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ATTENTION! REFER To ' PACK FOR WCONNEC-ION, xuNe ` t-0- s ]/4'REFERTDpCSI -BlTRONGBACKS REOUIREBE TO DEFLECTION FFERENTIAL EE STRGNGBACK LETTER` N ENG. PACK) F, MAJawuM FFFEc11VENESS, INSTALL SmaNa°AC16 BETptE 91EElINC IS APPIIm To )RUS56. 2,—O" I ' TYPICAL 7' SETBACK CORNERSET LABELING '.YFk'r '•a�i `+ AND SPACING Reviewed for Cade Compliance i°� 't `` ° - Universal Engineering Sciences ut cn axr c.rr i b Jul � ��( �`l'r►�a � M ONE! -.LILau1"�`g®� AB 1311 •, REVIEWED M i V A6 NVK4 In 4 4 �3 Bxn Gl E.n CAA CA i Labeled End Mark 1 E HANGER CHART AL = HUS26 (SIMPSON) = HHUS26-2 (SIMPSON) Products PlotlD Net Qty Product Length Plies Ji 9 16" BCI@ 4500s-1.8 18' 0" 1 Connector Summary J2 3 16" BCI®4500s-1.8 16' 0" 1 PIot1D Qty Manuf Product Skew Slope J3 10 16 BCI@ 4500s-1.8 16' 0" 1 Hut 24 Simpson 1T51.81/16 - - J4 1 16"BCI@ 45OOs-1.8 16'0" 1 "�"'+"�M—:- °'"°" Hut 15 Simpson ITS2.37/16 - - J5 1 16" BC104500s-1.8 16' 0" 1 rdw, Hu3 16 Simpson IUS1.81/16 - - J6 3 16" BC1OD 4500s-1.8 4' 0" 1 J7 10 16" BC10 6000s-1.8 21'0" 1 J8 1 16" BCI@ 6000s-1.8 20' 0" 1 NOTE: J9 4 16" BCI@ 6000s-1.8 20' 0" 1 e DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE. BACK CHARGES BM1 2 1-3/4" x 16" VERSA -LAM@ 2.0 3100 SP 21- 0" 2 """�"'"®""" "`°'°""'°-°"'"" WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR SERVICE Bkt 18 16" BCI@ 450Ds-1.8 2' 0" 1 DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC. 877-293-9487 Bk2 4 16" BCI@ 4500s-1.8 1101, 1 THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. Total. Truss Quantity = 102 IITT,�_,'�,��'_, 11_�11- �iE:�sii ■■■■■■I■■■■■III■I■■I■I■ - �'�� ■ G - ■I■I■■I■I■I■I■I■I■ ■I■I� ■I�I�I■ _==III=1_=1=I_ICICI=I=I_I_I=I_I_I_I I�I�Iw�lw�l�lww�lw�l�lB�l Iwww�l�lB�IBB� IIIIIIII�I..I.I�-I.I.I� / / III■II.■■'I� l�l� l�l �l�l 4'®II�■I_I_ II /I'■II. ■III I�I�Iww�l�l�l�l�lwww�l�l _ I�Iww�l�lw� w�lw�l�l / rJiiiiiiiiice- w�l�l�l�l w�lw�l�l�l - 1'�■III I�illli•Iw;ii_ �, I General Notes \ 1) All parallel chord trusses, Bat trusses and flat girders have the top chord partially painted green to be installed green side up. Al hangers to he Simpson HUS26 unless otherwise 2) noted. NI Iuss sparing is 24' O.C. unless otherwise 3) noted. Per Truss Plate Institute SCSI-B1 morturendallon 4) permanent X-bracing should be placed at o mowmum spacing 15' O.C. across the span, to be repeated at a —intum of 20' between each X-brace throughout the structure. Please refer to BCSI-B1 for any additional bracing details. ROOF LOADING SCHEDULE TCLL = 20 PSF BCLL = ' PSF BCDL = 10 PSF TOTAL = 9.2 PSF DURATION = 1.25 % WIND SPD/TYPE= 160 ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT II WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA F'BC 2020 TPI 2014 Truss member design & connectr plates arc designed far ASCU 7-16 and one —rat fumes from both components and claddings and main wind force resisting systems. • These trusses I—c been rc i—d to eery an additional 109 psf non-coneurnaut bottom chord li, load. FLOOR LOADING SCHEDUL TCLL _ 40 PSF TCDL = 10 PSF BCDL = 5 PSF TOTAL = 55 PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS OVER 5000# AND UPLIFTS OVER 1000# ARE SHOWN ON ENGINEERING. WALL KEY ®18'-1 "140 LOAD DESCRIPTION INIT. DATE Rrm Bti¢ mtn - INT Panne Rml REPEAT£ Fail nrN LVL aN ms 4—at 1£al BAg LBRO .RN e2a/la oon a— LMa us; 1NIt/19 f601 &15E LWO lee laMn9 Rato BAg LbN L➢a 321/e3 Aral 9ASE J1H al//� W0 BASE flit ]1920m LOAD# DESCRIPTION INIT. DATE -Am SBaC — PJ2B/1B aV (BRACE Fail 1 LV bit IRS NA Ie.Y. iffy .AH B/3ane mA nvsv raaecrms oN LVL Lm ]vrr/le MB T-.Imsr e.a SM04 Aa Lna I —A 0C CIl/ee 1 LBB 32120 0C ABA➢ P�.1 3m .1rH e/'//Lr a10 t4Y CaAJLG FFN I1.Ba0Ea CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. W, WINTER HAVEN FLORIDA 33eBO PHONE, (800) 959-8806 FAX- (863) 294-2488 BUILDER DR HORTON—BREVARD PROJECTCREEKSIDE MODEL 4EHB/HAYDEN /G CCA PROJ/MODEL/ALT 7A5/320 / 4EHBG/O1 ALT DESC 10' X B' COV. LAN. OTC 3404 TRINITY CIRCLE LOT 33 BLOCK DESIGNER PAGE RAA 1 1 DATE 10 19 17 LAN 362323R SCALE 3/16 "=1 I Builder: Project: Model/Building: Lot Alt: Address: ENGINEERING PACKAGE D.R.HO_RTON [ORLAN66. [77A5/32?90 CREEKS,IDE EHBG k'7 — ------ ----- ---- Lot: 33 Block: .............................................................................................................. JobNumber: N362323 ............................ Revision Date: ON W New Load #: RH01 ' 40 CARPENTER CONTRACTORS OF AMERICA, INC $900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 March 1-3,20.19 AL.PlNwq W Bob: Michaelis Ca.rO6fit6rZd.ntrAct6ts.6f Am&ri6k:.Ihd.. 3900 Avenue 6, Northwest Winter H6v6h,,:FL 33880-6201 Re: AlternatiV& lhstdllations.for a single ply carried truss with a width Jess than the hangpr width, and ceon-a'on . epy 0' lluofor .-�-rnb.uhtod.'hanger'atta6hit.iE�nt wood, blocking achieve full design. loadva .supporting girder (Reference detail WA37-02)... Dear Bob,: For asingle ply carried tmssWith a'width less than the 'hangee. width you can. install �.a. prefabricated jack.. $Oablruss for Wood. filler b16C' in - The, chord: sL-res;. chord..gradas, and to g .be the". same as the sin0ye: pi carr 1Z truss. The Prefbb'HdatddJack:scab trus�s, have -a. minimum le. 0 0# or qgtfipf 481' and will have - a . rn min . um.pit6h.:of:5/12, The single ply carfied.'trqss shall bayO:g rea -.Pflon of 3,5 less. Attach prefobdcat6d.jackscabjruss. with. two 2) toWs�.'of 0.1 28'x3.0"' GUn Nails 9t-'2' O.C. per.row.,-staggered 1*".*(See *Fi6'Ue6' 1. b6l6W). P16ase'-.baf&-to th6 Simpson '$#pngwTie Pao 216 . Figure:.3� for more information. Figure 'I For a single that' requires wood blocking to,achiOve-.�Ml design load value for face -mounted y er: re 9 1. ..1.-- -;* ... hangersthe back face the with the same size and . -attach one wood. block to of e single -ply girder 0. ply girder. The.-Vo6d: block length grade. as'the boftdm.- b.hbtd, of'tho single I q.t to be such that .the "wood blocking. -extends to e6qh'adj,ac&nt'pahol Points'(Vveb§-.Afid b4%6m'.chord intersections):. Attach wood. block (*)--Wth :two(2) -rows of 0.128x3..O" Gun Nails at per ow staggpfed.30 applied to: the 6760 Forum Drive Suite. $05, Orlando. FL. 3.282.1 -- MOW 521-910.6 -.(863.):-4ZB685 vwmalpineitm,com ALPNE single- ply -girder face. withan additional .2Q) 0, 1-28'!x3,-O'! Gun at�:each'pan el point apphed to'the. wood blo6k.tabe ($6e FigO61-2 WOW S n -T-ie:Cata'Ibg C C20.19i J-Ple0seirdf6rAothe' it psbd$trohg -page 216, FOPA.e. 1 for Mo'r&, infdffnatioh. .. .. ...... ...... ........ .. .............. The -application ofptd.fab'ri-catedjack -scab truss fbrW6odfille'e;bloc'king':6'twood -bi* bl ocking ing to; achieve fUll. design load. *value for fqce=rno.unt 6d hangers Must be :approved b h-h a Yt.Je .. hardware re manufacturer: Afieddd-and end distances, and "spacing for . all nail bbnnedtibrig" must be sufficient to preventsplitting of wood.: If I can.be of any further assistance, or if you have anyquestions. pleamgive -me a call., A.' WIfia.0 H.?.K.dck--.P.E.. 'Chief Engineer Alpine -an, Company Engineering Department. Orlando; FL STATE (IF 6750'Fb*rfjm' - DdV&. Su- ite:-'305*:O'ri1and6..R.3282.1 - (804).5.21-9790 - (863) 4.22-8685 tbrh 1� ALPINE' A" ff W cow~ A'Onl 261,2019' Mr. Bob Michaelis Carpenter* Coritraidtors ofAffierida, Ind. '390.0 AvenupQ.; NodljweO Wintet HW6n, FL 33866,6204! Dea.r. Bob,. M Strongback bri.d.9 , ihq. on roof. trusses. I understand -there is sorhd concern over our feddr.bm6ndati6ris f6rstrohobackbridging on. r'ooftrut*ses, '8trongiiAok- bridging for roof, trusses is not.a.require.me t of:ANSkTPI 2014 n ` it irementof ..n or isj -a re u q ... . . BUildirig Component Safety Information. .(BGSI), .But strongback bridgingt, brY roof- :trusses is recommended :by 0Orp'ehtqt_ Co'h.tr4dtdr§ of. 'Ambrica: -Str6'ngb'a"'pk,,beidgihg.,seNds the.:. following- two..- ,.,.- functions:' One, -bridging aligns the bottom chords :after they; pre- set so.. they uPif.PrM along. the, ceiling line and.helps'with .ceiling serviceability T-Woj bridging reduces- e6fativd deflection of adjacent trusses Strongback b(IdginoAaOs hot'ipr6Vent-pr reduce overall indiVidual deflection, especially any. rW trUs§69, :'" " ' than 1/4'! inch. fle . ...... ...... .. .. . ...... ... ....0h9PAT Si 0049in in roof. trusses d serve . -a . s lem" pbrairy.6e 06im.anbht: bracing �and is not- rongOaq� 9 s ores not ser _9 intended t6..dj*§trbuib. ashcife. design loads, be(Vveeh Trusses. Consequently, np de idh have' design load" $ been accounted for With thig,detail and cohtihUbLis.str6hgback.bddgiho shduldhotbb.attaiched between - common and trusses.. The. use :of strongback bridging % shafl. not.. J.ntzrfere with other, Oe-sign- considerations as specified .by the Engineer'. Rbcdt8 or th6 Building: Designer_ The outer ends QfIM 8irori:gO7aqk-bridging shall be'. attached joa wall or anothorzecure end. restraint-, -or as..sppciried:.by the Engineer o'f Record 6r'.th' Bu'i1dind..D6sjjn&r-.. Strdnig'back- bridging'thall. be a minimum :of 2X6.nominal lumber oriented with t"Ife depth-vofticaf: Attach with (8.) 1'6d .Common nails (0J62?'.x3. nails at. each intersecting member: When -extending the - strdng : back bridging overlap by -at rrt a.ini rnpm of two trusses. rosses. The jocatim of Mst rongback e: sfron ack: bridging May . be.: specified b'ythe.7ru§'s Manufacturer,. Ehgih*e&r, df, Record,. or Building Designer., Please -ref6r-.:to- BCSI "Strongbacking'Provisions" Or to AlPine-:$TKBR.I.Ok.1'014 deiii) for more. information. The. graphic ,§ho%W6,(.rijute_1) is f6r genericrilloWdtfive purpose only. 6750 Fbrum DriveSuite 305, QrlMdo, FL.32821'. - (800).521'-9790..- (863)422"8686 ALPINE Figurej. 'If Lcan be of any fufthbt assistance' or -if you ,have :.any questions; please give. me a call. Williahl. H. Knck- PIE. Chief Engineer Alphe an !TW..':Co - mpany Engineerin9 'D60a"'ttimefit -Orlando;. FL 3282.1. E5780 Forum Drive Suite.-365, Orf6n'd6, FL 32821 - (800. 521 - -9.790 - (863)-.422-:8685* 1 STRUNG3ACK. 'B'RIDGING RECOMMENDATIDNS B . UTT S . TRONGBACK Ow- All stab -.on blocks -shall: be. cx minimum. ,`i&4� BRIDGING TOGETHER 'streg;s @t7Aqec1 lumb.er,,# -.- 0 All. -str9rIgback',br1c1Q1hg and bracing shalt :be :a. minhum 2X6 1S-tr-*eS_5: graded: l u H. b e lr' mm-The -'P'U.rp.05e of sirondb.ack- :brlclblh as: to -ATTACH SCAB WITH* 10d:BDVGUN W "o? U6. NAILs']N'P RQWS`Af� r ng between� t develop load sharing InCINdaLidt russes., ;SCAB .60 D.C. 'IN r-es�oltlno 1n -dn �b�,&ralf 1h&'e'6.4e- In -,the NOTE, LIEU.'OF SPLICING AS SHOWN, LAP STRONaBACK-11RIDGING MEMBERS- p stlf:PhesSr .:Of floor 'system; 2k6 FOR'. -AT LEAST 13NE.TRUS!gtjSPAC1Na strong. back brldgln(�j -Posi-tloh0d. idg -..shib h In STREINGBACK * BRIDGINGIIETAIL -W details, Is recommended at 101 =01'.O.c. J(m .ND.TEi Details J. and .2.-:ar1.e -the ;prpf.erOed' attcn atkme t ML-ithods b.-Th.0- terms: 'bridging' oftf :'brcxdhg, -ctre- someilmes ATTACH STRONGBACK 70 'WEB:W/ (3)' 1QcV COMMON mlsULkenly' �used Int'Orchangimbly...'' '1.13rqdhV� Is :(0148?4�')- ' NAILS'DR .(;D) ilmpqY-..tants-tructUrat requirement of Any. f (bdV, 28fX3.0'),. NAILS O (4)10a:WVGUN Or roof ' :system. Refer to.- the: Truss. De,!gloh Mrq;*Ing (T.DD) -'fot,�, bradnb r'L*.cjuW,-,'ements for .. ac InidlViclUat -tru' ss component. 'Br1c1'q1ng-,,f particuta - rong qq. In n ti: f -EX r recom�.q?hC1.0.tio..ri _0r, ruts- help 't . control vibr- -tlon. In: addition' om to :aIdIria. In the: distribution of point (bads b0tWee6 cxdjacL -nt -truss, strong ac ' fo k bridging, serves +.6 r.e6JUCe STRONGBACBRIDGING ATTACHMENT ALTERNATIVES AN ffWODMWW liZ-4- &Aviro, any fdtwt I kwU"Van L. brwJ _M of ins itft dmwkig, hc6=tm'ckcctpt&n *rtfta *3PW4M_'=t tag M—sh"ft: -The WA wid 'us* fs Is A" Is .. xvs0cns1Ahy.-cw W ANsjfM I and ih. bounce' or i.--esIqual v.fb .. 2 - i. n 'r,0,s.ULt1nb. f riom , 6..t . . . I .... )*� 0 . 1. : . . . . : . mPY109 POO- as footsteps, The performance. of all floor zy vtems are enhanced by. the. e. IntA ' o1liatlbh of strbiiqback bridgft and therefore Is. strongly bng6 Ly recommended by Alpine, For additional infop-ma-t"16h rebardlhg -strongbaqk bi.-Iclolng, refe'i.;, to 10A, Component u g Component saotity. Information). w 6 PSJF REF T�%DL ;PSF DATE Nb. 708.61. AC VL PSF ]IRWE YLL.. PSF AD ETA TE:.: F: -T- D, PSF MA:A FAC.. 1.0 -4 ' : R 0 MEND :D S-10RINS 0..,.ETA.I;L rGR ��.-UNfjtfq .... . . .... .. 'iF MORE VF -wF_l'd;fjTNQi THA50,0# iat. 'T.U. fft, R.WW-19R. P-4008'. L.) Rjor ';R MU105b.; MU C. NTRA TE9 LO "OVE: I 6L:dPP8#- R, t ON:$. 0E. "R Q CL .,nov.. 511W T"PIM PALU'��!,IY_Pd d* ST Vkr�.MC,,' Q Wt�Ff XT:'LJAST 2-TRUSS. -PLATE8 AND.: No Iv. '-VITHER DO -A kuRdine lidil TO, US, SURPL.1511- al b d, 2"s 1pf URP 44. -.1 . .. . . .. ..... . . . . A U ;4D 8 ts .4 v -CLE 'A SCALE'. .7. T V= 'UAW fltlt.396074' U, V_ Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member, This design Is valld only for sin le ply trusses with 2x4 or i 2x6 broken members, No more than one break per chord panel and no more than two breaks per truss are allowed, Contact the truss manufacturer for any repairs that do not comply with this detall, (B) = Damaged area, 12' max length of damaged section U = Minimum nailing distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, same size, grade, and species as damaged member, Applyy one scab per face, Minimum side member tength(s) = (2)(l.) + (B) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (a) rows at 4' o.c,, rows sta gered. Nall Into 2x6 members using three (3) rows at 4' o,c,, rows Nmggered. Nail using 10d box or gun nalls (0.128'x3', rein) Into each side member. The maximum permitted lumber rade for -use with this detail Is limited to Visual grade 41 and MSR grade 1650f. This repair detail may be used for broken connector plate at mid —panel splices, This repair detail may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tie —In loads, s• L L 4' o c �Typicat + O + O -f O + O O + O + O + O + St2" agger Mer*iber Repair Detall Load Duration = 07 Member forces may be Increased for Duration of Load Maximum Member Axial Force . Member; Size L SPF-C HF DF-L SYP Web Only ' 2x4 12' 620# 635# 730# 8004 Web Only ! 2x4 18' 975# 1055# 1295# 14150 Web or Chord 2x4 24 f 975# 10551t 1495# 1745# Web or Cord 2x6 1465# 15654 2245# 2620# Web or Chord 2x4 30' 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36r 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745#- Web or Chord 2x4 r 2975# 3045# 3505# 3835# Web or Chord 2x6 4395#- 4500# 52254 5725# Web or Chord 2x4 '48. . 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# Hlnheun L 3'atance 8 L S y . L Hhaun B \JAR �L ;Vstarxe 1 \/ L L - Back Face 10d Box (0,128' x 3', min) Nailsl O = Front Face 2x4 Member - Douiple Row Staggered I, 2x6 Member - Trloe Row StaQQered � �I sot No L Dlsinnee Nail Spacing Detail L B wWORTAJTww�FL NSH THISS DRmx READAWMA ND TU ALL C19itiWnFd3 Imt IHf.LI181�Ha 7W INSTALLERS, REF MEMBER REPAIR DATE 10/01/14 Trusses require rwtrenr core h fahrleatlno, haMlkw. shippku 1nslall and bracing. Refer to and follow the later/ edMan a► 7C= (3vAdhp Component softy In(ornot)on, by 1P1 and SBCM for softty DRWG REPCHRD1014 era &Z prlor to perfornlno those funetlam Installers doll provkk tenporory �b &C p.r 7CS1. Unless noted othersleo, top chord shall have properly attached structural sheathkfo and button Chord Q 1Lip Shalt have a properly ottnehkdr� Id eel Laeatl0ne sham for permanent lateral rsstraht of webs shall hoY+ braehp hrtalttd par BI`SI re 3a. 77 or 710, as appgeehlr, Apply plates to each face oftruss and posltkm os shown aboveand an 'theJolni ertoSf, unless noted otherwise, Rehr to drlmdnos 1"A-2 for standard plot. poaltlarm AN r1W M PANY Alphe, a &Melon of ITV MIA Components Group Inc. shalt not be rtsponslble For eny devlatI; Iron this dogging faAwrs to bulNht truss h con/ornance whh MSI/TPI 1, r for hondMo, shlPphp, any hstailatbn 1. Zq�Qchig of iruiF"R A .tal•on tFde drorkp or eoYer pops Ilatho this drowhy Mdmtes acceptance of professknsl er,gln. ra� rwgw;w bi solely fart dsagIpnn shown. The sultal+Lty and List of this drashg , ` 173gV Lakefrool Odvr EaAhcpy,M0830/S for anY strue1W is "" rnoarab fty of vW ]ulbsllo Bastoner per As1li!'C 1 Src a. for nor. Inforwaikn set this Job's general notes ppegr and these web slt►nl S SPACING 24,0' MAX M.PIIj www,al ntltw,eonl Tfh vmOlnet-orgl SICM YwwebclndustryL4rol ICri wwwJcesafe,arg A -e 0.