Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Revisions; Original Signed & Sealed Truss package
- OFFICE USE ONLY: DATE FILED: REVISION FEE: PERMIT # � O V I - o RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462.1553 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION LOCATION/SITE ADDRESS: 9213 Potomac Dr Creekside Plat # 4, Lot 62-- Permit # 2001-0557 DETAILED DESCRIPTION OF PROJECT REVISIONS: Original signed and sealed Truss package for change of Truss company. Permits were from 2017 building code, attached documents reflect 2017 building code CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: CRC1327068 BUSINESS NAME: D R Horton Inc QUALIFIERS NAME: Brian w Davidson ADDRESS: 1430 Culver Dr NE, CITY: Palm say STATE: FL PHONE (DAYTIME): 321-953-3162 OWNER/BUILDER INFORMATION: ADDRESS: CITY: STATE: PHONE (DAYTIME: ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME): SLCCC. 9123109 Revised 06130/17 STATE: ST. LUCIE CO CERT. #: FAX: ZIP: 32907 ZIP: ZIP: �nsto F Planning& Development Services REVIEW COMMENTS Building & Code Regulation Division 2300 Vlrginla Avenue Fort Pierce, FL U982 Page 1 PROPERTY INFORMATION Address: 9213 Potomac Dr Owner(s): D R Horton Inc City / State / Zip: Fort Pierce, FI 34945: f Parcel #: 2327-502-0070-000/2 Jurisdiction: SAINT LUCIE COUNTY Zoning: Lot#: 62 Block: APPLICATION INFORMATION Permit Number: 2001-0557 Stories: Automatic Sprinkler System? No Permit Type: BUILDING COMMERCIAL CONTRACTOR INFORMATION Contractor Name: Steven R. Young Fax Number: Business Name: D R Horton Inc Email: Sryoung@Dhorton.Com Business Addr: 10192 Dowden Rd City / State / Zip: Orlando, FI 32832 E REVIEWS AND COMMENTS Review Type Status Reviewed By Date Started Date Completed Date Released ADDRESSING ASSIGNMENT COMPLETE Lori Bender 2/12/2020 2/13/2020 2/13/2020 Comment: DOCUMENTS MISSING COMPLETE Lashahna Ingram 1/27/2020 1/14/2021 1/14/2021 Comment: ENVIRONMENTAL REVIEW COMPLETE Lynn Swartzel 2/20/2020 2/24/2020 2/24/2020 Comment: FIRE DEPARTMENT REVIEW COMPLETE Tony Jerger 12/29/2020 12/29/2020 12/29/2020 Comment: FRONT COUNTER REVIEW COMPLETE Lashahna Ingram 1/27/2020 1/27/2020 1/27/2020 Comment: NOTIFIED FOR PICK UP COMPLETE Deanna Givens 12/30/2020 12/30/2020 12/30/2020 Comment: NOTIFIED FOR PICKUP - PENDING REVISIONS Comment: ®� PLANNING REVIEW COMPLETE Jodi Nentwick ` 00 12/2/2020 Comment: 7 t t Planning & Development Services Building & Code Regulation Division 2300 Virginia Avenue Fort Pierce, FL 34982 REVIEW COMMENTS 2 PLANS EXAMINER ELECTRIC COMPLETE Walter Pride 6/25/2020 6/25/2020 6/25/2020 Comment: i PLANS EXAMINER MECHANICAL COMPLETE Steven Poreba 7/8/2020 7/8/2020 i Comment: PLANS EXAMINER PLUMBING COMPLETE Andy Wentz 6/24/2020 6/24/2020 6/24/2020 Comment: PLANS EXAMINER REVIEW COMPLETE Joseph Fersch 2/26/2020 6/24/2020 6/24/2020 Comment: REVISIONS INCOMPLETE William Durden 2/24/2021 I 2/24/2021 Comment: MANUFACTURERS TRUSS DRAWINGS DESIGN CRITERIA IS INCORRECT. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. 2/24/2021 Comment: MANUFACTURERS TRUSS DRAWINGS DESIGNER DATE NEEDS TO BE UPDATED. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. 2/24/2021 Comment: 1 ENGINEERING PACKAGE DATED SEALS ARE NOT CURRENT. PLEASE SUBMIT CURRENT DATED DOCUMENTS. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. 2/24/2021 Comment: i ENGINEERING PACKAGE CODE / MISC CRITERIA IS INCORRECT. SEE SECTION 107 OF THE 2020FLORIDA BUILDING CODE. Comment: SUBMITTED DOCUMENTS ARE COPIES. DOCUMENTS THAT REQUIRE A SEAL AND SIGNATURE MUST BE 2/24/2021 SUMMITTEDI IN ITS ORIGINAL FORM WITH ORIGINAL SIGNATURES. SEE SECTION 107 OF THE 2020 FLORIDA BUILDING CODE. WATER QUALITY REVIEW COMPLETE David Hays 12/2/2020 12/2/2020 12/2/2020 Comment: ZONING REVIEW COMPLETE Lydia Galbraith 2/11/2020 12/2/2020 12/2/2020 it Comment: t To: All Florida Building Departments, Contractors, Engineers, and Architects ;ding Date: 10/29/20 Reference: 2020 Florida Building Code update,for wood Trusses. The purpose of this letter is to. update you that with the•.change of.the Florida -Bldg. code to the 2020 Edition 7th edition that;engineered trusses. have-not had a,change in their.upl'ifts and reactions In their design. Engineered trusses fall under ASCE.( American Society.of Civil Engineers). The change To ASCE 746 has not changed the load values of wood trusses. Therefore please accept this letter.. blanket letter from the truss industry to accept new code 2020 Truss drawings prior to the Florida Building,code change on January 15t. 2020. .If we maybe of further service feel free to contact,us. Sincerely, .eee Ra&"A Lee Hadsock Chapter President. c 11'—B" 7'-4- '-8 19,-0" 2 i� _ ra ae NOG a u N N M - . N N N N POIm I u N _ N u ue� ea®m vain u .a I ws¢ m r r n Ile 1,v 0" lid 4'-4" 21'-4" 39'—B" 7/QM IS A TRESS PLRrENENT PLML ITS 1NTEN➢m TD �ID IN TIE INSTN1�770N TROSS6 ENGDffiED TTeSR DRHVINGS EMU ARITECTURALS RIWERLEOE TICS_ Da"ENT_---_ am ML1]-PL1 Glrf¢R ta»ECTme win m laf art Ot IL1ER 19ASF2 HIi1M oVRllr 0• TIM OF= asR ac Nl PLffi 9VLL C EN:IFIm I�IIQt mTS. .•n a nl0 O! SOR.Y9 �® D6r�`'�) SLRE NR lWpl' MS ,1RS.OIl PFR M OVRtB VaL laf E N>ZPIfD VmNr PIDDI VaTld MTiaVIL R N GiRDIrFR rLIrFeCfQS 6 NEImYi. DC NL gay VNu NSr ¢ NILNTELT ®m To fNRi ilE lLa9s DP®R 11E T9RS Ot 1WSgL NID N6r ¢ DPL.1� N0 D1 IIRVI -� vnE TIE T0✓ffi us ELT tx m¢c to •vtrm Isvwc lafN mood ¢ VIG SdTIRfS l�S lAS L'rPAS 3Eap R%m�l (SWmllS, OAV@ Y M lailE III I1TOE lA mn:ia Sall G mRMMDR"t0 ¢ 6I� NTTM TOLL twT PeSII2 ¢ r✓!IDN®!m >®l SLR alsoNus NFOMaNOl1E .11lfN: •elE2 ¢ tw IXsrNIIISM T Nlrtz ¢ •PLIGR csau¢a [Ndd. POI 4L ¢ a-�••,".,�.. S nLiPlNtp fa1Kffi NSImIDS2 SSN NT�aI.Tall P@YG iTR CSW10 MQi® DlPNIfNFMp ¢ 4NVmID d CMd4MFA 011FICIOCC d' PAG LLNNt LAS U' iSAS nPIESrRi POI llS TRn:R a Tle�. T ®! 6TN1 al luaa i Ex sEav!® N1RS ¢ YE 11fS iIaESLS 5£ lnsu norms. nle en-zss-ww wu [Tmw uT R[swucma REFER TO EN PACK FOR CONNECTION. us R TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING SHINGLE ROOF PLUM 12 2 0 f wle GOVI Total Truss Quantity = 60 Ra Labeled End Mark General Notes 1) M pomld clmrd tin s. Oot I-- end 1bt girder have the lop lord Padiolty pointed gem to be installed gees side ep. 2) NI "— to be Smlpsla HUW6 bless othmnihe noted 3) An try spodrg o 2e 0.G u*. othenew noted. 4) Per Tana Plole halihde BC9-91 remnmrerdogmr pcmmmt X-hrodrg shwld be pbced at o rnmlilomn spoing 15' O.C. ocm U. span, to be reported of o -Arnum o1 ZO' bet.em inch x-b om tnnxghand the shuch— Rease refs b BM-BI for any od66ond broCM ROOF LOADING SCHEDULE TCDL = 70 PSF PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 37 PSF DURATION = 1.25 % WIND SPD/TYPF 160 BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT II WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2017 TPI 2014 Tmss member d.8 & —w. plans are desipped for ASCE 7-10 and maximum fo m6om both cromponmts -d claddings d maia rvindf insisting systems. • These vases have been revi ed m tarty m addidonal 10#psfnon-concertentbovom chord0ve load. FLOOR LOADING SCHEDUL TCLL = PSF TCDL = PSF BCDL = PSF TOTAL = PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS AND UPLIFTS ARE SHOWN ON ENGINEERING WALL KEY ® 0 LOAD$ DESCRIPTION INIT. DATE tsm 14T4 BrMA9 BIII aaA01 P�iiT Olt T CARPENTER C CONTRACTORS OF AMERICA 3900 AVENUE G. N. V. VINTER HAVEN FLORIDA 33880 PHONEI(800, 959-8006 FA. I 1.1. 294-2488 BUILDER D.R. HORTON STATEWIDE PROJECTCREEKSME MODEL 1828/CALL/4EBB CCA PROJ/MODEL/ALT 7A5/ 320/182ED,F ALT DESC OTC LOT 62 BLOCK DESIGNER PAGE RFS DATE 3 17 ##31 "N334502R 1ALE 4 "=1' - -IJ ENGINEERING PACKAGE Builder: OR HORTON / STATEWIDE Project: 7A5/320 CREEKSIDE Model/Building: 1182ED,F Lot Alt: Lot: L62 Address: JobNumber: 1\1334502 Revision Date: Block: New Load #: RH01 CARPENTER CONTRACTORS OF AMERICA, INC 3900 AVENUE G. N.W. WINTER HAVEN, FLORIDA 33880 PH (800) 959-8806 FAX (941) 294-7934 ................. .... eL- A. L PR " E Mardi fZ,.2019 W. Bob. Michaelis Carp6ht6r. Go6ftatofs of Ami§rft, -1fic. 3600 Avenue G, Npftvm#I. - Vinter.HaVen, FL 33860-6201 Re: NtpmatiV6 InstMiations-for a single ply carried truss with a width Jess than the hanger width, and' wood. blocking to-?qkieve, full desi6n load i�rfab v6fuq - e-motjr&d.hanger-gittachrent on a, ofTe ply supporting girder (Reference ddt6l! WA37;-02.). Qear-Bob, FoVa single ply carried truss with- a.width less than the hanger width you can install a prefabricated jack sjca6.t-uss. (*)Jor wood filler 151oc�dh]g, The chord s:izm chor�dgrades, and Alpine,-connector-plate(s) to 15e,'the'. sAffie as the sindle-ply ca'ni'dd truss. The pmiffibindat6d'jalck ikab-truss (*y Will haVe a. minimum jepgth.pf. W_ skno-Othay !y.cani_,j1 iia mini m-.LAm pitch- of 5712. The singl4.p e ..r..uss shall hgveare;jdpr Attach prel'abdoate d :jac—k.:t-c-ab,..t.L,.-,s--Mth.'.twot2)rows-of-0.12 --X&0`GUrr-NaJ6--at-21'--- -0-0. pe�r6W.,-sta§glar&d V (See Figure I b6low).P16as&rOertothe Simpson -Strong Tie CatqJogC-& i6i�;.Pagq 216i riggr6:$ for .!ppre information: Pigum.-I For a s[Rg* ply.oYder-that requir�s Wood bl6ckihj to adhiove. full design 16ad Value for fice.-mourifed fiangArs,att4c4 onewood block (*) Ito the back face of theiingle:ply girder with the same size and grade: -as the bottom. chord -'of tho.sing"he ply girder,'The.-.Wo-od-blo6klength to.b6such that th6W6od blocking -extends to each adjacent �pafial poiht.s.(*6bs and bb#om ch6rd interspcfions). Attach wood block. (�`wi . ft t . wo7(. 2) rows of 6AN� X&w, W- Gun Ndils at e O.C.O.'C. per' dfaagereO 3.0'applied to the 6TSQ d FqrurpDffv.p 1365, Orlando, k. 32w i ). m (pog.1 �96.q3) 22:Bss5 _(8 4 _$vik . . . . 1 62. �9 L Www.alpineltmeam ---------- ALPINE Mnw.mivik rd with' additional (20) 0,128'!x3,09 GunNaUs at -each- paneFppint* appited 'to *the single-p,�ygi er face, * . . additional ,• wood block '6qe (See Figure 2 ck .9 page 216, Flji.ire I for more infbrm"afiDn. FOWL,2- - 7_ Thp -appl�ic.atjon of-pf6ftibricated jack'srab tiz for wood filler blocking 6r wood blocking to achieve fUfl. 'load value for face mounted t*ngqm rn �Lct� design must be -approved by fhq- hardware man .. Tec All ddbL- and end dittarims, andspA6bq..f0rall riall connections must be s0cient to. Pi-eVdnt_§plitffh9 of 'Wood, If. I can .b�. c?f any trther assistande or if you 'have any questions; please give me acall. Willfafn FL KriOX:P.F- Chief Engineer Npilne.an ITW Company ngi t `�' rl e-ering.Dqpartmerit- Odando,'FL 6750'FotUiiTDN&.Sdite:'306;�Crffarido,.FL$2821 -'(800y*.52.1-:9790 - (BM) 422-B685 wwolpinlPftwx6rh A I ALPINE April 26,, 2019 Mr, Bob Michaelis Carpenter ContraidlOrt. of -.America, lnb. 3§6D Avenue �i Northwest 'Winter Hkvian, FL 338SM201 -Dear Bob, Rd; Stron9badk-bridging 06 tbbftrulsses. I -undemtqnd'there is some corib6m over bUr f6t.strbrigbai6k bridging on- "roof trusses.. back-brid bridging truqses-is-not.a requirement ofANSI-TPI 204..noris-it' .. me of.thqr- 9. if -a -require nt Building -tb-ffO76fi-&r-it�-�afdtY-'Tnf6ftneln:'(Bb%, '.But- -'strvhgbz[ck bridging on roof re iritriendect hgb�tk bfldtfihg .selves the -%UdWirgtAF. by -Gkpqhtet C*rAC��- - 'f A m-eflm -Stro functidng" One, bridging aligns the bottom -chords -after they are. set -s9.tj-iey ire uniforma[pi)g the ceiling fine and'helos..'vdh'tei.iling"ier6'cO.'aibii"ft'y Two; bridging reduces relative deflection & adjaceritftssesi Strppgbgpk bridging` does. riot- preVent-of r6ductwveiall ind7rVidual d6flectidn, especially any izoftrusses. :deflec..fin2jq e than 1t4i _StrPngba.ck.- bridging in rqoT trusses does not -serve as temp6rary..br peirmaddrit' bracing :and is not, ,interided to dfsthfbuk�, of share design losad.* bL-(,Aeah ftas�j�s. Consequently, no design- - foad4 htrVe , -been accounted -forWdh this defiiii and cbntirrUbus- &dhgback should not be.attached betwden-* - . toft"on . and grirdqrtrusses. The use Df sopngbacic bridging shall not. Interfere with' other design cbrts'ideratl6rts as specified by-ft Enjih*r*.cf Record cir iher Building. Designer. The Wter ends of ihei restraint, grori u gb�ack-:15drigino shall be--att9ched -attached 'to a wall •or another -sec Ire enrestraint, or as Apecikd.: Py -thd Erigiheeir of Recofdbr.tfi�F Building.D8ejgher. Strorigback bridging shall be -a minimum Of 2X6 norhinaf Wrnbo oriented -with fhe depth mertical, Attach Wft (§ intersecting Mem 1:0d. ;o6mirion nails (0. 4!62"x3_5')' nails at. each inters ecti ' i ' ' i be' When extending the str.ongbackbridging overlap. 6y.-.ak'a.minimur►7:of onto 'trusses. 1-he-lixm6On ' of, he:stror)gback.bridging maybe specified by'tKe.Truss ma'hufactura-,, agift&6? ff*Rkbrd, or Bufidibg Designer:- Please refart-o BCS1 &StobgpaC dPQ Aiqps.� or tp:Apine,9*TR- ' 8k1d14 detail for More information. The graphic §hoWh -(fIdUre, 1) is -for generic illustrative purpose only. 67k Forurn Driv6.9uite:305; Orldndo, FL 3282.1- (800) 521-9790 - (863) 422-8685 wmWA1pineitW=M' I,--- - - — .— — %:.. - - - -. - , FigureA -if I.caft be of any fLldhiDr -asejs�antaor-if ypu have any qqpaons, please give me a. call. , iy., Y . 4. aka % AI No 70136.1 WiMam:Fi. J.fnck chief Engineer STATE 0 ,qpine an Company •'D'e'p a Ep_q.lneenngft e** fit -0fland&.,. FL 3Z824 6760 Forum Drive gufte.3.0tj Cfdan* do, -FL 3.2821 (80,0) 521-9790 - (893).422-968.5 w IrieW.-Corri S-TR'ON6.BAtk:']3klDGI'NG:'RECOMMENDATI[INS lo-All scab -on blocks shalt be• cc minimum Ex4 n i(ITT tYRdNGBAq'IC 'stress g Oe:d .lumber' Nr TDGETME, IffillEfiNG TOGETMFR mmrALI. stnongback bridging arid. bracing Shdl. 'be• a mlnliqum 2xj5 lsirR;s:!F grqq.i? -!tApilod)�.' 41 'The Purpose, of 4tronoback litrid6ift Is to- CAJ...W -0- MUCH SO -BIIX/GUN (0,128?04 , W4 IN--.R liElvs- clevetop "load shdring 'WtweRri inclMd u*&t -trusweF!9,. 'an Incknemalp In the 4 -0' OR6. x " qS 'A. rgs?(At-ting In pyeral.j -Sc V M.C. NUTO lN LIZU:glr SPLICING As SHOWN. L - VRIIIGINq HEMBER& TRUSS-SPACIMM stlfPness- of •tl�& fLoor. sys-bem. :�!xI5 ttongbar,4 belogIn4, po'i;l.-tIijheid. dst sLKorfi In il SdqA(,)*JIs., 'is Fgpi-1181.3921BATCEK ONE STROWBACK BRIDGING "SPLICE DETAIL' recommended at 10' �:O o.c.'(mo:x,) NbTEi De-talls 1 and p -ar•'p •the 'p)reerrOcf dt-t.pchmekit h0thQds, im.-TH& tprims 'VrIdbIhd' '66cl are. some-tImes 'ti-.aclng� ATTACH STROMBAlik TO mistakenly used`ln-terchangeabty. Iii .4n WEB W13) 10d COWDN Important structural v�equlretien-t- -of dny f tibor 0.14DIX31), HAIL (4)104 GUM or roof' -s. 'z.tem, R�te� AD, *.kii Tn-uss.'Veslgh Y -Bro.6wIng (TDI))., '-the: braCInj) r.'L-qulrbment�s -f.br, .fW each- IrldIVIdUpLI -truss componen1c, 'Jlrldglng;,' parflcu[cAy 's-trongbig4k' I recomenclat1dri- for bL trusp 15;ys-tem kq help I apwtqoL Vl6r:&�Wojhl rK a41611-1;Idn'. to! alollne.. In the. dU;WjbU-tIo-n bf point' lboEdg -`bd-t.,ke"eh' bAjacent .. ' . d. serves . to truss, -;5,trong6mck bri n1no ves reduce . I L. 1.Z1 i ekzla 1�_ - I.&I- ID 1. Mum) S_ ACK. lEff AT EACH END ' STRIINGBACK BRIDGI WREGUMENEAGS ; Non e, r gy e wkr of nelt punaLd or es va kkv . r.e_�. Q I. Om movind pt)ln:t jiqqft, V;Ulcli as foqistteps. The pdrformq-ncR- of •all floor -systems are e ihb,�ted by. the lhi-Wla� of. sirMgback r a .11ah brIcIgInO and --the!'efore- 'Is' ,strongly. recommended by ApIne. Fc5r, a6ldRian4l. jni dfmalUh r eoqrdlng Ftror)gbagk OrldgIng, refir -t.p .BIOSI Oultdino. Component Safe -by Information). 'ACHMENT, ALT STRONOBAM .13RIDGINQ ATT. -ERNATIYU IN LL. f V �11F PWREF .4-TROMBACK T&OL. :PSF WE 16/01 A V110 %r m", wo, S•A C qmAqm. Z No. 70861. A= 419291GO to RE pte. PRWr3 j�TOERIA d Harm.,ol" 14 IDL "r-3.R.W. , b LL RSF ve V17 . M -4 Q k. . Im.. Ahe Jaht-.MalsU �0, AO;ca"i 0 Z_t �.t k W4 r. Lp 19-0 11 rrwcwww % niy V PJA FAC, 1;00- 1 EX M 0... .. Uvik 'm -Mft .=.-* = = In, .1, , W '3,22,0,0, Mavm j: i.p, WW V abbe= �W. W_ vd Ah". web "qm who —.4mr a.-TOI-IiNS MORE 'NAT 0, "TAIEL. CRINI-Q- ID"? Xr jW-UP ff ov yff -A A to A .90.1 iV F."CM'U 60, KhTrzil AM.: At 38. UN zz -AW 15 Hl' AXA,J A, bill'm. r. .F,•U �L;EAA kAL. NONE'. 