1/4" x 2'N'SDS (12)1/Vx 21/2" SDS 5,555 6,720 6,720 6,720 4,840 4,84014,840 FL, LA MGU3.63-SDS . . 3 SAI 91/4 to 30 41h - (24)1/4"x21h"SDS (16) 1/4" x 21h" SDS 7-,260 9,450- 9,450 9,450 6,805 6,805 6,805 1US3.5611.88" I Ai, 311 Z/- '_(12):G.148'x 3 1;615 1,745; 1485' MiU3.56/1 1. �lh (20),O.iB201/2 0.48"0 W; 2�0.' Zm0J.P.135z, 3, 135 2,47512;6951 2;1�951 u414 V", 3 0 `2,� '162.x 3% (6) � 0.148 ,,,x 3, 9770 2,305 2 Al 5.1820' 1,980' Z245 2,425i L Husob. �H 9, (30) 0.162)(31h -i(10)N6201 44m 14,84�15,46615,5 HUS412 3 3% �-2 0.162 110)0.162 '3' x ?h, .35 3.43 US 0' 3;025 :�26512,2 2,590]2,795. 7ANU412.J HU;C4'1'2"' 21h Mj'n.',L,,(16) 0.16201X�:' z 0.148 k 3 1135 2 3k 2;'6854 ;0 Max. .(22) 0.162,x 31h(1 Q) 0.148 x 3 11.f25 3,275-3j695 3076:2,820 3,1130: 3425,i HUCQ412rSDS�, 4 x SDS1 _4)1/�"r .27v� :(6) 714" x 21W'81)S 265 5;04�.!; 51A,115� 11 �, 6 Ob , U-00, 3: 6 0 AGUS412,�il 3 SA' 1 'b34 _4 ,-�56), bA 62.k A j -(�o) o.1 6Z'x 31h 5 Q40 '9.400, 6, 400]9460.,B;OB5 8"68518,085, -S LGU�.63 SDS '5,_555 6,MT(3,720[6;720 J 4;mb'l 4,646 [A;840 : NGU3.63wSDS 3% ,91/4-to'30' lhf' 4",x2WHS a'x"2*1h"'..SDS 7,2PO',9,450]9450, [9,4513] 6;81)5:16,8601 6,805� 83-,Sbsl 3 w 1�1 to 30 41h]: (36) 1/ x 2W`S'D' W S, 4"x 2W (24).1/ 'SDS j,q, U ol I 4J.60 61 I 011�i.S I i(J11 46 See footnotes on p. 150. THA/THAC Adjustable Truss Hangers This product is preferable to similar connectors because 1 'v o of (a) easier installation, (b) higher loads, (c) lower installed I p, 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. L See Corrosion Information, pp.13-15. 0 v Installation: d . CUse all specified fasteners; see General Notes. C The following installation methods may be used: V y • Top -Flange Installation — The straps must be field formed 3 over the header — see table for minimum top -flange requirements. 14— Install top and face nails according to the table. Top nails shall "a not be within 1/4' from the edge of the top -flange members. For ==theTHA29,nails uses}forjoista� imenFrmm tr�-driWenatan 0. angle so that they penetrate through the comer 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 'h° 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 3s/a° (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart 13/4' for THAc422 for 122-2 426.2 THAG422 Face nails Top nails pertable per table hu T 13/i typical 21N for THA422-2 and TH4426-2 THA418 Double 4x2— 2 face nails Use full table value (total) Single42—11), 4topna'is See nailer table (tatal) Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of head ® Double -Shear i Doubb Nailing Dome Double -Shear Shear i Side View; Nailing Side View Nailing Do not (Available on Top View ` _ bend tab some models) Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation Iypluai i nr►ca Top Flange Installation Per to tnote 5 p.187 86 Simpson Strong -Tie° Wood Construction Connectors THA/THAC Adjustable Truss Hangers (cont.) ED These products are available with additional corrosion protection. For more information, see p.15. M Dimi ps�ons Fasteners; sBFlsP Cn) Mm Min t (n) Allowable Loads. Allowable Load's Model Tap Header tE Code. No Ga ;. Flange Depth Carrying Member Carried F ;Roof Uplft Floor Snow ,} Roof/ Uplift Floor Snow Face Member ,Wind {160), {100) {115) {1fiD) (100) (115) t125/160) .. Top y (1251160) Top F)ange tnstsllattan ,.-=x w s Ta 1'h — (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1,750 1,750 1,750 450 1,330 1,330 1,330 THA29 16 1s/s 9111As 5'/e 2�fs — (4) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 2,610 2,610 2,610 450 1,985 1,985 1,985 THA213 18 1s/a 73s/s 5h 2 - (4)0148X33 (2)0148x`3 (4)0148X1'h 1 1 �n' 4 n THA218 18 1 % 17% 5'h 2 — (4) 0.148 x 3 (2) 0.148 x 3 (4) 0148 x 11h — 1,460 1,460 1,460 — 1,110 1110 1,110 so t. 6 3'/a 17:"hs 8 >- 2 1 (4) 0162 x 3'h w,• _.. (2) 0162 x 3'/z" „„ 0 6'49 ,x.3 { v` - .1 i � ,. 1 'yu 1 �1 s :; 1 15 FL 16 3% 223is 8 2 — (4) 0.162 x 3'h (2) 0.162 x 31h (6) 0.148 x 3 — 1 Q60 1,995 1,995 — 1:490 1,515 1,515 LA PTHA413-i' (4)0.148x3 (2)0148X3 (4)0.148x3 �0; 3 :it�t� — 1;p5 116 3% 171h 77/a 2 — (4) 0.162 x 3'h (2) 0.162 x 3'/z (6) 0.148 x 3 — 1960 1:995 1,995 — 1:490 1,515 1,515 Tf 14422 ` .16 3s/a 22 T/a ' 2 (4) 0162 x 3'h (2) 0162 x.3'h (6) 0148 x 3 1 £u ` _ 7 �a, ' " = 1 ^ yu 1 a1' THA426 14 3% 26 7% 2 — (4) 0.162 x 31h (4) 0.162 x 3'h (6) 0.162 x 3'h — 2,435 2,435 2,435 — 2,095 2,095 2,095 THA422 T/a 2"�s 99/a . ' 2 = (4) 0:162 X3', ;(11162 x 3?h (6) 0.162 x 3'h — 3 330' 3 330 . 3 330 - - 2 865 2 865 .2 865 . FL THA426-2 14 71/a 26'tis • 9%a 1 2 — (4) 0.162 x 31h (4) 0.162 x 31h (6) 0.162 x 3'h — 3,330 3,330 3,330 — 2,865 2,865 2,865 al,� x-F�lst (IV1ax� Installation q ffi' N 2 1M.R y . y_, t ,. . „ti ,-e-Mount �r r THA29 18 15A 911As 51h — 911As — (16) 0.148 x 3 (4) 0.148 x 3 525 2,265 2,265 2,265 450 1950 1950 1950 THA213 18 1 a/9 l3VM 5'/z 135/ts = (14) 0148 z 3 (4) 0148 x 3 'u5 v4 ' 3 rt `a �U .bC c0 n 2 Ua THA218 18 1 % 173is 51h — 17356 — (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 2,450 2,450 735 2105 2105 2105 THA218 2 -16 3'%s 1:Ttis 8 - 1A!As - (22) 0162 X3'/z (6),0162 X 3'h 1' 855 3 10 ist3.310 ., - 10 1 595 ° : 2 845 '-, 5 IBC, THA222-2 16 31A 223A6 8 — -14'/is — (22) 0.162 x 3'/z (6) 0.162 x 3'h 1,855 3,310 3,310 3,310 1,595 2,845 2.845 2,845 FL, LA THA413 l $ 3% 13 AS 4'/z ' 13g/a — (14) 0148 z 3 (4) 0148 x 3 2 u 0 THA418 16 3% 171h 7% — 141As — (22) 0.162 x 31h (6) 0.162 x 3'h 1,855 3,310 3,310 3,310 1595 2,845 2,845 2,845 THA422 ` 16 3s✓e ;22 7'/s 19'hs - (22) 01,62 X,3'/z (6),0 762 x 3'/z 1 855 3 1U it '3 't i 9 � 86 5 y 24{ 1 .45 r. "" x , THA426 14 3% 26 7% — 16146 — (30) 0.162 x 3'/z (6) 0.162 x 3'h 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855 THfi422 2 14 T/ < 22"6s 93/a ' 16sJis — (30) 0162 x'3'h (6) 0 762 x 3'!z •1;855 5170 5 520 ' S 520 1 595 4;445 4,745] . 4 Z45}'' FL THA426-2 14 7'/a 26'tis 93/a — 18 — (3 8) 0.162 x 31h (6) 0.162 x 3'h 1,855 1 5,520 1 5,520 1 5,520 1,595 4,745 4,745 4,745 1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. 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 bads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1'h" 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 Joist) 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. t— 18 Simpson Strong -Tie° Wood Construction Connectors Face -Mount Joist Hangers G`�FERF� b 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 nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or 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. ��Nofi3esignedtorweTcTedor'nailerapplicaions. 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 -Shear Nailing Side Mew EQDouble Do not bend tab Dome Double -Shear c Nailing Side View (Available on some models) 1' for 2Ks ili for4Xs 0 r � mr f ti i - ,a" B LUS28 01910, HHUS210-2 HP. I"- D � g 613 �-/VWV MUS28 HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) IL 1 19 H Simpson Strong-TieO Wood Construction Connectors SIMPSON Face -Mount Joist Hangers (cont,) " MNael Mm _ Heel", -Carrying Height.jy Dimenslons (In) Fasteners W 'H B' q t� Member Carried Merntier Single 2x Sizes LUS24 = ' 25/e a 41/a ,' 18 ' 19✓ifi.. ; 31h 48 x3 ;' (2) 0148 x 3 '1s/ifi .:4�/a 1a$ (4)Or148x3 '�r'^`(4);0:14Bx3 MUS26 413A6 18 1 a/ifi 5% 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 4-IA6 16 15/s 53h 3 (14) 0.162 x 31h (6) 0.162 x 31h (2D)Or162x31%z;; (8),0162;x31h. (6) 014E x3 '(4) OT48 x 3_ MUS28 6-As 18 19I6 613AG 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61h 16 15/a 7 3 (22) 0.162 x 31h (8) 0.162 x 31h HGUS28 69AB 12 15/a 71/6 5 (36) 0.162 x 31h (12) 0.162 x 31h LUS210_ 41/r:"" 18 a k 1 ells °. ''716` 1'?!a (8)s0:148 x3 r-"`' - (4)'0.148 x$' ,'(30)'6:162 x 314,, , (1 0):0:162x-jN 0GUS210; -_ 89A ` 12 1. See table below for allowabb loads. These products are available with additional corrosion protection. For more information, see p.15. M For stainless -steel fasteners, see p. 21. Many of these products are approved for installation Ea with Strong -Drive• SD Connector screws. See pp. 335-337 for more information. 4 Model, No DF Allawable Loads Upllftl, {Floor ' Snow '? Roof 'Wmd (160) (100) ; (115) •,! (125) (160) Spy, Uphft1 1'Floor , (160) r. OP0) w Loads Snow Roof Wind£ (115) (i25) (160) SPFIHF Allowable Loads Uplift7, Floor.; Snow :_ Roof -. Wmd (160) (100);: (115j . (125) Code {; Ref -- -Single 2x Sizes >. :X10454.. �;;�s 4 :725f825 -F 89D� x �1.; . _ , , s6p; 495,,,E LUS26 1,165 865 990 1,070 1,355 1,165 935 1,070 1,150 1,475 865 635 725 785 1,000 IBC, FL, MUS26: . a , , 1560. _. , 8 LA295 HUS26 1,320 2,735 31095 3,235 3,235 1,320 2,960 3,280 3,280 3,280 1,150 2,350 2,660 2.780 2,780 HGUS26:` 1, e t 4,346'- 4$50 `' 5,170, ; 5,390 `' n7n+,, ,'4 690 , 5 220 i.5,39Drt, `°5;390,, '80 :3;225� 3 610_- .3,870"`:, �3;965,,: IBC, FL 1165 1100 1260 1350 1725 1165 1195 1,360 1,465 1730 865 810 925 1,000 1270 ..1,�2is- 1,730:'= .1,975' 2125-�, 55. :;1,3?Z ..1875x. ,_2135 2;255 :�a "i,1�C ' :,1,270' 1455=; `1,575'; - ,a5a; IBC, FL, LA 1,760 4,095 4,095 4,095 4,095 1,760 4,095 4,095 4,095 4,095 1,480 3,520 3,520 3.520 3,520 KAUS2�' l"'go' , ,_, a ' 7,275'�"� 7,275, i s 7,275. , `;105Q ; s7�� 7 a+5 a 7275 :'-.7,2Z5 '1;325 + ,,E,<0` 3;820; -3;915 d250 ' IBC, FL 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, L3�` 5,450 : 5 , e5:. S 8u3, a,. �,k n �.b3- is 5 �a� ,'.5 n i 830" �S113t} ,'-;22C 2, 3,:t [ : �,525 }:: 211, 2 � 2,090 9.100 9,100 9,100 9,100 2,090 9,100 9,100 9,100 9,100 1,545 6,340 6:730 6,730 6,730 iBC; FL 1. For dimensions and fastener information, see tabh above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45" and/or sloped to a maximum of 45" • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45°. Allowable bads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square out 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Acute 'side Optully di lgir Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 LUS/MUS/HUS/HHUS/HGUS SS" SS These products are available with For stainless additional corrosion protection. steel fasteners, For more information, see p.15. see p. 21. Many of these products are approved for installation 1E with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. ModelGOde; N° Mm Heel Height °Ga Dimensions (in) W ; H g` Fasteners (n j Carrying Camed:;w Member Member DF/SP Allowable Loads ll'lift Floor 'Snow! R°bf Wmda (160) (100j,' (115). (125) (160)I SPF/HF Allowable Laads Uplift Floor Snow Roof Wind ,(160), (100) (115) (125); �(160) "Ref r Double 2x Sizes 0S242 18_ 3'/a` 3"/s :"2` ,(4)0:162x.3'h ;(2)D162x_3'h 4 6" 8D0 y905 :986 1,245 355 <'.690".780.1;070; LUS26 2 4s/is=! "18 ' .31/a,' 47h 2'. (4)0162x31h,,i(4)fl1fi2xB1h _.,. _ ." ,'^ 1030. 1170';1;2fi5 1;595 910 ' "885 :1;OD5 1;090> 1,,370' HHUS26-2 45/is 14 35/is 53h 3 (14) 0.162 x 31h (6) 0.162 x 31h 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 49AG 12 As 57As 4 (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 =LUS282 = 4s/re:' 18= 3% 72 (6),0.162,x3h .;(4)0162:x.3'/z b0 1,315 ,149D, 1;610 203Q' 910`,'1;130. 1;280 1,385` 1745 IBC, FL, ,HHUS28 2 66/rc ; : 14 - 3%Ge 71/4 .3; , (' 0:162 x 31h; ;(8) Da162 x'31h 60. 4,265' .4 810. 5,155 '5,980; 1,515, 3,670 4;135 4,435' 5,145 LA HG,US282 ' 6"/e.; 12,"35Ss,d Tyies :4" (36)0,762x3'h',(12)01¢2X3'h 3,235 7460�746D,.7460 7460 2780xfi,415";6,415 6,415 -6,415' LOS210-2 67A6 18 31A 9 2 (8) 0.162 x 31/2 (6) 0.162 x 31h 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 3-516 87/s 3 (30) 0.162 x 31h (10) 0.162 x 31/2 3:550 5,705 6,435 6,485 6,485 3,335 4,905 5,340 51060 5,190 HGUS210-2 8% 12 35/is 93Ar. 4 (46) 0.162 x 31/2 .(16) 0.162 x 31/2 4.09.9 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes :HGUS26 3-_�' :, A!% '12,-, 4'5!ia 51h '4 ' (20) _0'.1fi2 a 31h ``(8) 0162.x 31h :2;155, 4,340; 4,850`' 5,176. 5;575, 1855' ;3,730' 4,170 4.445. 4,795' IBC, FL, I � O � O 7,460 7460; 2 78D? :6,415 6;415 6,415 ..6,415 ; LA HHUS280-3 3 8 hs 14 11 4 /s 7 8 /s 3 30 0.162 x 3 � ( ) 1 10 0.16P X 3 h ( ) ' 3,405 5 630 6 365 6,485 6:485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 8"As 12 415As 91/4 4 (46) 0.162 x Th (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 HGUS2124,-' r105/e i12 4's/+s,�O9a :;4; 156)0162x3Ih;'(2D)'D.762x."31h�5 �0 p',' r r �� a,!,4A4*-g&0, 7780 LA 5 2/ !, 3 1/z 2&1/z 9 819D8;1 8,192x30 ,19HUS214 0 = zes HGUS26 4, _ .51h`C 12 , 6s/c 57A' :`4i, '(20)0.162xW ,`8),I)J62X31hup12;255' 4340 .4850: 5,170. 5,5Z5 1,855.3,730, 4;17d; 4,445� 4,795' IBC, FL, HGUS28-4 71/4 12 6% 73A6 4 (36) 0.162 x 31h (12) 0.162 x Th 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 87A 3 (30) 0.162 x 31/2 (10) 0.162 x 31h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-4 - 91/4 :,,12 - 6s/is 92Ai 4-'(46),6162x31h; :(.16j0.162x31h '4695 .9,100 '6A00y 9,100 9,100 3,520;.7;825 7,825; '7825 '7,825 HGU52124=a:, 105h -;;1'„ 69/rs 70'/s 4` (56)D,162X31h,,(20)0.162x3'fe r,a C'tt^:,.5+4 Uj"1 045 !.4 a?t .,rn0>8 , ;,;0`.77?;°IBLAL, HGUS214 4" 12 ; ;12 'fis/s' 124 4:` (66)'0.162 x 31h <( )'0762 x;31/ 5;695' 10;125' 10,12510,125 10125 4 900 8,710 8,710 8710.' i8,710 4x Sizes 43/4 ; 2 (4) G.162x 3,1h '(4)p 162 x 3'h , ,0 it 1 03� " 1,595: rl 885 1;605 1„090 1,370' IBC, FL 12 3 47fis " 4x: (20) Ow162 x 31h t ;(8) 01621(31h " 2,155 4,340; 11 5;575 1 855 3;730, 41Z0 , 4,-045 4;795' 14 ''35/s 5% = 3_ : '(14) 0:162 x 3,1E -.:(6) 0162 x3'h 20 2 83D'. W4'* '4,250' 1 t° 2;435''.2,745' -2;935 :3;fi55 LUS48 4% 18 35/is 63/4 2 (6) 0.162 x 31h (4) 0.162 x 3'h 1060 1,315 2,030 910 1,130 1,280 1,385 1,745 IBC, FL, HUS48 6'/e 14 3�s 7 2 (6) 0.162 x 31h (6) 0.162 x 31/2 1,320 1,5800 2,415 1,135 1,360 1.,540 1,660 2,075 LA HHUS48 61h 14 35/s 7IA 3 1 (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 634s 12 3% 71A6 4 (36) 0.162 x 31h (12) 0.162 x 3'h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 1 6,415 6,415 L`US4T0, 6'/a7'';18 354s 83/a s2, `(8)'0:162x31/a ''(6)0162x31/z 45 1830;;a2,075 2,245: 2,830'• 1.