& I vvt-4—r Qltvn"r4 t rm Tim Poril-IlrimmesrifQ. p TRtils. TRUSE' UNDER VALLEY -FRAMING VALL6 RAFTER -.OR RIDGE �(jAWPLC- -f (M)'And -20 pof (.TD) MEjx, I*wvta'rtknj from -thd- vdil oys br-slooPers iag' d-bbtidsc iAatcrlP'p'fe focktIons are *4 16a'tdZ'-MlW' 4-2,16dud-oill; '416dloe,nailt (***) 8 16d.fate-nalls ,per$. 4:E6dtoe4zllg 4'Ad td&r%lls Hjss 3 164 td6rWU$..ea.ch sleepe.r.9k yuss (rick 4 16d toe-ndUs 4 l6dtolz-nalls. )MMbN NABS WWAMMOW, -W.A�F61DO-MV W4 ICK: Tt� L ;�d'-Sb 40 54 REP VALLEY VAAkwd M'414WWr�. FUMM, rW WAVM M -#U tORTMMM, MWIN DATE 101ql1k4 Truxw% -rtqL*-cidles. dhr late*- =, Wj"o v4pp ukw" -IrC DL- i !J ZO 7 D. , , =AVVI t—Ak ". ix 9L. t?o lic 0 0 0 D R W.,G 1801015 ft"; pei&.nt -bit- 't ' ' - ' 1cf-T6LIrL.�f— Wf lkb.- I .. �Dl - TATS OF of wn 2�•n,a Qr BC? LL 0 -0 0 0 L.2 LpBN 'Tbt L.D.5 50 4-7 E3 I 0 R I Tag. 'F� 't >-5/- -fw va. ....GAY tM b ilts Face -Mount Hangers - I -Joists, Glulam and SCL�� R These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart. 0 9* Caned Dimensions" Fasteners Allowable Loads Member,` (in.) i (m) " Actual i DFIS13 SPF/HF Joist Model Min 1 Code _" Size -n No Web Max Species HeaderSpecles Header, " Ref.' U'. Stiff W H B ° °Face �. Joist cs - Regd. Uplift Floor Snow. Roof Floor, Snow Roof "t (160) (100) (115),�(125)-_(100) "( 115)r (125) IUS2.56/16 - 25/a 16 2 Min. (14) 0.148 x:3 - m 1,660 1,305 1,805 1,425 1,555 Max. (16) 0.148 x 3 - 70 1,805 1,805 1,805 1,555 ' S55 1,555 21/2 x 16 MIU2.56/16 - 29/,6 157A6 21/2 - (24) 0.162 x 31/2 (2) 0.148 x 11/2 230 3,455 3,920 4,045 12,970 3,370 13,480 U314 • ✓ 26/i6 101/2 2 - (16) 0.162 x 31/2" (6) 0.148 x 11h" 970 1,945 2,205 2,375 11,675 1,895 i 2,045 HU316 / HUC316 • ✓ 29A6 141/a 21/2 - (20) 0.162 x 31/2 (8) 0.148 x 11/2 1,515 2,975 3,360 3,610 2,565 2,895 3,110 IBC, ,MIU2'56/18- " "• 5 s 211i6 171c. 21h - (26) 0.162 x 31yx (2) 0.148 x 11h '� 230." 3,745' 4,645 4 6451:3,220 3,480 3,480' LA 21/z x 18 _ HU316/ HUC316 ".,� �i 2%i6 " 1.4'/a 21%z �- (20)0.162•x3'/z" : " (8) 0:148 x I 515.7,975 "3;36Q 3,610>(,2',565 2;895] 3,110 i 21h x 20 MIU2.56/20 - 2sti6 197/6 21/2 - (28) 0.162 x 31/2 (2) 0.148 x 11/2 230 4,030 4,060 4,06013,465 3,495 3,495 2t2262 MIU256/20 ✓ 1Z9/16 197hs 21/2 - 286L62 1/z' ( ) 1 (2) 0148 x 1 h 230 ' 4,030 4,066 4,060 3 165 , 3,495 j 3 495; 29to26 x to 2a/6" wide joists use the same hangers as 21/2" wide joists and have the same bads. MIU3.12/9'- +_ = 3?/a [" -9M6 " '-21h. - (i 6) 0162 x 3�h (2) 0.148 x %1 230 2,305 2,615� 2 820 [ 1980" 2,24512,425 3x91/2 ; HU210-2 (.HUC210 2 , ✓ 31/a 8113A6 21/2 Max. (18) 0162 x3f2: . " (10)�0.148 X 3 ,ey5 2,680 3,020. 3,250 { 2305I2,605 j 2,800' IBC, MIU3.12/11 - 31/a 111/a 21h - (20) 0.162 x 31/2 (2) 0.148 x 11/2 230 2,880 3,135 3,135 2,475 2,69512,695 FL, 3x117/s " "HU212=2 / HUC212-2 ✓ 31/a" 10% ' 21/2 Max,. '(22) 0.162 x 31/2 (10) 0.148 x3-' "1,795- 3;275" 3;695 3;970 2;820 3,180 3,425 LA v HU3 25/121 HUC3.25(12 3�/a � 1131a 21/z_ (24) d:162 X 3'Fza � (12} 0148 x 3 ,t,:5' 3 576 4 630, 4,335 3;075 3,470� 3;735 HU3.25/16 J ° " '� Min. -(20) 0.162> 31/2 (8)�,0.148 x 3- 1,515 2,975 3,360` 3 6101,2 560 2,890 3105 HUC3.25/16 " 31/a 1373/6 21%2 Max_ ; "(26)-0.162x- ?/z. , �,(12) O',,148 z 3 -:' 5 r, 5 3,870 4;365 4,695 3x330Od0- - glulam HUCO210-2-SDS 1 31/a 9,.'" , 42 '(12)1%x1Iz' 4 s?, 3 .i 3 ',71031% FL HGUS3 25/10 131/4 851. 4 - (46)'0162 x 3'h' (16) 0,162"x 31h 4,095 9;100 9,100, 9,100 (7825. 7,82517,825. IBC, HGUS3 25/12 + ` 3Ma 1051" > 4 - "(56) 0162 x 31/' (20)0"762 x 3Y" 5 040 9 400 9 A00 9 40018'`085 8 085$ 085 FL , . LGU3.25 SDS 41/z �16)1/A"x 21Iz`'SDS (12)'114" x.211z' SDS'5,555 6720 7,310 7.,i1 1 4 6405 26 o,26a HHUS46 - 3% 51/s 3 - (14) 0.162 x 31/2 (6) 0.162 x 31/2 1,320 2,785 3,155 3,405 2,395 2,715 12,930 31/2 x 51/a HGUS46 • - 35/a 47N 4 - (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,360 4,885 5,230 j 3,750 4,200 4,500 HUS48 ;:... • • ' "-• 3%., 615/16a, 2 _ (6)D,162x,31/z, (6) O.t62 x 3,/z" � = . , 1 �2U 1;�95 1 815; 1 96D , . , �1,365 ( , 1,55, .511,680 31Iz X 71a " HHUS48' "• • j 35/ E ':7'/e� 3 - ,(22),0162 X 31h ($) 0.1-fit x 311z%'; ,r ,i 4210" 4,770' 5;14p;1'3�615 4,095,4,,415 HGUS48.: • 1• = t; 35/e 71 ' 4 -- .. (36) 0162 x 31/2 - (12) P162 x 3Ih ` 3,235 7,460 7466 7460 -6;415 6,415, 6,415' IUS3.56/9.5 - 35/s 91/2 2 - (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 1,250 MIU3.56/9 - 39/6 813A6 21h - (16) 0.162 x 31/2 (2) 0.148 x 11h 210 2,305 2,615 2,820 1,980 2,245 2,425 U410 • • • ✓ 3 9A 6 83/a 2 - (14) 0.162 x 31/2 (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,965 12,120 HUS410 • • - 3s/�s 815A6 2 - (8) 0.162 x 31/2 (8) 0.162 x 31/2 2,990 2,125 2,420 2,615 1,820 2,0702,240 HHUS410 • • - 35/a 1 9 3 - (30) 0.162 x 31/2 (10) 0.162 x 31/2 3,565 5,635 6,380 6,445 4,845 51486 5,545 31/2 x 9Yz HU410/HUC410 • • ✓ 39/161 85/a 21/2 - (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460 16,415 6,415 16,415 HUC0410-SDS • • - 3% 1 9 3 - (12)1/4" x 21/2' SDS (6)1/4" x 21/2" SDS 2,265 4,500 4:500 4:500 j 3,240 3,240 13,240 HGUS410 • • - 35/a j 9Mi6 4 - (46) 0.162 x 31h (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 17,825 7,825 17,825 IBC, LGU3.63-SDS • • - 3% 8 to 30 41/2 - (16)1/4" x 21/2" SDS (12)1/4" x 21/2" SDS 5,555 6,720 6,720 6,720 4,840 4,840 14,840 LA MGU3.63-SDS • • - 3% 91/4 to 30 41h - (24)1/4" x 21/2" SDS (16)1/4" x 21/2" SDS 7,260 9,450 9,450 9,450 16,805 6,805 6,805 IUS35611188 • 35% iA7/ 2 ,- /ionnlnav1 - _ ri 1=A')nPyaGir�4�tr�oniti�6nii�ac' MIU3,56/11 3a/is, 111s+ 21/2 U414•.;3` .'. ,% j396, 10.,. "2 HHUS410'-" • • - 35/s " 9 _ 31 HUS412 ;' • - 31/16 101h 2 31h x 11 i% HU412 /'HUC412 .- -; 3sh6 105/16 21/2 HUCQ412-SDS •' -"' 3sI+6 �- 71 " HGUS412" .< ��° r. • = j 3 a a�x 1b%l , 4�" LGU3.63=SDS • - 35h"M 8toE0, r41/2 MGU3.63'=SDS = 35/a19Jato30 41h' HGU3.63•SDS. •; =. 35/a '11io3Q 41/2 46 See footnotes on p.150. Simpson Strong -Tie" Wood Construction Connectors Adjustable Truss Hangers 9> E This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail'pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4" from the edge of the top -flange members. For the THA29;-nails used for joist attachment -must -be driven at -an -- angle so that they penetrate through the corner of the joist and into.the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirely below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for As" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart for :422 for 422-2 126.2 10 THAC422 Face nails Top nails per table per table 13/4' typical 2'h' for THA422-2 andTHA426-2 THA418 2h—/—" `I a r t N fi. c THA29 Double 4x2- 2 face nails Use full table value (total) Single 42 4 toptanails See l) nailer table h ✓" 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 Double- Dome Double -Shear Shear Nailing Side View; Nailing Side View Nailing j 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 lypl�al [ "emu Top Flange Installation ier to tnote 5 p.187 86 THA/THAC ........ ................................._..............................................._._........................_._.......-............_...................._........................................................................_..__..__....................................................... Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. fl FAI Dimensions fasteners DFlSP. ` 5PF/HF ( in }. Min F "Min ) Allowable toads Allowable"Loads Modela Top, Header , �: Code No Flange ' 9 Depth epth. Carrying Member C'arned Roof / uplift Floor Snow Uplift Snow Roof I` Refr , " Top-. Face W- . -H C . (l , Member` Wind, (160) {10) (115} (125/16Q)' ,Floor Wind• (160) "(10o) `(115)" 025/164 THA29 18 1s/s 917fis 5Ye 11/z — (2) 0.148 x 3 1 (6) 0.148 x 3 (4) 0.148 x 3 1 525 11,753 1,750 1 1,750 1 450 1,330 1,330 1 1,330 27/s — (4) 0.148 X 3 1 (6) 0.148 x 3 (4) 0.148 x 3 1 525 1 2,61 L1 1 2,610 1 2,610 1 450 11,985 1,985 1 1,985 THA218 18 1 1 % 17-i6 51/z 1 2 1 (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11/z — 1,460 1:4601 1,460 — 11110 1 1,110 1 110 IBC, TI1A218-2. 16 3Ua 71hc 8 '2 (4) 0162 X 31h (2) 0.162 x 31h. "(6) 0148 x 3 , 15 - FL, LA THA222-2 16 He 223/1s 8 2 — (4) 0.162 x 31h (2) 0.162 x 31/z (6) 0.148 x 3 — 1 960 1,995 1,995 — 1:490 1,515 1,515 'THA413.1 " 8 3% 135/6 41h' 2 e {4j.'0148 x 3 0.148'x 3 . (4),014813 13 3 1 . �J 1 030 — >116c 1 1a5 1>tii5 w(2) , THA418 16 3% 171/z 77/e 2 — (4) 0.162 x 31h (2) 0.162 x 31/z (6) 0.148 x 3 — 1,960 1;995 1,995 — 1:490 1,515 1;515 THA426 114 13% 1 26 1 7% I 2 I — I(4) 0.162 x 3'/z1 (4) 0.162 x 3'/z I(6) 0.162 x 31hI — 12,43512,4351 2,435 1 — 12,09512,095 I 2,095 THA426-2 114 71/4 261/s 91/4 1 2 — (4) 0.162 x 3'/z (4) 0.162 x 3'/z (6) 0.162 x 31/z — 13,33013,3301 3,330 1 12,86512,8651 2,865 mount( InsialIatton on THA29 18 1 1 % 911/s 51A — 91'/s — (16)0.148x3 (4)0.148x3 525 2,265 2,265 2,265 450 1950 1950 1950 THA21318 15/a 13Nis.51/i — 13s/is (14)0148X3 "(4)0148x3'"u5`2,u4� 1,340 4a0'. 7vv ,160 2010 2"105 THA218 18 1 15/e 11 T&I 51/z — 173A6 — (18) 0.148 x 3 (4) 0.148 x 3 855 2,450 12,450 2,450 735 2105 2105 2105 THA222-2 116 1 31/e 1223A61 8 1— 1 106 1 — THA418 16 1 35/a 171/z 77/s 1 — I141A6 I— THA422 16 35/a 22 7,7% — ' .141fi6 • — THA426 14 35/a 26 77/a — 161/s — THA426-2 14 1 7% 261/s 9'/4 1 18 — FL„ 0.162"X 3'h(6} 0:162 x 3"h� 1 855 3 d10 1 3,3 1 1 595[Y,88�5 (234 1 8Lu1 IBC, 0.162 x 3'/z (6) 0.162 x 3'/z 1 855 3.310 3,310 3,3110 11,59512:84512,845J 2,8451 LA 0.162 x 31/z1(6) 0.162 x 3'/z11,85513,31013,3101 3,310 1 1595 12;84512,8451 2,845 0.162 x 31/z1(6) 0.162 x 3'/z1 1,855 1 4,415 1 4,480 1 4,480 1 1,595 1 3,795 1 3,855 1 3,855 0.162 x 31/zl(6) 0.162 x 31hl l,855 15,520 15,520 I 5,520 11,595 14,745 14,745 I 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 11/2" min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1112" nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. FL I LUS/MUS/H US/H H US/HGUS Face -Mount Joist Hangers ORFp W 7> 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 lig%1t-capacity LUS hangers to the. highest -capacity HGUS hangers, feature innovative double shear railing that distributes the load through line o points on each joist rail 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 bad 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. • Not designed for welded'or nadei apprcatioii's.- Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View Double -Shear Nailing Side View Do not bend tab ce, Dome Double -Shear ;. Nailing Side View (Available on some models) 1' for 2x' 1'fiu" for 4% H o' E �W B LUS28 HHUS210-2 --t" Ill "—.I- MUS28 L O v d ° C O (yV ° /1 a HUS210 (HUS26, HUS28, and HHUS similar) HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) 19 peol algel to Ltr•0 PeOI algel to 98.0 lno lana8 ..9 < m •(ap/s a;noe-uou) al6ue GPlslno aql uo papelsul slleu lslof Ild peol algel to Ltr•0 peol algel;o gt7•0 lno aaenbS .19 > m > IX (;no )anaq aq;snwjsiolp peol algel to Lb'0 PeOI algel to 99*0 lno lana8 ..9 > m > IX 3g61a Pamems peol algel to 917•0 peol algel to ZL•0 lno 19n98 Z > m aa6ueH Sf3HH male dol PeOI algel;o 917•0 peol a Ig l jo Z9.0 lno aebS Z > m al6ue A}laadg :Ulldn PRO-1 UMOQ ;slot glplm was snE)H 00 :aae speol elgemolly •,St,;o wnwlxew e o; fluo pamaNs aq ueo saa6ueq sn!DH • WGS PMOMS — SnE)H ps a bugleu aeegs algnop aol mope of lno-lanaq aq lsnw lslof aql . gl SLV''Z paeoxe of lou 'peol epul aql;o ZL p we suolllpuoo pama� s/padofs aol speol ll!ldfl . a e a Peo I Ig 3 ql l o S9'0 s! _ peolumop epemolle wnwlxew aql 'saa6ueq pamaNs pue padofs ao Nuo padofs aoj . . * .' • : _ PeOI algel aql to 98.0 sl peolumop apemope wnwlxew /quo ma>ls ao- . aSti to wnwlxew e of padofs ao/pue .Sl, to wnwlxew a of pamals eq ueo saa6ueq snHH - ;eaS pama)jS ao/pue padolS — Sf1HH '66-96'dd uo uoilewaolul suol;dp aa6ueH eGS snoH/snHH 96 L d uo salouloo; algel aaS •anoge algel aas 'uol;ewaop aaualse; pue suolsuawip aoH L 11 `Iz 0£L'9 ()0'L'9 O£L`9 041E'9 sys`L OOL`6 0006 00L'6 00 i, 6 060'Z 0OL'6 00:6 00"6 OOL'6 I 060'Z 02SMI H VI ._ �.z. -s ,' s £ 'U . 4zz;� <.4c8' sus` , ..08L`9 "S6ot -, lj'081 009'L SLZ'L OZL'L 986 998 OLZ'Z SLL'L 999'L OSV'L 9VL 060'Z Otr9'L OES'L 9£E'L 99C1 OLZsm ld'o81 OSZ`b "SI6£ ; OZ8'£: O J'c SZE'L SLz`L: SLZL _.LZZ rLz_ 099�C�, .9ZVL -` 9LZ'L ''°SLZL' SLZ'L '0 9`L, W 9ZSn9H' ("zS`E OZS'£ OZS'E OZS'£ 08 'L 960'V s60'tr 960 9604V 09L'L S"o0'tr S6O'r 960'V 960'V 09t% 8zsnH tll l� 081 SG 1, "S�L9 L , S V1 ". ; OLZ'L Oy L S?`. 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Many of these products are approved for installation 0 with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. 211-1,m- Model Min. Dimensions (i_b) Fasteners (in) DFISP Qllowa6' loads , SPF/HF Allowable Loads No,°Height Heei Ga W. H g .y, Carrying Member Carried :° Member M. Uplrft '(i60) Fiona (100)- Snow` (115) Roaf ,(I25)„ Wind (160) Uplift (160).' Floor (100}, Snow 115)� Roof. �(125�_ Wind Double 2x Sizes LUS24-2 ' > '2'l4 - _ 18 3''/a 31/a _ :;2 , (4) 0:162 x 31/z t 12) 0.162x 3'h'! 410 800r A05 950 1,245 355_' 690 1780 W' 1,070 ,.LUS26 2..:, ... , Or I ,_ 311s 471a :' -2 ; (�} O:fi62 x 31/2 ;` {4),0,162 x 31/2 ��,rt ,,,r. 1 030 1170 1265 ., 1,595 , .910T , .. �885 -1,005. 1,09t , 9,370 HHUS26-2 45/i6 14 35/ia 53/8 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS2&2 49A6 12 35A6 57A6 4 (20) 0.162 x 31/2 (8) 0.162 x 31/2 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 FL, LA HGUS28-2-";, 6s/ia 3% ;733i6 `4 "(36)-016201hz (72)10.162x3'h=13;235 .7,460 -7,460 '7460- 7,4604.2;780< 6,415., .6;415 6,415 '6415 LUS210-2 0. 18 31A 9 2 (8) 0.162 x 31/2 (6) 0.162 x 31/2 1,445 1,830 2,075 2,245 2,830 1:245 1,575 1,785 1,930 2,435 HHUS210-2 83/a 14 35A 87/a 3 (30) 0.162 x 31/2 (10) 0.162 x 3'/2 3,550 5,705 6,435 6,485 6,485 3,335 4,905 5,340 5,060 5,190 HGUS210-2 89tia 12 35/16 93A. 4 (46) 0.162 x 31/2 (16) 0.162 x 31/2 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825 Triple 2x Sizes tiGU82(J, =::,A'�U TL ,, '"A6 5/2 :�4 � (?U),U7bZX3%2 t6j',QJbZU/2' L;lSS 4;.i4U� 4ibbU% ,- lu, n,51,5� I,rib9, J;13U 4,11 U 4,44b '4�/-ybo IBC, FL, 'HGUS28-3"' 61-M6 I 12 41% 71/4 `.'4 (36).1i162x3'lz,')(12).0.162x31W "3,235 7460„.7460 7;460, 7,460 80 6,415, 6,415 6,416 6,415 LA HHUS210-3 8N. 14 417ita 87/a 3 (30) 0.162 x 31/2 (10) 0.162 x 3'h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 81Iie 12 4t5A6 91/4 4 (46) 0.162 x 31/2 (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 F)GUS212-3 ".� 105/a ' 12 41546 1031a 4 . (56).0.762 X 33z' (2u} i):162 x 31/2' 5,£ 95 o.045' T,045 � 9;04 U3, 7 f d0 f '80' -37;78D -; 80 IBC FL, LA HGUS214 3° 125/a ; 12 4i5/e 123/a ; ;4 (66) 0.162 x 3Yz >(22) 0.162 x 31/2 5,695 'i0,125 10,125 10,125 :10,125 4,900', 8,190 _. ,8;190 `8,190 8,190 Quadruple 2x Sizes ".MGUS'Lb-4'_'• b1/2 '-1Z„ b175 bha ,'4. 1 ELUIUIbLX3%2.1.;,`t3)UJbG.;X'.ih;, L,..1 3--4,341i 4,00U-. $,t/U "5,b'fD 1ipb ;.3iC3U ,4,11U-,4,443 4,i b IBC, FL, HGUS28-4 71/4 12 06 T/i6 4 (36) 0.162 x 31/2 (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA HHUS210-4 83/a 14 6'/s 87/8 3 (30) 0.162 x 31h (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` . 9114 '�72 68/ 93fa 4 ' (46) 0.162 X31/2, (16) 0,162x31/2, 4;095 9100'' 9,100 9 f00 9,100 3,520"" 7,825 7,825 7,82 .7,825: HGUS212 4' fOsh . ;"12 6s/e 1Dsle . 4` (56)'0162 X S'h (20) O.162X 31h 5,59ra 9,O4�w' 9,O4v. 9 0 i5 `9;0 k z�t�. ' ' 780 SO 7,73 - -7780 IBCFL, LA HGUS214-41- 125/e 6a/1s 12% °A (66)0:162x31/s (22)0.162x31h 10,125 10,125 10,125 10,125 4900 8710 ,8710 %710 8,710 4x Sizes LUS46 ;'" '43/a .1- 18 .