00A =33 on, ". Cracked or Broken Member Repair Detail }} Load Duratlon = 0% This drawing specifies repairs for a truss with broken chord 1 Member forces May be Increased for DU ratlon of Load or we Member. This design Is valld onlyy for sln9le ply trusses with 2x4 or • 2x6 broken members. No more Chan one break per chord panel! and no nog than two breaks per truss are allowed, contact ply wlthethlsu s manufacturer for any repairs that do not (B) = Damaged area, 12' max length of damaged section CU n Minimum nailing distance an each side Of damaged area (B) i (S) = Two ex4 or two ex6 side members, same size, grade, and �. species as damaged member. Apply one scab per face.; Minimum side member tength(s) _ (2)(L) + (H) Scab member length (S) must be within the broken panel, Nail Into 2x4 members using two (k) rows at 4' o.c„ rows sta�gered, Nall Into 2x6 members using three (3) rows at •4 o.c., rows s; aggered. Nall using 10d box or gun nails (0,1281x3', min5. Into each aide Member. The maximum permitted lumber grade for•use with this _ detail Is Umlted to Visual grade 41 and MSR grade 1650f. This repair detail may be used for broken connector plate ct Mid -panel splices.' y i sectionsaoccurring within the used raplatve area. or web ` Broken chord may not support any Ale -In loads. f Maxlmum Member Axial Force . Member' Slze L SPF-C HF DF-L SYP Web only , 2x4 12' 620# 635# 730# . 000# Web pnly ' 2x4 10' 975# 1055# 129511 1415M Web or Cl4ord 2x4 24' 9750 1055# 1495# 1745# Web or Chord 2x6 1465# 1585# 2245# 2620# Web or Chord 2x4 30' i910# 1960# 2315# 1; 555# Web or Chord 2x6 2230# 23654t 3125# 3575# Web or.Chord 2x4 364 2470#*2530#2930# 3210# Web or Chord 2x6 3535# 4295# 4745# Web or Chord 2x4 42' 2975#3505# 393541 Web or Chord 2x6 43950 45004 5225# 5725# Web or. C�ord 2x4 .fie. 3460# 3540# 4070#_1 44454 Web or chord 2x6 5165# 5280# 6095# 1 6660# D L L L 4' L O i O+ O + O h --- -- - - - - — "lnun-- i { L Nin — — - -- - --- — - - / �— t L Stagger ' Back Face lod Box (0,128' x 3', min) Nalls'l .. o = Front Face 2x4 Member _Double Row Staggered 2x6 Memper TrPile Row Sta eyed; ! L ttune. f� Nall Spacing Detall • i a ) L r /A,�Rµµ11NNpp11n RFA) AND r��py ALL ND 'DH Tits q�,�VINDI ■■WPdITANT. FU11a1SH TICS DilAVN6 7ti N.L EaiT11A07Ntt I'A" 11ME, IN4TAl=- -� **runs�Rta �.qub•. aRIran. cart In 2brlcailn0, hurAly, +Np i�p Inds and br►ft R.P.r tD and roUav ih. Iai.+j .%, an G► lcsl 6 db,D eafpa/ 411r�rnat a(, i. r TP! on 58D�11 fear +af.tY _ •� .rs .h.4 proves. i pnryr erne p. 7CS1. oprraeik.s prior a P.rPar,JAO ih.r. Iuncalm.. Gui•lr Y Unl.as noted oilwrrFan{�W oho p,gO h►v. prap.It a{iacMd akructurnt aware ot�ho�tan cl�nrd I ��ha�1 hj.wr ■ pr.p.rly n 1 adf.d �•a q. Loc ZZY sphavn Paf� Prrna mt 1..ral r.v ht „ ,MR Aa1vta1 ad Par 1.YPut,to .ndt Pne. J'llf N !wasrnd Cna5l1aan allahemovarrlsn�A6 R.hr t. dra.Pn.. A�A�•� /ss stoandard P •t+.t PaaltWn.. { y .t f• v� �1Wh.,�dNlalanrilurTV i bWld ihipa,vui of w°niarna ,�i'YnfiaARifr7Pi 1."aa rliaraha a' w°aluPPIran . 1 AN nW COMPANY iNa lip, a qnr 9 ip� qp� h sl a ku, i,•prodl rue QV UaiYq iNa drmr Mdcniea ' ca.Ptgota iN' dr sankn.l EN tm�r�u riti►Yay q�'� 'lgnnr p not iOr i du horn. Th+ wltaWltyAliuPi l Kda naNp Iia.DLnk.ngnlody� Par.ny . . ra■ of aapaAn a+wn PM' N SPACING 24.0' eadh ONw Ma 088i5 ALPIl16 .4: 4rhee,u TPU vw.4abitarDl sack =be u ar'oi ICrrvvrjeeu�n�arD . L REF MEMDER REPAIR DATE 1.0/01/14 DRWG REPCHRD1014 "aas• 3AOQV 3'.[31iii�' i_ I qi, + r .7551°e•;rar +oJOr+► „d 91'T/�'E' [ '�VJj. ':��� �� �• 1i`i.' I.►��1! k ,�ws:da->ev��' � `•.y"e;'f• ''"°''�,R•'o!" .. �,,, Nil1t7N . •� ��►•�hlFfwTL� x'1• M �pla'Raypyho a Wi °1q•.R•1, J RR"p-V, :-�4R h1JVli�dC1.!• . Te L-1, d9 0.001 aq r,. 'a�yR11- ;�d;t �i (7 �-' *•y �•;`�"'�; °�,�+p" sr�. m a as ` t `a; � � r � P" . •c-rj o () 0 0 q'� ''�ik�'1 r,,.l ' x �r �v� a�r•.+�'t!;uwwad5 ? .'{+apf^��cr ��"P" �' y b.x b' .'1 .. ai5t���'R'l�I+#jr+afi► ' SEf)It]BTAN+7t.11 oTANU o 0 0' d 'tp ��. ;fi � � � „},,,��,,, ,` � ,� '- Jr. •• . � . �•�„° �1d� a�+ . Ra#� e,ae �:war°�a f,� + tar yT,eri0�0i ZVQ t O.-Z jjI ria Jre Y as J.a�ea ov�•�am � l�R Nhb . 4'��a�"oil t �»•��'��'.'�''���""�'►„": �. +*' .•� .N�, �r:���,:• 1":�'�' �; gad'Rrr°IaugtyilwligY'ntt•3:isv..aawmJ�icsv�v;rk . • o Lit xd; •- 3.1.' 1 It'L�+1=A''Q•T�.'.J�7F3y1jaR?,'P85v{�2'�yawpNL'�.`,�% ` reg'i��4ygylL.palgll§$�I_nsllsd.a+lRlpgµµl1 Q+7Ri*'s'It:H 7Bal.0'S%14sIB4;44b•I.(IqIwuiaml�lhi ••. _• :�Ultila•J� -DaS SQ��ua1Jh4 ��vuPrp�.4�411 a �lI a Ilt �I dy , - 1, q Gay 6altaAy�gy11>�➢9-` .. •• .. �pRssr�� o}t,�e6 itj¢W91 :Rl?IPd°' 4hyn Q$�fM1fi•J�Ntbl asbJa.,v-IOP''.(dleay.uee�r�jageJuki IRI.�bF.B- I; —uaeAunA)larow cipokofdQvAa u 8uriq�alq'llgPuh sPo(tIP._44v.6R1 P11AJO9LN711NvAalleAo7saltddetBPi�giA'shin - -- -- -- --------•- ---- -- --- -- - -{--- •+p'i3d�tlit°u'aJa•siodv js iinya fa'pA(}i.'py1T14ay¢JQd.]><�INjPllag:a41� P4>BPIgM°R+iI" u .r wtv?a'a�P+�tkipetiur �aa•F�I�fi� su�y� �uSed+P'nwue i. a,® sitcu yoJagwnl�`Jadb,* iatjyse'6aat sp ill �� do dd j o� 1a6-d;w yngw�l0 Nagel lP..BH.PI� a°PA�►R4:e)ad(, JN `� MW�¢µ a %MM ulPnd olM4.EMI41nvy{R.�B�Iblyj•sRlg!+�d 1111u Rka§�' uB �` I eileJ.ubu{Wdglaxbgi�BiJ$ +' _ ssv veeFl,.•i{9;id;�o•:Cl !1MIEGail;,s`¢JJ ilu. �o•.BN%ID:Br.!q.eJnli4J:kNM` Ip;ap• DSb 1/. 4:bq Hsu 4gbsy.P*, ° o ,�j]!z'�I,vP (�;i9t V°rR C•41 RI'PAp�u 0 ° 16 NJ: i4b •�SJI: I�i}lulab `�11 ailsseijR�ria�ii >!•BVNNOygWd l�i�E +IZ9t'U�'p9i'?310H •sileuavl,P9i b ,+?.y. 1+Wga$1Ki145• •�' sildu?.i,Pl•�ytE ' uM d'o}'i11�dW7• 'LT• fagsn 3adsasdaays•)!,o iioay'LON), ' :D,NiT�v'le,ilw` (a+aySa•Agy§u0i�bi5)'.'N>flJv,, 411gN'aol'j132•tr •a(Q,�dp? °;,t3d�, 'LL'. '. sll¢s-a°F`a�i.b �alddp7.�P�senJ; 'OT �jlSN'avRN9L.b 9M1�919�4tF'�1.• 'S' , .g ;,•p .. .O; I, . •s(laueP+P9i8 `[►b{1J�aPN�nd'• .'6 si(ttt'°S»'PJIt+ :s�n»•oiPlabR'.oBPIH• 'L• - HoljdlJald'n,17�a,eV•47"'a3liytTri�dnae .}. spN,t•ao;p°IH �IaPIRJOa°•°v'PJa09.gJR11111E T, siml•tQ'7ddaetstpoobp�u�ep1�9L9 6Jniy�4is�P���lt`��Z;:SN!1 � ' tlla4'PPipBS.b .4SPWi4a �adaai5 'S 1:S a ". .'• . �lleu-aoiP3i'Y •Siatl°als9kZ-dM7Al,!°sleN sp°uaoiPBT•9 '$41A441q.dp�pd0p15D1daaJ¢tl tr '4b_ _:, :9' + • 6014;segsult41.0u•11990,11:6.umpu-&r t slleu•a?el•p9i g (r,.i fiulljleay�'PQQ?�l�'•NGaP�tp,�a tr,el{'F° {itau•ao1,p3LY. ra11K1?>}'®I�dtia 'E lilioaaip:ap84n'ff9.!!�'�al4ttloRu�d. s119u-4°3.j'gXti ':?gip.({;oa@I�dli? Z i •, I •>silflA?Qa.p.9T b. ?FRI%•'a�{J@HPl.9F2• 'F• 14�-Jj mop m . 'rsAioJ ue0at+l�A,pBiapBeia ' • gig aaolisao gddpalutpaupi�B �'e@P ¢.. PJaM •�°�IbMJO�".puQ• aJedevis-Jga�ellpeA�l4kWWJlcuimw1 d4Bl�B�bJ:;A. 1i1ib?;yd6 ' ' • t• 1 XBW Cly))1fe pLl»ZIJi►sd 01?F idrtrna°IddN''4 Sara HCYVR", Vw eNk B. 1 anj!�r�npq@-9vlHnd f win PURA !t Opp Oimob`Iv7Idac r 17A � AID e o i da19A. . go-go - (liizi daroe • � I ,'A„ 9.0ui. is qupgojq•pue:riigdlp (, '�BRR+4li+wcl/�Amd j: tsi: ,a,,b,p�,�".saRf1J�71P8 �' °JNIYIIVZI�•.13T1V/�Z13aNn:t%S114iL a VINO §naa; � ;I '+=pike+i8b►'id111?!lbs+++s'tx.f9PWs"i"P?�9P�!F'P• ' - a �s�uatuaain a� wEtlunu}�;apr=ap pug a¢!5 :�•aq:�n� vama _ - • 1' i Face -Mount Hanaers Im m I a These products are available with additional I I -Joists. Glulam and SCL ! < protection. For more infonnaton, see p.15. ' a Codes: See p.12 for Code Reference Key Chart. Actual Ja1st S� Niedel No Carr led-sbimensltins Member : MioJ Maz • fasteners = Allowable Loads . E :„ Web stiff. :. :. .. :.' :;.:. ' - ' Face Joist_. bF/5P Speeles F(eader SPFfHF:;-. 'Code Species {leader. • :Rel. 1lpGR �16Uj: Flom jIDD). now (715) :Roci.; :(1 Roor (100) Snow' '(115) Roof j125) IUS2.56/15 - 26A I 16 2 Min. (14) D.148 x 3 - 70 1,660 1,805 f.805 1,425 1,555 1.555 Max (1fi)0148x3 - 70 1,805 1,BD5 i,8D5 1,55E 1.55E 1,55E 21h x 16 MIU2.56116 i • - 2% 15% 21h - (24) 0.152 x 31h (2) 0.148 x 11iz 23D 3,455 3,920 4,045 2,970 3,370 3,4B0 U314 ✓ 21'ra 101/z - 2 - (16) 0.162 x 31h" (6) 0.148 x 1Iiz 970 1,945 2,205 2,375 1,67E 1,89E 2.D45 HU316 f HUC316 • ✓ 2ai6 14% 21h - (20) 0,162 x 31h (8) 0.148 x 11h 1,515 2,975 3,360 3,610 2,565 2,895 3,110 'FL iVIlU206}18'�: .:: 2°46 ' .1%?/H: 2ffz ' ..'..• J2B)PA 62z81t 2 0.14B`x 41z: - '23p.` 374E": 4,D45 4;C45 3,22D 398D -3.09 LA ,.21hx 18 , HU3161 HUC31Q_ '� 294" : 14Ye.: - 2h:'_=: '(20)'0.162.X3'fz° .::(B) 0148X 1 Yz 515.2 975.3360 3;610' 2 565 2;895 3,11D 21h x 20 M111.12.56120 • - 2%B 19'/6 21h - (28) 0.162 x 31h (2) 0.148 x 11h 230 4,03014.060 4,060 3.46513,495 3,495 2/ltx22i to 26 - 56 • D ••. MI112 /2 { I I •' ' a . 235e ,: 79>/rfi . 2 = (26)TLl£2x314: - (2) 0148;x1 Yi : 'r23D _ 4`D30: 4;06D 4`060. 3,4 5. 3,495 3,49A 2% X B1/4 to 26 2N' wide joists use the sarrie hangers as 2Yx' wide joists and have the same loads. (d1U312/9 "•.• 305 2;615:2620,_7,960 ,?A5.2,425' Bx91/z WU21D2/HUC21D-2..::-°::.. ,• /. dys;L; 21h idax.':18 ( ) D162,x3Yz ,. D 0?4Ax3 h) i ' __ 302D 3250 _: 230E I 2605.28DD IBC, . MW3.12/11 .. _ ..._ - 11 Ya 21h - .(20) 0.162 x'31h • -�:0,1.48x 1X1 -2 880 3,135 3,135 2,475 2,695 2,695 . FFLL LA 3 x 11 r/• HU212-2/ HUC212-2 • ✓ 31h' 10% 2% Max. (22) D.162 x 31h (10) 0148 x 3 1,795 3,275 3,595 3,970 2,820 3,180 3,425 :FIU325%le! HUC325f12 .: 3'r ' 11'Ja 2h:.= ` j24) 0:182 z3?k : = ,(12) OA48 x 3:.• Lf9?+ alA :4A30 4,335 3;0% B,4i© 3,735 `HUC325/16 %r.• '. • '2?h: thin. (20)0162x'31h {8):0.148.r.3. - .1:5t:2; 75'�3;360 ,f*12560 2,69i1 3,1f15 - .. . _13134s: MaK (26Z0362x.33: ` (12)D148X:3' l 95' BiB7j1,_4:365 �;695;$,330 3,75E 41140 31i6glulam' 1; ''J..-:. 8: -' 4.12)' x2WSOS''(6):11a x21h'$DS' 3'B� 3,6.OD �710 3:7]D F1 HGUS3:25/10 `,.. :. •`: 3Yi, . •; 85/e ._: ''4'` -'' :(46) D:16ux 1,i (16) 0162x 31h_ ' ;0$5; .9,1Db; 9'f00 `9,100:.7,625 7,835 7,825 IBC, ''•:' • `__ ' MGUS3:25i.12�'•::-: � :• •; •:.:: '. 3Ya .:•106%"-'.' •4 ..- ��156) 0:162X-911e- .(20)•0162x3'h ' 3040':9;'•1b0.9,4D •, 9;A(10 8U85 �8U65 8,085, _ �,` .-: 9Ya: =8t030.- 4Yz SDS 112) Ya"X2Yz",•.SDS.r� s' 2.` ;,3.:f] °7D'. 4,84fl 5,26E 5,265 HHUS46 •1 - A 51h 3 - (14) 0.162 x 3% (6) 0.162 x 31h 1,320 2,785 3.155 3,405 2 395 2.71E 2,930 334x51/: HGUS46 • • 1 - 34n 416 4 - (20)0.162x3% (8)0.162x3Yx 2,155 4,36014,68E 5,230 3,75014,200 4,50D •-: 'FIU54B;. -.,. • .: -..: • ' l4 -•. '.=. 9°fis::61�56"', 36h..:"7Ye'.. ` 2: `3... i=::'_;(6j = D:T62:X$�:.': (L2).0162x3Yi •. (6) 0:162X3Yi,• . j8)'0.162j 3?§ ?;�32(; : 7A1f 7�595'; _4;2�D A:770';514U`:, 3,615 4,095 4,41E HGt1548:_;.'. ;-_,..,`•: • - _ .36h. This-".l `4• =: (36):D162X3'k ;;(12).D,162z3ah-: 395:'T4fi4)7;46[).7450: 6,41E 6.415.i,415 IUS3.5619.5 •1 - 3% 91h 2 - (10) 0.148 x 3 - 70 1,185' 1,345 1,455 1,020 1,160 11,250 MIU3.5619 • • • - 3%. 8'•35s 21h - 06) 0.162X 31h (2) 0.14B x1 Vz 210 Z305 2,615 2,820 1,98D 2,245 2,42E U410 •1 ✓ a%, J 82% 2 - (14) 0.162 x 3% (6) 0.148 x 3 970 2,015 2,285 2,465 1,735 1,955 2,120 HUS410 • - 3%, 81%B 2 - (8) 0.162 x 31/z (8) (1.162 x 31h 2,990 2,125 2,420 2,615 1,920 12,070 2,240 HHUS410 13%1 9 3 - (30) 0.162 x 31A 00) 0.162 x 31A 3.565 5,635 6,3B0 6.445 4,B45 5,486 5,545 311zx91h HU41D/HUC41D • • • 1 ✓ 3% 1 8% 21h - (35)0.162x31rZ (12)0.162r.33i 3.235 7.460 7,46D :.450 6,415 5,415 5,415 HUCQ410-SDS 1 - 3%6 9 3 - (12) Ya x 21h' SDS (6)114' x 21.4' SDS 2,265 4,500 4,500 A.500 3,240 3,240,1240 HGUS410 • • - 3% 9Y. 4 - (46) 0.162 x 31h 06) 0.162 x 31/z 4,095 9,100 9,100 9,100 7,825 7,82E 7,825 IBC, FL LGU3.63-SDS • • 1 - 31A8 tD 30 41h - (16)1/a' x 2W SDS (12) Y.° x 2W' SDS 5,55E 6,720 6,720 6,720 4,840 4,840 4,84D AA MGU3.63-SDS •..• - 3% 9Y4 to 30 41h - (24) Ile x 21h" SDS (16)1/4' x 21h" BD.S 7.260 9,450 9,450 9.450 6.805 6,005 6.805 =': `• t . :IUS3S8"I18&'. y'•.:' ;.... ._.: ,.. •.. 36/e 4 ... " 2•• _. i..Yfii4Bf(3_.:::.`.'_.-r'.:. = y9.; ..... `1,?l20 1;515.'1%743'.1,220 1,39D, k48E• :.:' MIU3:5fi11t' ': •.:: '..'' ::- •` `�. 3$}e ,:7 a11d-,' i20� 0:16 x31h '' ; '(2) 0.148x11z _210,= 2880 3;13 3 F35;•2475' 2695 2 fi95 - _ ': ✓ ' 33S . '. 1D. -:' 2. -:; : (1.6)�J62x 3Yz ' '_ :(6).0.148.x3 :- 9 D_ :2�2 2;6J5'.:2,82©;1;980 2:245, 2A25 I _:;::; :`' 11HDS41D :;':.' "':;, -. ,: •: :# = 316' '' :'S - '.3 -';' (3D)1)tfi29e31h i ..0.:0462x3.34 ?;SES'.3i695�%3B '_tom 4,8fi5 5;486 5,34E - r..•' - 3�ie ''.901f� : -2 , •=;• (1D):D1B2a31fz : (10)'Q162X31h: u3 . 880 3: 3_65 2 5 2,590 2,795' 31x l7�lai HU472/-LiUC412. •::: _ =,..3?/I6 10�ifi _ = ,2?h` = "�6J 014B 9Dn 2-4 . lVlex : 3627r:81h 3 ISIf 3,4PS: }IUDQ412'SDS , .' '` � f := . 3i s ''11(14)%' i21h° SDG. (6)1�a x 214° BDB -51 `, E.; 45 5:t : 3.630 3.B30. 3,6a"0::HGUS412`:; :`,? . •'• _- '-' 34� =19�/ifi'_: ,'.:4 • ;-:: j56� D 1fiZz 31h i 4J;0.162z93§ rt54 :9 ?(00 '3 4D0. 9;400 -BDB5 B�DB5LGU3$3=SD5 ::, .: • �-''3 e: _8tu3D ; FYe =;(16}1�i��'>? SDS (7P):1(."x23'e'3D fi 2015)7.20.672 4;$4D 4,840 4:84D MGU963rSD5 ":' �'r• ' 33. 914ti3D ;41z. = (24)4Il• XZ'/x"'SD.S (167'/a°x23z SDS9950 9;45ff: 9,45© 6SD5 6,8©5 fiJ3055.•' ;::. !• .: -:: 9�5 •Y1:'io30:.'4lz = '(36jY•x23 -SDS (2A)•Ya x2VSDS, ,1601315, ia,it 3'9,475 9,37E 9,47E Cf a 0 G F 0 0 LE 0 a i� N e rn 0 146 See footnotes on p.150. Simpson Strong-TieO Wood Construction Connectors - i Adjustable Truss H Cam" 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 adjustabilf y 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 71JIW coating. oSee Corrosion Information, pp.13-15. jl v Installation: G• Use all specified fasteners; see General Notes. UThe following Installation methods may be used: H • Top -Flange Installation — The straps must be, field formed over the header = sea'tabie for minimum tbp-flange nequkements. --- iiist&—fcp'and face nabs according to 1IWMN9 fo�rnals �nali — RJ ,_„_,notbe within l/a° from the edge of the top -flange members.,Foc - 1 the THA29, nags used for joist attachment must be driven at an EL into so that they penetrate through the comer of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and 'install the nails straight into the joist •`.Face -Mount (Min.) Installation — Install face nalls according to the table, with at least haft of the required fasteners in the top half of the header. Not all nag holes in the straps Will be filled. Nails -must have a minimum W edge distance.; Straighten the double -shear nailing tabs and Install the joist nails st aight into the joist. The face -mount (min.) installation optibn 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 nag 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 comer 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 tumed in for 3%' (except THA413) and larger, with no load reduction — orderTHAC hanger. Codes: See p.12 for Code Reference Key Chart tvr typical 2t4 for 7HA422-2 and THA426-2 ID n 0 c a!: e, THA418 OTHAG422 Fare nails Top nails - Der -table. • -- Per table Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of heads m ' i Double-Shear Double- _ = Nalling ;�_�;-= Dome DoubleShear Shear i Side Vrex; Nallnee onSide NarTng Do not _'--_ ' Top View ( ,� bend tab i „� .. some models) SIMPSON ,. Double 4r2- 2fm nails Use full table value Ptai) Single 42- 4 top re4s See nallertable -1W,-Straighten the double shearnamling tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation Typical THA29 Top Flange Installation or to tnote 5 p.187 d d 186 d a O U W F 0 z Cn 0 a E rA 0 0 r5 Simpson Sarong -Tie' t+t/ood Constnucfion CDnnectors SIMPSON Adjustable Hangers I These products are available with additional corrosion protection. For more Information. see p.15. film ' Fasteners + Allowablexoatls Allowable Loads ' •-. ':.. c., No.` G h). •: Mina. lop Flanye'Dipth Min.. (+!�)' ~' • Code net. Head : ' CarryingMeinber '.._ : .. _ Gained Upfdt Floor Snow Roofl Upldt Floor Snow Roads _ H G j a (m�, - Member (160)' {700) (If5j (16� (1DOj 05) (125116k 7np � _ : (15/1b0) Top Elangelnsta0aftuis _ .(2) 0.148 x 3 (6) 0.148 x 3 (4) 0148 x 3 525 1.T?0 r.75U 7,'t50 450 (i.•i30 1,3�0 1,33C THAN 1B 16/a 91Ke SYs � —i 2/rs I {4)D148x3 (6) 0148 x 3 4 0.148 x 3 () 525 2;61U 2,6 i0 2,510 45D ., I 1.985 1,SB5 . t,985 -SHA2i3 � . ill- 1?/e 134is; `5S§' ' -': P.::-. • =- -,(4) 014$ r,:3: '.(2) 0148 x 3 -, (4) � .. •. �. � ' THA218 18 1 % 1734s 51' 1 2 — (4) 0148 x 3 (2) 0.148 x 3 (4) 0.148 x 1 Yz — 1?6r 1,460 1.460 — 1,110 1,17G 1 114 IBC, T1lAZ18-2; 16 `.3Ye 17135s ; :$ _ ? —; [4)'0162x 3+h (2)'0162k3Ya :(61-0148%5 t=: o6G '1,995 1,495 1 �g0 1,515 "9,515' LA THA222-2 16 3Ye 2234a B 2 (4) 0.162 x 31h (2) 0,162 x 31h (6) 0.14B x 3 — 1960 1.995 — 1,490 1,515 1.515 7HA413 .- ;r$. 3s/e,135u 4Yz-{4)�.148z'3;`<`-;'.taS3 7.53J':'<,7;5rtt: ;:=• 1,"•B5 1a"o5 7,1$5 ' THA418 116 3% 171h 7r% 2 — (4) 0.162 x 3'h (2) 0.162 x 314 (6) 0.148 x-3 1.995 1,995 — 1.490 1,5t5 1515 THA1}2�'; 76';3%' ,=22.:7:;5� �-�::•;�:,—: 0162+. 4)x3/z.(,2)'0,162x3 ,.-.q.. 26 14 '3�/e' 26 Th 2 —' (4)'0.162x3+h {4j0.1S�niVt'c -,162x3+h — 2,435 2,435 . 2,435•` 7;096 ��U9S�•-:2095. _. .1 71- 22? 93'a. THA426-2 14 7Y< 2635c 93< 2 — (1., IB2x31h (4)0.162x31h (5)0.162x3Yx — 3,330 3,330 3,330 — 2,865 2,865 2,865 .51h THA29 18 I 1 % 917Vs — 91}rs — (16) D.1A8 x 3 (4) 0.14B x 3 a25 2,250 [ 65 7 265 a U 1950 1950 195D :3F1A2a3 :. ; 18.j. ].SJe; 135Se • SYz::=' 1$3ie .: � ..