[40! 1;575 1,785 1,930,':2,.435s ';HHUS410 "c' ..83/s,:;'14,' 35/s, 9 3``` (301'0:162x31h..(10)0:162x3'h. >>0 5,705 6,435 �,.,4rti r 65`',2noj 4;905.,5;535 0.1. ;'S,5?;' HGUS41D "; 8'/,fi 12 ' 3%: 9%6 ',A' . ;(46) 0:162�x3°h (16) 0.162,x31h. 4,095 9,1D0 :0,10D' 9,100 .9,100 3,520j `7,825; 7,825:;,7,825% 7625' IBC FL, LA HGUS412 106 12 3% 10MG 4 (56) 0.162 x 31h (20) 0.162 x 31/2 5,695 9,045 9,045 9,045 9:045 4,900 7780 7,780 1 7,780 1 7,780 HGUS414 11 N 12 35/e 1231. 4 (66) 0.162 x 31h (22) 0.162 x 31h 5,695 10,125 10,125 10,125 10,125 4.900 8,190 8,190 18,190 18,190 Double 4x Sizes HGUS7.37/10_. -8346:''. - 12 7%' Sshs ,,,4.,,• (46) 0:162 x3'ri '(16) 0:162x 31h 3;430, �9;D95i 9;095; :9;095 ;9,095 2;950 !7,820; 7820, 7;820 i 7,820 :itis :T2.73/s : 10 (56):062xB1h;(2D)'D162xh 3,835 5, , 00: 95925i'9,2,T995 , , FLHGUS7.37/12� HGUST3711'4 71:3As „12 1,7% 129is, -._. (66)0.162x31h=, (22),0:162x31h. 5;080 10,50010,50010,50010;500 4370;:9,030','9;D30 .91030 19,0301. 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 downbad 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 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. 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 3W in the joist, with no bad reduction. With single 2x carrying members, use 0.143' 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. F= IL 19 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/s". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/2° max. to allow for greater construction tolerances (ma)imum gap for standard allowable loads is 'A" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge w Finish: Galvanized L ,�. Installation: r, c • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling U round and triangle holes for maximum values N • See alternate installation for applications i using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity R 0. HTU may be skewed up to 671/2*. See Hanger µ Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table Many of these products are approved for installation with Strong-Drnre® 6 { SD Connector screws. See pp. 335-337 for more information. lam 1/a' max. gap betWeed"end d truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) SIMPSON am Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) '� Model ° No Mn:Dimensions Heels; Height{ (in) r W) 'H B .. Fasteners (id) Carrying Carried Member Member ',, DF/SP Allowable Loads r Uplift-' Floor 'Snow Roof 'Wintl (160)y {100) {115)' (125)p ••(160)- SPF/HF Allowable Loads Uplift' Floor snow :Roof •Wind ';{160) , (100 ' ° 115 " 12 - Code; Ref'' Single 2x Sizes 'HTU26 31/x i l/a' 'S?fie 3'h '(20) 0.162x;31h '(1;1)0148 x•1?h ' ' > �. C f2,br J 2i t 2 p70 HTU26 (MiQ-"' 3'/a i s/a ` :she 31h-= (20) 0.162 z 3?h G (14j;;tl.148'x 7 �h „1,25D ` 2,940 ; 3,20D" •3;200 '3,200 ; 1;075 1,852 i:; 2 015 ' ''2 015 - .2;015 HTU26'(Mai.); 5 h' 1 _ r11s 5 he f ' _ 1 '. 3 h 20 ,:( )`0.162x31h ., (20)`0:148 x 1?h 1;555 `. 2,940 ; y3.3J S, . >;5 i},; 4;010. �:1,335 2 530 ' c.a ti ". C30: 3,450 IBC, HTU28 (Min.) 37/a 1 Ma 7% 31h (26) 0.162 x 31h (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/s 71A6 31h (26) 0.162 x 31h (26) 0.148 x 11/2 2,020 3,820 4,315 4,655 5,435 1,735 3,285 13,710 4,005 4,675 LA HTU210 (Min:);°• 3�/a,,`• 15/a 91Aa 11fi 1 •"(32)'O.'%X31h 1(74) 0148 z l:th 1;330'' ,J.0 4 ;300 4.3b 1;1A5-? 3 5, __o 3,.Z�25 3,22s' HTU210,(Max.), ;91/a.= .75/a,:9?/ts 31/z.i (32)0,.162x3?h,l,(32)<0148x1?h 3315. 4,705 5 'J .,_i:3D :5;995 2,850:, 4,045_' oo. :r:930 5,155' Double 2x Sizes HTU26-2 {Mini) .3�1a ::' 35/is, ;S?/ts '31/z'=' (20) 0162 x.3'h , . (14) O'.148 x3,'• ,1,515 j - 2,940 i .,� ? , a ani ;3,'910 .1 305 1;850.:::2 090 " 2 255 : 2,465.: HT_126;2 (Max.) 51h; ; ,3-54' ,?(20) 0.162 x'SM `=(2p) 0148 x 3S 2,17V 2 940 '3 3_90 . d 3'5d0 43 1,870 ` 2,530 i''2 850 ", ,40 ! `3,855 , HTU28-2 (Min.) 37h 3-A6 711As 31/2 (26) 0.162 x 31h (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 BC, HTU28-2 (Max.) 71/4 3-Ar 71As 31/2 (26) 0.162 x 31h (26) 0.148 x 3 3,485 3,820 4,315 4,655 5,825 2,995 3,285 11"3,710. ; -d 005 , > 5;01u LA HTU210 2<(Min.)., -3�/a w' 3 e 9Yie .31h"i i(32)'i].162 X 31h :. °(14) 0148x 3 1755 , 4 705 :_4,815::�. 4 815 `'4;815 ,1,810 `• 3;w(i 3,610` :'3,610 , '3 610 HTLI210 2 jMax) 9Y+. 35As; .'91Ae 31fz {32) 0.162%`31fz , :»(32) 0148 x:3: 4,110 4 705_ '-;';U 45 I'M 6;.':5_1 3 535 ` 4,045 ; ;4565 ; t 9-' a; GS 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 'A' and W, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong-1-10 Connector SelectorO 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 I W 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. 96 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Simpson Strong-Tre® Wood Construction Connectors �ftiiMANNIO Face -Mount Truss Hanger (cont.) t.: 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 z Mm Fasteners (m } DF/SP Allowable Loads r n 5PF/HF Allowable`Laads Model No .:Heel Height Minimum -Code` Ref r lii „� in ind Cn) Membe9 Membe9 ,` Member K A£( SI0(iRoof BD}' (10D) x (115) (125) (160) HTU26 (Min.) 37A (2) 2x4 (10) 0.162 x31h (14) 0.148 x 11/z 925 1,470 1,660 1,790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 51h (2) 2x4 (10) 0.162 x 31h (20) D.148 x 11h 1.240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,540 1,910 IBC, HT1128(Max 0148 x i ih 1 97D 2,940 zG 83 3 905 1695 2 530 : ^ r55. ' z J30 :3 360 ; FL, LA HTL121p (Max j i <;9�/a (2) 2x6 , (20) 0162 x 3?h (32) D 148 x 1 �/z 2 76D 2 940 z '3n 3 905 2 375> 2 530 19�5 OSJ 3 36D 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the altemative installation is W. 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads C12" Maximum Hanger Gap) 1lrlodl ` Uimensions(tn) Fasteners (m) `J DF/SP Allowable Loads SPF/HF Allowable Loads, No PMieelr Carrying V" Camed Uplift Floor Snow Roof Wind" -Uplift Fldor Snow Roof • Wmd Code Ref Hei lit g W H g Member fr Member (160) {i00) . F Single 2x Sizes HTU26 3�h (20) 0162 x 3�/x (11} 0148 x HTU26.(Mm) , 371a T.$h 57fi6 , 3�h (20)0162x37% (14)0148x1yh, 1175 2940` 31001 3100> 310D ,i 010 1955 1955 1,955 :1 955;' HTU26:(Max) 51h 16/e 57fis ` 31h , (20) 0162 x 3^fe (20) 0148 x 1'h 215 2 940 3 a'? ,n 1:; �' : 1 045 1;850 , z in ` ^E� 2 z- IBC, HTU28 (Min.) 37/a 15/a 71146 31h (26) 0.162 x 31h (14) 0.148 x 11h 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 I 2,825 FL, HTU28 (Max.) 71/4 16/s 71146 31h (26) 0.162 x 31/2 1 (26) 0,148 x 11h 1,920 31820 41315 1 4,655 5,015 1 1,695 2,865 3,235 3,490 - 3,765 LA HTU210 Mm 37/e 1$/e 934c 31h 32 0162 x 3�/z . 14.0':148 x7 ;'z > 1 250 _. 3';600 3 600 3 600 3 600;! -1075 2,700 2700 .2 700 : 2,700' HTU210. (Max } :, 91/a 1,'7a 935s 31h (32j 0162 x 3?/z Q32j 0148 x 11h '<3 255 4 705 5 020 5 020 ?. 5 D20 -2 800 3530 3 765 3,7fi5 ` 3 765 Double 2x Sizes HT1126=2 (Min) ; 37/a 34s 57/ig:, 31h (20) 0162 x 3ih/z (14),0148 x 3 ;:1 515 2,940 1 3 ?_ 3 500 3 50D '1 305 '2;2D5 .2,205 2 205 ; ' 2205 `- HTU2651h 3346 57tia' 31h {20j 0162 x 31 (20) 0- 48 x 3 ' 191D 2;940 �t 3 500 : 3 500 1645 2)205 2'205. 2 205 : 2;205 HTU28-2 (Min.) 37/a 344a 7% 31/z (26) 0.162 x 31h (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.) 71/4 3-Me 7146 31h (26) 0.162 x 31h (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 3,490 4,140 LA HTU21`0 2 (M(n) 37h 35/i6 9146 ;; 31h (32)t0162x 31h (14) 0;148 x 3 1755 4,25a 4 255 4 255: 4 255 "1 3;190 1.3,190 319D-'..3,19D HTU210-2 (Max) " 91/e 3rfi6 `91f31h (32) 0162 X 3?fz (32) 0148 x -3"" . 3 855 4705 �'" 6 470_ ' 3 315 .. 3;530 3 980 4,855 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce -where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 'A" and W, use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Wilt 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 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 fisted diameter by length. See pp. 21-22 for fastener information. a 19 Simpson Strong -Tie® Wood Construction Connectors Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 2s/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 2s/1e" 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 1 3/4" Titen® 2 screws (Model TTN2-251344 for concrete and Y4" x 23/4" T iten 2 screuvs (Model T TN2-25234H) for GFCt4U. Follow all installation instructions and use the loads from the sawn lumber or EA%JP sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation:? .' _.�. _..�� •--•-- ... � _.. _ ._.. � . _..,_. __..-ry -� _ ..-. ._ • 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 0/4" x 13K" — Model . TTN2-25134H) are not provided with the hangers. • Drill the 3/is'-diameter hole to the specified embedment depth plus 1/2'. • Alternatively, drill the 3/%'-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 3/1s" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/1s x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2' and minimum end distance of 37/e° is required as shown in Figure 1 for full uplift mad. • Where no uplift load is required, a minimum end distance of 11/2" is permitted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 =e[IAE� Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HUG410 Installed on Masonry Block End Wall PX] M Simpson Strong -Tee Wood Construction Connectors Medium -Duty Face -Mount Hangers (cont.) w These products are available with additional corrosion protection. For more information, see p.15. SIMPSON 4 `� Model Fasteners � Allowable Loads (DF/SP) - u S y ti x i` s 4 f 1 m 1 Code G FCMU Concrete r }Ref GFCMU �M Concretes Uplift Down Uxlrtt P `Down Standard r Concealed '..:;, 'Trte4®2� �;£Trten®2 Joist a �' (100/125) �(160)`z (1DD7125)<< .rx �.,R.z. ., ,. a`• �:,�16D)�� '.,.';., HU26 HU26X (4)1/4 x 23/4 (4)1/4 x 13/a (2) 0148 x 11h 335 1,000 335 1545 HU28 k HU28X s (6) Ala°,x`23/a (6J �/a X 13/a' (4)?0148 X 1 ?h 545 =1 5D0 76 r. 2,400 _ HU24-2 HUG24-2 (4) 1/4 x 23/4 (4)1/a x 13/a (2) 0.148 x 3 380 1,000 380 1,545 HU26 2:(Mln) HUC26 2 (8)?/a z23/ar {8)'/4 x 1:3/a (4) 0148 x 3: 760 2 000200 �. HU26 2(Max� HUC26 2 (12)/aX 23/a ' r(]2}Ya x 13/a z (6) 0148 x 3 1135 ',• 3 DDO „ 7135 . 3,950,E HU26-3 (Min.) HUC26-3 (Min.) (8)1/4 x 23/4 (8) 1/4 x 1314 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/4 x 234 (12)1/4 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU282(Mm) (10)1/ax23/4k :`(10}1/ax]aJ4 40148x3y O Z60 f 2 50D 760 3 725 z,HUC282(Mm) ,,' T HU28 2.(Max )U HUC28 2'(Max)0146 z 3 1135 3 50D HU210 HU21 OX (8) 1/4 x 23/4 (8)114 x 13/4 (4) 0.148 x 11h 545 2,000 760 2.415 46216 2 (Mm) HUC210-2 (Mm) {14) t/ „x 23/a , (14} 1/a1735 : 3 500 NU2] 02 (Max) = HUC710 2 (M7X)448} 1/<.x10 014B z 3� r 1 BDO 4 5D0 1800 5 085 - -. HU210-3 (Min.) HUC210-3 (Min.) (14)114 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU212 �? = HU212X .1/a {6)-0148 x 1i'lz 1135 2 500.' 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.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 HU212 3 (Mm) ,., :, HUC212-3 (Mm) (i6)1/ax 23/4 i(i6}'/aX l?/a „ (6) 0148 X 3: 1135 HU212-3 Max)-' HUC212=3 (Max) ,a (22) "I4 R 23I4 {2Z)1/a x 19/4 (10) 0148 X 3, 1,800 `5 085 1 800 ; 5 - HU214 HU214X (12)114 x 23/4 (12) 1/4 x 13/4 (6) 0.148 x 11h 1,135 2,665 1,135 2,665 HU214s2 (Mtn) y HUC214=2 (Mm J ..' {18)'/a'x 23/a (18)1/a z i 'a (8} 0148 z 3 t 1 515 4 500 15151 5 085 HU214:2 (Max.) HUC2i4-2 (Max 0148 x 3 2 015 5 985 2 015 -„'5;085 ; HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 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/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 HU216X,1 {18) lax 231a (18)1/i x t31a (8) 0148 - HU216-2 (Min.) HUC216-2 (Min.) (20)114 x 23/4 (20)114 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26)1/a x 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 H_ 216.3 (Mm,) ;;: (20)'Id x 231a (ZOj Y4 x 13/4 < (8) 0148 x:3 1;515 4 92D 1515 , 4 920 HU216 3 (Max) : ':; HUt 216 3 (Max) z (26)1/a'z 23/a 4 -'";(26)1/a x 13/a (12) 0148 x 3 2;015 5 065 2 015;4 5085 _t HU7 (Min.) (Not available) (12)114 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 1112. 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)114 x 23/4 (16)114 x 13/4 (8) 0.148 x 11h 1,085 3,485 1,085 3,485 HU91(Mln } (Not available) (1B) Y4ic 23/a (18) A x 13/4 (6) 0148 x ] h 1,135 3 230 1135'. 3 2 30 HU9 (Maxr) (Not available) (24) Ya;z' 23/4 (24)1/4 z 7;?/a (.1 D 148 x 11h 1445 3 735 1 445 t 3,735 -`. HU11 (Min.) (Not available) (22)1/4 x 23/4 (22)114 x 13/4 (6) 0.148 x 11/z 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30) 1/4 x 23/4 (30)1/4 x 13/4 (10) 0.148 x 11/z 1,445 3,735 1,445 3,735 HU14 (Ntln) '' <(Not available) „ ; ` :' (28)1/e x 23/4 ' ` (28} 1/a x 1.3/a (B)'.0148 x 1 h 1,515 a3 485 1515 3 485 HU14,(Max) la, 4. 