{ 3>A61-.43/4-) ,2 1' (4) 0162'X31/2 [ (4) 0.162X3V2'I.1ff6bJ'f G3d 1 1,170") 11265 1,1,5951-910,-] 885 _I 1005 j 1,090l`7,3701 IBC, FL 35/s I Oa,1 4 ' x LUS48 43/s 1 18 39A6 63/a 1 2 (6) 0.162 x 31h 1 (4) 0.162 x 31/2 1"060 1,315 1,490 11,610 2,030 1 910 11,130 11,280 11,385 11,745 1 IBC, FL, HUS48 6''A 14 39A6 7 2 (6) 0.162 x 31h (6) 0.162 x 31/2 1,320 1,580 1,790 1,930 2,415 1:135 1,360 1,540 1,660 2,075 LA HHUS48 61h 14 3% 71/s 3 (22) 0.162 x 31/2 (8) 0.162 x Th 1;760 4,265 4,810 5,155 5,980 11515 3,670 4,135 4,435 5,145 HGUS48 67ha 12 35/s 711A6 4 (36) 0.162 x 31/2 (12) 0.162 x 3'/2 3,235 7,460 7,460 7,460 7,460 2,780 16,415 16,415 6,415 16,415 N., [ 9'I' ;.HGUS410 $har 12 35A '9 ,, 4 '(46} 0<162 x 31jz; (16) 0,162 x 3ih °4,095 9100',, 9,100 '$)110 9,104 3,520,; 7,825 7,8�5. 7,825' :7,825" IBC FL, LA HGUS412 1 1034. 12 3% 107/ia 4 (56) 0.162 x 31/2 (20) 0.162 x 31/2 5,695 h45 9,045 9,045 9,04' 4:900 7,780 7,780 7,780 7,780 HGUS414 11346 12 35/a 12346 4 (66) 0.162 x 31h (22) 0.162 x 31/2 5,695 10,125 10,125 10,125 10,125 4,900 1 8,190 8,190 8,190 8,190 Double 4x Sizes 107A61 12 1' 73/s 110%I 4' FL 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 2. Wind (160) is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11/2" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 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 37/8". 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 (maximum gap for standard allowable loads is Ma" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material:16 gauge Finish: Galvanized Installation: • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling i round and triangle holes for maximum values i See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity Options:- ....... ,:-�..:,.•- • -- i • HTU may be skewed up to 671/2'. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart 1 Min. heel height per table IsMany of these products are approved for installation with Strong-Drivee SD Connector screws. See pp. 335-337 for more information. HTU26 Typical HTU26 Minimum Nailing Installation truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Alternate Allowable Loads.) Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a downbad rating. 5. For hanger gaps between'/a" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVFPI 1-2014. Simpson Strong -Tie° Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. w HTU Face -Mount Truss Hanger (cont.) E 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 Carryinq Member .w. ...................................... -. Mm: Fasteners (i DF/SP Allowable Loads SPF/HF Allowable Loads, Model No Heel Height Mimmum Carrying jGode Ref Carrying. �: Carried , Uplift ; Flood ,Snow Roof Wind' Uplift Floor Snow.; .Roof Wind (in.) .Member Member' M(mber ': (160) ` '{100) (115) (125) . ,(160) (160) (100) HTU26 (Min.) 3t/s (2) 2x4 (10) 0.162 x 31h (14) 0.148 x 11/z 925 1,470 1,660 11790 1,875 795 1,265 1,430 1,540 1,615 HTU26 (Max.) 5'/z (2) 2x4 (10) 0.162 x 31h '(20) 0.148 x 1 Y2 1,240 1,470 1,660 1,790 2,220 1065 1,265 1,430 1,540 1,910 IBG HTU28.(Max:) ` .. TIa .(2)`2z6 ` (20)`O.i62x3lFi (26)=0148 x �'/z 1,970 ' 2 944 `JS �2ca �t tT': .3,905 .'1,695 '2,5'30 " ua' �,J4 31 3,360 FL, LA HTU210 (Max) `,� 91A j p(2}�2x6 (20) 0.162 x-3"h (32),0:148 x 1 Yz '2 760 > 2 94D 32 580 , 3,905 .2,375 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is "h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanqer Gap) Dimensions (in) Fasteners (in.} DF/SP Allowable Loads SPF/HF Allowable Loads ;Model " No Mm - Lar`rying Gamed Uplift door 'Roof Wind Uplift "-Floor Snow Roof Win Code' Ref:' Height tN H g Member Member , - ((Snow {160} (100) (115) (1ZS) (160) (160)_. (100) (1y Single 2x Sizes. HTU26 3Yz 1�%a- 5�/,61 3"%z.._(20)0162,k31/z (11)0148xiylz f'{ 39 , " 2, 95' 2,398 40 1tt 1 HTU26 (Min.) 37/a 1s1 .57/a 3"h (20) 0162x, (14) 6,148 x 17/z �1,175-� 2 9401 .3,100 3,100 3,100� • 1;Oi0 1,955 1955 1,955 A,955 HTU26; (Max) 5'/z a, b/a `" 5'ks 3'? (20) 0162; x 3'/z (2Q) 0148 z i'h 1215 �2 9402t1 ',86 e30` 1 D43 i,850ixca 2=28" 2F285 IBC, HTU28 (Min.) 37/a 1 s/a 7'Ai6 31/2 (26) 0.162 x 3Yz (14) 0.148 x 1 l/z 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, HTU28 (Max.) 7"/4 15/s 71As 3Yz (26) 0.162 x 3Yz 1 (26) 0.148 x 1 Y2 1;920 31820 1 4,315 4,655 5,015 1,695 2,865 3.235 3,490 3,765 LA "/a Double 2x Sizes HTU26 2 (Max:) ';, . 5Y2 3 s `5'hb 3'h (20) 0.162 x 3Yz (20) Q.148 x 3 "s 1910 2 940 3; r0: 3,500 - .3,500 1 fi45L- 2,205 2205 2,205 2,205 HTU28-2 (Min.) .37/a 3s/is 7'tis 3'/z (26) 0.162 x 3Yz (14) 0.148 x $ 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.) 7Y4 3sis 7Ys 3Y2 (26) 0.162 x 3Yz (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 3,490 4140 LA HTU21.0-2 (Min.) 37/a 3 s 9Ye . 3?h (32) 0.162 x 3Yz ,(14),0.148 x 3 ,1,755 -4 255 I,G;255� 4,2551 4;255:' 7 510, `• 3190 3,190 •3,190 .3,190 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between %" and "h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.14W x 1 "h" naiu in the header and reduce the allowable download to 0.70 of the table vabe. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally, HU hangers with one flange concealed may be installed similarly. . HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 2s/s" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/16" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and 'A" x 2�44` Titen 2 screws (k 4odal i fN2-25234H) for G=CMU. Follow all installation instructions and use the loads from t.ne sawn lumber or E1rA'F sections. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-25234H) and for concrete (1/4" x 1 3/4" — Model TTN2-251341-1) are not provided with the hangers. • Drill the 3/16°-diameter hole to the specified embedment depth plus 1/2". • Alternatively, drill the 3/5"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Cautiory 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/,a° drill bit and hex -head driver bit (Model TTNT01-RC); a 3/,s" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/3" is required as shokltn in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 11/2" is permitted. Codes: See p.12 for Code Reference Key Chart 'Concealed flanges HUC410 Ma1A[� Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. .r �E� A 3 W Model , No _ Fasteners Allowable toads (DF/SP) . Code GFGINU Concrete Standard Concealed GECMU Concrete Tten®2. ; a Titen�' 2_ �' ` 3otst"" Uplift '{160) , ° Down°- " {1001125) ' UpUft (160) ..,Down - (1001125) " Ref- HU26 HU26X (4) 1/4 X 23/4 (4)1/4 x 13/4 (2) 0.148 x 11/2 335 1,000 335 1,545 HU28, HU28X {6) �/g X 231a ',(6J'/+ x'��le j4) 0.148 x�T,'/z ° 545 1,500, 60'2,400 HU24-2 HUC24-2 (4) 1/4 x 23/4 (4) 1/4 x 13/4 (2) 0.148 x 3 380 1,000 380 1,545 HU26 2 (Mtn } HUG262 ' {8),'/a X 23I4 '!` (8)'/a xx�s�l4 ', (4) 014$x 3 760'` °' • 2,000 760 $ 200 HU26-2 (Max.) ; _ ° HU626-2";,:' {12)'/4 x 23/a ; (12)'/a X',14 . - (6) O'.14&x 3 -1,135' ,3 000 . �1 35 �e�; 3,950 HU26 3 (Min.) HUC26 3 (Min.) (8) 1/4 x 23/a (8) 1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)1/4 x 23/4 (12)114 x 13/4 (6) 0.148 x 3 1,135 3,000 1,135 3,950 HU28 2 (Min.} _ HUC2$, 2 (Min) ° (10)'%a x 23/4-�,, � , (10)'14 x°13/4 (4) 0.148 x 3 t 760 2,50D�° 760 3,725 ° HU2$ 2 (Max.),' ' HUC2872; Max,} � (14)'/,4 x 23/4 : ` `' {1A)'1/4 x V 4 �,(6) 0.14$ >4 3 a 135 = 3,500, 1;1�35 �4 920 HU210 HU210X (8)1/4 x 23/4 (8) 1/4 X 13/4 (4) 0.148 x 1112 545 2,000 760 2,415 HUC210-2 (Min) .- `(14)`4)'/4 1/a ?/4 23/ �(6)018X 3 , 3,5Q0-H0210-2,(Min.) 1,135 4,920 HU210?L (Max) HUC210 2 (Max.)_,,_ (18)'/a X 23/a : ; (18)1la X 1 �i4 (10) 0148 X 3 7 800 4 500 1,800-'S 085 HU210.3 (Min.) HUG210-3 (Min.) (14)1/4 x 23/4 (14)1/4 x 13/4 (6) 0.148 x 3 1,135 3,500� 1,135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18)1/4 x 23/4 (18)1/4 x 13/4 (10) 0.148 x 3 1,800 4,500 1,800 5,085 HU -HU212>-, /42/4 (1t) �_ X= 1h ' 2,00212 1,135 ' _ .'2,665 HU212-2 (Min.) HUC212-2 (Min.) (16) 1/4 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,000 1,135 4,920 HU212-2 (Max.) HUG212-2 (Max.) (22)1/4 x 23/4 (22)114 x 13/4 (10) 0.148 x 3 1,350 5,085 1,350 5,085 `` UC212-3 (Min.) '�(16)1/ 4'a4 ` y 5. ,8 _ 1HU21Z3Mm `49204 v HU212=3 (Max:}, ` HUC212 3 {MaX.) ":(22}'1/a x 23/a : ; " (22)'/a X 7 a14 {10) 0.148 x 3 �1 $00 r .- 5,085 _ 1,800 ' . 5,085:- HU214 HU214X (12)1/4 x 23/4 (12)114 x 13/4 (6) 0.148 x 11/2 1,135 2,665 1,135 2,665 HU214 2 (Min .)':`HUC2i4 2 (Min.) ° (18)'!/4 x 23/a (18) v1/a x1314 1 575 t 4,500' 1,515 5,085 > HU21'4 2 (Max.)" ° ' HU0214 2 (Max:) (24) sja X 23/a (24)1la X 13/C �(12) 0?48 z 3-2 015 f: s 5,0$5 ;- 2 015� ".5,085. ° HU214-3 (Min.) HUG214-3 (Min.) (18)1/4 x 23/4 (18)114 x 13/4 (8) 0.148 x 3 1,515 4,500. 1,515 5,085 HU214-3 (Max.) HUG214-3 (Max.) (24)114 x 23/4 (24)114 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216. HU216X , (18)1'J4 x 231a ) {18)1/4 X13ia �. _`48) 014$ X 11h =,1 515 ' 2 920 - ;,.,. 1,515 2 920 �>. HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/4 (20)114 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216=3 (Min.) `', HUC216-3 (Min..) (20)1/4 x 2'/4 (20)'14 X 13/a (8)9 0.148 x.3 ' ` .'1,515 4,920 1,515 =4 920 HU216 3 (Max;) HUC216 (Max.} ; (26).'a x 23/a j', (26)1Ja}(13/a (12},085_° 2,015 "5 085 HU7 (Min.) (Not available) (12)1/4 x 23/4 (12) % x 13/4 (4) 0.148 x 11/2 545 2,980 760 2,980 HU7 (Max.) (Not available) (16)1/4 x 23/4 (16)1/4 x 13/4 (8) 0.148 x 11/2 1,085 3,485 1,085 3,485 HU9 (Mm.) ° ��(NOt avaiaabl8}>> {1$j �zd x 23/a {18)1/%X 3l4 °' ;(6) 014$ X;11h 1135: 3,230 1,135 3 230 , HU9'(Max.) (Not available) (24) t/a x 2-% {24)114 x 1-Y4 (10} 0148 x`112 1 445 : -' 3,735 _ 1,445 ... 3,735 HU11 (Min.) (Not available) (22)114 x 23/4 (22)114 x 13/4 (6) 0.148 x 11/2 1,135 3,230 1,135 3,230 HU11 (Max.) (Not available) (30)114 x 23/4 (30) Ya x 13/4 (10) 0.148 x 11/2 1,445 3,735 1.445 3,735 '(Min.). (Not available) {28)'!4 XL 23/4 , -- ° (28)'I4 X 13/4 (8) 0148°X 1'l2 " (1515 = 3,485 1;515 3 485 HU14 {Max) - {Not available) (36) ?la x 23fa° , (36)'Ax;13la (,14} 0148 x�11h 2 015 4,245�. 2,015 4 245 38 STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRUSSES 5/SKI SEE PLAN -SEE PLAN SOFFIT/FASCIA- SEE ARCH. =` z w w N � O N RIBBON BOARD- U m Q 4 3 SEE SCHEDULE U z LL z FOR SPACING d Z 0 w uj w a FASTENING TO w N U< Q Q N RIBBON BOARD- SEE TRUSSES w LL $ 5CHEDULE FOR SPACING ! �P Z O FASTENING TO TK58E5 WALL SHEATHING -SEE PLAN4ANG14OR MIN. 15/32' GDX PLYWOOD OR1/16' OSB WITH ed GUN NAILS (0.131' X 2 1/29 9 6' O.G. TOLIFT/SHEARGYP. GEILING-U UPLIFT/SHEAR ANCHOR MASONRY WALL- IRIBBON BOARDS EACH SEE PLAN a EACH TRUSS - SEE B/SKI SEE PLAN SCHEDULEPLAN SEE PLAN DO NOT FASTEN RIBBON BOARDUSS- NOTE: ADD'L FRAMING NOi INTO ENp GRAIN OF ROOF TRU55SONRY WALLSHOWN W. FOR CLARITY BOTTOM CHORDE PLAN DIE REVISION: DEEORWTION RAISED HEEL TRUSS BEARING A RAISED HEEL TRUSS BEARING E3 SCALE. FITSSKI SCALE: NTS SKI VERSi0ry N0. I.W I IIAB.IE RIBBON SCHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' X 31) (Vasd=128 MPH) 2X4 SFM 24' TO EACH TRU55, (4) EXP. B, NAILS AT JOINTS ENCLOSED Vult=180 MPH (2) 12d GUN (0.131' X 3') (Va6d=139 MPH) 2k4 5PP02 16' TO EACH TRUSS, (4) EXP. G, NAILS AT JOINTS ENCLOSED SHEET TmE: RIBBON-FOR -EOHEELR00FRRU- SHEET INFORMATION: 100 NO, ]11I II p E41AEO: I1A 11 D..-BF. RE-0 BY: SK.1 NE January, -1%2920 .Carpenter ,C,cintr..actb,r-s,df America, ffic. 8900 AVehffd G" NW, Winterflaven. VL,33�B'$6-62,01 Dear'Matt: ltla§ chine to my, attention . .1thatsmequesdons were raised d alse concerning 5:%8" diametef h61 ies'-,z.illeA fl f'u the ...'chords "'(widb face) ot sYs 4,Z pblp end trusses id,allaw fore ., threaded f6ds "tie ;theso:lgable-ends-,are,aver :,continuous support. with Qiioq4q'ofully-AeAffitt,and. pfth face no61.0s' - ih 4'46w � -' Offi - VIA connector verticdlws fhen p, an, a pu. arnaging.-any no';repaiHs.r *e� The 6 truss only up'obrts""' additional noa i i Load.:' Ifyou .have ,dny:qi!6.sti6n§,:,,'please give me a,,call, sincerely;- Nd. 86' O $TATE.'().,, F .......... 6.760 Forum .bri , Suite VP (Oano'p, FL 3282-1:- (80G) 521 =9790"(863)422-BO85 WW -Mplpin.pjtW.pqrn ,1il1ttt41►►tfff No. 86367 STATE O .~ g, 01-i-, 54� It ALPINE WFW.COMPANY FL REG# 278, YoonhwakKim, FL PE #86367 03/10/2021 doccurn•nthas bean olsckorksly signed •el•d using a Dill Signsfum. Pliltrd without on odgitai signsture must be sd using th• "lginal aiactroriic vwx1on. Alpine, an ITW Company 6750 Forum Drive, Suite 305 Orlando, FL 32821, Phone:(800)755-6001 www.alpineitw.com f �te Iniorri�ator►: ° t ` " ' ` Customer: Carpenter Contractors of America Pa a 1;:. Job Number: N362323 Job Descri, tion: 7A5/320 ,4EHBG ,01 D „RH01 /4EHB / 2601 HAYDEN EXPRESS / ELEV.G Address: Job En' ineeC n' Criteria; Design Code: FBC 7th Ed. 2020 Res 1ntelliV1EW Version: 20.02.00A JRef#: 1X31-89750044 end Standard: .ASCE 7-16 Wind Speed (mph): 160 Design Loading (psf): 37.00 Building Type: Closed This package contains general notes pages, 30 truss drawing(s) and 5 detail(s). -item Drawing Number Truss,. 1 069.21.1140.54010 Al 3 069.21.1140.53885 A3 5 069.21.1140.53977 A5 7 069.21.1140.53930 A7 9 069.21.1140.54353 A9G 11 069.21.1140.54399 B2G 13 069.21.1140,54180 UG 15 069:21.1140.54321 CJ1'L 17 06921.1140.53900 E2 19 069:21.1140.54260 MG'1 21 069.21.1140.53869 EJ2 23 06921:1140.53931 CM 25 069.21.1140.53743 CJ3A 27' 069.21.1140.54149 CJ1 E 29 069.21,1140.53681 HJ2 31 A16015ENC101014 33 A16030ENC101014 35 GBLLETINOl18 Item : Drawing Number Truss` -, 2 069.21.1140.53946 A2 4 069.21 . 1140.54120 A4 6 069.21.1140.53713 A6 8 069.21.1140.53260 A8G 10 069.21.1140:54385 B1 12 069.21.1140.54290 L1 14 069.21.1140.54213 EJ3L 16 0%21:1140.54244 E1 18 069,21.1140.54073 E3G 20 069.21.1140.53666 EJ7 22 06921.1140.54072 CJ5A 24 069.21.1140.53727 CJ3 26 069.21.1140.54119 CJ1 28 060,21.1140 54400 HJ3L 30 069.21.1140,53228 HJ7 32 A16015ENC160118 34 A16030ENC16011.8 Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 12:06:39 PM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or 1310, 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 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 52637 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef: 1X3L89750044 T6 FROM: RAA Qty: 1 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54010 Truss Label: Al / YK 03/10/2021 6'1"4 T 12'2"9 + 18'3"4 + 21'4"12 27'5"7 6'14 6'1"5 EO 173 9.10" 9.10" 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: 22.84 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: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. =5X5 =5X5 E F 39'8" 10, 19,10" Snow Criteria (Pg,Pf In PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): 10, 29'10" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.259 L 999 360 VERT(CL): 0.481 L 983 240 HORZ(LL): 0.097 K - - HORZ(TL): 0.179 K Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.863 Max Web CSI: 0.298 Ve r: 20.02.00A.1020.20 `,����QVt1i1011ll W a No, 8636i go �'p d STATE OF 33'6"12 39'8" 6'1"5 6'1"4 9'10" 39 '8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /861 /785 /303 N 1546 /- /- /861 /785 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N 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 1581 - 3037 F - G 1147 - 2011 C - D 1437 - 2773 G - H 1437 - 2773 D - E 1147 - 2011 H - 1 1581 - 3037 E - F 1161 -1892 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2726 -1347 L - K 2369 -1060 M - L 2369 -1060 K - I 2726 -1347 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 453 - 68 L - F 521 - 236 D - L 482 - 703 L - G 482 - 703 E - L 521 - 236 G - K 453 - 68 ek S'haORIVre- ®®®�®r b �V®°d0 �ONM_ 1 °°1eea��+�s►o�`°� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attachetl 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. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a listing this drawing indicates acceptance of professional engiineenng responsibilittyy solely -for the design shown. The suitability and use of this 6750 Forum Drive drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 526381 HIPS I Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T12 FROM: RAA Qty: 2 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53946 Truss Label: A2 / YK 03/10/2021 6'1"4 6'1"4 �' 1' 1 r 9'10" _9'10" 12'2"9 17' 22'8" 6.V5 + 49"7 T 68" =_5X5 =5X5 E F 27'5"7 4'9"7 39'8" } 10' + 10, 19'10" 29'10" 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: 22.58 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: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1 X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"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. 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 U# VERT(LL): 0.264 L 999 360 VERT(CL): 0.466 L 999 240 HORZ(LL): 0.091 K - - HORZ(TL): 0.160 K Creep Factor: 2.0 Max TC CSI: 0.680 Max BC CSI: 0.542 Max Web CSI; 0.299 EW Ver: 20.02.00A.1020.20 IIIIIIIf6Yorl No.86367 alog S7 ATE OF 33'612 39'8" 6111.5 T 6-1"4 9'10.1 1' 39'8"+ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1645 /- /- /867 /786 /284 N 1645 /- /- /867 f786 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Brg Width = 8.0 Min Req = 1.5 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 1590 - 3292 F - G 1164 - 2207 C - D 1436 - 3025 G - H 1436 - 3025 D - E 1164 - 2207 H - 1 1590 - 3292 E-F 1198-2198 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2958 -1357 L - K 2568 -1052 M - L 2568 -1052 K - I 2958 -1357 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M-D 456 -77 L-F 590 -217 D - L 430 - 708 L - G 430 - 708 E - L 590 - 217 G - K 456 - 77 10, a� � R��Tq✓ of, fol pIoNIll +�; e�®' FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin4of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibili(� solely or the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec. 2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52639 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X31_89750044 T11 / FROM: RAA Qty: 2 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53885 Truss Label: A3 / YK 03110/2021 �1 7'8"6 7'8"6 9'10" 9.10" 15' 7'3"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: 22.16 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: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T3 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; 132,63 2x6 SP #2 N; Webs: 2x4 SP #2 N; W1,W4,W7 2x4 SP #3; 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. 19'10" _ NT 31'11"10 4'10" , 4'10" 7'310 :5X5 III2X4 =5X5 D E T3 F 39'8" 10' 10, 19'10" 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.278 E 999 360 VERT(CL): 0.480 E 985 240 HORZ(LL): 0.092 J - - HORZ(TL): 0.159 J - Creep Factor: 2.0 Max TC CSI: 0.757 Max BC CSI: 0.840 Max Web CSI: 0.361 VIEW Ver: 20.02.00A.1020.20 ��111111111 � ,v�q��Q��W 4 ease +� NO, 86367 !�� a STATE OF a ��4 39'8" 7'8"6 91101, "8 ' 39 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1692 /- /- /874 [789 /255 M 1692 /- /- /874 /789 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 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 1568 - 3391 E - F 1339 - 2703 C - D 1522 - 3172 F - G 1522 - 3172 D - E 1339 - 2703 G - H 1568 - 3391 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 3045 -1322 K - J 2456 - 925 L - K 2456 - 925 J - H 3045 -1322 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - L 409 - 349 K - F 411 -137 L - D 639 - 282 F - J 639 - 282 D - K 411 -136 J - G 409 - 349 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicable. Apply Oates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSIf� PI 1, or for handling, shipping,, Installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821 SEQN: 52640 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T FROM: RAA Qty: 2 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 10 1 069.21.1140.54120 Truss Label: A4 / YK 03/10/2021 e t 7'4"13' 19'10" 26'8" 7'455 5'7"10 6,10" 6-10" .5X5 III2X4 =5X5 D E T2 F 32'3"11 39'8" 5711 7'4"6 T T*18'8"12 =4Atj(tJz) 1116X8 =8X8 V� 1116X8 =4X60) 101. 9'10" 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: 21.75 it NCBCLL: 10.00 TCDL: 4.2 lost 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: 3.97 it Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.0E; 132,133 2x6 SP #2 N; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Loading Truss passed check for 20 lost additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 39'8" 10, 19,10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 10, 29' 10" Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.292 E 999 360 VERT(CL): 0.512 E 925 240 HORZ(LL): 0.089 J - - HORZ(TL): 0.156 J Creep Factor: 2.0 Max TC CSI: 0.689 Max BC CSI: 0.778 Max Web CSI: 0.388 EW Ver: 20.02.00A.1020.20 `1``Jiid@VIIII16f ��% pNHW Ak ����'� d 00909 p� � y No, 86367 zti a .e, STATE flF o cv 9'10" 1' 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1657 /- /- /875 1790 /225 M 1657 /- /- /875 1790 1- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 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 1568 - 3301 E - F 1517 - 2994 C - D 1495 - 3073 F - G 1495 - 3073 D - E 1517 - 2994 G - H 1568 - 3301 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2960 -1323 K - J 2537 -1026 L - K 2537 -1026 J - H 2960 -1323 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 504 -171 K - F 590 - 265 D - K 590 - 264 F - J 504 -171 E - K 357 - 388 ®< S 00d o05 b '1'6�d'/ON A L. , FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilitty� solely -for the design shown. The suitability and use of iris 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 ine!tw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52641 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T9 / FROM: RAA Qty: 2 , A5/320 ,4EHI3G ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53977 Truss Label: A5 / YK 03/10/2021 7'4"4 11' 16'11"4 228"12 28'8" 7'4"4 3'7"12 5.11 "4 5'9"8 611 "4 =5X5 -5X5 =4X4 5X5 12 D E F G N3"12 39'8" 2.1 7'4"4 5\2C4 ar2H4 T (a) W (a) W6 B 1 A J �18'8"12 4X6(B2) =8X10 62 =8X8 63 I—I=8X — N �1' 9'10" 9'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 21.33 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: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; B2,133 2x6 SP #2 N; 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 39'8" 10, 10, 19,10" r 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.307 L 999 360 VERT(CL): 0.569 L 831 240 HORZ(LL): 0.094 K - - HORZ(TL): 0.173 K Creep Factor: 2.0 Max TIC CSI: 0.890 Max BC CSI: 0.825 Max Web CSI: 0.314 VIEW Ver: 20.02.00A.1020.20 �A�PdP(PPpi�i `qi� �V ®has epos g o No. 86367 � e STATE OF00 73 F =4X6(B2) 9'101, 1' 39'8� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /872 1791 /196 N 1546 /- /- /872 /791 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N 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 1561 - 3016 F - G 1322 - 2353 C - D 1495 - 2800 G - H 1495 - 2800 D - E 1323 - 2354 H - 1 1561 - 3016 E - F 1678 - 3107 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2698 -1315 L - K 3032 -1424 M - L 3030 -1423 K - I 2698 -1315 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 823 - 374 F - K 497 - 817 M - E 494 - 814 G - K 825 - 375 If 6 s®©m�e y� ad°°''1411 ONAL.. �a+tae�e�eeo� FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and.SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral -restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI Q PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates -acceptance of professional engineenng responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.org; SBCA: sbcindustry.com; ICC: iccsafe.oro: AWC: awc.oro Orlando FL, 32821 SEQN: 52642 / FROM: RAA T SO T E3 TCLL: TCDL: BCLL: BCDL: Criteria (psf) 20.00 - 7.00 0.00 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " SPEC Ply: 1 Qty: 1 TVA 7'1"1 Job Number: N362323 ,7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Truss Label: A6 10,10" 3'8"15 12'8" 10, 1910" 24'8" 30'8" T2" �4'10" I 6' =5X5 1112X4 19 D =6X6 _.. =5X5 Z�V5xr, 9'10" 9'10" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 21.30 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 end Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T3 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W4 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. 39'8" 10, 9'10" 19,10" 29'8" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.384 F 999 360 VERT(CL): 0.712 F 664 240 HORZ(LL): 0.104 L - HORZ(TL): 0.193 L Creep Factor: 2.0 Max TC CSI: 0.896 Max BC CSI: 0.836 Max Web CSI: 0.849 Ver: 20.02.00A.1020.20 ®4,i11lit 011 �A WAS No.86367 ° p� p® STATE QE Cust: R 8975 JRef:1X3L89750044 T20 / DrwNo: 069.21.1140.53713 / YK 03/10/2021 39'8" I'7"T5 7'4"11 TT cV R � T_,�18'812 10, 1 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 1546 /- /- /855 /788 /193 0 1546 /- /- /859 /791 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 O Brg Width = 8.0 Min Req = 1.8 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 1552 - 3005 F - G 2005 - 3760 C - D 1466 - 2780 G - H 1478 - 2776 D - E 1272 - 2352 H - 1 1483 - 2789 E - F 2005 - 3761 I - J 1551 - 2992 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 2688 -1311 M - L 3452 -1671 N - M 3197 -1526 L - J 2675 -1305 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. N - D 1865 - 998 M - G 400 -132 N - E 1072 -1815 G - L 559 - 864 E - M 645 - 356 L - H 867 - 430 ��ao�°®jflR10� o� ONAI- ��!(Idi191d9 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) for saty practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have.properly attached structural sheathing and bottom chord shall have a properly attached r! id ceilin Locations shown for 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 Join QDetails, unless noted otherwise. Refer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,. Installation and bracin of trusses. A seal on this drawingor cover page 6750 Forum Drive . listing this drawin indicates acceptance of professional en meenng responsibilityy solely or the design shown. The suitabiliy and use of )his drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52643 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T8 / FROM: RAA Qty: 1 ,7A5/320 ,4EHBG ,01 D ,RHO1 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53930 Truss Label: A7 / YK 03/10/2021 T1"2 9' _ 16'8" 2"30'8" 32'6"14 39'8" 7'1"2 1 110'114 7'8" 6'4" 7'8" + 1'10�14 7'1"2 E55X5 =4X4 =5X5 =5X5 5 12 �2X4 D C E T2 F T3 G ia2X4 T s" (a) W (a) H r :r B W6 ir) I v 1 s 3 A J 1 �18'8"12 4X6(B2) = 5X8 = 6X6 = 5X8 =4X6(B2) 39'8" F1' 9'10" 10, 10, 9'10" 1'-I 9'10" 19,10" 29'10" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.367 L 999 360 Loc R+ ! R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.681 L 694 240 B 1546 /- /- /864 /827 /166 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.110 K - - N 1546 /- /- /864 /827 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.203 K Wind reactions based on MWFRS NCBCLL: 10.00 Mean Height: 20.91 ft Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.898 N Br Width = 8.o Min Re 1.8 g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.869 Bearings B & I are a rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.320 Bearings B & I 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. Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Lumber B - C 1624 - 2998 F - G 1541 - 2758 C-D 1561 -2811 G-H 1561 -2812 Top chord: 2x4 SP #2 N; T2,T3 2x4 SP #1; D - E 1541 -2757 H - 1 1624 -2998 Bot chord: 2x4 SP #1; E - F 2044 -3700 Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1 X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"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. ,od,tt149tiAA- /1I���® \ ®fee A- B ®�GEN ° 4�' 0 No 367 g STATE OF Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2681 -1371 L - K 3612 -1840 M - L 3615 -1842 K - 1 2681 -1371 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - M 776 - 360 F - K 638 - 989 M - E 641 - 992 K - G 773 - 357 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building rt Safety Information, by TPI an fabricating, fo'r safety practices prior to performing these functions. Installers shall provide temporary. BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly 11id ceiling Locations shown for ermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 1310. A Apply plates to each face oTtruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. ivision of ITW Builds rformanc,$cLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the e with ANSI PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pa e hawing indicates acceptance of professional en eering responsibility solely or the design shown. The suitabilil9y and use of this sn any structure is the responsibility of the Building�esigner per ANSIlT 11 Sec.2. 6750 Forum Drive Suite 305 Orlando FL, 32821 For ICC: SEQN: 52661 / HIPS Ply: 2 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T14 / FROM: RAA Qty: 1 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53260 Truss Label: A8G / YK 03/10/2021 2 Complete Trusses Required 7' 13'S"14 19'10" 26'2"2 32'8" 39'8" 7' 6'S"14 6'4"2 6'4"2 6'S"14 7' 5 12 =6CD 6 =4X4 T2 =8X8 =4X4 =6X6 1-1E F T3 G T SO M 1 6� 39'8" 1112X4 =8X8 =3X8 =8X8 1112X4 v 6'10"4 6'5"14 6'5"14 6'5"14 6'5"14 6'10"4 11� 610"4 13'4"2 19'10" 263"14 32'9"12 39'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.50 ft 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: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Loading #1 hip supports 7-0-0 jacks with no webs. 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: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.434 E 999 360 VERT(CL): 0.813 E 581 240 HORZ(LL): 0.071 C - - HORZ(TL): 0.133 C Creep Factor: 2.0 Max TC CSI: 0.542 Max BC CSI: 0,411 Max Web CSI: 0.743 VIEW Ver: 20.02.00A.1020.20 �otl�vH WA gas���o►�r�Ps a�CEN 9 a/�` m i No.8636% p e .e STATE OF vg o �• o�m fl co f; 1 _s,18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 3115 /- A A /1614 A 0 3115 /- /- /- /1614 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 0 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 1762 - 3442 E - F 2781 - 5458 C - D 2492 - 4892 F - G 2493 - 4893 D - E 2781 - 5458 G - H 1763 - 3443 Maximum Bat Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - N 3147 -1600 L - K 4957 - 2539 N-M 3136 -1600 K-J 3137 -1601 M - L 4956 - 2539 J - H 3148 -1601 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - M 1951 - 991 L - F 553 - 267 M - D 488 - 672 F - K 488 - 672 D - L 554 - 267 K - G 1951 - 991 ANAL ee®(41164140 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicable. Apply Oates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 4Pl 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solelyorthe design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TXI-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: 52675 / SPEC Ply: 2 Job Number: N362323 Cust: R 8975 JRef:1X3LB9750044 T15 / FROM: RAA Qty: 1 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DnvNo: 069.21.1140.54353 Truss Label: A9G / YK 03/10/2021 2 Complete Trusses Required T1"4 10'10" i 14'8 20' 24'8" 32'8" 39'8" 7'1"4 3'8"12 T 3'10"" T 54„ + 4'8" 8 7 't = 5X5 12 T5 k2X4 D ///6X8(SRS) E 1112F4 T3 =8G8 T4 =_6H6 T P o W TIC -4X6(A1) 6B =4X8(B1) 1 F33 A II J T 18'8"12 B1 O =8X10 -H0710 -8X8 1112X4 39'8" 10' 10, 7'8" 5'1"12 6'10"4 1' 10' 20' 27'8" 32'9"12 39'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.30 ft 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: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T3 2x6 SP #2 N; T4 2x6 SP SS; Bot chord: 2x6 SP SS; B1 2x6 SP #2 N; Webs: 2x4 SP #3; W3 2x4 SP #2 N; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bet Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c, Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 21.18 TC: From 28 plf at 21.18 to 28 plf at 32.67 TC: From 55 pif at 32.67 to 55 plf at 40.67 BC: From 20 plf at 0.00 to 20 pit at 20.00 BC: From 10 plf at 20.00 to 10 plf at 32.64 BC: From 20 pit at 32.64 to 20 plf at 39.67 TC: 175 lb Conc. Load at 22.60,24.60,26.60,28.60 30.60,32.60 TC: 211 lb Conc. Load at 32.67 BC: 1397 lb Conc. Load at 21.18 BC: 130 lb Conc. Load at 22.60,24.60,26.60,28.60 30.60,32.64 BC: 363 lb Conc. Load at 32.67 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: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.470 F 999 360 VERT(CL): 0.869 F 543 240 HORZ(LL): 0.104 D - - HORZ(TL): 0.192 D Creep Factor: 2.0 Max TC CSI: 0.755 Max BC CSI: 0.828 Max Web CSI: 0.986 VIEW Ver: 20.02.00A.1020.20 Additional Notes WIND LOAD CASE MODIFIED! It is the responsibility of the Building Designer and Truss Fabricator to review this drawing prior to cutting lumber to verify that all data, including dimensions and loads, conform to the architectural plans/specifications and fabricators truss layout. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 2707 /- /- /- /1550 /- 0 3744 /- /- /- /2192 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.9 0 Brg Width = 8.0 Min Req = 2.2 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1687 - 2915 F - G 3645 - 6372 C - D 1584 - 2809 G - H 3167 - 5551 D - E 1386 - 2447 H - 1 2442 - 4167 E -F 3646 - 6372 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 2650 -1522 L - K 3811 - 2230 N - M 5023 - 2894 K - I 3816 - 2228 ® ev�rl�Qil(tPq/�� M-L 6149 -3652 `p\� ` e • e g & /�f P� Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. a ® Y • A N - D 1927 -1050 G - L 684 - 843 s No 86367 ® N- E 1944 - 3315 L- H 2O31 -1093 a s a E- M 1549 - 863 ® s Q STATE OF w ®s S' °•®ee® d FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properir attached structural sheathing and bottom chord shall have a properly attached ri id ceilihp Locations shown for permanent -lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. mstallatlon and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this drawing for any s9ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52670 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T2 / FROM: PFH Qty: 1 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54385 Truss Label: B1 / YK 03/10/2021 57"6 9' 12'8" 16'2"8 5'7"6 3'4"10 '{' 3'S" 3'6"8 888 8'8"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: 20.34 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: 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 (++) - This plate works for both joints covered. 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. =4X4 =4X4 D E 21'0"8 4'1"4 12'9"12 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): T11"4 20'9" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): -0.062 J 999 360 VERT(CL): 0.113 J 999 240 HORZ(LL): 0.025 G - - HORZ(TL): 0.047 G Creep Factor: 2.0 Max TC CSI: 0.480 Max BC CSI: 0.751 Max Web CSI: 0.677 VIEW Ver: 20.02.00A.1020.20 a a No. 86367 Q STATE OF ®4� 010 0 21'0"8 4' 10" 38 50"8 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 852 /- A /478 /523 /137 H 779 /- /- /399 /475 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 H Brg Width = - 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. Chords Tens. Comp. B - C 900 -1408 D - E 726 -1025 C - D 766 -1177 E - F 753 -1164 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - J 1239 -757 1 - H 1172 - 730 J - 1 1031 -510 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. F - H 780 -1174 OR ®14"f4d ONAI- aeeeam�a�►db FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have �roper)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 applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page lasting this drawing: indicates acceptance of professional enneerrng responsibilitx solely for the design shown. The suitability and use of this 6750 Forum Drive Suite 305 Orlando FL, 32821 For TPI: SEQN: 52668 / HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T4 / FROM: RAA Qty: 1 7 A51320,4EHBG ,01 D ,RHOl / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54399 Truss Label: B2G / YK 03/10/2021 T 0 1T 738 7'3"8 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 Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 19.92 ft 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 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; Rt Stub Wedge: 2x4 SP #3; Plating Notes (1) - plates so marked were sized using 0% Fabrication Tolerance, 0 degrees Rotational Tolerance, and/or zero Positioning Tolerance. Loading #1 hip supports 7-0-0 jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types 10'10" 14'8" 21VT 3'10" 3'10" 64"8 =5X5 =4X4 =5X5 C D E =8X8 =4X4 21'0"8 T1" 14'4"8 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): .0.131 D 999 360 VERT(CL): 0.245 D 999 240 HORZ(LL): 0.034 G - - HORZ(TL): 0.064 G Creep Factor: 2.0 Max TC CSI: 0.733 Max BC CSI: 0.835 Max Web CSI: 0.333 EW Ver: 20.02.00A.1020.20 Nv, 86367 m b a p. • .e b TATE OF o 4Z/ T 1 18'1"l4 6'8" 21'0"8 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1626 /- /- A /982 A F 1593 /- A A /940 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.3 F Brg Width = - 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. Chords Tens. Comp. B - C 1911 - 3239 D - E 1698 - 2948 C - D 1728 - 2999 E - F 1893 - 3206 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 2919 -1698 G - F 2867 -1665 H - G 3234 -1969 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 837 - 319 G - E 875 - 344 D - G 359 - 379 ®�F� ®�OR1Vr q �. ®0®ef1do NdA `� , FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly — attachetl ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10 as applicabgle. Apply plates to each face. oT truss and positionas shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Build in Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the tr ss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawingor cover page 675o Forum Drive listing this drawing indicates acceptance of professional enpsneering responsibilityy solely -for the design shown. The suitabiliy and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52645 / COMN Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T5 / FROM: RAA Qty: 2 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54290 Truss Label: L1 / YK 03/10/2021 5' 10, 5 "� ° 5 "1 12 = 4X4 4 T B Dcli ih 4Li ��8,$„ F 2X4(A1) 1112X4=2X4(A1) 10, 1 _ 5' 10, + Loading Criteria (pst) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.016 F 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.028 F 999 240 B 429 A /- /273 /206 /79 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 F - - D 429 /- /- /187 /206 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ (TL): 0.009 F - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.183 D 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: 0.306 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.079 Members not listed have forces less than 375# Loc. from endwall: An Y 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 297 -641 C - D 297 - 641 Top chord: 2x4 SP Bot chord: 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Webs: 2x4 SP #3; Chords Tens.Comp. Chords Tens. Comp. Wind B-F 578 -214 F-D 578 -214 Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. **IMPORTANT** w;atot�e�tr►vvaPa ,� �W Ak No. 86367 0 6 b STATE OF ® 4 4 OR ®�rlaaa►a���b� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 RNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! 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, 1less noted otherwise. ffefer to ine, a division of ITW BuildincL Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ,s in conformance with ANSI/TPI 1, or for handling, shipping,installation and bracincLof trusses. A seal on this drawing or cover pa a 6750 Forum Drive rig this drawin indicates acceptance of professional engineering responsibilityV solely -for the design shown. The suitability and use of this Ning for any sfr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 more information see these web sites: Alpine: alpineitw.com• TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEON: 526631 HIPS Ply: 1 1 Job Number: N362323 I Cust: R 8975 JRef:1X3L89750044 T30 / FROM: RAA Oty: 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54180 Truss Label: L1G / YK 03/10/2021 ih 13 5 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Lot: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Soacinc: 24.0 " 12 4 3' } 7' 10, 3' 4' 3' 4X4 C 4X4 D T B E 4 F ~ 88 H G 1112X4 1112X4 2X4(A1) = 2X4(A1) 1 3'1"12 3'1"12 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 3.00 TC: From 27 plf at 3.00 to 27 plf at 7.00 TC: From 55 plf at 7.00 to 55 plf at 11.00 BC: From 20 plf at 0.00 to 20 pif at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 98 lb Conc. Load at 3.03, 6.97 TC: 63 lb Conc. Load at 5.00 BC: 119 lb Conc. Load at 3.03, 6.97 BC: 50 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 10, 3'8"8 6' 10"4 ow Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): 3'1"12 10, �� 1 Defi/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.037 G 999 360 VERT(CL): 0.074 G 999 240 HORZ(LL): 0.011 G - - HORZ(TL): 0.020 G Creep Factor: 2.0 Max TC CSI: 0.337 Max BC CSI: 0.502 Max Web CSI: 0.070 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 628 /- /- /- /276 A E 628 /- 1- /- /276 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E 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 506 -1313 D-E 506 -1313 C - D 461 -1249 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1226 -466 G - E 1226 -466 H - G 1249 -461 `�1N�1i@t9A9`1f 10/0e1�/'P ��(� ` �o�1��P r+ N0.86367 0 6 STATE OF .�'04F®,r /ONA; ,� , FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 -WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not,be responsible for any deviation from this drawing, any. failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installapon.and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 52646 / EJAC Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T37 / FROM: RAA Oty: 3 ,7A,' 20 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54213 Truss Label: EJ3L / YK 03/10/2021 12 4 � C 9'8°7 B M r- q 8r8° D 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.DO 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): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.002 D Creep Factor: 2.0 Max TC CSI: 0.079 Max BC CSI: 0.071 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ®� � e�eeot��% t �No. 86367 v � w • P� STATE OF cc, rp b P� 4(f®b ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 A /- /149 /85 /67 D 50 /- /- /27 A /- C 63 /- /- /36 /54 /- 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# 0e196® did NAL FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10 mess noted otherwise. Refer to iision of ITW BuildingComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the formance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover page 6750 Forum Drive rawing indicates acceptance of professional enQneenng responsibility solely or the design shown. The suitabilify and use of this any structure is the responsibility of the Building -Designer per ANSI1TPI 1 Sec.2. Suite 305 rrmation see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustry.com• ICC: iccsafe.oro; AWC: awc.org Orlando FL, 32821 SEQN: 52647 / JACK Ply: 1 Job Number: N362323 Cust: R 8975 JRef: 1X3L89750044 T36 / FROM: RAA Qty: 4 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54321 Truss Label: CAL / YK 03/10/2021 Loading Criteria (ps0 TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 4 C B 9-0"3 _T_ Tel 1 31 A - Qtptt �� 5 � UV D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 2X4(A1) 1, 11114 11"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.063 Max BC CSI: 0,009 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 141 /- /- /134 /102 /31 D 10 /-1 /- /16 /11 /- C - A15 A /29 /28 /- 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# ,wi tQ 11111 P ►o►ori Leo ,A No, 86367 p � � STATE OF ° 4, WO a w dP h 6®p'9��® b `�jON " O� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information,. by TPI and_SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri !d ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 16OA-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 pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitabilipy and use of This 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: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52648 / SPEC Ply: 1 Job Number: N362323 Cust: R 8975 JRef: 1X3L89750044 T29 / FROM: RAA Qty: 1 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54244 Truss Label: E1 / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDacina: 24.0 " T Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 4' 6'5"1 7"14 4' 2'5"1 3 =4X4 1� C 67' 14 4' 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): 1'11"14 5'11"14 V. Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.011 G 999 360 VERT(CL): 0.019 G 999 240 HORZ(LL): 0.008 E - - HORZ(TL): 0.015 E Creep Factor: 2.0 Max TC CSI: 0.147 Max BC CSI: 0.152 Max Web CSI: 0.428 VIEW Ver: 20.02.00A.1020.20 II M_ a s v 9 4" 148'8" 4 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /R B 310 /- /- /206 /147 /71 D 246 A /- /122 /111 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 3.3 Min Req = 1.5 Bearings B & D are a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# witaItFP1?ffP 1;N�o ppArK �ia,010, a► n 67 fl v op -P oe STATE OF.—o° �nR1D�� 4O(il`AilO� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached r! 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 plates to each face of truss and position as shown above and on the Join QDetails, unless noted otherwise. Refer to ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinggComponents 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 bracingqof trusses. A seal on this drawingor cover paWe 675o Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibility solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see thesewebsites:- Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52649 / SPEC Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T17 / FROM: RAA Qty: 1 , A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53900 Truss Label`. E2 / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 4'4" 6,5"1 '7"14 2'1"1 13 4X4=4X4 12 C D T T 5� E 91 rn fa o I V B 1 I 1'7"14 1 T3 A 4X4(81) J=HII 4X4=2FX4(A1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 6'7"14 1, 3,9„12 4„ 1,9„10 3'9"12 4'2 4 5'11"14 8" f 6;7 1i4 i 4,4" i 1,7"14 +-{ r Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Ft NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.011 J 999 360 VERT(CL): 0.020 J 999 240 HORZ(LL): 0.008 F - - HORZ(TL): 0.014 F - Creep Factor: 2.0 Max TC CSI: 0.125 Max BC CSI: 0.151 Max Web CSI: 0.439 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 310 /- /- /208 /147 /66 E 246 /- /- /123 /112 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 3.3 Min Req = 1.5 Bearings B & E are a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# e��1111I� % ® No. 8f357 STATE 0{F1 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates -to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinggComponents Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solelyorthe design shown. The suitability and use of This drawing for any structure is the responsibility of the Building�esigner per ANSIRI 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.oro Orlando FL, 32821 SEQN: 526641 HIPS Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T1 / FROM: RAA City: 1 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB 12601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54073 Truss Label: E3G / YK 03/10/2021 1. rn CV 12 5 4X4 C 64" 8' 4'8" 1'8" 4X4 D B E T 4 F 8'811 H G I 1112X4 1112X4 4X4(B1)=4X4(B1) 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: 9.32 ft 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 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 1.67 TC: From 37 plf at 1.67 to 37 pif at 6.33 TC: From 55 