— .' : '(14) D:148 c3: -�4);a:1.473x 9 : ;;•�_'2:0•5- �s?lti: s:: �•"5(t-� -"'35 : 1780 THA218 18 l 1 % 173Ss 5/h — 17'Ys — (18) 0.14E x 3 (4) 0.146 x 3 B55 2,450 2,450 2 45G 735 21U5 21U5 2105 11 216�1 i6'a:3?h . 17�Y; _ 8... -:'': 74}Sc . 4—_ ` •0.162x3V (?2)` �.. D162i:3+h c1 5 3.�'y I3 # - 0 : 1595 {2,545. r ? Sdn ', 26 IBC, THA222-2 16 v Ye 22316 6 — 14Yw — (22) 0.162 x 314 (B) 0.152 x 31h 1,855 3,310 3,310 3.310 1,595 2.845 2,845 2,845 LA TIiFi413 -;% ;]B '96% 13§Se. ;4Y '. —`' :133fr.. _ — (1:4f01i8z3: (4) 0148.r3 :95?: �s�; `)a.'e24 D'' '•7?S. Ij.760 2G10 :�ro5' . 3Ye 1,855 3,310 13.3101 3,310 1595 2,845 2,845 2.545 THA418 16 35A 171h 7Ya — 1415a — (2 2) 0.152 x 3Ih ("aj 0.162 x 3}jA •; ]& 3 .: :. "(22JYli0,182X 3• 7._,;;c?1t}; ,':-��,;=: 1595 2845 2843'-246 ' THAWSi4 3% 26 7TA — 16% — (30)0.162x3%(6)0.162x3 1,855 4.415 4,480 4,480 1,595 3,795 3,B55 3,855 Tli4§222 . 14 :7'!<` IA^la- —•;'163ie1f2X33!z(47i1:182i3 3r955 5.170:3a2D 3528 1:595 4,a45 ;474 '4.745 FL THA426-2 14 7Y< 26Yre 93/4 — 18 — (38) 0.162 x 31h (6) D.152 x 31h 1,855 5,520 5,520 5,520 1,595 4,745 4.745 4345 1. Uplift loads have been Increased for earmquaKe or wino roaorng wrm no n,rnreu n,�, a ��.._�• „o o _..- 2 Wind (160) is a download rating. 3. Min. top fiange refers to the minimum length of strap that must be field -formed over the header. The tabulated loads fortheTRA29 with 1 W rrn. 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 42 top chord or naller applications, refer to the Nailer Table. 4. Face -mount installation loads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148' x 1'A' nails In the carrying member and tabulated fasteners in the carded member, and use 0.60 of the table value for 16 gauge, and 0.6B of the table value for 16 gauge and 14 gauge. B. For the THA 2x models, one strap may be frtstalled vertically according to the face -mount nal ing requirements and the other strap wrapped over the truss chord according to the topAange nailing requirements (see drawing on p. 186) and achieve till tabulated top4ange installation loads, 6. Refer to installation Instructions regarding fastener wutaltanon into carried hoist) member. Based on the installation condition, refs will be installed edher straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nall dimensions in the table aie fisted drameter by length. See pp. 21-22 for fastener Information. P �a to 197 - - - --=-_..... y LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers �6�+1EF�ED This product is preferable to similar connectors because W of a) easier installation, b) higher loads, c) lower p installed cost, or a combination of these features. The double -shear hang---- series, ranging from the light -rapacity LUS hangers to the high=.st apacity HGUS bangers, feat M innovative double -shear nailing that distributes the load through two points on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of ell common nails for the same connection. For medium -load tnrss.applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, whle providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Sortie products available in stainless steel or ZMAV coating. See Corrosion inforrnat oh, pp. 13-15. Installation: Use all specified fasteners; see General Notes.-_.,....__ _ .. • Nat(smiiE�edrtven�afar"Terigletliioughthejoistortn�ss ---' into the.headertoacNLve#ie..tableloads..- .--- • Not designed for welded or nailer apprications. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other saes available; consult your Simpson Strong -Tie representative Codes See p.12 for Code Reference Key Chart j � I li DoubleShaar Naiing Top View I Double -Shear NaSu g - Side View Do not bend tab Dome Double -shear Nailing Side View i _ s (Avallable on some models) 0 1'*2 11Ss°for44 'P k- _v LUS2B HHUS210-2 SIMPSON, .`�fi±? MUS2B 6/ HUS210 (HUS26, HUS28, and HHUS similar) U HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (muftiple member fastening by Designer) 193 I I IQIRAI IC/1411 Face -Mount Joist Han 65, Oil, W? i O V (D C 0 1. See table below for allowable loads. U 3 m l�fJ a � ^• Model: Nu. _=: :: Heal. . Height: .= .- ;_Ge : �imensions.(n).: ; W.:.. N :.B = -:Carryin5 Member :... Carried; Member•.`. Single 2x Sizes •:18 1US26 9Ya :- 1�Ss'; '1+, .�.' 1'la, (4)-0,1'46 x3 (4) 0148 x3.:' MUS26 4% 18 j 19is34c 2 (6) 0.148x 3 (6) 0.148 x 3 HUS26 4%o 16 1s/e* 16M 3 04)D.162x3yz (6)0.162x3/z 5 ;''(20)0.162st31sz ?.{B)311i x3'h:1i15 j1. :-4'�is:' ;1B �i'13"y- 931a•'. (6)'D14Bx'3 :' (4)0h48x3MUS28 6%G 1B 1%6G 2 1 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61h 16 1% 7 3 (22)0162x3% (8)0.162x31h HGUS28 BIAS 12 19'a N 5 (36) 0.162 x 3'h (12) C.162 x 3+h • 11-,:� ` .4iw ': 7B> '1§Se i e:;.'l3i': '{�0:148x3• "HU521s:, •'7iii .- 31A 9i6US2d0. 83is : 12:.:1?c 9Ye:' '.' 5.:. '(4fij D.162x3's 'j96) 0162x3h SIMPSON pggila ls�These products are available with additional corroslon protection For more information, am p.15. ED For stainless-s eel fasteners, see p.21. Many of these products are approved for installation with Strong -Drives SD Connector screws, See pp. 335-137 for more information. 'r4r:'•::'..?yz-;='-';,'DFAIIowableloads' ?_'J-'''tr:."' SPAlletivableloads:: - :`:SPFJtIFRllowableaads.,.-.:._ Codd. Up6ft1 Floor Snow Roof:- Wind .. UpLiYi 'floor.. Roof ,: -... Wirid . .....:.... 31p1'tff7: `Snow _... --Rod"' _._., _ Wind: R No (1fi0). •_(16p)• '•(100)- •Snow -.{315) (125}.: (160) .. (160). ' (10D}- -(915} �(125) Single 2x Sizes 'LZiS24'.:�;?_`z=5`��57Dr<.=76�`.i�B24r'..1�DA$; `435.-; %:;725 :.:.�825::: •',89D',, ;�.13(i. : 38(1:•:` yi95�.•..a365•. •6U5 ; '• 770:.' LUS26 1,165 865 990 1,070 1,355 1,165 -935 1,070 1,150 1,475 865 635 725 785 1 1,000 IBC. FL, Ml2B. f .1,569 15fiG .;'$iLi . 955' ' 1,'1U90 •1,9$0 ' : 7.35D; LA HUS26 i 520 2735 3,095 3,235 3,^c35 1.320 2,960 3,280 3,280 3,280 1.150 2,350 2.660 2.780 278D =4 85D ; ;3 i7D_i; :Ta 9©:. 875 :. 4:699 'S 22D '5,390. 5 390 `.7$1' '::3225 i'.3 &16 -S.B70 . 3 9B5 IBC, R LUS2B 1.165 1,100 1,260 1,350 1,725 1,165 1,195 1.360 1.465 1.730 865 810 925 1,000 1,270 IBC FL, .1:320_ --7iB75•-. 2,135 .2,255•. 2255• 11 ?1:27i1:1,455=?t, r1 5a" LA HUS28 1,76Q 4,095 4,095 ,.D95 4,095 1,750 4,095 4,095 4,Od5 4.095 1.4-80 3,520 3,520 3,5°0 3.52U `RGliS28 :•'..: `.c'`7,35` 7Z75 i7273r: ``i z'75 , A650--, -7,275 7,'L� 7,275 .7.,275':.: = �'�5 `• : S,fi70 1. 3,820:: 3,1215 :{ .4,25D ": IBC, FL LU521D 1,165 1,335 1,530 1,64D 2,09D 1,165 1,450 1,655 1,775 2,270 865 995 1 1,120 1,215 1,500 IBC, FL, S,7EG ' 'S;$30' :6.830 2220 ' ' 2,3✓D 2455 ' ' 2 535 7,825 - LA HiiL'S2f0 2,090 9,1UQ 9.lOQ 9,100 9,10Q 2.060 9.i00 9,100 9,1001 0.100 1,545 6.340 1 6.730 1 6.730 1 ,730 1 15G.FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUSMGUS See Hanger Options infomtation on pp. gB-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of-45" • For skew only, maximum allowable download,' is 0.85 of the table load • For sloped only or sloped and skewed Clangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 Ib. • The joist must be bevel -cut to allow for double shear naCGng HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 45". Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2° Square cut 0.62 of table load 0.46 of table load W < 2" Bevel cut 0.72 of table load 0.46 of table load 2" < W < 6" Bevel out 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0A1 of table load W > 6" Bevel cut 0.85 of table load 0A1 of table load Acute side bpectly angle Top View HHUS Hanger Skewed Right 001st must be bevel cut) All joist nails installed on the outside angle (non -acute side). d d 194 Simpson Strong-Tje7l Wood Construction Connectors LUS/MUS/HUS/HHUS/HGUS These products are available with �or stainless Many of these products are approved for installation additional corrosion protection. ® steel fasteners, M with Strong -Drive® SD Connector screws. �. i A-tinn wm n. is- see D.21. See pp. 335-337 for more information. -0lmenslonsjirij, jastenersjin; ':'-'.-', =' ~OF/SP:Ai16waLleatiads-c;'::, :: SPFItiFA7lowahleCoads' ,': cDde :Heel'. ND� :Ga' :.:.:__.. . C�59 `Carried-,- ilpTift Floor Snow, Roof .1Vmd'. -0p7fft Floor 'Snow 'f1oDf 1Mnd Bet. _• . Height:: w, .. ' H_..:6 - Menifier:' '. �Ilember. .. ; ii6� : (100) SI15J; (125) � IBl)j . (160). 11D0) (115j (125) (1S0) Dauble Zx Sizes L{15242 2:'a::. ?B .3''k : 31/e. ' 2 . ` (4) D:iii2.ic 31h :%L}•0.162X31h.; 'i6": B00 , :'9D5 _PrO-:. ,1245; 355 • 'S9D : ':7$D: ;B45' . 7,D70 W52ti-2 :: • -•18.. 3?l' -0Th' '2'j :.(4)11162tc31'i (4)'D:162'x31h .y1;6o0.;030, T130.1265 ;' 910 '885 1;D05 1:1190, 1,370 ..4Si' HHUS26-2 4Y. 14 3%- 5% 3 (14) 0162 x 3Y: (6) 0.162 x 31h 1.320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 4% 12 3Yi6 5% 4 i (20)0.162x31k1 (8)0.162.x31h 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 :..... '.'•. 4�iis; .18: "3 i5, : 7•, 2 I' : (b'} 0.162x3'h'. .(4) 0:1B2X'31h ' `:i,!76C.'11315; •7�-09D:,lYtD �,�31I •910" 1,13A :1,28D '1,385. 1,74 .IBC, FL, :�S?;8:2a'-_ 0.162 xS'h• (B) 0.162XZW {aUQ 4:Z65 4 810 6155 5,9BD : 1,515 3,670 4,125. 4,435 5,145, 7f917528 61+s' 12: 346s. 7.:',;:4:1 :(36}D:162x31/z 3'fi 9;235: fiABD.7;4fi0J7A6Q•7;980:• 2780 5,415;`6,415 •6,415 6-015, W5210-2 6T/c' 18 3'h 9 2 (6)0.1o2x31h (00.1o2x31h 1,445 1,830 2:D75 2,245 2,830 1.245 1.575 1.785 1,930 2,435 HHUS210-2 63h 14 3%s 8Th 3 1 (30) 0.162 x 311 (10) 0.162 x 31h 3,550 51705 61435 6,485 6.485 3.335 4.905 5.340 5.050 5.19D HGUS210-2 83w 12 3%. 9% 4 (46) 0.162 x Yvi (1610.162x3'h 4,095 9,10D 19,100 9,100 9,1DD 3,520 7,46D 17.825 7,825 7,825 Triple 2x Saes HG11526-3 -.`< 4SYs :-12;ASis' S14.,.'4;. j20):0162x31h8}O.g62rt31h 2155 +1,34D:4;65D 5;17Q557]1855j3;73D .4,ti'D 4;445.4,795 03C,FL, HGU52B 3 :.-' W.-12 41% .,4''' I36} 0.162x3 z` -(12}D162X3'fi 9�235�jT4fi0 7460 �4fiD 3A6O, '2;780 :6;415 016 6,41S- 6,415 LA HHUS210-3 Bra 14 4% .7Ya B�h -3,r..(30)0?s2x31h DO)0.162x3'h 3,405 5,63 6,375 6,485. BAR-9 Z930I4,840 5,485 5,575 5,575 FL HGUS2I0-3r 8iis 12 413is 934 4 .(461A.162x.31i (16)W6ZL31iz �,095-.9,100 -9,100 9,100 9,100 3,520 7,825 7,825. 7,825. 825 HGUS21Z=3-`°''1A' . ::"1Z:413i's�D'/a'::4`:. . ($6}9.162R3 (2D)DAG6 -X31Jx `61i5:13;{t+G545' �;C!aTS.' ....,- 9;x1,9D0 - .7,730.:6:78.0 i:78n 7,7r30 16C,Fl, � HGU5214-3. 129e': .12 • 4e ]23/a A .j66}O.lfi2x317i'. (22)0:162x31h ?569'1D;1.25�10;1251Q25'30i 4;9D0 8,1'9D '89D :8196. •H1.9D Dtiadrupie Zx Sizes HG[3526='4:=' ra1r ' =12' :fi�i's :b7%ro:; 4: (c0)11.162x31/s 8}'0162z3'h.:',2t65 4,3d0�'4;93D 517dJ;; 3;575 1;855 .373D .41170 4:445: 4,795 IBC, FL HGUS28-4 : 71/4 12 I6%. 714c 4' (36)0.162x31h (140.162x3% 3.235 7,460 7,460 7,460 7,460I2,780 6.415 16.415 6,415 16415 LA HHUS210-4 83A 14 61/e 8Th 3 (30)0.162x31h 00)0.162x3li 3.405 5,630 6.375 6,4B5 6,485 2,93014,840 5,4B5 5,575 5,575 FL {1�U5 1i1 + ' 9i14 : ' a2+. ¢9 § • QYts = 4 j4s) 0:162 z 31h. (1b)D-162 x 31�Z 4;Q95' ,100 j 9 FDD. 3ai3E1 i1Lt0 3;520 � 7,625 ,i'8?5; •7,8 b' 7,825 "flGUS 12 4 _ _. :lU'rn ' 12. 155 a 10% ': .. 4' j (567 0162 z 3'7i f2-0) I1.162 x3Yz y c9a: f1 '}O45: 9,*045' � -0 -4,900 7760 :r iBO -7,7Q0 .i,730.LA IBC, R HGUS214 4: • 125k 12', 6§Sc 12✓�. .4 ;@6j 0.t62x 3?/z (22j �.162 x31h, , :695: 0125::1p.�2a 7.0,725 10125� 4,900 8,7] D 18,710 $710 B;r10 4x Saes ..1B '3?ic' :4 !i' '•'2,. (4) D.ib2il31h ,4)'0.162XSY - ( 1i1fiD: 1,D:3D•.;7,17.0'' a;265.?L895` 91D .:BBS:; 1,005 1;09A 9 ,M. IBC, FL NGU546 ::4%rs` `':12: 36/e= d'/�s _4 ::i20)0.]62x31/s':(8)O;l£2X31fi '�� 5 •4�40 �}BaO 53?A ,575 1'1855 3,78 4:195 `=:14 '.'361e` 53ie .3: j1"4J.0162x3k .(6)O.162x31/z;>la`, 2;830. 319D„3}415250' 1,735 2435745"2,935 3,655 1 WS48 4% 18 N. 6i'4 2 (5) 0.162x 3'h (4) 0.152x 31h 1,060 1,315 1,490 1.610 2.030 910 11,130 1,280 1,385 1,745 IBC, R. HUM 6% 14 3%5 7 2 (6)0.162x31h (6)0162x31h 1,320 1,5B0 1.790 1.930 2,415 1.13511,360 1,540 1,650 2,075 LA HHUS48 61h 14 35fa 7Ye 3 (22}0.162x31h j8)0162x3'h t;r60 4,265 4,81D 5,155 5,980 ,1,51513,670 4,135 4,43 55,145 HGUS4B 6% 12 3% 7Yw 4 (35) 0.162 x 31h I (14 0.162 x 31h 3,235 7,460 f 7.460 7,460 7,460 2780 6,415 6,415 6,415 � 6,415 f 411SO `: ' -6Y4-' -18.,_3?be; VW.J.;2':' (jO1'B2x:3 -400 62x33�; 1 a.=#L63D`.•2i 15 2'Z .2:B9f7 1,2;5:�l;5%5 ? i5' 183D: 2435. ' `HHU5410';: 836 14 r :94. 9 ; •3 : •(30) (L162X-Sy 00 01B2x.91�i; ��� 5435 a A5 •HGUS41D.-- 8TA-:� 12 351 . :915p_ 54= {46)U362x3'li (]6),0.162x;3'h l-?.LO -J3gR19 t 110::�113D::?J7A0�3,520 7,825;7,825' 745: 7,825; IBC, R, k HGUS412 107ii6 l2 35/e 1OK. 4 (55)0.152x31h (20)0.162x31h 5,695 9.045 9.045 9045 9.045 =,900 7,780 7,7a0 7.780 7.780 HGUS414 11 3i6 12 3We 127A. '4 1 (66) 0.162 x 3'A (22} 0.162 x 31h 5.695 10,125 10,125 10,125 10,125 4,900 8.190 B,190 8,190 8,190 Double 4x Saes HGU5737iIg..' B'hs•. c:12:;.7°/a $4is' 4''; (46).Q162X3J 6J•0.?fit%31Je:;9,4- 8iD95.'S;l)95`:9D95=5A95' 2950; 782D: 7,820;762A' .t82D: fiGI1S7S7f12; =10T1m •12;; :73/a+.lD3Ss 4 .j56):tL182x3yx j2D) 07fi2 x3Th 3 B _ _ 5 Z9a $295 9 29rs ;295 S;30D' 7,993 7,995. 7,935 -7,995, FL HGUS73ii"14 ` •Tl nie'; :' 12..:T'7a'.: 2i5e ' , `::(&6} D.162 x f� .(22) !)162 z 31fi: TAD 6 0(50I1(1D,T�OD I O SDO f0 5t10 -0 370 9,03U �J,U30 9;03D 9,D30. 1. Uplift loads hava been increased for earthquake or wind loading with no termer increase axowea, rtaouce wi =u uu rni 2. Vlfind (150) is a download rating, 3. Minhum had height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-R®HER at strongt(e.com. 4. Tniss chord crass -grain tension may limi allowable loads in aomrdence with ANSVrPI 1-2014. Simpson Strong -Tie° Connector Selectorm software includes the evaluation of cross -grain tenslon In Is hanger allowable loads For additional Information, contact Simpson Strong Tie. 5. Loads shown are based on a two-ply 2x 1prr)4ng member minunum for nailed hangers. VJIth 3x carrying members, use 0.162' x 2'h' rails in the header and 0.152' x 31h' in the joist, with no load reduction With single 2x carrying members, use 0.148' x 1'h' nails in the header and 0.14B' x 3' in the joist, and reduce the load to 0.64 of the table value, B. Fasteners: Nat dmensions in the table are fisted diameter by length. See pp, 21-22 for fastener information. ei 195 - F E Simpson Strong -Tie`" Wood Construction Connectors SIMPSON Face -Mount Truss Hanger The HTU face -mount truss hanger has nan patterns designed specifically for shallow heel heights, so that full allowable loads (with mviimum nailing) apply to I I heel heights as low as 3T/s'. Minimum and maximum nailin 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'k, max- to allow for greater construction tolerances (maximum gap for standard allowable loads is Ys' per ASTM D1761 and D7147), See technical, bulletin T-C-HANGERGAP at slrongtie.com for more Information. Material: 16 gauge N Finish; Galvanized oInstallation: m • Use all specified fasteners; see Genera( Notes C. • Can be installed filling round holes only, or frilling U round and triangle holes for maximum values of • See alternate installation for applications 7 using the HTU26 on'a Z cartyrrig meri-iber or lii'O28-urMTd21f) on a 2x6 carrying -member -------- for additional uplift capacity 1 Options: C, • HTU may be skewed up to 671e. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongde:com for installation with Strong-Ddvee SD fasteners. Codes: See p,12 for Code Reference Key Chart (tor v2- rraxrmum gap, use Alternate Allowable Loads.) i Many of these products are approved for installation with Strong -Drive" 912 SD Connector screws. See pp. 335-337 for more information. C?+�r�r-Inrri AlIrmeiml-1Io I naric 0/,e MaYimi im HAnnpr r7.gn) (H7V27 0 simtlaq - -.•"Min:, :Dimensions[n.)• ..SPF/HP ABowabte'Loads'.'r., � Daff _:• Model=_.:,; . HeeG.'• flerght W H .' yin9 . garr llfember ;lrtied : ,'. Member;'.. 11pLft (76a) -Ti-' ':Aooi- Floor Snow (7DQ)" (1�?) {1251.=j760) 3Niiitli. UpliftPIrBeef�onr mo) .ow DO-1 j115) .(125f Wind "(16Q1, Rot. .. . Single 2x Siizes T37112$•'";.:' :33=:. 5'fic; h 12D762x3'k:{91}'A948x7: =fixii `}331�Z8 (Minj: :'':3?I8-` ']� ,5'bs ��?���-j20�Dy62x3k� `-C!4)•Q14B'Y,']14� �T,2,54_ ;2i9?FIt�::3i200 `��3,205f.'��90�: 1,Qi5.. 1,852 j 2015. 2,Oi5. 2,Q15 :}TEk1E(Mex). •`'S?/z'.'1�%;.:5�/u 3Y2 '(20)-[i162'x3.'h;.`(2fl)0.149:X1yk' (i555_`:2!10x2f1`";9.58J-=40; 1,335•:..2590 Z855 308D13,450 IBC, HTU28 (Min.) 37A 1 % 1 715s 311 (26) 0,162'x 3 n (14) 0.148 x 11k 1,235 3,820 3,895 3,B95 3,895 1,060 2,B65 2,920 2,920 2,920 FL, LA HTU28 (Max.) 71/4 1 % 7% SM, f (25) 0.162 x 31/2 (26) 0.148 x 1'A 2,020 3,820 4.315 •4.655 5,435 1,735 3,285 3,710 4,005 1 4,675 Hai32I0�Mm� :910';"1%:'93is. 31k,13�fl.?62x3h" $14}0:148'z1Yz;:330 �1_. �;34;::6`.::<a0i 1145< '3;P2p 3.225 tTfi1210(Max) =:.9if .2L14''(32)B162z314' (B21.0.148:Y1'/z+..,31x;`:47t15:` j31[j 5i3fl`::59.95_2,850 4045 "dSuS �i950'"5155 Double 2x Sizes ai,2(#t6 `,371a.'