3oa a X2 ;(36)/a x 114, (14) D 148 x 1, 2,N015 4 245 2 015 4;245 , ,: 38 STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUi I B/SKI PLAN UPLIFT/5HEAR ANC EACH TRUSS - SEE PLAN aaa�l;��a�ia�alaaan ` ' ■I�I■■I.I aaa� a � a aaaaaa■ a� a aaaaau B/5KI f' NOTE: ADD-L FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING q SCALE. NTS 5KI E? t BBON BOARD- SEE HEDULE FOR SPA'C�ING 4 ASTENING TO TRUSSES MASONRY WALL - SEE PLAN ROOF SHEATHING- SEE f SOFFIT/FASCIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING 4 FASTENING TO w TRU55ES . WALL SHEATHING -SEE PLAN - MIN. 15/32' GDX PLYWOOD OR 1/16' 05B WITH Ed GUN NAILS E (0.131' (0.131' X 2 1/2') ® 6' O.C. TO AR GYP. CEILING- BOARDS ACH SEE PLAN 4 rANGHOR PLAN SCHEDULE DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TRUSS WALL - BOTTOM CHORD RAISED HEEL TRU58 BEARING B 6cALE. NTS SKI RIBBON 5CHEgULE1 DESIGN CRITERIA RIB 5 N MATERIAL RIBBON SPACING RIBBON ATTACHMENT Yul!=165 MPH t; (Vasd=128 MPH) 1. (2) 12d GUN (0.131' X 31) EXP. B, 7X4 5PF02 24' TO EACH TRUSS, (4) ENCLOSED I NAILS AT JOINTS Vuld-13 MPH I (Va6I-IPN) (2) 12d GUN (0.131' X 3') EXP EXP. 2X4 SPM I6' TO EACH TRUSS, (4) SC,ED ENCLO NAILS AT JOINTS W a o ❑ fHEETTINE: 7HEETINEORMATION: lodnw uwe D.VEISWFfI: 11118.16 wuwn Er: - AEVE:WFOBY: M SK.I I .ALPINE Wrivi compfiky January 1.0,2020 .Carpenter Contractors of Arnericd, Inc.. .8900 Avenue G NW WihtpT.Jjove'r, FL 33'8810,62.01 Dear Matt It h-as conle.to my attention that -some questions were raised poncermtjng 5-./8p dhirnet& roles: drilled thru thechords 'fWid6 Face) of sys42 gable e dtru s st6allowfor fh tided . - & '' M, P �p rerods usbelfde "tie w db. ns."Ifth'i�te.Pble--ends�a-re-ov,,ercontintiougeupport With one fac face no cloge:'---than* O.Cwitliour.aam aginga-U then nore 'a isreq ufredjhipirussonl�suppOr ts:.2 f0K.Of door loads iindho.' additional X.w If you have Any questibns, ple'ase give me -a call.. 9hice,rely, STATE'OF % Yoon 6750 F6rum.brivei Suite 30$, Orlando, Ft .. - ..3282.1 (15,0p.) 52j-97,QO(863) 422-86a5 W.Wwa1p1nejtw.cqm P =INE AN,ttW COMPANY J# 278, Yoonhwak Kim, FL PE 486367 Alpine, an ITUd Company 6750 Forum Drive, Suite 305 Orlando, FL 32821 Phone:(800)755-6001 www,alpineitw.com �e� IESIXtiaiS'f�I ���� �,�sa �y-�' �`• �" �xa �� �^:. `���`�,��'; � _ ����,�'� � � �� & Customer: I Carpenter Contractors of America Job Number. N333986 Job Description: 7A5/320 ,167ED ,RH01 / 1672/ARlA14EAB ELEV.D Address: 3 Design Code: FBC 7th Ed. 2020Res IntelliVIEW Version: 20.02.00A JRei#.: 1X3T89750068 Wind Standard; ASCE 7-16 Wind Speed (mph): 160 Design Loading (psf): 37.00 Building Type: Closed This package contains general notes pages, 27 truss drawing(s) and 4 detail(s). 1 077.21.1122.57069 MINE- Al 3 077,21.1122.57414 A2 5 077.21.1122.57398 A4 7 077.21.1122.57898 A6 9 077.21.1122.58101 AlOG 11 077.21.1122,57756 A9 13 077.21.1122.57944 B1 15 077,21.1122.57054 C1GE 17 077.21.1122.57914 MV01. 19 077.21.1122.58100 EHA 21 077.21.1122.57850 EJ7S 23 077.21.1122.57757 CJ5 25 077.21.1122.57476 CJ3 27 077.21 :1 122.57023 _ HJ7 29 GBLLETIN01'18 31 VALTN160118' 2 077.21.1122.57055' A1A 4 077.21.1122.57147 A3 6 077.21.1122.57397 A5 8 077.21.1122.57053 A8 10 077.21.1122.57788 A7 12 077.21.1122.57836 A8G 14 077.21.1122.57899 62GE 16 077.21.1122.58038 V4 18 077.21.1122.57569 MV02 20 077.21,1122.57070 EJ7 22 077.21 A 122.57553 CJ5A 24 077.21 A 122.58163' CJ3A 26 077.21 A 122.57475 CJ 1 28 A16015ENC160118 30 VAL1801601.1.8 ;F!Qridp Certificate of Product Approval #FL1999 Printed 3/18/2021 11:27:57AM ,.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. oro. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 .General Notes (continued) Key to Terms: information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1. Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.orq. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 49802 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T18 FROM: RWM Qty: 8 ,7A5/320 ,167ED ,RH01 / 1672/AR!AMEAB ELEV.D DrwNo: 077.21.1122.57069 Truss Label: Al �SSB / YK 03/18/2021 12'8"15 i 19'4" �67"1 �,I 10'0 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 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. =5X5 E 38'8" y,4„ 19'4" 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): 25'11"1 i 32'6"9 + 38'8" 6'7"1 6'7"8 6'1'7 9A„ Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.208 K 999 360 VERT(CL): 0.361 K 999 240 HORZ(LL): 0.076 J - - HORZ(TL): 0.131 J Creep Factor: 2.0 Max TC CSI: 0.531 Max BC CSI: 0.793 Max Web CSI: 0.428 VIEW Ver: 20.02.00A.1020.20 v1 No, 86367 Go lk Md- • r cr01 • • .. STATE OF � �f a• 38'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1660 !- /- /936 1301 /432 H 1660 /- /- /936 /301 /- 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 1446 - 3039 E - F 1102 -1959 C - D 1324 - 2761 F - G 1324 - 2761 D - E 1102 -1959 G - H 1446 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1166 K - J 2199 - 829 L - K 2199 - 848 J - H 2656 -1147 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 520 -130 K - F 512 - 724 D - K 512 - 724 F - J 520 -130 E - K 1316 - 593 1r FL'REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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 sa�ety 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 at ache 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 JoinrDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpire, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the �,,,,n,ro,,,,,U,,, truss in conformance with ANSIl� PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the BuiidingUesigner per ANSVTP! 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; _TPI: tpinst.org; SBCA: sbclndustry.com; ICC: iccsafe.orc: AWC: awc.ora Orlando FL, 32821 SEQN: 49803 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 J Ref: 1 X3T89750068 T23 / FROM: PFH Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57055 Truss Label: A1A SSB / DF 03/18/2021 21'1'92 1'9'12 ' 7T1094 12'1.12 1T10.4 19'¢' 26'6"4 30'9"2 38'8• 7:11 T 4T14 s'e'e 1'S 2 F 5'4"8 42'14 1 7.1 A4 =5X5 F T 1 � T2 F4X4 o4X4 T3 12 D H 6 w9 o' 5 85%5 R N B A + 4X6(A2) =5X14 =5X8 aF =6X8 =5X14 38'8" 7'11°5 i 4'0"11 5'10"4 17"10 5'8" 4'0"11 T11°5 1' T11"5 , 12' 1T1 o'4 19514 F F!8• - 1+ 38'e" 16 21' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Sid: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W9 2x4 SP #2 N; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. + Bottom Chord section between vertcials may be removed. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.201 E 999 360 VERT(CL): 0.375 E 999 240 HORZ(LL): 0.100 L - - HORZ(TL): 0.186 L Creep Factor: 2.0 Max TC CSI: 0.739 Max BC CSI: 0.793 Max Web CSI: 0.865 Ve r: 20.02.00A.1020.20 ��,,r�a+l,r►►P►r~rrr�o ``' NAHrl AA- ;014 oil as of N0. a6367 STATE ArE OF o.,Lb ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1518 /- /- l936 /301 /432 J 1518 /- /- /936 /301 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.1 J Brg Width = 8.0 Min Req = 2.1 Bearings B & J are a rigid surface. Bearings B & J 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 1366 - 2665 F - G 1495 - 2370 C - D 1312 - 2278 G - H 1355 - 2399 D - E 1328 - 2355 H - 1 1311 - 2276 E - F 1493 - 2326 I - J 1366 - 2665 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - U 2299 -1067 M - L 2298 -1049 U - T 2297 -1068 L - J 2300 -1048 R - N 1841 - 595 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - T 315 -446 F - N 1047 -722 T - R 2100 - 905 N - M 2114 - 888 E - R 387 - 251 M - 1 319 - 451 R - F 1050 - 747 ORIVy- NA FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the :onformance with ANSI/TPI 1, or for handling, shipping,, installation. and bracin of trusses. A seal on this drawing or cover page s drawing indicates acceptance of professional engpneering responsibility solely or the design shown. The suitability and use of this for any structure is the responsibility of the Building esigner per ANSI[T 11 Sec.2. information see these web sites: Alpine: alpineitw.com: TPI: tpinst.oro: SBCA: sbcindustrv.com: ICC: iccsafe.oro AWC: awn.nro ALPINE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEON: 49804 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T17 / FROM: RWM City: 2 ,7A$ 320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57414 Truss Label: A2 SSB / DF 03/18/2021 6'1 "7 6'1'7 it 100' ' W" "15 + 19, 7"8 6'31 -5X5 E 38'8" 28'8" 25'11"1 , 32'6"9 38'8" 6'11"1 r 6'7"8 61'7 10, 1' 38'8"� 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): 0.208 K 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1660 /- /- /936 /292 /427 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.361 K 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 J - - H 1660 /- /- /936 /292 A Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.131 J Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.531 H Br Width = 8.0 Min Re 9 q = 2•0 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.793 Bearings B & H are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.427 Bearings B & H require a seat plate. 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. VIEW Ver: 20.02.00A.1020.20 Wind Duration: 1.60 WAVE o r• LUrnuer 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 0.1280' 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 ��ie�arvrrrrrr,�o OtAH WAlr,r, No. $6367 •, ,y • p w ®® STATE QE member design. d,� •.Ir1p�j*�� Wind loading based on both gable and hip roof types. 'il�lr • • o ♦ • a C - D 1292 - 2761 F - G 1292 - 2761 D - E 1070 -1960 G - H 1415 - 3039 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2656 -1142 K - J 2199 - 804 L - K 2199 - 824 J - H 2656 -1121 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp, Webs Tens. Comp. L - D 520 -130 E - K 1314 - 596 D-K 517 -723 F-J 520 -131 K - F 518 - 723 s,i�`seaN'Ae 0� e FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS I uire extreme care in fabricating, handlin shipping, installing,and bracing. Refer to and follow the latest edition of BCS t Safety Information, by TPI and SBCA) for safety practices pnor to performing these functions. Installers shall provide tr BCSt: Unless noted oyherwise, top chord shall have proper!v attached structural sheathing and bottom chord shall have id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 e. AppTy. plates to each face of truss -and position as shown above and on the Joini Details, unless noted otherwise. F 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. vision of ITW Buildina Comoonents Grouo Inc shall any structure Is the re irmation see these web not, be responsible for any deviation from this drawing, any failure to build the g,. Installation. and bracingg of trusses. A seal on this drawing or cover page Bring responslbiliry�y solely for the design shown. The suitability and use of t11is signer perANSIITPI 1 Sec. 2. I: toinst.orq: SBCA: sbcindustrv.com: ]CC: iccsafe.orc: AWC• awnom ALPINE M MCOWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 49805 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T16 / FROM: RWM Qty: 2 ,7A5/320 .167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57147 Truss Label: A3 SSB / DF 0311812021 T1014 + 17' 21'8" 71014 9' 1 "2 4'8" =5X5 =5X5 D E 30'9"2 38'8" 9'1"2 7'10"14 T2 12 T4 6 C 5 (a) (a) \5F5 n io m W W1 B G 4X6(A2) -6X6 B2 -6X6 B3 -6X6=4X6(A2) �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 It NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.87 It 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; B2,133 2x4 SP 2400f-2.OE; 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. 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 38'8" 9-4" 19'4" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA PP. 