plf at 6.33 to 55 pif at 9.00 BC: From 20 plf at 0.00 to 20 plf at 1.67 BC: From 17 plf at 1.67 to 17 plf at 6.33 BC: From 20 plf at 6.33 to 20 plf at 8.00 BC: 19 lb Conc. Load at 1.67, 6.33 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types 8' 8' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): 0.009 H 999 360 VERT(CL): 0.016 H 999 240 HORZ(LL): 0.004 G - - HORZ(TL): 0.007 G Creep Factor: 2.0 Max TC CSI: 0.207 Max BC CSI: 0.207 Max Web CSI: 0.017 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 324 /- /- /- /169 /- 1 324 /- /- /- /169 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 1 Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E 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 172 - 400 D - E 172 - 400 4,`,i ii1III i 1 f10 or4' pN�WAk g1'�, a rl� \CE �s ® as �tl , �• No. 88857 P STATE OF fe S P,Q® °a,l�edjoONAL e+iteoud'4' FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an cJ 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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildinc Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional encLineenng responsibili((�� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSVTT l 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821 SEQN: 52665! MONO Ply: 2 Job Number: N362323 Cust: R8975 JRef:1X3L89750044 T7 / FROM: RAA Qty: 1 ,7A5l320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54260 Truss Label: MG1 / WHK 03/10/2021 2 Complete Trusses Required T 37'8 3'T8 1112XC 12 5 F_--- 48X4 M fn ro X4A(A1) Ll LA 18'8"12 E D 4 1114X6 1114X8 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: 20.70 ft 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: 12.0 " C&C Dist a: 3.00 It Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 4.25" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 28 plf at 0.00 to 28 plf at 7.00 BC: From 10 plf at 0.00 to 10 plf at 7.00 BC: 162 lb Conc. Load at 1.09 BC: 1593 lb Conc. Load at 3.09 BC: 779 lb Conc. Load at 5.09 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 3'0"12 3'0"12 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l 0(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.018 E 999 360 VERT(CL): 0.033 E 999 240 HORZ(LL): -0.005 C - - HORZ(TL): 0.008 C Creep Factor: 2.0 Max TC CSI: 0.229 Max BC CSI: 0.292 Max Web CSI: 0.416 VIEW Ver: 20.02.00A.1020.20 to>sliit�VPtPlhp�yl gq���aN�M�A� �1,10. I 0 No. 86367 a* e� ° STATE OF ! Lug e ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 1400 /- /- /- /884 /- D 1397 /- /- /- /882 P Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 D Brg Width = - Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 862 -1363 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - E 1244 - 785 E - D 1185 - 750 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. E - B 945 - 576 B - D 797 -1260 RJVr FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have roper attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations -shown for permanent lateral restraint of webs shall have 6racin installed per BCSI sections 63, B7 or 1310 as applicable. App�y plates to each face of truss and position as shown above and on the JoinpDetails, unless noted otherwise. Refer to drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,. Installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawingg indicates acceptance of professional encLmeering responsibilitty� solely -for the design shown. The suitability and use of iris 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 ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52650/ SPEC Ply: 1 J18 / ob Number: N362323 Cust: R8976 JRef:1X3L89750044 T FROM: RAA Qty; 25 , A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53666 Truss Label: EJ7 / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 21-10"3 12 5 M M E0 r M f� M B A 18'8"12 D Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.50 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 7' 7' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.018 D HORZ(TL): 0.023 D Creep Factor: 2.0 Max TC CSI: 0.740 Max BC CSI: 0.549 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 327 /- /- /224 /164 /210 D 130 /- /- /71 /- /- C 175 /- /- /97 /206 /- 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# ,11,�i11@,,t��i/lvlP/)pt No. 86367 r -Ire STATE OF, -a,— eecaod>saa►em FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses requJre 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 pproper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for ermanent lateral -restraint of webs shall have bracin installed per BCSI sections B3; B7 or B10, as applicable. Apply plates to each face of truss and positions shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlgComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracingqof trusses. A seal on this drawing or cover pa a 675o Fbn,m Drive listing this drawing indicates acceptance of professional enpmeering responsibilityt� solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .corn; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52651 / EJAC Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T25 / FROM: RAA Qty.. 2 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53869 Truss Label: EJ2 / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 5 T B rn N N A D �— 1' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; 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. 4X4(B1) 1 11811 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 U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 D Creep Factor: 2.0 Max TC CSI: 0.060 Max BC CSI: 0.021 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 144 A /- /122 /64 /54 D 29 /- /- /15 A A C 25 /- /- /15 /32 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# ``1t1aQilPPlppppP Of Of ht Na, 863�i � o STATE OF - ®cQ ZOR ae�,l��s�►eb FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS the latest edition of BCSI (Building Installers shall provide temporary bottom chord shall have a properly )er BCSI sections B3, B7 or B10, iless noted otherwise. Refer to a division of ITW Buildin$c�Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover pa3e ,for drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabil!ry and use of this for any s ructure is the responsibility of the Building -Designer per ANSUTPI 1 Sea2. TPI: AWC: 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 52652 / JACK Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T31 / FROM: RAA Qty: 1 7A5/320 ,4EHBG ,01 D ,RHOI / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G Dnallo: 069.21.1140.54072 Truss Label: CJSA / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 9? D C 2X4 i 43"12 I 13"$ 4'0"4 f3"8 4'3"12 i Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.41 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Additional Notes Provide hanger or special connection at top chord. Provide hanger or special connection at bottom chord. "WARNING" "IMPORTANT" FURNISI Trusses require extreme care in fabric• Component Safety Information, by TPI bracing per BCSI. Unless noted othem attached ri id ceiling Locations shown as applicable. Apply Oates to each fai drawings 16OA-Z for standard plate po; Alpine, a division of ITW Buildino Com1 Snow Criteria (Pg,Pfin 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): 20'11"14 v So N 18'8"12 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.000 A 999 360 VERT(CL): 0.000 A 999 240 HORZ(LL): -0.000 A - - HORZ(TL): 0.001 A - Creep Factor: 2.0 Max TC CSI: 0.316 Max BC CSI: 0.224 Max Web CSI: 0.042 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D 156 /- !- /102 /121 /- B 119 /- /- 156 /96 /115 C 86 /- /- /43/- Wind reactions based on MWFRS D Brg Width = - Min Req = - B Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Members not listed have forces less than 375# �1gti�\QQt9VirpffpP WAk �'�� a Nv, afi367 � o STATE OF ®4,�e 0 ,+ Q�AA ®�' FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 READ AND FOLLOW ALL NOTES ON THIS DRAWING! THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS ove a page of deviation from this drawing, any failure to build the of trusses. A seal on this drawinq or cover page Rr the design shown. The suitability and use Nis any TPI: AWC: 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 52653 / JACK Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T26 / FROM: RAA Qty: 9 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53931 Truss Label: CJ5 KID / YK 03/10/2021 C 12 20'11"14 5 v T_ 00 z N N B A 18'8"12 D 1, I 4'11"4 T 4' 11 "4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.07 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft- Loc. from endwall: not in 4.50 ft GCp!: 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 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): 0.007 D Creep Factor: 2.0 Max TC CSI: 0.333 Max BC CSI: 0.258 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 252 /- /- /180 1128 /152 C 121 !- /- /67 /143 P D 91 /- /- /49/- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C 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# WA -® 9® `q� ►YS� I,�, GE STATE OFWO ® � ®' ORIV FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT*' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI 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 rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI�I PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional engsneering responsibili((�� solely -for the design shown. The suitability and use ofq rs drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52654 / JACK Ply: 1 Job Number: N362323 Cusl: R 8975 JR&AX3L89750044 T27 / FROM: RAA Qty: 9 ,7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53727 Truss Label: CJ3 / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 63 i Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.65 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 12 C 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): T Defl/CSI Criteria PP Deflection in loc L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.090 Max BC CSI: 0.080 Max Web CSI: 0.000 VIEW Vef: 20.02.00A.1020.20 ����,1�a AW A� 'fP�P'� 4 No, 86367 Q STATE OF m 20' 1 "14 w 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 182 /- /- /139 /96 /98 C 66 /- /- /34 /81 /- D 53 /- /- /28!- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C 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# �. jCR1Vr `O U 0000 °�e s/0 AL �414"1111610 tip FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) 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 rim4id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3B7 or 610, as appllcab a. AppToy plates to each face of truss and position as shown above and -on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,, Installation and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive fisting this drawing indicates acceptance of professional engineering responsibilit(y� solely -for the design shown. The suitabilii9y and use of this drawing for any structure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.org Orlando FL, 32821 SEQN: 52655 / JACK Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T13 / FROM: RAA Qty: 1 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB 12601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53743 Truss Label: CJ3A / YK 03/10/2021 12 5 B 20'1 "14 r- A 00 18'8" 12 C 4X4(B1) i 2'11"4 I 2'11"4 1 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacinq: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.86 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 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 Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.002 C HORZ(TL): 0.002 C Creep Factor: 2.0 Max TC CSI: 0.114 Max BC CSI: 0.083 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 A 115 /- /- /69 /44 /7E B 74 /- /- /42 /88 A C 54 /- /- /30 A A Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 B Brg Width = 1.5 Min Req = - C 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# �,�JjgIofIIPlpr�p! *�qoe a�AH WA No. �667 - �� STATE 4F o 4,q `'°Is/0IVA� � �4$0/6il(Iflole6®b4 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly - - attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI /I PI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawin or cover page 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 sgructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .coin; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEQN: 52656 / JACK Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T28 / FROM: RAA Qty: 10 ,7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54119 Truss Label: CA / YK 03/1012021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDacina: 24.0 " T 6"3 i Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.23 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #2 N; Bot chord: 2x4 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. 12 5 F_77- C �- 11 "4 -� 1, 11 "4 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 19'3"14 0 18'8"12 Defl/CSI Criteria PP Deflection in loc L/deft L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.060 Max BC CSI: 0.011 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 135 /- /- /123 /90 /44 C - All A /29 /31 /- D 14 /- /- /10 /3 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C 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# �11i1I9i1r1►fffpp' Ao Nv, Cp 86367 0 � p r or STATE OF fro fd /ON Ae �i t3® FL REG# 278, Yoonhwak Kim, FL PE 486367 03/10/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 3 require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building — Went Safety Information, by TPI an 'SBCA) foP safety practices prior to pertorming these functions. Installers shall provide temporary per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly d i d ceilin Locations shown For ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, icable. Apply plates to each face of truss and position as shown above and on the Join�Details, unless noted otherwise. Refer to )s 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. a division of ITW Buildin Components Group Inc. shall not be res onsible for any deviation from this drawing any failure to build the rormance with ANSIITPI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive rawing indicates acceptance of professional engeering-responsibili�tv� solely or the design shown. The suitability and use of this any structure -is the responsibility of the Building Designer per ANSUTPI 1 Sec.2. Suite 305 >rmation see these web sites: Alpine: alpineitw.com; TPI: tpinsl.or • SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc ora Orlando FL, 32821 SEQN: 52657 / JACK Ply: 1 Job Number: N362323 Cust: R 8975 JRef: 1X3L89750044 T33 / FROM: RAA Qty: 4 , A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54149 Truss Label: CJ1 E / YK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 5 C T 6"3 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 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. 11,14 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 C HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.060 Max BC CSI: 0.011 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 OWN ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 135 /- /- /124 /77 /38 C - /-11 /- /27 /30 /- D 14 /- /- /9 /3 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C 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# N-I`�0111111911 /f I14.0 P �1cE NS . P a No. 86367 STATE OF ®4,� ft OR IV NAL 44edlllddd0l<6bs� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid-ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3; B7 or B10, as applicable. Applgy Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI PI 1, or for handling, shipping,. installation and bracinccttof trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of -professional engiineering responsibility solely -for the design shown. The suitability and use of Phis 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 ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC_awc.org Orlando FL, 32821 SEQN: 52658 / HIP_ Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T38 / FROM: RAA Qty: 2 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.54400 Truss Label: HJ3L / YK 03/10/2021 2.83 o C 9'8"4 N B - f` M � . r— 15 A 8r8r1 E D 1'S" Loading Criteria (psi? Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 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; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 0 plf at -1.41 to 54 plf at 0.00 TC: From 2 pif at 0.00 to 2 pif at 4.18 BC: From 2 plf at 0.00 to 2 plf at 4.18 TC: -2 lb Conc. Load at 1.37 BC: 19 lb Conc. Load at 1.37 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 4'2"3 4'2"3 Snow Criteria (Pg,Pf in PSF) 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 L/defl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D HORZ(TL): 0.004 D Creep Factor: 2.0 Max TC CSI: 0.120 Max BC CSI: 0.144 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 a®1`111119i1111ifftJ W ,#� No, 86367 A STATE OF r0 e !- 0 ®� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL E 142 /- /- A /86 /- D 69 /- /- /- /6 /- C 36 /- /- /- /8 /- Wind reactions based on MWFRS E Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Members not listed have forces less than 375# C. ' F° tOR10�*®� ®goaOe0 e�idedcaeasb FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 **WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an cJ 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 permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 526601 HIP_ Ply: 1 Job Number: N362323 Cusl: R 8975 JRef:1x3L89750044 T16 / FROM: RAA Qty: 2 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53681 Truss Label: HJ2 / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacinq: 24.0 " 12 3.54 C 9'6" 13 B N N � 63 A 8'8" D �- VY Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 1-7-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 2'3"9 2'3"9 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.000 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.076 Max BC CSI: 0.019 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 68 /- /- /- /43 /- D 3 /- /- /6/- C 6 /- /- /- /6 /- Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# 4eige�ill Qi 1►I Ifflo A�� WS( h CENS 4 m i No. 86367 STATE OFF® �CC � S i0.60a0 �d°11-f8d,I NAka d6dt9i1�016� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 *'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCS] (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCS!. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly attacheU rigid ceiling Locations shown for permanent lateral restraint olywebs shall have bracmgg installed per BCS! sections B3, B7 or B10 as applrcab3 Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Aline, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the tr ss in conformance with ANSI/) PI 1, or for handling, shipping,. installation and bracinct of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of this drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 52659 / SPEC Ply: 1 Job Number: N362323 Cust: R 8975 JRef:1X3L89750044 T19 ! FROM: RAA Qty: 5 7A5/320 ,4EHBG ,01 D ,RH01 / 4EHB / 2601 HAYDEN EXPRESS / ELEV.G DrwNo: 069.21.1140.53228 Truss Label: HJ7 / WHK 03/10/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber 57'8 57'8 9110,11 4'2"9 0 21'10"2 12 3.54 ; 4X4 C in °O M ih B A Li 418'8"12 G F E � --- 1'5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.50 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; 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. Additional Notes Refer to General Notes for additional information Provide (3) 16d common 0.162"x3.5", toe -nails at TC. Provide (3) 16d common 0.162"x3.5", toe -nails at BC. 5'5"12 5'S"12 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): 3'6"3 1 C 8111"1 5 9'1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.044 G 999 360 VERT(CL): 0.082 G 999 240 HORZ(LL): 0.008 C - - HORZ(TL): 0.014 C Creep Factor: 2.0 Max TC CSI: 0.512 Max BC CSI: 0.699 Max Web CSI: 0.268 VIEW Ver: 20.02.00A.1020.20 a���aafata�er�� 10l1 ,N� AkAWq� <i 4��d -AGE N W °f' Igo. 86367 STATE OF w ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 324 /- /- /- /205 /- E 363 /- /- /- /142 /- D 211 A /- A /206 A Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords T6ns.Comp. B-C 439 -713 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - G 664 -404 G - F 654 -406 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 458 -737 00, ;<,� * Ye'! a * % ® sie110410NAoddillillit� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/10/2021 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached 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 Oates to each face. o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positrons. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enpsneering responsibility solely -for the design shown. The suitability and use of this Suite For drawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2.305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 e — Gable Stud Reinforcement Detail ASCE 7-10: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure 11, Kzt = 1.00 [it-, 12n mnh WinrJ Snood. 19, Monn Noini,+ Po.^+wi- C—:—_4 r....__ n v-.+ - nn S 2x4 Brace Gable Vertical Spacing Species Grad e No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace dtx (ll 2x6 'L' Brace w (2) 2x6 'L' Brace w Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B p #1 #2 U S I F #3 3' 8' 5' 9' 6' 2' 7' 8' i' 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' p Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' il' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' 01 #1 4' 0' 6' B' 6111, 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' d r Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, ill 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' ill 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' 1 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' U u d 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10' 10' 13' 9' 14' 0' 14' 0' 14' 0' a) O �I Standard 4' 2' 6' V 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' ill 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' i #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Oj D P L Stud 4' 4' 6' 5' 6' 10' 1 8' 6' 9' 1' 10, 6' 10, ill 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' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' LD U I I O I l Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' S' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' c--i D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 1 11' 6' 1 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 60014 at each end. Max web total length Is 14'. Vertical length shown In table above. Connect diagonal at midooint of vertical web. AN Ff W co 11 514% Earth\ City\ Expressway \ \ Suite\ 242 \ \ Earth\ City,\ MO\ 63045 Truss 2x6 DF-L #2 or, better diagonal brace) single or double cut (as shown) at upper, end. ymm About, T 18'+ L ^ace I -1-- 31EtI31E I I 1 18 _L1 NN 14k, Refer to chart aboT+e' uWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING or "IMPORTANTFURNISH THIS DRAWING TO ALL CONTRACTORS INCLIOIING THE INSTALLERS 6 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and' ,flow the latest edition of BCSI (Building Component Safety Information, by TPI and SECA) for safety •actices prior to performing these functions. Installers shall provide temporary bmJng per BCSI. ,less noted otherwise, top chord shall have properly attached structural sheathing and bottom chor mil have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs ,all have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to each face truss and position as shown above and on the Joint Details, unless noted otherwise. rfer to drawings I60A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fro ,Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, stallatlon 8 bracing of trusses. A seal on this drawing or cover page Ustig this drawl, Indicates acceptance of professional gineering responsWity surely for the design shown. The suitability and use of this drawing r any structure Is the responsbllity of the Budding Deslgner per ANSI/TPI 1 Sec2. For more Information see this Job's general notes page and these vt.orgl SECA, ■ww.sbclndustry.orgi ICC, wwwJ web sl#yJ7..(1(�(\O L,�E ALPINE, w.alpineltw.coml TPD www.tpins 111lltl)ff0t W A� o'��o m g� G 63 ? 3enring i ZQRoe`� S 0000Q® logdltfW1i k0t Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hem -Fir #1 / #2 IStandard #2 1 Stud #3 1 Stud 1 #3 IStandard Dou las Fir -Larch Southern Pinewww #3 1 d St Stuud Standard Standard Group Bi Hem -Fir #1 & Btr #1 Dou las Fir -Larch Southern Plnewww #1 #1 #2 #2 Ix4 Braces shot( be SRB (Stress -Rated Board). wwFor 1x4 So, Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values maybe used with these rndes. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outtookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nails. )K For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c, between zones. )KFor (2) 'L' braces, space nails at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 807 of web member length. II Gable Vertical Plate Sizes 11 Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4' 0', but Less than 11' 6' 3X4 Greater than 11' 6' 4X4 + Refer to common truss design for peak, splice, and heel plates, Refer to the Building Designer for conditions not addressed by this detail. REF ASCE7-10-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 TOT, LD, 60 PSF MAX, SPACING 24,0' Gable Stud Reinforcement Detail ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Uri 140 mph Wind Speed, 15' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00 Ort 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 120 moh Wind Soeed. 15' Menn Heimht. PnrtinIIv r—inaort. r—n—„ n its+ = 1 nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2.6 'L' Brace x (2) 2x6 'L' Brace 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' B' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' U S P P #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' HF Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' p Standard 3' 8' 4' 11' 5' 3' 6' 7' 7' 1' 8' ill 9' 6' 10' 4' 11' 1' 1 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 1 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' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' cv. D F L I Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' ill 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P r #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10' 10' 1 13' 9' 14' 0' 14' 0' 14' 0' U 1 I C Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' O I� f Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' 8' 10' 5' 10, 10' 12' 8' 13' 7' 14' 0' 14' 0' \ #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' / S P #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13, 11' 14' 0' 14' 0' 14' 0' #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' 0i D rr L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13, 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10' 10' 11' 10' 12' 7' 14' 0' 14' 0' #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10, 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P P #3 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' U H P Stud 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' 0 �l Standard 4171 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 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' 10' 9' 8' 10' 1' il' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 1 9' 3' 11' 6' 12' 0' 13' 7' 14, 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14'. Vertical length shown In table above. Connect dlagonnl at AN TTW CO 11514%Earth\ City\ Expressway \ 1 Suite% 242 11 Earth% City,\ MO\ 63045 aymn About 18' L 'L' Brace End Zones, typ, 2x6 DF-L #2 or better diagonal I braces single 8, or double cut (as shown) at upper end. NU'l `if'\ Refer to chart abolo2' "VARNM— READ AND FOLLOW ALL NOTES ON THIS DRAVMGI w1110'CtTANTo FURNISH THIS DRAWING TO ALL CMTRACT13RS DICLUDING THE MSTALLERS. c Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer to and How the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety actices prior to performing these functions. Installers shall provide temporary bracing per BCSL less noted otherwise, top chord shall have properly attached structural sheathing and botton chor all have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs all have bracing Installed per BCSI sections B3, B7 or BIC, as applicable. Apply plates to each face truss and position as shown above and on the Joint Details, unless noted otherwise. fer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handUng, shipping, :tallation $ bracing of trusses. A seal on this drawing or cover page listYrg this drawing, Indicates acceptance of professional glmeering responsBnBlty solely for the design shown. The suitability and use of this drawing r any structure Is the responslbitity of the Building Designer per ANSL/TPI 1 Sec2. For more Information see this jab's general notes page and these web sl �1 1l7 ALPINE, www.alptneltmcomi TPI, wrw.tptnst.orgi SBCA, www.sbclndustry.orgi ICC, rvlc s TWA °0Pi`o Mo." iga0ta-ver�nzicg IC,4 e QP,1 CI�'q tV ®4 4 b NA8�►N®o Bracing Group Species and Gradesi Group AI S ruce-Pine-Fir Hen -Fir #1 / #2 Standard 1 #2 1 Stud #3 Stud 1 #3 Standard Douglas Fir -Larch Southern Plnexxw #3 #3 Stud Stud Standard Standard Group BI Hen -Fir #1 & Btr #1 Dou las Flr-Larch Southern Plnewww #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board). xwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these rades. Gable I russ Detail Notesi Wind Load deflection criterion Is L/240, Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang, Attach 'L' braces with 10d (0.128'x3,0' min) nails. )K For (1) 'L' brace, space nalls at 2' o.c. In 18' end zones and 4' o.c, between zones. )K)KFor (2) 'L' braces, space nails at 3' o.c. In 18' end zones and 6' o.c, between zones. 'L' bracing must be a minimum of 80% of web member length. 11 Gable Vertical Plate Sizes 11 Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4' 0', but Less than 11' 6' 3X4 Greater than 11' 6' 4X4 + Refer to common truss design for peak, splice, and heel plates. Refer to the Building Designer for conditions not addressed by this detalL. TOT. LD, 60 PSF Yoonhwak Kim, FL PE #86367 IMAX. SPACING 24.0' REF ASCE7-16-GAB16015 DATE 01/26/2018 DRWG A16015ENC160118 Gable Stud Reinf orcement Detail ASCE 7-101 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or; 140 MPH Wind Speed, 30' Mean Height, Partlally Enclosed, Exposure C, Kzt = 1.00 Or; 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or; In moh Wind Sneed. 