.�35ic: FAr1:'3',�-'j::(2DvlBzo"3 •.{l�t}i1:148X3.. r. 15 7 ?}0.'.:a.�11-' 3• Llr) ;.3,91fl: 1,3©rr. 3,'B54' 2v9fl .I,255 .2485. iiTf126LfiMax� `: `5t� " 35is 57/as :31fz ' (20} 0162z5'fz ':'(20) A;W43 . ,+•2175 :: 2;84fk* 3,855 HTUZB-2 (Min.) 37A 3% 71is 31/z (26) 0.162 x 3:4 (14) 0,148 x 3 1,530 3,820 4,310 4.310 4,310 1,315 2 865 3,235 3,235 3,235 IBC, HTU28-2 (Mar) 71i Vs 7Yrs 31h (2a) 0.162x 31A (26) 0.148 x 3 3,485 3,820 4,315 4,655 5.825 2,995 3,285 3?f0 . ' 1„005 AG'LA --3?h- 3§4a_'93�j'3Yz�(32j11]62x3fi �`(14}0.1�isz•3: �.�,�55`�3d�s::�:Bl$:'�:-?IiB15` •�;635=..1;5i13-'3,53D` t67fl".�,670 3,61D ,tlij721L1-;3.(Min�. f{i129D .r3jt `:.34is .91is. 31�- (32j'Oi82z31fi, {3710�4B.x3' ; 4119:.?C?[i5:' 3iu r30- �451� 3,535 4,p45 -4, 5 .4:930 f,.605 1. The maximum hanger gap is measured between the joist (or truss) and and the carrying member. 2. Minimum heel heights required for U table loads are based on a minimum 212 pitch. 3. UpOft loads have been Increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern, 4. Wind (160) Is a download rating. S. For hanger gaps between N' and W, use the Aitemate Allowable Leads. 6. This chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong --Ties Connector Selector' software includes the evaluation of cross -grain tension in Its hanger allowable bads. For additional information, contact Simpson Strong Tie. 7. Leads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.146' x 1'h' nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift Is 100% of the table load. B. Fasteners'. Nall dimensions in the table are fisted diameter by length. See pp, 21 22 for fastener information. G 196 v HTU - Face -Mount Truss Hander (cont.) yam, Many of these products are approved for Installation with StmrQ-Drive' SD Connector screws. See pp. 335-137 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member F.astaners(na.: - _ --Dy9PApoivebleLoads;'`> - Mddel;.';:::Carrym9 .. Carry)ng:'• ., Carried, UpTdt_.;`.Floor" Snow'fiodf- _Wind No:_ '..:'Heigllt..Memher _. Member' Member (16Ep' a(100)'. (115j ={]25) .if160}' HTU26 (Min.) 3% (2) 2x4 (10) 0.162 x % I(14) 0.148 x l+h 925 1,470 1,580 1,79D i;S75 HTU26TMax) 5+h (2)2x4 (IU)0.162x3Yz 1(2D)D.146x1+h 1,240 1,470 1,660 1,790 2,Z20 2xAA62x3'/x 2 -0:18'F•.19Q,).2940' i�2©_ v530:.'3905 ';Hii)213(Max.),: _�rh•'.. (2)6. � .�( �• . .9_. Uplift . limit "Snow Roof WiM Aef. (16D} . (1D0} (t l5) (]25j ' {]60J : ' 795 1,265 1,430 1,540 1,615 1065 11265 1,430 1,540 910 IBC. .1,695; •'2;53D 2,855; S,DSD'::3380 . FL L 2375 • 2.530 2,855 3;D80 , '3,36D ' 1. See table above for dimensions and additional fodtnotes. 2. Maximum hanger gap for the altemative installation is W. S. Wind (160) is a download rating, by length See pp 21 72 for fastener Information. 4. Fasteners: Nail dimensions in the table are listed'diameter " After-nat've-Allowable.-Loads P/Pe •Ma>eMUm_H :. _ - _SF --. ,.. =-::: _.:.., r• ..0imensions.[m.);' .:.....Fasteners [mi}- :. DF/SP Alfowahle Cotids .E}Hitowahle'Loads No Heel Carrying : Carried U�Gft Floor ;_Snow Ziaof Wind . Uplift •Floor • Snow •Roof Wind HeI9h}.. _N & .:`Members, ;:'Member :(]6� (1U0) {]151 (1ZSj 176dJ .(16D) (100). (115) `025)' .(160) Single 2x Sizes 3yz 3+ie•', 75a 5h-.:.,..- 20 C1fi21c3h1 (11}D14fixlNz ( ); '.... - 1` : -.' - ,.6s5t•.'259395"2s95T,t3°r- `�. 3+�5- '1510" :1,510. 4.5i0 .':i0 - ifTlf26 ::.:_ _, .: MI` ;' :;•.3�'r y .5YIs.'3+h` . (20)'-0.Y62i(3✓i:`,14A.148X1'/z:i'1;375"_2,J1,;'31ODr310f#= ::. -_ ..... ; .. 311D0: 1,OYD: 1,955' 1,955, 7,955 1955 + 00.148E11Fr'1.2a.i910:'3320,;ys:�ib30.; j2A)O.lfi2k3h '.(2 j...._ 1;045 1;850 2,090 2,285 2,285 IBC, HTU26:(Maicj:, 5Sk ITia 5?!e ._315 s/e 3+h (26I DA x 3+h I (14) 0.148 x 1+h 1,f10 3,770 3,770 3,770 13,770 955 2,625 2 825 2,625 2,825 LA HTU2B (Min.) 37/e 1 715s lYs 31h (26) 0.162 x 31/2 (26)0.14Bx1,h 1,920�3,620 4,315 4,G55 5,015 1,695 2865 3._35 s.490 3,7fi5 HTU28(Max) 7Y< 1sh (32)01B2x9Yz.{14jU,14Sx1?Ii; 250-:3;6D0' 3,fi00'. ,--60b i6Q0;;.1;075- 27UA' 27DD, 2700 2,700. 3,765 5;255�4a-05; 50�i0 aU20 �r020 2,800' 3,030 3,765 •3;Z65 HN210(Marj. BYa,.. i§4' 9Yrs 3h ;(32)D162x3?fz-(32)'D1dBxPh Double 2x Sines HTU26_2`(h7in1'..3�•:;'3�: y5T!ie'•.3+%r•�'(20}1).162X3+h �14)0. HTU262:(hriaic): HTU28-2 (Min.) `.5+h`:.9gc 37A 364s $its; 7Xs 3+k.- j20jU:162 c3yrz j20} . 3+h (26) 0.162 x 311- (14) D HTU26 2 (h9ax) 7Ya 354s 715s 3'k (26) 0.162 x 3+h (26) 0 -:' 11f 2rjfJliri)=. `3'h„ 9Ks.,314'::(32)A762x 3-A - T1414 ,?T}13�A:i�,�fiX;). _��•�, 3$4e.;:935e.:•"-�.:.T?2)-ta.762-X3+h. �.(32)b '14Bx3.-1;515;'�2;94U';:��u'1-'3;5Dif:�3;5D0}'1305 ,LDS'. �,2D5,:2.2(15 2,205, QB X 3 91D f 21390' 320 3i5DA 3DD !P6 22D5 : 2 205 2 205 ` 2 2D5' 148 r.3 1,49D y 3,82D 3,96D 3,980 13,980 1,280 2,865 2 985 2,9H5 2,985 IBC, 148 X 3 3,035 3,620 4.315 4.655 5.520 2,61a 2,865 3,235 4,140 LA 19©13 ts0 1319D-j 148x 755; -!tom'? :d:255'?L?235' 1•6 :3,790 3: 149x:3'3855�`�17a5�r'=:'1D'���'+0"}'ft,470t:13,315�3,530�.13,98�',I430D�:4,S53 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for furs table bads are based on a minimum 2:12 pitch. S. Upri t loads have been Increased for earthquake or wind loading with no further increase allowed- Reduce where other loads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between W and W, use the Altsmate Allowable Loads. & Truss chord cross -gran tension may find allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong Tien Connector Selectors software includes the evaluation of cross g ain tension in its hanger allowable loads For. additional information,members, use 0.148° x 1 W nailsSimpson n in the header and 7. gads shown are based on a minimum two-ply 2x canYin9 member. For single 2x carrying reduce the allowable download to 0.70 of the table value. The allowable epPu s 1 DD io t the tableener load. rmation. B. Fasteners Nail dimensions In the table are listed diameter by length 197 19©13 ts0 1319D-j 148x 755; -!tom'? :d:255'?L?235' 1•6 :3,790 3: 149x:3'3855�`�17a5�r'=:'1D'���'+0"}'ft,470t:13,315�3,530�.13,98�',I430D�:4,S53 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for furs table bads are based on a minimum 2:12 pitch. S. Upri t loads have been Increased for earthquake or wind loading with no further increase allowed- Reduce where other loads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between W and W, use the Altsmate Allowable Loads. & Truss chord cross -gran tension may find allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong Tien Connector Selectors software includes the evaluation of cross g ain tension in its hanger allowable loads For. additional information,members, use 0.148° x 1 W nailsSimpson n in the header and 7. gads shown are based on a minimum two-ply 2x canYin9 member. For single 2x carrying reduce the allowable download to 0.70 of the table value. The allowable epPu s 1 DD io t the tableener load. rmation. B. Fasteners Nail dimensions In the table are listed diameter by length 197 Simpson Strong -Tie' Wood Construction Connectors Medium -Duty Face -Mount Hangers HU/HUC hangers may beinstalled 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 2Yis" or greater, at 100% if the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/,e at 100% of the table load. Specify as an W - version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with V4' x 13/a TWO 2 screws (Model TN2-25134H) for concrete and -, r, 2-Y Then 2 screws Wdel TTN2-21K—>4Hj for GFCMU, Follow all installation instructions and use the loads from the spawn Umber or EWF motions. _ _... . Material: l-4 gaage-- _ Finish: Galvantzed, ZMAX" and stainless steel available installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titan 2 screws. Trten screws for GFCMU 0/4" x 2Y4' — Model TTN2-25234H) and for concrete ('%a x 1'/4' — Model TTN2-25134H) are not provided with the hangers. • Drill the -W-diameter hole to the specified embedment depth plus 1/z . • ARemaWely, drill the 3/ic'-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the, base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity_ • Tden Installation Tool Krls are available. They include a 3/is' drill bit and hex -head driver bit (Model TTNT01-FiC); a Yie' x 4'A' dnll bit is also available (Model MDB18412). • A minimum edge distance of 1 T and minimum end distance of 37h" is required as spawn in Figure 1 for Lull upi'tff load. • Whare no upllft load is required, a minimum end distances of 1 ,j' is pemritted. Codes: See p.12 for Code Reference Key Chart SIMPSON V- - - Figure 1 — HUG410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 237 Simpson Strong -Tie" Wood Construction Connectors SIMPSON ilflIlg-i'3 Medium -Duty Face -Mount Hangers (cont.) D These products we ava0able with additional corrosion protecIbn. For more information, see p.15. a F dllladal.`r;. .. - .. . -..:. _ - Standard. - - '.-Concealed::.:.-: Fasteners, i(In). 6FCMU Concrete :- Frten°2.Joist,..(1D01125).e =Aliowahfelnads: FI ade. •F. fief. r 9FCMU Op6ft Down : l;oncrete_: Uplrft Down HU26 HU26X (4)1/4 x'Z3/4 (4) Y4 x 1'k (2) 0.148 x 1'k 335 1,000 335 1,545 (4)D746i,a(`';:15 - - HU24-2 HUC24-2 (4) Yd x 23/a (4) Y4 x 11/4 (2) 0.148 x 3 380 1,000 3110 1,545 HU26:2jFJiinO - HUC22,•.. .,:' :..:(8):Yiz2'/4° (6)hxi'. '(4)8.148x3_. ,`=7QD'-t .`:``'2,OA0•_T: 76D " - 6- 3aCx 14HU26=2(Md 7,11a 35 3;95D HU26-3 (Min j HUC26-3 (Min,) (8) Y4 z 2Y4 (8)1/4 x 1 Y'4 (4) 0.148 x 3 760 1 2,000 760 _ 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12) Y4 z 2Y/4 (12)1/4 x 1144 (6) 0.148 x 3 1,135 3.000 1,135 3,951) :. HLI28 2 M(n.: _ (.:...2 .... _HUC28-2lMin).:.: -. _ . `(70)11 x 1Y, . (4).0148.x 3 2,50R;:' .(6)0.148x3:',_ A,735:=:? '3,5DliT;`=':..1I3rr ;a 92f} HU210 " ' HU210X (a) Y4 x 23< -- (8) % x 1 Ya- - ' (4) 0.148 x 1 Yz 545 I 2,000 760 -,-.2,415 HU2]0- 61in.';�,':HUC210-2i{Minj `Y(14j'Ix`'23/a':'-'(14j?�d'mi1?'a .'�..,j6)'0.14Bvi3�`:s.:•'.`f:T35i':�:��':3i50u`:.•-.,,�._4_�35_�_-:�;��4:820.':': .. tIt1290 2 (Maxa, ' -_ HUC210-2 (Mar ), :.; ,=' (18)7/4X•Za%4_ (1B) ✓4K� �4,' •s AID) D,I46 x 1-11.1210-3 (Min.) HUC210-3 (Min.) 04) Y4 x 2'/4 04) Ya x 1 x/d (6) 0.14B x 3 1,135 I 3,500 1.135 4,920 HU210-3(MM) HUC210-3(Max4 08)Y4XZ3/4 (1B)Yax11'4 00)0148x3 1,1300 I 4,500 1 1,800 5,085 HU2j2:i:•: '.HU2i2X' "'`-.. '..{1t��/:X234;'.:':.10)�LaX1'/d•., -.'(6J0.148XA�lz":„:.1 "Ts :.0D:'-:::?T135' HU212-2 (Min.) HUC212-2 (Min.) (16) Y<Ix 23/4 (16)'14 x 1 V4 (6) 0.148 x 3 1,135 4.000 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22) 1/4 X 23/4 (22) Y4 X 135 (16) 0.148 x 3 1,350 I 5.085 1,350 5,085 H1J212--�(Dtin.): m .HUC21�3':(Nfnij"-:•: '.(l4� /az2ia ?(16j?Jax1 a::.. c-'i6)<D3dBk;3: -7135: ':'>=1OUIIE492(Y,: HU212 3 (Maxi HUCZ1243 (Maori) _ _''; {22) Jax 2?/ .: ; {22)'kX7Ya {19) D34B x3_` , 1800 a D85' 7 800 5,085 - HU214 HU214X (12)'/:,x 23/4 (12)1/a x 13/4 (6) 0.148 x 1 Yz 1,135 2,565 1,135 2,665 %iU274-2'(Mitt),: H17C2742(Min.).'. xi'!':. (B)0.796z3".' y5]5 = :45bFij 1,315: {,'.` 5D85'•.-_ ::_HU2142fNaXj::-'H(7C2142{Max':..:(24);Yax28a (4-1/47(149 ' I1Z)D:148X.3 .' 2D15 5DB5 2A75.'::_ �D85:•; HU214-3 (Min j HUC214-3 (Min.) (1 B) Y4 x 23/4 (18)'/4 X 1 % I (8) 0.14B x 3 1,515 4,50D 1,515 5,O85 HU214-3 (Max.) HUC214-3 (Ma).) (24) Y4 x 2Ya (24) Y4 x 11'a (12) 0.14E x 3 2,015 5,DB5 2,015 5,085 :H - _ 1 '14 . '- _ t1/4Xj.I'-_ :{8)01481chfz-. • `. L��15' ay29 0a:' r',_ 1515-` ;'. �1920:: HU216-2 (Min.) HUC216-2 (Min.) (20) Yn x 23.4 (20) Y4 x 13/4 R 0.14E x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC215-2 (Ma)L) (26)114 x 234 (26) Y4 x 13/4 (12) 0.148 x 3 2,015 5,085 Z015 5,085 }lliz?I6.`{Min}: ,'HUC2163{htirij': ;(2D)'J4x21' z1Y'i-(9j0:482'3' - .. - :'.HU216�'(Mamij.:: HUG2J63.{Ntax):: :-,{z8)'14x2 : ;`_(2.&I1x1.'l.-: ' - -- - - - HU7 (Min,) (N0t avaBablB) (12) Y4 x 2/4 (12) Y4 X 1 y4 (4) 0.14E x 1'A 545 ZOO760 2 980 HU7 (Max) (Nat available) (16) Ye x 23/4 (16)114 X 1 Y4 (8) 0148 x 1112 1,085 3.485 1,085 3,485 11(i9. tJliirj.:'r =.(NcitevaDahle):=;: ' (16)Y4x;2 a.. (FB)'Ya 13a ,:.•`16)'d 14Bx 1 Jz : _ ;F35y: _- 3 23Q. ;;,r1135 : __ :. ;3P = ; 'HU9' MBX ' "%-.' ' botava8ahle - ' - _' '(24)?7ax23/4 ' rc ` 1.:(2�k} Ya x13a•, ` ,(1`0) 8,148i44]5 J ` -335 `..,.3,735 HU11 (Mina (Not available) (22) Y4 x 23/4 {22)1/4 x 13/4 (6) 0.148 x 1'44 1,135 3,23D 1,135 3,230 HU11 (Max) (NDt available) (30)1/4 x 23/4 (30)1/1X 1141 (10) 0148 x 1 A 1,445 3,735 1,445 3,735 HU14• Min. 21a x 1'J . • :=.'_151r_: 3j485 °;1::: ; i;515.: _m` --3:AB£'Yi: HU14: Maxi : = otavallahle '. (36j YiX.2'%4:(14)'(L B x1'/e''. z 0 v w F Cm z a N 0 c 238 STAGGER JOINTS - TYP — .17 — w ED HEEL ROOF TRUSSES PLAN RIBBON BOARD- SEE SCHEDULE FOR SPACING t FASTENING TO TRUSSES UPLIFT/SHEAR ANCHOR--rV_ v ��MASONRY WALL - EACH TRUSS - SEE B/SKI� SEE FILM PLAN NOTE, ADD'L FRAMING NOT 6HOUN FOR CLARITY RAISED HEEL TRUSS BEARING/ A 1 eca.Exre SKl D NMSNCCO t� �a ROOF SHEATHING- SEE' PLAN RAISED HEEL ROOF TFOJ5959 -6EE PLAN SOFFIT/FA5CIA- SEE ARCH. RIBBON BOARDI SEE SCHEDUL9 U O d FOR SPACING i V FASTENING TO w ,, TRU55E:� �� WALL SHEATHING-6EE PLAN MIN. 15/37' CDX PLYWOOD OR I U 9/16GU ' 05B WITH ad N NAILS GYP. CEILING- (0J31' X 7 1/21) s 6' O.C. TO UPLIFT/614VAR SEE FLAN / RIBBON BOARDS ANCHOR EACH SCHEDULE DO NOT FASTEN RIBBON 6RD0ATRUSS- SEE PLAN^ �N INTO END GRAIN OF ROoF'. TRUSS ? MASONRY WALL -a -^^— SEE PLAN BOTTOM (14ORD � RA18ED'HEEL TRU55 BEARING_( 6�-1 8CAM Me SKI RIBDON 5CHEDULE DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT VUII.165 MPH (I)1Id GUN (0.131' X 3') (Vaed•118 MPH) IX4 6PF7 I4' TO EACH TRUSS, (4) EXP. B, NAILS AT JOINTS ENCLOSED VUII=I80 MPH (i) 12d CJN (0.131' X 3) f Vaed-139 MPH) IX4 BPF7 16, TO EACH TRUSS, (4) EXP. C, NAILS AT JOINTS ENCLOSED � I Piggyback Detail - ASCE 7-101 180 rich, 30' Mean Hgt, PartlaUy Enclosed, Exp, C, Kzt=1,00 180 mph Wind, 30.00 ft Mean Hot, ASCE 7-10, Part. Enclosed Bldg. located anywhere In roof, Exp C,' Wind DL- 5.0 psf (min), Kzt=lA. Or 160 mph wind, 30.00 ft Mean Not, ASCE 7-10, Part. Enclosed Bldg, located anywhere In roof, Exp D, wind DL- 5.0 psP (min), Kzt=L0, Motel Top chords of trusses supporting piggyback cap trusses must' be adequately braced by sheathing or purllns. The building Engineer of Record shall provide diagonal bracing or any other suitable anchardge to perrianerlt}y restrain purllns, and lateral bracing for out of plane loads over gable ends. Maximum truss spacing Is 24' a,c. detail Is not applicable If cap suppo is additional loads such as cupola, steeple, chimney or drag strut loads. r■ Refer to Enatneer's sealed truss design drQwtng for p1mayback and base truss specifications, Piggyback cap truss slant nalled to all top chord purtln ++ Flat top chord purllns required at both ends and at a maximum bracing with (2) 16d box Aalls W.135'x3.5') and #cure top OF 24' Intervals unless otherwise noted on base truss design chord with 2x4 03 grade scab a side only at each end) drawing, Attach purlln bracing to the flat top chord using a attached with 2 rows of 10d box nails (0,128'x3;) at 4' o.c. minimum of (2) 16d box naps (0.135'0.51. 12 I Up to 12 6' 3' 3' C Flat Top' Chord <- 36' ONA I ) ChordT . /11 /7/�/ VN Top Chord Scab (Typical Each End) I` w In addition, provl ie connection with one of the following methods, Trulox 28PB Wave Plaayback Plate Use 3X8 Trulox plates for 2x4: chord member, and Trulox places for 2x6 and larger chord one 28PB wave pl oyback plate to each face of ee 88 o.c Att hh teeth to I back at tl oP to truss w�h members. Attach to each face ,e 8' o.c. with (4) --0.120'x1.375'--nalls-Into cap bottom chord and (4)- be-- fabrlca�lon.