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): 9,4„ 28'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.183 J 999 360 VERT(CL): 0.309 J 999 240 HORZ(LL): 0.068 1 - - HORZ(TL): 0.116 1 Creep Factor: 2.0 Max TC CSI: 0.759 Max BC CSI: 0.739 Max Web CSI: 0.592 VIEW Ver: 20.02.00A.1020.20 0%,111!llti/ ,4��14%0NA4A� fir. ♦ 00004, ��FO 10, NO. 86367 o r Q p 'r a STATE OF °rug 9 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1716 /- P /940 /309 /385 G 1716 /- P /940 /309 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 G Brg Width = 8.0 Min Req = 2.0 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 1592 - 3121 E - F 1617 - 2927 C - D 1617 - 2927 F - G 1593 - 3121 D - E 1280 -2045 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2718 -1300 J - 1 1979 - 765 K - J 1979 - 785 I - G 2718 -1280 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 501 -443 E - I 837 -441 K - D 837 -441 I - F 501 -443 �e fi,� ° �flR14P asel�S/� �eaa���rtouti° FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to -and follow the latest edition of BCSI (Building Component -Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary - bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigqid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as appiicab a. Apply plates to each face of truss and position as shown above and on -the Joint Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc: shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation. and bracin4 of trusses. A seal on this drawin or cover page 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 ANSI/TPI 1 Sec.2. • For more information see these web sites: Alpine: alpineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ]CC: iccsafe-ora: AWC, awr orn ALPINE "m COMPANY J. 6750 Forum Drive - - Suite 305 Odando FL, 32821 SEQN: 49806 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T15 / FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57398 Truss Label: A4 SSB / DF 03/18/2021 7'1014 15, 23'8" 30'9"2 38'8" + 7'10„14 7-1"2 8'8" 7-1"2 T 7'10"14 - .5X5 � 5X5 D T3 E 12 6 F�;;- ,5X5 �5F5 C o_ 2 r W m W1 B G A 3� H g8„ 4X6(A2) -6X6 B2 =6X6 B3 -6X6=4X6(A2) 38'8" �1' 10' 9'4" 94" 10, 1 10' 19'4" 28'8" 38'8" 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): 0.194 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.333 J 999 240 B 1694 /- /- /938 /319 /344 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - G 1694 /- /- /938 1319 P EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.116 1 Wind reactions based on MWFRS NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0 TCDL: 4.0 psf G Br Width = 8.0 Min Re 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 9 Q = Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.744 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.496 Members not listed have forces less than 375# Loc. from endwall: not in 9.0o ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1729 -3051 E - F 1748 -2859 C - D 1748 - 2859 F - G 1729 - 3051 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 1464 -2203 Bot chord: 2x4 SP #1; 132,63 2x4 SP 2400f-2.OE; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom chord B - K 2649 -1413 J - 1 2086 -1029 live load in areas with 42"-high x 24"-wide clearance. K - J 2086 -1048 I - G 2649 -1393 Wind ���lf Iill/ PI Wind loads based on MWFRS with additional C&C Maximum Web Forces Per ,�1! I/J� y (Ibs ) tj�� Webs Tens.Comp. Webs Tens. Comp. member design. �1�wt 1(,(A� Wind loading based on both gable and hip roof types. `� l�®� • ' , Irf / C - K 405 -360 E - I 712 314 SA*r/�� K-D 712 -314 I-F 405 -360 No. 86367 o STATE 4F 4j per' fi���,OP C r, s��•'�,a� ``� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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 saty practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have �roperr% attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall -have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply to face Oates each Jrawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE 4lpine, a division of ITW Buildingp�Components Group Inc. shall not,be respponsible for any deviation from this drawipg, any failure to build the ,,,,��,A,,,, :russ-in conformance with ANSIlTPI.1, or for handling, shipping,, instal lation.and bracingof trusses. A seal on this drawin or cover pa a 675o Forum Drive fisting this drawingQ indicates acceptance of professional enaalneering responsibility/ solelyorthe design shown. The suitability and use of this jrawrno for anv SCruntufe is the resnnnsihility of the-Rnildinn`Ilpsinnar nor OMSIR'J1 1 1Qor 9 Snifo 3n5 see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ]CC: iccsafe.orp; AWC: awc.org Orlando FL, 32821 SEQN: 49807 / HIPS Ply: 1 Job Number: N333986 8975 JRef:1X3T89750068 T14 I FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D : 077.21.1122.57397 rDN Truss Label: A5 / DF 03/18/2021 6'9"4 13' 19'4" 25'8" 31'10"12 38'8" 6'9"4 6'2"12 6'4" 6'4" 6-2"12 6'94 555X5 1112X4 =5X5 D E F 12 6 � e2X4 02X4 C G o 7/W io W3 B H A I �8 8 4X6(A2) =6X6 =5X8 =6X6=4X6(A2) 38'8" �1' 10' 9'4" 9'4" 10, 10' 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: - 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.382 E 999 240 B 1665 /- /- /931 /699 /303 BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.075 J - - H 1665 /- /- /931 /699 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.130 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 = 2.0 TCDL: psf H Br Width = 8.0 Min Re Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.535 g q = 2•0 5.0 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.797 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 It Rep Fac: Yes Max Web CSI: 0.565 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): I Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1934 - 3031 E - F 1860 - 2498 C - D 1844 - 2775 F - G 1844 - 2775 Top chord: 2x4 SP #2 N; D - E 1860 -2498 G - H 1934 - 3031 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Loading Chords Tens.Comp. Chords Tens. Comp. Truss passed check for 20 psf additional bottom chord B - L 2643 -1613 K - J 2172 -1247 live load in areas with 42"-high x 24"-wide clearance. L - K 2172 -1267 J - H 2643 -1594 Wind Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs) P�l{1ij`r; member design. `,�t0` 1A7^ Webs Tens.Comp. Webs Tens. Comp. 1`; Wind loading based on both gable and hip roof types. *��Q aygYof %(`� 500 385 39 -333 F - J 570 L - D - 0 +���✓ ��� ! ,AJ D - K 470 - 357 J - G 385 - 333 moo, 0 * e. ® E K - 536 - 353 ^' a` No +�6367 'a Or 7�d r A =P° ® STATE 4F °d�F�$' •00aao y� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling -shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI SBCA) r and saty practices" prior to performing these functions. Installers shall provide temporary. bracingper BCSI. Unless noted otherwise, to chord shall have er bottom pro attached structural sheathing and chord shall have a properly attachtl rigid ceiling Locations shown for permanent lateral restrai Pt o>Ywebs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. A LPI N E Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANR COWP truss in conformance with ANSI/TPI 1, for handling,- or shipping,, installation and bracingcl of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional enq%6 ng responsibilitty� solely -for the desigh shown. The -suitability and use of this drawing for any structure is the responsibility of the Building Designer ANSI/TP1 1 Sec.2. — Suite 305 per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; I= iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49808 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T12 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RHOl / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57898 Truss Label: A6 SSB / WHK 03/1812021 4 11' 19, 27'8" 32'10"12 38'8" 4 5'2"12 + 8' +' 8'8" + 5'2"12 r 5'94 i _5DX5 —5E5 T3 _5F5 12 6 F_--' Z1�2X4 W 2X4 C (a) (a) G Lo ro W3 M � B H A s 11�6.8„ 4X6(A2) =5X5 =5X8 =5X5 --4X6(A2) 38'8" 9'4" 9'4" 10, 10' 19'4" 28'8" 38'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.203 E 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.378 E 999 240 B 1518 /- /- /918 [701 /263 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 J - - H 1518 /- A /918 /701 A Des Ld: 37.00 MC Kzt: NA ean Height: 15.00 ft HORZ(TL): 0.120 J Wind reactions based on MWFRS Mea NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Br g Width = 8.0 Min Req = 1.8 Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.832 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: 0.731 Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.575 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 (Ibss)) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE -- VIEW Ver: 20.02.00A.1020.20 B - C 2112 - 2720 E - F 2286 - 2573 Lumber C - D 1978 - 2450 F - G 1982 - 2452 Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 2329 -2603 G - H 2108 -2718 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - L 2374 -1780 K - J 2081 -1495 be equally spaced. Attach with (2) 8d Box or Gun L - K 2074 -1505 J - H 2371 -1756 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) li11lfflf!// Webs used in rd eu Tens.Comp. Webs Tens. Comp. CLR>��Ra,/>>rii� orb(1) rests nt. substitute (1) sab cab CLR ane (2)f cabs for (2) CLR'S where shown. Scab reinforcement to be �� O a a L - D 462 - 70 K - F 591 -598 a +� a /�) �Oj D - K 635 -662 F - J 461 -62 same size, species, grade, and 80% length of web e4 ° \�+ E a r , P�,I E K member. Attach with 0.128x3" gun nails @ 6" oc. ,� a � 4o - 734 -496 w R, pp ++�� Wind o` $ No. 66367 ° ri Wind loads based on MWFRS with additional C&C ° a42 member design. S ... • 4 • a�� Wind loading based on both gable and hip roof types. V. -p i a � .�a e STATE OFso, ,ciao �'�`'SS/ONAL �. FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 ropey 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. 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 BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMC0.PAW truss in conformance with ANSIrI PI 1, for handling, installation or shipping,. and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive isting this drawingq indicates -acceptance of professional engQyeering responsibili solely or the design shown. The suitability and use of this - 1faWma for anv SfftlCfLJfe is the resnnnsihility of the Rnilriinnilesinner nor ANRIITI Rai 9 Ruita ans see these web sites: Alpine: alpineitw.com; TPI: tpinst.orp: SBCA: sbcindustrv.com: ]CC: iccsafe.ora: AWC: awc-oro Orlando FL, 32821 SEQN: 49809 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T9 / FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 16721ARIA14EAB ELEV.D DrwNo: 077.21.1122.57053 Truss Label: A8 SSB ! WHK 03/18/2021 9' 17' 21'8" 29'V. 9' 8 4'8" 8' 9' e6X6 =5X5 =4X4 6X6 C T2 D E T3 F 12 6 T T W o (a) (a) W5 Cn B G A 1 AD H 1+8'8" 4X6(A2) =6X6 =5X5 =6X6=4X6(A2) 38'8" �1' 10, 9'4" 9,4" 10, 1 10' 19'4" 28'8" 38'8" 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 ]cc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 J 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 J 999 240 B 1518 /- !- /900 f703 /222 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1518 /- /- /900 1703 /- EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.140 I - - Wind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.906 G Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.794 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.280 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 2172 - 2622 E - F 2160 - 2395 C - D 2160 - 2395 F - G 2172 - 2621 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2774 -3079 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint to B - K 2256 -1787 J - 1 3036 -2492 be equally spaced. Attach with (2) 8d Box or Gun K - J 3034 -2506 1- G 2256 -1766 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) At�111l1111►� f \`�Nri1NAk '��,,, Webs Tens.Comp. Webs Tens. Comp. scab f b rs restraint. substitute (1) (1) CLR and (2)scabs C - K 687 -389 E - I 869 765 \ °e°•s for (2) CLR'S where shown. Scab reinforcement to be ` Q e Ar + �f �p � K - D 866 -763 I - F 688 - 391 same size, species, grade, and80% length of web �\~ o �`•j member. Attach with 0.128x3" nails @ 6" cc. • �' gun `m S No, 86367 to Wind Wind loads based on MWFRS with additional C&C • '� member design. +n �� e + • • Wind loading based on both gable and hip roof types. iro c STATE /tC� • + V i- ' ft 0l ORiDQ'' de�'�s°•e,sit ee pie FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by. TPI an SBCA) fo'r safety. practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attached -rigid ceiling Locations shown for permanent lateral restraint otywebs shall hav bracin installed per BCSI sections B3, B7 or B10, as applicable._.AppTy plates to each face of truss and position as shown above and on tt a 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 BuildinQQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the .—Co~ truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a listing this drawihp indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of This 675o Forum Drive drawing for any sgructure is the responsibility of the Building -Designer ANSI/TPl 1 Sec.2. Suite 305 per For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust :com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49827 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T26 / FROM: HMT Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.58101 Truss Label: A10G / YK 03/18/2021 7' 17' 26'4" 31'8" 38'8" 7' 10, 9'4" 5'4" 7' III6X8 -8X10 =H1014 6X6 12 C T2 D T3 E T4 F T 6 T (a) W o t2 (a) n I B G v A 1 <a H I�e'8" =4X6(A2) B1 1112X4 =5X5 1112X4 =6X8 1115X5J =5X5=3X6(A1) 1 26'4" 12'4" 7,1"12 4'10"4 5' 5'8" 3'8" 5'0"8 73"8 1� 7'1"12 12' TT22'8" 264" 31'4"8 38'8" 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 ]cc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.147 M 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.278 M 999 240 B 1751 /_ /_ A /806 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - - J 4100 A A /- /1843 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.101 K - - G 256 /- A A /134 /- Mean Height: 10.51 ft NCBCLL: 0.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.785 B Brg Width = 8.0 Min Req = 2.1 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.979 J Brg Width = 8.0 Min Req = 5.7 G Brg Width = 8.0 Min Req = 1.5Bearings Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fee: No Max Web CSI: 0.870 B, J. & G are a rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings B, J. & G require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP SS; B - C 1493 - 3260 C - D 1247 - 3005 T4 2x6 SP #2 N; Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Webs: 2x4 SP #3; W6 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing B - N 2859 -1288 L - K 2810 -1334 (a) 1 X4 #3SRB or better continuous lateral restraint to N - M 2864 -1292 K - J 791 -1817 be equally spaced. Attach with Box or Gun M - L 2810 -1334 J - 1 791 -1817 nails(0.113"x2.5",min.). Restraintnt material to be supplied and attached at both ends to a suitable support by �� 11 f I P ►� �►��r/ erection contractor. ��� t� ` Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR n�� 1rY A� Pj Webs Tens.Comp. Webs Tens. Comp. *�� • • • restraint. substitute (1) scab for (1) CLR and (2) scabs �� • e/`pot for (2) CLR'S where shown. Scab reinforcement to be �� • GE N • 2f of C - N 617 -100 E - J 1938 - 3930 • �� r•o ,~�+ and nno/nailsgth s� �1 size, achlwith0. E 2372 member. Attsame 28x3' guade, @6foceb K-E 2681 -1062 F -487 No, 8636� Loading .