3n' Mr nn Hetnh+. pn +i,,ii,, n v_, _ i nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) Ix4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace wx (1) 2x6 'L' Brace w (2) 2x6 'L' Brace w Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B [' #1 / #2 3' 8' 6' 3' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12, 0' 13, 9' 14' 0' [� U S P r #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' 11' 11' 13' 7' 14' 0' HF Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' il' 13' 7' 14' 0' p Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13, 1' 14' 0' #1 3' 10' 6' 4' 6' 7' 7' 6' 7' 9' 8' 11' 9' 3' 11' 9' 12' 2' 13, 11' 14' 0' J S P #2 3' 8' 6' 1' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12, 0' 13' 9' 14' 0' #3 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13' 8' 14' 0' d r Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10, 13' 8' 14' 0' Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' 8' 11' 9' 7' 12, 2' 13' 0' U #1 / #2 4' 2' 7' 2' 7' 5' 8' 5' e' 9' 10, 1' 10, 6' 13, 3' 13, 9' 14' 0' 14' 0' _ S P P #3 4' 0' 6' 7' 7' 5' 1 8' 4' 8' 8' 9' 11' 10' 4' 13, 1' 13' 7' 14' 0' 14' 0' U LIP Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' 0) O I Standard 4' 0' 5' 8' 6' 0' 7' 6' 8' 0' 9' 11 10' 4' 11' 10' 12' 8' 14' 0' 14' 0' \ #1 4' 5' 7' 3' 7' 6' 8' 7' 8' 11' 10, 2' 10' 7' 13' 5' 13' 11' 14' 0' 14' 0' / S P #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' D fC L Stud 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10' 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10, 2' 11' 0' 11' 9' 14' 0' 14' 0' #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 10, 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10' 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' L� U I_ I P Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, ill Ill 5' 14' 0' 14' 0' 14' 0' 14' 0' O f l Standard 4' 5' 6' 6' 6' 11' 8' 8' 9' 3' 10, 11' 11' 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 8' 0' 8' 3' 9' 5' 9' 9' 11' 2' 11' 8' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' #3 1 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 1 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' -I D IC L Stud 4' G. 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14 0' Standard 1 4' 5' 6' 1' 6' 5' 8' 1' 8' 7' 10' 11' 1 11' 5' 12' 8' 1 13' 7' 1 14' 0' 14' 0' Diagonal brace option, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 690# at each end. Max web total length Is 14'. Vertical length shown in table above. Connect dlaaonnl at AN ITW CO \ 1514\ Earth\ City\ Expressway \ \ Suite\ 242 \ \ Earth\ City,\ MO\ 63045 2x6 DF-L #2 or better diagonal brace) single or double cut (as shown) at upper end, Aboutj� T 18'+raceL I r 1 1L 1 14` `AN Refer to chart about —VARNING— READ AND FULLUV ALL NDTES IH THIS BRAVING LV "DlIoCIRTANTww FURNISH THIS BRAVING TO ALL CCNTRACTDRS INCLUDING THE INSTALLERS, f Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing. Refer to and ;(low the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety •actices prior to performing these functlons. Installers shall provide temporary bracing per BCSL less noted otherwise, top chord shall have properly attached structural sheathing and bottom chor call have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs ;all have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face truss and position as shown above and on the Joint Details, unless noted otherwise. rfer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV BWltltng Components Group Inc shall not be responsible for any deviation frc its drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, -tallation & bracing of trusses. A seal on this drawing or cover page Listing this drawing, indicates acceptance of professional gineering responsibility solely for the design sham The s,Itabllty and use of this drawing it any structure Is the responsibility of the Building Beslgner per ANSI/TPI 1 SecZ For more information see this Job's general notes page and these t.web sf�'W.K'0` iR ALPINE www.alpineitw.coml TPI, wv.tpinsorgi SBCA, •ww.sbclndustry.argl ICO _, fk'W 0' 1l44ffFF10A A Wq� °°pse P i jLIT r 1s0 maxi wtz VGFIca C s� r0 00 ��#tllldONA Bracing Group Species and Grades, Group AI Spruce -Pine -Fir Hen -Fir #1 / #2 Standard 1 #2 Stud #3 1 Stu 1 #3 IStandardl Dou ins Fir -Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group B; Hem-Flr #1 & Btr #1 Dou (as Fir -Larch Southern Plnewww #11 #1 #2 1 1 #2 1.4 Braces shot( be SRB (Stress -Rated Board), wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Gable Truss Detail Notes; Wind Load deflection criterion Is L/240. Provide uplift connections for 135 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nails, )K For 0) 'L' brace- space nulls at 2' o,c. In 18' end zones and 4' o.c. between zones. )K)KFor (2) 'L' braces- space nails at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be n minimum of 80X of web member length, Gable Vertical Plate Sizes Vertical Length No Splice + Refer to common truss design for peak, splice, and heel plates. Re fer to the Building Designer for conditions not addressed by this detail. EF ASCE7-10-GAB16030 ATE 10/01/14 RWG A16030ENC101014 Less than 4' 0' 2X4 Greater than 4' 0', but 4X4 Less X. TOT, LD. 60 PSF X, SPACING 24.0" Gable Stud Reinf orcement Detail ASCE 7-16: 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or I 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 OrI 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 120 mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure D Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) Lx4 'L' Brace w (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xw (1) 2x6 'L' Brace x (2) 2x6 'L' Brace 131 Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 8' 6' 3' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' U S P F #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' 11' 11' 13' 7' 14' 0' HF Stud 3' 6' 5' 4' 5' 8' 1 7' 2' 7' 7' 1 8' 8' 9' 1' 11' 2' 11' Ill 13' 7' 14' 0' Q Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' #1 3' 10' 6' 4' 6' 7' 7' 6' 7' 9' 8' 11' 9' 3' 11' 9' 12' 2' 13' 11' 14' 0' — S P #2 3' 8' 6' 1' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' #3 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10' 1' 10, 10' 13' 8' 14' 0' d oj F Stud 3' 7' 4' 10' 5' 2' 6' S' 6' 11' B' 9' 9' 1' 10' 1' 10' 10' 13' 8' 14' 0' Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' 8' 11' 9' 7' 12, 2' 13' 0' U #1 / #2 4' 2' 7' 2' 7' 5' 8' 5' 1 8' 9' 10, 1' 10, 6' 13, 3' 13' 9' 14' 0' 14' 0' _ S P F #3 4' 0' 6' 7' 7' 5' 8' 4' 1 8' 8' 9' 11' 1 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' U H F Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' 8' 9' 11' 10' 4' 13, 1' 13' 7' 14' 0' 14' 0' Ql o II I Standard 4' 0' 5' 8' 6' 0' 7' 6' 8' 0' 9' 11' 10' 4' 11' 10, 12' 8' 14' 0' 14' 0' \ #1 4' 5' 7' 3' 7' 6' 8' 7' 8' 11' 10' 2' 10' 7' 13' 5' 13' 11' 14' 0' 14' 0' / S P #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10, 6' 13' 3' 1 13' 9' 14' 0' 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10' 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' i� D F L Stud 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10' 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10' 2' 11' 0' 11' 9' 14' 0' 14' 0' #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 10, 1' Ill 6' 14' 0' 14' 0' 14' 0' 14' 0' d _ S P F #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' LD U LJ F Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' O I� Standard 4' 5' 6' 6' 6' 11' 8' 8' 9' 3' 10, 11' 11' 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 6' 0' 6' 3' 9' 5' 9' 9' 11' 2' 11' 8' 14' 0' 14' 0' 14' 0' 14' V d S P #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 6' 6' 10' 73' 9' 1' 9' 7' 11' 0' 1 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' .--I D F L r Stud 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 1 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' 1' 6' 5' 8' 1' 8' 7' 10' 11 1 11' 5' 12' 6' 13' 7' 14' 0' 14' 0' Diagonal brace optloni vertical length may be doubled when diagonal brace Is used, Connect diagonal brace for 690# at each end. Max web total length Is 14'. Vertical length shown In table above. Connect dlaoono.l at AN ITW CO 115141 Earth\ City\ Expressway \ \ Suite\ 242 \ \ Earth\ City,\ MO\ 63045 ..,. About L �QIIIIrffiIIe 'L' Brace End � � Y-*?o A 11 � Zones, typ, 2x6 DF-L #2 or better dlagonal brace( single 6, or double cut 63 7 K451'(as shown) at 1J.1 upper end. We anPylsgBearing t0 LLi3 �v�tftic Refer to chart abo o°r ma g ■RVARNING1— READ AND FOLLDV ALL NOTES UN THIS DRAVINCg —114PORTANTww I'MU91 TNIS DRAVDIG TO ALL CONTRACTDRS DCLUDM THE INSTALLERS. Sp r� 6 0 �® ems- usses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and O ^4�� � # R ?` it the latest edition of SCSI (Building Component Safety Information, by TPI and SECA) for safety ;tices pri6r to performing these functions. Installers shall provide temporary bracing per HCSL ss noted otherwise, top chord shall have properly attached structural bottom `• © d I [1 P.� �V� 1,� %� p t R P+ sheathing and chord have a properly attached rigid calling. Locations shown for permanent lateral restraint of webs H + // \, �� have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face russ and position as shorn above and on the Joint Details, unless noted otherwise. r to drawings 16DA-Z for standard plate positions. IIne, a division of ITV Building Components Group Inc shall not be responsible for any deviation from drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, illation 8 bracing of trusses. seal on this dtnrtng or cover page Listing this drawing, Indicates acceptance of professional leering responsibility surely for the design shorn The suitability and use of tHs drawing any structure Is the responsibility of the Meting Designer per ANSI/TPI 1 Sec8 3 For more Information see this Job's general notes n and these web sl�t ALPINE: wrwnlpineitr,comJ TPI. rrr.tpinst.orgJ SHCA, rrrsbdntlu G v stry.orgl ICrJc f 78 Yoonhwak Kim, FL PE #86367 Bracing Group Species and Grades: Group At S ruce-Pine-Fir Hem -Fir #1 / #2 ISt.ndor, 1 #2 Stud #3 1 Stud 1 1 #3 i1standard Dou (as Flr-Larch Southern Plnewww #3 #3 Stud Stud Standard Standard Group BI Hem -Fir #1 & Btr #1 Dou Ins Flr-Larch Southern Plnewww #1 #1 #2Ell #2 Ix4 Braces shot( be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these wades. Liable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 135 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' out(ookers with 2' 0' overhang, or 12' plywood overhang, Attach 'L' braces with 10d (0.128'x3.0' min) nails. )K For (1) 'L' bracer space malls at 2' o.c. In 18' end zones and 4' o.c. between zones. )K)KFor (2) 'L' braces, space nalts 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 11 + Refer to common truss design for peak, splice, and heel plates. Refer to the Bultding Designer for conditions not addressed by this detail. Vertical Len No Splice moth Less than 4' 0' 2X4 Greater than 4' 0', but 4X4 Less than 12' 0' X. TOT, LD, 60 PSF X. SPACING 24,0' F ASCE7-16-CAB16030 TE 01/26/2018 WG A16030ENC160118 'T' Reinforcing Member Gable Truss Gabe DetoR F"nr I Pt -in \1Prtirn 1 cz Gable Truss Sizes pproprlate Alpine gable detail for e sizes for vertical studs, Engineered truss design for peak, -b, and heel plates, vertical plates overlap, use a .te that covers the total area of Lapped plates to span the web, 2*2X4 *-2 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 Nalls- 10d Common (0.148'x3',min) Toenails at 4' o.c. plus (4) toenails In the top and bottom chords, This detail to be used with the appropriate Alpine gable detail for ASCE wind load, ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 & ASCE 7-16 Gable Detail Drawings gg A11515ENC100118, A12015ENC100118, A14015ENC100118, A18015ENC100118, A20015ENC100118, A20015END10011 A11530ENC100118, A12030ENC100118, A14030ENC1QQ,� A18030ENC100118, A20030ENC100118, A20030ENIl+UOLi� Ae0 3 �bl�]p +�► S11515ENC100118, S12015ENC100118, S14015EN 0118,I6 G'IObl�j 4 S18015ENC100118, S20015ENC100118, S20015Ep J10011% S 0 15P 1 8 S11530ENC100118, S12030ENC100118, S14030EMC100108, S7 IlE 7 a S18030ENC100118, S20030ENC100118, S2003fNDi.011?18, S20030PED100118 m • F�[[0 See appropriate Alpine gable detail for maximddom unlnforcecIT e"'vertical l2I rrWARKING" READ AND FCLLDW ALL NOTES ON THIS DRAVJM � WADUMTANTe9 Fl1RNISH THIS DRAVING TO ALL CRRRACTORS INCLUDING THE INSTALLERS 6 Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and Poll.. the latest edition of BCSI (Building Component Safety Informatlon, 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 chor shall have a properly attached rigid ceilIng. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections 23, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Detalls, unless noted otherwise. ell-k Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITw COMPANY Installation & bracing of trusses. \\614\Earth\Cil \Expresswa A sent on this drawing or cover page Usting this drawing, Indicates acceptance of professbnal Y Y englneeNng responsOhRlty sdely far tfie design shown. The suitability and use of this drawing \ \ suite\ 242 for' any structure In the respansGh&Ity of the Benno Designer per ANSI/TPI I Sect. L \\Earth\City,\MO\63046 For more Information see this Job's general notes page and these web sit ��17 ALPIND wwr,alpineltw.conl TPA t, www.tptnsorgl SBCA, wvw.sbclndustry.org) ICC, rrwJc ® gTATE Mr of CQR�'pr©a' Ct 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe -pall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. ✓eb Length Increase w/ 'T' Brace '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) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' TOT, LD, 60 PSF DUR. FAC, ANY Yoonhwak Kim, FL PE #86367 IMAX. SPACING 24,0' REF LET -IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 � IQ I VALLEY FRAMING & BRACING DETAIL R BC of Lumber Size and Grade•Minumum Requirements GENERAL NOTES Purlins required 2'-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a, minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05, 140 mph, Enclosed, Cat 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. ce the crippes for each row starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gered between rows. (TYp) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 5 16d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails %' h _ nR ...... MRC YOCY) 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -20 continuous lateral restraint (CLR) min. is required for cripples 5%0" to 10,4, long nailed w/ 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'-0' long requre two CLR's or both faces w/ "T' or scab. Use stress graded lumber & box or common nails. -Narrow edge of cripple can face ridge or rafter, as long as the proper number of nails are installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing is not used. -Apply all nailing In accordance to current NDS requlremen ry Nails are common wire nails unless noted otherwise. ;0f%A �1� � • (A) I (B) �`*) �raur® F nas�Dar %nNG m Au�rnn�iuu Doc inmmc DE =TALL= = _ * � LL 20 30 40 54 REF VALLEY FRAMING Trusses req." extreme care b, fabrk.1ilQ, harvltng, sNppkg, Inst.UWQ and brochp Refer I* • ' DL 10 20 7 7 DATE 10/O1/14 fdlor the latest edltlon of BCSI mho Conpor,•nt Safety Infwnatkxh, y TPI and SBCJU far cnf • practices prior to perfornkQ these functlora, Installers shall provlde tenporwy brochg per B • unless noted otherwise, tap chard shall have properly attached structural sheathing and botton : STATE OF ,,f Q 9C DL 0 0 0 0 DRWG VACNV1801015 shall have n properly attached r'QM eHing. Locatlans shorn far perwanen11 lateral restroht of • d r7 � r� rI� of t Cave W cingpost kntas s per SCSI seeW on the l7 or Det s,-i"s,ble. Apply plates to each I • P I j�0 I n� I I nF truss and frig. 1 n as sham —d a and on os Jdnt Detals, unless noted atherske. A �4 O R 1 O " • •• �� C LL 0 0 0 0 L�U— 11 �I Refer W drnstr,ps 160A-2 for stardard plate posttlonc i /,_ • • AN iiWCX*A ANY Alphe, n cMsion of rTV Bulldn2 Conponmts Group me shad not be msponsble For ony dsvht en iron ••way„•••••• �� Q� this drawhg, arty falure to build the teas h confornancce with ANSI/M 1, or far handlhe, shippl,ha, / TOT. LD.30 50 47 61 hstalatlon i bracing of trusses. A zed an this drake or cover page Rsthp this i-awkhg, hdimtes acceptance of profesda,d S��NAI. �� ea w. Z9 . .:oW desrwZ= ofign a mTM;� tyAra Frper�1 of thithiS—P, drowirib //jj ntNttt`� DUR. FAC. 1.25/1.15 Eadh ity.M LakefrontDriveFor nore hfornatlon see this Job's general notes page and these web rites, 9 /O Zo/� SPACING SEE ABOVE EaM City, MO 630/5 AL.PM w feapk.1 f�,eyw TPB wwwApir sl orgi SBCA, www.sbdrhdustr ((JJ [ t Yogi I1:0 m.lraai•op