€tech supPclrlg _(4) 0.120'x1.375' naps per Pace per ply. -pleBeS May be staogered-4--o.c, front In base truss top chord. Trulox plates may staggered 4' ac front to "back feces. totyba APA'Rated Gusset i I 8'x8'x7/16' (min) APA rated sheer, qg gussets 2x4 Vertical Scabs 2x4 SPF N2, full chord depth scabs (each face). (6) 10d box (0.1281x3') tteppcI, ace), Attach a 8' o.c. eltF, W 6CI c� Inon <0.113'x ) nallS per gu set, C4) n cap o m top dhord. Gussets Attach e.8' o.c, with naps per scab, (3) In cap bottom chord and (3) In Scabs be chord and (4) In base ru, may be staggered 4' o.c front t back faces. totruss top chord. may staggered 4' o.c. front to back focus. AN QW(WRkNY 13380 Lak.tranl Ddv. Earth ally, M083046 ..WARxelao READ•Axs RLLav ALL MTES LM TM HRAWMfi ..DrMTART.. FLMSH TWS MAWW To ALL CBYTRACl ��.S,sDtnKHI�, M TIE MSYT�A IM follow the ¢Wc .atlon oP`B�CSI �uldi,p o„p.n.n4 Safely PTnPaMatlm, by P[ and SBCA) Posr to r safety pprrattle. prl.r to perfarnl+g th... fudatlons. InstaUars shall provide tanp¢raryy "b,•ad�,n per gesT. Unl.as naiad ath.rsln, tap chord ahaU have properly ¢tted ed ntructvral ahe.thv,e and Cotton chard Shall have a properly attadwd rlpld "t?p, Lacatlons sham Parlpernanant lateral restraint of webs of i have trail Yass Per HCSI sand an the J or HIH, a. Lnplewstino d aIyy prate. to each Iaa aP iruav obr d.Q1Position as shown 13Cava and an SF■ .bier Details, f:n4as noted otFwrate Refer to dra.q,as 16OA-2 for standard plate P-MI—a Alpha, a division of ITV Hu6dlnap Conpanwr.ts Groupp fro ahaU not be nsponsitte for ony d.vlatlon free this drawing any Fo1w. to bLdld•the truss h c¢ -na— with A�ISI/TP[ I, or for handJne. ohipdna. hatall.tbn br.cbp of truss.a. . A seal on this dra.he or cover papp.� th," this dra"o b.dcutes .cc.ptance OF p _ Sessional q ty wately far Ve.. shown. The AtabSltY and ua. of this drn.ha Pa• any cinrctvvrn IM rvlP•ns>bIUtY oP iFw . DA&V lk.AW ' Per ANSI/M I S--& Far nor•. In a-.A1.n sae tMs ,pb's awn.ral notes pP 1. and th.s. web sites. ALPM www.alphelts.canl 1PIi .w.. hat.orel SHCA. nr�Wca.dustryor'8i ICa .wwJccsaf.arg . REF PIGGYBACK DATE 10/01/14 DRWG PBL80101014 SPACING • j]l l This docurhent has b—,n ele rronk:aliy signed e5';ttjja U.gumr Signature. printed copiey %reithout an Original t snafu€o must tre,}ertfind using 'the o iginatetectrorec ! v � rSfap. E ;' , .,. C�pettRtiBikw� 20GZo 0 278 10/27/ ALPINE AN ITW COMPANY Alpine, an ITW Company 6750 Forum Drive, Suite305 Orlando, FL 32821 Phone. (800)755-6001 'www.aipineitw.com c$"h IWOUlilf rR,( '�i.; . p ,.z-�+4�A yi'{.p�rY- G• yh§ .:, ,<y #.: �x Y" _y �- P Customer. Carpenter Contractors of America Job Number: N334502' Job Description: 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.DIF Address: J014 I(1 8Tltl .tiCltei?4 ��} �.. _'" ,,. i*-.,»' �'. •c a: v;�r .;'^ 2 ,.-.. Design Code: FBC 2017 RES IntelliVIEW Version: 18.02.0.1A JRef #: 1 WZV89750053. Wind Standard ASCE 7-10 Wind Speed (mph): 160 Design Loading (pso: 37.00 Building Type. Closed This package contains general notes pages, 21 truss drawing(s) and 2 detal(s). s 1 301.20.1258.30982 All 3 301.20.1258,31013 A2 5 301.20.1258.31246 A4 7 301.20.1258.31059 A6. 9 301.20A258.31372 A8 11 301.20.1258.31402 A10G 13 3011.20.1258,31527 B2GE 15 301.20.1258.31636 C2GE 17 301.20.1258.31248 EJ2 19 301.20.125831012 CJ3. 21 301.20.1258.31449 HJ7 23 GBLLEiIN011.8 M�x #�t{ pp. 2 301.20,1258.31480 A1A 4 301,20.1258.31300 A3 6 301.20.1258,31060 A5GE. '8 301.20,1258.31308 A7 1`0 301.20.1258.30952 A9 12 301.20.1,258.31543 B'1 14 301.20.1258,30951 C1 16 301,20.1258.31184 EJ7' 18 301.20.1258.30997 CJ5 20 301.20A258.31137 CA 22 A1,6015ENC101014 Florida Certificate of Product Approval #171-1999 s-, Printed 10127/2020 1:13:59 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; IS=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www.icc-es.org. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. U# = user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl value. Udefl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location 'of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. [CC: 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 SEON: 101714 / COMN Ply: 1 Job Number: N334502 Cust: R8975 JRef:1WZV89750053 T10 FROM: RWM City: 16 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.DIF DrwNo: 301.20.1258.30982 Truss Label: Al KID / YK 10/27/2020 6'1'7 12'11"15 19'10" 26'8"1 33'6"9 39'8' 6'10•8 s•1o•1 s•10"s s•1.7 � 0 1 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 it NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 It GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. =5x5 E 39'8' 9'10- 19'10- Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 9'10- 29'8- Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.222 K 999 240 VERT(CL): 0.385 K 999. 240 HORZ(LL): 0.081 J - - HORZ(TL): 0.140 J Creep Factor: 2.0 Max TC CSI: 0.616 Max BC CSI: 0.982 Max Web CSI: 0.527 VIEW Ver: 18.02.01A.0205.19 OATS.. fjo 0 v o. 708 1 � e 0 .i ,A 0 COA l ss �NA�. 10/27/2020 10• 1' 39'8' r ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1709 !- /- /961 /308 /445 H 1710 /- P /961 /308 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 2.0 H Brg Width = 8.0 Min Req = 2.0 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1488 - 3151 E - F 1102 - 2027 C - D 1387 -2871 F - G 1387 -2872 D - E 1102 - 2027 G - H 1488 - 3153 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2756 -1187 K - J 2276 - 889 L - K 2276 - 863 J- H 2757 -1187 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 539 - 206 K - F 485 - 745 D - K 485 - 744 F - J 540 - 206 E - K 1361 - 646 "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 poor 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 applicab e. Apply plates to each face, of truss and position as shown above and on the JoinCDelails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the a. ��,.. truss in conformance with ANSI/1 PI 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 engineering responsibilityv solely4or the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building Designer per ANSI[T 1 1 Sec.2. For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinsl.orq; SBCA: www.sbcindustry.com; ICC: www.iccsafe.orq Orlando FL, 32821 SEQN: 101705/ COMN Ply: 1 Job Number: N334502 Cust: R8975 JRef:1WZV89750053 T25 % FROM: RWM Qty: 1 ,7A51320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.20.1258.31480 Truss Label: A1A KID / WHK 10/27/2020 T 1 � Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T11'2 13' 1T1"12 19Y0' 23'8' 31'8'14i 39'8' r T11.2 + 5'o'14 + 4.1'123'10' =5X5 F 39'8' r a•rs a'e•11 z•r1p 4 s'e• a'o•11 , 12'104 I, 14'11�'�'1 '1a1 F3re•11 1T Wind Criteria Wind Std: ASCE 7-10 Speed:160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1 2x4 SP #1; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W6,W8,W9,W 11 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. NOTE: Bottom chord filler indicated by hatched areas may be removed as required. T11'5 1' 39'8' r Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.304 P 999 240 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.568 P 831, 240 B 1556 /- /- /961 /308 /445 Snow Duration: NA HORZ(LL): 0.131 K - - 1 1556 /- /- /961 /308 /- HORZ(TL): 0.244 K Wind reactions based on MWFRS Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.2 FBC 2017 RES Max TC CSI: 0.790 1 Brg Width = 8.0 Min Req = 2.2 TPI Std: 2014 Max BC CSI: 0.979 Bearings B & I are a rigid surface. Rep Fac: Yes Max Web CSI: 0.988 Bearings B & I require a seat plate. FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. WAVE, HS VIEW Ver: 18.02.01A.0205.19 B - C 1431 - 2748 F - G 1352 - 2066 C - D 1829 - 3524 G - H 1201 - 2104 D - E 1428 - 2553 H - I 1445 - 2776 E - F 1514 - 2530 H. ti°�' A}gy��aaea AAa a w � V.-4e v COA'Iffiag A ON Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - S 2376 -1108 L - K 2402 -1133 Q - M 3085 -1311 K -1 2405 -1134 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - S 512 - 993 M - F 1687 - 881 C - Q 771 - 228 M - L 1746 - 618 S - Q 2594 -1210 F - L 520 - 425 Q - D 1079 - 502 L - H 458 - 686 D - M 646 -1221 10/27/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS sses require extreme care in fabricating, handlin shipping, installing,and bracing. Refer to and follow the latest Edition of BCSI (Building nponent Safety Information, bV TPI and SBCA) for safPety practices rior to performing these functions. Installers shall provide temporary ;ing per BCSI. Unless noted otherwise, top chord shall have properyy attached structural sheathing and bottom chord shall have a properly .he ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracincqt installed per BCSI sections B3, B7 or B10, 3pplicab�e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. ffefer to wings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ne, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing; any failure to build the s in conformance with ANSI/TPI PI 1, or for handling, shipping,. installation. and bracingq of trusses. A seal on this drawing or cover pagqe 1g this drawing indicates acceptance of professional engpN�eering responsibilittyy solely -for the design shown. The suitability and use of this wing for any structure is the responsibility of the Building�7esigner per ANSI/TP1 1 Sec.2. i more information see these web sites: Amine: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ]CC: www.iccsafe.org ALPINE 6750 Forum Drive Suite 305 Orlando FL, 32821 1SEQN: 101706 HIPS I Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WZV89750053T9 / FROM: HMT Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.20.1258.31013 Truss Label: A2 KD / WHK 10/27/2020 6'1°7 12'6°15 i 19' 20'$" 27'1°1 39 33'6°9 '8° r 6'1°7 7 6'5"86'1"7 � 10 10' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 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 D Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. :5X5= 5X5 E F 39'8° 9110" 19110" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.172 L 999 240 Lu: NA Cs: NA VERT(CL): 0.321 L 999 240 Snow Duration: NA HORZ(LL): 0.066 K - - HORZ(TL): 0.123 K Building Code: Creep Factor: 2.0 FBC 2017 RES Max TC CSI: 0.480 TPI Std: 2014 Max BC CSI: 0.856 Rep Fac: Yes Max Web CSI: 0.669 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 18.02.01A.0205.19 WAVE tea..- H* > $ ap�asap•as % r�rri a j o. 7,08 1 a s ,�4 1 COA/�z§ 0tyj4�.�1 10/27/2020 10, 1 39'8° ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1556 /- /- l964 /309 1428 1 1556 /- /- /964 1309 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 1 Brg Width = 8.0 Min Reg = 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 1511 - 2800 F - G 1123 -1779 C - D 1415 - 2521 G - H 1415 - 2521 D - E 1123 -1779 H - 1 1511 - 2800 E - F 1093 -1559 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2444 -1206 L - K 2030 - 941 M - L 2030 -911 K -1 2444 -1216 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 508 -192 L - F 548 - 381 D - L 482 - 683 L - G 482 - 683 E - L 548 - 381 G - K 508 -192 **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 Pnor 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 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 Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AHRwcoM,*s. truss in conformance with ANSI/TPI PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawingp indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this Suite 305 drawing for any sfr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.t inp st.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 SEON: 101707 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WZV89750053 T2 / FROM: RWM Oty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CAL1/4EBB ELEV.D/F DrwNo: 301.20.1258.31309 Truss Label: A3 KID / WHK 10/27/2020 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 " 6'1"7 12'11"15 1910" 24'4" 33'6"9 39'8" s'1 i + 6'1o^s + s'1o"1F s'1^7 =5X5 E 1114X4 20'8° 1 6.8"1 13'4" -i Wind Criteria Wind Std: ASCE 7-10 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 MW FRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCp!: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; B3,B4 2x4 SP #2 N; Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"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 MW FRS with additional C&C member design. THIS TRUSS MUST BE INSTALLED AS SHOWN AND NOT END FOR END. 9'10" 4'6" + 5'4" F 10' 19'10" 2,.'29'8' Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.042 M 999: 240 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.082 M 999' 240 B 871 /- /_ /627 /188 /445 Snow Duration: NA HORZ(LL): 0.013 J - - N* 323 P /- /150 167 /- HORZ(TL): 0.024 C H 508 P /- /445 /164 P Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS FBC 2017 RES Max TC CSI: 0.968 B Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.797 N Brg Width = 68.0 Min Req = - R Rep Fac: Yes Rep Max Web CSI: 0.550 H Brg Width = 8.0 Min Req = 1.5 Bearings B, N, & H are a rigid surface. 2001100 FT/() () Bearings B & H require a seat plate. Plate Type(s): Members not listed have forces less than 375# WAVE VIEW Ver: 18.02.01A.0205.19 Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 636 -1330 G - H 255 - 579 C - D 532 -1037 e 0 a z m a `°t A� d° COA ONAA. %dr4W1 1 f 0/27/2020 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B - M 1138 - 554 K - J 847 - 668 M - L 743 - 371 J - H 484 -153 L - K 861 - 695 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 558 - 225 K - F 861 -1602 D - L 612 - 723 F - J 573 - 306 L - F 785 - 304 J - G 408 - 484 **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, bV TPI an SBCA) for saTety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracinfq installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing; any failure to build the AN„ C a,,,, truss in conformance with ANSV PI 1, orfor 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 engineering responsibility solely -for the design shown. The suitability and use of tnis Suite For drawing for any structure is the responsibility of the Building Designer per ANSI/TF 11 Sec.2. For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.orn Orlando FL, 32821 SEQN: 101708 / HIPS Ply: 1 Job Number: N334502 Cust: R8975 JRef: 1WZV89750053 T8 I FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.20.1258.31246 Truss Label: A4 KD / WHK 10/27/2020 ro 0 ro Tl0"l4 + 17' + 228" Tl0"l4 9'1"2 5'8" :5X5 �5X5 D E 39'8" 3172 39'8" 9'1"2 T 7'10"14 �1' 10' 9110" 9'10" 10' 1' 10' 19,10" 29'8" 39'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA D Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h to 2h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udell U# Pf: NA Ce: NA VERT(LL): 0.149 J 999 ' 240 Lu: NA Cs: NA VERT(CL): 0.279 J 999 240 Snow Duration: NA HORZ(LL): 0.060 1 - - HORZ(TL): 0.112 1 Building Code: Creep Factor: 2.0 FBC 2017 RES Max TC CSI: 0.760 TPI Std: 2014 Max BC CSI: 0.863 Rep Fac: Yes Max Web CSI: 0.629 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 18.02.01A.0205.19 *�,n _ 0 �• •rryrr�ri o i o. 708 1 i � s s pq 0yy e i p r �ip-� o����aso •os i� COA � R7QCVVC1. ON Al.�ly` 41H= sta+a0`�4a 10/27/2020 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1552 /- /- /965 /318 /387 G 1552 P P /965 /318 !- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 G Brg Width = 8.0 Min Req = 1.8 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1532 - 2755 E - F 1559 - 2561 C - D 1559 - 2561 F - G 1532 - 2755 D - E 1205 -1728 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - K 2393 -1221 J -1 1695 - 768 K - J 1695 - 738 I - G 2393 -1250 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - K 404 -448 J - E 389 -234 K - D 770 - 462 E - I 770 - 462 D - J 388 - 234 I - F 403 - 448 "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 o herwise, top chord shall have proper y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buldinq Components Group Inc. shall not be responsible for any deviation from this drawing', any failure to build the truss in conformance with ANSI/l PI 1, or for handling, shipping,. installa ion and bracin4 of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional enqineering responsibility solelylor the design shown. The suitability and use of this Suite For drawing for any structure is the responsibility of the Building_Designerper ANSI/TPI 1 Sec.2.305 For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.or Orlando FL, 32821 SEON: 101607 / COMN Ply: 1 Job Number: N334502 CusC R8975 JRef:1WZV89750053 T11 FROM: RDP City: 1 ,7A5/320 ,182ED,F ,RH01 / 1828/CALIMEBB ELEV.D/F DrwNo: 301.20.1258.31060 Truss Label: A5GE KID / WHK 10/27/2020 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 " Z, ' 1zn4 •1s n•4 !' 