®, y � • #1 hip supports 7-0-0 jacks with no webs. =+-� Wind !� e+ STATE 01C •�C/� Wind loads and reactions based on MWFRS. ® • Wind loading based both >o �� • on gable and hip roof types. p R np . �eeeUefs /ON A;4449141m r, , FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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 satPety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attacheU ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applical5 Applgy to face e. plates each drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. o�truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE Alpine, a division of ITW BuildinQQComponents Group Inc. shall not, be responsibl for any deviation from this drawing, any. failure to build the truss in conformance ANSI 1, for handling, with or shipping,. Installation andbracin of trusses: A seal on this drawmg or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en Ineenng responsibilitty� solely -for the design shown. The suitability and use Nis drawing for any structure is the responsibility of the Building0esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustrv.com; ICC: iccsafe.oro: AWC: awc.ora Orlando FL, 32821. . ylSEQN: 49810 / FROM:RWM SPEC I Ply: 1 Qty: 1 7'10"14 T10"14 10, 10, Job Number: N333986 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D Truss Label: A7 13'10" 16'8" 21'4" 5'11"2 2'10" 4'8" 5X5 D Loading Criteria (psf) Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.87 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,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 38'8" 9'4" 19'4" 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): Cust: R8975 JRef:1X3T89750068 T11 / DrwNo: 077.21.1122.57788 SSB / WHK 03/18/2021 27'8" 32'6"2 38'8" 6'4" + 4'10"2 6'1"14 9'4" 28'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.220 L 999 360 VERT(CL): 0.410 L 999 240 HORZ(LL): 0.068 K - - HORZ(TL): 0.127 K - Creep Factor: 2.0 Max TC CSI: 0.881 Max BC CSI: 0.744 Max Web CSI: 0.994 Ve r: 20.02.00A.1020.20 ,`� 11jII1fIf1���t�r ,A MWA 0 v No. 86367 r STATE 4F cv� 10, 1 38'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1515 /- /- /920 /695 /320 1 1518 /- /- /916 /697 1- Wind reactions based on MWFRS B Erg Width = 8.0 Min Req = 1.8 I Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1852 - 2648 F - G 1655 -1995 C - D 1866 - 2456 G - H 1826 - 2444 D - E 1240 -1492 H - 1 1946 - 2706 E - F 2048 - 2513 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2290 -1492 L - K 2498 -1741 M - L 2446 -1670 K - I 2358 -1608 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 409 - 357 F - K 610 - 632 M - D 1664 -1210 G - K 768 - 442 M - E 1241 -1466 FL REG# 278, Yoonh%vak Kim, FL PE #86367 03/18/2021 "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 ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicab�a. Appyy plates to each face ovtruss 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 ANRWCOA+➢A truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin44of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawingq indicates acceptance of professional ancLmeering responsibilitty� solely for the design shown. The suitability and use of This drawing for any sTructure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. Suite 305 • Orlando FL, 32.Q21 For more information see these web sites: AI ine: al ineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.orp: AWC: awc.ora _ . SEQN: 49811 / FROM: RWM d_3 SPEC I Ply: 1 Qty: 1 T10"14 T10"14 �1'+ 10, 10, Job Number: N333986 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D Truss Label: A9 13'10" 18'8" 24,8„ 5'112 4'10" 6' 6X6 D 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/2 to h Spacing: 24.0 " C&C Dist a: 3.87 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind 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; W3 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.11 T x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.1284" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types 38'8" 9,4„ 19,4„ 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): Cusl: R 8975 JRef:1X3T89750068 T21 / DrwNo: 077.21.1122.57756 SSB / WHK 03/18/2021 29'8" 38'8" 5, 9, 9,4" 28,8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.292 E 999 360 VERT(CL): 0.544 E 846 240 HORZ(LL): 0.073 D - - HORZ(TL): 0.137 D Creep Factor: 2.0 Max TC CSI: 0.879 Max BC CSI: 0.773 Max Web CSI: 0.845 Ver: 20.02.00A.1020.20 t�01111l�►�mi��h� r.�' • �\ �� *• i g No.8f367 7r( w • STATE 4F � iv�� T MW o� Q 10, 1 38'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1514 /- /- /909 /694 /320 H 1516 /- /- /903 /698 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 H Brg Width = 8.0 Min Req = 1.8 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 1838 - 2648 E - F 2437 - 3069 C - D 1857 - 2461 F - G 1887 - 2379 D - E 3122 - 3805 G - H 1897 - 2600 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2290 -1467 K - J 2821 - 2050 L - K 1836 -1131 J - H 2232 -1497 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 404 - 352 E - K 1795 -1982 L - D 598 - 307 F - J 697 - 665 D - K 2451 - 2042 J - G 727 - 446 ." S,ii+0�+A, 1111.� 1 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "'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)% attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral -restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to A LPI N E 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 "MCOWANY truss m conformance with ANSI 1, or -for handling, shipping,; installation and bracingp� of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. -The suitability and use of This drawing for any structure is the responsibility of the Building -Designer perANSI/T�l 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.ora: SBCA: sbcindustrv.com: ]CC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 49828 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3TB9750068 T4 ! FROM: HMT Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57836 Truss Label: ABG / YK 03/18/2021 7'10"14 13'10" 20'8" 26' 318" 38'8" 7'10"14 5'11"2 6-10" 5'4' N T =5X5 D >F_,-,015<X5 6 =5X10(SRS) =_4X10 5X5 E F T4 G Tzo 0 B H io r 3X6(A1) 1112XX4 =5X10 1112X4 L 1114X4K =4X6 =3X6(A1) 5X5 21' �1'� 7'11"5 6'0"11 + 6'9"12 + 3'10"4 1'4i 5'4"8 7'11"5 14' 20'9"12 24'8" 26' 31'4"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: 3.87 ft Loc. from endwall: not in 4.50 ft GCp!: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T4 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 56 plf at -1.00 to 56 plf at 27.73 TC: From 28 plf at 27.73 to 28 plf at 31.67 TC: From 56 pif at 31.67 to 56 plf at 39.67 BC: From 20 plf at 0.00 to 20 pif at 27.73 BC: From 10 plf at 27.73 to 10 plf at 31.64 BC: From 20 plf at 31.64 to 20 plf at 38.67 TC: 177 lb Conc. Load at 27.73 TC: 161 lb Conc. Load at 29.60,31.60 TC: 214 lb Conc. Load at 31.64 BC: 126 lb Conc. Load at 27.73,29.60 BC: 489 lb Conc. Load at 31.64 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA - Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.031 G 999 360 VERT(CL): 0.059 G 999 240 HORZ(LL): 0.013 O - HORZ(TL): 0.024 O - Creep Factor: 2.0 Max TC CSI: 0.753 Max BC CSI: 0.884 Max Web CSI: 0.669 VIEW Ver: 20.02.00A.1020.20 11�ili1f1111/1�� r fro.86367 0 ;D STATE OF�'ct,� 12'8" 7'3"8 1' 38'8W ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 782 1- /- /- /376 /- M 1016 /- /- /- /452 /- K 1681 /- /- /- /807 !- H 903 /- A /- /436 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 2.3 H Brg Width = 8.0 Min Req = 1.5 Bearings B, M. K, & H are a rigid surface. Bearings B, M, K, & 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 523 -1085 E - F 389 -158 C-D 271 -542 F-G 518 -1166 D - E 277 - 546 G - H 679 -1396 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - 0 894 -402 J - H 1184 -553 O - N 890 -403 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - N 264 - 582 F - K 831 -1371 N - E 813 - 362 F - J 1757 - 797 E - M 513 - 875 J - G 439 - 244 ��sJ �• COgo*RIVr- vb 105 41464NAiolm, `�0 1 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/18/2021 '•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, handiin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached r! id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _ as applicable. Apply plates to each face of truss and position as shown above and on the 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. Alping, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this -drawing, any failure to build the ANMCOWAW truss to conformance. with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional an sneering responsibility solelyQor the design shown. The suitability and use ofQ is drawing for any structure is -the responsibility of the Building -Designer per ANSUTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineihv.com; TPI: tpinst.org; SBCA: sbcinduslry.com: ICC: iccsafe.orp: AWC: awc.cro Orlando FL, 32821 SEQN: 49812 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef: 1 X3T89750068 T29 / FROM: RWM ply: 3 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57944 Truss Label: B1 ISSB / WHK 03118/2021 1� 99 7'10"14 i 13'10" T1014 511"2 J T11"5 7'11"5 21' 6'0"11 14' =04 D 20'10"4 7'0"4 7' 26'4" 5'4" 5'4" 26'4" t2 T Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Defl/CSI-Criteria PP Deflection in loc Udefi U# VERT(LL): 0.034 J 999 360 VERT(CL): 0.062 J 999 240 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Lac R+ / R- / Rh / Rw / U / RL B 845 /- /- /554 /191 l280 BCDL: 10.00— Risk Category: II Snow Duration: NA HORZ(LL): 0.013 J - - H 1051 /- /- /542 /186 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.024 J K 185 /- !- /121 /59 /- Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.664 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.620 H Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.557 K Brg Width = 8.0 Min Req = 1.5 Bearings B, H. & K are a rigid surface. Loc. from endwail: not in 9.o0 ft FT/RT:20(0)/10(0) Bearings B, H, & K require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 20.02.o0A.1020.20 Maximum Top Chord Forces Per Ply (Ibs) nwe, Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. HWAA- � loe•s� � �y Na, 86367 • o �# + �•�• STATE OF unorus i ens.comp. cnoras i ens. comp. B - C 693 -1221 D - E 520 - 694 C - D 539 - 679 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-J 1015 -550 J - 1 1011 -551 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - 1 448 - 579 E - H 625 - 903 I- E 586 -174 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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 attachetl rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oFtruss 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 Alping, a division of ITW Buildin$QComponents Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the ANMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses: A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilit�yy solely -for the design shown. The suitability and use of this drawing for any sfructure is the responsibility of the Building9 esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineilw.com: TPI: tpinst.oro: SBCA: sbcindustrv.coms- ICC=icrsafe-ora AWC awr. nrn Orlando FL, 32821 SEQN: 49813! GABL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T27 / FROM: RWM Qty: 1 ,7A5M20 ,167ED ,RHOI / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57899 Truss Label: B2GE SSB / WHK 03/18/2021 6'1"1 13.10• 6'1"7 7'8"9 1I_ 1-20.4 4x4 H 2T8.- fk 20W 4W J 1'8' —1 1'+ 6'1"14 6'1"14 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. 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. 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): 13W 27'8- Defl/CSI Criteria PP Deflection in loc Udefi U# VERT(LL): 0.021 O 999 360 VERT(CL): 0.040 0 999 240 HORZ(LL): -0.011 M - - HORZ(TL): 0.020 M Creep Factor: 2.0 Max TC CSI: 0.146 Max BC CSI: 0.220 Max Web CSI: 0.147 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs), or `=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 209 /- /- /104 /69 /290 B` 79 A /- /43 /17 /- Z 256 /- A /213 /99 /- AA 57 /- /- /53 /26 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 B Brg Width = 248 Min Req = - Z Brg Width = 8.0 Min Req = 1.5 AA Brg Width = 16.0 Min Req = 1.5 Bearings B, B, Z, & Z are a rigid surface. Bearings B, B, Z, & Z require a seat plate. Members not listed have forces less than 375# CENS� p No, 86367 n STATE 4Fwo cv 010 ORO os�t�+,ON+A, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricatingg 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 attache,. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin4Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSIPI1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional encLsneering responsibility solely -for the design shown. The suitability and 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: Alpine: alpineitw.com; TPI: tpinst.orq;-SBCA: sbcindustrv.com: ICC: iccsafe.cra: AWC: awc.ora Orlando FL, 32821_ SEQN: 49814 / GABL Ply: 1 Job Number: N333986 Cust: R 8975 JRef1X3T8975o068 T28 / FROM: RWM Qty: 1 ,7A, 320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57054 Truss Label: C1GE SSB / DF 03/18/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37. 00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T N N 1 3 4'2" 47' f-2'—'i (TYP) 27' =4X4 D 8'4" 4'2" ,2 T 6 C E O B F X4 Fi G8,8„ J H 2X4(A1) = 2X4(A 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 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Loading Gable end supports 8" max rake overhang. Top chord must not be cut or notched. 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 At 6015ENC160118 & GBLLETIN0118 for gable wind bracing and other requirements. 8,4" 8,4" 8'4" 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. TPIStd: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.003 1 999 360 VERT(CL): 0.005 1 999 240 HORZ(LL): 0.001 H - - HORZ(TL): 0.003 H - Creep Factor: 2.0 Max TC CSI: 0.160 Max BC CSI: 0.089 Max Web CSI: 0.092 VIEW Ver: 20.02.00A.1020.20 ♦Maximum Reactions (lbs), or"=PLF Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B' 185 /- /- /135 /87 /59 F' 185 /- /- /135 /87 /- Wind reactions based on MWFRS B Brg Width = 24.0 Min Req = - F Brg Width = 24.0 Min Req = - Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# `'0"1111!@t1lDrrr�o/ •• No.86367 • +� STATE of �•w FL REG# 278, Yoonhwak Kim, FL PE 486367 03/18/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10' Hess noted otherwise. Defer to ' nsion of ITW Buildin Components Group Inc. $hall not. be responsible for any deviation from this drawing, any failure to build the formance with ANSI /l PI 1, or for handling, shipping,. installation antl bracin4of trusses. A seal on this drawin or cover page rawing indicates acceptance of professional engneering responsibility solely -for the design shown. The suitabiliply and use of This any structure is the responsibility of the Building esigner per ANSI/T I 1 Sec.2. rcmation_ see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ]CC: iccsafe.ora: AWC: awc.oro ALPINE ANMCOWB 6750 Forum Drive Suite 305 Orlando FL,32821 SEQN: 49815 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T7 / FROM: RWM Qty: 1 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.58038 Truss Label: V4 / WHK 03/18/2021 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 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.59 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 1'11 "8 1 3-11 " 1'11 "8 11'11 "8 12 6 [7' =4X4 B 4X4(D1) =4X4(D1) A C 0 14'11"3 D 3'11" 3-11" 3-11" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 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): 0.004 999 360 VERT(CL): 0.007 999 240 HORZ(LL): -0.001 - - HORZ(TL): 0.003 - Creep Factor: 2.0 Max TC CSI: 0.070 Max BC CSI: 0.098 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs), or *=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D* 75 /- /- /32 /6 /6 Wind reactions based on MWFRS D Brg Width = 47.0 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# o No.86367 *• +� STATE DE • kr�� o �/ h e • �''14010NAL E, ,�if;I�t�or<�ti FL REG# 278, Yoonhwak Kim, FL PE 486367 03/18/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS I uire extreme care in fabricating, handlin , shipping, installing.and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI ancl'SBCA) for safety practices pnor to performing these functions. Installers shall provide temporary. r BCSI. Unless noted otherwise, top chord shall have- proper) attached structural sheathing and bottom chord shall have a properly �id ceiling.Locations shown for permanent lateral restraint olYwebs shall have bracingg installed per BCSI sections B3, B7 or 610 r e. Appplates to each faceoftruss and position as shown above and on the Joint Details. unless noted otherwise. Defer to ' nnngs _i our{-Z ror stanoara plate positions. nerer To )oos uenerai Notes page Tor aaaaionai information. ne, a division of ITW BuildinccLLComponents 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 bracingg. of trusses. A seal on this drawingor cover pa e ig this drawingg indicates acceptance of professional engineering responsibili(t�y solely for the design shown. The suitabilitand use of this /wing for any sfr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; [CC: iccsafe.org; AWC: awc.org INE ALPINE "wroE 6750 Forum Drive — - Suite 305 _ _ Orlando FL, 32821 SEQN: 49825! VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T5 / FROM: RWM Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57914 Truss Label: MV01 SSB / WHK 03/18/2021 W H ULI U a 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 " 1112X4 B 12 6 N 4X4(D1) iv A 9'11"13 CD 1113X6 r 4111 "11 Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 4'1 "11 4'1"11 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in ]cc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 C HORZ(TL): 0.006 C Creep Factor: 2.0 Max TC CSI: 0.354 Max BC CSI: 0.260 Max Web CSI: 0.151 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D' 75 /- /- /50 /27 /22 Wind reactions based on MWFRS D Brg Width = 49.7 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# 11f11PIf10 cElvs r No. 86367 r s STATE OF 2Fz °s •rpv�oo• �• e. 0N Al � N FL REG# 278, Yoonhwak Kim, FL PE 486367 03/18/2021 **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 SCSI (Building Component Safety Information, by TPI and SBCA) fo'r saety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly - attached rigid ceilin Locations shown for permanent lateral restraint o webs shall have bracin installed per BCSI sections B3, B7 or B10, as appllcab�le. 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. Al ing, 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 ANSIl� PI 1, or for handling, shipping,, Installation and bracing of trusses. A seal on this drawing or cover pa!Me 675o Forum Drive listing this drawing indicates acceptance of professional enc�sneering responsibilittyy solely -for the design shown. The suitability and use of mis 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.or - Orlando FL, 32821 SEQN: 49816 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T6 / FROM: RWM Qty: 1 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57569 Truss Label: MV02 SSB / WHK 03/18/2021 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 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes Valley truss connection to truss below shall be designed and furnished by others . 12 6 1112X4B 4X4(D1) T A N Ll 10'11"13 ////I CD 1112X4 �-2'1'11 a 2'1"11 2'1 "11 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA 'Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 C HORZ(TL): 0.001 C Creep Factor: 2.0 Max TC CSI: 0.057 Max BC CSI: 0.054 Max Web CSI: 0.041 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs), or "=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D' 75 /- /- /45 110 /13 Wind reactions based on MWFRS D Brg Width = 25.7 Min Req = - Bearing A is a rigid surface. Members not listed have forces less than 375# 0111111111pffili s d, a i Noy. 86367 R , v STATE 4F FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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) t r saty practices norto 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. Appy plates to each face oT-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 BuildinccttComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the MMCGW.W truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en meering responsibili(� solely or the design shown. The suitabilit9y and 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: Alpine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora, AWC• awc-orn Orlando FL, 32821 SEQN:49817/ EJAC Ply: 1 Job Number: N333986 Cust:R8975 JRef:1X3T89750068 T3 / FROM: RWM Qty: 2 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.58100 Truss Label: EJ7A / WHK 03/18/2021 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 2'4" 7 1 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 #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)110(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.012 D - HORZ(TL): 0.021 D - Creep Factor: 2.0 Max TC CSI: 0.918 Max BC CSI: 0.504 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 V 8'8" ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 425 /- /- /360 /168 /237 D 125 A /- /67 /- /- C 161 /- /- /112 /160 /- 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# Wa,`�,l /1 *44` �a ��CENSF • A • No.86357 • • w STATE OF • q 0RI'D 'ter.," L FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **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 properly attached structural sheathing and bottom chord shall have a properly attached ri id ce!lin Locations shown for permanent lateral restraint of webs shall have brawn installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the aoint9Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the u nwcouvnry truss in'conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawingor cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional englneenng responsibility solely or the design shown. The suitability and use Nis Suite Fos drawing for any structure is the responsibility of the Building es!gner per ANSI/TPI 1 Sec.2. For more information see these web sites: AI ine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821. _ SEQN:49818! EJAC Ply: 1 Job Number: N333986 Cust:R8975 JRef: 1 X3T89750068 T8 / FROM: RWM Qty: 14 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57070 Truss Label: EJ7 �SSB / WHK 03/18/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 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. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.015 D HORZ(TL): 0.028 D Creep Factor: 2.0 Max TC CSI: 0.720 Max BC CSI: 0.507 Max Web CSI: 0.000 EW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /249 1108 /208 D 125 /- /- /73 /- /- C 174 /- /- /128 /169 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# tinrrrirr WA ,�, •° tirG NSA . ,, 0 No.86367 • � r R • w STATE OF , ON+A_ b FL REG# 278, Yoonhwak Kim, FL PE #86367 03/ 18/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord, shall have a properly attached ri id ceilin Locations shown for ermanent lateral restraint of -webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable: App�y plates to each face of truss and position as shown above and on.the Joint Details;- unless notetl 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 MMCC-AW truss in conformance with ANSI/TPI 1, or for handling, shipping,, Installation.ano bracin of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional enc�ineering responsibilit(yy solely or the design shown. The suitabilifY and use of This drawing for any structure is the responsibility of the Build ingUesigner per ANSI/TPI 1 Sec.2. Suite 305 • For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ]CC: iccsafe.oro: AWC: awc.oro _ Odando FL, 32821 SEQN: 49819 / EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T1 I FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 /1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57850 Truss Label: EJ7S / WHK 03/18/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T, Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 lVnd Duration: 1.60 Lumber. Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min, toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 7' 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): B Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.016 C HORZ(TL): 0.030 C Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.513 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- ! Rh / Rw / U / RL A 270 A /- /179 171 /186 C 126 A A 176 A /- B 177 A A /132 /171 A Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width = 1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# i No.86367 g- STATE OF t.�,� � 1.b �, IQ+Adi e `.+, q FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS of re h Components Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the ;Il�PI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawing or cover pagge cceptance of professional engineering responsibility solely for the design shown. The suitability and use of this responsibility of the Building Designer per ANSI/TPI 1 Sec.2. ALPINE ANmvCO~ 6750 Forum Drive Suite 305 Orlando FL, 32821 I For more SBCA: . I SECiN: 49820 / JACK Ply: 1 Job Number: N333986 I Cust: R 8975 JRef:1X3T89750068 T32 / FROM: RDP City: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57553 Truss Label: CJ5A SSB / WHK 03/18/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 11'2"5 12 6 `V) T CV p� i-- B M D A = 2X4(A1) 2'4" 4' 11 "4 4' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 end Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 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): 0.006 D HORZ(TL): 0.008 D - Creep Factor: 2.0 Max TC CSI: 0.736 Max BC CSI: 0.220 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 358 /- /- /322 /155 /181 D 85 /- P /46 /- /- C 102 /- /- /66 /104 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# flitoAi 0�` o.e�+a•rr�.