3 '6'9 39'6' 1P'B =SKB J L M C4%B g4%4N N 12 r F w O L 6 p G E laI w R O ,5X5 650%5 AJ A(e) (a) AX R s n o R AP AZ eB B Al AW T A U B'B 03X6(A1) el AH �8%6 AG AF AE AG A6X6 /4%4 4%47 -8%B W V =_3%6(Al) =4%4 10' 3'6' 3' ]' 29'6' 379' 39'B• 1 21'11'12 i3'10.8 -1 135.12� Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h to 2h C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; B1 2x4 SP #1; Webs: 2x4 SP #3; W7,W14,W15,W16 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. Special Loads ---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) TC: From 56 plf at -1.00 to 56 plf at 10.67 TC: From 96 plf at 10.67 to 96 plf at 32.67 TC: From 56 plf at 32.67 to 56 plf at 40.67 BC: From 20 plf at 0.00 to 20 pIf at 39.67 BC: 128 Ito Conc. Load at 23.21,23.79 PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98) Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 2017 RES TPI Std: 2014 Rep Fac: No FTIRT:20(0)/l0(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.115 AE 999 24 VERT(CL): 0.228 AE 999 24 HORZ(LL): 0.0491 - - HORZ(TL): 0.097 1 Creep Factor: 2.0 Max TC CSI: 0.870 Max BC CSI: 0.902 Max Web CSI: 0.970 VIEW Ver: 18.02.01A.0205.19 THIS TRUSS MUST BE INSTALLED AS SHOWN AND NOT END FOR END. HOP El tf f P���>✓ 0. i prtrtp q % e e COA flaw 10/27/2020 V011Y tC ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 768 A A /510 /331 /445 AB 2344 P /- /923 /1010 /- Z 1089 /- /- /506 /358 /- T 516 /- /- /407 /224 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 AB Brg Width = 8.0 Min Req = 3.3 Z Brg Width = 8.0 Min Req = 1.5 T Brg Width = 8.0 Min Req = 1.5 Bearings B, AB, Z, & T are a rigid surface. Bearings B, AB, Z, & T require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 476 -1085 I - J 395 - 201 C - D 373 - 809 J - K 395 - 206 D - E 413 - 753 K - L 551 - 272 E - F 427 - 751 L - M 613 -304 F-G 417 -669 M-N 511 -252 H - 1 377 -189 S - T 254 - 600 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp B -AH 918 -486 AD -AC 528 -304 AH-AG 528 -304 AC -AB 404 -327 AG-AF 528 -304 X - W 483 -157 AF-AE 528 -304 W - V 483 -157 AE-AD 528 -304 V-T 483 -157 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. AH-AI 519 -280 AB -AR 283 -523 AI-AJ 557 -300 AR -AS 380 -561 AJ-G 515 -283 AW-Z 277 -756 G -AL 492 -941 AW- N 241 -683 AL -AN 474 -922 N -AX 678 -347 AN -AP 494 - 960 AX- X 687 - 342 AP -AC 518 -995 X-AZ 291 -477 AC-K 794 -491 AZ -BB 277 -470 K -AB 570 -1384 BB- S 305 -454 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! `"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSI Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r sa ety 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 riqid ceiling Locations shown for permanent lateral restraint oT 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 JointDetails, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc: shall not be responsible for any deviation from this drawing, any failure to build the ANMCCm2.wr truss in conformance with ANSI TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Dive listing this drawing indicates acceptance of professional engUeering responsibility solely -for the design shown. The sUitabilif-y and use of Q is suite Fos drawing for any structure is the responsibility of the Building Ueslgner per ANSI/T 11 Sec.2. For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32821 SEQN: 101710 / HIPS Ply: 1 Job Number: N334502 Cust: R8975 JReL'1WZV89750053 T7 / FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 11828/CALI/4EBB ELEV.D/F DrwNo: 301.20.1258.31059 Truss Label: A6 KD / WHK 10/27/2020 7'10"14 15' 24'8" 31'9"2 39'8" f T10"14 i' T1„2 9.8„ Ti"2 T10"14 E�5i6DX6 T3 =6E6 12 6 5 � 5X5 F C 0 r7 W EO W1 B G A H s�1 4X6(A2) =5X5 =5X5 =5X5=4X6(A2) 39'8" 10' 91101, 9'10" 10' 1' 10' 19,101, 29,8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl! U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 !- /- /962 /328 /346 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 /- EXP: C Kzt: NA HORZ TL : 0.115 1 Wind reactions based on MWFRS Des Ld: 37.00 ( ) Mean Height: 15.00 ft BuildingCode: Creep Factor: 2.0 B Brg Width = 8.0 Min Reg = 1.8 NCBCLL: 10.00 TCDL: 4.2 psf p G Br Width = 8.0 Min Re 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.913 9 q = P Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Sid: 2014 Max BC CSI: 0.867 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.572 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 It FT/RT:20 (0)/10 (0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 Lumber B - C 1547 -2729 E - F 1568 -2537 C - D 1568 - 2538 F - G 1547 - 2729 Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1287 -1910 Bot chord: 2x4 SP #1; Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MW FRS with additional C&C B - K 2363 -1228 J - 1 1847 -899 member design. K - J 1847 -870 I - G 2363 -1257 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. K - D 628 - 363 E - I 628 - 363 ,c�®^t�µsltttff►nluanrr�drt q�m'4anpagtd" mY a m U.7,08 q (y ® e i � •' 2 O r •+ di t 1.7 'm Z e�gP�°m�p fit i• mm466 COAs �VA Sanstttal 0 10/27/2020 **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 shipping, fo'r functions. Installers temporary Component Safety Information, by TPI and SBCA) sa practices pnor to performing these shall provide bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling, Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applica 4e. Apply plates to each faceof truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the µ�y/[my - truss in conformance with ANSI/TPI PI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawing or cover pa a listing this drawing indicates acceptance of professional encLmeering responsibility solely -for the design shown. The suitability and use of t�is 6750 Forum Drive Suite 305 drawing for any sgructure is the responsibility of the Building Designer per ANSI/TA 1 Sec.2. For more information see these web sites: Alpine: www.at ineitw.com; TPI: www.l inst.or ; SBCA: www.sbcindust .com; [CC: www.iccsafe.or Orlando FL, 32821 SEQN: 101711 / HIPS Ply: 1 Job Number: N334502 Cust: R8975 JRef: 1WZV89760053 T6 / FROM: RWM Qty: 1 7A5/320,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.20.1258.31308 Truss Label: A7 KD ! WHK 10127/2020 19'10" 26'8" 32'10"12 39 12 6'10" 6'10 6'2"12 6'9"4 5X5 1112X4 a 5X5 D E F 12 6 2X4 W C 2X4 o_ G o W3 B H ,� A 4X6(A2) -5X5 =5X8 =5X5=4X6(A2) 39'8" 10' 91101. 9.101, + 10' 19,101, 29'8" Loading Criteria (psQ Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl, L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999, 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- /- /953 /716 /305 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 /716 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.121 J - - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 pst Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.502 H Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: hl2 to h TPI Std: 2014 Max BC CSI: 0.864 Bearings B & H are a rigid surface. Bearings B & H require a seat plate.Members Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.431 not listed have forces less than 375# Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver. 18.02.01A.0205.19 Lumber B-C 1617-2780 E-F 1504 -2289 C - D 1545 - 2523 F - G 1544 - 2523 Top chord: 2x4 SP #2 N; D - E 1504 -2289 G - H 1616 -2780 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Wind Chords Tens.Comp. Chords Tens. Comp. Wind loads based on MWFRS with additional C&C B - L 2421 -1306 K - J 1982 -1003 member design. L - K 1982 - 973 J - H 2421 -1335 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 535 - 255 K - F 425 - 251 D - K 425 - 251 F - J 535 - 255 E - K 306 - 391 ntttrtstrtttru++rrlrrr Jrr U * � A•� r ��I�p s`" qq @Nip1�q r o. 708 1 • w A,T 0 � � 4 •q �� e • 1 [. ll... �N Bu COA #ice' 0NAL, `Ojt:�``�+� 10/27/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition shipping, r of BCSI (Building Component Safety Information, by TPI and SBCA) sa practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, Defer as applicable. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. to ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN — truss in conformance with ANSI/) PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover papa 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this Suite Fos -Designer drawing for any s r'ucture is the responsibility of the Building per ANSI/TPI 1 Sec.2. 1 Far,more information see these web sites: Alpine: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ]CC: wAw.iccsafe.org Orlando FL, 32821 SEON: 101712 / HIPS Ply: 1 Job Number: N334502 Cust: R8975 JRef:1WZV09750053 T5 / FROM: RWM Oty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.20.1258.31372 Truss Label: A8 KD / WHK 10/27/2020 5'9 19, 28'8" 33'10"12 39'8" 5'9"4 5'2"12 8' 9'8" 5'2"12 5'9"4 ;5XX5 T2 =5E5 T3 =5F5 12 6 �2X4 T W 2 co C o G n W3 t2 n io B A H 471 4X6(A2) -5X5 -5X8 -5X5=4X6(A2) 39'8" 10 9'101. 9'10" 10' 1 10' 19,10" 29'8" 18" Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /- /940 /718 /264 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /940 /718 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.127 J - - Wind reactions based on MWFRS Mean Height: 15.00 ft NCBCLL: 10.00 Building Code: Creep Factor: 2.0 TCDL: 4.2 psf B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 sf FBC 2017 RES Max TC CSI: 0.628 p H Br Width = 8.0 Min Re 1. 9 q = 8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.864 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.975 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ItFT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Camp. Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 Lumber B - C 1669 -2804 E - F 1722 -2695 C - D 1547 - 2533 F - G 1552 - 2539 Top chord: 2x4 SP #2 N; T2 2x4 SP #1; D - E 1785 - 2775 G - H 1663 - 2797 T3 2x4 SP 2400f-2.OE; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Wind B - L 2449 -1362 K -J 2163 -1133 Wind loads based on MWFRS with additional C&C j L - K 2146 -1090 J - H 2440 -1384 member design. Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L - D 470 -163 K - F 628 - 373 D - K 743 - 465 F - J 466 -151 �ttisstrttirNlhtrgrtt E - K 421 - 538 ~yam �4�' i® O 0 9 O 0. 7,08 9 p • so S 1 0 COA�1 eaatter++�y'b 10/27/2020 "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 shipping, Component Safety of BCSI (Building Information, by TPI an SBCA) r sa practices prior to performing these functions. Installers shall provide bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall temporary have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinc] installed per BCSI sections B3, B7 or 1310, as applicable. Apply plates to each face of truss and position as shown above and on the 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 Alpine, a division of ITW Buildinct Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ,,„n,,r�,,,,,,,,, truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses. A on this drawing or seal cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en eating responsibilitty� solely -for the design shown. The suitability and use of this drawing for is the Building -Designer ANSI/TP1 1 Sec.2. Suite 305 any structure the responsibility of per For more information see these web sites: Alpine: www.al ineitw.com: TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: wvAv.iccsafe.orq Orlando FL, 32821 ° M � SEQN: 101713 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WZV89750053 T4 / FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.20.1258.30952 Truss Label: A9 KID / WHK 10/27/2020 9' 17' 22'8" 30'8" 39'8" 9' 8, 5'8" 8' 9 �5C5 T2 =5DX5 =4E4 T3 =5F5 T ,2 6 T (a) W (a) W5 B G � T A H T�8'8" =4X6(A2) =6X6 = 6X6 = 6X6=4X6(A2) 39'8" 10' 9.101. 9'10" 10' 1 � 10' 19,10" 29'8" 39'8" Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 ' 240 Loc R+ ! R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- !- /921 1720 /223 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- P /921 /720 /- EXP: C Kzt: NA Des Ld: 37.00 0.150 I - - Wind reactions based on MWFRS Mean Hei Height: 15.00 it Building NCBCLL: 10.00 TCDL: ei psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 Soffit: 0.00 BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.939 G Brg Width = 8.0 Min Req = 1.8 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.897 Bearings B & G are a rigid surface. Bearings B & G require a seat plate. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than 375# Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 Lumber B - C 1595 -2705 E - F 1607 -2478 C - D 1608 - 2478 F - G 1595 - 2704 Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2001 -3233 Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bracing Chords Tens.Comp. Chords Tens. Comp. (a) 1X4 #3SRB or better continuous lateral restraint B - K 2330 -1246 J - 1 3176 -1733 2330 3176 to be equally spaced. Attach with (2) 8d Box or Gun K - J -1246 I - G -1733 275 nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. Maximum Web Forces Per Ply (Ibs) (a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp. restraint. substitute (1) scab for (1) CLR and (2) C - K 718 -313 E - I 529 -834 scabs for (2) CLR'S where shown. Scab K - D 527 -832 I - F 718 314 reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gungjtri9;tr1t8iflidlyf nails @ 6" oc. �! ,rir. Wind pi•arao, aYpi r��, Wind loads based on MWFRS with additional C&C JES: member design. a° a 708 1 w 0 r S i 9 0 • a ~ COA OVAL a�eeawrtel�+a 10/27/2020 **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 oyherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly attached rigid ceilincl Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing', any failure to build the un Co,,,,,,,,, truss in for conformance with ANSI/TPI 1, or handling, shipping,. installa ion, and bracing of trusses. A seal on this drawin or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional angsneering responsibilitty� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSIrrP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.l inst.or ; SBCA: www.sbcindust .com; ]CC: www.iccsafe.or Orlando FL, 32821 r � � SEON: 101725/ HIPS Ply: 1 Job Number: N334502 Cust: R8975 JRef:1WZV89750053 T31 FROM: LPM City: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.DlF DrwNo: 301.20.1258.31402 Truss Label: A10G KD ! WHK 10/2712020 7' 13' 19' 28'4" 32'8" 39'8' 7, 6, ( 6, 'i 9,4„ 4,4„ 7, i %6X6 =4X4 =8X10 =H1014 =6X6 12 C D T2 E T3 F T4 G T 6� T o (a) W (a) h A 1 B H v I I88. a l_l 1 =5X5(A2) =H0510 =4X4 =6X8 1115XSK B3 -4X6 =3X6(A1) 28'4" 1 V41" 8' 10'10"4 5'1„12 44„ 44„ 7, 11. �1'T T + 8' 18'10"4 24' 28'4" 32'8" 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pr in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.179 D 999 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240 B 1922 /- /- /- /884 /- BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - - K 4268 /- A /- 11911 /- EXP: C Kzt: NA HORZ L 0.091 L Des )' H 80 /- P /- /60 A CLLd: 0.000 Mean Height: 15.00 ft NCBCLL: 0.00 Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.846 p B Br Width = 8.0 Min Re 1.6 9 q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h!2 TPI Std: 2014 Max BC CSI: 0.844 K Brg Width = 8.0 Min Req = 5. H Brg Width = 8.0 Min Req = 1.5 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819 Bearings B, K. & H are a rigid surface. Loc. from endwall: NA FT/RT:20(0)/10(0) Bearings B, K, & H require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE, HS VIEW Ver: 18.02.01A.0205.19 Maximum Top Chord Forces Per Ply (Ibs) Lumber Chords Tens.Comp. Chords Tens. Comp. Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; B - C 1596 - 3565 E - F 169 - 505 T4 2x6 SP SS; C - D 1465 - 3467 F - G 400 -180 Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N; D - E 1332 -3056 G - H 538 -269 Webs: 2x4 SP #3; W6 2x4 SP #2 N; Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint Chords Tens.Comp. Chords Tens. Comp. to be equally spaced. Attach with (2) 8d Box or Gun B - N 3126 -1377 L - K 786 -1874 nails(0.113"x2.5",min.). Restraint material to be N - M 3815 -1821 K - J 786 -1874 supplied and attached at both ends to a suitable M - L 2986 -1327 J - H 179 - 399 support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) Maximum Web Forces Per Ply (Ibs) scabs for (2) CLR'S where shown. Scab Webs Tens.Comp. Webs Tens. Comp. reinforcement to bemember. rrrtr�Plllr4� 0.128xY C N 1089 L F 3047 80 length of web Attachcwith gun � nails @ 6" cc. i� , p a� - -274 - -1224 N - D 440 -430 F - K 2007 -4053 r� yP' +�+ �p5.0W04®l+Cq • i D-M 568 -883 F-J 1889 -778 Loading E - L 1423 -3051 G - J 344 528 ffi�� #1 hip supports 7-0-0 jacks with no webs. + a y Wind y+' O, F a$ "i Wind loads and reactions based on MWFRS. e l S ® THIS TRUSS MUST BE INSTALLED AS SHOWN AND NOT END FOR END. ® ' T 0 $® � a COA�tV>�� '�Etrsresean+lff� 10/27/2020 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers'shall provide temporary bracing BCSI. Unless top have attached and bottom have a per noted otherwise, chord shall propestructural sheathing chord shall properly attached ri.9id ceiling Locations shown for permanent lateral restraint of webs shall have bracingQ installed per BCSI sections B3, B7 or 1310, as applicab e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the pHRy rpyppH truss in ANSI/TPI PI 1, for handling, installation, bracingq trusses. A this conformance with or shipping,, and of seal on drawln or cover page 6750 Forum Drive listing this drawingq indicates acceptance of professional en sneering responsibilityy solely -for the design shown. The suitability and use of [his Suite For -Designer drawing for any sfr'ucture is the responsibility of the Building per ANSI/TPI 1 Sec.2.305 For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.l inst.or ; SBCA: www.sbcindus .com; ICC: www.iccsafe.or Orlando FL, 32821 SEQN: 101715 / COMN Ply: 1 Job Number: N334502 I Cust: R8975 JReL1WZV89750053 T20 % FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.20.1258.31543 Truss Label: B1 KD / WHK 10127/2020 r SO N a' Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; 5'7"4 1018" _i 15'8°12 5'7°4 5'0°72 5'012 8 8' Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 It TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Wind Wind loads based on MWFRS with additional C&C member design. —04 D 21'4" 5'4" 13'4" 21'4" 5'7"4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.047 H 999 240 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.088 H 999 240 B 864 /- P /529 /397 /229 Snow Duration: NA HORZ(LL): 0.020 G - - F 805 /- P /396 /360 /- HORZ(TL): 0.037 G Wind reactions based on MWFRS Building Code: Creep Factor. 2.0 B Brg Width = 8.0 Min Req = 1.5 FBC 2017 RES Max TC CSI: 0.433 F Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.617 Bearings B & F are a rigid surface. Rep Fac: Yes Max Web CSI: 0.260 Bearings B & F require a seat plate. FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. WAVE VIEW Ver: 18.02.01A.0205.19 B - C 1226 -1344 D - E 1201 -1152 C - D 1152 -1146 E - F 1286 -1351 10/27/2020 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1152 - 995 G - F 1161 - 996 H - G 795 - 554 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - H 428 - 284 D - G 394 - 374 H - D 383 - 355 G - E 433 - 289 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest;edition of BCSI (Building Component Safety Information, by TPI and SBCA) r saety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applica Qe. Apply lates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN -- truss in conformance with ANSI PI 1, or for handling, shipping,_ installation and bracing of trusses. A seal on this,drawsn or cover pa a 6750 Forum Dr ve listing this drawing indicates acceptance of professional encLsneering responsibilityv solely ,for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.or Orlando FL, 32821 r �� SEQN: 101716 / GABL Ply: 1 Job Number: N334502 Cusl: R8975 JRef:1WZV89750053 T3 I FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.20.1258.31527 Truss Label: B2GE KID / WHK 10/27/2020 1018" 214" 10'8" 1018, (TYP) =4F4 M 90 a1 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Criteria Wind Std: ASCE 7-10 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 MW FRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Plating Notes All plates are 2X4 except as noted. Wind Wind loads based on MWFRS with additional C&C member design. Additional Notes See DWGS A16015ENC101014 & GBLLETIN0118 for gable wind bracing and other requirements. h =bxb 4ry 2V4" 21'4" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or'=PLF Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.004 R 999 240 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.007 R 999 240 B 245 /- !- /137 /106 /244 Snow Duration: NA HORZ(LL): 0.005 L - - J" 72 /- /- /35 /33 /- HORZ(TL): 0.005 L Wind reactions based on MWFRS Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5 FBC 2017 RES Max TC CSI: 0.228 J Brg Width = 248 Min Req = - TPI Sid: 2014 Max BC CSI: 0.176 Bearings B & B are a rigid surface. Rep Fac: Yes Max Web CSI: 0.086 Bearings B & B require a seat plate. Members not listed have forces less than 375# FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 18.02.01A.0205.19 **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 f� SBCA) r sa�ety 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 applicable. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN -- truss in conformance with ANSIII PI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibilityy solelylor 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: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: wwwJccsafe.or Orlando FL, 32821 SEON: 101717 / COMN Ply: 1 Job Number: N334502 Gust: R8975 JRef:1WZV89750053 T19 FROM: RWM Oty: 1 7AS/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.20.1258.30951 Truss Label: C1 KID / WHK 10/27/2020 7' 14' 7, {' 7, 1 1114C6 W 14' 7' 7' 1 4' l Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSI=) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.014 E 999' 240 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.025 E 999 240 B 588 /- P /371 /272 /158 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.009 E - - D 527 /- P /304 /234 /- Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.013E - - Wind reactions based on MWFRS Noffit: 1 00 Mean Height: 15.00 ft TCDL: 4.2 psf BuildingCode: Creep Factor: 2.0 P B Brg Width = 8.0 Min Req = 1.5 Soffit: 0.00 . BCDL: 5.0 psf P FBC 2017 RES Max TC CSI: 0.761 D Br Width = 8.0 Min Req = 1.5 g Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.542 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: 0.119 Members not listed have forces less than 375# Loc. from endwall: Any FT/RT:20(0)/10(0) 1 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: 18.02.01A.0205.19 Lumber B - C 777 -740 C - D 809 -739 Top chord: 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs) Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Chords Tens.Comp. Chords Tens. Comp. Wind B-E 598 -536 E-D 598 -536 Wind loads based on MWFRS with additional C&C member design. . o ii.10$ 1 I •y� Jam. • �� �4 4p 9• CO Q V 0NAL s� 'N&rZme"10 10/27/2020 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices pnor 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 bracincc]] installed per BCSI sections B3, B7 or B10, as applicable. Apply lates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. F3efer to ALPINE A& drawings 160A-Z for s�andard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW BuildincLqComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,_ installation. and bracing of trusses. A seal on this,drawin or cover pa a 6750 Forum Drive listing this drawincl indicates acceptance of professional engineering responsibilittyy solelylor the design shown. The suitabilify and use of t�1is Suite 305 drawing for any stgructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: www.el ineitw.com; TPI: www.t inst.or ; SBCA: www.sbeindust .com; ICC: www.iccsafe.org Orlando FL, 32821 SEQN:101718/ GABL Ply: 1 Job Number: N334502 Cust:R8975 JRef:1WZV8975005JTI/ FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RH01 / 18281CALIMEBB ELEV.D/F DrwNo: 301.20.1258.31636 Truss Label: C2GE KD / WHK 10/27/2020 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-10 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. Additional Notes See DWGS A16015ENC101014 & GBLLETIN0118 for gable wind bracing and other requirements. 5, _ i' 2, (TYP) =4X4 D 14' 14' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: N/ Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 2017 RES TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE W 7' Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.005 J. 999 240 VERT(CL): 0.008 J 999 240 HORZ(LL): 0.004 H - HORZ(TL): 0.006 J Creep Factor: 2.0 Max TC CSI: 0.277 Max BC CSI: 0.196 Max Web CSI: 0.137 VIEW Ver: 18.02.01A.0205.19 �( H. frr • ° e ° »' 0.708 9 A� O in t coA d620NA�. 10/27/2020 ♦ Maximum Reactions (lbs), or •=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B" 68 /- /- /38 /30 /13 F 268 /- P 1205 1134 /- Wind reactions based on MWFRS B Brg Width = 159 Min Req = - F Brg Width = 8.0 Min Req = 1.5 Bearings B & F are a rigid surface. Bearings B & F require a seat plate. Members not listed have forces less than 375# Maximum Gable Forces Per Ply (Ibs) Gables Tens.Comp. Gables Tens. Comp. C - J 461 - 238 H - E 461 - 238 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers' shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly attached 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 Join Details, unless noted otherwise. Vlefer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the .„,,.,Co ,,,„ truss in conformance with ANSI/T PI 1, orfor handling, shipping,. installs ion and bracing of trusses. A seal on this, drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -tor the design shown. The suitability and use of t�1is Suite 305 drawing for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2. For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.or Orlando FL, 32821 SEON: 101723 / EJAC Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WZV89750053 T15 % FROM: RWM Oty: 14 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.20.1258.31184 Truss Label: EJ7 KD / WHK 10/27/2020 Loading Criteria (pst) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 12'2"11 12 6 M O_ u) M B A 8 8° D 7' 1 7' Wind Criteria Wind Std: ASCE 7-10 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. 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) Defl/CSI Criteria I Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D Building Code: Creep Factor: 2.0 FBC 2017 RES Max TC CSI: 0.713 TPI Std: 2014 Max BC CSI: 0.527 Rep Fac: Yes Max Web CSI: 0.000 FT/RT:20(0)/l0(0) Plate Type(s): VIEW Ver: 18.02.01A.0205.19 WAVE ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 331 /- /- /259 /117 1173 D 127 /- /- /101 /20 P C 171 /- A /91 /133 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# "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing. and bracing.. Refer to and follow the latest,edition of BCSI (Building Component Safety Information, by TPI and SBCA) r sa shipping, practices prior to performing these functions. Installersjshall 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 tales to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. F�efer to ALPINE drawings 160A-Z for s�andard 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 •urtwcoMvav truss in conformance with ANSI�I PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on thisldrawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engqsneering responsibilityY solelyorthe design shown. The suitability and use of this Suite 305 drawing for any sQructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.ic safe.org Orlando FL, 32821 SEQN: 101729 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1 WZV89750053 T23 % FROM: RWM Qty: 2 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.20.1258.31248 Truss Label: EJ2 KD / WHK 10/27/2020 12 C Trt� 9r8"4 co tt 't to $r$rr A D 2X4(A1) r 2' Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-10 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): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA B 157 /- /- /144 /58 /43 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.000 D D 32 /- /- /29 /5 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.001 D - - C 34 /- /- Mean Height: 15.00 ft /12 /17 /- NCBCLL: 10.00 TCDL: 4.2 sf Building Code: Creep Factor: 2.0 Wind reactions based on psf MWFRS Soffit: 0.00 BCDL: FBC 2017 RES Max TC CSI: 0.114 B Brg Width = 8.0 p Min Req = 1.5 . Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Sid: 2014 Max BC CSI: 0.029 D Brg Width = 1.5 C Brg Width Min Req = - Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 It Rep Fac: Yes Max Web CSI: 0.000 Bearing B is a rigid d surface. Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Bearings B, D, & C require a seat plate. GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375# Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 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. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "0.0", min. toe -nails at bottom chord. V0011 0tilmlo"ly H. �f, a ig,J S ai ° '4. f 08 1 A o ° a 0 COA �yl�llaat 10/27/2020 **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)1or 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 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/i PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page -tor AN - 6750 Forum Drive listing this drawing indicates acceptance of professional engcLeering responsibilityy solely the design shown. The suitabilit-y and use of this drawing for any stgr'ucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com• ]CC: www.iccsafe.org Orlando FL, 32821 T * , SEQN: 101719 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRefA WZV89750053 T18 % FROM: LPM Qty: 4 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.20.1258.30997 Truss Label: CJ5 KD / YK 10/27/2020 C 11'2"5 12 6 c� CV Ch M B A $.8. D 2X4(A1) 1 4'11"4 4'11"4 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA B 256 /- /- /207 /95 /128 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.005 D D 89 /- /- /68 /13 /- EXP: C Kzt: NA Des Ld: 37.00 HORZ(TL): 0.010 D - - C 118 /- /- /61 /92 /- Mean Height: 15.00 ft BuildingWind reactions based on MWFRS NCBCLL: 10.00 TCDL: 4.2 psf Code: Creep Factor: 2.0 Soffit: 0.00 BCDL: 5.0 psf FBC 2017 RES Max TC CSI: 0.411 B Brg Width = 8.0 Min Req = 1.5 Load Duration: 1.25 MWFRS Parallel Dist: 0 to h12 TPI Std: 2014 Max BC CSI: 0.2D Brg Width = 1.5 Min Req = - 54 C Brg Width = 1.5 Min Req = - Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000 Bearing B is a rigid surface. Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375# GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE VIEW Ver: 18.02.01A.0205.19 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. Additional Notes Provide (2) 0.131 "x3.o", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. �g¢f smut+taant'rfJ H, r \-` e 0`+ �C $g ~ D 0 A as v a c '1k, CO a sit��VnA ) 0/z7/zozo i **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an SBCA) r sa shipping, 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 ceilincf 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 o1 truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildinq Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the a" � Cam." truss in conformance with ANSI/TPI 1, or for handling, shipping,_ installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityy solely lor the design shown. The suitability and use of this Suite For drawing for any structure is the responsibility of the Building -Designer per ANSIXI 1 Sec.2.305 For more information see these web sites: Alpine: www.al ineilw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.or Orlando FL, 32821 SEQN: 101720 / JACK Ply: 1 Job Number: N334502 Cust: R8975 JRef1WZV89750053 T21 / FROM: LPM Qty: 4 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.20.1258.31012 Truss Label: CJ3 KID / WHK 10/27/2020 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 " 4P 2X4(A1) Wind Criteria Wind Std: ASCE 7-10 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. 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. I 2' 11 "4 2'11 "4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# FIE NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): 0.001 D HORZ(TL): 0.001 D Building Code: Creep Factor: 2.0 FBC 2017 RES Max TC CSI: 0.206 TPI Std: 2014 Max BC CSI: 0.115 Rep Fac: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 18.02.01A.0205.19 10/27/2020 10'2"5 d� r+� N $r8�� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- /- 1160 /75 /84 D 50 /- /- /41 /6 P C 63 /- /- /29 /50 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 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 ropey attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracm 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. kefer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITV Buildingc1Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the „ �,ro,*,,,,, truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation, and bracingg of trusses. A seal on this -drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional encLtneering responsibilittyy solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2. For more information see these web sites: Alpine: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.or Orlando FL, 32821 SEQN: 101721 / JACK Ply: 1 Job Number: N334502 Cust: R8975 JRef:1WZV89750053 T22 I FROM: LPM City: 4 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.20.1258.31137 Truss Label: CJi KD / WHK 10/27/2020 12 6 F7- C V Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-10 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA D 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; Wind Wind loads based on MWFRS with additional C&C member design. 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 9'2"5 co 0 i� 8'8n 1 11 "4 1r —� 1�r'4 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria Pg: NA Ct NA CAT: NA PP Deflection in loc Udefl' U# Pf: NA Ce: NA VERT(LL): NA Lu: NA Cs: NA VERT(CL): NA Snow Duration: NA HORZ(LL): -0.000 D HORZ(TL): 0.000 D Building Code: Creep Factor: 2.0 FBC 2017 RES Max TC CSI: 0.196 TPI Std: 2014 Max BC CSI: 0.025 Rep Fac: Yes Max Web CSI: 0.000 FT/RT:20(0)/10(0) Plate Type(s): WAVE VIEW Ver: 18.02.01A.0205.19 10/27/2020 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 143 /- P /148 /79 /41 D 11 /-2 P /18 /12 /- C - /-15 /- /27 /32 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Members not listed have forces less than 375# **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT•• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS 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 rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracingc] installed per BCSI sections B3, B7 or 610, as applicable. Apply plates to each face of truss and position as shown above and on the JoinCDetails, unless noted otherwise. f�efer to ALPINE drawings 160A-Z for sandard 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 •x, C �,„ truss in conformance with ANSI/TPI 1, or for handling, shipping,, Installation and bracinq of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engcLiineering responsibilityy solely -for the design shown. The suitability and use of this Suite 305 drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: www.ai ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.or Orlando FL, 32821 SEQN: 101724 / HIP_ Ply: 1 Job Number: N334502 Cust: R8975 JRef:1WZV89750053 T27 I FROM: RWM Qty: 2 7A5/320 ,182ED,F ,RH01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.20.1258.31449 Truss Label: HJ7 KD / WHK 10/27/2020 5'3"5 9110"1 f 5'3"5 I 4'611 D 12'2"3 12 4.24 a 2X4 C v m ` h ih v B a 3 A 8'8" FE 2X4(A1) =04 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 " �-- TY Wind Criteria Wind Std: ASCE 7-10 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 2400f-2.OE; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Additional Notes Provide (2) 16d Common (0.162"x3.5") nails, toe nailed at T.C. Provide (3) 16d Common (0.162"x3.5") nails, toe nailed at B.C. 9'2"2 97'2 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.040 F 999 240 Loc R+ / R- / Rh / Rw / U / RL B 326 P /- /- /154 P Lu: NA Cs: NA VERT(CL): 0.076 F 999 240 Snow Duration: NA HORZ(LL): 0.010 C - - E 364 /- /0 /- /84 /0 HORZ(TL): 0.018 C Creep Factor: 2.0 D 214 /- /- /- /177 P Wind reactions based on MWFRS Building Code: FBC 2017 RES Max TC CSI: 0.546 B Brg Width = 10.6 Min Req = 1.5 TPI Sid: 2014 Max BC CSI: 0.416 E Brg Width = 1.5 Min Req = - Rep Fac: No Max Web CSI: 0.260 D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. FT/RT:20(0)/10(0) Bearing B requires a seat plate. Plate Type(s): Members not listed have forces less than 375# VIEW Ver: 18.02.01A.02051.19 WAVE Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 394 - 562 10/27/2020 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - F 531 - 358 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 394 - 583 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shippping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) fo'r salety 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 Join Details, unless no otherwise. Refer to ALPINE drawings 160A-Z for sandard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the AN -- truss in conformance with ANSI/1 PI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilityy 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 ANSI/TPI 1 Sec.2.305 For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ]CC: www.iccsafe.org Orlando FL, 32821 ,1 b t Gable Stud Reinf orcement Detail ASCE 7-10: 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Orl 140 Mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Orr 140 Mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Ori 120 Moh Wind Screed. 15' Mean Heloht. Partially Enclosed. Fxoosurp n. K7t = 1.00 S 2x4 Brace Gable Vertical pacing Species Grade No Braces (1) lx4 'L' Brace to (1) 2x4 'L' Brace to (2) 2x4 'L' Brace law (1) 2x6 'L' Brace N (2) 2x6 'L, Brace No Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12, 8' 14' 0' 14' 0' - S P r #3 3' B. 5' 9' 6' 2' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' S' 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' S' 3' 6' 7' 7' 1' 8' ill 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' n% #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' B. 12' 4' 12, 9' 14' 0' 14' 0' _ J 1, S P #2 3' 10, 6' 7' 6' 10' 7' 9' e' 1' 9' 3' 9' 7' 1 12' 2' 12, 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, ill 11' B' 14' 0' 14' 0' P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' Il' 8' 14' 0' 14' 0' d Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' B' 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 f #3 4' 2' 7' V 7' 9' 8' 9' 9' 1' 1 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' L U H P Stud 4' 2' 7' 1' 7' 6' 8' 9' 9111 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' 0) O Standard 4' 2' 6' 1' 6' 5' 8' 1' 8' B. 10' 5' 1 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' 0) D P L Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, I1' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10, 10, II' 10, 12' 7' 14' 0' 14' 0' C #1 / #2 4' 10' B' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P r #3 4' 7' B' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' U u P Stud 4' 7' B' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' O i l Standard 4' 7' 7' 0' 7' S' 9' 4' 10' 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P4' 10' 8' 3' 8' 7' 9' 9' 10, 2' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' Etoul 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' DPL4' 9' 7' 4' 7' 10- 9' 8' 10' 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' t 1 4' 7' 1 6' 6' 6' 11' 8' 8'1 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' .Y.- � able Truss Diagonal brace option, vertical length may be T doubled when diagonal 18' �E brace Is used. Connect _ _ _ L diagonal brace for 600# 'L' at each end. Max web Brace total length Is 14'. 2x6 DF-L #2 or 445'(as better diagonal Vertical length shown bracer single 8 i ID1ltitli Ngf,P In table above. or double cut L 1 / shown) at ril e:,/ rs» upper end, a• Y 06 Connect diagonal at midpoint of vertical web. Refer to e"", +� • chart ��bove) or ipfax abl ve tl l w-VARNINGiu READ AND FOLLOV ALL NOTES ON THIS DRAVINGI o 0. -»IMPORTANT»» FURNISH T14IS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERSM Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer nj t follow the latest edition of BCSI (BuDding Component Safety Information, by TPI and SB_A) fo{ s tys practices prior to perforning these functlons, Installers shall provide tan orory br.-InB a I . w Unless top have sheathing bo < ¢ noted otherwise, chord shall properly attached structural °nd m chor�d shall have a properly attached rigid ceiling. Locations shown for lateral restraint f s`O �i ('� S f''<7 `.,e' • permanent shall have bracing Installed per BCSI sections H3, B7 or BID, as applicable. Apply plates to ea ° of truss and n as shown above the Joint Details, �.. i`/, a » �k/ �4 LP I N E unless noted otherwlsa. Refer to drawings 16DA-, for standard plate positions. p1), 1 ill , Alpine, a division ITV Building Components Group Inc. be for OVA ®+� afw» 1 of shall not responsible any devlatb r this drawing, any failure to build the truss In conformance ANSI/TPI 1, for ha w•' ......... + ANITINCOMPANY with or mg, sWpping Installation 6 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional P S� /y 514 Earth City Expressway engineering responsibility solely for the design shown The suitability and use of this draw Fp - 4 1J/27/2( Suite 242 for any structure Is the responsibility of the Bu0.ding Designer per ANSI/TPI 1 Sec2, ] p t 9n Earth City, MO 63045 For more Infornation see this Job's general notes page and these web sitesi ALPINE wwv.atpineltw.com) TPI, www.tphst.orgi SBCA� www,shclndustry.orgl IC6 www]ccsafecrg Bracing Group Species and Grades) Group At S ruce-Pine-Fir Hem -Fir #1 / #2 Standard #2 Stud #3 Stud #3 Standard Dou las Flr-Larch Southern Pine--■ #3 #3 Stud Stud Standard Standard Group Bt Hem -Fir #1 4 Btr #1 DoUcIlas Fir -Larch Southern PlnewKN #1 #1 #2 #2 Ix4 Braces shall be SRB (Stress -Rated Board), -wior Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values ma be used with these rades. Gable Truss Detail Notes) Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load), Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang, Attach 'L' braces with IOd (0.128'x3.0' min) nails. NE For (1) 'L' brace- space nails at 2' o.c. In 18' end zones and 4' o,c. between zones. )K)KFor (2) 'L' braces- space nails at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 80% of web member length. Gable Vertical Plate Sizes Vertical Length No S lice Less than 4' 0' 2X3 Greater than 4' 0', but 3X4 less than 11' 6' Greater than IV 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. MAX, TOT, LD, 60 PSF MAX, SPACING 24,0' REF ASCE7-10-CAB16015 DATE 10/01/14 DRWG A16015ENC101014 'T Relnfoi Memb Go Tr Gable Detail For Let -in Verticals Truss Plate Sizes pproprlate Alpine gable detail for e sizes for vertical studs. Engineered truss design for peak, b, and heel plates, vertical plates overlap, use a .te that covers the total area of lapped plates to span the web, ,r 2X4 2X4 *2X8 Yrovlde connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven NQilsl IOd Common <0.148'x 3.',min) Nails at 4' o,c, plus (4) nails In the top and bottom chords, Toenolled N¢Ils, 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 Detall Drawings A11515ENC100118,A12015ENC100118, A14015ENC100118,-A16015ENC100118,. A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118, A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118, A18030ENC100118, A2003CENC100118, A2003CEND100118, A20030PED100118, S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118, S18015ENC100118, S20015ENCI00118, S20015END10011 E S11530ENC100118, S12030ENC100118, S14030ENC 30 1001 516030ENC100118, 520030ENC100178, S20030 01 wwog34bi0 See appropriate Alpine gable detail for maxll egig(ze�;,0e� 'T' Reinforcement Attachment Detall 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detall). Maximum allowable 'T' reinforced gable vertical Length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. eb Length Increase w/ 'T' Brace Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'a.c, SP #3 'T' Relnforcing Member Size = 2x4 'T' Brace Increase (From Above) = 30% = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' 'T' Relnf. Mbr. Size 'T' Increase 2x4 3D 2x6 20 •� ALPINE AN ITW COMPANY 514 Earth City Expressway Suite 242 -IMPORTANT FURNISH THIS DRAVINGF o A L CONT'�TORS ne�UDNG TH INSTALLERSA_ GI Trusses require extreme care In fabricating, handling, shlpping, Installing and bracing• Refe ii„�„r�,,ppnd follow the latest edition of SCSI (Bu►ding Component Safety Information, by TPI and SHCA) fo srDitys practices prior to perfornhg {h¢s¢ iunctlons. Installers shall provide tenporary racing pe BCSI. a Unless noted otherwise, top chord shall have properly attached structural sheathing and ba n cho�r shall have n property attached rlBltl ceiling. Locations shown for permanent loteral restraint P sb shall have bracing Installed per BCSI sections 23, B7 or B10, as applicable, Apply plotes to ea of truss and position os shown above and on the Joint Details, unless rated otherwise. Refer . drawings 1f IT For Building Cop plots positions. Alpine, a division of ITV Building Components Group Inc. shall of be responsible for an devintb this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hanRl d ng, shippin Installation 6 bracing f trusses. A sent m this drawing or cover page llsthg this drawng, Indicates acceptance of professional engineering responsibility solely for the design shorn The suitability and use of this drawing for any structure Is the responsibility of the BuRtlhg Designer per ANSI/TPI 1 SecZ a` $tea I � .s ,. m .,. r S f"i� 4J • PL.. •4 (�aa- Z ®®a •�v �i �$ aa®• •mm owrrewm•` t~ /A. Q vy,'`�`2 `�v�/2.7/2020 $'g' MAX, TOT, LD, 60 PSF REF LET -IN VERT DATE 01/02/2018 DRWG GBLLETIN0118 DUR, FAC, AN�0- tr I VALLEY FRAMING & BRACING DETAIL Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required 2%0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.6") common wire nails. _ Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: W-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 raw starting from the valleys or sleepers working Inward to the ridge board so that cripple locations are gored between rows. ITYP) innection Requirement Notes 2x6 rafters to ridge 416d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (w•) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Purlin to (Typ) 316d toe -nails Truss to blocking 416d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cri le to urlin 316d toe -nails — P `'� """" '� "`�""" """"I 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE:16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 6'-0" to 10'4" long nailed w/ 2 -10d (0.148"x3") nails. Or 20'T' or scab reinforcement nailed to flat edge of cripple with 10d J0.128"x3.0") nails at V 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 requirements. Nails are common wire nails unless noted otherwise. .Iffy' N. _ f _ (A) (B)**) ' a1/AWmxies READ MID FM.LW ALL HNES Or TIM WAvnri WK1WMWra f11RlaSN TIM DRAV= To ALL CWPACTmts DOI DG TIE WMIXns= 0 N'O. 70861 • TC LL 20 30 40 54 REF VALLEY FRAMING a Trusses requre extrene care ti fabricating, handbne, shipping, Installing and brac6g' Refez to - • DATE 10/01/14 follow the latest edition of HCSI �fle&q Coixnent Safety Wernatbn, by TPI and SWA) foam etr• practices prior to perfornFq these functions. Installers shalt provide temporary bracing Per. "111. • ♦ j s+ TC DL 10 20 7 7 DRWG VACNV1801015 (� r'� Fr�� neiess noted otherwise, tap chord shaft have properly ettadrd structural sheathing and boron cFn};<d shalt have a properly attached rigid ceiling. Locations shown for pertinent lateral restrwin webs shalt have bmckV Installed per DCS1 sections 93, D7 or D10, as aWk Me. Apply to fa • • . /�� • • STATE BC DL 0 0 0 0 d 11 IUJ��� plates eaQ. of thus and pa M— as ahowt above and m the Jdnt D•talts, odes: noted otherwise. %. Refer to dra 1"A-z for stand rd plate posMons. Vr • • BC LL 0 0 0 0 AN IT1V07AAPJ1!(Y Alpine, a dvlsbn of ITV &4dinp eonpwwnts Grasp D•c. shalt rot be respansble far any de,tat' this Jawing, any felure to bndld the tress In confornance with AhISI/rPI 1, or for handti np, sh>bpl installatbn f, bracing of trusses. '.; C� OR`O4•�i'��F� • • TOT. LD.30 50 47 61 A seal on this a-aeft w cover, page listing this drawing. Indicates oeoeptace of professlvnl yy ldv.soldy war the st-- The .1"I y ord nse of this dawkp � � •e tn••w•••• ` `� N DUR. FAC. 13369 Lakalmnl Drive for any �' Mddh g ate' p� AEI I Seca N .1.E 1.25/1.15 Eadh City, h1063046 For more *lw'matlon see this Job's general notes page these web ALPDFi www v Inf rn ti TPL ewthis ob's i nera www afearp t SPACING SEE ABOVE