�� O� I No 86367 o e _�5. STATE OF o 4,, ONA_ ` FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **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 ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. -Apply plates to each face, o truss and position as shown above and on -the - Join t9Details, unless noted otherwise. Refer to.' ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Build 'n Components Group Inc. shall not.be responsible for any deviation from this drawipg, any failure to build the ,,",,,,,Co,,,,,,,,,, truss in conformance with ANS(I/� PI 1, or handling, shipping,; Installation. and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing -this drawing indicates acceptance of professional engqlneenng responsibility solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .cam; -[CC*. iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 49821 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:lX3T89750068 T2 / FROM: RDP Qty: 5 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57757 Truss Label: CJ5 KID / YK 03/18/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 11'2"5 12 6 Cl) M 1B 8isii A D �1' 4114 4' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.005 D HORZ(TL): 0.010 D Creep Factor: 2.0 Max TC CSI: 0.549 Max BC CSI: 0.257 Max Web CSI: 0.000 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 /- 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# E N,10, [/+� No.86367 Saw so ©, STATE OF Or • � �e1i7,�� �i I •rsge� ON A FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI an fabricating, r sa shipping, 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 ,i!d ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3,-87 or 1310, r e._ Apply plates to -each face_ of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to Tor stanoara plate positions. rteTer to )oo's uenerar Notes page Tor aaanionai mlormation. of ITW Buildi hComponents Group Inc. shall not. be respponsible8 for any deviation from this drawing, any failure to build the nce with ANSI4PI 1, or for handling, shipping,, installation. and ybracin4 of trusses; A seal on this drawin or cover pa e 1, indicates s s acceptance ofpro the i i l engmeserinerf esponsi ill I 1 IS!ec 2r the design shown. The suitability and use of this 9 9 P ALPINE ANnW C6NP 6750 Forum Drive Suite 305 Orlando FL, 32821 For SEQN: 49822 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef: 1 X3T89750068 T20 I FROM: RDP Qty: 1 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.58163 Truss Label: CJ3A SSB / WHK 03/18/2021 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 10'2"5 12 6 B ,,,, rn T 88" N D A = 2X4(A1) 214" 2' 11 "4 2'11 "4 Wind Criteria - Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 end 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. 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): 0.003 D - HORZ(TL): 0.004 D - Creep Factor: 2.0 Max TC CSI: 0.773 Max BC CSI: 0.244 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 308 /- /- /304 /153 /128 D 45 /- A /34 /13 /- C 34 A /- /44 /42 b 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# /+ e 4_ Al. d No.86367 'R s a4 STATE OF � z 0-0 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 "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 SBCA) 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 �id ceilinp Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610 e._ AppTy plates to each face. of truss and -position as shown above and on. the Joint Details, unless noted otherwise. Refer to for sfanoaro piaie positions. reefer To )oD s uenerai Notes page Tor aaamonai information. of ITW Buildin Components Group Inc. shall not.be responsible for any deviation from this drawipg, any. failure to build the ice with ANSI/ PI 1, or for handling, shipping, installation an bracing of trusses. A seal on this drawin or cover page �uctur indicates the esponsibility of the Bui ding -Designer perr ANSI T Isolely-for 1 ISec 2r the design shown. The suitabilii9y and use of this AL NE ANMCOMDA 6750 Forum Drive Suite 305 Orlando FL, 32821 _ more see SEQN: 49823 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750068 T22 / FROM: RWM city: 5 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57476 Truss Label: CJ3 SSB / WHK 03/18/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " V 2X4 (A1) 1, 211 4 2' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): N 10'2"5 coT - O) � co CV $ipn Defl/CSI Criteria PP Deflection in ]cc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D - Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.105 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- /156 /71 /9E D 50 /- /- /27 /- /- C 63 /- /- /44 /64 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,Or;ttttlf til►fl��,f Irl' 10.6 No.86367 •R r STATE 4F � �� 'r•�� �dig$NI►i911N0 5 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached n id -ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as 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 Components Group Inc. shall -not, be responsible for any deviation from this drawipg, any failure to build the ANMCCWF truss in -conformance with ANSI/ PI 1, or for handling, shipping;- installation an bracin4g of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely for the design shown. The suitabiliCy and use of this drawing for any s9r'ucture is the responsibility of the Building0 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: 49824! JACK Ply: 1 Job Number: N333986 Cust: R8975 JRef:1X3T89750068 T24 / FROM: RWM Qty: 6 ,7A5l320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.67475 Truss Label: CA �SSB / WHK 03/18/2021 V 12 6 C 1, 11114 11 "4 9'2"5 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 P P /145 /76 /45 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.000 D - D 11 A2 P /14 /10 P Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.000 D - C - /-15 /- /29 /33 /- Building Code: NCBCLL: 10.00 Mean Height: 15.00 ft TCDL: 4.2 psf Creep Factor: 2.0 Wind reactions based on MWFRS Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.183 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.022 D Brg Width = 1.5 Min Req = - C Brg Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Width = 1.5 Min Req = - Bearing B is a rigid surface. Loc. from endwall: Any FT/RT:20(0)/10(0) Bearing B requires a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ve,. 20.02.00A.1020.20 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. `�,1t�11111l1i/��I fro, 86367 �Di ATE OF cv� N '�' •: ORI .w'' L ; ONAL �ttiut�d►►� FL REG# 278, Yoonhwak Kim, FL PE 486367 03/18/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building _ Component Safety Information, by TPI an SBCA) for saTety-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 attach l rigid ceilin Locations shown for permanent lateral restraint of webs shall have bragin installed per BCSI sections B3, B7 or B10, _ as applicable. App7gy 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 far 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 RNMCOM W truss in ponformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en meenng responsibility solely or the design shown. The suitabiliply and use of this drawing for any structure is the responsibility of the Building�esigner per ANSIrr 11 Sec 2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.ora:-AWC: awc.ora Orlando FL, 32821 SEQN: 49826 / HIP_ Ply: 1 Job Number: N333986 Cust: R 8975 JROAMT89750068 T19 / FROM: HMT Qty: 3 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57023 Truss Label: HJ7 �KD / WHK 03/18/2021 5'3"5 5'3"5 9'10"1 4'6"11 E 12'2"3 12 4.24 C4 v or 7h M v B y A LA8,8„ FE 2X4(A1) =4X4 �-- 1'S" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 It NCBCLL: 0.00 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 It Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. (3) 16d common (0.162"x3.5') nails at top chord (3) 16d common (0. 1 62"x3.5") nails at bottom chord 9'2"2 7"1 9'2"2 9'11 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# PY NA Ce: NA VERT(LL): 0.040 F 999 360 Lu: NA Cs: NA VERT(CL): 0.076 F 999 240 Snow Duration: NA HORZ(LL): 0.010 C - - HORZ(TL): 0.018 C - Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.546 TPI Std: 2014 Max BC CSI: 0.416 Rep Fac: No Max Web CSI: 0.260 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 %Arnvr `1,JIIIII III?Ir��� Q�A �AWA6,; �C t a ' EN � � 0?o. °. St ° No. 85367 � r • a, STATE OF w� ORIP� °ipf �'114111111011111111111QNA L FL REG# 278, Yoonhwak Kim, FL PE #86367 03/18/2021 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 326 /- /- P /154 P E 364 /- /0 /- /84 /0 D 214 /- /- /- /177 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width =1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT * FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an 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 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 Oates to each face of truss and position as shown above and on the Join 9Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alire, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the pMr ,ra,�AN truss in conformance with ANSI 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 en ineenng.responsibili-ty solely -for the design shown. The suitability and use of this Suite For drawing for any structure is the responsibility of the Buildingtsigner per ANSI/TPI 1 Sec.2.305 For more information see these web sites: AI ine:-al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 Gable Stud Reinf orcement Detail ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Orr 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or: 120 mph Wind Speed, 15' Mean Heloht, Partially Enclosed, Exposure D. Kzt = 1.00 (7 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'LBrace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace row (1) 2x6 'L' Brace w (2) 2x6 'L' Brace *10 Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' - S[- PPI #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Q Standard 1 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 1 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' S P #2 3' 10' 6' 7' 6' 10, 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10' 11' 11' 8' 14' 0' 14' 0' oj r Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Cj Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 6' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' 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 u 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13, 9' 14' 0' 14' 0' 14' 0' Q �l Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10, 12, 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10' 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' 03 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, ill 13' 4' 14' 0' 14' 0' 14, 0' 01 D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10, 11' 10, 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 7' 8' 2' 8' 5' 9' S. 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' U H F Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O I� I Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' ill 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' S. 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' j S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11, 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' c-i D P L Stud 4' 9' 7' 4' 7' 30' 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' 11' 6' 12, 0' 13' 7' 14' 0' 14' 0' 14' 0' i Diagonal brace option, vertical length may be doubled when 'diagonal brace Is used. Connect diagonal brace for 60014 at each end. Max web total length Is 14'. Vertical length shown In table above. Connect diaoonnt at AN ITW CO 11 514\ Earth% Ciiy% Expressway I %Suite\ 242 \ \ Earth\ City,\ MO\ 63045 aymm About 18, L 'L' Brace End Zones, typ, 2x6 DF-L #2 or T better diagonal I brncei single 8, or, double cut (as shown) at L upper end. yll�l N `U` Refer to chart aboTN2 ■.WARNMG- READ AND FOLLOW ALL NOTES 131 THIS DRAWING do wwINpIRTANTww FURNISH THIS DRAWING TO ALL CUNTRACTIRS INCLUDL46 THE INSTALLERS. Trusses regWrc extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and dlow the latest edition of BCSI (Bu0ding Component Safety Information, by TPI and SBCA) for safety actices prior to performing these functions. Installers shall provide temporary bracing per SCSI, iless noted otherwise, top chord shall have properly attached structural sheathing and bottom Choi ,all have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs ,all have bracing Installed per SCSI sections B3, B7 or BLO, as applicable. Apply plates to each face ' truss and position as shown above and on the Joint Details, unless noted otherwise. Per to drawings 16CA-Z for standard plate positions. Alpine, a division of ITV Bullding Components Group Inc shall not be responsible for any deviation fr Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, -tallation 6 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional glneering responsibility solely for the design sham The suitability and use of this drawing r any structre Is the responsWlty of the Bu0.ding Designer per, ANSLTPI 1 Sec.? - Far more Information see this Job's general notes page and these web SItCSI IWAA- 'fP,, ASP '11 L, i a I o • A •: z OR10P•' Bracing Group Species and Grades: Group At S ruce-Pine-Fir Hen -Fir #1 / #2 Stnndnrd #2 Stud #3 Stud1 #3 IStandard Douctias Flr-Larch Southern Plnewww #3 Stud QS!,K2.d] Standard Group BI Hero -Fir #1 & Btr #1 Dou ins Fir -Larch Southern Pinewww #1 1 #1 Ell #2 1 1 #2 lx4 Braces shot( be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values ma be used with these rndes. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0,128'x3,0' min) naps, )K For (1) 'L' braces space naps at 2' o.c. In 18' end zones and 4' o.c. between zones. )K)KFor (2) 'L' bracesi 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. Gable Vertical Plate Sizes Vertical Lennth No Splice Less than 4' 0' 2X3 Greater than 4?', but less than 11' 6' 3X4 Greater than IL' 6' 4X4 + Refer to common truss design for II r peak, splice, and heel plates. w n Refer to the Building Designer for conditions I. not addressed by this detail. REF ASCE7-16-GAB16015 DATE 01/26/2018 / DRWG A16015ENC160118 TOT, LD, 60 PSF SPACING 24,0' 'T Relnfol Memb Go Tr Gable Detail Fnr, I P+-Iv) \/Prtirn I c rnhlp Trucc Sizes ppropriate Alpine gable detall for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates, vertical plates overlap, use a to that covers the total area of lapped plates to span the web. 2*2X4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nails( 10d Common (0,148'x 3,',min) Nails at 4' o,c. plus (4) nails In the top and bottom chords, Toenalled Nallsl 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 8 ASCE 7-16 Gable Detail Drawings r A11515ENC100118, A12015ENC100118, A14015ENC100118,9AGO �� �� 0 luff/ A18015ENC100118, A20015ENC100118, A20015END1001 �'P j A11530ENC100118, A12030ENC100118, A14030ENC1 6wlilWWOO 11 - ��'� A18030ENC100118, A20030ENC100118, A20030EN W S11515ENC100118, S12015ENC100118, S14015EN 0118 �16 3 S18015ENC100118, S20015ENC100118, S20015E100114, S 0 15P 1 8 S11530ENC100118, S12030ENC100118, S140300C10011191•, S p S18030ENC100118, S20030ENC100118, S20030 118, S20030PED100118 6 • • See appropriate Alpine gable detail for maxima w unnielnforced'ga vertical lB sTAr;7 OP 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord, 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. ✓eb Length Increase w/ eT° Brace 'T' Relnf, Mbr, Size 'T' Increase 2x4 30 2x6 20 Examples ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1,00 Gable Vertical = 24'o,c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7 ' = 11 ' 2' -WARMD�.. READ AND FMJ-DW ALL MITES ON THIS WAVING FWUSM TNIS DRAVING TO ALL CONTRACTORS DICLUDING THE INSTALLERS i "require Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and r<` pe • `�� / REF- LET -IN VERT follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these Functions. Installers shot( provide tempomry bracing per BCSL ��r /�A l V DATE 01/02/2018 Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord P V ] shall have a properly attached rigid ceiling, Locations sham for permanent lateral restraint of webs have bracing Installed SCSI sections B3, B7 B10, �/ �, /�������b �1�, DRWG GBLLETIN0118 shall per or as applicable. Apply plates to each Fnce of truss and position as shorn above and an the Joint Details, unless noted otherwise, PI Refer to drawings 16CA-Z for standard plate positions. AN ITW COMPANY Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fron this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation L bracing trusses. )LAX. TAT, LD, 60 PSF \ 1614\Earth\ Cil \ Ex resswa v p y of A seal on this drawling or cover page listing this drosI g, Indicates acceptance of professional engineering msponslbluty sotety for the design shoe The sWtability and use of this drawing OUR, FAC, \1 Suite\242 for any structrre Is the responsibility of the Building Designer per ANWTPI I Sect. ANY \\EaAh\City,\MO\63046 For ALPINE v�,n pineitw(,can informationsee err plr st orgje HCNt rrr.esbcUldustr A ge and eICG v; MAX, SPACING 24.0' Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, 'Dot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, - Attach each valley to every supporting truss with: 535# connection or with (1) Simpson H2.5A or equivalent connector for ASCE 7-16 180 mph, 30' Mean Height, Part. Enc. Building, Exp, C, Wind TIC DL=5 psf, Kzt = 1.00 Or ASCE 7-16 160 mph. 30' Mean Height, Part. Enc, Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Bottom chord may be square or pitched cut as shown, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members, All plates shown are Alpine Wave Plates. 3X4 12 12 Max. I 2X4 X4 -['- 8-0-0 max .+ 4X4 20-0-0 (++) Supporting trusses at 24' o.c. maximum spacing, Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80X length of web, same species and grade or better, attached with 10d box (0,128' x 3,0') nails at 6' o.c, In lieu of 'T' reinforcement, 2x4 Continuous Lateral Restraint applied at mid -length of web is permitted with diagonal bracing as shown in DRWG BRCLBANC1014. Top chord of truss beneath valley set must be braced with) properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o.c, or as otherwise specified on engineer's sealed design Or By valley trusses used in lieu of purlin spacing as specified on Engineer's sealed design. www Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley 1� Valle Spacing "VARNM— READ AND FOLLpV ALL NOTES ON THIS BRAVING! uDI MTANT" FURNISH THIS DRAWING TO ALL CMffMTORS INCLUDING THE INSTALLERS. Trusses require extreme care In fabricating, handling, shipping, Instatting and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety Practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom choi shall have a properly attached r101d ceiling. Locations shown for permanent lateral restraint of web! shalt have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face P' of truss and position as shown above and on the Joint Detalis, unless noted otherwise. E Refer to drawings 160A-Z for standard plate position Alpine, a s. divlslon of ITV Building Components Group Inc shall not be responsible for any deviation fr tuts drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation 6 bracing of trusses. y1514\Earth\ City1 Expressway er lr seat o � �� � Cover page listing this drawing, 4Kocates acceptance of professional 11511ite\242 for any structure �tyjs the reely for the design shown The sWtnbplty and vse of this drawing sponsbglty of the Building Designer Per ANSL�TPI 1 Sec2. 1\Earth\City,\MO\63045 For Wore Infornntlon see this Job's general notes page and these web slteQp / j ALPINFa vw.alpinelt►.coni TPL wv.tpinst.orgl SBCA� vwsbdndustryargl ICG vwiccsffi�t Square Cut Bottom Chord Valeev �N Et k No.8 co; • a • ° STATE OF • 0 0 0 e d °r�,,�NA� ►,,,� Yoonhwak Kim. FL PE #863 2X4 Stubbed Valley End Detail sses ❑Ptional Hip Joint Detail n I T t 2, Partial Framing Plan LL 30 30 40PSF REF VALLEY DETAI bL 20 15 7 PSF DATE 01/26/20f8 DL 10 10 10 PSF DRWG VAL180160118 LL 0 0 0 PSF LD. 60 155157PSF D U R. F A C.1.25/ 1, 3311.1511.1 SPACING 24.0' Valley Detail - ASCE 7-16i 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 4 l Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better, Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, �" Attach each valley to every supporting truss with: (2) 16d box (0.135' x 3.5') nails toe -nailed for ASCE 7-16, 30' Mean Height, Enclosed Building, Exp. C, Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on supporting truss material at connection location, 170 mph for SP (G = 0,55, min.), 155 mph for DF-L (G = 0,50, min,), or 120 mph for HF & SPF (G = 0.42, min,). Maximum top chord pitch is 10/12 for supporting trusses below valley trusses, Bottom chord of valley trusses may be square or pitched cut as shown, Valleys short enough to be cut as solid triangular members from a single 2x6, or larger as required, shall be permitted in lieu of fabricating from separate 2x4 members. All plates shown are Alpine Wave Plates. 3X4 12 12 Max. I 2X4 X4 H— 8-0-0 max 4X4 20-0-0 (++) Supporting trusses at 24' o.c, maximum spacing. AN ITW COMPANY 11 5141 Each\ City\ Expressway 1 \ Suite1242 11 EarlhlCAM MO\ 63045 Unless specified otherwise on engineer's sealed design, for vertical valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 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. wwo Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0'. Pitched Cut Bottom Chord Valley 12 10 Max, F� Valle Spacing oe-nai(ed � s • :- a oVARNu,GKw REAR No FULLiiV ALL NrTTES IN TMS BRAWmxa v*• �wPBRTANT" FIHRNISH TM BRAVING M ALL CMflPACMRS INCLUDING THE INSTALLERS. or Trusses require extreme care In fabricating, handling, shipping. Installing and bracing. Refer to and/� Aloe the latest edition of BCSI (BuOrDng Component Safety Infornatlon, by TPI and SBCA) for safety actices prior to performing these functions, Installers shall provide tenpororyy bracing per BCSL 'less noted otherwise, top chord shall have properly attached structural sheatrdng and bottom chord 'all have a properly attached rigid ceiling. Locations shown for permanent tateroI restraint of webs ,all have bracing Installed per BCSI sections B3, 137 or BID, as applicable. Apply plates to each face ' truss and position as shown above and on the Joint Detafts, unless noted otherwise. ,Fer to drawings I6OA-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from Is drawing • any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping. •talatlon 6 bracing of trusses. A seal on this drawing or cover page listing this draskp, b 11cates acceptance of professional igineering responsibility solely for the design shown The suitability and use of this drawing r any structure Is the responsibility of the &ding Designer per ANSUTPI 1 SecZ For more Information see this Job's general notes page and these web s -M178, ALPINE, www.alpineltw.comi TPB www.tpinstorg) SBCA, www.sbclndustry.argi IM wwwltc5d Square Cut Bottom Chord Valley X i�A W P CE No, 86 Col 4X4 2X4 Stubbed Valley ❑ptional Hip End Detail Joint Detail nl T usses Partial Framing o.c. Plan STATE OF �Oaio�' d��` 1000669 oX �ik)` NRi1 �1 rnhwak Kim, FL PE #86367 C LL 30 DL 20 BC DL 10 LL 0 T, LD, 60 T 30 15 10 0 40PSF 7 PSF 10 PSF 0 PSF 57PSF REF VALLEY DETAIL DATE 01/26/2018 DRWG VALTN160118 55 R.F AC.1.2 1.33 1,15 1.15 ISPACING 24.0' I VALLEY FRAMING & BRACING DETAIL R a( Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 foot -ASCE 7-05,140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. :e the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. ,TYp) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (•e) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 3 16d 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 (n.. r .CU hr JLCC..R AMM UJCU) 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'4" to 10'-0" Tony nailed wl 2 -10d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge of cripple with 10d (0.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length. Cripples over 10'4 long requre two CLR's or both faces wl'T'. or scab. Use stress graded lumber & box or common nails. ,Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples if cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing in accordance to current NDS requireme Nails are common wire nails unless noted otherwise. `� •* i S (A) �B) *') a" ' `EAR NO F0L0V ~' mams ON RS i°S °7A`rT : * C LL 20 30 40 54 REF VALLEY FRAMING weDPQrrAHTwa• Fls•dsR TFas DRAVDIG m ALL CTIHIRACi02S IItC1ADIDiG iFE 1ISTALn roc s . Trusses require extr*ne care kh fabricating, hanakhg, hipping, t-stalu,. and bruc:h+p Refer, rb � * C DL 10 20 7 7 DATE 10/O1/14 follow the latest eatlon of BCSI (Brnoo g Corponent Safety IMornatlon, by TPI and SBW for swety • practices prior to perfcrnft these functions. Installers shall provide temporary brad-. per nSL • Unless noted ad Wse, tau chord shall have property attached structrat sheathing and bottom a STATE l • shau have a property attached rigid Belk i. Locations shown for pemonent lateral restraht of � o Ar BC DL 0 0 0 0 DRWG VACNVISO1015 (j Old [F shall have bracing kotnlled per, BCSI sections B3, 27 or RIO, as applkohle. Apply plates to each • • Q II l�l I�� 1'\\will `L�� of tress and posnlon as shon above and on the Joint Details, hsiess noted othereise, e IJ Refer to drawings 160n-z for standard plate posrdms, v • , P• f � � BC LL 0 0 0 0 AN ��M Aipkne, a division of ITV Hunang components rr-W Due. shau not be respo sole for avfation'y' • �• •OR,O•• • thtr a1 awkn., any fol re to badld the truss In conformance with ANSLIiPI 1, or for an" TOT. LD.30 50 47 61 Installation t bracing of trusses. sj A seal on this drawing w cover page Ustehg this drawing, khaeates ocaptarnce or professlorwl C �� ON �� solely for the shown The shtt. and usa of this forew"q .Kt,. is r.R--U ty u� and►,. na:i�,en p.r At<ct�rPr 1 s.ea n�11`N DUR. FAC. 1.25/1.15 13369 Lakefront Drin Far Wore knfomatlon see thh 's Pape and these web sites+ Earth City, MO 63045 ALPQE, malP,,,e,t..sa,a TPn ....tPkns bar.l s°efTecat `."sbck k t yang, MD www.lxcafeerg 8 10 2 O( SPACING SEE ABOVE